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PZ - Traffic Impact Study CKITTELSON & ASSOCIATES TRANSPORTATION IMPACT STUDY 0 Pinnacle Mixed - Use Development March 2020 ------- ---------- PREPARED FOR PREPARED BY BRIGHTON CORPORATION KITTELSON &ASSOCIATES, INC. 2929 W. Navigator Drive,Ste 400 101 S Capitol Boulevard,Suite 600 Meridian, ID 83642 Boise, ID 83702 (208) 378-4000 208.338.2683 Transportation Impact Study Pinnacle Mixed-Use Development TIS Meridian, Idaho � `IcO�NAL Prepared For: `p 6 Brighton Corporation r3/1Z U/70 2929 W.Navigator Drive,Ste 400 qTF OF \pP Meridian,ID 83642 (208)378-4000 Prepared By: Kittelson&Associates,Inc. 101 South Capitol Boulevard,Suite 600 Boise, ID 83702 (208)338-2683 Project Manager:Lauren Nuxoll,PE Project Principal:John Ringert,PE Project Analyst:Russ Doubleday Project No.24225 March 2020 Pinnacle Mixed-Use Development TIS March 2020 Executive Summary TABLE OF CONTENTS ExecutiveSummary............................................................................................................................. 2 Findings.......................................................................................................................................................................................2 Recommendations....................................................................................................................................................................10 Introduction .................................................................................................................................. 15 ProjectDescription....................................................................................................................................................................15 ScopeOf The Report..................................................................................................................................................................18 StudyArea................................................................................................................................................................................. 18 Intersection Performance Measures.........................................................................................................................................19 TrafficAnalysis Methodology....................................................................................................................................................19 PerformanceMeasures.............................................................................................................................................................20 ExistingConditions............................................................................................................................ 23 Site Conditions and Adjacent Land Uses...................................................................................................................................23 TransportationFacilities............................................................................................................................................................23 ExistingTraffic Operations.........................................................................................................................................................24 CrashHistory.............................................................................................................................................................................28 Transportation Impact Analysis......................................................................................................... 31 Year 2025 Background Traffic Conditions.................................................................................................................................31 ProposedDevelopment Plan.....................................................................................................................................................40 Year2025 Total Traffic Conditions............................................................................................................................................45 SiteAccess Evaluation...............................................................................................................................................................54 Findings and Recommendations ....................................................................................................... 66 FINDINGS...................................................................................................................................................................................66 RECOMMENDATIONS................................................................................................................................................................74 References .................................................................................................................................. 78 iii Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary LIST OF FIGURES Figure1:Site Vicinity Map...........................................................................................................................................15 Figure2: Proposed Site Plan........................................................................................................................................16 Figure 3A.Year 2019 Existing Traffic Conditions,Weekday AM Peak Hour................................................................24 Figure 3B.Year 2019 Existing Traffic Conditions,Weekday PM Peak Hours...............................................................25 Figure 4A:Year 2025 Background Traffic Volumes,Weekday AM Peak Hour............................................................33 Figure 4B:Year 2025 Background Traffic Volumes,Weekday PM Peak Hour.............................................................34 Figure 5: Estimated Trip Distribution Pattern..............................................................................................................41 Figure 6A. Estimated Trip Assignment Weekday AM Peak Hour.................................................................................42 Figure 6B. Estimated Trip Assignment Weekday PM Peak Hour.................................................................................43 Figure 7A:Year 2025 Total Traffic Conditions,Weekday AM Peak Hour....................................................................45 Figure 7B:Year 2025 Total Traffic Conditions,Weekday PM Peak Hour.....................................................................46 1 z iv Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary LIST OF TABLES Table 1.Study Intersections and Corresponding Operational Standards.......................................................................................20 Table 2.Existing Study Transportation Facilities and Roadways.....................................................................................................22 Table 3.Existing Intersection Operations—Weekday AM and PM Peak Hour...............................................................................26 Table 4:Existing Roadway Segment Operations—Weekday AM and PM Peak Hour.....................................................................27 Table 5.Study Intersection Crash Type and Severity Summary,2014-2018...................................................................................28 Table 6.Roadway Segment Crash Type and Severity Summary,2014-2018..................................................................................28 Table 7.Year 2025 Background Intersection Operations—Weekday AM and PM Peak Hour........................................................32 Table 8.Locust Grove Rd/Amity Rd Intersection Mitigation Operations-Year 2025 Background Traffic Conditions..................35 Table 9.Locust Grove Rd/Lake Hazel Rd Intersection Mitigation Operations-Year 2025 Background Traffic Conditions..........36 Table 10.SH 69/Lake Hazel Rd Intersection Mitigation Operations-Year 2025 Background Traffic Conditions.........................37 Table 11.Year 2025 Background Roadway Segment Operations—Weekday AM and PM Peak Hour...........................................38 Table 13.Proposed Trip Generation for the Northwest Quadrant of the Lake Hazel-Locust Grove Development........................39 Table 14.Proposed Trip Generation for the Southeast Quadrant of the Lake Hazel-Locust Grove Development.........................40 Table 15.Year 2025 Total Intersection Operations—Weekday AM and PM Peak Hour................................................................44 Table 16.Year 2025 Site Access Operations—Weekday AM and PM Peak Hour...........................................................................47 Table 17.Locust Grove Rd/Amity Rd Intersection Mitigation operations—Year 2025 Total Traffic Conditions...........................48 Table 18.Locust Grove Rd/Lake Hazel Rd Intersection Mitigation Operations—Year 2025 Total Traffic Conditions...................49 Table 19.SH 69/Lake Hazel Rd Intersection Mitigation Operations-Year 2025 Total Traffic Conditions....................................50 Table 20.Year 2025 Total Roadway Segment Operations—Weekday AM and PM Peak Hour......................................................52 Table 22.Turn Lane Analysis Results.............................................................................................................................................. 53 Table 23.2025 Daily Traffic Estimates on Internal Roadways........................................................................................................57 1 z v Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary APPENDICES Appendix A Proposed Scope of Work Memorandum Appendix B Signal Timing Sheets Appendix C Existing Traffic Count Data Appendix D Year 2019 Existing Traffic Operation Worksheets Appendix E Mitigated Existing Traffic Operation Worksheets Appendix F Crash Data Appendix G Year 2025 Background Traffic Operation Worksheets Appendix H Year 2025 Mitigated Background Traffic Operation Worksheets Appendix I Year 2025 Total Traffic Operation Worksheets Appendix J Year 2025 Mitigated Total Traffic Operation Worksheets Appendix K Site Access Evaluation Worksheets 1 z vi Kittelson&Associates,Inc. Section 1 Executive Summary Pinnacle Mixed-Use Development TIS March 2020 Executive Summary EXECUTIVE SUMMARY The Pinnacle Mixed-Use Development is located in the northwest and southeast quadrants of Lake Hazel Road and Locust Grove Road. The proposed northwest site is currently vacant farmland and consists of approximately 41.74 acres.The proposed development includes approximately 325 single family homes, 220 multi-family homes, and approximately 61,060 sq. ft. of commercial uses. The proposed southeast area is currently 81.64 acres of vacant farmland and adjacent to the new City of Meridian Discovery Park. Both sites are in Meridian, Idaho and currently zoned Medium-Low Density Residential (R-4). The anticipated build-out year is 2025. FINDINGS Existing Conditions ■ The study evaluated three off-site intersections during the a.m. and p.m. peak hour of a typical weekday. ■ All study intersections were found to operate at acceptable operating standards during the existing weekday a.m. and p.m. peak hours with the exception of: o SH 69/ Lake Hazel Road (PM Peak Hour) ■ The westbound through/right approach operates at V/C = 0.91 and LOS F during the weekday p.m. peak hour. ■ The overall the intersection operates at a 0.79 v/c ratio in the weekday p.m. peak hour, which is under the 0.90 v/c ratio standard. ■ All ACHD study roadways segments operate at acceptable levels of service. ■ Crash data at the study intersections and roadway segments for the most recent five years of complete data (2014-2018) were analyzed for any existing crash trends. The most common crash type was an angle crash at SH 69 / Lake Hazel Road. A traffic signal was installed in September 2018 at this intersection which should reduce angle crashes. Year 2025 Background Traffic Conditions ■ Year 2025 background traffic volumes were forecasted using a 3% compounded annual growth rate on SH 69 and a 7% compounded annual growth rate on all other roadways as well as the addition of in-process traffic from the Lavender Subdivision. ■ Year 2025 background traffic analysis (without inclusion of site-generated traffic)found that none of the study intersections are expected to operate at acceptable operating standards during the weekday a.m. and p.m. peak hours. o Locust Grove Road/Amity Road (AM and PM Peak Hour) I2 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary ■ The intersection is operating at LOS F in the weekday a.m. and p.m. peak hours. Several lane groups have a v/c greater than 1.0. ■ The intersection is projected to meet the 8-hour,4-hour,and peak hour traffic signal volume warrants in 2025 background conditions. ■ A traffic signal with left-turn lanes on all approaches would mitigate the intersection. This mitigation is programmed in ACHD's CIP in the timeframe 2026-2030. o Locust Grove Road/Lake Hazel Road (AM and PM Peak Hour) ■ The intersection is operating at LOS E and F in the weekday a.m. and p.m. peak hours, respectively. Several lane groups have a v/c greater than 1.0. ■ The intersection is projected to meet the 8-hour,4-hour, and peak hour traffic signal volume warrants in 2025 background conditions. ■ A single lane roundabout would mitigate this intersection as programmed in ACHD's CIP in the timeframe of 2026-2030. o SH 69/ Lake Hazel Road (AM and PM Peak Hour) ■ The intersection is operating with a V/C= 0.93 during the weekday a.m. peak hour with the northbound through movement operating with a V/C= 0.97. ■ The intersection is operating with a V/C = 0.95 during the weekday p.m. peak hour with the southbound through/right-turn movement operating with a V/C = 0.92. ■ To meet ITD operating standards, the following are required: • Northbound right-turn lane • Westbound right-turn lane (it should be noted that some vehicles use the wide approach similar to a westbound right-turn lane • Increase the signal cycle to 200 seconds ■ All ACHD study roadway segments are projected to continue operating at acceptable levels of service. o Amity Road (Locust Grove Road to Eagle Road) ■ Amity Road does not meet ACHD roadway volume standards during the weekday a.m. and p.m. peak hours under 2025 background traffic conditions except: • The segment volume does not meet the ACHD policy threshold volumes for two lanes and is within 1% of exceeding the ACHD policy threshold for three lanes. Therefore, widening to 3 lanes will be I� 3 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary needed prior to 2025 and five lanes is projected to be needed by late 2025 under background conditions. • This section of roadway is in ACHD's CIP for widening from two lanes to five lanes in the 2026-2030 timeframe and improvements prior to that at key intersections are required by 2025 based on the Amity Road/Locust Grove Road intersection analysis, resulting in an effective three lane capacity. Trip Generation and Distribution ■ The ITE Trip Generation Manual, loth Edition was used to estimate the trip generation for the proposed Pinnacle Mixed-Use Development. ■ The proposed Pinnacle Mixed-Use Development is located on the northwest and southeast quadrants of Lake Hazel Road/ Locust Grove Road. o The northwest quadrant proposes 88 single family homes,90 multi-family homes,and 61,060 square feet of commercial uses. This development area is estimated to generate 3,312 net new daily trips, 279 weekday a.m. peak hour net new trips (137 inbound / 143 outbound) and 296 weekday p.m. peak hour net new trips (158 inbound / 139 outbound). o The southeast quadrant proposes 237 single family homes and 130 multi-family homes.This development area is estimated to generate 3,007 net new daily trips, 217 weekday a.m. peak hour net new trips(55 inbound/163 outbound)and 290 weekday p.m. peak hour net new trips (181 inbound / 108 outbound). ■ The distribution pattern for site-generated trips was developed by evaluating a select zone analysis from COMPASS' regional travel demand model. Year 2025 Total Traffic Conditions ■ Year 2025 total traffic conditions found that the site-generated trips do not impact any additional intersection not previously identified in the background traffic conditions. ■ All findings and mitigations required for intersections to meet operational standards outlined under background conditions remain consistent in the 2025 total traffic scenario except for the intersection of Lake Hazel Road / Locust Grove Road: o The intersection is operating at LOS D in the weekday p.m. peak hours, but with an overall v/c of 1.07. The southbound lane group operates with a v/c of 1.07. o A multi-lane roundabout with two lanes on Lake Hazel Road operates at LOS C with an overall v/c ratio of 0.92 in the weekday p.m. peak hour. All lane groups operate under 1.0. I4 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary o A multi-lane roundabout with two lanes on Lake Hazel Road and a southbound dual entry approach on Locust Grove Road operates at LOS A with an overall v/c ratio of 0.58 in the weekday p.m. peak hour. ■ All ACHD study roadway segments are projected to continue operating at acceptable levels of service except: o Amity Road (Locust Grove Road to Eagle Road) ■ The two and three lane ACHD policy volume thresholds are exceeded. Therefore, widening to five lanes is needed to meet the ACHD policy volume thresholds. ■ The following should be considered on this segment: • With the improvements planned at the Eagle Road/Amity Road intersection, the proposed signalization of the Eagle Road/Locust Grove Road intersection, and the center turn lanes already serving other major access points, all the key intersection intersections along this segment are projected to operate acceptably without widening. • The 2025 background traffic is within 1% of the ACHD policy volume threshold for three lanes and therefore five lanes are needed with, or without, this proposed development. • Background traffic accounts for approximately 90% of the traffic on this segment. The proposed development traffic is projected to be approximately 9%and 11%of the total 2025 traffic on Amity Road east of Locust Grove Road during the weekday a.m. and p.m. peak hours, respectively. • As stated in the background traffic conditions,this section of roadway is in ACHD's CIP for widening from two lanes to five lanes in the 2026- 2030 timeframe. o Locust Grove Road (Lake Hazel Road to Amity Road) • The two-lane ACHD policy volume threshold is exceeded in the southbound direction during the weekday p.m. peak hour. But the threshold for three lanes is not exceeded, which should be applicable since the Amity Road intersection is proposed for a traffic signal and left-turn lanes and Lake Hazel Road intersection is proposed for a roundabout. Site Access Evaluation ■ The turn lane analysis using ACHD procedures resulted in turn lane warrants at the following site access streets: I� 5 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary o Locust Grove Road/Site Access B ■ Southbound Right-Turn Lane ■ Northbound Left-Turn Lane o Lake Hazel Road/Site Access C ■ Eastbound Left-Turn Lane o Lake Hazel Road/Site Access D ■ Westbound Right-Turn Lane o Lake Hazel Road/Site Access E ■ Eastbound Right-Turn Lane o Lake Hazel Road/Site Access F ■ Eastbound Right-Turn Lane ■ The results from the queuing analysis found that the 95th percentile queue lengths can be accommodated. o Each site accesses provides at least 100 feet of roadway length without driveway and/or internal street interference. ■ The intersection sight distance evaluation identified that intersection sight distance can be achieved at all the site intersections except at Access A looking north. At Access A, the following options are recommended: o Do a more detailed intersection sight distance evaluation using the design drawings for the new access and survey/profile of Locust Grove over the crest vertical curve and make any modifications necessary to achieve sight distance. o Move the access north to be closer to the top of the crest vertical curve such that a vehicle can see an oncoming vehicle adequately to meet intersection sight distance requirements. o Raise the grade of the access and Locust Grove in front of the access to match the height of top of the crest over the canal such that the crest no longer limits sight distance. o Lower the irrigation crossing to create a siphon and lower or flatten the vertical curvature of Locust Grove Road to improve sight distance. ■ Following is a summary of each proposed site access with respect to ACHD Policy: o Locust Grove Road / Site Access A: a proposed local street, accesses Locust Grove Road approximately 1,275 feet north of Lake Hazel Road. The nearest access to the South (Access B) is approximately 615 feet to the south and a private driveway approximately 250 feet to the north. ACHD access spacing for public streets is 660 feet. The access should be considered by ACHD for the following reasons: I� 6 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary ■ If Access A was removed,the daily traffic between Site Access and Site Access B was combined it would exceed ACHD's daily local road threshold of 2,000 vehicles. ■ Access A is planned to not have front-on housing and will be used to access future development to the west. ■ Moving Access A further north is not possible due to the property boundary and an irrigation canal. ■ Moving Access B further south would result in not meeting the ACHD spacing for that access and Lake Hazel Road. ■ The proposed access will still function acceptably as an unsignalized full access (without turn lanes). ■ This proposed access will serve additional residential developments in the future as the proposed development expands and is located such that a similar public street access could be located on the east side Lake Hazel Road for a future development. ■ This access is proposed as a local street and will serve mostly residential trips and a future school, while Site Access B will primarily serve commercial trips. o Locust Grove Road / Site Access B: a proposed local street, accesses Locust Grove Road approximately 660 feet north of Lake Hazel Road.The nearest access (Access A) is approximately 615 feet to the north. ACHD's spacing criteria for a full access public street on a minor arterial is 660 feet. The access should be considered by ACHD for the following reasons: ■ If Access B is not allowed,the daily traffic between Site Access and Site Access B combined would exceed ACHD's daily local road threshold of 2,000 vehicles. ■ As discussed for Access A, obtaining 660 feet between Access A and Access B is not possible at this time due to the property lines and irrigation facilities. ■ The proposed access is located 660 feet from Lake Hazel Road to the south and meets ACHD spacing requirements for a local street on a minor arterial and will function acceptably as an unsignalized full access(without turn lanes). ■ Right-turn and left-turn lanes are proposed on Locust Grove Road, which will reduce any impacts to the through traffic on Locust Grove Road. ■ This proposed access will serve additional residential and commercial developments in the future as the proposed development expands. ■ This access is proposed as a local street and will serve mostly commercial trips, while Site Access A will primarily serve residential trips. o Lake Hazel Road / Site Access C: a proposed local street, accesses Lake Hazel Road approximately 1,280 feet west of Locust Grove Road. The nearest access is I7 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary approximately 600 feet to the east (Access D — right-in/right-out). ACHD policy for right-in, right-out access is 520 feet for right-in, right-out. The access should be considered by ACHD for the following reasons: ■ The access meets ACHD spacing criteria. ■ The proposed access aligns with an existing private driveway on the south side of Lake Hazel Road ■ The access will function acceptably as an unsignalized full access. ■ An eastbound left-turn lane is recommended which will reduce the impacts on through traffic on Lake Hazel Road. ■ This proposed access will serve additional residential developments in the future as the proposed development expands. Since the site access directly to the east will be right-in/right-out this access allows for left-turns in and out of the site. o Lake Hazel Road / Site Access D: a proposed right-in/right-out local street accesses Lake Hazel Road approximately 680 feet west of Locust Grove Road. The nearest access is approximately 600 feet to the west. ACHD policy spacing for right-in, right- out driveways are 520 feet. The access should be considered by ACHD for the following reasons: ■ The access spacing meets ACHD criteria. ■ The proposed access will still function acceptably as an unsignalized full access ■ A westbound right-turn lane is proposed which will minimize impacts to through traffic on Lake Hazel Road. ■ This proposed access will serve additional residential and commercial developments in the future as the proposed development expands. o Lake Hazel Road / Site Access E: a proposed right-in/right-out local street, accesses Lake Hazel Road approximately 695 feet east of Locust Grove Road. The nearest access is approximately 660 feet to the east. ACHD's spacing criteria for a right- in/right-out access is 520 feet. The access should be considered by ACHD for the following reasons: ■ The access spacing meets ACHD criteria. ■ The proposed access will still function acceptably as an unsignalized full access ■ An eastbound right-turn lane is proposed which will minimize impacts to through traffic on Lake Hazel Road. ■ This proposed access will allow some separation of traffic from the proposed multi-family portion of the development. I� 8 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary o Lake Hazel Road / Site Access F: a proposed local street, accesses Lake Hazel Road approximately 1,355 feet east of Locust Grove Road. The nearest access is approximately 660 feet to the west (Access E — right-in, right-out) and an access to Discovery Park approximately 460 feet east.The access should be considered by ACHD for the following reasons: ■ The access aligns with an already approved full access for the Lavender Heights Subdivision ■ An eastbound right-turn lane is proposed, and the Lavender Heights Subdivision proposed a left-turn lane on Lake Hazel Road, which will reduce impacts to through traffic on Lake Hazel Road. ■ The street is shown on the Master Street Map as a future collector road. ■ The spacing meets the public street spacing from Locust Grove Road. ■ This proposed access will serve residential trips as and has the potential to serve the Regional Park if needed directly to the east of the site. o Locust Grove Road / Site Access G: a proposed local street, accesses Locust Grove Road approximately 660 feet south of Lake Hazel Road and aligns with a private driveway on the west side of Locust Grove Road.The nearest access is approximately 890 feet to the south (Access H). ACHD's spacing criteria for a full access public street on a minor arterial is 660 feet. The access should be considered by ACHD for the following reasons: ■ The proposed access meets ACHD spacing requirements for a local street on a minor arterial and will function acceptably as an unsignalized full access (without turn lanes). ■ The access will serve the proposed multi-family area of the development. o Locust Grove Road / Site Access H: This access, a proposed local street, accesses Locust Grove Road approximately 1,550 feet south of Lake Hazel Road. The nearest access is approximately 890 feet to the north (Access G) and 1,105 feet to the south (Access 1). ACHD's spacing criteria for a full access public street on a minor arterial is 660 feet. The access should be considered by ACHD for the following reasons: ■ The proposed access meets ACHD spacing requirements for a local street on a minor arterial and will function acceptably as an unsignalized full access (without turn lanes). o Locust Grove Road/Site Access I (New Collector): a proposed collector is located on Locust Grove Road approximately 2,655 feet, south of Lake Hazel Road.This collector forms the west side of the future mid-mile collector which is identified on the Ada County Master Street Map. The access should be considered by ACHD for the following reasons: I� 9 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary ■ The proposed collector is identified on the Master Street Map and meets ACHD spacing requirements. ■ The intersection on Locust Grove Road will function acceptably as an unsignalized full access. ■ The collector street would provide access to adjacent parcels which will minimize future development directly accessing the minor arterial (Locust Grove Road). RECOMMENDATIONS Based on the report's analyses and evaluation findings, recommendations were developed accordingly for time scenario's conditions. Year 2025 Background Traffic Condition Mitigations (Without the Proposed Development) The following mitigations are recommended to accommodate the year 2025 background traffic volume and meet ACHD policy. Locust Grove Road/Amity Road ■ Construct a traffic signal with left-turn lanes on all approaches. Signalization is in ACHD's CIP in the timeframe of 2026-2030. This is projected to be needed in approximately 2021 with or without the proposed development. The development would have approximately 55 units occupied at that time.The development traffic accounts for 14 percent of the projected 2025 total traffic at the intersection. Locust Grove Road/Lake Hazel Road ■ Construct a roundabout with a westbound bypass lane as programmed in ACHD's CIP in the timeframe of 2026-2030.This is needed in approximately 2021.The development would have approximately 100 units occupied at that time. The development traffic accounts for approximately 22 percent of the proposed traffic at the intersection. SH-69/Lake Hazel Road ■ Install a westbound right-turn lane and northbound right-turn lane and increase the signal cycle up to 200 seconds (similar to other state highways such as Eagle Road) as needed by 2025. Alternatives to increasing the signal cycle include additional widening of Lake Hazel Road or SH-69. This is needed in approximately 2022. The development would have approximately 185 units occupied at that time. The development traffic accounts for approximately 4 percent of the proposed traffic at the intersection. I10 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary Amity Road(Locust Grove to Eagle Road) Additional Year 2025 Mitigations Needed With the Pinnacle Mixed-Use Development The following mitigations are recommended due to the inclusion of Pinnacle Mixed-Use Development's site generated trips. Locust Grove Road/Lake Hazel Road ■ Expand the roundabout to have two-lane approaches and exits on the eastbound and westbound approaches and a two-lane southbound approach. This is needed in approximately 2021 when the development has approximately 440 units occupied. The development traffic accounts for approximately 22 percent of the proposed traffic at the intersection. Amity Road(Locust Grove to Eagle Road) ■ Widen to five lanes per the ACHD CIP (scheduled for 2026-2030) or allow the policy threshold to be exceeded since the key intersections will operate acceptably with the proposed improvements. Note that the ACHD policy threshold is projected to be within 1% of being exceed under 2025 background conditions and the development moves up the timeframe to approximately 2024 when the development has approximately 460 units occupied. The development traffic accounts for approximately 10 percent and 11 percent of the proposed on this segment during the weekday a.m. and p.m. peak hours, respectively. Locust Grove Road/Site Access A There is insufficient sight distance to the north to meet the AASHTO requirement of 500 feet for 45 mph. The following options are recommended: 1. Do a more detailed intersection sight distance evaluation using the design drawings for the new access and survey/profile of Locust Grove over the crest vertical curve. 2. Move the access north to be closer to the top of the crest vertical curve such that a vehicle can see an oncoming vehicle adequately to meet intersection sight distance requirements.' 3. Raise the grade of the access and Locust Grove in front of the access to match the height of the crest vertical curve over the canal such that the crest no longer limits sight distance. 4. Lower the irrigation crossing to create a siphon and lower or flatten the vertical curvature of Locust Grove Road. Locust Grove Road/Site Access 8 ■ Construct a southbound right-turn lane with approximately 100 feet of vehicle storage. ■ Construct a northbound left-turn lane with approximately 100 feet of vehicle storage. I WA, 11 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Executive Summary Lake Hazel Road/Site Access C ■ Construct an eastbound left-turn lane with approximately 100 feet of vehicle storage. Lake Hazel Road/Site Access D ■ Construct a westbound right-turn lane with approximately 100 feet of vehicle storage. Lake Hazel Road/Site Access E ■ Construct an eastbound right-turn lane with approximately 100 feet of vehicle storage. Lake Hazel Road/Site Access F ■ Construct an eastbound right-turn lane with approximately 100 feet of vehicle storage. All site accesses ■ With approval from ACHD, construct all accesses to the development with the following designations: o All local streets within the development should be constructed with one travel lane in each direction. o Site driveways with access to public streets should provide sufficient stacking distance for four vehicles (100 feet) to ensure acceptable operation and accommodate larger vehicles, including utility service and delivery vehicles. o Site accesses along Locust Grove Road and Lake Hazel Road should match the existing grade or be higher at the intersection to ensure the best possible sight distance. o All accesses and internal streets should be designed to provide adequate intersection site distance. Shrubbery and landscaping near the intersection and site access point should be maintained to ensure adequate sight distance is maintained. I12 Kittelson&Associates,Inc. Section 2 Introduction Pinnacle Mixed-Use Development TIS March 2020 Introduction INTRODUCTION Kittelson & Associates, Inc. (Kittelson) has conducted a Transportation Impact Study (TIS) for the proposed Pinnacle Mixed-Use Development in Meridian, Idaho. The study was prepared in accordance with requirements of the Idaho Transportation Department(ITD) Rules Governing Highway Right-of-Way Encroachment Rights-of-Way (Reference 1) and Ada County Highway District's (ACHD) Policy Manual Section 7106 (Reference 2). The TIS examines the current transportation network and addresses the transportation impacts associated with background growth and the proposed development. PROJECT DESCRIPTION The Pinnacle Mixed-Use Development is located in the northwest and southeast quadrants of Lake Hazel Road and Locust Grove Road. The proposed northwest site is currently vacant farmland and consists of approximately 41.74 acres. The proposed southeast area is currently 81.64 acres of vacant farmland and adjacent to the new City of Meridian Discovery Park. Both sites are in Meridian, Idaho and currently zoned Medium-Low Density Residential (R-4). Figure 1 shows the site's vicinity in Ada County, Idaho. Figure 2 illustrates the preliminary development site plan. 1 z 14 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 N AMITY RD O w O w U U tAl.*4mh,. O J wop-an - A SITE B C D E F LAKE HAZEL RD V SITE o ' of z Q 0 a SITE _ w E =x of SS O O 84 p� T O C d V ADA COUNTY V 2 4 N f HI 6 Qp C v4 O & Q- STUDY INTERSECTIONS Figure Site Vicinity Ox SITE ACCESSES Meridian, Idaho 1 JF7 KITTELSON & ASSOCIATES Pinnacle Mixed-Use Development TIS March 2020 N 615' I Commercial J Area 660' c 600' DD -680' 695' E 660' F LAKE HAZEL RD 660' Y s G — a — o � f F 890 a o � � H p J L , O 1105' S Q- STUDY INTERSECTIONS �- SITE ACCESSES Preliminary Site Plan Figure Provided by Brighton Companies Meridian, Idaho 2 u J� KITTELSON � & ASSOCIATES Pinnacle Mixed-Use Development TIS March 2020 Introduction SCOPE OF THE REPORT The scope, methodology,and key assumptions within the TIS were reviewed and agreed upon by ITD and ACHD in February 2020. Appendix A includes the Proposed Scope of Work for the Transportation Impact Analysis memorandum and response emails from ITD and ACHD. This report evaluates these transportation issues: ■ Existing land use and transportation system conditions, including intersections and roadways within the site vicinity for the typical weekday a.m. and p.m. peak periods; ■ Developments and transportation improvements within the study area; ■ Estimated local and regional growth in the study area for future year background analyses based on an annual compounded growth rate of 7% applied to existing traffic volumes; ■ Intersection and segment analysis of year 2025 background traffic conditions (existing counts plus six years of regional growth and in-process development trips but not including the specific Pinnacle Mixed-Use Development) during the weekday a.m. and p.m. peak periods; ■ Trip generation and distribution estimates for the proposed Pinnacle Mixed-Use Development; ■ Intersection and segment analysis of year 2025 total traffic conditions (year 2025 background traffic plus site-generated trips) during the weekday a.m. and p.m. peak periods; ■ Identified transportation improvement mitigations at the study intersections impacted by site-generated trips; ■ Estimation of development thresholds for recommended improvements; ■ Evaluation of site access intersections; and ■ Summary of findings and recommendations. STUDY AREA The following study intersections and roadways were identified during the scoping process and included in the analysis: Existing Intersections 1. Locust Grove Road/Amity Road (Al 1-waystop-controlled) 2. Locust Grove Road/ Lake Hazel Road (All-way stop-controlled) 3. SH 69/ Lake Hazel Road (Signalized) Future Site Access Intersections A. Site Access A/ Locust Grove Road B. Site Access B/ Locust Grove Road IV/1 17 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Introduction C. Site Access C/ Locust Grove Road E. Site Access E/ Lake Hazel Road D. Site Access D/ Lake Hazel Road F. Site Access F/ Lake Hazel Road Roadway Segments ■ Amity Road (Locust Grove Road to Eagle Road) ■ Locust Grove Road (Amity Road to Lake Hazel Road) ■ Lake Hazel Road (Locust Grove Road to SH 69) INTERSECTION PERFORMANCE MEASURES Intersection performance measures reported in this study include level of service (LOS), volume-to- capacity ratio (V/C), delay, and 95th percentile queues. The performance measures are used to gauge the performance of the transportation system and overall quality of the travel experience through an intersection or roadway segment as it is perceived by the traveler: ■ Level-of-service (LOS) is currently the most commonly used performance measure. LOS uses an "A" to "F" ranking based on the average control delay experienced by motorists. LOS "A" conditions have very low vehicles delay times (10 seconds or less), while LOS "F" conditions have high delay times (over 80 seconds on average per vehicle at the signalized intersection) that are considered unacceptable to most drivers. ■ Volume-to-capacity(VIC)compares the volume of traffic to the theoretical capacity of the facility to accommodate traffic. A V/C ratio of 1.0 indicates an intersection, or movement at an intersection, is operating at capacity. A V/C ratio over 1.0 indicates the intersection's capacity is exceeded. ■ 95th percentile queue is the queue length that has only a 5 percent probability of being exceeded during the analysis time period. It is used to help determine turn lane storage, but not what the typical driver would experience. This performance measure is helpful in assessing access spacing from adjacent unsignalized and signalized intersections. The performance measures are based on the peak-15 minutes of the peak hour and therefore,conditions may be better during other times of the day. Overall, intersection performance is calculated for signalized intersections and all-way stop-controlled intersections. For two-way stop-controlled intersections, performance measures are reported for the critical movement. TRAFFIC ANALYSIS METHODOLOGY The intersection operational analysis was performed using the Highway Capacity Manual (HCM) 6th Edition analysis procedures (Reference 3). To ensure that this analysis is based on a reasonable worst- Iu 1 18 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Introduction case scenario, the peak 15-minute flow rate during all peak hours was used in the evaluation of all intersection LOS and V/C ratios. This analysis reflects conditions that are only likely to occur for 15- minutes out of each average peak hour. The transportation system will likely operate better than the conditions described in this report during all other time periods. The intersection operations analyses conducted for the TIS were prepared using Synchro 10. The roadway segment analysis was performed using the ACHD Street Capacity Guidelines Table in ACHD's 2016 Capital Improvements Plan (Reference 4) for all ACHD roadways. The HCM 2000(Reference 5) was utilized due to the ability to report overall intersection V/C ratios for a signalized intersection as required by ACHD policy, since the HCM 6th Edition does not report overall intersection V/C/ ratio. Additionally, the guidance in the Manual on Uniform Traffic Control Devices (MUTCD), 2009 Edition (Reference 6) was used for signal warrant analyses when determining the appropriate mitigation for an impacted study intersection. Signal Timing and Other Parameters ACHD provided current signal timing for the SH 69/Lake Hazel Road intersection via signal timing sheets. Appendix 8 contains these signal timing sheets. ACHD required values were used for the ideal saturation flow rate (1800 vehicles per hour per lane), while other inputs were gathered from field data including truck percentages, peak hour factors, posted speeds, and storage lengths. PERFORMANCE MEASURES The operating standards of ITD and ACHD were used to assess the traffic operations of the study intersections and roadways. ACHD Intersection and Roadway Standards The analysis was performed in accordance with the methodologies stated in Section 7106.6 of the ACHD Policy Manual(Reference 1). Intersection and segment LOS are reported per ACHD thresholds. ACHD requires that signalized intersections operate at a minimum of LOS E for Principal Arterials and Minor Arterials and LOS D for Collectors. The acceptable V/C ratio for signalized intersection is 0.90 for the overall intersection and 1.0 for each lane group. The acceptable V/C ratio is 1.0 for the critical lane group at unsignalized intersections. All unsignalized intersections that have a projected LOS D or worse shall be evaluated to determine if a signal or roundabout is warranted. Additionally, Section 5108.6.4 identifies a maximum volume-to-capacity ratio at a roundabout to be 0.85, which is also reviewed for mitigations involving roundabouts. 1 z 19 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Introduction ITD Intersection Standards Although not policy, ITD's desired thresholds are LOS D or better for all intersections and a V/C ratio of 0.90 or better for the overall intersections as well as each lane group. Table 1 summarizes the LOS standards for the study area intersections (signalized and unsignalized). Table 1. Study Intersections and Corresponding Operational Standards ID Study Intersection Agency Traffic Control ITD•. Operating Standard' • LOS E or better 1 Locust Grove Road/ ACHD All Way Stop & Not Applicable • Critical movement V/C Ratio<_1.00 Amity Road Control • Evaluate signal warrants if<_LOS D • LOS E or better 2 Locust Grove Road/ ACHD All-Way Stop 0 Not Applicable • Critical movement V/C Ratio<_1.00 Lake Hazel Road Control . Evaluate signal warrants if S LOS D SH 69/Lake Hazel • LOS D or better • LOS E or better 3 Road ITD/ACHD Traffic Signal • Lane Group&Intersection • Intersection V/C 5 0.90 V/C Ratio<_0.90 • Lane Group V/C Ratio<_1.00 'A Policy on Geometric Design of Highways and Streets,2010 Edition(Reference 7) 'ACHD Policy Manual(Reference 1) I20 Kittelson&Associates,Inc. Section 3 Existing Conditions Pinnacle Mixed-Use Development TIS March 2020 Existing Conditions EXISTING CONDITIONS The existing conditions analysis identifies the site conditions and current operational and geometric characteristics of the roadways within the study area. These conditions will be compared with future conditions later in this report. Existing traffic counts at the study intersections were collected in December 2019. In addition, Kittelson staff visited and inventoried the proposed master plan development site and surrounding study area in January 2020. At that time, Kittelson collected information regarding site conditions, adjacent land uses, existing traffic operations, and transportation facilities in the study area. SITE CONDITIONS AND ADJACENT LAND USES The proposed site is inside the City of Meridian limits, is currently farmland, and is zoned for medium- low density residential (R-4).There is farmland surrounding the site on all sides, and there is some nearby residential development to the north and west of the site. The City of Meridian recently completed the first phase of a Discovery Park on the south side of Lake Hazel Road to the east of the proposed development. TRANSPORTATION FACILITIES The transportation system inventory identifies the current characteristics of roadways within the study area. Major roadways within the study area were identified and catalogued, including transit facilities and pedestrian and bicycle infrastructure. Roadway Facilities Table 2 provides a summary of the existing roadway facilities included in this study within the site vicinity. Table 2. Existing Study Transportation Facilities and Roadways Functional Number of Posted Bicycle On-Street Roadway Classification' Lanes Speed(MPH') Sidewalks Lanes Parking Locust Grove Road Minor Arterial 2 50 No No No Lake Hazel Road Principal Arterial 2 50 No No No Amity Road Minor Arterial 2 45/50' No No No SH 69 Principal Arterial 5 55 No No No 1 Per Ada County Long Range Highway&Street Map 2040 Functional Street Classification Map MPH represents miles per hour 'The speed is 45 MPH to the west of the Locust Grove Road/Amity Road intersection,and 50 MPH to the east of the intersection. Pedestrian and Bicycle Facilities Within the site vicinity, most roads are rural in nature and there are no pedestrian or bicycle facilities. I WA, 22 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Existing Conditions Transit Facilities Valley Regional Transit (VRT) is a public transportation service provider that provides fixed route buses and paratransit services within Ada and Canyon County. VRT's central bus station is located downtown Boise and provides county and intercounty connections within the Treasure Valley. There are no bus routes servicing the immediate vicinity of the site. However,the ValleyConnect 2.0 Plan (Reference 8), which is VRT's long-range growth plan for providing new and enhanced transit service, identifies a new bus transit route along SH 69 between Meridian and Kuna, which would provide transit service within proximity of the site. EXISTING TRAFFIC OPERATIONS Data collection at study intersection included turning movement counts and heavy vehicle counts collected during a typical midweek day(Tuesday through Thursday) during the a.m. peak period (7:00 to 9:00 a.m.) and p.m. peak period (4:00 to 6:00 p.m.). Appendix C includes the existing weekday a.m. and p.m. peak period counts at each of the study intersections. Weekday AM and PM Peak Hour Intersection Operations Existing peak hour traffic operations were analyzed for a typical mid-weekday a.m. peak period and p.m. peak period. Because the study intersections are about a mile apart with residential or other accesses in- between, individual peak hours for each intersection were used to provide a conservative analysis.Table 3 presents the traffic operation results for each intersection and its corresponding lane groups during existing weekday a.m. and p.m. peak periods,while Figures 3A and 3B present lane configurations,traffic control devices, and the a.m. and p.m. peak hour traffic volumes at each of the study intersections. Appendix D includes the year 2019 existing conditions Synchro worksheets. Iz23 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Locust Grove Rd/Amity Rd Locust Grove Rd / Site Access A Locust Grove Rd/ Site Access B ,AMITY RD Ak 4ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES J v v v 1r G3333 253cf) tAL P t t e� t t U O A pil SITE B Locust Grove Rd/ Lake Hazel Rd Site Access C/ Lake Hazel Rd Site Access D/ Lake Hazel Rd ' S LAKE HAZEL RD ANE CONFIGURATIONS VOLUMES S SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES C D E F (� v v T j L SITE 29J1 t43 266-► r 201 295� —205 -► r 296� 205 4 a 1-,4 r2 Q -IL e z 0 SH 69/ Lake Hazel Rd Site Access E/ Lake Hazel Rd Site Access F/ Lake Hazel Rd 3 ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES o v v 3 a J J 1t ti r 134�ti r�50 -► 297� 246 -► 297-► �246 3 'ti1Y tP a Locust Grove Rd/Site Access G Locust Grove Rd/ Site Access H Locust Grove Rd /Site Access I x LANE CONFIGURATIONS VOLUMES -LANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES 1 l 1 1 t t t g t t t E V4 O 3 STOP SIGN m- STUDY INTERSECTIONS 2019 Existing Traffic Volumes Figure i -TRAFFIC SIGNAL Q- SITE ACCESSES Weekday AM Peak Hour 3A Meridian, Idaho IVA KITTELSON NN &ASSOCIATES Pinnacle Mixed-Use Development TIS March 2020 Locust Grove Rd/Amity Rd Locust Grove Rd / Site Access A Locust Grove Rd/ Site Access B ,AMITY RD Ak 4ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES J v v )CC19 - LU ~22r Vw t U O A pil SITE B Locust Grove Rd/ Lake Hazel Rd Site Access C/ Lake Hazel Rd Site Access D/ Lake Hazel Rd ' SANE CONFIGURATIONS VOLUMES S SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES LAKE HAZEL RD .� C D E F (� v v G NSA SITE 10_0 i t4a 192-► r 306 206 329 -► r 206 -329 a 4-,4 r21 m C m O SH 69/ Lake Hazel Rd Site Access E/ Lake Hazel Rd Site Access F/ Lake Hazel Rd 3 ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES o v v a 64 ti r� ��2 -► � 2�-► �375 -► � 269-► *-375 �tr 3 m a Locust Grove Rd/Site Access G Locust Grove Rd/ Site Access H Locust Grove Rd /Site Access I x LANE CONFIGURATIONS VOLUMES -LANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES l i 1 i 1 l t t t s t t t E V4 O 3 STOP SIGN m- STUDY INTERSECTIONS 2019 Existing Traffic Volumes Figure i -TRAFFIC SIGNAL Q- SITE ACCESSES Weekday PM Peak Hour 36 Meridian, Idaho IVA KITTELSON NN &ASSOCIATES Pinnacle Mixed-Use Development TIS March 2020 Existing Conditions Table 3. Existing Intersection Operations-Weekday AM and PM Peak Hour Control V/C LOS Delay WC LOS Delay Intersection Intersection Intersection AM/PM AM Peak Hour - FNBLTIR R 0.67 C 20.4 0.48 C 15.6 Locust Grove Road/ C/ 17.8/ R 0.65 C 19.4 0.81 D 30.9 1 Amity Road AWSC C 23.4 0.40 B 14.0 0.24 B 12.5 R 0.32 B 13.1 0.68 C 22.6 EBLTR 0.48 B 12.8 0.38 B 12.1 Locust Grove Road/Lake B/ 12.2/ WBLTR 0.40 B 11.4 0.65 C 17.9 2 Hazel Road AWSC B 15.0 NBLTR 0.31 B 13.6 0.11 B 10.2 SBLTR 0.10 A 9.7 0.46 B 13.9 EBL 0.39 D 52.4 0.15 D 55.0 EBTR 0.78 E 63.6 0.26 E 57.1 WBL 0.22 D 51.8 0.23 D 51.7 3 SH 69/Lake Hazel Road Traffic Signal 0.76/ C/ 29.2/ WBTR 0.87 E 71.7 0.91 F 85.2 0.79 C 30.1 NBL 0.03 B 10.9 0.11 B 19.4 NBTR 076 C 25.7 0.44 B 18.7 SBL RjECBC�� 20.1 0.28 B 13.6 SBTR 13.3 0.74 C 25.8 V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded, italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As Table 3 shows, all study intersections operate at acceptable operating standards during the year 2019 existing weekday AM and PM peak hours, except for: ■ SH 69 / Lake Hazel Road (PM peak hour): The westbound through/right movement operates at LOS F and has a v/c ratio of 0.91 which does not meet ITD policy of 0.90. Existing Conditions Mitigation This section outlines mitigations for intersections falling below ACHD's and ITD's traffic operation standards under existing conditions. Appendix E contains the mitigated year 2019 existing conditions Synchro worksheets. SH 69/Lake Hazel Road As highlighted in Table 3,the westbound through/right-turn lane is operating at a v/c ratio of 0.91 during the weekday p.m. peak hour,which is above ITD's desired threshold of 0.90 for all lane groups.The overall the intersection operates at a 0.79 v/c ratio in the weekday p.m. peak hour, which is under the 0.90 v/c ratio standard. Year 2019 Existing Conditions Roadway Segment Analysis Peak hour roadway segment volumes were based on the traffic count data collected at the study intersections.Table 4 details peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD District Policy 7106.3.3 for the ACHD roadways facilities. Iz26 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Existing Conditions Table 4: Existing Roadway Segment Operations—Weekday AM and PM Peak Hour At Roadway Segment .. mity od 658 roocustGrove Road to Eagle Road) Minor Arterial 7(D 2019) E/575 475/EB Yes 465/WB Yes RAocust Grove Road 5,933 mity Road to Lake Hazel Road) Minor Arterial (Dec 9,2019) E/575 205/NB Yes 255/SB Yes Lake Hazel oad(Locust Grove Road to SH 69) Principal Arterial (De4,902019) E�T 295/EB Yes 330/WB Yes::] 1 Per COMPASS 2040 Functional Street Classification Map(Reference 9);2Travel lanes include the total number of lanes across the roadway's respective cross section As shown in Table 4 all existing roadway segments currently meet ACHD standards and operate at acceptable LOS during the weekday a.m. and p.m. peak hour. I WA, 27 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Existing Conditions CRASH HISTORY Crash data for the study intersections and roadways was provided by ITD for the previous five years (2014-2018).This data was used to evaluate and document any potential crash trends occurring at study intersections and along study roadways.Appendix F contains the crash data reports provided by ITD. Table 5 presents the number of crashes, by crash type and severity, at each study intersection. Angle crashes were the most common intersection crash type, accounting for 44 percent of all intersection crashes. The SH 69 / Lake Hazel Road intersection had a higher number of crashes than the other two study intersections, including one fatality crash. Approximately 67 percent of all reported crashes at the SH 69 / Lake Hazel Road intersection resulted in an injury or fatality. The fatality crash involved a ped/bike. A traffic signal was installed at this intersection in September 2018, which is expected to reduce angle and turning crashes which frequently result in injuries. Table 5. Study Intersection Crash Type and Severity Summary, 2014-2018 Crash Type severity Crash Rate Fixed Side Head- (C Rear-End Object Swipe Angle Turning On Ped/Bil, SkInjury Fatal rashes/ Intersection MEV) Locust Grove Road&Amity Road 1 1 1 3 1 4-1 2 1 2 1 0.18 Locust Grove Road&Lake Hazel Road 3 1 1 2 1 5 3 2 - 0.31 SH 69 and Lake Hazel Road 5 2 1 11 4 3 1 27 9 17 1 0.51 Table 6 presents the number of crashes, by crash type and severity, at each roadway segment. Fixed object/run off the road crashes and angle crashes were the most common roadway segment crash types, accounting for 37 percent and 26 percent of all roadway segment crashes, respectively. Table 6. Roadway Segment Crash Type and Severity Summary, 2014-2018 Crash Type Severity Crash Rate Rear-End Fixed Side Angle Head- Overturn Total PDO' Injury Fatal (Crashes/ Intersection Object Swipe On MVM) Lake Hazel Road 3 3 6 6 0.58 (Locust Grove Road to SH 69) Locust Grove Road 2 1 1 1 2 1 8 4 4 0.95 (Lake Hazel Road to Amity Road) Amity Road 1 3 1 5 1 4 0.40 (Locust Grove Road to Eagle Road) Iz28 Kittelson&Associates,Inc. Section 4 Transportation Impact Analysis Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis TRANSPORTATION IMPACT ANALYSIS The transportation impact analysis identifies how the study area's transportation system will operate in the year the proposed development is expected to be fully built, year 202S. The impact of traffic generated by the proposed Pinnacle Mixed-Use Development during the typical weekday a.m. and p.m. peak hours was examined as follows: ■ Developments and transportation improvements planned in the site vicinity were identified. ■ Background weekday a.m. and p.m. peak hour traffic conditions for build-out year 2025 were analyzed at each of the study intersections. ■ Background conditions were developed by applying a 3 percent annual compounded growth rate on SH 69 and a 7 percent annual compounded growth rate on Lake Hazel Road, Locust Grove Road, and Amity Road. These growth rates account for anticipated regional growth in the site vicinity between 2019 and 2025. Additionally, traffic from in-process developments within the close vicinity of the site was added. ■ Site-generated trips were estimated for build-out of the site. ■ Site trip distribution patterns were estimated for the site-generated trips based on the existing traffic patterns, the major trip origins and destinations in Meridian and the Treasure Valley area, and COMPASS modeling (see Figure 5 for the site trip distribution pattern). ■ Build out year 2025 total traffic conditions were analyzed at each of the study intersections and site-access points during the weekday a.m. and p.m. peak hours. ■ On-site circulation issues and site-access operations were evaluated. YEAR 2025 BACKGROUND TRAFFIC CONDITIONS The year 2025 background traffic analysis identifies how the study area's transportation system will operate without the proposed Pinnacle Mixed-Use Development.This analysis includes traffic attributed to planned developments within the study area and to general growth in the region but does not include traffic from the proposed development. Planned Intersection and Roadway Improvements KAI identified and reviewed the developments and transportation improvements planned within the site vicinity. Based on a review of ACHD's Capital Improvement Plan (Reference 4), ACHD's Integrated Five Year Work Plan (Reference 10), and ITD's Statewide Transportation Improvement Program (STIP, Reference 11), the following improvements are planned in the study area: ACHD's Capital Improvement Plan (CIP) ■ 2026-2030: I30 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis o RD2016-3: Amity Road (Locust Grove Road to Eagle Road). Reconstruct/widen from 2- lanes to 5-lanes. o RD2016-64: Lake Hazel Road (SH 69 to Locust Grove Road). Reconstruct/widen from 2 lanes to 3 lanes. o IN2016-6: Amity Road/ Locust Grove Road. Add signal. Reconstruct/widen approaches. o IN2016-55: Lake Hazel Road / Locust Grove Road. Add roundabout. To be constructed as a Single-lane Roundabout with a westbound right turn bypass-lane. o IN2016-60: Lake Hazel Road/SH 69. Add signal. Reconstruct/widen approaches. ■ Signal has already been installed. ACHD's Integrated Five Year Work Plan ■ 2022 o Pavement rehabilitation and pedestrian ramps on identified arterial and collector roads as part of ACHD's Pavement Management Program. ITD's Statewide Transportation Investment Program ■ No projects in the site vicinity. The roadway and intersection improvements are beyond the year 2025 horizon for buildout of the proposed development and, therefore, they were not assumed to be in place as background improvements. Background Growth Based on a review of historical data, traffic growth has been in the range of 6-10 percent per year over the past few years along Lake Hazel Road and Locust Grove Road. The COMPASS modeling indicates an average compounded growth rate of approximately 7 percent per year. While 7 percent is very high, there some relatively large development that are building out in the area. Therefore, to be consistent with the COMPASS modeling between the year 2019 and 2025, a 7 percent compounded growth rate is proposed for this report. This high growth rate should account for the in-process development that is occurring in the area and is not adjacent to the site. Growth in traffic along SH-69 is lower than that the ACHD arterials. ITD requested that a 3 percent compounded annual growth rate be applied to SH 69. In-Process Developments There are two in-process developments which are planned to be included as background traffic: 1 z 31 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis ■ Phase 1 of Discovery Park: Phase 1 is already completed but because the counts will be during the winter, the PM peak hour trips from the park will be added as background traffic. ■ Lavender Heights Subdivision: The access for that development is directly across from this development's proposed Site Access F. Year 2025 Background Traffic Volumes Year 2025 background traffic volumes reflect existing traffic counts plus the 6 years of background traffic growth (December 2019 to December 2025). Over this 6-year period, this equates to total increases of approximately 50 percent for ACHD roadways and 19 percent for SH-69 over existing volumes.Year 2025 background traffic volumes also reflect the two nearby in-process developments, as described above. Year 2025 Background Intersection Operations Table 7 presents the traffic operations results for each study intersection and its lane groups under 2025 background conditions during the weekday a.m. and p.m. peak hours. Figures 4A and 413 present the lane configurations, traffic control devices, and the weekday a.m. and p.m. 2025 background traffic volumes at each of the study intersections. Appendix G includes the year 2025 background conditions Synchro worksheets. Table 7.Year 2025 Background Intersection Operations-Weekday AM and PM Peak Hour Intersection [ Group No. Intersection Control wc LOS Delay WC LOS Delay WC LOS Intersection AM/PM Lane AM Peak Hour PM Peak Hour - EBLTR 1.49 F 206.0 1.15 F 73.0 1 Locust Grove Road/ AWSC F/F 148.1/ WBLTR 1.47 F 198.0 1.89 F 336.4 Amity Road 219.4 NBLTR 0.97 E 45.7 0.80 D 32.8 SBLTR 0.78 D 32.0 1.69 F 244.1 EBLTR 0.94 F 52.6 1.10 F 61.8 2 Locust Grove Road/Lake AWSC E/F 39.6/ WBLTR 0.86 E 38.1 1.69 F 321.2 Hazel Road 179.1 NBLTR 0.60 C 24.8 0.36 C 19.2 SBLTR 0.23 B 13.8 1.24 F 97.7 EBL 0.51 D 46.3 0.27 D 54.5 EBTR 0.80 E 63.6 0.45 E 58.0 WBL 0.33 D 44.8 0.40 D 47.7 0.98/ 62.7/ WBTR 0.93 F 83.4 1.25 F 1.2 n 3 SH 69/Lake Hazel Road Traffic Signal 1.05 E/E 58.1 NBL 0.04 B 16.4 0.23 C 34.5 NBTR 1.06 F 80.9 0.59 C 26.5 Ll I -------J SBL 0.62 D 39.1 0.49 C 20.1 SBTR 0.42 C 20.8 0.95 J D 48.7 V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded, italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As Table 7 shows, none of the study intersections operate at acceptable operating standards during the year 2025 background weekday a.m. and p.m. peak hours. Figures 4A and 46 summarizes the level-of-service analysis for the study intersections under the weekday a.m. and p.m. peak hour background traffic conditions. Iz32 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Locust Grove Rd/Amity Rd Locust Grove Rd / Site Access A Locust Grove Rd/ Site Access B ,AMITY RD Ak 4ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES J v v v LU G500­6- )-��380 AL t t � t t 0 A pil SITE B Locust Grove Rd/ Lake Hazel Rd Site Access C/ Lake Hazel Rd Site Access D/ Lake Hazel Rd ' S LAKE HAZEL RD ANE CONFIGURATIONS VOLUMES S SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES C D E F (� v v �� G SITE 44J t77 407—► r 327 . F to _11L. 453� �334 � r 453� ---334 Z �tr d D SH 69/ Lake Hazel Rd Site Access E/ Lake Hazel Rd Site Access F/ Lake Hazel Rd ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES a v v C218­w o`� �j L = ! �~5� 1 ~ �� �—413 1► P 446—+ �370 rtr�� a Locust Grove Rd/Site Access G Locust Grove Rd/ Site Access H Locust Grove Rd /Site Access I x LANE CONFIGURATIONS VOLUMES -LANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES l 1 1 s t t t t E V4 O 3 STOP SIGN m- STUDY INTERSECTIONS • Year 2025 Background Traffic Volumes Figure i -TRAFFIC SIGNAL Q- SITE ACCESSES Weekday AM Peak Hour 4A Meridian, Idaho IVA KITTELSON NN &ASSOCIATES Pinnacle Mixed-Use Development TIS March 2020 Locust Grove Rd/Amity Rd Locust Grove Rd / Site Access A Locust Grove Rd/ Site Access B ,AMITY RD Ak 4ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES J v v v LU rlL 1 1 o _ 4 .} 97 $ ­334 w 4 AL O A pil SITE B Locust Grove Rd/ Lake Hazel Rd Site Access C/ Lake Hazel Rd Site Access D/ Lake Hazel Rd ' S LAKE HAZEL RD ANE CONFIGURATIONS VOLUMES S SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES C D E F (� v v SITE 15J t19 356. r 505 3P .0- 377� �540 r 377 540 a 6� r46 �- ,tl- Sm m SH 69/ Lake Hazel Rd Site Access E/ Lake Hazel Rd Site Access F/ Lake Hazel Rd 3 ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES a v v )j*'-j127 r =� �+i6� -. 55s� �670 '.� 510- -68441 ti � 4, a 9 Locust Grove Rd/Site Access G Locust Grove Rd/ Site Access H Locust Grove Rd /Site Access I x LANE CONFIGURATIONS VOLUMES -LANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES 1 N 1 C V 1 C 1tS t tC E V4 O 3 $ � -STOP SIGN m- STUDY INTERSECTIONS • Year 2025 Background Traffic Volumes Figure of -TRAFFIC SIGNAL Q- SITE ACCESSES Weekday PM Peak Hour 46 Meridian, Idaho IVA KITTELSON NN &ASSOCIATES Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis Year 2025 Background Conditions Intersection Mitigations This section highlights the mitigations needed to address each of the intersections not meeting traffic operational standards under the year 2025 background traffic conditions. Appendix H contains the year 2025 mitigated background traffic operational worksheets including findings from the signal warrant analysis. Locust Grove Road/Amity Road Under 2025 background conditions, the overall intersection operates at LOS F during both peak hours and the eastbound and westbound approaches exceed capacity. This intersection is programmed in the ACHD's CIP to be a traffic signal with widened approaches in the 2026-2030 timeframe. ACHD policy requires an evaluation of whether a traffic signal is warranted if the intersection is operating at LOS D or worse.Current 24-hour counts were used to create a profile for estimating the hourly volumes for the year 2025 background conditions signal warrant analysis. The intersection is projected to meet the 8-hour, 4-hour, and peak hour traffic signal volume warrants in 2025 background conditions. Table 8 shows mitigations of the intersection of Locust Grove Road /Amity Road as a traffic signal with left-turn lanes on each approach. Table 8. Locust Grove Rd/Amity Rd Intersection Mitigation Operations-Year 2025 Background Traffic Conditions Intersection Intersection AM/PM Lane AM Peak Hour PM Peak Hour No. Intersection Control V/c LOS Delay Group V/c LOS Delay V/c LOS Delay EBL 0.26 B 17.8 0.31 C 21.3 EBTR 0.72 C 21.1 0.45 B 18.3 WBL 0.04 B 15.7 0.08 B 14.4 Locust Grove Road/ Traffic Signal 0.74/ C/ 27.7/ WBTR 0.91 C 35.0 0.94 D 44.1 1 Amity Road (w/Left- 0.88 D 36.1 NBL 0.02 C 21.7 0.11 C 27.8 Turn Lanes) NBTR 0.84 C 32.3 0.53 C 31.6 SBL 0.52 C 22.6 0.43 C 23.4 SBTR 0.25 C 20.6 0.91 D 47.3 V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded, italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 8, the intersection of Locust Grove Road / Amity Road will operate within ACHD standards under 2025 background conditions with a traffic signal and left-turn lanes on the approaches. Locust Grove Road/Lake Hazel Road Under 2025 background conditions,the overall intersection operates at LOS E and F with the eastbound, westbound, and southbound lane group movements over capacity in the weekday a.m. and p.m. peak hours, respectively. This intersection is programmed in the ACHD's CIP to be a single lane roundabout with a westbound right-turn bypass lane in the 2026-2030 timeframe. Iz35 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis Although this intersection is programmed to be a single lane roundabout, ACHD policy requires an evaluation of whether a traffic signal is warranted if the intersection is operating at LOS D or worse. Current 24-hour counts were used to create a profile for estimating the hourly volumes for the year 2025 background conditions signal warrant analysis. The intersection is projected to meet the 8-hour, 4-hour, and peak hour traffic signal volume warrants in 2025 background conditions. Table 9 shows mitigations of the intersection of Locust Grove Road / Lake Hazel Road as either a traffic signal with left-turn lanes or a single lane roundabout. Table 9. Locust Grove Rd/Lake Hazel Rd Intersection Mitigation Operations-Year 2025 Background Traffic Conditions Intersection Intersection AM/PM AM Peak Hour PM Peak Hour Intersection Control V/C LOS Delay V/C LOS Delay V/C LOS Delay Single Lane KBL 0.42 A 7.1 0.55 B 12.5 Roundabout 0.42/ A/ 6.8/ 0.35 A 6.2 0.50 A 7.3 (w WBRT 0.71 B 11.9 0.31 A 8.4 0.16 A 6.8 bypass) 0.11 A 4.9 0.71 C 19.8 Locust Grove Road/Lake EBL 0.17 B 11.7 0.09 B 15.2 2 Hazel Road EBTR 0.71 B 15.2 0.56 B 15.1 WBL 0.03 B 11.8 0.13 B 10.9 WBTR 0.81 B 18.2 0.92 C 31.9 Traffic Signal 0.81 B/C 25.5/ NBL 0.01 B 16.9 0.02 C 27.1 NBTR 0.74 C 22.9 0.67 C 33.6 SBL 0.13 B 16.3 LJ0.55 C 22.5 SBTR 0.17 B 16.2 0.74 C 26.9�L-1-_______J V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded, italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 9, the intersection of Locust Grove Road / Lake Hazel Road will operate within ACHD standards under 2025 background conditions as either a traffic signal with left-turns or a single lane roundabout with a westbound right-turn bypass lane. SH 69/Lake Hazel Road Under 2025 background conditions, the overall intersection operates at LOS E and is over capacity in the westbound a northbound lane group movements in the weekday a.m. and p.m. peak hours. Based on a review of the traffic volumes and operations,the most effective mitigation improvements are adding the following: • Westbound right-turn lane • Northbound right-turn lane Table 10 shows mitigations of the intersection of with the above improvements Iz36 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis Table 10.SH 69/Lake Hazel Rd Intersection Mitigation Operations-Year 2025 Background Traffic Conditions Intersection Control WC LOS Delay Intersection Intersection AM/PM - EBL 0.28 D 44.5 0.22 E 55.7 EBTR 0.92 E 79.8 0.52 E 61.3 WBL 0.41 D 48.7 0.44 D 50.3 WBT 0.27 D 50.2 0.92 F 85.7 0.931 D/ 42.8/ WBR 0.81 E 66.2 0.45 D 54.8 Traffic Signal 0.95 D 40.0 NBL 0.04 B 14.6 0.20 C 31.3 NBT 0.97 D 45.6 0.54 C 22.3 NBR 0.12 B 15.9 0.09 B 15.8 SBL 0.57 D 37.8 0.46 B 17.6 SH 69/Lake Hazel Road SBTR 0.40 B 18.5 0.92 D 41.8 3 (with NBRT and WBRT) EBL 0.34 E 67.4 0.27 E 72.6 EBTR 0.94 F 113.1 0.46 E 77.5 WBL 0.60 F 81.0 0.48 E 71.1 WBT 0.27 E 71.7 0.93 F 106.8 Traffic Signal 0.86/ D/ 42.4/ WBR 0.81 F 93.8 0.46 E 73.1 (200s Cycle) 0.88 D 40.8 NBL 0.03 B 13.8 0.18 C 31.6 NBT 0.84 C 33.2 0.48 C 22.1 NBR 0.10 B 14.9 0.08 B 15.9 SBL 0.52 D 39.7 0.44 B 17.6 SBTR 0.35 B 17.6 0.84 D 35.9 V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded, italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 10,the intersection of SH 69/Lake Hazel Road improves to be under capacity with the right turn lanes, but does not meet ACHD or ITD policy for intersection v/c ratio of 0.90, and there are two lane groups in each weekday a.m. and p.m. peak periods that do not meet ITD's lane group v/c ratio policy of 0.90. The simplest option for reducing the v/c ratio and increasing intersection capacity is to increase the signal cycle length to 200 seconds. Increasing signal cycle length increases the signal capacity but can also increase queuing and delay on the side streets. Due to the high through volumes on SH 69 that benefit from a longer cycle, the overall intersection delay is also decreased with the longer cycle length. If ITD and ACHD choose to maintain the existing cycle length and timings, to meet ITD operating standards, two options were identified: ■ Option 1: Add an additional eastbound and westbound through lane on Lake Hazel Road approaches in addition to the above right-turn lanes. This would require widening Lake Hazel Road to five lanes beyond the intersection to obtain enough utilization of the added through lanes. Under this alternative, the overall intersection v/c ratio would be approximately 0.83 and 0.85 during the weekday a.m. and p.m. peak hours, respectively. But the northbound through movement is still projected to exceed 0.90 during the weekday a.m. peak hour due the high direction volume on SH 69 in the morning peak hour. ■ Option 2: Add an additional northbound and southbound through lane on SH-69 with a westbound right-turn lane. This would require widening SH-69 to five lanes well beyond the intersection to obtain enough utilization of the added through lanes. Under this alternative, the I� 37 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis overall intersection v/c ratio would be approximately 0.75 during both peak hours with all the lane groups would operate under 0.90. While each of these options provide improved operations, they would require major widening on Lake Hazel Road or Meridian Road that is not planned by either ACHD or ITD. Year 2025 Background Roadway Segment Analysis Peak hour roadway segment volumes were based on year 2025 background volumes at the study intersection. For the evaluation of Amity Road three lane configurations are shown because the roadway is currently two lanes, but the intersections are planned for three lanes in the near future and in the long- term the roadway is planned for five lanes. Table 11 details peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD District Policy 7106.3.3 for the ACHD roadways facilities. Table 11.Year 2025 Background Roadway Segment Operations—Weekday AM and PM Peak Hour One-WayI. Weekday AM Peak Weekday PM Peak Two-Way ACHD Peak H%&===m11Jh Hour Average Daill Hour Std.Volume Volume/ Travel Traffic/ Mee Volume/ Meets Roadway Segment Classification' Lanes' (Date) . - - Direction Amity Road � 8,658 E/575 No No Minor Arterial 3 E/720 715/EB Yes 700/WB Yes (Locust Grove Road to Eagle Road) 5 (Dec 9,2019) E/1,540 Yes Yes Locust Grove Road (Amity Road to Lake Hazel Road) Minor Arterial (Dec 9,2019) E/575 320/NB Yes D50/SB Yes fake Hazel Road ) Principal ( 4,901 ) E/690 450/EB Yes 5 40/WB Yes SH 69 to Locust Grove Road Arterial Dec 9,2019 'Per COMPASS 2040 Functional Street Classification Map(Reference 9);ZTravel lanes include the total number of lanes across the roadway's respective cross section As shown in Table 11, Amity Road does not meet ACHD roadway volume standards during the weekday a.m. and p.m. peak hours under 2025 background traffic conditions. Segment Mitigations: Amity Road:This section of Amity Road is in ACHD's CIP for widening from two lanes to five lanes in the 2026-2030 timeframe. But with the improvements prior to that at the Amity Road/Locust Grove Road intersection and the existing two-way left-turn lanes residential subdivision accesses along Amity Road in this section,widening could be delayed by ACHD. However,the roadway segment is only 1% under the threshold for needing five lanes and therefore five lanes will be needed by 2026 under background conditions. I� 38 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis PROPOSED DEVELOPMENT PLAN The Pinnacle Mixed-Use Development is located in the northwest and southeast quadrants of Lake Hazel Road and Locust Grove Road. The proposed northwest site is currently vacant farmland and consists of approximately 41.74 acres. The proposed southeast area is currently 81.64 acres of vacant farmland and adjacent to the new City of Meridian Discovery Park. Both sites are in Meridian, Idaho and currently zoned Medium-Low Density Residential (R-4). Trip Generation The projected weekday daily, a.m. and p.m. peak hour vehicle trips for the proposed development were estimated based on the Trip Generation Manual, 10t" Edition (Reference 12). Internal trips between the residential and commercial uses were calculated using NCHRP 684 — Enhancing Internal Trip Capture Estimation for Mixed-Use Developments (Reference 2). Pass-by trips for the commercial land use were estimated based on the Trip Generation Handbook, 3rd Edition (Reference 13).The trip generation for the development areas in each quadrant were evaluated separately in order to ensure trips between the development areas were not discounted. This may result in a small over-estimation of trips because it does not reduce the trips for trips between the two quadrants of development. Table 12 summarizes the estimated trip generation for the proposed Lake Hazel-Locust Grove Development in the Northwest corner. Table 13 summarizes the estimated trip generation for the Southeast corner of the development. Table 12. Proposed Trip Generation for the Northwest Quadrant of the Lake Hazel-Locust Grove Development Daily MINI .. Land Use ITE Code Units Trips I- . . Single Family Houses 210 88 924 1 67 16 51 90 57 33 Multifamily Housing(Mid-Rise) 221 90 489 31 8 23 40 24 16 Subtotal Residential Trips 1,413 98 24 74 130 81 49 Internal Trips(AM=1%PM=22%) (555) (1) 0 (1) (51) (37) (14) Net New Residential Trips 858 97 24 73 79 44 35 Shopping Center 820 61,060 sq.ft. 4,299 182 113 69 377 182 195 Internal Trips(AM=1%PM=22%) (581) (1) (1) 0 (51) (14) (37) External Commercial Trips 3,717 181 112 69 326 168 158 Pass-by Trips(0%AM134%PM) (1,264) 0 0 0 (110) (55) (55) Net New Commercial Trips 2,454 181 112 69 216 113 103 Total Site Trips 5,712 281 138 144 508 264 245 Total Internalization (1,136) (2) (1) (1) (102) (51) (51) Total External Trips 4,576 279 137 143 406 213 194 Total Pass-by Trips (1,264) 0 0 0 (110) (55) (55) Total Net New Trips 3,312 279 137 143 296 158 139 I� 39 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis As shown in Table 12, the proposed Lake Hazel-Locust Grove Subdivision in the northwest corner is estimated to generate a total of 3,312 daily net new trip ends, of these 279 are estimated to occur in the weekday a.m. peak hour (137 inbound / 143 outbound), and 296 are estimated to occur in the weekday p.m. peak hour (158 inbound/ 139 outbound). Table 13. Proposed Trip Generation for the Southeast Quadrant of the Lake Hazel-Locust Grove Development WeekdayDaily Weekday AM Peak Hour TotalLand Use ITE Code Units Trips Out . . Out Single Family Houses 210 237 2,300 173 43 130 233 147 86 Multifamily Housing(Mid-Rise) 221 130 707 44 12 33 57 35 22 Total Net New Trips 3,007 217 55 163 290 181 108 As shown in Table 13, the proposed Lake Hazel-Locust Grove Subdivision in the southeast corner is estimated to generate a total of 3,007 daily net new trip ends, of these 217 are estimated to occur in the weekday a.m. peak hour (55 inbound / 163 outbound), and 290 are estimated to occur in the weekday p.m. peak hour (181 inbound/ 108 outbound). Site Trip Distribution/Trip Assignment The distribution of site generated trips onto the roadway system was based on the area of impact model runs by COMPASS, review of the roadway system, and knowledge of travel patterns the area, and the scoping process with ACHD. The traffic generated by the proposed Pinnacle Mixed-Use Development is expected to follow this trip distribution pattern: ■ 15 percent on Lake Hazel Road to the east toward Boise; ■ 28 percent on Lake Hazel Road to the west toward SH 69 with 8 percent continuing to the west of SH 69; ■ 55 percent on Locust Grove Road to the north toward Meridian with 20 percent continuing north past Amity and 25 percent going east on Amity toward Meridian and Boise; ■ 2 percent on Locust Grove Road to the south toward Kuna; Figure 5 illustrates the estimated trip distribution pattern for the proposed development It should be noted that the trip distribution from the COMPASS area of impact modeling identified only approximately 5 percent of the trips to/from the east using Lake Hazel Road and 35 percent using Amity Road. This did not appear consistent with existing traffic patterns and therefore the percentages were adjusted to 15 percent using Lake Hazel Road and 25 percent using Amity Road during the scoping process. The trip assignment for year 2025 build out of the project is provided in Figures 6A and 6B. These trips reflect the trip generation of the proposed development during a typical weekday a.m. and p.m. peak hour. 1 z 40 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 \ i N o SSW- ► i- >rt AMITY RD ' 100/� � Z 5 /o 0 a� w O 0 C_ ~of Q U p O '• _ J Z. C _ W � o •" — O n 0 SITE 15% Vi F LAKE HAZEL RD 80/0 b u V O z 0 o �' SITE 91' i - O 1. Q- STUDY INTERSECTIONS (:X)- SITE ACCESSES Proposed Trip Distribution Figure �► - Trip Distribution Percentage Meridian, Idaho 5 XX% 1,V11 KITTELSON � & ASSOCIATES Pinnacle Mixed-Use Development TIS March 2020 o Locust Grove Rd/Amity Rd Locust Grove Rd / Site Access A Locust Grove Rd/ Site Access B ,AMITY RD 6ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES lo°/o 0 25% .,�. j 14 o-N 4 .l j O 31� (� �� �48 25� U '`�' 'tipp t / '� � t N f7 C A Pil SITE B Locust Grove Rd/ Lake Hazel Rd Site Access C/ Lake Hazel Rd Site Access D/ Lake Hazel Rd ANE CONFIGURATIONS VOLUMES NE CONFIGURATIONS VOLUMES NE CONFIGURATIONS VOLUMES C D E F LAKE HAZEL RD C C87--l- 8% G 15% _o SITE T ss� �40 20 13 )-�:77 1s zs 1' .L 3a—► �—7s 1►' .'L z : t2� �s m 0 a w $ N SH 69/ Lake Hazel Rd Site Access E/ Lake Hazel Rd Site Access F/ Lake Hazel Rd *NE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES o v v N E a �W r J 15 2a �► .T 45 f)71 �+ C �25 t!I r �3o s� �3t Y /' 1w4w PM H Locust Grove Rd/Site Access G Locust Grove Rd/ Site Access H Locust Grove Rd /Site Access I x LANE CONFIGURATIONS VOLUMES -LANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES �22 Y �35 �4329 �1 Ir1 g Y t Y t JW Y t E V4 O 3 $ -A- -STOP SIGN m- STUDY INTERSECTIONS • Year 2025 Trip Assignment Traffic Volumes Figure i -TRAFFIC SIGNAL Q- SITE ACCESSES Weekday AM Peak Hour 6A Meridian, Idaho IVA KITTELSON NN &ASSOCIATES Pinnacle Mixed-Use Development TIS March 2020 CD \ Locust Grove Rd/Amity Rd Locust Grove Rd / Site Access A Locust Grove Rd/ Site Access B N Ak,AMITY RD 6ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES �11 �� v v " 10% o 25% . . j 14 .r j 4LU .l j 13 1$ � O � C-N �84 "� °4� C) ' ' t / � t � t O c0 t7 Of O Locust Grove Rd/ Lake Hazel Rd Site Access C/ Lake Hazel Rd Site Access D/ Lake Hazel Rd SITE B ANE CONFIGURATIONS VOLUMES NE CONFIGURATIONS VOLUMES NE CONFIGURATIONS VOLUMES C D E F LAKE HAZEL RD C C —� 1 _— 38� 14 48 O Q i SITE F 23 1► •i 58—� f—65 1► .'L 124� F s9 3s ,8 IL � ttw c w N SH 69/ Lake Hazel Rd Site Access E/ Lake Hazel Rd Site Access F/ Lake Hazel Rd *NE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES o v v E a a rV J�' 1ttt.!lllll1 r � � � Y 7325 52 �= 35 10 —� '�m �4 2 25 20 9 j' NW Y 1' t' H Locust Grove Rd/Site Access G Locust Grove Rd/ Site Access H Locust Grove Rd /Site Access I x LANE CONFIGURATIONS VOLUMES -LANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES 19 23 28 19 g Y tP Y t �' Y t1' V4 O 3 $ -A- -STOP SIGN m- STUDY INTERSECTIONS • Year 2025 Trip Assignment Traffic Volumes Figure i -TRAFFIC SIGNAL Q- SITE ACCESSES Weekday PM Peak Hour 66 Meridian, Idaho IVA KITTELSON NN &ASSOCIATES Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis YEAR 2025 TOTAL TRAFFIC CONDITIONS The total traffic conditions analysis forecasts how the study area's transportation system will operate with the traffic generated by the proposed Pinnacle Mixed-Use Development.The year 2025 background traffic volumes for the weekday a.m. and p.m. peak hours (shown in Figures 4A and 413) were added to the site-generated traffic(shown in Figures 6A and 613)to arrive at the total traffic volumes that are shown in Figures 7A and 713. Year 2025 Total Traffic Conditions Intersection Operations Table 14 presents the traffic operations results for each study intersection and its corresponding lane groups under 2025 total traffic conditions during the weekday a.m. and p.m. peak hours. The peak hour factor adjustments made in the 2025 background traffic conditions were also carried through to the 2025 total traffic conditions. Figures 7A and 7B show the lane configurations and traffic volumes for 2025 total traffic conditions.Appendix 1 contains the year 2025 total traffic level-of-service worksheets. Table 14.Year 2025 Total Intersection Operations-Weekday AM and PM Peak Hour Intersection Group No. Intersection Control WC LOS Delay-IF V/C LOS Delay WC LOS Intersection AM/PM Lane AM Peak Hour PM Peak Hour - EBLTR 1.96 F 293.2 1.88 F 147.0 1 Locust Grove Road/ gWSC F/F 241.21 WBLTR 2.00 F 319.9 2.71 F 547.9 Amity Road 361.9 NBLTR 1.70 F 185.9 1.67 F 97.9 SBLTR 1.17 F 55.7 2.44 F 417.3 EBLTR 1.45 F 210.4 2.00 F 213.8 2 Locust Grove Road/Lake gWSC - F/F 133.31 WBLTR 1.33 F 143.8 2.56 F 487.8 Hazel Road 333.1 NBLTR 0.97 E 49.0 0.91 E 36.8 SBLTR 0.63 D 25.6 2.13 F 326.7 EBL 0.59 D 47.0 0.27 E 55.9 EBTR 0.83 E 66.8 0.60 E 62.0 WBL 0.47 D 43.5 0.52 D 49.5 1.031 E E 79.9/ W BTR 1.00 F 101.5 1.39 F 250.4 3 SH 69/Lake Hazel Road Traffic Signal 1.11 / 67.0 NBL 0.04 B 18.2 0.23 C 34.4 NBTR 1.13 F 110.0 0.62 C 28.4 SBL 0.74 D 42.0 0.61 C 22.7 SBTR 0.43 C 22.7 0.95 D 48.7 V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded, italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As Table 14 shows, all three of the study intersections do not operate at acceptable operating standards during the year 2025 total traffic weekday a.m. and p.m. peak hours. Mitigations are discussed in the 2025 Total Traffic Intersection Mitigations section. 1 z 44 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Locust Grove Rd/Amity Rd Locust Grove Rd / Site Access A Locust Grove Rd/ Site Access B ,AMITY RD Ak 4ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES J v v v LU .� rQl 0 )��380 8� 31 8 2 -0O w � t cf)U A pil SITE B Locust Grove Rd/ Lake Hazel Rd Site Access C/ Lake Hazel Rd Site Access D/ Lake Hazel Rd ' S LAKE HAZEL RD ANE CONFIGURATIONS VOLUMES S SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES C D E F (� v v G ��� �� EA_ r l t _I� SITE 423—► r 352 1► .1L C 13 37 -Add%", 14� r 15 r 13 540— r 411 �- V`tr QO m a SH 69/ Lake Hazel Rd Site Access E/ Lake Hazel Rd Site Access F/ Lake Hazel Rd 3 ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES a v v 3 ` 1-vor 359--x ~810W4 _► r y 4 � 490—► r395 505� �484r rVNtrY4w Locust Grove Rd/Site Access G Locust Grove Rd/ Site Access H Locust Grove Rd /Site Access I x LANE CONFIGURATIONS VOLUMES -LANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES t r t r t r 0 Q N N N E V4 O 3 STOP SIGN m- STUDY INTERSECTIONS Year 2025 Total Traffic Volumes Figure i -TRAFFIC SIGNAL Q- SITE ACCESSES Weekday AM Peak Hour 7A Meridian, Idaho IVA KITTELSON NN &ASSOCIATES Pinnacle Mixed-Use Development TIS March 2020 Locust Grove Rd/Amity Rd Locust Grove Rd / Site Access A Locust Grove Rd/ Site Access B ,AMITY RD Ak 4ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES J v v v 14 4 R35-'d ) > } 541 LU 131 13 w �+ 67� r13147 11�t r t • U N 7 A pil SITE B Locust Grove Rd/ Lake Hazel Rd Site Access C/ Lake Hazel Rd Site Access D/ Lake Hazel Rd ' S LAKE HAZEL RD ANE CONFIGURATIONS VOLUMES S SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES C D E F (� v v G I' _ 75� 1518SITE t as384—► 6 . 38J 14 42tir 435—► 605 501� -*—599 : 'titOf m a SH 69/ Lake Hazel Rd Site Access E/ Lake Hazel Rd Site Access F/ Lake Hazel Rd 3 ANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES a v v 3 m � ►6 743 451499 ~11 31� — r �6683-0 3 ti r t t ty, _De 4, N V H Locust Grove Rd/Site Access G Locust Grove Rd/ Site Access H Locust Grove Rd /Site Access I x LANE CONFIGURATIONS VOLUMES -LANE CONFIGURATIONS VOLUMES SANE CONFIGURATIONS VOLUMES � � f�'Jl7 � t•'IQ � NM } �18 �O9 t r t r $r g E V4 O 3 STOP SIGN m- STUDY INTERSECTIONS Year 2025 Total Traffic Volumes Figure i -TRAFFIC SIGNAL Q- SITE ACCESSES Weekday PM Peak Hour 76 Meridian, Idaho IVA KITTELSON NN &ASSOCIATES Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis Year 2025 Site Access Operations The year 2025 analysis assumed Access D and Access E on Lake Hazel Road to be restricted to right-in, right-out with a median extending from the proposed roundabout at the Lake Hazel Road/Locust Grove Road intersection. The remaining site accesses were assumed to be full accesses. Each access was analyzed as an unsignalized intersection with the stop-control on the minor street/subdivision approach. The assumed base lane configuration used the for the operational analysis at each access included one lane for the minor street approach and no dedicated turn lanes into the site. The need for turn lanes is evaluated separately in a later section of this report. Table 15 presents the operations at the site accesses under 2025 total traffic conditions during the weekday a.m. and p.m. peak hour. Table 15.Year 2025 Site Access Operations-Weekday AM and PM Peak Hour DelayIntersection Intersection AM/PM AM Peak Hour PM Peak Hour Intersection Control WC LOS Delay V/c LOS Delay V/c LOS 7ALocust Access A Grove Road/Site TWSC NB LTR 0.01 A 7?6 0.01 A 8.9 FB Lo] Access Brove Road/Sit e TWSC NB LTR 0.02 A 7.7 0.04 A 9.0 Site Access C/Lake Hazel TWSC EB LTR 0.24 C 22.6 0.05 A 9.1 F-c Road SB LTR 0.02 A 8.3 0.39 D 34.8 Fl) Site Access D Lake Hazel Road(R n/Rout) TWSC SB R 0.03 B 11.5 0.05 B 13.3 Road(R n/Rou fake Hazel TWSC NB R 0.01 B 11.8 0.01 B 13.0 EB LTR 0.01 A 8.3 0.07 A 9.8 F Site Access F/Lake Hazel TWSC WB LTR 0.01 A 8.5 001 A 8.7 Road NB LTR 0.27 D 29.6 0.42 F 75.3 SB LTR 0.44 D 27.5 0.64 F 73.9 FG Locust Access Grove Road/Site TWSC SB LTR WB LTR 07 95 A 0.01 0.03 A 7.6 Access Hrove Road/Sit e TWSC \5B LTR 0.01 A 17.8 0.04 A 7.6 Locust[Access Grove Road/Site TWSC SB LTR 0.01 A 7.7 0.02 1 A 7.5 V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded, italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. All site accesses, except for Site Access F / Lake Hazel Road, are projected to operate within ACHD operational standards during both the weekday a.m. and p.m. peak hours. Year 2025 Total Traffic Intersection Mitigations This section highlights the mitigations needed to address each of the study intersections and site accesses not meeting traffic operational standards under the year 2025 total traffic conditions.AppendixJ contains the year 2025 mitigated total traffic operational worksheets including findings from the signal warrant analysis. Iwr 47 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis Locust Grove Road/Amity Road The overall intersection operates at LOS F and with lane group movements over capacity in the weekday a.m. and p.m. peak hours, which is the same operational results as in the background traffic conditions. This intersection is programmed in ACHD's CIP to be a traffic signal with widened approaches in the 2026- 2030 timeframe. As shown under the background traffic mitigations, the 8-hour, 4-hour, and peak hour signal warrants have been met, so no signal warrant analysis is needed under total traffic conditions. Table 16 shows mitigations of the intersection of Locust Grove Road /Amity Road as a traffic signal with left-turn lanes. Table 16. Locust Grove Rd/Amity Rd Intersection Mitigation operations-Year 2025 Total Traffic Conditions Intersection AM/PM Lane AM Peak Hour PM Peak Hour Intersection Group No. Intersection Control Wc LOS Delay WC LOS Delay WC LOS Delay EBL 0.33 C 26.1 0.35 C 28.5 EBTR 0.82 C 33.2 0.53 C 27.2 WBL 0.29 C 24.1 0.31 C 20.6 Locust Grove Road/ Traffic Signal 0.81/ D/ 36.3/ WBTR 0.91 D 39.7 0.93 D 44.2 1 Amity Road (w/Left Turn 0.87 D 39.2 NBL 0.08 C 23.1 0.28 C 33.1 Lanes) NBTR 0.91 D 45.3 0.65 D 38.7 SBL 0.60 C 29.0 0.49 C 28.3 SBTR1 0.27 C 24::]'1 0.91 D 50.3 V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded, italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 16, the intersection of Locust Grove Road / Amity Road will operate within ACHD standards under 2025 total conditions as a traffic signal with left-turns. The proposed development traffic is projected to be approximately 14% of the total 202S traffic at the Locust Grove Road/Amity Road intersection during both the weekday a.m. and p.m. peak hours Locust Grove Road/Lake Hazel Road As described under the background traffic mitigations,the 8-hour,4-hour, and peak hour signal warrants have been met, so no signal warrant analysis is needed under total traffic conditions. This intersection is programmed in the ACHD's CIP to be a single lane roundabout with a westbound right-turn bypass lane in the 2026-2030 timeframe. Table 17 shows total traffic mitigations of the intersection of Locust Grove Road / Lake Hazel Road as a traffic signal with left-turn lanes and well as several roundabout options. Iz48 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis Table 17. Locust Grove Rd/ Lake Hazel Rd Intersection Mitigation Operations-Year 2025 Total Traffic Conditions Intersection AM/PM Lane AM Peak Hour PM Peak Hour Group Intersection Intersection Control I WC LOS Delay WC LOS Delay WC LOS Delay EBLTR 0.53 A 9.1 0.82 D 27.3 Locust Grove Single Lane 0.531 A/ 9.5/ WBLTR 0.45 A 8.1 0.61 A 9.8 2 Road/Lake Roundabout(w Hazel Road WBRT bypass) 1.07 D 34.7 NBLTR 0.53 B 13.7 0.32 B 10.2 SBLTR 0.25 A 6.9 1.07 F 78.4 EBLTR 0.25 A 5.2 0.38 A 9.5 Multi-Lane 0.461 A/ 6.6/ WBLTR 0.22 A 5.8 0.31 A 5.8 Roundabout for 0.92 C 16.6 NBLTR 0.46 B 10.7 0.28 A 8.3 EB&WB Approaches SBLTR 0.23 A 6.0 0.91 E 38.2 Multi-Lane IR[OE.16A 5.3 0.38 A 9.6 Roundabout for EB& 0.46/ A/ 6.6/ 5.8 0.31 A 5.8 WB Approaches with 0.58 A 8.9 10.7 0.28 A 8.3 Locust Grove 2 SB Approach Lanes 5.2 0.58 B 12.4 Road/Lake Hazel Road EBL 0.42 B 16.4 0.52 C 29.7 2 EBTR 0.68 B 17.7 0.58 C 22.6 WBL 0.06 B 14.4 0.20 B 17.2 Traffic Signal(with LT 0.69/ C/ 22.1/ WBTR 0.85 C 23.7 0.93 D 41.5 Lanes) 0.89 D 39.5 NBL 0.11 B 19.4 0.22 D 42.3 NBTR 0.81 C 29.3 0.60 D 48.9 SBL 0.25 C 20.4 0.67 D 36.2 SBTR 0.39 C 22.7 0.92 E 58.8 V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded, italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 17,the ACHD CIP plan for a single lane roundabout with a westbound right-turn bypass lane is projected to exceed capacity for the southbound approach in the weekday p.m. peak hour. The southbound approach exceeding capacity is primarily due to the southbound through and left-turn traffic on Locust Grove Road conflicting with the westbound through and left-turn traffic on Lake Hazel Road. As a multi-lane roundabout with two entry and exit lanes for the eastbound and westbound movements on Lake Hazel Road, the roundabout movements meet ACHD requirements, but the overall v/c ratio exceeds the ACHD policy threshold of 0.90. The multi-lane roundabout with two approach and exit lanes for eastbound and westbound movements and the addition of two southbound approach lanes meets ACHD intersection and lane group standards. The signalized intersection with left-turn lanes on all of the approaches also results in acceptable operations. The proposed development traffic is projected to be approximately 24%and 22%of the total 2025 traffic at the Locust Grove Road/Lake Hazel Road intersection during the weekday a.m. and p.m. peak hours, respectively. Iz49 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis SH 69/Lake Hazel Road Under 2025 background conditions, the overall intersection operates acceptably at LOS D, but does not meet ACHD intersection v/c ratio standards and is over capacity with lane group movements during the weekday a.m. and p.m. peak hours. • Westbound right-turn lane • Northbound right-turn lane Table 18. SH 69/Lake Hazel Rd Intersection Mitigation Operations-Year 2025 Total Traffic Conditions Intersection � Intersection AM/PM Lane AM Peak Hour PM Peak Hour No. Intersection Control WC LOS Delay Group V/C LOS Delay WC LOS Delay EBL 0.28 D 42.5 0.22 E 56.2 EBTR 0.92 F 81.1 0.65 E 64.0 WBL 0.54 D 46.8 0.55 D 50.9 Traffic Signal WBT 0.30 D 47.7 0.93 F 88.6 (with WBRT 0.971 D/ 52.4/ WBR 0.81 E 65.3 0.52 D 54.8 &NBRT 0.98 D 42.7 NBL 0.04 B 16.7 0.21 C 32.9 Lanes) NBT 1.03 F 63.0 0.56 C 24.4 NBR 0.15 B 18.4 0.13 B 17.9 SBL 0.75 D 42.7 0.57 B 19.8 3 SH 69 Lake Hazel Road SBTR 0.42 C 20.8 0.93 D 45.2 / EBL 0.33 E 64.7 0.27 E 73.0 EBTR 0.95 F 114.6 0.57 F 80.1 WBL 0.75 F 91.6 0.60 E 71.9 Traffic Signal WBT 0.31 E 69.0 0.93 F 105.6 200s Cycle 0.891 D/ 47.8/ WBR 0.83 F 92.9 0.52 E 72.6 (with WBRT 0.90 D 43.6 NBL 0.03 B 16.0 0.20 C 33.8 &NBRT Lanes) NBT 0.88 D 39.5 0.50 C 24.6 NBR 0.13 B 17.6 0.12 B 18.2 SBL 0.72 E 56.4 0.55 C 20.2 SBTR 0.36 B 19.9 9.85L D 38.8 V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded, italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 18,the intersection v/c ratio continues to not meet operational standards.As discussed in the background conditions,to meet ITD operating standards,SH 69 would need to be widened to three through lanes in each direction. SH 69 is currently being studied to develop an overall vision for the long- term needs of the corridor. Widening SH 69 is not anticipated by the year 2026 and ITD does not have funded plans to widen in that time frame. While the intersection is exceeding ITD's standards, it still overall operates under capacity. The simplest option for reducing the v/c ratio and increasing intersection capacity is to increase the signal cycle length to 200 seconds. Increasing signal cycle length increases the signal capacity but can also increase queuing and delay on the side streets. Due to the high through volumes on SH 69 that benefit from a longer cycle, the overall intersection delay is also decreased with the longer cycle length. If ITD and ACHD choose to maintain the existing cycle length and timings, to meet ITD operating standards, two options were identified: 1 z 50 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis ■ Option 1: Add an additional eastbound and westbound through lane on Lake Hazel Road approaches in addition to the above right-turn lanes. This would require widening Lake Hazel Road to five lanes beyond the intersection to obtain enough utilization of the added through lanes. Under this alternative, the overall intersection v/c ratio would be approximately 0.86 and 0.87 during the weekday a.m. and p.m. peak hours, respectively. But the northbound through movement is still projected to exceed 0.90 during the weekday a.m. peak hour due the high direction volume on SH 69 in the morning peak hour. ■ Option 2: Add an additional northbound and southbound through lane on SH-69 with a westbound right-turn lane. This would require widening SH-69 to five lanes well beyond the intersection to obtain enough utilization of the added through lanes. Under this alternative, the overall intersection v/c ratio would be approximately 0.75 during the weekday a.m. peak hour and 0.76 during p.m. peak hour and all the lane groups would operate under 0.90. While each of these options provide improved operations, they would require major widening on Lake Hazel Road or Meridian Road that is not planned by either ACHD or ITD. The proposed development traffic is projected to be approximately 4%of the total 2025 traffic at the SH 69/Lake Hazel Road intersection during both the weekday a.m. and p.m. peak hours. Site Access F/Lake Hazel Road As shown in Table 15,Site Access F/Lake Hazel Road meets ACHD operating standards under total traffic conditions during the weekday a.m. and p.m. peak hours, however, the critical movement at the intersection is operating at LOS D in the weekday p.m. peak hour. This is due to the high eastbound and westbound movements on Lake Hazel Road associated with the Lavender Heights Subdivision which results in few gaps in traffic for the minor street movements from Site Access F. ACHD policy requires an evaluation of traffic signal warrants if the critical movement at an unsignalized intersection operates at LOS D or worse. This intersection meets the a.m. peak hour warrant but does not meet the p.m. peak hour warrant. A signal at this intersection is not recommended for the following reasons: o The intersection operates well under capacity with the maximum v/c ratio of 0.64 o The intersection operates acceptably in the a.m. peak hour o The intersection does not meet ACHD signal spacing criteria Year 2025 Total Roadway Segment Analysis Peak hour roadway segment volumes were based on year 2025 total volumes at the study intersection. Table 19 details peak hour, peak direction roadway segment volumes, and resultant LOS per ACHD District Policy 7106.3.3 for the ACHD roadways facilities. 1 z 51 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis Table 19.Year 2025 Total Roadway Segment Operations—Weekday AM and PM Peak Hour Weekday AM Peak WeekdT ACHD Peak Hour A. Hour Std. One-Way One-Way Travel Volume Volume/ Meets Volume/ Roadway Segment Classification' Lanes' . - - Direction Amity Road �� E/575 No No (Locust Grove Road to Eagle Road) Minor Arterial 3 E/720 790/EB No 780/WB No 5 E/1,540 Yes Yes Locust G ove Road (Amity Road to Lake Hazel Road) Minor Arterial 3 E/720 490/NB Yes 635/SB No Lake Hazel Road Principal =E/690 540/EB Yes 645/EB Yes (Locust Grove Road to SH 69) Arterial Per COMPASS 2040 Functional Street Classification Map(Reference 9);'Travel lanes include the total number of lanes across the roadway's respective cross section As shown in Table 19, Amity Road and Locust Grove Road do not meet ACHD roadway volume standards during at least one of the peak hours. Segment Mitigations Amity Road As stated in the background traffic conditions,this section of roadway is in ACHD's CIP for widening from two lanes to five lanes in the 2026-2030 timeframe.There are already two-way left-turn lanes residential subdivision accesses along Amity Road in this section and with the proposed intersection mitigations,the key intersections will operate acceptably. ■ With the improvements planned at the Eagle Road/Amity Road intersection, the proposed signalization of the Eagle Road/Locust Grove Road intersection, and the center turn lanes already serving other major access points, all the key intersection intersections along this segment are projected to operate acceptably without widening. ■ The 2025 background traffic is within 1%of the ACHD policy volume threshold for three lanes and therefore five lanes are needed with, or without, this proposed development. ■ Background traffic accounts for approximately 90% of the traffic on this segment. The proposed development traffic is projected to be approximately 9%and 11% of the total 2025 traffic on Amity Road east of Locust Grove Road during the weekday a.m. and p.m. peak hours, respectively. The proposed development traffic is projected to be approximately 10%and 11%of the total 2025 traffic on Amity Road east of Locust Grove Road during the weekday a.m. and p.m. peak hours, respectively. Locust Grove Road Locust Grove Road between Amity Road and Lake Hazel Road does not meet ACHD roadway volume standards during the weekday p.m. peak hour as a two-lane roadway. This section of roadway is not on ACHD's CIP, however widening the roadway to three-lanes would bring it back up to standards. The key Iz/1NIN, 52 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis intersections on either side of this section will be either widened to include left-turn lanes or converted into a single lane roundabout which increases the capacity of the roadway. The proposed development traffic is projected to be approximately 32%of the total 202S traffic on Locust Grove Road during the weekday p.m. peak hour. SITE ACCESS EVALUATION This section evaluates the need for turn lanes, intersection sight distance, and the access location, threshold, and operation with respect to ACHD policy. All analyses and evaluation in this section is based on full build-out of the site in year 2025. Appendix K contains the worksheets for the turn lane warrant, queueing and additional operation analyses for site access evaluation. Turn Lane Warrant Analysis An analysis of the need for left-turn and right-turn lanes was performed for the site accesses along Lake Hazel Road and Locust Grove Road. The warrant analysis used the ACHD guidelines as presented in Section of 7106.4.4 of the ACHD Policy Manual. Table 20 shows the results of the turn lane analysis at the site access locations. Table 20.Turn Lane Analysis Results Site Access Turn Lane Warranted/Storage? A. Locust Grove Road/Site Access A SB Right Turn Lane No NB Left-Turn Lane No B. Locust Grove Road/Site Access B SB Right Turn Lane Yes NB Left-Turn Lane Yes C. Lake Hazel Road/Site Access C WB Right Turn Lane No EB Left Turn Lane Yes D. Lake Hazel Road/Site Access D WB Right Turn Lane Yes E. Lake Hazel Road/Site Access E EB Right Turn Lane Yes F. Lake Hazel Road/Site Access F EB Right Turn Lane Yes WB Left Turn Lane No G. Locust Grove Road/Site Access G NB Right Turn Lane No SB Left-Turn Lane No H. Locust Grove Road/Site Access H NB Right Turn Lane No SB Left-Turn Lane No I. Locust Grove Road/Site Access I NB Right Turn Lane No SB Left-Turn Lane No Based on the analysis,the following turn lanes are warranted at the site accesses based on ACHD's Policy Manual: ■ Locust Grove Road/Site Access B o Southbound Right-Turn Lane o Northbound Left-Turn Lane ■ Lake Hazel Road/Site Access C o Eastbound Left-Turn Lane I53 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis ■ Lake Hazel Road/Site Access D o Westbound Right-Turn Lane ■ Lake Hazel Road/Site Access E o Eastbound Right-Turn Lane ■ Lake Hazel Road/Site Access F o Eastbound Right-Turn Lane o It should be noted in the Lavender Height Subdivision TIS, an eastbound left-turn lane and westbound right-turn lane was recommended for their development on the north side of Site Access F. A westbound left-turn lane and eastbound right-turn lane was also assumed to be constructed in that study, but only an eastbound right-turn lane is warranted. Due to the low volumes at the site access intersections and the unsignalized conditions, the minimum ACHD turn lane storage length of 100 feet is recommended for all the turn lanes. Intersection Sight Distance Intersection sight distance was reviewed at the proposed access locations on Locust Grove Road and Lake Hazel Road. Sight distance was not evaluated for on the planned internal roadways since these have yet to be designed or constructed.A general observation made was that Locust Grove Road has sag and crest vertical curves between Lake Hazel Road and Amity Road. The curves are gradual with the crest curve starting at going over the Red Barn Ln Canal approximately 1,200 feet north of Site Access A. Lake Hazel Road was relatively flat within the needed sight distance for the site as well as Locust Grove Road south of Lake Hazel Road. Locust Grove Road/Site Access A Looking to the north on Locust Grove Road, there is a crest vertical curve with it peak of the crest approximately 50 feet north of Access A at the canal crossing. Looking over the top of the crest results in southbound vehicles approaching from the north going out of sight at approximately 300 feet north of the site access location. Exhibit 1 shows a picture looking north from Access A. .FiF To the south there is adequate sight distance with Mill"I I over 1,000 feet of intersection sight distance. p '- Therefore, there is insufficient sight distance to the north to meet the AASHTO requirement of 500 y *. feet for 45 mph. The following options are recommended: _ .. .x.°.R LTV � _ ''S0.- - .. � .a. ";.'•,-, 1. Do a more detailed intersection sight distance evaluation using the design Exhibit 1. Looking North on Locust Grove Road from drawings for the new access and Approximate Location for Access A I� 54 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis survey/profile of Locust Grove over the crest vertical curve and make any modifications necessary to achieve sight distance. 2. Move the access north to be closer to the top of the crest vertical curve such that a vehicle can see an oncoming vehicle adequately to meet intersection sight distance requirements.' 3. Raise the grade of the access and Locust Grove in front of the access to match the height of top of the crest over the canal such that the crest no longer limits sight distance. 4. Install a siphon to lowerthe irrigation crossing and lower or flatten the vertical curvature of Locust Grove Road. Locust Grove Road/Site Access 8 Looking to the north on Locust Grove Road, there is adequate sight distance, but a crest curve restricts sight distance to around 700 feet. To the south, there is over 1,000 feet of intersection sight distance. The location of the site access provides adequate sight distance to the north and south that are both above the 500 feet required by AASHTO for the posted speed of 4S mph along Locust Grove Road. To ensure sight distance it is recommended that roadside landscaping and shrubbery be maintained. Additionally, the new approach should be at the same elevation or higher than edge of pavement for at least one car length. Lake Hazel Road/Site Access C Looking to the east on Lake Hazel Road, there is adequate sight distance (over 1,000 feet). To the west, there is also over 1,000 feet of intersection sight distance. The location of the site access provides adequate sight distance to the east and west that are both above the S55 feet required by AASHTO for the posted speed of 50 mph along Lake Hazel Road. To ensure sight distance it is recommended that roadside landscaping and shrubbery be maintained. Additionally, the new approach should be at the same elevation or higher than edge of pavement for at least one car length. Lake Hazel Road/Site Access D Looking to the east on Lake Hazel Road, there is adequate sight distance (over 1,000 feet). To the west, there is also over 1,000 feet of intersection sight distance. The location of the site access provides adequate sight distance to the east and west that are both above the SS5 feet required by AASHTO for the posted speed of 50 mph along Lake Hazel Road. To ensure sight distance it is recommended that roadside landscaping and shrubbery be maintained. Additionally, the new approach should be at the same elevation or higher than edge of pavement for at least one car length. Lake Hazel Road/Site Access E Looking to the east on Lake Hazel Road, there is adequate sight distance (over 1,000 feet). To the west, there is also over 1,000 feet of intersection sight distance. The location of the site access provides adequate sight distance to the east and west that are both above the 555 feet required by AASHTO for the posted speed of 50 mph along Lake Hazel Road. To ensure sight distance it is recommended that IV/1 55 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis roadside landscaping and shrubbery be maintained. Additionally, the new approach should be at the same elevation or higher than edge of pavement for at least one car length. Lake Hazel Road/Site Access F Looking to the east on Lake Hazel Road, there is adequate sight distance (over 1,000 feet). To the west, there is also over 1,000 feet of intersection sight distance. The location of the site access provides adequate sight distance to the east and west that are both above the 555 feet required by AASHTO for the posted speed of 50 mph along Lake Hazel Road. To ensure sight distance it is recommended that roadside landscaping and shrubbery be maintained. Additionally, the new approach should be at the same elevation or higher than edge of pavement for at least one car length. Locust Grove Road/Site Access G Looking to the north on Locust Grove Road, there is adequate sight distance (over 1,000 feet). To the south,there is also over 1,000 feet of intersection sight distance.The location of the site access provides adequate sight distance to the north and south that are both above the 555 feet required by AASHTO for the posted speed of 50 mph along Locust Grove Road. To ensure sight distance it is recommended that roadside landscaping and shrubbery be maintained. Additionally, the new approach should be at the same elevation or higher than edge of pavement for at least one car length. Locust Grove Road/Site Access H Looking to the north on Locust Grove Road, there is adequate sight distance (over 1,000 feet). To the south,there is also over 1,000 feet of intersection sight distance.The location of the site access provides adequate sight distance to the north and south that are both above the 555 feet required by AASHTO for the posted speed of 50 mph along Locust Grove Road. To ensure sight distance it is recommended that roadside landscaping and shrubbery be maintained. Additionally, the new approach should be at the same elevation or higher than edge of pavement for at least one car length. Locust Grove Road/Site Access 1 Looking to the north on Locust Grove Road, there is adequate sight distance (over 1,000 feet). To the south,there is also over 1,000 feet of intersection sight distance.The location of the site access provides adequate sight distance to the north and south that are both above the 555 feet required by AASHTO for the posted speed of 50 mph along Locust Grove Road. To ensure sight distance it is recommended that roadside landscaping and shrubbery be maintained. Additionally, the new approach should be at the same elevation or higher than edge of pavement for at least one car length. General Recommendations for All Site Accesses In addition to the above sight distance evaluation, the following recommendations have been identified to ensure adequate safety and operations at the site access points, internal intersections, and roadways: Iz/1NIN, 56 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis ■ Remove miscellaneous vegetation and shrubbery, and potential obstructions along Locust Grove Road or Lake Hazel Road as necessary to obtain and maintain adequate intersection sight distance. ■ Site accesses are assumed to match the existing grade of the connected roadway at the intersection and back at least one car length. Significant changes to the approach grade could impact the sight distances. ■ Shrubbery, weeds, and landscaping near the internal intersections and site access points should be maintained to ensure adequate sight distance. ■ If widening occurs along any of the site access road, care should be taken to ensure adequate grades and intersection sight distance is maintained. ■ Intersection sight distance should be analyzed as part of the final access design and roadway widening. Site Roadway Traffic Volume Threshold Evaluation Table 21 shows the estimated average daily traffic (ADT) on the site access roadways as compared with the ACHD policy for maximum traffic on a local street or collected street. One issue that comes up when a development provides stub street connections to future development is the unknown amount of traffic than might come from future development and therefore increase volumes on the local streets within the development. Therefore, ACHD has a general threshold of 2,000 ADT for local streets and a lower threshold of 1,000 ADT for local streets that connect to stub streets. Table 21. 2025 Daily Traffic Estimates on Internal Roadways Estimated 2025 Total ACHD ADT Classification Street ADT Planning ADT Threshold Meets ACHD Criteria? A. Locust Grove Road/Site Access A 500 Local/2,000 Yes (Local Stubbed Street/1,000) B. Locust Grove Road/Site Access B 1,660 Local/2,000 Yes (Local Stubbed Street/1,000) C. Lake Hazel Road/Site Access C 1,230 Local/2,000 Yes (Local Stubbed Street/1,000) D. Lake Hazel Road/Site Access D 680 Local/2,000 Yes (Local Stubbed Street/1,000) E. Lake Hazel Road/Site Access E 340 Local/2,000 Yes (Local Stubbed Street/1,000) F. Lake Hazel Road/Site Access F 620 Local/2,000 Yes (Local Stubbed Street/1,000) G. Locust Grove Road/Site Access G 630 Local/2,000 Yes (Local Stubbed Street/1,000) H. Locust Grove Road/Site Access H 780 Local/2,000 Yes (Local Stubbed Street/1,000) I. Locust Grove Road/Site Access 1 520 New Collector/No Limit Yes As shown in Table 21, no accesses exceed the ACHD maximum criteria of 2,000 ADT. Iz57 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis Mitigation Timing &Threshold Evaluation Based on the mitigations identified at the study roadways and intersections the number of site development units and approximate year of need for mitigations was estimated. It should be noted that most mitigations are needed to address background conditions, so the site development only moves up the need for the mitigation. Table 22 shows the recommended mitigations and thresholds. Table 22. Mitigation Threshold Evaluation Percent of Estimated 2025 Site Traffic Approx. Site Units Background at Buildout Mitigation Proposed Intersection or Roadway Need? 2025 Need Mitigation Need Need Locust Grove Road/Amity Road Yes 14% AWSC Exceeds Signal with LT 2021 55 Capacity Lanes AWSC Exceeds Roundabout Yes with WBRT 2021 100 Capacity Bypass Lake Hazel Road/Locust Grove 22% Road Single Lane No Roundabout Multi-Lane EB, 2024 440 Exceeds WB,SB Capacity ° Signal Exceed NBRT Lane, SH-69/Lake Hazel Road Yes 4/° WBRT Lane, 2022 187 V/C Policy 200s Cycle EB/WB Vol Exceeds ACHD LT lanes/Signal 2-Lane Policy Yes (within 1%of at Locust Grove 2022 173 Amity Road Segment(Locust- 10%/11% or Three Lanes Grove Eagle (AM/PM) 3-Lane Capacity) EB/WB Vol LT lanes/Signal No Exceeds ACHD at Locust Grove 2024 370 3-Lane Policy or Five Lanes LT Lanes/Signal Locust Grove Road Segment(Lake SB Vol Exceeds at Amity and Hazel to Amity Road No 28% ACHJD 2-lane Roundabout at 2024 460 Capacity Lake Hazel for 3-Lane Capacity Site Access B No NA Turn Lane SB RT Lane& At Time Access is Warranted NB LT Lane Constructed Site Access C No NA Turn Lane EB LT Lane At Time Access is Warranted Constructed Site Access D No NA Turn Lane EB RT Lane At Time Access is Warranted Constructed Site Access E No NA Turn Lane Wg RT Lane At Time Access is Warranted Constructed At Time Access is Constructed (note, Site Access F NO NA Turn Lane EBRT Lane other turn lanes are Warranted required for Lavender Hts Subdivision) I� 58 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis Access Spacing Evaluation The proposed access points were reviewed related to ACHD access spacing requirements. Locust Grove Road/Site Access A This access, a proposed local street, accesses Locust Grove Road approximately 1,275 feet north of Lake Hazel Road. The nearest access is the proposed Site Access B approximately 615 feet to the south and a private driveway approximately 250 feet to the north. ACHD's spacing criteria for a full access public street on a minor arterial is 660 feet.Therefore,the proposed access does not meet spacing requirements for Locust Grove Road. Based on this evaluation, the access should be approved by ACHD for the following reasons: ■ If Access A was removed,the daily traffic between Site Access and Site Access B was combined it would exceed ACHD's daily local road threshold of 2,000 vehicles. ■ Access A is planned to not have front-on housing and will be used to access future development to the west. ■ Moving Access A further north is not possible due to the property boundary and an irrigation canal. ■ Moving Access B further south would result in not meeting the ACHD spacing for that access and Lake Hazel Road. ■ The proposed access will still function acceptably as an unsignalized full access (without turn lanes). ■ This proposed access will serve additional residential developments in the future as the proposed development expands and is located such that a similar public street access could be located on the east side Lake Hazel Road for a future development. ■ This access is proposed as a local street and will serve mostly residential trips, while Site Access B will primarily serve commercial trips. Therefore, the driveway is recommended as a full access. Locust Grove Road/Site Access 8 This access, a proposed local street, accesses Locust Grove Road approximately 660 feet north of Lake Hazel Road. The nearest access is Site Access A which is approximately 615 feet to the north. ACHD's spacing criteria for a full access public street on a minor arterial is 660 feet. Therefore, the proposed access meets spacing requirements for Locust Grove Road. Based on this evaluation, the access should be approved by ACHD for the following reasons: ■ If Access B is not allowed,the daily traffic between Site Access and Site Access B combined would exceed ACHD's daily local road threshold of 2,000 vehicles. I� 59 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis ■ As discussed for Access A, obtaining 660 feet between Access A and Access B is not possible at this time due to the property lines and irrigation facilities. ■ Right-turn and left-turn lanes are proposed on Locust Grove Road, which will reduce any impacts to the through traffic on Locust Grove Road. ■ The proposed access is located 660 from Lake Hazel Road to the south and meets ACHD spacing requirements for a local street on a minor arterial and will function acceptably as an unsignalized full access (without turn lanes). ■ This proposed access will serve additional residential and commercial developments in the future as the proposed development expands. ■ This access is proposed as a local street and will serve mostly commercial trips, while Site Access A will primarily serve residential trips. Therefore, the driveway is recommended as a full access. Lake Hazel Road/Site Access C This access, a proposed local street, and is located opposite an existing agricultural access. The access I on Lake Hazel Road approximately 1,280 feet west of Locust Grove Road.The nearest access to the east= is Access D, proposed to be approximately 600 feet to the east. The nearest access to the west is an agricultural field access approximately 510 feet to the west. ACHD policy allows for full access public street spacing of 1,320 feet and right-in, right-out access spacing of 520 feet.Therefore,the ACHD spacing criteria to the east is met for this access. Based on this evaluation,the access should be approved by ACHD for the following reasons: ■ The proposed access is located 600 feet from the access to the east,Site Access D, and aligns with an existing private driveway on the south side of Lake Hazel Road but will still function acceptably as an unsignalized full access. ■ An eastbound left-turn lane is recommended which will reduce the impacts on through traffic on Lake Hazel Road. ■ This proposed access will serve additional residential developments in the future as the proposed development expands. Since the site access directly to the east will be right-in/right-out this access allows for left-turns in and out of the site. ■ This access is proposed as a local street and will serve mostly residential trips, while Site Access D will primarily serve commercial trips. Therefore, the driveway is recommended as a full access. Lake Hazel Road/Site Access D This right-in/right-out access, a proposed local street, accesses Lake Hazel Road approximately 680 feet west of Locust Grove Road.The nearest access to the west is Access C which approximately 600 feet, and Locust Grove Road is located approximately 680 feet to the east. ACHD policy for a Principal Arterial 1 z 60 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis allows for full access public street spacing of 1,320 feet and right-in, right-out access spacing of 520 feet. Therefore, the ACHD spacing criteria is met for this access. Based on this evaluation, the access should be approved by ACHD for the following reasons: ■ The access spacing meets ACHD criteria. ■ The proposed access will still function acceptably as an unsignalized full access ■ A westbound right-turn lane is proposed which will minimize impacts to through traffic on Lake Hazel Road. ■ This proposed access will serve additional residential and commercial developments in the future as the proposed development expands. ■ This access is proposed as a local street and will serve mostly commercial trips, while Site Access C will primarily serve residential trips. Therefore, the driveway is recommended as a right-in/right-out access. Lake Hazel Road/Site Access E This right-in/right-out access, a proposed local street, accesses Lake Hazel Road approximately 695 feet east of Locust Grove Road. The nearest access is Site Access F proposed approximately 660 feet to the east and opposite an already approved access for another subdivision.ACHD policy for a Principal Arterial allows for full-access public street spacing of 1,320 feet and right-in, right-out access spacing of 520 feet. Therefore,the ACHD spacing criteria is met for this right-in, right-out access. Based on this evaluation,the access should be approved by ACHD for the following reasons: ■ The access spacing meets ACHD criteria. ■ The proposed access will still function acceptably as an unsignalized full access ■ An eastbound right-turn lane is proposed which will minimize impacts to through traffic on Lake Hazel Road. ■ This proposed access will allow some separation of traffic from the proposed multi-family portion of the development. Therefore,the driveway is recommended as a right-in/right-out access. Lake Hazel Road/Site Access F This access is proposed on Lake Hazel Road and align with a previously approved full access public street for a new development (Lavender Heights Subdivision) on the north side of Lake Hazel Road. The ACHD Master Street Map identified this access as a future collector road. This public street access is proposed approximately 1,355 feet east of Locust Grove Road and the nearest access to the west is Site Access E located approximately 660 feet to the west. The nearest access to the east is an entrance to Discovery Park located approximately 460 feet to the east. ACHD policy for a Principal Arterial allows for full-access public street spacing of 1,320 feet and right-in, right-out access spacing of 520 feet. IV/1 61 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis Based on this evaluation, the access should be approved by ACHD for the following reasons: ■ The access aligns with an already approved full access for the Lavender Heights Subdivision ■ An eastbound right-turn lane is proposed, and the Lavender Heights Subdivision proposed a left- turn lane on Lake Hazel Road, which will reduce impacts to through traffic on Lake Hazel Road. ■ The street is shown on the Master Street Map as a future collector road. ■ The spacing meets the public street spacing from Locust Grove Road. ■ This proposed access will serve residential trips as and has the potential to serve the Regional Park if needed directly to the east of the site. Therefore, the driveway is recommended as a full access. Locust Grove Road/Site Access G This access, a proposed local street, accesses Locust Grove Road approximately 660 feet south of Lake Hazel Road and aligns with a private driveway on the west side of Locust Grove Road.The nearest access is Site Access H located approximately 890 feet to the south. ACHD's spacing criteria for a full access public street on a minor arterial is 660 feet. Therefore,the proposed access meets spacing requirements for Locust Grove Road. Based on this evaluation, the access should be approved by ACHD for the following reasons: ■ The proposed access is located 660 from Lake Hazel Road and meets ACHD spacing requirements for a local street on a minor arterial and will function acceptably as an unsignalized full access (without turn lanes). ■ The access will serve the proposed multi-family area of the development. Therefore, the driveway is recommended as a full access. Locust Grove Road/Site Access H This access, a proposed local street, accesses Locust Grove Road approximately 1,550 feet south of Lake Hazel Road.The nearest access is approximately 890 feet to the north and 1,105 feet to the south.ACHD's spacing criteria for a full access public street on a minor arterial is 660 feet. Therefore, the proposed access meets spacing requirements for Locust Grove Road. Based on this evaluation, the access should be approved by ACHD for the following reasons: ■ The proposed access is located 660 from Lake Hazel Road and meets ACHD spacing requirements for a local street on a minor arterial and will function acceptably as an unsignalized full access (without turn lanes). I62 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Transportation Impact Analysis Locust Grove Road/Site Access 1 This access, a proposed collector, is located on Locust Grove Road approximately 2,655 feet, south of Lake Hazel Road.This collector forms the west side of the future mid-mile collector which is identified on the Ada County Master Street Map (Reference 14). ACHD's spacing criteria for a full access collector road on a minor arterial is one half-mile. However, the minimum separation for an unsignalized collector is 1,320 feet. Therefore, the proposed access meets the public street spacing requirement on Locust Grove Road. Based on this evaluation,the new collector street should be approved by ACHD for the following reasons: ■ The proposed collector is identified on the Master Street Map and meets ACHD spacing requirements. ■ The intersection on Locust Grove Road will function acceptably as an unsignalized full access. ■ The collector street would provide access to adjacent parcels which will minimize future development directly accessing the minor arterial (Locust Grove Road). ■ This access is proposed as a collector street and will only serve residential trips, as well as provide increased accessibility for emergency response vehicles and public services vehicles. I� 63 Kittelson&Associates,Inc. Section 5 Findings and Recommendations Pinnacle Mixed-Use Development TIS March 2020 Findings and Recommendations FINDINGS AND RECOMMENDATIONS The results of the traffic impact analysis indicate that the proposed Pinnacle Mixed-Use Development can be constructed while maintaining acceptable levels of service and safety on the surrounding transportation system as long as the appropriate mitigations are in place.The findings of this analysis and recommendations are discussed below. FINDINGS Existing Conditions ■ The study evaluated three off-site intersections during the a.m. and p.m. peak hour of a typical weekday. ■ All study intersections were found to operate at acceptable operating standards during the existing weekday a.m. and p.m. peak hours with the exception of: o SH 69/ Lake Hazel Road (PM Peak Hour) ■ The westbound through/right approach operates at V/C = 0.91 and LOS F during the weekday p.m. peak hour. ■ The overall the intersection operates at a 0.79 v/c ratio in the weekday p.m. peak hour, which is under the 0.90 v/c ratio standard. ■ All ACHD study roadways segments operate at acceptable levels of service. ■ Crash data at the study intersections and roadway segments for the most recent five years of complete data (2014-2018) were analyzed for any existing crash trends. The most common crash type was an angle crash at SH 69 / Lake Hazel Road. A traffic signal was installed in September 2018 at this intersection which should reduce angle crashes. Year 2025 Background Traffic Conditions ■ Year 2025 background traffic volumes were forecasted using a 3% compounded annual growth rate on SH 69 and a 7% compounded annual growth rate on all other roadways as well as the addition of in-process traffic from the Lavender Subdivision. ■ Year 2025 background traffic analysis (without inclusion of site-generated traffic)found that none of the study intersections are expected to operate at acceptable operating standards during the weekday a.m. and p.m. peak hours. o Locust Grove Road/Amity Road (AM and PM Peak Hour) ■ The intersection is operating at LOS F in the weekday a.m. and p.m. peak hours. Several lane groups have a v/c greater than 1.0. I65 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Findings and Recommendations ■ The intersection is projected to meet the 8-hour,4-hour,and peak hour traffic signal volume warrants in 2025 background conditions. ■ A traffic signal with left-turn lanes on all approaches would mitigate the intersection. This mitigation is programmed in ACHD's CIP in the timeframe 2026-2030. o Locust Grove Road/ Lake Hazel Road (AM and PM Peak Hour) ■ The intersection is operating at LOS E and F in the weekday a.m. and p.m. peak hours, respectively. Several lane groups have a v/c greater than 1.0. ■ The intersection is projected to meet the 8-hour,4-hour, and peak hour traffic signal volume warrants in 2025 background conditions. ■ A single lane roundabout would mitigate this intersection as programmed in ACHD's CIP in the timeframe of 2026-2030. o SH 69/ Lake Hazel Road (AM and PM Peak Hour) ■ The intersection is operating with a V/C= 0.93 during the weekday a.m. peak hour with the northbound through movement operating with a V/C= 0.97. ■ The intersection is operating with a V/C = 0.95 during the weekday p.m. peak hour with the southbound through/right-turn movement operating with a V/C = 0.92. ■ To meet ITD operating standards, the following are required: • Northbound right-turn lane • Westbound right-turn lane (it should be noted that some vehicles use the wide approach similar to a westbound right-turn lane • Increase the signal cycle to 200 seconds ■ All ACHD study roadway segments are projected to continue operating at acceptable levels of service. o Amity Road (Locust Grove Road to Eagle Road) ■ Amity Road does not meet ACHD roadway volume standards during the weekday a.m. and p.m. peak hours under 2025 background traffic conditions except: • The segment volume does not meet the ACHD policy threshold volumes for two lanes and is within 1% of exceeding the ACHD policy threshold for three lanes. Therefore, widening to 3 lanes will be needed prior to 2025 and five lanes is projected to be needed by late 2025 under background conditions. I66 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Findings and Recommendations • This section of roadway is in ACHD's CIP for widening from two lanes to five lanes in the 2026-2030 timeframe and improvements prior to that at key intersections are required by 2025 based on the Amity Road/Locust Grove Road intersection analysis, resulting in an effective three lane capacity. Trip Generation and Distribution ■ The ITE Trip Generation Manual, 101h Edition was used to estimate the trip generation for the proposed Pinnacle Mixed-Use Development. ■ The proposed Pinnacle Mixed-Use Development is located on the northwest and southeast quadrants of Lake Hazel Road/ Locust Grove Road. o The northwest quadrant proposes 88 single family homes,90 multi-family homes,and 61,060 square feet of commercial uses. This development area is estimated to generate 3,312 net new daily trips, 279 weekday a.m. peak hour net new trips (137 inbound / 143 outbound) and 296 weekday p.m. peak hour net new trips (158 inbound / 139 outbound). o The southeast quadrant proposes 237 single family homes and 130 multi-family homes.This development area is estimated to generate 3,007 net new daily trips, 217 weekday a.m. peak hour net new trips(55 inbound/163 outbound)and 290 weekday p.m. peak hour net new trips (181 inbound / 108 outbound). ■ The distribution pattern for site-generated trips was developed by evaluating a select zone analysis from COMPASS' regional travel demand model. Year 2025 Total Traffic Conditions ■ Year 2025 total traffic conditions found that the site-generated trips do not impact any additional intersection not previously identified in the background traffic conditions. ■ All findings and mitigations required for intersections to meet operational standards outlined under background conditions remain consistent in the 2025 total traffic scenario except for the intersection of Lake Hazel Road / Locust Grove Road: o The intersection is operating at LOS D in the weekday p.m. peak hours, but with an overall v/c of 1.07. The southbound lane group operates with a v/c of 1.07. o A multi-lane roundabout with two lanes on Lake Hazel Road operates at LOS C with an overall v/c ratio of 0.92 in the weekday p.m. peak hour. All lane groups operate under 1.0. o A multi-lane roundabout with two lanes on Lake Hazel Road and a southbound dual entry approach on Locust Grove Road operates at LOS A with an overall v/c ratio of 0.58 in the weekday p.m. peak hour. IWr 67 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Findings and Recommendations ■ All ACHD study roadway segments are projected to continue operating at acceptable levels of service except: o Amity Road (Locust Grove Road to Eagle Road) ■ The two and three lane ACHD policy volume thresholds are exceeded. Therefore, widening to five lanes is needed to meet the ACHD policy volume thresholds. ■ The following should be considered on this segment: • With the improvements planned at the Eagle Road/Amity Road intersection, the proposed signalization of the Eagle Road/Locust Grove Road intersection, and the center turn lanes already serving other major access points, all the key intersection intersections along this segment are projected to operate acceptably without widening. • The 2025 background traffic is within 1% of the ACHD policy volume threshold for three lanes and therefore five lanes are needed with, or without, this proposed development. • Background traffic accounts for approximately 90% of the traffic on this segment. The proposed development traffic is projected to be approximately 9%and 11%of the total 2025 traffic on Amity Road east of Locust Grove Road during the weekday a.m. and p.m. peak hours, respectively. • As stated in the background traffic conditions,this section of roadway is in ACHD's CIP for widening from two lanes to five lanes in the 2026- 2030 timeframe. o Locust Grove Road (Lake Hazel Road to Amity Road) • The two-lane ACHD policy volume threshold is exceeded in the southbound direction during the weekday p.m. peak hour. But the threshold for three lanes is not exceeded, which should be applicable since the Amity Road intersection is proposed for a traffic signal and left-turn lanes and Lake Hazel Road intersection is proposed for a roundabout. Site Access Evaluation ■ The turn lane analysis using ACHD procedures resulted in turn lane warrants at the following site access streets: o Locust Grove Road/Site Access B ■ Southbound Right-Turn Lane ■ Northbound Left-Turn Lane I68 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Findings and Recommendations o Lake Hazel Road/Site Access C ■ Eastbound Left-Turn Lane o Lake Hazel Road/Site Access D ■ Westbound Right-Turn Lane o Lake Hazel Road/Site Access E ■ Eastbound Right-Turn Lane o Lake Hazel Road/Site Access F ■ Eastbound Right-Turn Lane ■ The results from the queuing analysis found that the 95th percentile queue lengths can be accommodated. o Each site accesses provides at least 100 feet of roadway length without driveway and/or internal street interference. ■ The intersection sight distance evaluation identified that intersection sight distance can be achieved at all the site intersections except at Access A looking north. At Access A, the following options are recommended: o Do a more detailed intersection sight distance evaluation using the design drawings for the new access and survey/profile of Locust Grove over the crest vertical curve and make any modifications necessary to achieve sight distance. o Move the access north to be closer to the top of the crest vertical curve such that a vehicle can see an oncoming vehicle adequately to meet intersection sight distance requirements. o Raise the grade of the access and Locust Grove in front of the access to match the height of top of the crest over the canal such that the crest no longer limits sight distance. o Lower the irrigation crossing to create a siphon and lower or flatten the vertical curvature of Locust Grove Road to improve sight distance. ■ Following is a summary of each proposed site access with respect to ACHD Policy: o Locust Grove Road / Site Access A: a proposed local street, accesses Locust Grove Road approximately 1,275 feet north of Lake Hazel Road. The nearest access to the South (Access B) is approximately 615 feet to the south and a private driveway approximately 250 feet to the north. ACHD access spacing for public streets is 660 feet. The access should be considered by ACHD for the following reasons: ■ If Access A was removed,the daily traffic between Site Access and Site Access B was combined it would exceed ACHD's daily local road threshold of 2,000 vehicles. ■ Access A is planned to not have front-on housing and will be used to access future development to the west. I69 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Findings and Recommendations ■ Moving Access A further north is not possible due to the property boundary and an irrigation canal. ■ Moving Access B further south would result in not meeting the ACHD spacing for that access and Lake Hazel Road. ■ The proposed access will still function acceptably as an unsignalized full access (without turn lanes). ■ This proposed access will serve additional residential developments in the future as the proposed development expands and is located such that a similar public street access could be located on the east side Lake Hazel Road for a future development. ■ This access is proposed as a local street and will serve mostly residential trips and a future school, while Site Access B will primarily serve commercial trips. o Locust Grove Road / Site Access B: a proposed local street, accesses Locust Grove Road approximately 660 feet north of Lake Hazel Road.The nearest access (Access A) is approximately 615 feet to the north. ACHD's spacing criteria for a full access public street on a minor arterial is 660 feet. The access should be considered by ACHD for the following reasons: ■ If Access B is not allowed,the daily traffic between Site Access and Site Access B combined would exceed ACHD's daily local road threshold of 2,000 vehicles. ■ As discussed for Access A, obtaining 660 feet between Access A and Access B is not possible at this time due to the property lines and irrigation facilities. ■ The proposed access is located 660 feet from Lake Hazel Road to the south and meets ACHD spacing requirements for a local street on a minor arterial and will function acceptably as an unsignalized full access(without turn lanes). ■ Right-turn and left-turn lanes are proposed on Locust Grove Road, which will reduce any impacts to the through traffic on Locust Grove Road. ■ This proposed access will serve additional residential and commercial developments in the future as the proposed development expands. ■ This access is proposed as a local street and will serve mostly commercial trips, while Site Access A will primarily serve residential trips. o Lake Hazel Road / Site Access C: a proposed local street, accesses Lake Hazel Road approximately 1,280 feet west of Locust Grove Road. The nearest access is approximately 600 feet to the east (Access D — right-in/right-out). ACHD policy for right-in, right-out access is 520 feet for right-in, right-out. The access should be considered by ACHD for the following reasons: ■ The access meets ACHD spacing criteria. I70 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Findings and Recommendations ■ The proposed access aligns with an existing private driveway on the south side of Lake Hazel Road ■ The access will function acceptably as an unsignalized full access. ■ An eastbound left-turn lane is recommended which will reduce the impacts on through traffic on Lake Hazel Road. ■ This proposed access will serve additional residential developments in the future as the proposed development expands. Since the site access directly to the east will be right-in/right-out this access allows for left-turns in and out of the site. o Lake Hazel Road / Site Access D: a proposed right-in/right-out local street accesses Lake Hazel Road approximately 680 feet west of Locust Grove Road. The nearest access is approximately 600 feet to the west. ACHD policy spacing for right-in, right- out driveways are 520 feet. The access should be considered by ACHD for the following reasons: ■ The access spacing meets ACHD criteria. ■ The proposed access will still function acceptably as an unsignalized full access ■ A westbound right-turn lane is proposed which will minimize impacts to through traffic on Lake Hazel Road. ■ This proposed access will serve additional residential and commercial developments in the future as the proposed development expands. o Lake Hazel Road / Site Access E: a proposed right-in/right-out local street, accesses Lake Hazel Road approximately 695 feet east of Locust Grove Road. The nearest access is approximately 660 feet to the east. ACHD's spacing criteria for a right- in/right-out access is 520 feet. The access should be considered by ACHD for the following reasons: ■ The access spacing meets ACHD criteria. ■ The proposed access will still function acceptably as an unsignalized full access ■ An eastbound right-turn lane is proposed which will minimize impacts to through traffic on Lake Hazel Road. ■ This proposed access will allow some separation of traffic from the proposed multi-family portion of the development. o Lake Hazel Road / Site Access F: a proposed local street, accesses Lake Hazel Road approximately 1,355 feet east of Locust Grove Road. The nearest access is approximately 660 feet to the west (Access E — right-in, right-out) and an access to Discovery Park approximately 460 feet east.The access should be considered by ACHD for the following reasons: I71 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Findings and Recommendations ■ The access aligns with an already approved full access for the Lavender Heights Subdivision ■ An eastbound right-turn lane is proposed, and the Lavender Heights Subdivision proposed a left-turn lane on Lake Hazel Road, which will reduce impacts to through traffic on Lake Hazel Road. ■ The street is shown on the Master Street Map as a future collector road. ■ The spacing meets the public street spacing from Locust Grove Road. ■ This proposed access will serve residential trips as and has the potential to serve the Regional Park if needed directly to the east of the site. o Locust Grove Road / Site Access G: a proposed local street, accesses Locust Grove Road approximately 660 feet south of Lake Hazel Road and aligns with a private driveway on the west side of Locust Grove Road.The nearest access is approximately 890 feet to the south (Access H). ACHD's spacing criteria for a full access public street on a minor arterial is 660 feet. The access should be considered by ACHD for the following reasons: ■ The proposed access meets ACHD spacing requirements for a local street on a minor arterial and will function acceptably as an unsignalized full access (without turn lanes). ■ The access will serve the proposed multi-family area of the development. o Locust Grove Road / Site Access H: This access, a proposed local street, accesses Locust Grove Road approximately 1,550 feet south of Lake Hazel Road. The nearest access is approximately 890 feet to the north (Access G) and 1,105 feet to the south (Access 1). ACHD's spacing criteria for a full access public street on a minor arterial is 660 feet. The access should be considered by ACHD for the following reasons: ■ The proposed access meets ACHD spacing requirements for a local street on a minor arterial and will function acceptably as an unsignalized full access (without turn lanes). o Locust Grove Road/Site Access I (New Collector): a proposed collector is located on Locust Grove Road approximately 2,655 feet, south of Lake Hazel Road.This collector forms the west side of the future mid-mile collector which is identified on the Ada County Master Street Map. The access should be considered by ACHD for the following reasons: ■ The proposed collector is identified on the Master Street Map and meets ACHD spacing requirements. ■ The intersection on Locust Grove Road will function acceptably as an unsignalized full access. I72 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Findings and Recommendations ■ The collector street would provide access to adjacent parcels which will minimize future development directly accessing the minor arterial (Locust Grove Road). RECOMMENDATIONS Based on the report's analyses and evaluation findings, recommendations were developed accordingly for time scenario's conditions. Year 2025 Background Traffic Condition Mitigations (Without the Proposed Development) The following mitigations are recommended to accommodate the year 2025 background traffic volume and meet ACHD policy. Locust Grove Road/Amity Road ■ Construct a traffic signal with left-turn lanes on all approaches. Signalization is in ACHD's CIP in the timeframe of 2026-2030. This is projected to be needed in approximately 2021 with or without the proposed development.The development would have approximately 55 units occupied at that time.The development traffic accounts for 14 percent of the projected 2025 total traffic at the intersection. Locust Grove Road/Lake Hazel Road ■ Construct a roundabout with a westbound bypass lane as programmed in ACHD's CIP in the timeframe of 2026-2030. This is needed in approximately 2021. The development would have approximately 100 units occupied at that time. The development traffic accounts for approximately 22 percent of the proposed traffic at the intersection. SH-69/Lake Hazel Road ■ Install a westbound right-turn lane and northbound right-turn lane and increase the signal cycle up to 200 seconds (similar to other state highways such as Eagle Road) as needed by 2025. Alternatives to increasing the signal cycle include additional widening of Lake Hazel Road or SH-69. This is needed in approximately 2022. The development would have approximately 185 units occupied at that time. The development traffic accounts for approximately 4 percent of the proposed traffic at the intersection. Amity Road(Locust Grove to Eagle Road) I WA, 73 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Findings and Recommendations Additional Year 2025 Mitigations Needed With the Pinnacle Mixed-Use Development The following mitigations are recommended due to the inclusion of Pinnacle Mixed-Use Development's site generated trips. Locust Grove Road/Lake Hazel Road ■ Expand the roundabout to have two-lane approaches and exits on the eastbound and westbound approaches and a two-lane southbound approach. This is needed in approximately 2021 when the development has approximately 440 units occupied. The development traffic accounts for approximately 22 percent of the proposed traffic at the intersection. Amity Road(Locust Grove to Eagle Road) ■ Widen to five lanes per the ACHD CIP(scheduled for 2026-2030)or allow the policy threshold to be exceeded since the key intersections will operate acceptably with the proposed improvements. Note that the ACHD policy threshold is projected to be within 1% of being exceed under 2025 background conditions and the development moves up the timeframe to approximately 2024 when the development has approximately 460 units occupied. The development traffic accounts for approximately 10 percent and 11 percent of the proposed on this segment during the weekday a.m. and p.m. peak hours, respectively. Locust Grove Road/Site Access A There is insufficient sight distance to the north to meet the AASHTO requirement of 500 feet for 45 mph. The following options are recommended: 1. Do a more detailed intersection sight distance evaluation using the design drawings for the new access and survey/profile of Locust Grove over the crest vertical curve and make any necessary design modifications to obtain adequate sight distance. 2. Move the access north to be closer to the top of the crest vertical curve such that a vehicle can see an oncoming vehicle adequately to meet intersection sight distance requirements.' 3. Raise the grade of the access and Locust Grove in front of the access to match the height of the crest vertical curve over the canal such that the crest no longer limits sight distance. 4. Lower the irrigation crossing to create a siphon and lower or flatten the vertical curvature of Locust Grove Road. Locust Grove Road/Site Access 8 ■ Construct a southbound right-turn lane with approximately 100 feet of vehicle storage. ■ Construct a northbound left-turn lane with approximately 100 feet of vehicle storage. I74 Kittelson&Associates,Inc. Pinnacle Mixed-Use Development TIS March 2020 Findings and Recommendations Lake Hazel Road/Site Access C ■ Construct an eastbound left-turn lane with approximately 100 feet of vehicle storage. Lake Hazel Road/Site Access D ■ Construct a westbound right-turn lane with approximately 100 feet of vehicle storage. Lake Hazel Road/Site Access E ■ Construct an eastbound right-turn lane with approximately 100 feet of vehicle storage. Lake Hazel Road/Site Access F ■ Construct an eastbound right-turn lane with approximately 100 feet of vehicle storage. All site accesses ■ With approval from ACHD, construct all accesses to the development with the following designations: o All local streets within the development should be constructed with one travel lane in each direction. o Site driveways with access to public streets should provide sufficient stacking distance for four vehicles (100 feet) to ensure acceptable operation and accommodate larger vehicles, including utility service and delivery vehicles. o Site accesses along Locust Grove Road and Lake Hazel Road should match the existing grade or be higher at the intersection to ensure the best possible sight distance. o All accesses and internal streets should be designed to provide adequate intersection site distance. Shrubbery and landscaping near the intersection and site access point should be maintained to ensure adequate sight distance is maintained. I� 75 Kittelson&Associates,Inc. Section 6 References Pinnacle Mixed-Use Development TIS March 2020 References REFERENCES 1. Idaho Transportation Department. IDAPA 39.03.43. Rules Governing Highway Right-of-Way Encroachment Rights-of-Way. 2014. 2. Ada County Highway District. Policy Manual Section 7106. December 12, 2018. 3. Transportation Research Board. Highway Capacity Manual, 61h Edition. April 2016. 4. Ada County Highway District.ACHD 2016 Capital Improvements Plan. Amended November 14, 2018. 5. Transportation Research Board. Highway Capacity Manual2000. 2000. 6. Federal Highway Administration. Manual on Uniform Traffic Control Devices, 2009 Edition, Washington D.C.,June 2012. 7. American Association of State Highway and Transportation Officials (AASHTO).A Policy on Geometric Design of Highways and Streets, 6th Edition. 2011. 8. Valley Regional Transit. Valley Connect 2.0. April 2, 2018. 9. Community Planning Association of Southwest Idaho. 2040 Functional Classification Map for Ada County and Canyon County. Approved January 28, 2013. Map background updated July 2019. 10. Ada County Highway District. Integrated Five Year Work Plan. September 25, 2019. 11. Idaho Transportation Department. Idaho's Statewide Transportation Improvement Program. January 2016. 12. Institute of Transportation Engineers. Trip Generation Manual, 10th Edition. September 2017. 13. Institute of Transportation Engineers. Trip Generation Handbook, 3rd Edition. September 2017. 14. Ada County Highway District.Ada County Master Street Map. Amended May 16, 2018. 15. CR Engineering, Lavender Heights Subdivision Traffic Impact Study, October 2019. I77 Kittelson&Associates,Inc. Appendix A Proposed Scope of Work Memorandum K I TT E LS O N 101 S CAPITOL BOULEVARD,SUITE 600 & ASSOCIATES P0ISE 208.3 826832 F 208.338.2685 MEMORANDUM Date: January 14, 2020 Project#: 24225 To: Mindy Wallace—Ada County Highway District Erika Bowen and Shona Tonkin— Idaho Transportation Department From: John Ringert, PE, Lauren Nuxoll, and Russ Doubleday Project: Corbett Mixed-Use Development— Meridian, Idaho Subject: Proposed Scope of Work for Transportation Impact Study This memorandum documents the scope and summarizes the assumptions for the transportation impact study (TIS) for the proposed Corbett Mixed-Use Development. The project is located in the northwest and southeast quadrants of Lake Hazel Road and Locust Grove Road in Meridian, Idaho. Figure 1 illustrates the site vicinity. The information presented in this memorandum was developed based on conversations with Brighton Companies (property developer), a previous meeting with Ada County Highway District on October 21, 2019, and our familiarity with the area and with the Ada County Highway District (ACHD) and Idaho Transportation Department (ITD) polices. The memorandum addresses the following items: ■ Project Description ■ Estimated Trip Generation and Distribution ■ Analysis Scenarios and Study Assumptions ■ Analysis Tools PROJECT DESCRIPTION The Corbett Mixed-Use Development is located in the northwest and southeast quadrants of Lake Hazel Road and Locust Grove Road.The proposed northwest site is currently vacant farmland and consists of approximately 40.98 acres. The proposed southeast area is currently 79.25 acres of vacant farmland and adjacent to the new City of Meridian Discovery Park. Both sites are currently in Meridian, Idaho and zoned Medium-Low Density Residential (R-4). Figure 2 illustrates the preliminary development site plan. FILENAME.-H.•124124225-LAKE HAZEL-LOCUST GROVE MASTER PLAN TISI REPORTI SCOPING MEMO 124225 LAKE HAZEL-LOCUST GROVE SCOPING MEMO FINAL.DOCX Lake Hazel-Locust Grove Master Plan Tl5 January 2020 N AMITY RD O w O O U tAl.*4mh,. O J wop-an - A SITE B C D E F LAKE HAZEL RD G SITE z � w e SITE R R ss� o tO n u f 4 O 4 S ADA COUNTY m r 8 F n Y Y y� O Y Q- STUDY INTERSECTIONS Figure Site Vicinity ©- SITE ACCESSES Meridian, Idaho 1 P S IZI KITTELSON L�. � & ASSOCIATES Lake Hazel-Locust Grove Master Plan Tl5 January 2020 4'. N _ A —` 615' 7 Commercial Area 660' C 600' (�D -680' 695' E 660' F LAKE HAZEL RD - Q 660' G - f- 0 w 0 O H F- $ Z) O J I 3 - 1105' m r g , Q- STUDY INTERSECTIONS ©- SITE ACCESSES Preliminary Site Plan Figure Provided by Brighton Companies Meridian, Idaho 2 1< 11KITTELSON & ASSOCIATES Corbett Mixed-Use Development—Meridian,Idaho Project#:24225 January 14,2020 Page 4 Access to the northwest site is proposed via two full accesses on Locust Grove Road and two full accesses on Lake Hazel Road. • Site Access A on Locust Grove Road: o 615 feet north of Site Access B • Site Access B on Locust Grove Road: o 660 feet north of the Lake Hazel Road/Locust Grove Road intersection • Site Access C on Lake Hazel Road: o 600 feet west of Site Access D • Site Access D on Lake Hazel Road: o 680 feet west of the Lake Hazel Road/Locust Grove Road intersection Access to the southeast site is proposed via two full accesses on Locust Grove Road and two full accesses and a new collector on Lake Hazel Road. • Site Access E on Lake Hazel Road: o 695 feet east of the Lake Hazel Road/Locust Grove Road intersection • Site Access F on Lake Hazel Road: o 660 feet east of Site Access E • Site Access G on Locust Grove Road: o 660 feet south of the Lake Hazel Road/Locust Grove Road intersection • Site Access H on Locust Grove Road: o 890 feet south of Site Access G • Site Access I on Locust Grove Road (Future Collector Road): o 1,105 feet south of Site Access H ESTIMATED TRIP GENERATION AND DISTRIBUTION The projected weekday daily,a.m.and p.m. peak hour vehicle trips for the proposed development were estimated based on the Trip Generation Manual, 10th Edition (Reference 1). Internal trips between the residential and commercial uses were calculated using NCHRP 684 —Enhancing Internal Trip Capture Estimation for Mixed-Use Developments (Reference 2). Pass-by trips for the commercial land use were estimated based on the Trip Generation Handbook, 3rd Edition (Reference 3). Table 1 summarizes the estimated trip generation for the proposed Lake Hazel-Locust Grove Development in the Northwest corner.Table 2 summarizes the estimated trip generation for the Southeast corner of the development. Kittelson&Associates,Inc. Boise,Idaho Corbett Mixed-Use Development—Meridian,Idaho Project#:24225 January 14,2020 Page 5 Table 1. Proposed Trip Generation for the Northwest Quadrant of the Lake Hazel-Locust Grove Development Daily Weekday AM Peak Hour Weekday PM Peak Hour Land Use ITE Code Units Trips Total In Out Total In Out Single Family Houses 210 88 924 67 16 51 90 57 33 Multifamily Housing(Mid-Rise) 221 90 489 31 8 23 40 24 16 Subtotal Residential Trips 1,413 98 24 74 130 81 49 Internal Trips(AM=1%,PM=22%) (555) (1) 0 (1) (51) (37) (14) Net New Residential Trips 858 97 24 73 79 44 35 Shopping Center 820 61,060 sq ft. 4,299 182 113 69 377 182 195 Internal Trips(AM=1%,PM=22%) (581) (1) (1) 0 (51) (14) (37) External Commercial Trips 3,717 181 112 69 326 168 158 Pass-by Trips(0%AM134%PM) (1,264) 0 0 0 (110) (55) (55) Net New Commercial Trips 2,454 181 112 69 216 113 103 Subtotal Trips 5,223 281 138 144 508 264 245 Total Internalization (1,136) (2) (1) (1) (102) (51) (51) Total External Trips 4,087 279 137 143 406 213 194 Total Pass-by Trips (1,264) 0 0 0 (110) (55) (55) Total Net New Trips 2,823 279 137 143 296 158 139 Table 2. Proposed Trip Generation for the Southeast Quadrant of the Lake Hazel-Locust Grove Development Daily Weekday AM Peak Hour Weekday PM Peak Hour Land Use ITE Code Units Trips TotalOut Total In Out Single Family Houses 210 237 2,300 173 43 130 233 147 86 Multifamily Housing(Mid-Rise) 221 130 707 44 12 33 57 35 22 Total Net New Trips 3,007 217 55 163 290 181 1 108 As shown in Table 1, the proposed Lake Hazel-Locust Grove Subdivision in the northwest corner is estimated to generate a total of 2,823 daily net new trip ends, of these 279 are estimated to occur in the weekday a.m. peak hour (137 inbound / 143 outbound), and 296 are estimated to occur in the weekday p.m. peak hour (158 inbound/ 139 outbound). As shown in Table 2, the proposed Lake Hazel-Locust Grove Subdivision in the southeast corner is estimated to generate a total of 3,007 daily net new trip ends, of these 217 are estimated to occur in the weekday a.m. peak hour (55 inbound / 163 outbound), and 290 are estimated to occur in the weekday p.m. peak hour (181 inbound/ 108 outbound). Trip Distribution The distribution of site generated trips onto the roadway system was based on the area of impact model runs by COMPASS, review of the roadway system, and knowledge of travel patterns the area. The proposed distribution is shown in Figure 3. Kittelson&Associates,Inc. Boise,Idaho Lake Hazel-Locust Grove Master Plan TIS January 2020 \ i N o 4 : O,I� ,• Y � � • �1a7 _ :.•R '4s:_� AMITY RD ' 100/� Z 5 /o�� 0 a� W O 0 C� z Q U p O '• W 64 0 n SITE B 15% - E F LAKE HAZEL RD 8% 4 �\ / \ m � o SITE o - f sN 3 x Q- STUDY INTERSECTIONS ©- SITE ACCESSES Proposed Trip Distribution Figure "z 4-m► - Trip Distribution Percentage Meridian, Idaho 3 A XX% 1< 11KITTELSON & ASSOCIATES Corbett Mixed-Use Development—Meridian,Idaho Project#:24225 January 14,2020 Page 7 The trip distribution from the COMPASS modeling identified only approximately 5%of the trips to/from the east using Lake Hazel Road and 35% using Amity Road.This did not appear consistent with existing traffic patterns and therefore the percentages were adjusted to 15% using Lake Hazel Road and 25% using Amity Road. ANALYSIS SCENARIOS & STUDY ASSUMPTIONS The proposed TIS assumptions for the analysis include: ■ Study Years: o Existing traffic conditions (Year 2019) o Buildout year (Year 2025) background traffic conditions (includes regional growth and in-process developments but no site development traffic) o Buildout year (Year 2025) total traffic conditions (includes background traffic volumes plus site-generated trips from the proposed development) ■ Time Periods: o Weekday AM Peak Hour (7-9 AM) o Weekday PM Peak Hour (4-6 PM) ■ Study Intersections: o Locust Grove Road /Amity Road o Locust Grove Road / Lake Hazel Road o SH 69 (Meridian Road)/ Lake Hazel Road o Site Accesses ■ Roadway Segments: o Amity Road (Locust Grove Road to Eagle Road) o Locust Grove Road (Amity Road to Lake Hazel Road) o Lake Hazel Road (Locust Grove Road to SH 69) ■ Data Collection: o Turning movement counts will be collected during a typical midweek (Tuesday through Thursday)AM peak period (7:00 AM to 9:00 AM) and PM peak period (4:00 PM to 6:00 PM). o For crash data, KAI will obtain historical crash data from ITD for the last five years on record. ■ Background Growth Rate and In-Process Developments: Kittelson&Associates,Inc. Boise,Idaho Corbett Mixed-Use Development—Meridian,Idaho Project#:24225 January 14,2020 Page 8 o Growth Rate: Based on a review of historical data, traffic growth has been in the range of 10 percent per year over the past few years. The COMPASS modeling indicates an average compounded growth rate of approximately 7%per year.While 7%is very high,there some relatively large development that are building out in the area. Therefore, to be consistent with the COMPASS modeling between the year 2019 and 2025, a 7%compounded growth rate is proposed for this report.This high growth rate should account for the in-process development that is occurring in the area and is not adjacent to the site. o In Process Development:There are two in-process developments which are planned to be included as background traffic: ■ Phase 1 of Discovery Park: Phase 1 is already completed but because the counts will be during the winter, the PM peak hour trips from the park will be added as background traffic ■ Residential Subdivision in Northeast Quadrant of Lake Hazel Road/Locust Grove Road intersection: We will need the TIS information from ACHD.The access for that development is directly across from this development's Site Access F. o Kittelson requests that ACHD provide information in the response to this scope for any background developments (except Discovery Park which KAI completed) that should be included in the TIS (in addition to the normal background development growth included in the growth rate) as well as the approved traffic impact studies for the developments. ■ Access Spacing and Needs: o Access locations will be evaluated with respect to ACHD policy and spacing requirements. o The need for traffic control and turn lanes will also be evaluated at each site access. ■ Planned Transportation Improvements: o Based on our review of ACHD's Capital Improvement Plan adopted in August 2016 and amended in November 2018 (CIP, Reference 4), no projects were found that are planned between 2020 and 2025. The following projects are planned by ACHD in the study area: ■ 2026—2030: • RD2016-2: Amity Road (SH 69 to Locust Grove Road). Reconstruct/widen from 2-lanes to 5-lanes. • RD2016-64: Lake Hazel Road (SH 69 to Locust Grove Road). Reconstruct/widen from 2 lanes to 3 lanes. Kittelson&Associates,Inc. Boise,Idaho Corbett Mixed-Use Development—Meridian,Idaho Project#:24225 January 14,2020 Page 9 • IN2016-6: Amity Road / Locust Grove Road. Add signal. Reconstruct/widen approaches. • IN2016-55: Lake Hazel Road / Locust Grove Road. Add roundabout. To be constructed as a Single-lane Roundabout with a westbound right turn bypass-lane. • IN2016-60: Lake Hazel Road /SH 69. Add signal. Reconstruct/widen approaches. Project cost excludes ITD's portion of cost. (Signal has already been installed) o Based on our review of ACHD's Integrated Five Year Work Plan (IFYWP, Reference 5), one project was found in the study area. ■ 2022: • Pavement rehabilitation and pedestrian ramps on identified arterial and collector roads as part of ACHD's Pavement Management Program. o Based on our review of ITD's Statewide Transportation Investment Program (ITIP, Reference 6),there are no projects in the study area. ANALYSIS TOOLS AND OPERATING STANDARDS The intersection operational analysis will be performed using the Highway Capacity Manual, 6th Edition analysis procedures (Reference 7). To ensure that this analysis is based on a reasonable worst-case scenario, the peak 15-minute flow rate during the weekday a.m. and p.m. peak hours will be used in the evaluation of all intersection level-of-service (LOS) and volume-to-capacity (V/C) ratios. The signalized and stop-controlled intersection operations analyses will be completed using Synchro 10 software. For signalized intersection overall V/C ratios, the HCM 2000 procedure will be used because the HCM 6th Edition procedure does not produce an intersection overall V/C ratio. The analysis will be performed in accordance with the methodologies stated in Section 7106.6 of the ACHD Policy Manual (Reference 8) and include consideration of separate left-and right-turn lanes as well as queuing impacts. Intersection and segment level-of-service will be reported per ACHD thresholds. ACHD requires that signalized intersections operate at a minimum of LOS "E"for Principal Arterials and Minor Arterials and LOS "D"for Collectors.All unsignalized intersections that have a projected LOS "D" or worse shall be evaluated to determine if a signal or roundabout is warranted. The acceptable volume-to-capacity ratio for signalized intersections is 0.90 for the overall intersection and 1.00 for each lane group. The acceptable volume-to-capacity ratio is 1.00 for the critical lane group at unsignalized intersections. Kittelson&Associates,Inc. Boise,Idaho Corbett Mixed-Use Development—Meridian,Idaho Project#:24225 January 14,2020 Page 10 Although not policy, ITD's desired thresholds are LOS D and v/c ratio of 0.90 of better for all intersections and lane groups. NEXT STEPS We request ACHD review this scoping memo and provide a response on the assumptions so that we can move forward with the study. Please contact John Ringert or Lauren Nuxoll at 208.338.2683 or Inuxoll@kittelson.com if you have any questions or comments on the information presented in this memorandum. Kittelson&Associates,Inc. Boise,Idaho Corbett Mixed-Use Development—Meridian,Idaho Project#:24225 January 14,2020 Page 11 REFERENCES 1. Institute of Transportation Engineers. Trip Generation Manual, 10th Edition. 2017. 2. Transportation Research Board. NCHRP Report 684 — Enhancing Internal Trip Capture Estimation for Mixed-Use Developments. 2011 3. Institute of Transportation Engineers. Trip Generation Handbook, 3rd Edition. 2017. 4. Ada County Highway District. Capital Improvement Plan. Adopted on August 24, 2016. 5. Ada County Highway District. Integrated Five Year Work Plan.Adopted on September 25, 2019. 6. Idaho Transportation Department. Idaho Statewide Transportation Investment Program (ITIP) —FY19 to FY25. September 13, 2018. 7. Transportation Research Board. Highway Capacity Manual 6th Edition. 2015. 8. Ada County Highway District. Policy Manual Section 7106. October 15, 2003. Kittelson&Associates,Inc. Boise,Idaho Appendix B Signal Timing Sheets a FYA 4 7 3 x Ped. Phase 2 � 2 00 N Cz 5 FYA ro m a a FYA 1 a- a- 6 Lake Hazel Ped. Phase 6 3 8 IACHD Standard Phasing ---1 FYA I Diagram FYA 2 FYA 4 Ring 1 FYA 6 FYA 8 Ring 2 Location: Hwy 69&Lake Hazel (#454) PhasingUagram Hwy69AndLakeHazel Rev.-05292003MB Page 1 of 4 Ada County Timing Sheet 12/16/2019 12:09:52 PM Station :454-Hwy 69&Lake Hazel(Standard File) Phase 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Walk 5 5 5 5 Ped Clearance 25 23 26 22 Min Green 5 10 5 10 5 10 5 10 Gap Ext 2 2.5 2 5 2 2.5 2 5 Maxl 40 40 25 60 40 40 25 60 Max2 40 50 30 65 40 50 30 65 Yellow Clr 5 5 5 5 5 1 5 5 5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Red Clr 1.5 1.5 2 2 2 2 2 2 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Red Revert Added Initial Max Initial Time Before Reduce Cars Before Reduce Time To Reduce Reduce B Min Gap Dynamic Max Limit Dynamic Max Step Enable ON ON ON ON ON ON ON ON Auto Flash Entry ON ON Auto Flash Exit ON ON Non-Actuated 1 Non-Actuated 2 Lock Call Min Recall ON ON Max Recall Ped Recall Soft Recall Dual Entry ON ON ON ON Sim Gap Enable ON ON ON ON ON ON ON ON Guar Passage Rest In Walk Cond Service Add Init Calc Preemption Preempt LP Channel 1 2 3 4 5 6 Channel 1 2 3 4 Lock Input ON ON Min Override Auto Flash ON ON Max Override Higher Preempt ON ON Enable Flash in Dwell Lock Mode MAX MAX MAX MAX Link to Preempt Coord in Preempt Delay No Ski Min Duration 10 10 10 10 Priority Pi Min Green 8 8 8 8 Priority P2 Min Walk 1 1 1 1 Priority P3 Ped Clear 9 9 9 9 Priority P4 Track Green Lock Min Dwell 10 10 10 10 Headway Max Presence 180 180 180 180 Group Lock Track Veh 1 Queue Jump Track Veh 2 Free Mode Track Veh 3 Alt Table Track Veh 4 Dwell Cyc Veh 1 1 4 3 2 1 Dwell Cyc Veh 2 7 8 5 6 Dwell Cyc Veh 3 Dwell Cyc Veh 4 Dwell Cyc Veh 5 Dwell Cyc Veh 6 Dwell Cyc Veh 7 Dwell Cyc Veh 8 Dwell Cyc Veh 9 Dwell Cyc Veh 10 Dwell Cyc Veh 11 Dwell Cyc Veh 12 Dwell Cyc Pedl Dwell Cyc Ped2 Dwell Cyc Ped3 Dwell Cyc Ped4 Dwell Cyc Ped5 Dwell Cyc Ped6 Dwell vPed7 Dwell Cyc Ped8 Exit 1 1 3 1 4 13 3 http://192.168.65.1] ]/StreetWise2WS/TimingSheetSC.aspx 12/16/2019 Page 2 of 4 Exit 2 ��� 8 7 7 7 1 Exit 3 Exit 4 http://192.168.65.1] ]/StreetWise2WS/TimingSheetSC.aspx 12/16/2019 Page 3 of 4 Ada County Timing Sheet 12/16/2019 12:09:52 PM Station:454-Hwy 69&Lake Hazel(Standard File) Coordination Hour Minnt Action attern Cycle Offse Split Seqnc Short Long Dwell Split Split Split Split Split Split Split Split Split Split Split Split Split Split Split Spli 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Day Plan 1 as 25 254 6 25 6 6 6 9 10 24 22 38 22 58 22 38 22 58 6 30 1 1 140 37 1 9 10 24 22 38 22 58 22 38 22 58 8 30 25 254 10 25 7 7 7 1 10 24 22 38 22 38 22 38 22 38 10 30 2 2 120 107 2 1 7 24 22 38 22 38 22 38 22 38 12 2 2 120 107 2 1 7 24 22 38 22 38 22 38 22 38 15 25 8 8 8 5 1 10 1 24 22 38 22 68 22 38 22 68 15 30 3 3 150 78 3 5 10 24 22 38 22 68 22 38 22 68 18 25 7 7 7 1 10 1 24 22 38 22 38 22 38 22 38 18 30 2 2 120 107 2 1 7 1 24 22 38 22 38 22 38 22 38 19 30 25 254 Day Plan 2 as 25 254 9 25 7 7 7 1 10 24 22 38 22 38 22 38 22 38 9 30 2 2 120 107 2 1 7 24 22 38 22 38 22 38 22 38 17 30 25 254 Day Plan 3 [Easy 25 254 http://192.168.65.1] ]/StreetWise2WS/TimingSheetSC.aspx 12/16/2019 Page 4 of 4 Ada County Timing Sheet 12/16/2019 12:09:52 PM Station:454-Hwy 69&Lake Hazel(Standard File) Hour Minnt Action attern Cycle Offse Split Seqnc Short Long Dwell Split Split Split Split Split Split Split Split Split Split Split Split Split Split Split Spli 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Day Plan 4 IEasZ 25 254 Scheduler Month Day of Week Day of Month 1 2 3 Plan J F M A M J J A S O N D SMTWTF S 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 0 1 2 3 4 5 6 7 8 9 0 11 jDay Plan 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 2 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6 5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 11 1 111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 7 6 1 1 1 1 1 1 1 1 1 4 7 1 1 1 1 1 1 1 1 1 4 8 1 9 1 10 1 11 1 12 1 13 1 14 1 15 1 16 1 17 1 18 1 19 1 20 1 21 1 22 1 23 1 24 1 25 1 26 1 27 1 28 1 29 1 30 1 31 1 32 1 User Comments: http://192.168.65.1] ]/StreetWise2WS/TimingSheetSC.aspx 12/16/2019 Appendix C Existing Traffic Count Data L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Amity Rd b Locust Grove Rd&Eagle Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Amity Rd between Eagle&Locusrt Grove Meridian, Idaho Start 09-Dec-19 Total Time Mon WB EB 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 0 0 0 Percent 0.0% 0.0% Peak - - - - - - - - - - Vol. - - - - - - - - - - P.H.F. Page 1 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Amity Rd b Locust Grove Rd&Eagle Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Amity Rd between Eagle&Locusrt Grove Meridian, Idaho Start 09-Dec-19 Total Time Mon WB EB 12:00 PIM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 6 7 13 11:15 5 4 9 11:30 2 2 4 11:45 0 3 3 Total 13 16 29 Percent 44.8% 55.2% Peak - 23:00 23:00 - - - - - - 23:00 Vol. - 13 16 - - - - - - 29 P.H.F. 0.542 0.571 0.558 Page 2 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Amity Rd b Locust Grove Rd&Eagle Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Amity Rd between Eagle&Locusrt Grove Meridian, Idaho Start 10-Dec-19 Total Time Tue WB EB 12:00 AM 3 2 5 12:15 1 4 5 12:30 1 2 3 12:45 1 1 2 01:00 3 1 4 01:15 1 3 4 01:30 3 1 4 01:45 1 2 3 02:00 0 1 1 02:15 2 1 3 02:30 2 1 3 02:45 0 3 3 03:00 1 1 2 03:15 1 0 1 03:30 3 0 3 03:45 2 3 5 04:00 2 2 4 04:15 1 3 4 04:30 2 8 10 04:45 3 9 12 05:00 6 18 24 05:15 10 16 26 05:30 16 18 34 05:45 20 31 51 06:00 16 28 44 06:15 28 58 86 06:30 45 70 115 06:45 60 98 158 07:00 79 98 177 07:15 92 137 229 07:30 92 129 221 07:45 90 134 224 08:00 71 116 187 08:15 69 131 200 08:30 64 80 144 08:45 78 149 227 09:00 100 89 189 09:15 80 52 132 09:30 62 72 134 09:45 34 54 88 10:00 53 42 95 10:15 44 56 100 10:30 50 34 84 10:45 52 48 100 11:00 41 58 99 11:15 56 53 109 11:30 60 42 102 11:45 54 60 114 Total 1555 2019 3574 Percent 43.5% 56.5% Peak - 07:00 07:15 - - - - - - 07:15 Vol. - 353 516 - - - - - - 861 P.H.F. 0.959 0.942 0.940 Page 3 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Amity Rd b Locust Grove Rd&Eagle Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Amity Rd between Eagle&Locusrt Grove Meridian, Idaho Start 10-Dec-19 Total Time Tue WB EB 12:00 PM 56 54 110 12:15 66 59 125 12:30 48 46 94 12:45 71 56 127 01:00 62 44 106 01:15 56 51 107 01:30 50 48 98 01:45 39 46 85 02:00 48 43 91 02:15 60 47 107 02:30 84 69 153 02:45 63 64 127 03:00 70 68 138 03:15 78 82 160 03:30 92 108 200 03:45 102 86 188 04:00 128 92 220 04:15 116 76 192 04:30 124 78 202 04:45 122 83 205 05:00 110 78 188 05:15 140 74 214 05:30 132 66 198 05:45 124 62 186 06:00 118 68 186 06:15 75 70 145 06:30 76 59 135 06:45 53 46 99 07:00 42 46 88 07:15 48 37 85 07:30 61 40 101 07:45 36 24 60 08:00 39 25 64 08:15 44 35 79 08:30 44 29 73 08:45 28 30 58 09:00 38 34 72 09:15 29 18 47 09:30 18 20 38 09:45 13 17 30 10:00 17 16 33 10:15 8 6 14 10:30 10 7 17 10:45 3 7 10 11:00 11:15 11:30 11:45 Total 2841 2214 5055 Percent 56.2% 43.8% Peak - 17:15 15:15 - - - - - - 16:00 Vol. - 514 368 - - - - - - 819 P.H.F. 0.918 0.852 0.931 Grand 4409 4249 8658 Total Percent 50.9% 49.1% Page 4 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Amity Rd b Meridian Rd&Locust Grove Rd VOL Tech:Judd/Klaren Date Start: 10-Dec-19 Count:Axle Hits/2 Date End: 11-Dec-19 Amity Rd b Meridian Rd&Locust Grove Rd Meridian, Idaho Start 10-Dec-19 Total Time Tue WB EB 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 0 0 0 Percent 0.0% 0.0% Peak - - - - - - - - - - Vol. - - - - - - - - - - P.H.F. Page 1 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Amity Rd b Meridian Rd&Locust Grove Rd VOL Tech:Judd/Klaren Date Start: 10-Dec-19 Count:Axle Hits/2 Date End: 11-Dec-19 Amity Rd b Meridian Rd&Locust Grove Rd Meridian, Idaho Start 10-Dec-19 Total Time Tue WB EB 12:00 PIM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 6 4 10 11:15 4 2 6 11:30 1 2 3 11:45 4 3 7 Total 15 11 26 Percent 57.7% 42.3% Peak - 23:00 23:00 - - - - - - 23:00 Vol. - 15 11 - - - - - - 26 P.H.F. 0.625 0.688 0.650 Page 2 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Amity Rd b Meridian Rd&Locust Grove Rd VOL Tech:Judd/Klaren Date Start: 10-Dec-19 Count:Axle Hits/2 Date End: 11-Dec-19 Amity Rd b Meridian Rd&Locust Grove Rd Meridian, Idaho Start 11-Dec-19 Total Time Wed WB EB 12:00 AM 3 5 8 12:15 4 1 5 12:30 3 4 7 12:45 2 2 4 01:00 1 1 2 01:15 1 2 3 01:30 0 1 1 01:45 0 1 1 02:00 0 1 1 02:15 3 0 3 02:30 0 2 2 02:45 0 0 0 03:00 0 0 0 03:15 4 1 5 03:30 2 2 4 03:45 1 3 4 04:00 1 1 2 04:15 2 0 2 04:30 3 6 9 04:45 5 9 14 05:00 5 6 11 05:15 5 8 13 05:30 9 18 27 05:45 14 18 32 06:00 14 18 32 06:15 21 33 54 06:30 33 54 87 06:45 64 88 152 07:00 50 63 113 07:15 72 98 170 07:30 82 92 174 07:45 77 96 173 08:00 56 107 163 08:15 36 106 142 08:30 49 102 151 08:45 56 106 162 09:00 92 122 214 09:15 91 55 146 09:30 63 46 109 09:45 30 62 92 10:00 30 28 58 10:15 33 34 67 10:30 44 39 83 10:45 38 33 71 11:00 39 44 83 11:15 34 44 78 11:30 35 34 69 11:45 34 44 78 Total 1241 1640 2881 Percent 43.1% 56.9% Peak - 08:45 08:15 - - - - - - 07:15 Vol. - 302 436 - - - - - - 680 P.H.F. 0.821 0.893 0.977 Page 3 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Amity Rd b Meridian Rd&Locust Grove Rd VOL Tech:Judd/Klaren Date Start: 10-Dec-19 Count:Axle Hits/2 Date End: 11-Dec-19 Amity Rd b Meridian Rd&Locust Grove Rd Meridian, Idaho Start 11-Dec-19 Total Time Wed WB EB 12:00 PM 44 52 96 12:15 48 42 90 12:30 28 39 67 12:45 50 44 94 01:00 44 48 92 01:15 44 42 86 01:30 39 36 75 01:45 38 48 86 02:00 54 30 84 02:15 60 43 103 02:30 42 58 100 02:45 52 44 96 03:00 50 38 88 03:15 59 51 110 03:30 54 70 124 03:45 78 97 175 04:00 144 63 207 04:15 118 76 194 04:30 104 77 181 04:45 88 56 144 05:00 110 55 165 05:15 107 64 171 05:30 114 64 178 05:45 100 50 150 06:00 83 55 138 06:15 66 38 104 06:30 47 43 90 06:45 46 27 73 07:00 26 30 56 07:15 38 28 66 07:30 29 26 55 07:45 26 29 55 08:00 32 22 54 08:15 32 20 52 08:30 25 22 47 08:45 31 20 51 09:00 20 14 34 09:15 20 24 44 09:30 18 14 32 09:45 25 14 39 10:00 12 8 20 10:15 6 10 16 10:30 8 5 13 10:45 3 9 12 11:00 11:15 11:30 11:45 Total 2262 1745 4007 Percent 56.5% 43.5% Peak - 16:00 15:45 - - - - - - 15:45 Vol. - 454 313 - - - - - - 757 P.H.F. 0.788 0.807 0.914 Grand 3518 3396 6914 Total Percent 50.9% 49.1% Page 4 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-290ke Hazel Rd b Locust Grove Rd&Eagle Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Lake Hazel between Eagle&Locust Grove Meridian, Idaho Start 09-Dec-19 Total Time Mon WB EB 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 0 0 0 Percent 0.0% 0.0% Peak - - - - - - - - - - Vol. - - - - - - - - - - P.H.F. Page 1 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-290ke Hazel Rd b Locust Grove Rd&Eagle Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Lake Hazel between Eagle&Locust Grove Meridian, Idaho Start 09-Dec-19 Total Time Mon WB EB 12:00 PIM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 7 10 17 11:15 13 7 20 11:30 7 2 9 11:45 3 3 6 Total 30 22 52 Percent 57.7% 42.3% Peak - 23:00 23:00 - - - - - - 23:00 Vol. - 30 22 - - - - - - 52 P.H.F. 0.577 0.550 0.650 Page 2 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-290ke Hazel Rd b Locust Grove Rd&Eagle Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Lake Hazel between Eagle&Locust Grove Meridian, Idaho Start 10-Dec-19 Total Time Tue WB EB 12:00 AM 4 4 8 12:15 1 2 3 12:30 2 1 3 12:45 6 4 10 01:00 3 1 4 01:15 2 1 3 01:30 0 0 0 01:45 1 1 2 02:00 0 0 0 02:15 1 0 1 02:30 0 2 2 02:45 2 2 4 03:00 3 1 4 03:15 1 2 3 03:30 2 2 4 03:45 0 1 1 04:00 2 1 3 04:15 4 2 6 04:30 6 4 10 04:45 7 2 9 05:00 6 8 14 05:15 10 4 14 05:30 12 6 18 05:45 18 13 31 06:00 18 16 34 06:15 30 26 56 06:30 48 35 83 06:45 68 43 111 07:00 68 44 112 07:15 68 83 151 07:30 67 68 135 07:45 70 88 158 08:00 48 82 130 08:15 49 50 99 08:30 31 58 89 08:45 42 54 96 09:00 42 38 80 09:15 54 30 84 09:30 44 36 80 09:45 24 38 62 10:00 34 26 60 10:15 26 32 58 10:30 33 13 46 10:45 40 38 78 11:00 28 36 64 11:15 32 32 64 11:30 40 38 78 11:45 36 48 84 Total 1133 1116 2249 Percent 50.4% 49.6% Peak - 07:00 07:15 - - - - - - 07:15 Vol. - 273 321 - - - - - - 574 P.H.F. 0.975 0.912 0.908 Page 3 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-290ke Hazel Rd b Locust Grove Rd&Eagle Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Lake Hazel between Eagle&Locust Grove Meridian, Idaho Start 10-Dec-19 Total Time Tue WB EB 12:00 PM 36 42 78 12:15 36 28 64 12:30 34 33 67 12:45 32 32 64 01:00 39 32 71 01:15 27 36 63 01:30 42 28 70 01:45 35 36 71 02:00 39 40 79 02:15 50 35 85 02:30 48 36 84 02:45 54 52 106 03:00 40 34 74 03:15 43 58 101 03:30 56 49 105 03:45 74 52 126 04:00 79 56 135 04:15 75 66 141 04:30 96 52 148 04:45 94 53 147 05:00 104 102 206 05:15 104 68 172 05:30 87 60 147 05:45 67 50 117 06:00 75 51 126 06:15 50 62 112 06:30 55 38 93 06:45 30 30 60 07:00 28 24 52 07:15 27 32 59 07:30 14 34 48 07:45 20 20 40 08:00 24 24 48 08:15 22 30 52 08:30 17 34 51 08:45 16 11 27 09:00 14 28 42 09:15 11 34 45 09:30 10 16 26 09:45 18 14 32 10:00 4 8 12 10:15 12 10 22 10:30 3 6 9 10:45 4 7 11 11:00 11:15 11:30 11:45 Total 1845 1643 3488 Percent 52.9% 47.1% Peak - 16:30 16:45 - - - - - - 16:30 Vol. - 398 283 - - - - - - 673 P.H.F. 0.957 0.694 0.817 Grand 3008 2781 5789 Total Percent 52.0% 48.0% Page 4 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2 Hazel Rd b Meridian Rd&Locust Grove Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Lake Hazel btw Meridian&Locust Grove Meridian, Idaho Start 09-Dec-19 Total Time Mon WB EB 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 0 0 0 Percent 0.0% 0.0% Peak - - - - - - - - - - Vol. - - - - - - - - - - P.H.F. Page 1 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2 Hazel Rd b Meridian Rd&Locust Grove Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Lake Hazel btw Meridian&Locust Grove Meridian, Idaho Start 09-Dec-19 Total Time Mon WB EB 12:00 PM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 3 6 9 11:15 4 9 13 11:30 2 1 3 11:45 2 4 6 Total 11 20 31 Percent 35.5% 64.5% Peak - 23:00 23:00 - - - - - - 23:00 Vol. - 11 20 - - - - - - 31 P.H.F. 0.688 0.556 0.596 Page 2 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2 Hazel Rd b Meridian Rd&Locust Grove Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Lake Hazel btw Meridian&Locust Grove Meridian, Idaho Start 10-Dec-19 Total Time Tue WB EB 12:00 AM 4 5 9 12:15 1 2 3 12:30 2 1 3 12:45 6 3 9 01:00 3 1 4 01:15 1 1 2 01:30 1 0 1 01:45 1 1 2 02:00 0 0 0 02:15 1 0 1 02:30 0 2 2 02:45 2 2 4 03:00 2 1 3 03:15 1 1 2 03:30 0 2 2 03:45 1 1 2 04:00 1 3 4 04:15 4 4 8 04:30 4 3 7 04:45 6 2 8 05:00 4 8 12 05:15 8 7 15 05:30 12 8 20 05:45 15 8 23 06:00 14 15 29 06:15 26 28 54 06:30 35 31 66 06:45 50 41 91 07:00 42 46 88 07:15 51 68 119 07:30 63 70 133 07:45 59 96 155 08:00 36 73 109 08:15 35 49 84 08:30 32 55 87 08:45 36 51 87 09:00 35 34 69 09:15 44 26 70 09:30 32 27 59 09:45 28 32 60 10:00 27 18 45 10:15 24 27 51 10:30 26 14 40 10:45 36 34 70 11:00 25 34 59 11:15 26 26 52 11:30 36 34 70 11:45 31 36 67 Total 929 1031 1960 Percent 47.4% 52.6% Peak - 07:00 07:15 - - - - - - 07:15 Vol. - 215 307 - - - - - - 516 P.H.F. 0.853 0.799 0.832 Page 3 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2 Hazel Rd b Meridian Rd&Locust Grove Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Lake Hazel btw Meridian&Locust Grove Meridian, Idaho Start 10-Dec-19 Total Time Tue WB EB 12:00 PM 32 40 72 12:15 28 24 52 12:30 32 24 56 12:45 26 26 52 01:00 35 34 69 01:15 16 28 44 01:30 33 20 53 01:45 34 28 62 02:00 30 34 64 02:15 43 28 71 02:30 41 31 72 02:45 42 30 72 03:00 38 29 67 03:15 38 40 78 03:30 41 35 76 03:45 63 40 103 04:00 73 54 127 04:15 56 52 108 04:30 97 51 148 04:45 72 48 120 05:00 95 76 171 05:15 94 39 133 05:30 79 54 133 05:45 62 47 109 06:00 77 38 115 06:15 43 47 90 06:30 44 35 79 06:45 27 22 49 07:00 20 22 42 07:15 25 26 51 07:30 8 25 33 07:45 16 14 30 08:00 20 19 39 08:15 21 28 49 08:30 18 22 40 08:45 14 8 22 09:00 10 28 38 09:15 8 31 39 09:30 11 14 25 09:45 12 6 18 10:00 2 7 9 10:15 7 8 15 10:30 4 5 9 10:45 1 5 6 11:00 11:15 11:30 11:45 Total 1588 1322 2910 Percent 54.6% 45.4% Peak - 16:30 16:15 - - - - - - 16:30 Vol. - 358 227 - - - - - - 572 P.H.F. 0.923 0.747 0.836 Grand 2528 2373 4901 Total Percent 51.6% 48.4% Page 4 L2 Data Collection L21DataCol lection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd &Amity Rd Intersection: Locust Grove Rd /Amity Rd Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks Locust Grove Road Amity Road Locust Grove Road Amity Road From North From East From South From West Start Right Thru Left Peds App.T.w Right Thru Left Peds App.Tmal Right Thru Left Peds App.Tatar Right Thru Left Peds App.Tuhl fnt.Totnl Time 07:00 AM 1 9 12 0 22 33 51 1 0 85 7 37 0 0 44 0 69 4 0 73 224 07:15 AM 3 11 27 0 41 39 64 0 0 103 19 44 0 0 63 0 72 8 0 80 287 07:30 AM 11 12 20 0 43 27 67 4 0 98 16 24 1 0 41 0 94 8 0 102 284 07:45 AM 10 9 17 0 36 22 81 0 0 103 17 40 3 0 60 2 88 10 0 100 299 Total 25 41 76 0 142 121 263 5 0 389 59 145 4 0 208 2 323 30 0 355 1094 08:00 AM 6 12 18 0 36 29 41 2 0 72 9 34 0 0 43 2 79 9 0 90 241 08:15 AM 5 16 24 0 45 23 45 3 0 71 14 35 1 0 50 0 85 11 0 96 262 08:30 AM 9 12 17 0 38 18 36 6 0 60 3 22 1 0 26 5 58 4 0 67 191 08:45 AM 16 19 41 0 76 34 43 2 0 79 4 25 4 0 33 2 80 13 0 95 283 Total 36 59 100 0 195 104 165 13 0 282 30 116 6 0 152 9 302 37 0 348 977 04:00 PM 7 44 28 0 79 45 74 3 0 122 5 15 2 0 22 1 60 13 0 74 297 04:15 PM 10 47 26 0 83 24 70 7 0 101 6 29 0 0 35 3 37 10 0 50 269 04:30 PM 14 42 29 0 85 31 81 7 0 119 3 22 1 1 27 4 49 11 0 64 295 04:45 PM 14 40 28 0 82 26 86 3 0 115 2 35 2 0 39 4 50 10 0 64 300 Total 45 173 111 0 329 126 311 20 0 457 16 101 5 1 123 12 196 44 0 252 1161 05:00 PM 4 66 17 0 87 15 84 3 0 102 2 24 0 0 26 3 53 7 0 63 278 05:15 PM 12 67 33 0 112 20 96 7 0 123 3 15 1 0 19 3 48 5 0 56 310 05:30 PM 14 47 22 0 83 26 90 9 0 125 4 24 0 0 28 3 47 14 0 64 300 05:45 PM 11 49 29 0 89 20 74 8 0 102 0 28 1 0 29 0 46 4 0 50 270 Total 41 229 101 0 371 81 344 27 0 452 9 91 2 0 102 9 194 30 0 233 1158 Grand Total 147 502 388 0 1037 432 1083 65 0 1580 114 453 17 1 585 32 1015 141 0 1188 4390 Apprch% 14.2 48.4 37.4 0 27.3 68.5 4.1 0 19.5 77.4 2.9 0.2 2.7 85.4 11.9 0 Total% 3.3 11.4 8.8 0 23.6 9.8 24.7 1.5 0 36 2.6 10.3 0.4 0 13.3 0.7 23.1 3.2 0 27.1 General Traffic 1082 1015 %General Traffic 100 99.2 100 0 99.6 100 99.9 100 0 99.9 100 99.3 82.4 100 99 100 100 100 0 100 99.7 3111..-Trucks 0 0.8 0 0 0.4 0 0.1 0 0 0.1 0 0.7 17.6 0 1 0 0 0 0 0 0.3 Trrks L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd &Amity Rd Intersection: Locust Grove Rd /Amity Rd Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 2 Locust Grove Road Out In Total 1023 q17 2056 3 7 1026 2063 147 498 388 0 0 4 0 0 1471 5021 3881 0 Right Thu Left Peds �vcoL^TA N N —i �+NO co N S uOoLn North 4o� (a worn o Z; ��o o 3 0 c ro w F 12/10/2019 07:00 AM c W N N O N.. 12/10/2019 05:45 PM OD -4 A M Cl) r O CO N M 2 + General Traffic ,,;—x o a Oo 0 0 3+Axle Heavy TrucksCD o o d a 0o a y000 ��wm T F+ Left Thru Right Peds 14 450 114 1 3 3 0 0 17 453 114 1 599 585 o Out In Total L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd &Amity Rd Intersection: Locust Grove Rd /Amity Rd Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 3 Locust Grove Road Amity Road Locust Grove Road Amity Road From North From East From South From West Start Right Thru Left Peds App.Tome Righ[ Thru Left Peds App,Toml Right Thru Left Peds App.Toni Right Thru Left Peds App.Tom1 TLt.Total Time Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 3 11 27 0 41 39 64 0 0 103 19 44 0 0 63 0 72 8 0 80 287 07:30 AM 11 12 20 0 43 27 67 4 0 98 16 24 1 0 41 0 94 8 0 102 284 07:45 AM 10 9 17 0 36 22 81 0 0 103 17 40 3 0 60 2 88 10 0 100 299 08:00 AM 6 12 18 0 36 29 41 2 0 72 9 34 0 0 43 2 79 9 0 90 241 Total volume 30 44 82 0 156 117 253 6 0 376 61 142 4 0 207 4 333 35 0 372 1111 App.Total 19.2 28.2 52.6 0 31.1 67.3 1.6 0 29.5 68.6 1.9 0 1.1 89.5 9.4 0 PHF .682 .917 .759 .000 .907 .750 .781 .375 .000 .913 .803 .807 .333 .000 .821 .500 .886 .875 .000 .912 .929 General Traffic General Tame 100 100 100 0 100 100 100 100 0 100 100 99.3 100 0 99.5 100 100 100 0 100 99.9 31 A.I.a<..y— 0 0 0 0 0 0 0 0 0 0 0 0.7 0 0 0.5 0 0 0 0 0 0.1 Tvcks Locust Grove Road Out In Total 293 156 449 1 0 1 294 156 450 30 44 82 0 0 0 0 0 30 44 821 0 Right T�u Le� Peds Peak Hour Data ��� MGM=� _ 'to (o 1 o J "3'V O V TOT S ch O c+> North N N O N M c L� +-�N N B 0 c M M Peak Hour Begins at 07:15 A c w o W w W-� CD 0 'L� General Traffic 0)CD 0 O r + 3+Axle HeavyTrucks �x rn O a, C- O N N 0'DI � � � W� O N (P N Q. O 0 0 N CD N- T r Left Thru Right Peds 4 141 61 0 0 1 0 0 4 142 61 0 260 54 207 F2611 Out In Total L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd &Amity Rd Intersection: Locust Grove Rd /Amity Rd Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 4 Locust Grove Road Amity Road Locust Grove Road Amity Road From North From East From South From West Start Right Thru Left Peds App.To[al Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Totsl Inc Total Time Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each AvDroach Begins at: 08:00 AM 07:00 AM 07:00 AM 07:30 AM +0 mins. 6 12 18 0 36 33 51 1 0 85 7 37 0 0 44 0 94 8 0 102 +15 mins. 5 16 24 0 45 39 64 0 0 103 19 44 0 0 63 2 88 10 0 100 +30 mins. 9 12 17 0 38 27 67 4 0 98 16 24 1 0 41 2 79 9 0 90 +45 mins. 16 19 41 0 76 22 81 0 0 103 17 40 3 0 60 0 85 11 0 96 Total volume 36 59 100 0 195 121 263 5 0 389 59 145 4 0 208 4 346 38 0 388 App.Total 18.5 30.3 51.3 0 31.1 67.6 1.3 0 28.4 69.7 1.9 0 1 89.2 9.8 0 PHF .563 .776 .610 .000 .641 .776 .812 .313 .000 .944 .776 .824 .333 .000 .825 .500 .920 .864 .000 .951 General Traffic i Genetal Traffic 100 96. 100 0 99 100 100 100 0 100 100 100 100 0 100 100 100 100 0 100 AxcHearyT e 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3.4 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TNea Locust Grove Road In-Peak Hour:08:00 AM 193 2 195 36 57 100 0 0 2 0 0 36 59 1001 0 Right T�u Le� Peds Peak Hour Data MO�= w--J� p J r 3 0 co O to North CD m W O[O M PCO +-�N N x� o m m General Traffic w o o) o _ o �o� 3+Axle Heavy Trucks OD oo Q to lY i �� momohci a xcnotn 'Vp°" o n D ul cL d 00o 4-] T r Left Thru Right Peds 4 145 59 0 0 0 0 0 4 145 59 0 208 0 208 In-Peak Hour:07:00 AM L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd &Amity Rd Intersection: Locust Grove Rd /Amity Rd Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 5 Locust Grove Road Amity Road Locust Grove Road Amity Road From North From East From South From West Start Right Thru Left Peds App,Total Right Thru Left Peds App,Totm Right Thru Left Peds App.Tomt Right Thru Left Peds App.T me.Toeal om Time Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 14 40 28 0 82 26 86 3 0 115 2 35 2 0 39 4 50 10 0 64 300 05:00 PM 4 66 17 0 87 15 84 3 0 102 2 24 0 0 26 3 53 7 0 63 278 05:15 PM 12 67 33 0 112 20 96 7 0 123 3 15 1 0 19 3 48 5 0 56 310 05:30 PM 14 47 22 0 83 26 90 9 0 125 4 24 0 0 28 3 47 14 0 64 300 Total Volume 44 220 100 0 364 87 356 22 0 465 11 98 3 0 112 13 198 36 0 247 1188 App.Total 12.1 60.4 27.5 0 18.7 76.6 4.7 0 9.8 87.5 2.7 0 5.3 80.2 14.6 0 PHF .786 .821 .758 .000 .813 .837 .927 .611 .000 .930 .688 .700 .375 .000 .718 .813 .934 .643 .000 .965 .958 General Traffic iG.—IT.ffic 100 100 100 0 100 100 100 100 0 100 100 100 100 0 100 100 100 100 0 100 100 AxleHearyT c 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %3+AxleH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Teucta Locust Grove Road Out In Total 221 �;4 585 0 0 221 585 44 220 100 0 0 0 0 0 441 2201 1001 0 Right Thru Left Peds Peak Hour Data pcoOco M M NJ O OD~ J 4 o Co mom T no o eo North 0 It o N � Peak Hour Begins at 04:45 P ~c o T A 15 £ m o m Low General Traffic NON m MOM j 3+Axle Heavy Trucks x N O N a or V CD ll N-000 A O A + T F+ Left Thru Right Peds 3 98 11 0 0 0 0 0 3 98 11 0 367 255 112 3607 Out In Total L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd &Amity Rd Intersection: Locust Grove Rd /Amity Rd Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 6 Locust Grove Road Amity Road Locust Grove Road Amity Road From North From East From South From West Start Right Thru Left Peds App.Total Righ[ TIICR Left Peds App.Total Right ThrU Left Peds App.T-i Right Thru Left Peds App.Told Inc Tote] Time Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 04:45 PM 04:15 PM 04:00 PM +0 mins. 4 66 17 0 87 26 86 3 0 115 6 29 0 0 35 1 60 13 0 74 +15 mins. 12 67 33 0 112 15 84 3 0 102 3 22 1 1 27 3 37 10 0 50 +30 mins. 14 47 22 0 83 20 96 7 0 123 2 35 2 0 39 4 49 11 0 64 +45 mins. 11 49 29 0 89 26 90 9 0 125 2 24 0 0 26 4 50 10 0 64 Total volume 41 229 101 0 371 87 356 22 0 465 13 110 3 1 127 12 196 44 0 252 App.Total 11.1 61.7 27.2 0 18.7 76.6 4.7 0 10.2 86.6 2.4 0.8 4.8 77.8 17.5 0 PHF .732 .854 .765 .000 .828 .837 .927 .611 .000 .930 .542 .786 .375 .250 .814 .750 .817 .846 .000 .851 General Traffic i Ga.—]Traffic 100 100 100 0 100 100 100 100 0 100 100 991 100 100 99.2 100 100 100 0 100 AxcHearyT e 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 %3+AxIeH�ry 0 0 0 0 0 0 0 0 0 0 0 0.9 0 0 0.8 0 0 0 0 0 Teacta Locust Grove Road In-Peak Hour:05:00 PM 371 0 371 41 229 101 0 0 0 01 0 411 2291 1011 0 Right T�u LeftPeds Peak Hour Data a 'T O er A O —1 .3.00O OJO o 0 0 North m 0 g N N General Traffic 01 o Cn o C 3+Axle HeavyTrucks A A C E2 N O N L< cop�l N CD cc n a CLI oCD oo� C Iv o. a C 0 F4 Left Thru Right Peds 3 109 13 1 0 1 0 0 3 110 13 1 126 1 127 In-Peak Hour:04.15 PM L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd &Amity Rd Intersection: Locust Grove Rd /Amity Rd Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 7 Image 1 Locust Grove Roach and Amity Road ap F i } i -# L2 Data Collection L21DataCol lection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd & Lake Hazel Rd Intersection: Locust Grove/ Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks Locust Grove Road Lake Hazel Road Locust Grove Road Lake Hazel Road From North From East From South From West Start Right Thru Left Peds App.T.w Righ[ Thru Left Peds App.Tmal Right Thru Left Peds App.Tatar Right Thru Left Peds App.Tarp fn[.Totnl Time 07:00 AM 1 4 3 0 8 26 39 1 0 66 1 25 0 0 26 0 37 1 0 38 138 07:15 AM 0 6 7 0 13 15 51 1 0 67 5 29 0 0 34 0 64 7 0 71 185 07:30 AM 0 14 1 0 15 6 59 0 0 65 4 29 2 0 35 0 58 5 0 63 178 07:45 AM 1 5 3 0 9 12 56 1 0 69 3 42 0 0 45 1 79 10 0 90 213 Total 2 29 14 0 45 59 205 3 0 267 13 125 2 0 140 1 238 23 0 262 714 08:00 AM 2 9 7 0 18 10 35 0 0 45 2 22 0 0 24 0 67 7 0 74 161 08:15 AM 0 9 6 0 15 13 34 1 0 48 5 22 0 0 27 0 39 7 0 46 136 08:30 AM 3 8 8 0 19 5 23 3 0 31 0 15 0 0 15 1 49 5 0 55 120 08:45 AM 2 12 10 0 24 8 29 0 0 37 2 15 1 0 18 1 37 8 0 46 125 Total 7 38 31 0 76 36 121 4 0 161 9 74 1 0 84 2 192 27 0 221 542 04:00 PM 7 24 11 0 42 9 63 5 0 77 0 9 2 0 11 2 42 5 0 49 179 04:15 PM 3 33 19 0 55 11 52 5 0 68 0 24 0 0 24 1 48 1 0 50 197 04:30 PM 7 28 7 0 42 10 80 3 0 93 1 9 3 0 13 1 47 2 0 50 198 04:45 PM 3 35 6 0 44 18 69 3 0 90 2 14 0 0 16 0 38 3 0 41 191 Total 20 120 43 0 183 48 264 16 0 328 3 56 5 0 64 4 175 11 0 190 765 05:00 PM 7 31 29 0 67 8 85 5 0 98 0 15 0 0 15 2 69 4 0 75 255 05:15 PM 5 40 29 0 74 10 85 6 0 101 0 8 2 0 10 0 40 0 0 40 225 05:30 PM 6 42 11 0 59 12 68 8 0 88 0 11 0 0 11 2 47 3 0 52 210 05:45 PM 5 50 5 0 60 9 55 1 0 65 0 16 1 0 17 0 43 2 0 45 187 Total 23 163 74 0 260 39 293 20 0 352 0 50 3 0 53 4 199 9 0 212 877 Grand Total 52 350 162 0 564 182 883 43 0 1108 25 305 11 0 341 11 804 70 0 885 2898 Apprch% 9.2 62.1 28.7 0 16.4 79.7 3.9 0 7.3 89.4 3.2 0 1.2 90.8 7.9 0 Total% 1.8 12.1 5.6 0 19.5 6.3 30.5 1.5 0 38.2 0.9 10.5 0.4 0 11.8 0.4 27.7 2.4 0 30.5 General Traffic %General Traffic 100 98.6 100 0 99.1 100 99.7 97.7 0 99.6 96 97.7 90.9 0 97.4 90.9 99.4 100 0 99.3 99.2 3111..-Trucks 0 1.4 0 0 0.9 0 0.3 2.3 0 0.4 4 2.3 9.1 0 2.6 9.1 0.6 0 0 0.7 0.8 Trrks L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd & Lake Hazel Rd Intersection: Locust Grove/ Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 2 Locust Grove Road Out In Total 550 559 1109 7 5 12 557 4 1121 52 345 1621 0 0 5 01 0 521 3501 1621 0 Right Thu Left Peds 0 000 }- j - r n ♦ L O F� m rntov North Qf rno-- m co F 12/10/2019 07:00 AM c W W CO a 2 o L 12/10/2019 05:45 PM r aoo a s fD Y N co j + General Traffic �x W N 0 co J'srn rn O o o y 3+Axle Heavya Trucks No 0 o CD o�aom d �' o0o cooco— T F+ Left Thru Right Peds 10 298 24 0 1 7 1 0 11 305 25 0 404 341 A72 Out In Total L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd & Lake Hazel Rd Intersection: Locust Grove/ Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 3 Locust Grove Road Lake Hazel Road Locust Grove Road Lake Hazel Road From North From East From South From West Start Right Thru Left Peds App.romi Right Thru Left Peds wp7-71. Right Thru Left Peds App.roan Right Thru Left Peds App.Tora1 mt.Total Time Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 0 6 7 0 13 15 51 1 0 67 5 29 0 0 34 0 64 7 0 71 185 07:30 AM 0 14 1 0 15 6 59 0 0 65 4 29 2 0 35 0 58 5 0 63 178 07:45 AM 1 5 3 0 9 12 56 1 0 69 3 42 0 0 45 1 79 10 0 90 213 08:00 AM 2 9 7 0 18 10 35 0 0 45 2 22 0 0 24 0 67 7 0 74 161 Total Volume 3 34 18 0 55 43 201 2 0 246 14 122 2 0 138 1 268 29 0 298 737 App.Total 5.5 61.8 32.7 0 17.5 81.7 0.8 0 10.1 88.4 1.4 0 0.3 89.9 9.7 0 PHF .375 .607 .643 .000 .764 .717 .852 .500 .000 .891 .700 .726 .250 .000 .767 .250 .848 .725 .000 .828 .865 General Traffic r General Traffic 100 100 100 0 100 100 100 100 0 100 92.9 99.2 50.0 0 97.8 100 99.3 100 0 99.3 99.3 3+A.k HearyTruc4s 0 0 0 0 0 0 0 0 0 0 7.1 0.8 50.0 0 2.2 0 0.7 0 0 0.7 0.7 TNca Locust Grove Road Out In Total 193 55 248 1 0 1 194 249 3 34 18 0 0 0 0 0 31 341 18 0 Right Thru Left Peds Peak Hour Data 76�O M O N O N fDOr m co N co North o w.i O O to aof N N N N N Peak Hour Begins at 07:15 A ~c o 0 0 = N Co O�+-. A A NT. = Low General Traffic r rn O rn . m j 3+Axle Heavy Trucks NON °N J ON N 000� N N N,D�..a N d A A N a N000 www— T F+ Left Thru Right Peds 1 121 13 0 1 1 1 0 2 122 14 0 37 377 138 175 Out In Total L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd & Lake Hazel Rd Intersection: Locust Grove/ Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 4 Locust Grove Road Lake Hazel Road Locust Grove Road Lake Hazel Road From North From East From South From West Start Right Thru Left Peds App.To[al Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Totsl Inc Iota] Time Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each AvDroach Begins at: 08:00 AM 07:00 AM 07:00 AM 07:15 AM +0 mins. 2 9 7 0 18 26 39 1 0 66 1 25 0 0 26 0 64 7 0 71 +15 mins. 0 9 6 0 15 15 51 1 0 67 5 29 0 0 34 0 58 5 0 63 +30 mins. 3 8 8 0 19 6 59 0 0 65 4 29 2 0 35 1 79 10 0 90 +45 mins. 2 12 10 0 24 12 56 1 0 69 3 42 0 0 45 0 67 7 0 74 Total volume 7 38 31 0 76 59 205 3 0 267 13 125 2 0 140 1 268 29 0 298 App.Total 9.2 50 40.8 0 22.1 76.8 1.1 0 9.3 89.3 1.4 0 0.3 89.9 9.7 0 PHF .583 .792 .775 .000 .792 .567 .869 .750 .000 .967 .650 .744 .250 .000 .778 .250 .848 .725 .000 .828 General Traffic i cene al TraTraffic 100 92.1 100 0 96.1 100 99.5 100 0 99.6 92. 99.3 2 50 0 97.9 100 99.3 100 0 99.3 0 3 0 0 3 0 1 0 0 1 1 1 1 0 3 0 2 0 0 2 0 7.9 0 0 3.9 0 0.5 0 0 0.4 7.7 0.8 50 0 2.1 0 0.7 0 0 0.7 T.an Locust Grove Road In-Peak Hour:08:00 AM 73 3 76 7 35 31 0 0 3 0 0 7 38 311 0 Right T�u Le� Peds Peak Hour Data Q NO01 .Tl 1 in J "3'coo(D to or co N oo North m W Of O t0 N c0 N N t� ��N N x N d g N N General Traffic c con a o m _ o L 3+Axle Heavy Trucks r m 0 n Y to a) CL ♦ ;—CD x W O W O N J(L O o. O O O D a) cL d o00 4-] T r Left Thru Right Peds 1 124 12 0 1 1 1 0 2 125 13 0 137 3 140 In-Peak Hour:07:00 AM L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd & Lake Hazel Rd Intersection: Locust Grove/ Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 5 Locust Grove Road Lake Hazel Road Locust Grove Road Lake Hazel Road From North From East From South From West Start Right Thru Left Peds App,Total Right Thru Left Peds App,Totm Right Thru Left Peds App.Tomt Right Thru Left Peds App.T it.Totet om Time Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 3 35 6 0 44 18 69 3 0 90 2 14 0 0 16 0 38 3 0 41 191 05:00 PM 7 31 29 0 67 8 85 5 0 98 0 15 0 0 15 2 69 4 0 75 255 05:15 PM 5 40 29 0 74 10 85 6 0 101 0 8 2 0 10 0 40 0 0 40 225 05:30 PM 6 42 11 0 59 12 68 8 0 88 0 11 0 0 11 2 47 3 0 52 210 Total Volume 21 148 75 0 244 48 307 22 0 377 2 48 2 0 52 4 194 10 0 208 881 App.Total 8.6 60.7 30.7 0 12.7 81.4 5.8 0 3.8 92.3 3.8 0 1.9 93.3 4.8 0 PHF .750 .881 .647 .000 .824 .667 .903 .688 .000 .933 .250 .800 .250 .000 .813 .500 .703 .625 .000 .693 .864 General Traffic i G.—I T.ffic 100 100 100 0 100 100 99.7 95.5 0 99.5 100 100 100 0 100 100 99.0 100 0 99.0 99.5 3+Axle HearyTrucas 0 0 0 0 0 0 0.3 4.5 0 0.5 0 0 0 0 0 0 1.0 0 0 1.0 0.5 TNca Locust Grove Road Out In Total 106 244 0 0 106 244F3510 21 148 75 0 0 0 0 0 211 1481 751 0 Right Thru Left Peds Peak Hour Data M col 001 Tl F J n A N N NNE North OOW �N(00TF O W �W W Peak Hour Begins at 04:45 P ~c o—0 x N co 7 0 R.. V V N = L General Traffic r ^a N a m . O E 3+Axle HeavyTrucks �x N m J a O M M 0 0 0 CDO 0 N Q A N d N O00 OD??— T F+ Left Thru Right Peds 2 48 2 0 0 0 0 0 2 48 2 0 225 F 174 52 226 Out In Total L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd & Lake Hazel Rd Intersection: Locust Grove/ Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 6 Locust Grove Road Lake Hazel Road Locust Grove Road Lake Hazel Road From North From East From South From West Start Right Thru Left Peds App.To[al Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Totsl Inc Iota] Time Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Atimoach Begins at: 05:00 PM 04:30 PM 04:15 PM 04:15 PM +0 mins. 7 31 29 0 67 10 80 3 0 93 0 24 0 0 24 1 48 1 0 50 +15 mins. 5 40 29 0 74 18 69 3 0 90 1 9 3 0 13 1 47 2 0 50 +30 mins. 6 42 11 0 59 8 85 5 0 98 2 14 0 0 16 0 38 3 0 41 +45 mins. 5 50 5 0 60 10 85 6 0 101 0 15 0 0 15 2 69 4 0 75 Total volume 23 163 74 0 260 46 319 17 0 382 3 62 3 0 68 4 202 10 0 216 App.Total 8.8 62.7 28.5 0 12 83.5 4.5 0 4.4 91.2 4.4 0 1.9 93.5 4.6 0 PHF .821 .815 .638 .000 .878 .639 .938 .708 .000 .946 .375 .646 .250 .000 .708 .500 .732 .625 .000 .720 General Traffic i General Traffic 100 100 100 0 100 100 99 100 0 99.7 100 98.4 100 0 98.5 100 99 100 0 99.1 AxcHearyT e 0 0 0 0 0 0 1 0 0 1 0 1 0 0 1 0 2 0 0 2 0 0 0 0 0 0 0.3 0 0 0.3 0 1.6 0 0 1.5 0 1 0 0 0.9 TNea Locust Grove Road In-Peak Hour:05:00 PM 260 0 260 23 163 74 0 0 0 0 0 231 63 74 0 Right T�u Le� Peds Peak Hour Data 000 ) } a J �J 3 A A v� �+rnOo) -Ur m oo N No North CD W 0 Q'�V Nc0 N NL� d g N N General Traffic 'c o _ O L 3+pule Heavy Trucks r ODm Y N p a) to —CD A J d O l 0 cD 0 M 0 0 c L d N 0 0 0 4-] T r Left Thru Right Peds 3 61 3 0 0 1 0 0 3 62 3 0 67 1 68 In-Peak Hour:04.15 PM L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : Locust Grove Rd & Lake Hazel Rd Intersection: Locust Grove/Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: All Stop Page No : 7 Image 1 Locust Grove Road and Lake Hazel Road " ' r i. i _ Y 46 AL Go ogle# 1 = k L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-29Ucust Grove Rd b Amity Rd&Lake Hazel Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 11-Dec-19 Locust Grove between Amity&Lake Hazel Meridian, Idaho Start 09-Dec-19 Total Time Mon SIB NB 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 0 0 0 Percent 0.0% 0.0% Peak - - - - - - - - - - Vol. - - - - - - - - - - P.H.F. Page 1 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-29Ucust Grove Rd b Amity Rd&Lake Hazel Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 11-Dec-19 Locust Grove between Amity&Lake Hazel Meridian, Idaho Start 09-Dec-19 Total Time Mon SIB NB 12:00 PIM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 1 2 3 11:15 2 4 6 11:30 0 0 0 11:45 1 1 2 Total 4 7 11 Percent 36.4% 63.6% Peak - 23:00 23:00 - - - - - - 23:00 Vol. - 4 7 - - - - - - 11 P.H.F. 0.500 0.438 0.458 Page 2 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-29Ucust Grove Rd b Amity Rd&Lake Hazel Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 11-Dec-19 Locust Grove between Amity&Lake Hazel Meridian, Idaho Start 10-Dec-19 Total Time Tue SIB NB 12:00 AM 0 2 2 12:15 2 0 2 12:30 0 0 0 12:45 0 0 0 01:00 0 1 1 01:15 1 1 2 01:30 0 0 0 01:45 2 0 2 02:00 0 0 0 02:15 1 2 3 02:30 0 1 1 02:45 0 0 0 03:00 0 0 0 03:15 0 0 0 03:30 1 0 1 03:45 1 2 3 04:00 0 2 2 04:15 0 0 0 04:30 1 2 3 04:45 0 5 5 05:00 1 4 5 05:15 1 6 7 05:30 0 3 3 05:45 4 16 20 06:00 6 12 18 06:15 4 22 26 06:30 8 43 51 06:45 8 39 47 07:00 10 54 64 07:15 13 53 66 07:30 16 40 56 07:45 10 64 74 08:00 17 40 57 08:15 19 45 64 08:30 20 26 46 08:45 24 32 56 09:00 12 33 45 09:15 22 24 46 09:30 17 24 41 09:45 13 20 33 10:00 8 13 21 10:15 20 15 35 10:30 9 18 27 10:45 18 22 40 11:00 10 12 22 11:15 22 20 42 11:30 18 13 31 11:45 20 20 40 Total 359 751 1110 Percent 32.3% 67.7% Peak - 08:00 07:00 - - - - - - 07:00 Vol. - 80 211 - - - - - - 260 P.H.F. 0.833 0.824 0.878 Page 3 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-29Ucust Grove Rd b Amity Rd&Lake Hazel Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 11-Dec-19 Locust Grove between Amity&Lake Hazel Meridian, Idaho Start 10-Dec-19 Total Time Tue SIB NB 12:00 PM 22 8 30 12:15 22 16 38 12:30 21 20 41 12:45 24 15 39 01:00 16 16 32 01:15 18 14 32 01:30 19 10 29 01:45 20 14 34 02:00 19 16 35 02:15 22 14 36 02:30 21 31 52 02:45 40 25 65 03:00 18 19 37 03:15 46 26 72 03:30 42 22 64 03:45 40 26 66 04:00 44 21 65 04:15 56 41 97 04:30 41 20 61 04:45 46 36 82 05:00 66 26 92 05:15 75 19 94 05:30 58 25 83 05:45 60 28 88 06:00 48 16 64 06:15 39 17 56 06:30 31 16 47 06:45 20 9 29 07:00 20 11 31 07:15 20 7 27 07:30 23 5 28 07:45 12 10 22 08:00 10 6 16 08:15 10 5 15 08:30 22 5 27 08:45 10 5 15 09:00 12 5 17 09:15 9 3 12 09:30 8 3 11 09:45 10 8 18 10:00 3 3 6 10:15 5 6 11 10:30 3 1 4 10:45 7 2 9 11:00 3 3 6 11:15 3 2 5 11:30 2 1 3 11:45 3 1 4 Total 1189 658 1847 Percent 64.4% 35.6% Peak - 17:00 16:15 - - - - - - 17:00 Vol. - 259 123 - - - - - - 357 P.H.F. 0.863 0.750 0.949 Page 4 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-29Ucust Grove Rd b Amity Rd&Lake Hazel Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 11-Dec-19 Locust Grove between Amity&Lake Hazel Meridian, Idaho Start 11-Dec-19 Total Time Wed SIB NB 12:00 AM 2 0 2 12:15 0 1 1 12:30 0 0 0 12:45 1 1 2 01:00 1 1 2 01:15 0 0 0 01:30 1 1 2 01:45 1 0 1 02:00 0 0 0 02:15 0 0 0 02:30 1 0 1 02:45 0 1 1 03:00 0 0 0 03:15 0 2 2 03:30 0 0 0 03:45 1 0 1 04:00 0 2 2 04:15 0 0 0 04:30 0 0 0 04:45 0 1 1 05:00 0 2 2 05:15 2 2 4 05:30 2 9 11 05:45 4 9 13 06:00 4 16 20 06:15 8 23 31 06:30 6 40 46 06:45 14 38 52 07:00 10 42 52 07:15 16 50 66 07:30 20 62 82 07:45 16 58 74 08:00 16 42 58 08:15 14 36 50 08:30 18 50 68 08:45 14 38 52 09:00 16 28 44 09:15 19 30 49 09:30 17 16 33 09:45 24 19 43 10:00 16 18 34 10:15 18 9 27 10:30 14 23 37 10:45 20 30 50 11:00 22 16 38 11:15 16 25 41 11:30 12 16 28 11:45 19 22 41 Total 385 779 1164 Percent 33.1% 66.9% Peak - 09:00 07:00 - - - - - - 07:15 Vol. - 76 212 - - - - - - 280 P.H.F. 0.792 0.855 0.854 Page 5 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-29Ucust Grove Rd b Amity Rd&Lake Hazel Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 11-Dec-19 Locust Grove between Amity&Lake Hazel Meridian, Idaho Start 11-Dec-19 Total Time Wed SIB NB 12:00 PM 17 17 34 12:15 12 16 28 12:30 23 19 42 12:45 18 18 36 01:00 28 14 42 01:15 22 15 37 01:30 24 15 39 01:45 28 21 49 02:00 24 18 42 02:15 12 7 19 02:30 34 23 57 02:45 36 17 53 03:00 31 20 51 03:15 34 22 56 03:30 29 19 48 03:45 32 20 52 04:00 50 31 81 04:15 40 33 73 04:30 50 22 72 04:45 46 38 84 05:00 66 32 98 05:15 70 28 98 05:30 70 21 91 05:45 51 20 71 06:00 44 22 66 06:15 25 17 42 06:30 32 19 51 06:45 18 15 33 07:00 17 9 26 07:15 22 6 28 07:30 16 6 22 07:45 14 7 21 08:00 13 10 23 08:15 9 9 18 08:30 19 3 22 08:45 16 4 20 09:00 8 4 12 09:15 13 5 18 09:30 7 3 10 09:45 9 7 16 10:00 7 3 10 10:15 3 4 7 10:30 2 0 2 10:45 0 1 1 11:00 11:15 11:30 11:45 Total 1141 660 1801 Percent 63.4% 36.6% Peak - 17:00 16:15 - - - - - - 16:45 Vol. - 257 125 - - - - - - 371 P.H.F. 0.918 0.822 0.946 Grand 3078 2855 5933 Total Percent 51.9% 48.1% Page 6 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Locust Grove Rd N of Amity Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Locust Grove Rd north of Amity Road Meridian, Idaho Start 09-Dec-19 Total Time Mon SIB NB 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 0 0 0 Percent 0.0% 0.0% Peak - - - - - - - - - - Vol. - - - - - - - - - - P.H.F. Page 1 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Locust Grove Rd N of Amity Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Locust Grove Rd north of Amity Road Meridian, Idaho Start 09-Dec-19 Total Time Mon SIB NB 12:00 PIM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 14 4 18 11:15 3 10 13 11:30 3 1 4 11:45 6 2 8 Total 26 17 43 Percent 60.5% 39.5% Peak - 23:00 23:00 - - - - - - 23:00 Vol. - 26 17 - - - - - - 43 P.H.F. 0.464 0.425 0.597 Page 2 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Locust Grove Rd N of Amity Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Locust Grove Rd north of Amity Road Meridian, Idaho Start 10-Dec-19 Total Time Tue SIB NB 12:00 AM 4 3 7 12:15 4 0 4 12:30 4 2 6 12:45 3 0 3 01:00 2 3 5 01:15 2 3 5 01:30 0 0 0 01:45 4 0 4 02:00 2 1 3 02:15 2 3 5 02:30 0 1 1 02:45 3 2 5 03:00 1 1 2 03:15 0 2 2 03:30 1 2 3 03:45 1 3 4 04:00 0 6 6 04:15 0 1 1 04:30 1 7 8 04:45 1 11 12 05:00 7 6 13 05:15 5 19 24 05:30 5 19 24 05:45 8 34 42 06:00 13 24 37 06:15 14 40 54 06:30 18 86 104 06:45 17 96 113 07:00 24 122 146 07:15 39 132 171 07:30 41 86 127 07:45 37 96 133 08:00 48 100 148 08:15 66 94 160 08:30 48 72 120 08:45 76 104 180 09:00 44 100 144 09:15 40 90 130 09:30 48 68 116 09:45 38 60 98 10:00 33 50 83 10:15 44 54 98 10:30 44 54 98 10:45 38 62 100 11:00 38 41 79 11:15 52 54 106 11:30 54 66 120 11:45 48 59 107 Total 1022 1939 2961 Percent 34.5% 65.5% Peak - 08:00 06:30 - - - - - - 08:00 Vol. - 238 436 - - - - - - 608 P.H.F. 0.783 0.826 0.844 Page 3 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Locust Grove Rd N of Amity Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Locust Grove Rd north of Amity Road Meridian, Idaho Start 10-Dec-19 Total Time Tue SIB NB 12:00 PM 57 44 101 12:15 56 56 112 12:30 48 46 94 12:45 64 62 126 01:00 42 58 100 01:15 68 42 110 01:30 46 48 94 01:45 58 44 102 02:00 45 56 101 02:15 42 42 84 02:30 70 73 143 02:45 102 68 170 03:00 82 49 131 03:15 90 66 156 03:30 113 70 183 03:45 88 70 158 04:00 120 87 207 04:15 92 74 166 04:30 122 78 200 04:45 115 84 199 05:00 112 73 185 05:15 157 69 226 05:30 124 91 215 05:45 129 76 205 06:00 114 60 174 06:15 106 65 171 06:30 76 58 134 06:45 74 42 116 07:00 70 26 96 07:15 59 25 84 07:30 70 23 93 07:45 43 35 78 08:00 46 31 77 08:15 32 30 62 08:30 58 46 104 08:45 33 22 55 09:00 30 19 49 09:15 36 14 50 09:30 20 6 26 09:45 26 14 40 10:00 14 14 28 10:15 12 11 23 10:30 6 8 14 10:45 11 6 17 11:00 11:15 11:30 11:45 Total 2978 2081 5059 Percent 58.9% 41.1% Peak - 17:15 16:00 - - - - - - 17:00 Vol. - 524 323 - - - - - - 831 P.H.F. 0.834 0.928 0.919 Grand 4026 4037 8063 Total Percent 49.9% 50.1% Page 4 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Locust Grove Rd S of Lake Hazel Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Locust Grove Rd south of Lake Hazel Rd Meridian, Idaho Start 09-Dec-19 Total Time Mon SIB NB 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 0 0 0 Percent 0.0% 0.0% Peak - - - - - - - - - - Vol. - - - - - - - - - - P.H.F. Page 1 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Locust Grove Rd S of Lake Hazel Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Locust Grove Rd south of Lake Hazel Rd Meridian, Idaho Start 09-Dec-19 Total Time Mon SIB NB 12:00 PIM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 1 1 2 11:15 1 1 2 11:30 1 2 3 11:45 1 0 1 Total 4 4 8 Percent 50.0% 50.0% Peak - 23:00 23:00 - - - - - - 23:00 Vol. - 4 4 - - - - - - 8 P.H.F. 1.000 0.500 0.667 Page 2 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Locust Grove Rd S of Lake Hazel Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Locust Grove Rd south of Lake Hazel Rd Meridian, Idaho Start 10-Dec-19 Total Time Tue SIB NB 12:00 AM 0 0 0 12:15 2 0 2 12:30 0 0 0 12:45 0 0 0 01:00 0 0 0 01:15 0 0 0 01:30 0 0 0 01:45 2 0 2 02:00 0 0 0 02:15 1 1 2 02:30 0 1 1 02:45 0 0 0 03:00 1 0 1 03:15 0 1 1 03:30 1 0 1 03:45 1 0 1 04:00 0 1 1 04:15 1 0 1 04:30 1 1 2 04:45 0 3 3 05:00 0 1 1 05:15 1 2 3 05:30 0 3 3 05:45 4 9 13 06:00 4 7 11 06:15 5 14 19 06:30 6 29 35 06:45 7 24 31 07:00 5 26 31 07:15 8 37 45 07:30 14 37 51 07:45 10 44 54 08:00 8 26 34 08:15 10 26 36 08:30 15 18 33 08:45 14 20 34 09:00 10 22 32 09:15 20 18 38 09:30 12 20 32 09:45 11 20 31 10:00 4 8 12 10:15 11 11 22 10:30 10 11 21 10:45 13 16 29 11:00 8 14 22 11:15 12 8 20 11:30 16 10 26 11:45 6 12 18 Total 254 501 755 Percent 33.6% 66.4% Peak - 08:30 07:00 - - - - - - 07:15 Vol. - 59 144 - - - - - - 184 P.H.F. 0.738 0.818 0.852 Page 3 L2 Data Collection Study: KITT0154 1-21DataCollection.com Type:Volume/Direction Idaho(208)860-7554 Utah (801)413-2993 Locust Grove Rd S of Lake Hazel Rd VOL Tech:Judd/Klaren Date Start:09-Dec-19 Count:Axle Hits/2 Date End: 10-Dec-19 Locust Grove Rd south of Lake Hazel Rd Meridian, Idaho Start 10-Dec-19 Total Time Tue SIB NB 12:00 PM 21 7 28 12:15 15 9 24 12:30 14 14 28 12:45 13 16 29 01:00 16 8 24 01:15 14 5 19 01:30 12 6 18 01:45 18 12 30 02:00 18 10 28 02:15 16 11 27 02:30 15 20 35 02:45 28 18 46 03:00 12 18 30 03:15 26 19 45 03:30 24 13 37 03:45 35 14 49 04:00 35 14 49 04:15 40 34 74 04:30 32 12 44 04:45 42 18 60 05:00 40 16 56 05:15 50 13 63 05:30 54 10 64 05:45 52 19 71 06:00 30 10 40 06:15 24 7 31 06:30 27 3 30 06:45 13 2 15 07:00 9 5 14 07:15 18 2 20 07:30 15 2 17 07:45 5 4 9 08:00 8 3 11 08:15 7 2 9 08:30 9 1 10 08:45 6 2 8 09:00 8 0 8 09:15 8 1 9 09:30 3 0 3 09:45 2 4 6 10:00 3 1 4 10:15 4 2 6 10:30 2 1 3 10:45 5 0 5 11:00 11:15 11:30 11:45 Total 848 388 1236 Percent 68.6% 31.4% Peak - 17:00 16:15 - - - - - - 17:00 Vol. - 196 80 - - - - - - 254 P.H.F. 0.907 0.588 0.894 Grand 1106 893 1999 Total Percent 55.3% 44.7% Page 4 L2 Data Collection L21DataCol lection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : SH-69 (Meridian Rd) & Lake Hazel Rd Intersection: Meridian Rd / Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: Stop Sign Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks SH-69(Meridian Road) Lake Hazel Road SH-69(Meridian Road) Lake Hazel Road From North From East From South From West Start Right Thru Left Peds App.Tom Righ[ Thru Left Peds App.T..1 Right Thru Left Peds App.roam Right Thru Left Peds App.Tom inc To[el Time 07:00 AM 4 135 13 0 152 26 11 3 0 40 10 383 2 0 395 8 21 11 0 40 627 07:15 AM 6 163 11 0 180 31 9 12 0 52 18 365 4 0 387 8 36 10 0 54 673 07:30 AM 2 176 10 0 188 36 15 8 0 59 21 357 2 0 380 12 39 18 0 69 696 07:45 AM 5 126 16 0 147 37 15 5 0 57 24 322 3 0 349 11 49 10 0 70 623 Total 17 600 50 0 667 130 50 28 0 208 73 1427 11 0 1511 39 145 49 0 233 2619 08:00 AM 6 94 17 0 117 19 15 6 0 40 15 228 0 0 243 2 37 10 0 49 449 08:15 AM 6 113 18 0 137 18 12 5 0 35 13 282 1 0 296 1 14 9 0 24 492 08:30 AM 5 110 13 0 128 14 12 5 0 31 17 268 1 0 286 2 21 7 0 30 475 08:45 AM 7 104 20 0 131 22 4 3 0 29 15 291 0 0 306 2 13 5 0 20 486 Total 24 421 68 0 513 73 43 19 0 135 60 1069 2 0 1131 7 85 31 0 123 1902 04:00 PM 11 321 24 0 356 20 28 17 0 65 10 210 7 0 227 2 15 4 0 21 669 04:15 PM 11 341 15 0 367 21 33 9 0 63 18 224 7 0 249 2 18 11 0 31 710 04:30 PM 13 352 22 0 387 21 40 19 0 80 20 191 4 0 215 0 9 4 0 13 695 04:45 PM 15 378 19 0 412 19 35 20 0 74 8 202 4 0 214 0 13 3 0 16 716 Total 50 1392 80 0 1522 81 136 65 0 282 56 827 22 0 905 4 55 22 0 81 2790 05:00 PM 15 330 36 0 381 19 52 13 0 84 18 199 5 0 222 1 22 2 0 25 712 05:15 PM 15 385 22 0 422 23 59 10 1 93 6 203 6 0 215 2 10 6 0 18 748 05:30 PM 17 355 27 0 399 15 47 17 0 79 7 223 3 0 233 1 18 3 0 22 733 05:45 PM 11 353 24 0 388 16 35 21 0 72 9 207 3 0 219 3 11 7 0 21 700 Total 58 1423 109 0 1590 73 193 61 1 328 40 832 17 0 889 7 61 18 0 86 2893 Grand Total 149 3836 307 0 4292 357 422 173 1 953 229 4155 52 0 4436 57 346 120 0 523 10204 Apprch% 3.5 89.4 7.2 0 37.5 44.3 18.2 0.1 5.2 93.7 1.2 0 10.9 66.2 22.9 0 Total% 1.5 37.6 3 0 42.1 3.5 4.1 1.7 0 9.3 2.2 40.7 0.5 0 43.5 0.6 3.4 1.2 0 5.1 General Traffic 3783 4106 10085 %Genern[Traffic 97.3 98.6 99.3 0 98.6 99.4 99.8 99.4 100 99.6 98.7 98.8 100 0 98.8 98.2 99.7 98.3 0 99.2 98.8 31A.I..-rru<ks 2.7 1.4 0.7 0 1.4 0.6 0.2 0.6 0 0.4 1.3 1.2 0 0 1.2 1.8 0.3 1.7 0 0.8 1.2 rucks L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : SH-69 (Meridian Rd) & Lake Hazel Rd Intersection: Meridian Rd / Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: Stop Sign Page No : 2 SH-69(Meridian Road) Out In Total 4579 4233 8812 53 59 112 4632 42 2 8924 145 3783 3051 0 4 53 2 0 1491 38361 307 0 Right Thru Left Peds r-a)co ODN0 O N ? �",w w O F r J ( Cn M OD OD C V NUS OD V 0 m U CO North �'O'O' m 7 A ` D. A G M F� 12/10/2019 07:00 AM ~'c N _ CO cDt 12/10/2019 05:45 PM r w a m fD + General Traffic �x W N m J 0"cNo 0 0 o y 3+Axle HeavyTrucks o a a CD C w�Nm �o� cnocn— T F+ Left Thru Right Peds Lp�� 0 0 0 4066 4452 8502 out In Total L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : SH-69 (Meridian Rd) & Lake Hazel Rd Intersection: Meridian Rd / Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: Stop Sign Page No : 3 SH-69(Meridian Road) Lake Hazel Road SH-69(Meridian Road) Lake Hazel Road From North From East From South From West Start Right Thru Left Peds App.romi Right Thru Left Peds -7p71a� Right Thru Left Peds App.roan Right Thru Left Peds App.Tora� mt.Total Time Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 4 135 13 0 152 26 11 3 0 40 10 383 2 0 395 8 21 11 0 40 627 07:15 AM 6 163 11 0 180 31 9 12 0 52 18 365 4 0 387 8 36 10 0 54 673 07:30 AM 2 176 10 0 188 36 15 8 0 59 21 357 2 0 380 12 39 18 0 69 696 07:45 AM 5 126 16 0 147 37 15 5 0 57 24 322 3 0 349 11 49 10 0 70 623 Total Volume 17 600 50 0 667 130 50 28 0 208 73 1427 11 0 1511 39 145 49 0 233 2619 App.Total 2.5 90 7.5 0 62.5 24 13.5 0 4.8 94.4 0.7 0 16.7 62.2 21 0 PHF .708 .852 .781 .000 .887 .878 .833 .583 .000 .881 .760 .931 .688 .000 .956 .813 .740 .681 .000 .832 .941 General Traffic 1406 r General Traffic 88.2 98.2 100 0 98.1 99.2 100 96.4 0 99.0 98.6 98.5 100 0 98.5 100 99.3 100 0 99.6 98.5 3+A.k HearyTruc4s 11.8 1.8 0 0 1.9 0.8 0 3.6 0 1.0 1.4 1.5 0 0 1.5 0 0.7 0 0 0.4 1.5 TNcra SH-69(Meridian Road) Out In Total 1584F 654 F22381 221 131 1 35 1606 7 2273 15 589 50 0 2 11 01 0 171 6001 501 0 Right Thu Left Peds Peak Hour Data co O�f0 M O a v-LO v North aoNrn s N N Peak Hour Begins at 07:00 A Co m x M L General Traffic r On N 0) . ro N c 3+Axle HeavyTrucks m �o� n 000� p ac�a a _m a u o0o OAN- T F+ Left Thru Right Peds 11 1406 72 0 0 21 1 0 111 14271 73 0 667 1511 13 Out In Total L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITTO154 File Name : SH-69 (Meridian Rd) & Lake Hazel Rd Intersection: Meridian Rd / Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: Stop Sign Page No : 4 SH-69(Meridian Road) Lake Hazel Road SH-69(Meridian Road) Lake Hazel Road From North From East From South From West Start Right Thru Left Peds App.To[al Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Totsl Inc Iota] Time Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each A roach Begins at: 07:00 AM 07:00 AM 07:00 AM 07:15 AM +0 mins. 4 135 13 0 152 26 11 3 0 40 10 383 2 0 395 8 36 10 0 54 +15 mins. 6 163 11 0 180 31 9 12 0 52 18 365 4 0 387 12 39 18 0 69 +30 mins. 2 176 10 0 188 36 15 8 0 59 21 357 2 0 380 11 49 10 0 70 +45 mins. 5 126 16 0 147 37 15 5 0 57 24 322 3 0 349 2 37 10 0 49 Total volume 17 600 50 0 667 130 50 28 0 208 73 1427 11 0 1511 33 161 48 0 242 App.Total 2.5 90 7.5 0 62.5 24 13.5 0 4.8 94.4 0.7 0 13.6 66.5 19.8 0 PHF .708 .852 .781 .000 .887 .878 .833 .583 .000 .881 .760 .931 .688 .000 .956 .688 .821 .667 .000 .864 General Traffic 15 589 50 0 654 129 50 27 0 206 72 1406 11 0 1489 33 160 47 0 240 88. 98. 99. 96. 98. 98. 99. 97. i cene n Traffic 2 2 100 0 98.1 2 100 4 0 99 6 5 100 0 98.5 100 4 9 0 99.2 2 11 0 0 13 1 0 1 0 2 1 21 0 0 22 0 1 1 0 2 11. 1.8 0 0 1.9 0.8 0 3.6 0 1 1.4 1.5 0 0 1.5 0 0.6 2.1 0 0.8 SH-69(Meridian Road) In-Peak Hour:07:00 AM 654 13 667 15 589 50 0 2 11 0 0 171 600 50 0 Right Thru Left Peds Peak Hour Data J W N 0 0 L North 3 CDIDj N w N I-� General Traffic ~� O O o =_ = 41 co CD Co. 3+Axle HeavyTrucks o o =Y M COL r co N O" - l6 lla) E oo V O N Da ID ll NOOO *-1 T F+ Left Thru Ri ht Peds 11 1406 72 0 0 21 1 0 11 1427 73 0 1489 22 1511 In-Peak Hour:17:00 AM L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : SH-69 (Meridian Rd) & Lake Hazel Rd Intersection: Meridian Rd / Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: Stop Sign Page No : 5 SH-69(Meridian Road) Lake Hazel Road SH-69(Meridian Road) Lake Hazel Road From North From East From South From West Start Right Thru Left Peds App,Total Right Thru Left Peds App,Totm Right Thru Left Peds App.Tomt Right Thru Left Peds App.T it.Totet om Time Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 15 378 19 0 412 19 35 20 0 74 8 202 4 0 214 0 13 3 0 16 716 05:00 PM 15 330 36 0 381 19 52 13 0 84 18 199 5 0 222 1 22 2 0 25 712 05:15 PM 15 385 22 0 422 23 59 10 1 93 6 203 6 0 215 2 10 6 0 18 748 05:30 PM 17 355 27 0 399 15 47 17 0 79 7 223 3 0 233 1 18 3 0 22 733 Total Volume 62 1448 104 0 1614 76 193 60 1 330 39 827 18 0 884 4 63 14 0 81 2909 App.Total 3.8 89.7 6.4 0 23 58.5 18.2 0.3 4.4 93.6 2 0 4.9 77.8 17.3 0 PHF .912 .940 .722 .000 .956 .826 .818 .750 .250 .887 .542 .927 .750 .000 .948 .500 .716 .583 .000 .810 .972 General Traffic 1439 i G.—I T.ffic 98.4 99.4 99.0 0 99.3 100 99.5 100 100 99.7 100 99.0 100 0 99.1 100 100 100 0 100 99.3 3+Axle HearyTrucas 1.6 0.6 1.0 0 0.7 0 0.5 0 0 0.3 0 1.0 0 0 0.9 0 0 0 0 0 0.7 TNca SH-69(Meridian Road) Out In Total 909F 1-603 2512 8 111 1 19 917 1 14 2531 61 11439 1031 0 1 9 1 0 62 1448 104 0 Right Thu Left Peds Peak Hour Data OMN� �O� NJ O Tl F J -4 -4 N N C 0 0 0 O 01 m O m North °"a m Peak Hour Begins at 04:45 PM x m co 70 R.. tw K) N = L General Traffic r O co jR A y,�cU m 3+Axle HeavyTrucks �x o 0 0 °y J O N N 0 0 0 CD111 00 a d N W (A N 0)N A OZ — T F+ Left Thru Right Peds 18 819 39 0 0 8 0 0 18 827 39 0 15102 884 L 17 2396 Out In Total L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : SH-69 (Meridian Rd) & Lake Hazel Rd Intersection: Meridian Rd / Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: Stop Sign Page No : 6 SH-69(Meridian Road) Lake Hazel Road SH-69(Meridian Road) Lake Hazel Road From North From East From South From West Start Right Thru Left Peds App.To[al Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Totsl Inc Total Time Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Avvroach Be ins at: 04:45 PM 04:30 PM 04:00 PM 05:00 PM +0 mins. 15 378 19 0 412 21 40 19 0 80 10 210 7 0 227 1 22 2 0 25 +15 mins. 15 330 36 0 381 19 35 20 0 74 18 224 7 0 249 2 10 6 0 18 +30 mins. 15 385 22 0 422 19 52 13 0 84 20 191 4 0 215 1 18 3 0 22 +45 mins. 17 355 27 0 399 23 59 10 1 93 8 202 4 0 214 3 11 7 0 21 Total volume 62 1448 104 0 1614 82 186 62 1 331 56 827 22 0 905 7 61 18 0 86 App.Total 3.8 89.7 6.4 0 24.8 56.2 18.7 0.3 6.2 91.4 2.4 0 8.1 70.9 20.9 0 PHF .912 .940 .722 .000 .956 .891 .788 .775 .250 .890 .700 .923 .786 .000 .909 .583 .693 .643 .000 .860 General Traffic 61 149 103 0 1603 82 185 62 1 330 55 817 22 0 894 7 61 18 0 86 98. 99. 99. 98. 98. i Gene n Traffic 4 4 99 0 99.3 100 5 100 100 99.7 2 8 100 0 98.8 100 100 100 0 100 11A.I.a<- 1 9 1 0 11 0 1 0 0 1 1 10 0 0 11 0 0 0 0 0 1.6 0.6 1 0 0.7 0 0.5 0 0 0.3 1.8 1.2 0 0 1.2 0 0 0 0 0 TN� SH-69(Meridian Road) In-Peak Hour:04:45 PM 1603 11 1614 61 11439 103 0 1 9 1 0 62 14481 104 0 Right Thru Le,ft Peds Peak Hour Data �0 �J Z N O co ca 6 o North CD o 1 o_omOco r� �cm at = General Traffic c x x N o 3+Axle HeavyTrucks w w o N ca rOnLwo� m Y O ll toO onCDM T F+ Left Thru Right Peds 22 817 55 0 0 10 1 0 221 8271 56 0 894 11 905 In-Peak Hour:04:00 PM L2 Data Collection L2DataCollection.com (208) 860-7554 Utah (801)413-2993 Study: KITT0154 File Name : SH-69 (Meridian Rd) & Lake Hazel Rd Intersection: Meridian Rd/Lake Hazel Site Code : 00000000 City, State: Meridian, Idaho Start Date : 12/10/2019 Control: Stop Sign Page No : 7 Image 1 T_..-ems SH-69 (Meridian Road) and Lake Hazel Road LA T - / Appendix D Year 2019 Existing Traffic Operation Worksheets HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2019 Existing Traffic Conditions-Weekday AM Peak Hour Intersection Intersection Delay,s/veh 17.8 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 35 333 4 6 253 117 4 141 61 82 44 30 Future Vol,veh/h 35 333 4 6 253 117 4 141 61 82 44 30 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 0 0 Mvmt Flow 38 358 4 6 272 126 4 152 66 88 47 32 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 20.4 19.4 14 13.1 HCM LOS C C B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 2% 9% 2% 53% Vol Thru, % 68% 90% 67% 28% Vol Right,% 30% 1% 31% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 206 372 376 156 LT Vol 4 35 6 82 Through Vol 141 333 253 44 RT Vol 61 4 117 30 Lane Flow Rate 222 400 404 168 Geometry Grp 1 1 1 1 Degree of Util(X) 0.402 0.668 0.655 0.319 Departure Headway(Hd) 6.532 6.016 5.833 6.845 Convergence,Y/N Yes Yes Yes Yes Cap 549 600 619 523 Service Time 4.596 4.069 3.886 4.916 HCM Lane V/C Ratio 0.404 0.667 0.653 0.321 HCM Control Delay 14 20.4 19.4 13.1 HCM Lane LOS B C C B HCM 95th-tile Q 1.9 5 4.8 1.4 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2019ExistingAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2019 Existing Traffic Conditions-Weekday AM Peak Hour Intersection Intersection Delay,s/veh 12.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 29 266 1 2 201 43 1 121 13 18 34 3 Future Vol,veh/h 29 266 1 2 201 43 1 121 13 18 34 3 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 0 1 0 0 0 0 100 1 8 0 0 0 Mvmt Flow 33 306 1 2 231 49 1 139 15 21 39 3 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 12.8 11.4 13.6 9.7 HCM LOS B B B A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 1% 10% 1% 33% Vol Thru, % 90% 90% 82% 62% Vol Right,% 10% 0% 17% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 135 296 246 55 LT Vol 1 29 2 18 Through Vol 121 266 201 34 RT Vol 13 1 43 3 Lane Flow Rate 155 340 283 63 Geometry Grp 1 1 1 1 Degree of Util(X) 0.313 0.482 0.398 0.104 Departure Headway(Hd) 7.27 5.099 5.063 5.918 Convergence,Y/N Yes Yes Yes Yes Cap 495 708 710 604 Service Time 5.308 3.129 3.094 3.964 HCM Lane V/C Ratio 0.313 0.48 0.399 0.104 HCM Control Delay 13.6 12.8 11.4 9.7 HCM Lane LOS B B B A HCM 95th-tile Q 1.3 2.6 1.9 0.3 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2019ExistingAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2019 Existing Traffic Conditions-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vph) 49 144 39 27 50 129 11 1406 72 50 589 15 Future Volume(vph) 49 144 39 27 50 129 11 1406 72 50 589 15 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.97 1.00 0.89 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1729 1644 1594 1710 3361 1710 3331 Flt Permitted 0.35 1.00 0.47 1.00 0.39 1.00 0.07 1.00 Satd. Flow(perm) 638 1729 820 1594 707 3361 120 3331 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 52 153 41 29 53 137 12 1496 77 53 627 16 RTOR Reduction(vph) 0 8 0 0 74 0 0 2 0 0 1 0 Lane Group Flow(vph) 52 186 0 29 116 0 12 1571 0 53 642 0 Heavy Vehicles(%) 0% 1% 0% 4% 0% 1% 0% 1% 1% 0% 2% 13% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 29.5 21.9 25.3 20.3 81.7 79.1 88.5 82.5 Effective Green,g(s) 29.5 21.9 25.3 20.3 81.7 79.1 88.5 82.5 Actuated g/C Ratio 0.21 0.16 0.18 0.15 0.58 0.56 0.63 0.59 Clearance Time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 192 270 177 231 431 1898 144 1962 v/s Ratio Prot c0.01 c0.11 0.01 0.07 0.00 c0.47 c0.02 0.19 v/s Ratio Perm 0.04 0.02 0.02 c0.22 v/c Ratio 0.27 0.69 0.16 0.50 0.03 0.83 0.37 0.33 Uniform Delay,d1 45.3 55.8 47.9 55.2 12.3 24.9 20.0 14.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.8 7.4 0.4 1.7 0.0 4.3 1.6 0.4 Delay(s) 46.1 63.2 48.4 56.9 12.3 29.2 21.6 15.1 Level of Service D E D E B C C B Approach Delay(s) 59.6 55.8 29.1 15.6 Approach LOS E E C B Intersection Summary HCM 2000 Control Delay 30.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length(s) 140.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 76.0% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2019ExistingAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2019 Existing Traffic Conditions-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vehlh) 49 144 39 27 50 129 11 1406 72 50 589 15 Future Volume(veh/h) 49 144 39 27 50 129 11 1406 72 50 589 15 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1786 1744 1800 1800 1800 1786 1786 1800 1772 1772 Adj Flow Rate,veh/h 52 153 41 29 53 137 12 1496 77 53 627 16 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 1 1 4 0 0 0 1 1 0 2 2 Cap,vehlh 134 195 52 130 61 157 476 1973 101 188 2075 53 Arrive On Green 0.04 0.14 0.14 0.02 0.14 0.14 0.01 0.60 0.60 0.03 0.62 0.62 Sat Flow,veh/h 1714 1357 364 1661 444 1149 1714 3284 168 1714 3354 86 Grp Volume(v),veh/h 52 0 194 29 0 190 12 771 802 53 314 329 Grp Sat Flow(s),vehlh/In 1714 0 1721 1661 0 1593 1714 1697 1756 1714 1683 1757 Q Serve(g_s),s 3.6 0.0 15.2 2.1 0.0 16.4 0.4 46.5 47.1 1.6 12.3 12.3 Cycle Q Clear(g_c),s 3.6 0.0 15.2 2.1 0.0 16.4 0.4 46.5 47.1 1.6 12.3 12.3 Prop In Lane 1.00 0.21 1.00 0.72 1.00 0.10 1.00 0.05 Lane Grp Cap(c),veh/h 134 0 248 130 0 217 476 1019 1055 188 1041 1087 V/C Ratio(X) 0.39 0.00 0.78 0.22 0.00 0.87 0.03 0.76 0.76 0.28 0.30 0.30 Avail Cap(c_a),veh/h 264 0 381 268 0 358 637 1019 1055 318 1041 1087 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 50.5 0.0 57.8 50.9 0.0 59.3 10.8 20.4 20.5 19.3 12.5 12.5 Incr Delay(d2),s/veh 1.8 0.0 5.7 0.9 0.0 12.4 0.0 5.2 5.2 0.8 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.6 0.0 6.8 0.9 0.0 7.2 0.1 17.7 18.5 0.6 4.4 4.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 52.4 0.0 63.6 51.8 0.0 71.7 10.9 25.7 25.7 20.1 13.3 13.2 LnGrp LOS D A E D A E B C C C B B Approach Vol,veh/h 246 219 1585 696 Approach Delay,s/veh 61.2 69.1 25.6 13.8 Approach LOS E E C B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 11.4 26.1 8.9 93.6 10.4 27.1 11.4 91.1 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 15.5 *32 15.0 51.0 15.0 31.0 15.0 51.0 Max Q Clear Time(g_c+11),s 5.6 18.4 2.4 14.3 4.1 17.2 3.6 49.1 Green Ext Time(p-c),s 0.0 0.7 0.0 3.5 0.0 0.7 0.1 1.5 Intersection Summary HCM 6th Ctrl Delay 29.2 HCM 6th LOS C Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2019ExistingAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2019 Existing Traffic Conditions-Weekday PM Peak Hour Intersection Intersection Delay,s/veh 23.4 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 36 198 13 22 356 87 3 98 11 100 220 44 Future Vol,veh/h 36 198 13 22 356 87 3 98 11 100 220 44 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 38 206 14 23 371 91 3 102 11 104 229 46 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 15.6 30.9 12.5 22.6 HCM LOS C D B C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 15% 5% 27% Vol Thru, % 88% 80% 77% 60% Vol Right,% 10% 5% 19% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 112 247 465 364 LT Vol 3 36 22 100 Through Vol 98 198 356 220 RT Vol 11 13 87 44 Lane Flow Rate 117 257 484 379 Geometry Grp 1 1 1 1 Degree of Util(X) 0.234 0.474 0.818 0.684 Departure Headway(Hd) 7.219 6.639 6.077 6.491 Convergence,Y/N Yes Yes Yes Yes Cap 494 540 596 554 Service Time 5.319 4.721 4.141 4.56 HCM Lane V/C Ratio 0.237 0.476 0.812 0.684 HCM Control Delay 12.5 15.6 30.9 22.6 HCM Lane LOS B C D C HCM 95th-tile Q 0.9 2.5 8.3 5.2 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2019ExistingPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2019 Existing Traffic Conditions-Weekday PM Peak Hour Intersection Intersection Delay,s/veh 15 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 10 192 4 21 306 48 2 48 2 75 148 21 Future Vol,veh/h 10 192 4 21 306 48 2 48 2 75 148 21 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 1 0 5 0 0 0 0 0 0 0 0 Mvmt Flow 12 223 5 24 356 56 2 56 2 87 172 24 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 12.1 17.9 10.2 13.9 HCM LOS B C B B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 5% 6% 31% Vol Thru, % 92% 93% 82% 61% Vol Right,% 4% 2% 13% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 52 206 375 244 LT Vol 2 10 21 75 Through Vol 48 192 306 148 RT Vol 2 4 48 21 Lane Flow Rate 60 240 436 284 Geometry Grp 1 1 1 1 Degree of Util(X) 0.106 0.376 0.65 0.461 Departure Headway(Hd) 6.337 5.645 5.367 5.852 Convergence,Y/N Yes Yes Yes Yes Cap 561 635 672 613 Service Time 4.425 3.708 3.421 3.913 HCM Lane V/C Ratio 0.107 0.378 0.649 0.463 HCM Control Delay 10.2 12.1 17.9 13.9 HCM Lane LOS B B C B HCM 95th-tile Q 0.4 1.7 4.8 2.4 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2019ExistingPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2019 Existing Traffic Conditions-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vph) 14 63 4 60 192 76 18 819 39 103 1439 61 Future Volume(vph) 14 63 4 60 192 76 18 819 39 103 1439 61 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.96 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1784 1710 1705 1710 3365 1693 3364 Flt Permitted 0.34 1.00 0.57 1.00 0.09 1.00 0.24 1.00 Satd. Flow(perm) 609 1784 1019 1705 154 3365 431 3364 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 14 65 4 62 198 78 19 844 40 106 1484 63 RTOR Reduction(vph) 0 2 0 0 10 0 0 2 0 0 1 0 Lane Group Flow(vph) 14 67 0 62 266 0 19 882 0 106 1546 0 Confl. Peds.(#/hr) 1 1 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 0% 1% 0% 1% 1% 2% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 25.3 22.4 37.1 28.8 86.2 82.3 96.4 87.4 Effective Green,g(s) 25.3 22.4 37.1 28.8 86.2 82.3 96.4 87.4 Actuated g/C Ratio 0.17 0.15 0.25 0.19 0.57 0.55 0.64 0.58 Clearance Time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 124 266 290 327 128 1846 352 1960 v/s Ratio Prot 0.00 0.04 c0.01 c0.16 0.00 0.26 c0.02 c0.46 v/s Ratio Perm 0.02 0.04 0.08 0.18 v/c Ratio 0.11 0.25 0.21 0.81 0.15 0.48 0.30 0.79 Uniform Delay,dl 52.6 56.4 44.2 58.0 19.3 20.7 12.1 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 0.5 0.4 14.3 0.5 0.9 0.5 3.3 Delay(s) 53.0 56.9 44.6 72.4 19.8 21.6 12.6 27.5 Level of Service D E D E B C B C Approach Delay(s) 56.2 67.3 21.6 26.5 Approach LOS E E C C Intersection Summary HCM 2000 Control Delay 30.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 81.2% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2019ExistingPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2019 Existing Traffic Conditions-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vehlh) 14 63 4 60 192 76 18 819 39 103 1439 61 Future Volume(veh/h) 14 63 4 60 192 76 18 819 39 103 1439 61 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1786 1800 1786 1786 1786 1786 1786 Adj Flow Rate,veh/h 14 65 4 62 198 78 19 844 40 106 1484 63 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 0 0 0 0 1 1 0 1 1 1 1 1 Cap,vehlh 93 249 15 264 217 85 171 1930 91 379 2009 85 Arrive On Green 0.01 0.15 0.15 0.04 0.18 0.18 0.02 0.59 0.59 0.04 0.61 0.61 Sat Flow,veh/h 1714 1678 103 1714 1219 480 1714 3298 156 1701 3317 140 Grp Volume(v),veh/h 14 0 69 62 0 276 19 434 450 106 757 790 Grp Sat Flow(s),vehlh/In 1714 0 1781 1714 0 1699 1714 1697 1758 1701 1697 1761 Q Serve(g_s),s 1.0 0.0 5.1 4.6 0.0 23.9 0.7 21.4 21.4 3.7 47.7 48.1 Cycle Q Clear(g_c),s 1.0 0.0 5.1 4.6 0.0 23.9 0.7 21.4 21.4 3.7 47.7 48.1 Prop In Lane 1.00 0.06 1.00 0.28 1.00 0.09 1.00 0.08 Lane Grp Cap(c),veh/h 93 0 265 264 0 302 171 993 1029 379 1028 1066 V/C Ratio(X) 0.15 0.00 0.26 0.23 0.00 0.91 0.11 0.44 0.44 0.28 0.74 0.74 Avail Cap(c_a),veh/h 245 0 368 366 0 357 311 993 1029 484 1028 1066 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 54.2 0.0 56.6 51.2 0.0 60.5 19.1 17.3 17.3 13.2 21.1 21.1 Incr Delay(d2),s/veh 0.7 0.0 0.5 0.5 0.0 24.7 0.3 1.4 1.4 0.4 4.7 4.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.0 2.3 2.0 0.0 12.1 0.3 8.1 8.4 1.4 18.4 19.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 55.0 0.0 57.1 51.7 0.0 85.2 19.4 18.7 18.7 13.6 25.8 25.8 LnGrp LOS D A E D A F B B B B C C Approach Vol,veh/h 83 338 903 1653 Approach Delay,s/veh 56.7 79.0 18.7 25.0 Approach LOS E E B C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.7 33.7 9.7 97.9 13.1 29.3 12.8 94.8 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 15.5 *32 15.0 61.0 15.0 31.0 15.0 61.0 Max Q Clear Time(g_c+11),s 3.0 25.9 2.7 50.1 6.6 7.1 5.7 23.4 Green Ext Time(p-c),s 0.0 0.6 0.0 6.6 0.1 0.2 0.1 5.3 Intersection Summary HCM 6th Ctrl Delay 30.1 HCM 6th LOS C Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2019ExistingPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 Appendix E Crash Data V Vm %Mi�Xllli Ng i :M2N HE:= .M-n - I ---= =� .- ME 9NEE:ZME I.I.d.-d ERE A lip IIII MEE imi MOE 1 HIMIT" 6MF�I,T Appendix F Year 2025 Background Traffic Operation Worksheets HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Background Traffic Conditions-Weekday AM Peak Hour Intersection Intersection Delay,s/veh 148.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 53 500 6 9 380 176 6 224 92 123 70 45 Future Vol,veh/h 53 500 6 9 380 176 6 224 92 123 70 45 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 0 0 Mvmt Flow 57 538 6 10 409 189 6 241 99 132 75 48 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 206 198 45.7 32 HCM LOS F F E D Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 2% 9% 2% 52% Vol Thru, % 70% 89% 67% 29% Vol Right,% 29% 1% 31% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 322 559 565 238 LT Vol 6 53 9 123 Through Vol 224 500 380 70 RT Vol 92 6 176 45 Lane Flow Rate 346 601 608 256 Geometry Grp 1 1 1 1 Degree of Util(X) 0.816 1.367 1.349 0.645 Departure Headway(Hd) 10.213 9.076 8.907 11.025 Convergence,Y/N Yes Yes Yes Yes Cap 357 403 413 330 Service Time 8.213 7.076 6.907 9.025 HCM Lane V/C Ratio 0.969 1.491 1.472 0.776 HCM Control Delay 45.7 206 198 32 HCM Lane LOS E F F D HCM 95th-tile Q 7.1 26 25.6 4.2 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Background Traffic Conditions-Weekday AM Peak Hour Intersection Intersection Delay,s/veh 39.6 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 44 407 2 9 327 77 2 182 22 31 51 5 Future Vol,veh/h 44 407 2 9 327 77 2 182 22 31 51 5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 0 0 0 0 1 0 100 1 8 0 0 0 Mvmt Flow 51 468 2 10 376 89 2 209 25 36 59 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 52.6 38.1 24.8 13.8 HCM LOS F E C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 1% 10% 2% 36% Vol Thru, % 88% 90% 79% 59% Vol Right,% 11% 0% 19% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 206 453 413 87 LT Vol 2 44 9 31 Through Vol 182 407 327 51 RT Vol 22 2 77 5 Lane Flow Rate 237 521 475 100 Geometry Grp 1 1 1 1 Degree of Util(X) 0.597 0.95 0.864 0.23 Departure Headway(Hd) 9.071 6.567 6.552 8.277 Convergence,Y/N Yes Yes Yes Yes Cap 398 552 555 432 Service Time 7.136 4.588 4.575 6.366 HCM Lane V/C Ratio 0.595 0.944 0.856 0.231 HCM Control Delay 24.8 52.6 38.1 13.8 HCM Lane LOS C F E B HCM 95th-tile Q 3.7 12.3 9.5 0.9 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic Conditions-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vph) 74 218 59 51 80 204 13 1679 89 63 703 18 Future Volume(vph) 74 218 59 51 80 204 13 1679 89 63 703 18 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.97 1.00 0.89 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1729 1644 1595 1710 3360 1710 3332 Flt Permitted 0.23 1.00 0.32 1.00 0.32 1.00 0.06 1.00 Satd. Flow(perm) 407 1729 554 1595 568 3360 100 3332 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 79 232 63 54 85 217 14 1786 95 67 748 19 RTOR Reduction(vph) 0 7 0 0 68 0 0 2 0 0 1 0 Lane Group Flow(vph) 79 288 0 54 234 0 14 1879 0 67 766 0 Heavy Vehicles(%) 0% 1% 0% 4% 0% 1% 0% 1% 1% 0% 2% 13% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 39.7 29.7 35.7 28.2 70.7 68.0 78.9 72.1 Effective Green,g(s) 39.7 29.7 35.7 28.2 70.7 68.0 78.9 72.1 Actuated g/C Ratio 0.28 0.21 0.26 0.20 0.51 0.49 0.56 0.51 Clearance Time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 208 366 199 321 308 1632 134 1715 v/s Ratio Prot c0.03 c0.17 0.01 0.15 0.00 c0.56 c0.02 0.23 v/s Ratio Perm 0.08 0.05 0.02 c0.26 v/c Ratio 0.38 0.79 0.27 0.73 0.05 1.15 0.50 0.45 Uniform Delay,d1 38.9 52.2 40.8 52.3 17.6 36.0 31.1 21.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.2 10.6 0.7 8.1 0.1 75.6 2.9 0.8 Delay(s) 40.1 62.8 41.5 60.4 17.6 111.6 34.0 22.2 Level of Service D E D E B F C C Approach Delay(s) 58.0 57.5 111.0 23.2 Approach LOS E E F C Intersection Summary HCM 2000 Control Delay 78.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length(s) 140.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 93.9% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic Conditions-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vehlh) 74 218 59 51 80 204 13 1679 89 63 703 18 Future Volume(veh/h) 74 218 59 51 80 204 13 1679 89 63 703 18 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1786 1744 1800 1800 1800 1786 1786 1800 1772 1772 Adj Flow Rate,veh/h 79 232 63 54 85 217 14 1786 95 67 748 19 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 1 1 4 0 0 0 1 1 0 2 2 Cap,vehlh 153 289 79 162 92 234 349 1698 90 108 1798 46 Arrive On Green 0.05 0.21 0.21 0.04 0.20 0.20 0.01 0.52 0.52 0.03 0.54 0.54 Sat Flow,veh/h 1714 1353 367 1661 449 1145 1714 3278 173 1714 3355 85 Grp Volume(v),veh/h 79 0 295 54 0 302 14 917 964 67 375 392 Grp Sat Flow(s),vehlh/In 1714 0 1720 1661 0 1594 1714 1697 1755 1714 1683 1757 Q Serve(g_s),s 5.1 0.0 22.8 3.6 0.0 26.1 0.5 72.5 72.5 2.6 18.6 18.6 Cycle Q Clear(g_c),s 5.1 0.0 22.8 3.6 0.0 26.1 0.5 72.5 72.5 2.6 18.6 18.6 Prop In Lane 1.00 0.21 1.00 0.72 1.00 0.10 1.00 0.05 Lane Grp Cap(c),veh/h 153 0 368 162 0 325 349 879 909 108 902 941 V/C Ratio(X) 0.51 0.00 0.80 0.33 0.00 0.93 0.04 1.04 1.06 0.62 0.42 0.42 Avail Cap(c_a),veh/h 260 0 381 281 0 359 507 879 909 235 902 941 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 43.6 0.0 52.2 43.6 0.0 54.7 16.4 33.8 33.8 33.5 19.4 19.4 Incr Delay(d2),s/veh 2.7 0.0 11.4 1.2 0.0 28.6 0.0 42.5 47.2 5.7 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.2 0.0 10.7 1.5 0.0 12.7 0.2 37.3 39.8 1.2 7.1 7.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 46.3 0.0 63.6 44.8 0.0 83.4 16.4 76.3 80.9 39.1 20.8 20.8 LnGrp LOS D A E D A F B F F D C C Approach Vol,veh/h 374 356 1895 834 Approach Delay,s/veh 59.9 77.5 78.2 22.3 Approach LOS E E E C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.3 35.6 9.1 82.0 11.9 36.9 11.6 79.5 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 15.5 *32 15.0 51.0 15.0 31.0 15.0 51.0 Max Q Clear Time(g_c+11),s 7.1 28.1 2.5 20.6 5.6 24.8 4.6 74.5 Green Ext Time(p-c),s 0.1 0.5 0.0 4.3 0.1 0.8 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 62.7 HCM 6th LOS E Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Background Traffic Conditions-Weekday PM Peak Hour Intersection Intersection Delay,s/veh 219.4 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 54 297 33 33 534 131 15 184 17 150 384 66 Future Vol,veh/h 54 297 33 33 534 131 15 184 17 150 384 66 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 56 309 34 34 556 136 16 192 18 156 400 69 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 73 336.4 32.8 244.1 HCM LOS F F D F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 7% 14% 5% 25% Vol Thru, % 85% 77% 77% 64% Vol Right,% 8% 9% 19% 11% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 216 384 698 600 LT Vol 15 54 33 150 Through Vol 184 297 534 384 RT Vol 17 33 131 66 Lane Flow Rate 225 400 727 625 Geometry Grp 1 1 1 1 Degree of Util(X) 0.587 0.944 1.67 1.451 Departure Headway(Hd) 12.949 11.518 9.593 9.962 Convergence,Y/N Yes Yes Yes Yes Cap 281 320 385 369 Service Time 10.949 9.518 7.593 7.962 HCM Lane V/C Ratio 0.801 1.25 1.888 1.694 HCM Control Delay 32.8 73 336.4 244.1 HCM Lane LOS D F F F HCM 95th-tile Q 3.4 9.5 37.7 27.5 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Background Traffic Conditions-Weekday PM Peak Hour Intersection Intersection Delay,s/veh 179.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 15 356 6 46 505 119 3 72 23 180 222 32 Future Vol,veh/h 15 356 6 46 505 119 3 72 23 180 222 32 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 1 0 5 0 0 0 0 0 0 0 0 Mvmt Flow 17 414 7 53 587 138 3 84 27 209 258 37 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 61.8 321.2 19.2 97.7 HCM LOS F F C F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 4% 7% 41% Vol Thru, % 73% 94% 75% 51% Vol Right,% 23% 2% 18% 7% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 98 377 670 434 LT Vol 3 15 46 180 Through Vol 72 356 505 222 RT Vol 23 6 119 32 Lane Flow Rate 114 438 779 505 Geometry Grp 1 1 1 1 Degree of Util(X) 0.294 0.936 1.647 1.078 Departure Headway(Hd) 11.457 9.227 7.986 8.949 Convergence,Y/N Yes Yes Yes Yes Cap 316 399 460 409 Service Time 9.457 7.227 5.986 6.949 HCM Lane V/C Ratio 0.361 1.098 1.693 1.235 HCM Control Delay 19.2 61.8 321.2 97.7 HCM Lane LOS C F F F HCM 95th-tile Q 1.2 10.2 42.9 14.9 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic Conditions-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vph) 21 121 6 106 305 127 21 978 70 142 1718 73 Future Volume(vph) 21 121 6 106 305 127 21 978 70 142 1718 73 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.96 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1788 1710 1702 1710 3354 1693 3364 Flt Permitted 0.23 1.00 0.54 1.00 0.06 1.00 0.11 1.00 Satd. Flow(perm) 411 1788 969 1702 117 3354 192 3364 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 22 125 6 109 314 131 22 1008 72 146 1771 75 RTOR Reduction(vph) 0 1 0 0 9 0 0 4 0 0 2 0 Lane Group Flow(vph) 22 130 0 109 436 0 22 1076 0 146 1844 0 Confl. Peds.(#/hr) 1 1 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 0% 1% 0% 1% 1% 2% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 41.3 36.8 56.1 45.1 65.8 61.7 80.4 69.3 Effective Green,g(s) 41.3 36.8 56.1 45.1 65.8 61.7 80.4 69.3 Actuated g/C Ratio 0.28 0.25 0.37 0.30 0.44 0.41 0.54 0.46 Clearance Time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 152 438 420 511 94 1379 219 1554 v/s Ratio Prot 0.00 0.07 c0.02 c0.26 0.01 0.32 c0.05 c0.55 v/s Ratio Perm 0.04 0.08 0.10 0.30 v/c Ratio 0.14 0.30 0.26 0.85 0.23 0.78 0.67 1.19 Uniform Delay,dl 41.3 46.1 31.7 49.3 35.2 38.3 25.7 40.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 0.4 0.3 13.0 1.3 4.4 7.5 90.9 Delay(s) 41.7 46.5 32.0 62.3 36.5 42.7 33.1 131.2 Level of Service D D C E D D C F Approach Delay(s) 45.8 56.4 42.6 124.1 Approach LOS D E D F Intersection Summary HCM 2000 Control Delay 87.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.05 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 108.6% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic Conditions-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vehlh) 21 121 6 106 305 127 21 978 70 142 1718 73 Future Volume(veh/h) 21 121 6 106 305 127 21 978 70 142 1718 73 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1786 1800 1786 1786 1786 1786 1786 Adj Flow Rate,veh/h 22 125 6 109 314 131 22 1008 72 146 1771 75 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 0 0 0 0 1 1 0 1 1 1 1 1 Cap,vehlh 82 276 13 275 251 105 98 1713 122 298 1880 79 Arrive On Green 0.02 0.16 0.16 0.06 0.21 0.21 0.02 0.53 0.53 0.05 0.57 0.57 Sat Flow,veh/h 1714 1703 82 1714 1196 499 1714 3212 229 1701 3318 140 Grp Volume(v),veh/h 22 0 131 109 0 445 22 532 548 146 901 945 Grp Sat Flow(s),vehlh/In 1714 0 1785 1714 0 1695 1714 1697 1745 1701 1697 1761 Q Serve(g_s),s 1.6 0.0 10.0 7.7 0.0 31.5 0.9 32.0 32.0 5.8 73.5 75.4 Cycle Q Clear(g_c),s 1.6 0.0 10.0 7.7 0.0 31.5 0.9 32.0 32.0 5.8 73.5 75.4 Prop In Lane 1.00 0.05 1.00 0.29 1.00 0.13 1.00 0.08 Lane Grp Cap(c),veh/h 82 0 289 275 0 356 98 905 931 298 961 998 V/C Ratio(X) 0.27 0.00 0.45 0.40 0.00 1.25 0.23 0.59 0.59 0.49 0.94 0.95 Avail Cap(c_a),veh/h 225 0 369 335 0 356 235 905 931 378 961 998 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 52.8 0.0 56.9 46.8 0.0 59.3 33.3 23.8 23.8 18.8 30.0 30.4 Incr Delay(d2),s/veh 1.7 0.0 1.1 0.9 0.0 133.7 1.2 2.8 2.7 1.2 17.3 18.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.7 0.0 4.5 3.3 0.0 26.3 0.4 12.7 13.0 2.2 31.6 33.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 54.5 0.0 58.0 47.7 0.0 193.0 34.5 26.6 26.5 20.1 47.3 48.7 LnGrp LOS D A E D A F C C C C D D Approach Vol,veh/h 153 554 1102 1992 Approach Delay,s/veh 57.5 164.4 26.7 46.0 Approach LOS E F C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.5 38.5 10.0 92.0 16.7 31.3 15.0 87.0 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 15.5 *32 15.0 61.0 15.0 31.0 15.0 61.0 Max Q Clear Time(g_c+11),s 3.6 33.5 2.9 77.4 9.7 12.0 7.8 34.0 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.1 0.5 0.2 6.6 Intersection Summary HCM 6th Ctrl Delay 58.1 HCM 6th LOS E Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 Appendix G Year 2025 Mitigated Background Traffic Operation Worksheets HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 10 1: Locust Grove Rd & Amity Rd 2025 Background Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 53 500 6 9 380 176 6 224 92 123 70 45 Future Volume(vph) 53 500 6 9 380 176 6 224 92 123 70 45 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.95 1.00 0.96 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1797 1710 1715 1710 1709 1710 1695 Flt Permitted 0.16 1.00 0.28 1.00 0.68 1.00 0.28 1.00 Satd. Flow(perm) 288 1797 498 1715 1220 1709 511 1695 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow(vph) 57 538 6 10 409 189 6 241 99 132 75 48 RTOR Reduction(vph) 0 1 0 0 16 0 0 17 0 0 24 0 Lane Group Flow(vph) 57 543 0 10 582 0 6 323 0 132 99 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 42.6 38.9 37.0 36.1 26.1 25.2 34.7 29.5 Effective Green,g(s) 42.6 38.9 37.0 36.1 26.1 25.2 34.7 29.5 Actuated g/C Ratio 0.47 0.43 0.41 0.40 0.29 0.28 0.38 0.33 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 194 774 216 686 357 477 265 554 v/s Ratio Prot c0.01 c0.30 0.00 c0.34 0.00 c0.19 c0.03 0.06 v/s Ratio Perm 0.13 0.02 0.00 0.16 v/c Ratio 0.29 0.70 0.05 0.85 0.02 0.68 0.50 0.18 Uniform Delay,d1 16.6 20.9 16.9 24.6 22.9 28.9 19.8 21.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.8 2.9 0.1 9.6 0.0 3.8 1.5 0.2 Delay(s) 17.5 23.8 17.0 34.2 22.9 32.7 21.3 21.9 Level of Service B C B C C C C C Approach Delay(s) 23.2 33.9 32.5 21.6 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length(s) 90.2 Sum of lost time(s) 20.0 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Background Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 53 500 6 9 380 176 6 224 92 123 70 45 Future Volume(veh/h) 53 500 6 9 380 176 6 224 92 123 70 45 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1786 1786 1800 1800 1800 Adj Flow Rate,veh/h 57 538 6 10 409 189 6 241 99 132 75 48 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh,% 0 0 0 0 0 0 0 1 1 0 0 0 Cap,vehlh 217 747 8 256 450 208 400 287 118 255 304 195 Arrive On Green 0.05 0.42 0.42 0.01 0.39 0.39 0.01 0.24 0.24 0.07 0.30 0.30 Sat Flow,veh/h 1714 1777 20 1714 1165 538 1714 1203 494 1714 1026 656 Grp Volume(v),veh/h 57 0 544 10 0 598 6 0 340 132 0 123 Grp Sat Flow(s),vehlh/In 1714 0 1796 1714 0 1703 1714 0 1697 1714 0 1682 Q Serve(g_s),s 1.5 0.0 19.2 0.3 0.0 25.3 0.2 0.0 14.5 4.3 0.0 4.2 Cycle Q Clear(g_c),s 1.5 0.0 19.2 0.3 0.0 25.3 0.2 0.0 14.5 4.3 0.0 4.2 Prop In Lane 1.00 0.01 1.00 0.32 1.00 0.29 1.00 0.39 Lane Grp Cap(c),veh/h 217 0 755 256 0 659 400 0 405 255 0 499 V/C Ratio(X) 0.26 0.00 0.72 0.04 0.00 0.91 0.02 0.00 0.84 0.52 0.00 0.25 Avail Cap(c_a),veh/h 250 0 826 347 0 783 499 0 780 255 0 773 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 17.2 0.0 18.4 15.7 0.0 22.1 21.7 0.0 27.6 20.8 0.0 20.3 Incr Delay(d2),s/veh 0.6 0.0 2.8 0.1 0.0 12.9 0.0 0.0 4.7 1.8 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.0 7.4 0.1 0.0 10.8 0.1 0.0 5.8 1.7 0.0 1.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 17.8 0.0 21.1 15.7 0.0 35.0 21.7 0.0 32.3 22.6 0.0 20.6 LnGrp LOS B A C B A C C A C C A C Approach Vol,veh/h 601 608 346 255 Approach Delay,s/veh 20.8 34.7 32.1 21.6 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 6.0 37.0 10.0 23.2 8.5 34.4 5.6 27.6 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 35.0 5.0 35.0 5.0 35.0 5.0 35.0 Max Q Clear Time(g_c+11),s 2.3 21.2 6.3 16.5 3.5 27.3 2.2 6.2 Green Ext Time(p-c),s 0.0 2.7 0.0 1.7 0.0 2.2 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 27.7 HCM 6th LOS C H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Background Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 44 407 2 9 327 77 2 182 22 31 51 5 Future Volume(vph) 44 407 2 9 327 77 2 182 22 31 51 5 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.97 1.00 0.98 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1799 1710 1734 855 1741 1710 1775 Flt Permitted 0.32 1.00 0.37 1.00 0.71 1.00 0.48 1.00 Satd. Flow(perm) 570 1799 669 1734 643 1741 866 1775 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow(vph) 51 468 2 10 376 89 2 209 25 36 59 6 RTOR Reduction(vph) 0 0 0 0 10 0 0 5 0 0 5 0 Lane Group Flow(vph) 51 470 0 10 455 0 2 229 0 36 60 0 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 100% 1% 8% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 30.2 27.7 27.0 26.1 15.2 14.5 16.8 15.3 Effective Green,g(s) 30.2 27.7 27.0 26.1 15.2 14.5 16.8 15.3 Actuated g/C Ratio 0.47 0.43 0.42 0.40 0.24 0.22 0.26 0.24 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 310 771 294 700 153 390 244 420 v/s Ratio Prot c0.01 0.26 0.00 c0.26 0.00 c0.13 c0.00 0.03 v/s Ratio Perm 0.07 0.01 0.00 0.03 v/c Ratio 0.16 0.61 0.03 0.65 0.01 0.59 0.15 0.14 Uniform Delay,d1 10.3 14.3 11.3 15.6 18.9 22.4 18.2 19.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 1.4 0.0 2.1 0.0 2.2 0.3 0.2 Delay(s) 10.5 15.6 11.4 17.6 19.0 24.6 18.4 19.6 Level of Service B B B B B C B B Approach Delay(s) 15.1 17.5 24.6 19.2 Approach LOS B B C B Intersection Summary HCM 2000 Control Delay 18.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length(s) 64.6 Sum of lost time(s) 20.0 Intersection Capacity Utilization 59.6% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Background Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 44 407 2 9 327 77 2 182 22 31 51 5 Future Volume(veh/h) 44 407 2 9 327 77 2 182 22 31 51 5 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1786 396 1786 1786 1800 1800 1800 Adj Flow Rate,veh/h 51 468 2 10 376 89 2 209 25 36 59 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh,% 0 0 0 0 1 1 100 1 1 0 0 0 Cap,vehlh 306 662 3 296 463 110 195 282 34 270 348 35 Arrive On Green 0.05 0.37 0.37 0.01 0.33 0.33 0.00 0.18 0.18 0.04 0.22 0.22 Sat Flow,veh/h 1714 1791 8 1714 1396 330 377 1565 187 1714 1607 163 Grp Volume(v),veh/h 51 0 470 10 0 465 2 0 234 36 0 65 Grp Sat Flow(s),vehlh/In 1714 0 1799 1714 0 1726 377 0 1752 1714 0 1771 Q Serve(g_s),s 1.0 0.0 11.2 0.2 0.0 12.4 0.1 0.0 6.3 0.8 0.0 1.5 Cycle Q Clear(g_c),s 1.0 0.0 11.2 0.2 0.0 12.4 0.1 0.0 6.3 0.8 0.0 1.5 Prop In Lane 1.00 0.00 1.00 0.19 1.00 0.11 1.00 0.09 Lane Grp Cap(c),veh/h 306 0 664 296 0 573 195 0 315 270 0 383 V/C Ratio(X) 0.17 0.00 0.71 0.03 0.00 0.81 0.01 0.00 0.74 0.13 0.00 0.17 Avail Cap(c_a),veh/h 390 0 896 615 0 1032 232 0 698 373 0 706 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 11.5 0.0 13.5 11.7 0.0 15.3 16.9 0.0 19.5 16.0 0.0 16.0 Incr Delay(d2),s/veh 0.3 0.0 1.6 0.0 0.0 2.8 0.0 0.0 3.5 0.2 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 0.0 3.5 0.1 0.0 4.0 0.0 0.0 2.4 0.3 0.0 0.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.7 0.0 15.2 11.8 0.0 18.2 16.9 0.0 22.9 16.3 0.0 16.2 LnGrp LOS B A B B A B B A C B A B Approach Vol,veh/h 521 475 236 101 Approach Delay,s/veh 14.8 18.1 22.9 16.2 Approach LOS B B C B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 5.7 23.5 7.0 14.0 7.5 21.6 5.1 15.9 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 10.0 25.0 5.0 20.0 5.0 30.0 5.0 20.0 Max Q Clear Time(g_c+11),s 2.2 13.2 2.8 8.3 3.0 14.4 2.1 3.5 Green Ext Time(p-c),s 0.0 2.0 0.0 0.8 0.0 2.3 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vph) 74 218 59 51 80 204 13 1679 89 63 703 18 Future Volume(vph) 74 218 59 51 80 204 13 1679 89 63 703 18 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1710 1729 1644 1800 1515 1710 3386 1515 1710 3332 Flt Permitted 0.65 1.00 0.31 1.00 1.00 0.32 1.00 1.00 0.05 1.00 Satd. Flow(perm) 1167 1729 539 1800 1515 572 3386 1515 99 3332 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 79 232 63 54 85 217 14 1786 95 67 748 19 RTOR Reduction(vph) 0 7 0 0 0 175 0 0 48 0 1 0 Lane Group Flow(vph) 79 288 0 54 85 42 14 1786 47 67 766 0 Heavy Vehicles(%) 0% 1% 0% 4% 0% 1% 0% 1% 1% 0% 2% 13% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 8 4 Actuated Green,G(s) 39.0 28.9 34.6 27.2 27.2 71.6 68.9 68.9 79.8 73.0 Effective Green,g(s) 39.0 28.9 34.6 27.2 27.2 71.6 68.9 68.9 79.8 73.0 Actuated g/C Ratio 0.28 0.21 0.25 0.19 0.19 0.51 0.49 0.49 0.57 0.52 Clearance Time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 364 356 191 349 294 314 1666 745 134 1737 v/s Ratio Prot c0.02 c0.17 0.01 0.05 0.00 c0.53 c0.02 0.23 v/s Ratio Perm 0.04 0.05 0.03 0.02 0.03 c0.26 v/c Ratio 0.22 0.81 0.28 0.24 0.14 0.04 1.07 0.06 0.50 0.44 Uniform Delay,d1 38.2 52.9 41.6 47.7 46.7 17.1 35.5 18.6 31.1 20.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 12.7 0.8 0.4 0.2 0.1 44.2 0.2 2.9 0.8 Delay(s) 38.5 65.6 42.4 48.1 47.0 17.2 79.8 18.8 34.0 21.6 Level of Service D E D D D B E B C C Approach Delay(s) 59.9 46.5 76.2 22.6 Approach LOS E D E C Intersection Summary HCM 2000 Control Delay 58.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.92 Actuated Cycle Length(s) 140.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 92.8% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 5 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vehlh) 74 218 59 51 80 204 13 1679 89 63 703 18 Future Volume(veh/h) 74 218 59 51 80 204 13 1679 89 63 703 18 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1786 1744 1800 1786 1800 1786 1786 1800 1772 1772 Adj Flow Rate,veh/h 79 232 63 54 85 217 14 1786 95 67 748 19 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 1 1 4 0 1 0 1 1 0 2 2 Cap,vehlh 280 257 70 133 323 271 369 1837 819 116 1877 48 Arrive On Green 0.05 0.19 0.19 0.04 0.18 0.18 0.01 0.54 0.54 0.03 0.56 0.56 Sat Flow,veh/h 1714 1353 367 1661 1800 1514 1714 3393 1514 1714 3355 85 Grp Volume(v),veh/h 79 0 295 54 85 217 14 1786 95 67 375 392 Grp Sat Flow(s),vehlh/In 1714 0 1720 1661 1800 1514 1714 1697 1514 1714 1683 1757 Q Serve(g_s),s 5.2 0.0 23.5 3.7 5.7 19.2 0.5 71.3 4.3 2.4 17.7 17.7 Cycle Q Clear(g_c),s 5.2 0.0 23.5 3.7 5.7 19.2 0.5 71.3 4.3 2.4 17.7 17.7 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 0.05 Lane Grp Cap(c),veh/h 280 0 326 133 323 271 369 1837 819 116 942 983 V/C Ratio(X) 0.28 0.00 0.90 0.41 0.26 0.80 0.04 0.97 0.12 0.58 0.40 0.40 Avail Cap(c_a),veh/h 385 0 442 192 405 341 527 1837 819 243 942 983 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 43.7 0.0 55.5 46.4 49.5 55.0 14.7 31.1 15.7 33.5 17.5 17.5 Incr Delay(d2),s/veh 0.5 0.0 17.7 2.0 0.4 10.2 0.0 15.4 0.3 4.5 1.3 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.2 0.0 11.5 1.6 2.5 7.8 0.2 30.0 1.5 1.3 6.7 6.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 44.3 0.0 73.2 48.4 49.9 65.3 14.8 46.4 16.0 38.0 18.7 18.7 LnGrp LOS D A E D D E B D B D B B Approach Vol,veh/h 374 356 1895 834 Approach Delay,s/veh 67.1 59.0 44.7 20.3 Approach LOS E E D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.5 32.1 9.1 85.3 12.0 33.6 11.6 82.8 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 15.5 *32 15.0 51.0 10.0 36.0 15.0 51.0 Max Q Clear Time(g_c+11),s 7.2 21.2 2.5 19.7 5.7 25.5 4.4 73.3 Green Ext Time(p-c),s 0.1 0.8 0.0 4.3 0.0 1.1 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 42.7 HCM 6th LOS D Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 6 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 10 1: Locust Grove Rd & Amity Rd 2025 Background Traffic with Mitigations(200 Seconds)-Weekday AIM Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 53 500 6 9 380 176 6 224 92 123 70 45 Future Volume(vph) 53 500 6 9 380 176 6 224 92 123 70 45 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.95 1.00 0.96 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1797 1710 1715 1710 1709 1710 1695 Flt Permitted 0.16 1.00 0.28 1.00 0.68 1.00 0.28 1.00 Satd. Flow(perm) 288 1797 498 1715 1220 1709 511 1695 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow(vph) 57 538 6 10 409 189 6 241 99 132 75 48 RTOR Reduction(vph) 0 1 0 0 16 0 0 17 0 0 24 0 Lane Group Flow(vph) 57 543 0 10 582 0 6 323 0 132 99 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 42.6 38.9 37.0 36.1 26.1 25.2 34.7 29.5 Effective Green,g(s) 42.6 38.9 37.0 36.1 26.1 25.2 34.7 29.5 Actuated g/C Ratio 0.47 0.43 0.41 0.40 0.29 0.28 0.38 0.33 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 194 774 216 686 357 477 265 554 v/s Ratio Prot c0.01 c0.30 0.00 c0.34 0.00 c0.19 c0.03 0.06 v/s Ratio Perm 0.13 0.02 0.00 0.16 v/c Ratio 0.29 0.70 0.05 0.85 0.02 0.68 0.50 0.18 Uniform Delay,d1 16.6 20.9 16.9 24.6 22.9 28.9 19.8 21.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.8 2.9 0.1 9.6 0.0 3.8 1.5 0.2 Delay(s) 17.5 23.8 17.0 34.2 22.9 32.7 21.3 21.9 Level of Service B C B C C C C C Approach Delay(s) 23.2 33.9 32.5 21.6 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length(s) 90.2 Sum of lost time(s) 20.0 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit-200s Cylce at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Background Traffic with Mitigations(200 Seconds)-Weekday AIM Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 53 500 6 9 380 176 6 224 92 123 70 45 Future Volume(veh/h) 53 500 6 9 380 176 6 224 92 123 70 45 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1786 1786 1800 1800 1800 Adj Flow Rate,veh/h 57 538 6 10 409 189 6 241 99 132 75 48 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh,% 0 0 0 0 0 0 0 1 1 0 0 0 Cap,vehlh 217 747 8 256 450 208 400 287 118 255 304 195 Arrive On Green 0.05 0.42 0.42 0.01 0.39 0.39 0.01 0.24 0.24 0.07 0.30 0.30 Sat Flow,veh/h 1714 1777 20 1714 1165 538 1714 1203 494 1714 1026 656 Grp Volume(v),veh/h 57 0 544 10 0 598 6 0 340 132 0 123 Grp Sat Flow(s),vehlh/In 1714 0 1796 1714 0 1703 1714 0 1697 1714 0 1682 Q Serve(g_s),s 1.5 0.0 19.2 0.3 0.0 25.3 0.2 0.0 14.5 4.3 0.0 4.2 Cycle Q Clear(g_c),s 1.5 0.0 19.2 0.3 0.0 25.3 0.2 0.0 14.5 4.3 0.0 4.2 Prop In Lane 1.00 0.01 1.00 0.32 1.00 0.29 1.00 0.39 Lane Grp Cap(c),veh/h 217 0 755 256 0 659 400 0 405 255 0 499 V/C Ratio(X) 0.26 0.00 0.72 0.04 0.00 0.91 0.02 0.00 0.84 0.52 0.00 0.25 Avail Cap(c_a),veh/h 250 0 826 347 0 783 499 0 780 255 0 773 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 17.2 0.0 18.4 15.7 0.0 22.1 21.7 0.0 27.6 20.8 0.0 20.3 Incr Delay(d2),s/veh 0.6 0.0 2.8 0.1 0.0 12.9 0.0 0.0 4.7 1.8 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.0 7.4 0.1 0.0 10.8 0.1 0.0 5.8 1.7 0.0 1.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 17.8 0.0 21.1 15.7 0.0 35.0 21.7 0.0 32.3 22.6 0.0 20.6 LnGrp LOS B A C B A C C A C C A C Approach Vol,veh/h 601 608 346 255 Approach Delay,s/veh 20.8 34.7 32.1 21.6 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 6.0 37.0 10.0 23.2 8.5 34.4 5.6 27.6 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 35.0 5.0 35.0 5.0 35.0 5.0 35.0 Max Q Clear Time(g_c+11),s 2.3 21.2 6.3 16.5 3.5 27.3 2.2 6.2 Green Ext Time(p-c),s 0.0 2.7 0.0 1.7 0.0 2.2 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 27.7 HCM 6th LOS C H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit-200s Cylce at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd025 Background Traffic with Mitigations(2000 Seconds)-Weekday AIM Peak Hour -11 --1. 4--- I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 44 407 2 9 327 77 2 182 22 31 51 5 Future Volume(vph) 44 407 2 9 327 77 2 182 22 31 51 5 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.97 1.00 0.98 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1799 1710 1734 855 1741 1710 1775 Flt Permitted 0.32 1.00 0.37 1.00 0.71 1.00 0.48 1.00 Satd. Flow(perm) 570 1799 669 1734 643 1741 866 1775 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow(vph) 51 468 2 10 376 89 2 209 25 36 59 6 RTOR Reduction(vph) 0 0 0 0 10 0 0 5 0 0 5 0 Lane Group Flow(vph) 51 470 0 10 455 0 2 229 0 36 60 0 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 100% 1% 8% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 30.2 27.7 27.0 26.1 15.2 14.5 16.8 15.3 Effective Green,g(s) 30.2 27.7 27.0 26.1 15.2 14.5 16.8 15.3 Actuated g/C Ratio 0.47 0.43 0.42 0.40 0.24 0.22 0.26 0.24 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 310 771 294 700 153 390 244 420 v/s Ratio Prot c0.01 0.26 0.00 c0.26 0.00 c0.13 c0.00 0.03 v/s Ratio Perm 0.07 0.01 0.00 0.03 v/c Ratio 0.16 0.61 0.03 0.65 0.01 0.59 0.15 0.14 Uniform Delay,d1 10.3 14.3 11.3 15.6 18.9 22.4 18.2 19.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 1.4 0.0 2.1 0.0 2.2 0.3 0.2 Delay(s) 10.5 15.6 11.4 17.6 19.0 24.6 18.4 19.6 Level of Service B B B B B C B B Approach Delay(s) 15.1 17.5 24.6 19.2 Approach LOS B B C B Intersection Summary HCM 2000 Control Delay 18.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length(s) 64.6 Sum of lost time(s) 20.0 Intersection Capacity Utilization 59.6% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit-200s Cylce at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd025 Background Traffic with Mitigations(2000 Seconds)-Weekday AIM Peak Hour -11 --1. 4--- I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 44 407 2 9 327 77 2 182 22 31 51 5 Future Volume(veh/h) 44 407 2 9 327 77 2 182 22 31 51 5 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1786 396 1786 1786 1800 1800 1800 Adj Flow Rate,veh/h 51 468 2 10 376 89 2 209 25 36 59 6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh,% 0 0 0 0 1 1 100 1 1 0 0 0 Cap,vehlh 306 662 3 296 463 110 195 282 34 270 348 35 Arrive On Green 0.05 0.37 0.37 0.01 0.33 0.33 0.00 0.18 0.18 0.04 0.22 0.22 Sat Flow,veh/h 1714 1791 8 1714 1396 330 377 1565 187 1714 1607 163 Grp Volume(v),veh/h 51 0 470 10 0 465 2 0 234 36 0 65 Grp Sat Flow(s),vehlh/In 1714 0 1799 1714 0 1726 377 0 1752 1714 0 1771 Q Serve(g_s),s 1.0 0.0 11.2 0.2 0.0 12.4 0.1 0.0 6.3 0.8 0.0 1.5 Cycle Q Clear(g_c),s 1.0 0.0 11.2 0.2 0.0 12.4 0.1 0.0 6.3 0.8 0.0 1.5 Prop In Lane 1.00 0.00 1.00 0.19 1.00 0.11 1.00 0.09 Lane Grp Cap(c),veh/h 306 0 664 296 0 573 195 0 315 270 0 383 V/C Ratio(X) 0.17 0.00 0.71 0.03 0.00 0.81 0.01 0.00 0.74 0.13 0.00 0.17 Avail Cap(c_a),veh/h 390 0 896 615 0 1032 232 0 698 373 0 706 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 11.5 0.0 13.5 11.7 0.0 15.3 16.9 0.0 19.5 16.0 0.0 16.0 Incr Delay(d2),s/veh 0.3 0.0 1.6 0.0 0.0 2.8 0.0 0.0 3.5 0.2 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 0.0 3.5 0.1 0.0 4.0 0.0 0.0 2.4 0.3 0.0 0.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.7 0.0 15.2 11.8 0.0 18.2 16.9 0.0 22.9 16.3 0.0 16.2 LnGrp LOS B A B B A B B A C B A B Approach Vol,veh/h 521 475 236 101 Approach Delay,s/veh 14.8 18.1 22.9 16.2 Approach LOS B B C B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 5.7 23.5 7.0 14.0 7.5 21.6 5.1 15.9 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 10.0 25.0 5.0 20.0 5.0 30.0 5.0 20.0 Max Q Clear Time(g_c+11),s 2.2 13.2 2.8 8.3 3.0 14.4 2.1 3.5 Green Ext Time(p-c),s 0.0 2.0 0.0 0.8 0.0 2.3 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit-200s Cylce at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic with Mitigations(200 Seconds)-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vph) 74 218 59 51 80 204 13 1679 89 63 703 18 Future Volume(vph) 74 218 59 51 80 204 13 1679 89 63 703 18 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1710 1729 1644 1800 1515 1710 3386 1515 1710 3332 Flt Permitted 0.66 1.00 0.20 1.00 1.00 0.33 1.00 1.00 0.04 1.00 Satd. Flow(perm) 1181 1729 338 1800 1515 594 3386 1515 80 3332 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 79 232 63 54 85 217 14 1786 95 67 748 19 RTOR Reduction(vph) 0 5 0 0 0 80 0 0 37 0 1 0 Lane Group Flow(vph) 79 290 0 54 85 137 14 1786 58 67 766 0 Heavy Vehicles(%) 0% 1% 0% 4% 0% 1% 0% 1% 1% 0% 2% 13% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 8 4 Actuated Green,G(s) 44.4 36.8 42.8 36.5 36.5 124.9 121.8 121.8 132.9 125.8 Effective Green,g(s) 44.4 36.8 42.8 36.5 36.5 124.9 121.8 121.8 132.9 125.8 Actuated g/C Ratio 0.22 0.18 0.21 0.18 0.18 0.62 0.61 0.61 0.66 0.63 Clearance Time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 282 318 113 328 276 388 2062 922 111 2095 v/s Ratio Prot 0.01 c0.17 c0.01 0.05 0.00 c0.53 c0.02 0.23 v/s Ratio Perm 0.05 0.09 0.09 0.02 0.04 c0.38 v/c Ratio 0.28 0.91 0.48 0.26 0.50 0.04 0.87 0.06 0.60 0.37 Uniform Delay,d1 63.5 80.0 65.4 70.1 73.5 14.5 32.4 15.9 35.6 17.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 29.0 3.2 0.4 1.4 0.0 5.2 0.1 8.9 0.5 Delay(s) 64.0 109.1 68.6 70.6 74.9 14.5 37.6 16.0 44.5 18.4 Level of Service E F E E E B D B D B Approach Delay(s) 99.5 72.9 36.3 20.5 Approach LOS F E D C Intersection Summary HCM 2000 Control Delay 43.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length(s) 200.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 92.8% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit-200s Cylce at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 5 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic with Mitigations(200 Seconds)-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vehlh) 74 218 59 51 80 204 13 1679 89 63 703 18 Future Volume(veh/h) 74 218 59 51 80 204 13 1679 89 63 703 18 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1786 1744 1800 1786 1800 1786 1786 1800 1772 1772 Adj Flow Rate,veh/h 79 232 63 54 85 217 14 1786 95 67 748 19 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 1 1 4 0 1 0 1 1 0 2 2 Cap,vehlh 234 246 67 90 317 267 421 2133 951 128 2145 54 Arrive On Green 0.03 0.18 0.18 0.03 0.18 0.18 0.01 0.63 0.63 0.02 0.64 0.64 Sat Flow,veh/h 1714 1353 367 1661 1800 1514 1714 3393 1514 1714 3355 85 Grp Volume(v),veh/h 79 0 295 54 85 217 14 1786 95 67 375 392 Grp Sat Flow(s),vehlh/In 1714 0 1720 1661 1800 1514 1714 1697 1514 1714 1683 1757 Q Serve(g_s),s 6.7 0.0 33.9 5.0 8.2 27.6 0.6 82.6 5.0 2.8 20.7 20.7 Cycle Q Clear(g_c),s 6.7 0.0 33.9 5.0 8.2 27.6 0.6 82.6 5.0 2.8 20.7 20.7 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 0.05 Lane Grp Cap(c),veh/h 234 0 313 90 317 267 421 2133 951 128 1076 1123 V/C Ratio(X) 0.34 0.00 0.94 0.60 0.27 0.81 0.03 0.84 0.10 0.52 0.35 0.35 Avail Cap(c_a),veh/h 234 0 344 90 354 297 440 2133 951 146 1076 1123 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 66.6 0.0 80.7 70.7 71.2 79.2 13.8 29.1 14.7 36.5 16.7 16.7 Incr Delay(d2),s/veh 0.8 0.0 32.4 10.3 0.4 14.5 0.0 4.1 0.2 3.3 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.4 0.0 17.6 2.5 3.8 11.7 0.2 32.6 1.7 1.9 8.0 8.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 67.4 0.0 113.1 81.0 71.7 93.8 13.8 33.2 14.9 39.7 17.6 17.6 LnGrp LOS E A F F E F B C B D B B Approach Vol,veh/h 374 356 1895 834 Approach Delay,s/veh 103.5 86.6 32.2 19.4 Approach LOS F F C B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.2 42.2 9.7 134.9 12.0 43.4 11.9 132.7 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 6.7 *39 5.0 122.0 5.0 40.0 7.0 120.0 Max Q Clear Time(g_c+11),s 8.7 29.6 2.6 22.7 7.0 35.9 4.8 84.6 Green Ext Time(p-c),s 0.0 0.7 0.0 4.4 0.0 0.5 0.0 17.7 Intersection Summary HCM 6th Ctrl Delay 42.4 HCM 6th LOS D Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundAM_Mit-200s Cylce at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 6 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Background Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 54 297 33 33 534 131 15 184 17 150 384 66 Future Volume(vph) 54 297 33 33 534 131 15 184 17 150 384 66 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.97 1.00 0.99 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1773 1710 1747 1710 1777 1710 1760 Flt Permitted 0.11 1.00 0.46 1.00 0.25 1.00 0.39 1.00 Satd. Flow(perm) 194 1773 836 1747 446 1777 706 1760 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow(vph) 56 309 34 34 556 136 16 192 18 156 400 69 RTOR Reduction(vph) 0 4 0 0 9 0 0 3 0 0 6 0 Lane Group Flow(vph) 56 339 0 34 683 0 16 207 0 156 463 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 44.1 40.4 42.1 39.4 22.4 20.6 35.0 28.2 Effective Green,g(s) 44.1 40.4 42.1 39.4 22.4 20.6 35.0 28.2 Actuated g/C Ratio 0.47 0.43 0.45 0.42 0.24 0.22 0.38 0.30 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 152 769 403 739 131 393 366 533 v/s Ratio Prot c0.01 0.19 0.00 c0.39 0.00 0.12 c0.04 c0.26 v/s Ratio Perm 0.16 0.04 0.03 0.12 v/c Ratio 0.37 0.44 0.08 0.92 0.12 0.53 0.43 0.87 Uniform Delay,d1 18.4 18.4 14.5 25.4 27.7 32.0 20.5 30.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.5 0.4 0.1 17.3 0.4 1.3 0.8 14.0 Delay(s) 19.9 18.8 14.6 42.7 28.1 33.2 21.3 44.7 Level of Service B B B D C C C D Approach Delay(s) 19.0 41.4 32.9 38.8 Approach LOS B D C D Intersection Summary HCM 2000 Control Delay 35.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length(s) 93.1 Sum of lost time(s) 20.0 Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Background Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 54 297 33 33 534 131 15 184 17 150 384 66 Future Volume(veh/h) 54 297 33 33 534 131 15 184 17 150 384 66 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 56 309 34 34 556 136 16 192 18 156 400 69 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 0 0 0 0 0 0 0 0 0 0 0 0 Cap,vehlh 181 688 76 430 589 144 144 363 34 367 440 76 Arrive On Green 0.04 0.43 0.43 0.03 0.42 0.42 0.02 0.22 0.22 0.09 0.29 0.29 Sat Flow,veh/h 1714 1593 175 1714 1397 342 1714 1621 152 1714 1496 258 Grp Volume(v),veh/h 56 0 343 34 0 692 16 0 210 156 0 469 Grp Sat Flow(s),vehlh/In 1714 0 1768 1714 0 1738 1714 0 1773 1714 0 1754 Q Serve(g_s),s 1.6 0.0 12.2 1.0 0.0 34.1 0.6 0.0 9.3 5.9 0.0 23.0 Cycle Q Clear(g_c),s 1.6 0.0 12.2 1.0 0.0 34.1 0.6 0.0 9.3 5.9 0.0 23.0 Prop In Lane 1.00 0.10 1.00 0.20 1.00 0.09 1.00 0.15 Lane Grp Cap(c),veh/h 181 0 764 430 0 733 144 0 398 367 0 515 V/C Ratio(X) 0.31 0.00 0.45 0.08 0.00 0.94 0.11 0.00 0.53 0.43 0.00 0.91 Avail Cap(c_a),veh/h 205 0 792 471 0 779 209 0 496 408 0 589 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 20.3 0.0 17.9 14.3 0.0 24.8 27.5 0.0 30.5 22.6 0.0 30.4 Incr Delay(d2),s/veh 1.0 0.0 0.4 0.1 0.0 19.3 0.3 0.0 1.1 0.8 0.0 16.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 4.6 0.3 0.0 16.1 0.3 0.0 3.8 2.3 0.0 11.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 21.3 0.0 18.3 14.4 0.0 44.1 27.8 0.0 31.6 23.4 0.0 47.3 LnGrp LOS C A B B A D C A C C A D Approach Vol,veh/h 399 726 226 625 Approach Delay,s/veh 18.7 42.7 31.3 41.4 Approach LOS B D C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 7.8 43.6 12.9 25.0 8.8 42.7 6.6 31.2 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 40.0 10.0 25.0 5.0 40.0 5.0 30.0 Max Q Clear Time(g_c+11),s 3.0 14.2 7.9 11.3 3.6 36.1 2.6 25.0 Green Ext Time(p-c),s 0.0 1.9 0.1 0.8 0.0 1.5 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 36.1 HCM 6th LOS D H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Background Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 15 356 6 46 505 119 3 72 23 180 222 32 Future Volume(vph) 15 356 6 46 505 119 3 72 23 180 222 32 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.97 1.00 0.96 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1778 1629 1749 1710 1734 1710 1766 Flt Permitted 0.12 1.00 0.36 1.00 0.58 1.00 0.48 1.00 Satd. Flow(perm) 221 1778 612 1749 1043 1734 860 1766 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow(vph) 17 414 7 53 587 138 3 84 27 209 258 37 RTOR Reduction(vph) 0 1 0 0 8 0 0 14 0 0 6 0 Lane Group Flow(vph) 17 420 0 53 717 0 3 97 0 209 289 0 Heavy Vehicles(%) 0% 1% 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 33.7 32.6 37.1 34.3 12.3 11.5 27.7 21.9 Effective Green,g(s) 33.7 32.6 37.1 34.3 12.3 11.5 27.7 21.9 Actuated g/C Ratio 0.43 0.42 0.48 0.44 0.16 0.15 0.35 0.28 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 116 742 327 768 171 255 426 495 v/s Ratio Prot 0.00 0.24 c0.01 c0.41 0.00 0.06 c0.07 c0.16 v/s Ratio Perm 0.06 0.07 0.00 0.10 v/c Ratio 0.15 0.57 0.16 0.93 0.02 0.38 0.49 0.58 Uniform Delay,d1 16.2 17.4 11.9 20.8 27.8 30.1 18.7 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 1.0 0.2 18.1 0.0 1.0 0.9 1.8 Delay(s) 16.8 18.4 12.1 38.9 27.8 31.0 19.6 25.9 Level of Service B B B D C C B C Approach Delay(s) 18.3 37.1 31.0 23.3 Approach LOS B D C C Intersection Summary HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 78.1 Sum of lost time(s) 20.0 Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Background Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 15 356 6 46 505 119 3 72 23 180 222 32 Future Volume(veh/h) 15 356 6 46 505 119 3 72 23 180 222 32 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1786 1730 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 17 414 7 53 587 138 3 84 27 209 258 37 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh,% 0 1 1 5 0 0 0 0 0 0 0 0 Cap,vehlh 184 743 13 405 635 149 187 126 41 378 347 50 Arrive On Green 0.02 0.42 0.42 0.05 0.45 0.45 0.00 0.10 0.10 0.13 0.23 0.23 Sat Flow,veh/h 1714 1751 30 1647 1409 331 1714 1305 419 1714 1539 221 Grp Volume(v),veh/h 17 0 421 53 0 725 3 0 111 209 0 295 Grp Sat Flow(s),vehlh/In 1714 0 1781 1647 0 1740 1714 0 1724 1714 0 1760 Q Serve(g_s),s 0.4 0.0 11.9 1.2 0.0 26.2 0.1 0.0 4.1 6.9 0.0 10.4 Cycle Q Clear(g_c),s 0.4 0.0 11.9 1.2 0.0 26.2 0.1 0.0 4.1 6.9 0.0 10.4 Prop In Lane 1.00 0.02 1.00 0.19 1.00 0.24 1.00 0.13 Lane Grp Cap(c),veh/h 184 0 755 405 0 785 187 0 167 378 0 396 V/C Ratio(X) 0.09 0.00 0.56 0.13 0.00 0.92 0.02 0.00 0.67 0.55 0.00 0.74 Avail Cap(c_a),veh/h 329 0 934 451 0 861 308 0 465 459 0 659 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 15.0 0.0 14.5 10.8 0.0 17.2 27.1 0.0 29.1 21.2 0.0 24.1 Incr Delay(d2),s/veh 0.2 0.0 0.6 0.1 0.0 14.7 0.0 0.0 4.5 1.3 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 0.0 3.9 0.3 0.0 11.1 0.0 0.0 1.7 2.5 0.0 4.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 15.2 0.0 15.1 10.9 0.0 31.9 27.1 0.0 33.6 22.5 0.0 26.9 LnGrp LOS B A B B A C C A C C A C Approach Vol,veh/h 438 778 114 504 Approach Delay,s/veh 15.1 30.5 33.4 25.0 Approach LOS B C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.1 33.3 13.8 11.5 6.4 35.1 5.3 20.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 35.0 12.0 18.0 7.0 33.0 5.0 25.0 Max Q Clear Time(g_c+11),s 3.2 13.9 8.9 6.1 2.4 28.2 2.1 12.4 Green Ext Time(p-c),s 0.0 2.2 0.2 0.3 0.0 1.9 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vph) 21 121 6 106 305 127 21 978 70 142 1718 73 Future Volume(vph) 21 121 6 106 305 127 21 978 70 142 1718 73 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1710 1788 1710 1782 1509 1710 3386 1530 1693 3364 Flt Permitted 0.34 1.00 0.46 1.00 1.00 0.05 1.00 1.00 0.17 1.00 Satd. Flow(perm) 613 1788 836 1782 1509 97 3386 1530 310 3364 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 22 125 6 109 314 131 22 1008 72 146 1771 75 RTOR Reduction(vph) 0 1 0 0 0 102 0 0 36 0 1 0 Lane Group Flow(vph) 22 130 0 109 314 29 22 1008 36 146 1845 0 Confl. Peds.(#/hr) 1 1 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 0% 1% 0% 1% 1% 2% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 8 4 Actuated Green,G(s) 28.8 24.3 44.2 33.2 33.2 78.4 74.3 74.3 92.2 81.2 Effective Green,g(s) 28.8 24.3 44.2 33.2 33.2 78.4 74.3 74.3 92.2 81.2 Actuated g/C Ratio 0.19 0.16 0.29 0.22 0.22 0.52 0.50 0.50 0.61 0.54 Clearance Time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 150 289 318 394 333 94 1677 757 291 1821 v/s Ratio Prot 0.00 0.07 c0.03 c0.18 0.01 0.30 c0.04 c0.55 v/s Ratio Perm 0.02 0.07 0.02 0.12 0.02 0.27 v/c Ratio 0.15 0.45 0.34 0.80 0.09 0.23 0.60 0.05 0.50 1.01 Uniform Delay,dl 49.9 56.8 40.2 55.2 46.4 32.5 27.2 19.6 16.8 34.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 1.1 0.6 10.7 0.1 1.3 1.6 0.1 1.4 24.3 Delay(s) 50.4 57.9 40.9 65.9 46.5 33.8 28.8 19.7 18.2 58.7 Level of Service D E D E D C C B B E Approach Delay(s) 56.8 56.4 28.3 55.8 Approach LOS E E C E Intersection Summary HCM 2000 Control Delay 47.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 100.6% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 5 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vehlh) 21 121 6 106 305 127 21 978 70 142 1718 73 Future Volume(veh/h) 21 121 6 106 305 127 21 978 70 142 1718 73 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1800 1800 1786 1800 1786 1786 1786 Adj Flow Rate,veh/h 22 125 6 109 314 131 22 1008 72 146 1771 75 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 0 0 0 0 1 0 0 1 0 1 1 1 Cap,vehlh 99 241 12 250 341 291 108 1880 845 318 1943 82 Arrive On Green 0.02 0.14 0.14 0.07 0.19 0.19 0.02 0.55 0.55 0.05 0.59 0.59 Sat Flow,veh/h 1714 1703 82 1714 1786 1523 1714 3393 1525 1701 3318 140 Grp Volume(v),veh/h 22 0 131 109 314 131 22 1008 72 146 901 945 Grp Sat Flow(s),vehlh/In 1714 0 1785 1714 1786 1523 1714 1697 1525 1701 1697 1761 Q Serve(g_s),s 1.6 0.0 10.2 7.9 25.9 11.4 0.8 28.3 3.3 5.6 70.3 72.1 Cycle Q Clear(g_c),s 1.6 0.0 10.2 7.9 25.9 11.4 0.8 28.3 3.3 5.6 70.3 72.1 Prop In Lane 1.00 0.05 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c),veh/h 99 0 253 250 341 291 108 1880 845 318 994 1031 V/C Ratio(X) 0.22 0.00 0.52 0.44 0.92 0.45 0.20 0.54 0.09 0.46 0.91 0.92 Avail Cap(c_a),veh/h 242 0 369 309 375 320 245 1880 845 400 994 1031 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 54.6 0.0 59.6 49.1 59.5 53.7 30.4 21.2 15.7 16.5 27.5 27.8 Incr Delay(d2),s/veh 1.1 0.0 1.6 1.2 26.2 1.1 0.9 1.1 0.2 1.0 13.3 14.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.7 0.0 4.6 3.4 13.9 4.3 0.4 10.7 1.1 2.1 29.1 31.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 55.7 0.0 61.3 50.3 85.7 54.8 31.3 22.3 15.8 17.6 40.8 41.8 LnGrp LOS E A E D F D C C B B D D Approach Vol,veh/h 153 554 1102 1992 Approach Delay,s/veh 60.5 71.4 22.1 39.6 Approach LOS E E C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.5 35.7 10.0 94.8 16.9 28.2 14.7 90.1 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 15.5 *32 15.0 61.0 15.0 31.0 15.0 61.0 Max Q Clear Time(g_c+11),s 3.6 27.9 2.8 74.1 9.9 12.2 7.6 30.3 Green Ext Time(p-c),s 0.0 0.7 0.0 0.0 0.1 0.5 0.2 7.3 Intersection Summary HCM 6th Ctrl Delay 40.0 HCM 6th LOS D Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025BackgroundPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 6 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Background Traffic with Mitigations(200 Seconds)-Weekday PM Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 54 297 33 33 534 131 15 184 17 150 384 66 Future Volume(vph) 54 297 33 33 534 131 15 184 17 150 384 66 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.97 1.00 0.99 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1773 1710 1747 1710 1777 1710 1760 Flt Permitted 0.11 1.00 0.46 1.00 0.25 1.00 0.39 1.00 Satd. Flow(perm) 194 1773 836 1747 446 1777 706 1760 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow(vph) 56 309 34 34 556 136 16 192 18 156 400 69 RTOR Reduction(vph) 0 4 0 0 9 0 0 3 0 0 6 0 Lane Group Flow(vph) 56 339 0 34 683 0 16 207 0 156 463 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 44.1 40.4 42.1 39.4 22.4 20.6 35.0 28.2 Effective Green,g(s) 44.1 40.4 42.1 39.4 22.4 20.6 35.0 28.2 Actuated g/C Ratio 0.47 0.43 0.45 0.42 0.24 0.22 0.38 0.30 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 152 769 403 739 131 393 366 533 v/s Ratio Prot c0.01 0.19 0.00 c0.39 0.00 0.12 c0.04 c0.26 v/s Ratio Perm 0.16 0.04 0.03 0.12 v/c Ratio 0.37 0.44 0.08 0.92 0.12 0.53 0.43 0.87 Uniform Delay,d1 18.4 18.4 14.5 25.4 27.7 32.0 20.5 30.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.5 0.4 0.1 17.3 0.4 1.3 0.8 14.0 Delay(s) 19.9 18.8 14.6 42.7 28.1 33.2 21.3 44.7 Level of Service B B B D C C C D Approach Delay(s) 19.0 41.4 32.9 38.8 Approach LOS B D C D Intersection Summary HCM 2000 Control Delay 35.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length(s) 93.1 Sum of lost time(s) 20.0 Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025BackgroundPM_Mit-200 cycle at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Background Traffic with Mitigations(200 Seconds)-Weekday PM Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 54 297 33 33 534 131 15 184 17 150 384 66 Future Volume(veh/h) 54 297 33 33 534 131 15 184 17 150 384 66 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 56 309 34 34 556 136 16 192 18 156 400 69 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 0 0 0 0 0 0 0 0 0 0 0 0 Cap,vehlh 181 688 76 430 589 144 144 363 34 367 440 76 Arrive On Green 0.04 0.43 0.43 0.03 0.42 0.42 0.02 0.22 0.22 0.09 0.29 0.29 Sat Flow,veh/h 1714 1593 175 1714 1397 342 1714 1621 152 1714 1496 258 Grp Volume(v),veh/h 56 0 343 34 0 692 16 0 210 156 0 469 Grp Sat Flow(s),vehlh/In 1714 0 1768 1714 0 1738 1714 0 1773 1714 0 1754 Q Serve(g_s),s 1.6 0.0 12.2 1.0 0.0 34.1 0.6 0.0 9.3 5.9 0.0 23.0 Cycle Q Clear(g_c),s 1.6 0.0 12.2 1.0 0.0 34.1 0.6 0.0 9.3 5.9 0.0 23.0 Prop In Lane 1.00 0.10 1.00 0.20 1.00 0.09 1.00 0.15 Lane Grp Cap(c),veh/h 181 0 764 430 0 733 144 0 398 367 0 515 V/C Ratio(X) 0.31 0.00 0.45 0.08 0.00 0.94 0.11 0.00 0.53 0.43 0.00 0.91 Avail Cap(c_a),veh/h 205 0 792 471 0 779 209 0 496 408 0 589 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 20.3 0.0 17.9 14.3 0.0 24.8 27.5 0.0 30.5 22.6 0.0 30.4 Incr Delay(d2),s/veh 1.0 0.0 0.4 0.1 0.0 19.3 0.3 0.0 1.1 0.8 0.0 16.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 4.6 0.3 0.0 16.1 0.3 0.0 3.8 2.3 0.0 11.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 21.3 0.0 18.3 14.4 0.0 44.1 27.8 0.0 31.6 23.4 0.0 47.3 LnGrp LOS C A B B A D C A C C A D Approach Vol,veh/h 399 726 226 625 Approach Delay,s/veh 18.7 42.7 31.3 41.4 Approach LOS B D C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 7.8 43.6 12.9 25.0 8.8 42.7 6.6 31.2 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 40.0 10.0 25.0 5.0 40.0 5.0 30.0 Max Q Clear Time(g_c+11),s 3.0 14.2 7.9 11.3 3.6 36.1 2.6 25.0 Green Ext Time(p-c),s 0.0 1.9 0.1 0.8 0.0 1.5 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 36.1 HCM 6th LOS D H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025BackgroundPM_Mit-200 cycle at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd025 Background Traffic with Mitigations(2000 Seconds)-Weekday PM Peak Hour -11 --1. 4--- I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 15 356 6 46 505 119 3 72 23 180 222 32 Future Volume(vph) 15 356 6 46 505 119 3 72 23 180 222 32 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.97 1.00 0.96 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1778 1629 1749 1710 1734 1710 1766 Flt Permitted 0.12 1.00 0.36 1.00 0.58 1.00 0.48 1.00 Satd. Flow(perm) 221 1778 612 1749 1043 1734 860 1766 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow(vph) 17 414 7 53 587 138 3 84 27 209 258 37 RTOR Reduction(vph) 0 1 0 0 8 0 0 14 0 0 6 0 Lane Group Flow(vph) 17 420 0 53 717 0 3 97 0 209 289 0 Heavy Vehicles(%) 0% 1% 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 33.7 32.6 37.1 34.3 12.3 11.5 27.7 21.9 Effective Green,g(s) 33.7 32.6 37.1 34.3 12.3 11.5 27.7 21.9 Actuated g/C Ratio 0.43 0.42 0.48 0.44 0.16 0.15 0.35 0.28 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 116 742 327 768 171 255 426 495 v/s Ratio Prot 0.00 0.24 c0.01 c0.41 0.00 0.06 c0.07 c0.16 v/s Ratio Perm 0.06 0.07 0.00 0.10 v/c Ratio 0.15 0.57 0.16 0.93 0.02 0.38 0.49 0.58 Uniform Delay,d1 16.2 17.4 11.9 20.8 27.8 30.1 18.7 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 1.0 0.2 18.1 0.0 1.0 0.9 1.8 Delay(s) 16.8 18.4 12.1 38.9 27.8 31.0 19.6 25.9 Level of Service B B B D C C B C Approach Delay(s) 18.3 37.1 31.0 23.3 Approach LOS B D C C Intersection Summary HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 78.1 Sum of lost time(s) 20.0 Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025BackgroundPM_Mit-200 cycle at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd025 Background Traffic with Mitigations(2000 Seconds)-Weekday PM Peak Hour -11 --1. 4--- I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 15 356 6 46 505 119 3 72 23 180 222 32 Future Volume(veh/h) 15 356 6 46 505 119 3 72 23 180 222 32 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1786 1730 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 17 414 7 53 587 138 3 84 27 209 258 37 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh,% 0 1 1 5 0 0 0 0 0 0 0 0 Cap,vehlh 184 743 13 405 635 149 187 126 41 378 347 50 Arrive On Green 0.02 0.42 0.42 0.05 0.45 0.45 0.00 0.10 0.10 0.13 0.23 0.23 Sat Flow,veh/h 1714 1751 30 1647 1409 331 1714 1305 419 1714 1539 221 Grp Volume(v),veh/h 17 0 421 53 0 725 3 0 111 209 0 295 Grp Sat Flow(s),vehlh/In 1714 0 1781 1647 0 1740 1714 0 1724 1714 0 1760 Q Serve(g_s),s 0.4 0.0 11.9 1.2 0.0 26.2 0.1 0.0 4.1 6.9 0.0 10.4 Cycle Q Clear(g_c),s 0.4 0.0 11.9 1.2 0.0 26.2 0.1 0.0 4.1 6.9 0.0 10.4 Prop In Lane 1.00 0.02 1.00 0.19 1.00 0.24 1.00 0.13 Lane Grp Cap(c),veh/h 184 0 755 405 0 785 187 0 167 378 0 396 V/C Ratio(X) 0.09 0.00 0.56 0.13 0.00 0.92 0.02 0.00 0.67 0.55 0.00 0.74 Avail Cap(c_a),veh/h 329 0 934 451 0 861 308 0 465 459 0 659 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 15.0 0.0 14.5 10.8 0.0 17.2 27.1 0.0 29.1 21.2 0.0 24.1 Incr Delay(d2),s/veh 0.2 0.0 0.6 0.1 0.0 14.7 0.0 0.0 4.5 1.3 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 0.0 3.9 0.3 0.0 11.1 0.0 0.0 1.7 2.5 0.0 4.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 15.2 0.0 15.1 10.9 0.0 31.9 27.1 0.0 33.6 22.5 0.0 26.9 LnGrp LOS B A B B A C C A C C A C Approach Vol,veh/h 438 778 114 504 Approach Delay,s/veh 15.1 30.5 33.4 25.0 Approach LOS B C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.1 33.3 13.8 11.5 6.4 35.1 5.3 20.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 35.0 12.0 18.0 7.0 33.0 5.0 25.0 Max Q Clear Time(g_c+11),s 3.2 13.9 8.9 6.1 2.4 28.2 2.1 12.4 Green Ext Time(p-c),s 0.0 2.2 0.2 0.3 0.0 1.9 0.0 1.2 Intersection Summary HCM 6th Ctrl Delay 25.5 HCM 6th LOS C H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025BackgroundPM_Mit-200 cycle at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic with Mitigations(200 Seconds)-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vph) 21 121 6 106 305 127 21 978 70 142 1718 73 Future Volume(vph) 21 121 6 106 305 127 21 978 70 142 1718 73 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1710 1788 1710 1782 1509 1710 3386 1530 1693 3364 Flt Permitted 0.21 1.00 0.44 1.00 1.00 0.05 1.00 1.00 0.21 1.00 Satd. Flow(perm) 381 1788 797 1782 1509 89 3386 1530 371 3364 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 22 125 6 109 314 131 22 1008 72 146 1771 75 RTOR Reduction(vph) 0 1 0 0 0 105 0 0 29 0 1 0 Lane Group Flow(vph) 22 130 0 109 314 26 22 1008 43 146 1845 0 Confl. Peds.(#/hr) 1 1 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 0% 1% 0% 1% 1% 2% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 8 4 Actuated Green,G(s) 34.3 31.2 49.1 39.5 39.5 122.3 119.0 119.0 137.4 127.1 Effective Green,g(s) 34.3 31.2 49.1 39.5 39.5 122.3 119.0 119.0 137.4 127.1 Actuated g/C Ratio 0.17 0.16 0.25 0.20 0.20 0.61 0.60 0.60 0.69 0.64 Clearance Time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 85 278 243 351 298 81 2014 910 330 2137 v/s Ratio Prot 0.00 0.07 c0.02 c0.18 0.00 0.30 c0.03 c0.55 v/s Ratio Perm 0.04 0.09 0.02 0.16 0.03 0.28 v/c Ratio 0.26 0.47 0.45 0.89 0.09 0.27 0.50 0.05 0.44 0.86 Uniform Delay,dl 70.5 76.8 61.3 78.2 65.5 29.1 23.4 16.9 14.7 29.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.6 1.2 1.3 23.9 0.1 1.8 0.9 0.1 0.9 4.9 Delay(s) 72.1 78.1 62.6 102.1 65.7 30.9 24.3 17.0 15.7 34.3 Level of Service E E E F E C C B B C Approach Delay(s) 77.2 85.7 23.9 33.0 Approach LOS E F C C Intersection Summary HCM 2000 Control Delay 39.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length(s) 200.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 100.6% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025BackgroundPM_Mit-200 cycle at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 5 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Background Traffic with Mitigations(200 Seconds)-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vehlh) 21 121 6 106 305 127 21 978 70 142 1718 73 Future Volume(veh/h) 21 121 6 106 305 127 21 978 70 142 1718 73 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1800 1800 1786 1800 1786 1786 1786 Adj Flow Rate,veh/h 22 125 6 109 314 131 22 1008 72 146 1771 75 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 0 0 0 0 1 0 0 1 0 1 1 1 Cap,vehlh 81 271 13 225 337 288 119 2080 935 333 2118 89 Arrive On Green 0.02 0.16 0.16 0.05 0.19 0.19 0.02 0.61 0.61 0.04 0.64 0.64 Sat Flow,veh/h 1714 1703 82 1714 1786 1523 1714 3393 1525 1701 3318 140 Grp Volume(v),veh/h 22 0 131 109 314 131 22 1008 72 146 901 945 Grp Sat Flow(s),vehlh/In 1714 0 1785 1714 1786 1523 1714 1697 1525 1701 1697 1761 Q Serve(g_s),s 2.1 0.0 13.3 9.0 34.6 15.3 1.0 32.7 3.8 6.5 81.8 83.8 Cycle Q Clear(g_c),s 2.1 0.0 13.3 9.0 34.6 15.3 1.0 32.7 3.8 6.5 81.8 83.8 Prop In Lane 1.00 0.05 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c),veh/h 81 0 284 225 337 288 119 2080 935 333 1083 1124 V/C Ratio(X) 0.27 0.00 0.46 0.48 0.93 0.46 0.18 0.48 0.08 0.44 0.83 0.84 Avail Cap(c_a),veh/h 94 0 345 225 388 331 132 2080 935 388 1083 1124 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 70.8 0.0 76.3 69.5 79.8 72.0 30.9 21.3 15.7 16.7 27.9 28.2 Incr Delay(d2),s/veh 1.8 0.0 1.2 1.6 27.0 1.1 0.7 0.8 0.2 0.9 7.5 7.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.0 0.0 6.2 1.0 18.3 6.0 0.5 12.8 1.4 2.5 33.1 35.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 72.6 0.0 77.5 71.1 106.8 73.1 31.6 22.1 15.9 17.6 35.3 35.9 LnGrp LOS E A E E F E C C B B D D Approach Vol,veh/h 153 554 1102 1992 Approach Delay,s/veh 76.8 91.8 21.9 34.3 Approach LOS E F C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.0 44.8 10.5 134.7 16.0 38.8 15.6 129.6 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 5.1 *44 5.0 119.4 9.0 38.6 15.0 109.4 Max Q Clear Time(g_c+11),s 4.1 36.6 3.0 85.8 11.0 15.3 8.5 34.7 Green Ext Time(p-c),s 0.0 1.2 0.0 16.6 0.0 0.5 0.2 7.9 Intersection Summary HCM 6th Ctrl Delay 40.8 HCM 6th LOS D Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025BackgroundPM_Mit-200 cycle at 69.syn Synchro 10 Report Kittelson&Associates, Inc. Page 6 MOVEMENT SUMMARY V Site: 102 [Locust Grove/Lake Hazel BKAM] Background AM operations Roundabout TotalMovement Performance-Vehicles Mov OD Demand Flows Deg. Average Level of 95%Back of Queue Prop. Effective Average ID Mov Stop Rate South:Locust Grove Road 3 L2 2 100.0 0.310 12.8 LOS B 1.4 35.8 0.63 0.62 32.1 8 T1 209 1.0 0.310 8.3 LOS A 1.4 35.8 0.63 0.62 33.5 18 R2 25 8.0 0.310 8.6 LOS A 1.4 35.8 0.63 0.62 32.4 Approach 237 2.7 0.310 8.4 LOS A 1.4 35.8 0.63 0.62 33.4 East: Lake Hazel Road 1 L2 10 0.0 0.350 6.7 LOS A 1.8 44.9 0.47 0.36 34.4 6 T1 376 1.0 0.350 6.8 LOS A 1.8 44.9 0.47 0.36 34.3 16 R2 89 0.0 0.079 3.9 LOS A 0.3 7.9 0.36 0.24 34.8 Approach 475 0.8 0.350 6.2 LOS A 1.8 44.9 0.45 0.33 34.4 North: Locust Grove Road 7 L2 36 0.0 0.108 4.9 LOS A 0.5 11.5 0.48 0.38 34.4 4 T1 59 0.0 0.108 4.9 LOS A 0.5 11.5 0.48 0.38 34.3 14 R2 6 0.0 0.108 4.9 LOS A 0.5 11.5 0.48 0.38 33.3 Approach 100 0.0 0.108 4.9 LOS A 0.5 11.5 0.48 0.38 34.3 West: Lake Hazel Road 5 L2 51 0.0 0.420 7.1 LOS A 2.8 69.7 0.36 0.20 34.0 2 T1 468 0.0 0.420 7.1 LOS A 2.8 69.7 0.36 0.20 33.9 12 R2 2 0.0 0.420 7.1 LOS A 2.8 69.7 0.36 0.20 33.0 Approach 521 0.0 0.420 7.1 LOS A 2.8 69.7 0.36 0.20 33.9 All Vehicles 1332 0.8 0.420 6.8 LOS A 2.8 69.7 0.45 0.34 34.0 Site Level of Service(LOS)Method: Delay&v/c(HCM 6).Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used.Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 i Copyright©2000-2017 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Wednesday,February 26,2020 9:37:50 AM Project: H:\24\24225-Lake Hazel-Locust Grove Master Plan TIS\sidra\LG-LH_Roundabout MIT.sip7 MOVEMENT SUMMARY V Site: 102 [Locust Grove/Lake Hazel BKPM] Background PM operations Roundabout TotalMovement Performance-Vehicles Mov OD Demand Flows Deg. Average Level of 95%Back of Queue Prop. Effective Average ID Mov Stop Rate South:Locust Grove Road 3 L2 3 0.0 0.159 6.8 LOS A 0.7 16.5 0.60 0.59 34.3 8 T1 84 0.0 0.159 6.8 LOS A 0.7 16.5 0.60 0.59 34.2 18 R2 27 0.0 0.159 6.8 LOS A 0.7 16.5 0.60 0.59 33.3 Approach 114 0.0 0.159 6.8 LOS A 0.7 16.5 0.60 0.59 34.0 East: Lake Hazel Road 1 L2 53 5.0 0.498 8.2 LOS A 3.4 86.5 0.37 0.21 33.4 6 T1 587 0.0 0.498 8.0 LOS A 3.4 86.5 0.37 0.21 33.5 16 R2 138 0.0 0.107 3.6 LOS A 0.5 11.3 0.22 0.10 34.9 Approach 779 0.3 0.498 7.3 LOS A 3.4 86.5 0.35 0.19 33.7 North: Locust Grove Road 7 L2 209 0.0 0.707 19.8 LOS C 7.5 186.7 0.87 1.15 28.0 4 T1 258 0.0 0.707 19.8 LOS C 7.5 186.7 0.87 1.15 27.9 14 R2 37 0.0 0.707 19.8 LOS C 7.5 186.7 0.87 1.15 27.3 Approach 505 0.0 0.707 19.8 LOS C 7.5 186.7 0.87 1.15 27.9 West: Lake Hazel Road 5 L2 17 0.0 0.547 12.5 LOS B 4.4 109.9 0.75 0.88 31.6 2 T1 414 1.0 0.547 12.5 LOS B 4.4 109.9 0.75 0.88 31.5 12 R2 7 0.0 0.547 12.5 LOS B 4.4 109.9 0.75 0.88 30.7 Approach 438 0.9 0.547 12.5 LOS B 4.4 109.9 0.75 0.88 31.5 All Vehicles 1836 0.4 0.707 11.9 LOS B 7.5 186.7 0.60 0.64 31.4 Site Level of Service(LOS)Method: Delay&v/c(HCM 6).Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used.Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 1 Copyright©2000-2017 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Wednesday,February 26,2020 10:02:28 AM Project: H:\24\24225-Lake Hazel-Locust Grove Master Plan TIS\sidra\LG-LH_Roundabout MIT.sip7 Appendix H Year 2025 Total Traffic Operation Worksheets HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Total Traffic Conditions-Weekday AM Peak Hour Intersection Intersection Delay,s/veh 241.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 53 500 26 57 380 176 36 286 169 123 108 45 Future Vol,veh/h 53 500 26 57 380 176 36 286 169 123 108 45 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 0 0 0 Mvmt Flow 57 538 28 61 409 189 39 308 182 132 116 48 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 293.2 319.9 185.9 55.7 HCM LOS F F F F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 7% 9% 9% 45% Vol Thru, % 58% 86% 62% 39% Vol Right,% 34% 4% 29% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 491 579 613 276 LT Vol 36 53 57 123 Through Vol 286 500 380 108 RT Vol 169 26 176 45 Lane Flow Rate 528 623 659 297 Geometry Grp 1 1 1 1 Degree of Util(X) 1.291 1.554 1.619 0.79 Departure Headway(Hd) 11.83 11.663 11.333 14.338 Convergence,Y/N Yes Yes Yes Yes Cap 311 318 330 255 Service Time 9.83 9.663 9.333 12.338 HCM Lane V/C Ratio 1.698 1.959 1.997 1.165 HCM Control Delay 185.9 293.2 319.9 55.7 HCM Lane LOS F F F F HCM 95th-tile Q 18.9 27.8 30.8 5.9 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Total Traffic Conditions-Weekday AM Peak Hour Intersection Intersection Delay,s/veH33.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 103 423 14 15 352 117 34 243 39 52 73 62 Future Vol,veh/h 103 423 14 15 352 117 34 243 39 52 73 62 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 0 0 0 0 1 0 6 1 8 0 0 0 Mvmt Flow 118 486 16 17 405 134 39 279 45 60 84 71 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 210.4 143.8 49 25.6 HCM LOS F F E D Lane NBLn1 EBLnlWBLnl SBLn1 Vol Left, % 11% 19% 3% 28% Vol Thru, % 77% 78% 73% 39% Vol Right,% 12% 3% 24% 33% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 316 540 484 187 LT Vol 34 103 15 52 Through Vol 243 423 352 73 RT Vol 39 14 117 62 Lane Flow Rate 363 621 556 215 Geometry Grp 1 1 1 1 Degree of Util(X) 0.85 1.382 1.213 0.539 Departure Headway(Hd) 9.804 8.607 8.756 10.71 Convergence,Y/N Yes Yes Yes Yes Cap 374 428 417 340 Service Time 7.804 6.607 6.756 8.71 HCM Lane V/C Ratio 0.971 1.451 1.333 0.632 HCM Control Delay 49 210.4 143.8 25.6 HCM Lane LOS E F F D HCM 95th-tile Q 7.9 27.8 20.2 3 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic Conditions-Weekday AIM Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vph) 74 233 59 81 104 234 13 1679 108 83 703 18 Future Volume(vph) 74 233 59 81 104 234 13 1679 108 83 703 18 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.97 1.00 0.90 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1731 1644 1602 1710 3355 1710 3332 Flt Permitted 0.18 1.00 0.25 1.00 0.32 1.00 0.06 1.00 Satd. Flow(perm) 320 1731 435 1602 578 3355 103 3332 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 79 248 63 86 111 249 14 1786 115 88 748 19 RTOR Reduction(vph) 0 6 0 0 58 0 0 3 0 0 1 0 Lane Group Flow(vph) 79 305 0 86 302 0 14 1898 0 88 766 0 Heavy Vehicles(%) 0% 1% 0% 4% 0% 1% 0% 1% 1% 0% 2% 13% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 39.1 29.2 41.3 30.8 65.9 63.2 78.7 69.6 Effective Green,g(s) 39.1 29.2 41.3 30.8 65.9 63.2 78.7 69.6 Actuated g/C Ratio 0.28 0.21 0.29 0.22 0.47 0.45 0.56 0.50 Clearance Time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 187 361 219 352 293 1514 162 1656 v/s Ratio Prot c0.03 0.18 0.03 c0.19 0.00 c0.57 c0.04 c0.23 v/s Ratio Perm 0.09 0.09 0.02 0.27 v/c Ratio 0.42 0.84 0.39 0.86 0.05 1.25 0.54 0.46 Uniform Delay,d1 39.6 53.2 37.9 52.5 19.9 38.4 30.3 23.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.5 16.3 1.2 18.3 0.1 119.8 3.7 0.9 Delay(s) 41.2 69.5 39.0 70.8 20.0 158.2 34.0 23.9 Level of Service D E D E C F C C Approach Delay(s) 63.8 64.7 157.2 25.0 Approach LOS E E F C Intersection Summary HCM 2000 Control Delay 104.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.03 Actuated Cycle Length(s) 140.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 105.3% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic Conditions-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vehlh) 74 233 59 81 104 234 13 1679 108 83 703 18 Future Volume(veh/h) 74 233 59 81 104 234 13 1679 108 83 703 18 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1786 1744 1800 1800 1800 1786 1786 1800 1772 1772 Adj Flow Rate,veh/h 79 248 63 86 111 249 14 1786 115 88 748 19 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 1 1 4 0 0 0 1 1 0 2 2 Cap,vehlh 134 298 76 183 111 249 331 1592 101 118 1729 44 Arrive On Green 0.05 0.22 0.22 0.05 0.22 0.22 0.01 0.49 0.49 0.04 0.52 0.52 Sat Flow,veh/h 1714 1374 349 1661 494 1107 1714 3239 206 1714 3355 85 Grp Volume(v),veh/h 79 0 311 86 0 360 14 927 974 88 375 392 Grp Sat Flow(s),vehlh/In 1714 0 1723 1661 0 1601 1714 1697 1749 1714 1683 1757 Q Serve(g_s),s 5.0 0.0 24.2 5.6 0.0 31.5 0.6 68.8 68.8 3.6 19.5 19.5 Cycle Q Clear(g_c),s 5.0 0.0 24.2 5.6 0.0 31.5 0.6 68.8 68.8 3.6 19.5 19.5 Prop In Lane 1.00 0.20 1.00 0.69 1.00 0.12 1.00 0.05 Lane Grp Cap(c),veh/h 134 0 373 183 0 360 331 834 859 118 868 906 V/C Ratio(X) 0.59 0.00 0.83 0.47 0.00 1.00 0.04 1.11 1.13 0.74 0.43 0.43 Avail Cap(c_a),veh/h 241 0 382 273 0 360 489 834 859 235 868 906 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 43.0 0.0 52.4 41.7 0.0 54.2 18.1 35.6 35.6 33.2 21.1 21.1 Incr Delay(d2),s/veh 4.1 0.0 14.4 1.9 0.0 47.3 0.1 66.6 74.4 8.8 1.6 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.2 0.0 11.6 2.3 0.0 17.0 0.2 41.3 44.4 1.6 7.5 7.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 47.0 0.0 66.8 43.5 0.0 101.5 18.2 102.2 110.0 42.0 22.7 22.7 LnGrp LOS D A E D A F B F F D C C Approach Vol,veh/h 390 446 1915 855 Approach Delay,s/veh 62.8 90.4 105.6 24.7 Approach LOS E F F C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.2 38.5 9.1 79.2 14.4 37.3 12.5 75.8 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 15.5 *32 15.0 51.0 15.0 31.0 15.0 51.0 Max Q Clear Time(g_c+11),s 7.0 33.5 2.6 21.5 7.6 26.2 5.6 70.8 Green Ext Time(p-c),s 0.1 0.0 0.0 4.2 0.1 0.7 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 79.9 HCM 6th LOS E Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 201: Locust Grove Rd & Site Access A 2025 Total Traffic Conditions-Weekday AM Peak Hour Intersection Int Delay,s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 8 6 6 464 185 8 Future Vol,veh/h 8 6 6 464 185 8 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 2 13 Mvmt Flow 9 7 7 504 201 9 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 724 206 210 0 0 Stage 1 206 - - - - Stage 2 518 - - Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 396 840 1373 Stage 1 833 - - Stage 2 602 - - Platoon blocked,% Mov Cap-1 Maneuver 393 840 1373 Mov Cap-2 Maneuver 393 - - Stage 1 827 Stage 2 602 Approach EB NB SB HCM Control Delay,s 12.3 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1373 509 HCM Lane V/C Ratio 0.005 0.03 HCM Control Delay(s) 7.6 0 12.3 HCM Lane LOS A A B HCM 95th%tile Q(veh) 0 - 0.1 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 5 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 202: Locust Grove Rd & Site Access B 2025 Total Traffic Conditions-Weekday AM Peak Hour Intersection Int Delay,s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 31 25 24 439 162 29 Future Vol,veh/h 31 25 24 439 162 29 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 2 13 Mvmt Flow 34 27 26 477 176 32 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 721 192 208 0 0 Stage 1 192 - - - - Stage 2 529 - - Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 397 855 1375 Stage 1 845 - - Stage 2 595 - - Platoon blocked,% Mov Cap-1 Maneuver 387 855 1375 Mov Cap-2 Maneuver 387 - - Stage 1 823 Stage 2 595 Approach EB NB SB HCM Control Delay,s 13 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1375 512 HCM Lane V/C Ratio 0.019 0.119 HCM Control Delay(s) 7.7 0 13 HCM Lane LOS A A B HCM 95th%tile Q(veh) 0.1 - 0.4 - H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 6 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 203: Lake Hazel Rd & Site Access C 2025 Total Traffic Conditions-Weekday AM Peak Hour Intersection Int Delay,s/veh 1.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' Traffic Vol,veh/h 20 487 413 13 53 5 Future Vol,veh/h 20 487 413 13 53 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 13 Mvmt Flow 22 529 449 14 58 5 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 463 0 0 1029 456 Stage 1 - - - 456 - Stage 2 - 573 - Critical Hdwy 4.1 6.4 6.33 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.4 - Follow-up Hdwy 2.2 3.5 3.417 Pot Cap-1 Maneuver 1109 261 582 Stage 1 - 643 - Stage 2 - 568 - Platoon blocked,% Mov Cap-1 Maneuver 1109 254 582 Mov Cap-2 Maneuver - 254 - Stage 1 625 Stage 2 568 Approach EB WB SB HCM Control Delay,s 0.3 0 22.6 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1109 267 HCM Lane V/C Ratio 0.02 0.236 HCM Control Delay(s) 8.3 0 22.6 HCM Lane LOS A A C HCM 95th%tile Q(veh) 0.1 - 0.9 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 7 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 204: Lake Hazel Rd & Site Access D 2025 Total Traffic Conditions-Weekday AM Peak Hour Intersection Int Delay,s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations + r Traffic Vol,veh/h 0 540 411 37 0 15 Future Vol,veh/h 0 540 411 37 0 15 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage,# 0 0 0 - Grade, % 0 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 13 Mvmt Flow 0 587 447 40 0 16 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 467 Stage 1 - - - Stage 2 - Critical Hdwy 6.33 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.417 Pot Cap-1 Maneuver 0 0 574 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked,% Mov Cap-1 Maneuver - - 574 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB SB HCM Control Delay,s 0 0 11.5 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) 574 HCM Lane V/C Ratio 0.028 HCM Control Delay(s) 11.5 HCM Lane LOS B HCM 95th%tile Q(veh) 0.1 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 8 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 205: Site Access E & Lake Hazel Rd 2025 Total Traffic Conditions-Weekday AM Peak Hour Intersection Int Delay,s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r Traffic Vol,veh/h 505 9 0 484 0 5 Future Vol,veh/h 505 9 0 484 0 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage,# 0 0 0 - Grade, % 0 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 549 10 0 526 0 5 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 554 Stage 1 - - - Stage 2 - Critical Hdwy 6.2 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.3 Pot Cap-1 Maneuver 0 0 536 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked,% Mov Cap-1 Maneuver - - 536 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB NB HCM Control Delay,s 0 0 11.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity(veh/h) 536 HCM Lane V/C Ratio 0.01 HCM Control Delay(s) 11.8 HCM Lane LOS B HCM 95th%tile Q(veh) 0 - H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 9 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 206: Site Access F/Lavender Heights Dwy & Lake Hazel jd5 Total Traffic Conditions-Weekday AM Peak Hour Intersection Int Delay,s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 14 490 6 3 395 25 46 0 3 71 0 43 Future Vol,veh/h 14 490 6 3 395 25 46 0 3 71 0 43 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None None None None Storage Length Veh in Median Storage,# 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 2 13 Mvmt Flow 15 533 7 3 429 27 50 0 3 77 0 47 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 456 0 0 540 0 0 1039 1029 537 1017 1019 443 Stage 1 - - - - - - 567 567 - 449 449 - Stage 2 - - 472 462 - 568 570 - Critical Hdwy 4.1 4.1 7.1 6.5 6.2 7.1 6.52 6.33 Critical Hdwy Stg 1 - - 6.1 5.5 - 6.1 5.52 - Critical Hdwy Stg 2 - - 6.1 5.5 - 6.1 5.52 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.5 4.018 3.417 Pot Cap-1 Maneuver 1115 1039 211 236 548 218 237 592 Stage 1 - - 512 510 - 593 572 - Stage 2 - - 576 568 - 511 505 - Platoon blocked,% Mov Cap-1 Maneuver 1115 1039 191 231 548 213 232 592 Mov Cap-2 Maneuver - - 191 231 - 213 232 - Stage 1 502 500 582 570 Stage 2 528 566 498 495 Approach EB WB NB SIB HCM Control Delay,s 0.2 0.1 29.6 27.5 HCM LOS D D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 199 1115 1039 281 HCM Lane V/C Ratio 0.268 0.014 0.003 0.441 HCM Control Delay(s) 29.6 8.3 0 8.5 0 27.5 HCM Lane LOS D A A A A D HCM 95th%tile Q(veh) 1 0 - 0 - 2.1 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 10 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 207: Locust Grove Rd & Site Access G 2025 Total Traffic Conditions-Weekday AM Peak Hour Intersection Int Delay,s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 1 35 281 0 12 90 Future Vol,veh/h 1 35 281 0 12 90 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 2 Mvmt Flow 1 38 305 0 13 98 Major/Minor Minorl Majorl Major2 Conflicting Flow All 429 305 0 0 305 0 Stage 1 305 - - - - - Stage 2 124 - Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 587 740 1267 Stage 1 752 - - Stage 2 907 - - Platoon blocked,% Mov Cap-1 Maneuver 581 740 1267 Mov Cap-2 Maneuver 581 - - Stage 1 752 Stage 2 897 Approach WB NB SB HCM Control Delay,s 10.2 0 0.9 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) 734 1267 HCM Lane V/C Ratio 0.053 0.01 HCM Control Delay(s) 10.2 7.9 0 HCM Lane LOS B A A HCM 95th%tile Q(veh) 0.2 0 - H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 11 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 208: Locust Grove Rd & Site Access H 2O25 Total Traffic Conditions-Weekday AM Peak Hour Intersection Int Delay,s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 1 43 238 1 14 77 Future Vol,veh/h 1 43 238 1 14 77 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 2 Mvmt Flow 1 47 259 1 15 84 Major/Minor Minorl Majorl Major2 Conflicting Flow All 374 260 0 0 260 0 Stage 1 260 - - - - - Stage 2 114 - Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 631 784 1316 Stage 1 788 - - Stage 2 916 - - Platoon blocked,% Mov Cap-1 Maneuver 623 784 1316 Mov Cap-2 Maneuver 623 - - Stage 1 788 Stage 2 905 Approach WB NB SB HCM Control Delay,s 9.9 0 1.2 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) 779 1316 HCM Lane V/C Ratio 0.061 0.012 HCM Control Delay(s) 9.9 7.8 0 HCM Lane LOS A A A HCM 95th%tile Q(veh) 0.2 0 - H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 12 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 209: Locust Grove Rd & Site Access 1 2025 Total Traffic Conditions-Weekday AM Peak Hour Intersection Int Delay,s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 0 29 210 0 10 68 Future Vol,veh/h 0 29 210 0 10 68 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 2 Mvmt Flow 0 32 228 0 11 74 Major/Minor Minorl Majorl Major2 Conflicting Flow All 324 228 0 0 228 0 Stage 1 228 - - - - - Stage 2 96 - Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 674 816 1352 Stage 1 815 - - Stage 2 933 - - Platoon blocked,% Mov Cap-1 Maneuver 669 816 1352 Mov Cap-2 Maneuver 669 - - Stage 1 815 Stage 2 926 Approach WB NB SB HCM Control Delay,s 9.6 0 1 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) 816 1352 HCM Lane V/C Ratio 0.039 0.008 HCM Control Delay(s) 9.6 7.7 0 HCM Lane LOS A A A HCM 95th%tile Q(veh) 0.1 0 - H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 13 HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Total Traffic Conditions-Weekday PM Peak Hour Intersection Intersection Delay,s/veh 361.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 54 297 67 117 534 131 40 233 78 150 451 66 Future Vol,veh/h 54 297 67 117 534 131 40 233 78 150 451 66 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 56 309 70 122 556 136 42 243 81 156 470 69 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 147 547.9 97.9 417.3 HCM LOS F F F F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 11% 13% 15% 22% Vol Thru, % 66% 71% 68% 68% Vol Right,% 22% 16% 17% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 351 418 782 667 LT Vol 40 54 117 150 Through Vol 233 297 534 451 RT Vol 78 67 131 66 Lane Flow Rate 366 435 815 695 Geometry Grp 1 1 1 1 Degree of Util(X) 0.964 1.141 2.134 1.832 Departure Headway(Hd) 16.924 16.067 12.354 13.046 Convergence,Y/N Yes Yes Yes Yes Cap 219 231 301 285 Service Time 14.924 14.067 10.354 11.046 HCM Lane V/C Ratio 1.671 1.883 2.708 2.439 HCM Control Delay 97.9 147 547.9 417.3 HCM Lane LOS F F F F HCM 95th-tile Q 8.3 12 46.3 34.2 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th AWSC Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Total Traffic Conditions-Weekday PM Peak Hour Intersection Intersection Delay,s/veB33.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 75 384 42 64 528 151 25 113 35 223 289 94 Future Vol,veh/h 75 384 42 64 528 151 25 113 35 223 289 94 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Heavy Vehicles, % 0 1 0 5 0 0 0 0 0 0 0 0 Mvmt Flow 87 447 49 74 614 176 29 131 41 259 336 109 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 213.8 487.8 36.8 326.7 HCM LOS F F E F Lane NBLn1 EBLnlWBLnl SBLn1 Vol Left, % 14% 15% 9% 37% Vol Thru, % 65% 77% 71% 48% Vol Right,% 20% 8% 20% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 173 501 743 606 LT Vol 25 75 64 223 Through Vol 113 384 528 289 RT Vol 35 42 151 94 Lane Flow Rate 201 583 864 705 Geometry Grp 1 1 1 1 Degree of Util(X) 0.531 1.353 2.006 1.636 Departure Headway(Hd) 16.513 12.76 11.057 11.187 Convergence,Y/N Yes Yes Yes Yes Cap 221 291 337 331 Service Time 14.513 10.76 9.057 9.187 HCM Lane V/C Ratio 0.91 2.003 2.564 2.13 HCM Control Delay 36.8 213.8 487.8 326.7 HCM Lane LOS E F F F HCM 95th-tile Q 2.8 19.7 46.2 31.8 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic Conditions-Weekday PM Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vph) 21 149 6 131 325 152 21 978 104 176 1718 73 Future Volume(vph) 21 149 6 131 325 152 21 978 104 176 1718 73 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.95 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1790 1710 1690 1710 3341 1693 3364 Flt Permitted 0.16 1.00 0.49 1.00 0.07 1.00 0.09 1.00 Satd. Flow(perm) 284 1790 875 1690 120 3341 160 3364 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 22 154 6 135 335 157 22 1008 107 181 1771 75 RTOR Reduction(vph) 0 1 0 0 10 0 0 5 0 0 2 0 Lane Group Flow(vph) 22 159 0 135 482 0 22 1110 0 181 1844 0 Confl. Peds.(#/hr) 1 1 Heavy Vehicles(%) 0% 0% 0% 0% 1% 1% 0% 1% 0% 1% 1% 2% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 40.2 35.7 56.1 45.1 64.2 60.1 80.4 69.3 Effective Green,g(s) 40.2 35.7 56.1 45.1 64.2 60.1 80.4 69.3 Actuated g/C Ratio 0.27 0.24 0.37 0.30 0.43 0.40 0.54 0.46 Clearance Time(s) 6.5 7.0 7.0 6.5 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 118 426 399 508 94 1338 221 1554 v/s Ratio Prot 0.01 0.09 c0.03 c0.29 0.01 0.33 c0.07 c0.55 v/s Ratio Perm 0.04 0.10 0.09 0.36 v/c Ratio 0.19 0.37 0.34 0.95 0.23 0.83 0.82 1.19 Uniform Delay,dl 42.7 47.8 32.4 51.3 35.5 40.3 32.4 40.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.8 0.6 0.5 27.3 1.3 6.1 20.5 90.9 Delay(s) 43.5 48.4 32.9 78.6 36.8 46.4 52.9 131.2 Level of Service D D C E D D D F Approach Delay(s) 47.8 68.8 46.2 124.3 Approach LOS D E D F Intersection Summary HCM 2000 Control Delay 89.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.11 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 111.3% ICU Level of Service H Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic Conditions-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� t t Traffic Volume(vehlh) 21 149 6 131 325 152 21 978 104 176 1718 73 Future Volume(veh/h) 21 149 6 131 325 152 21 978 104 176 1718 73 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1786 1800 1786 1786 1786 1786 1786 Adj Flow Rate,veh/h 22 154 6 135 335 157 22 1008 107 181 1771 75 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 0 0 0 0 1 1 0 1 1 1 1 1 Cap,vehlh 82 255 10 259 241 113 98 1621 172 297 1880 79 Arrive On Green 0.02 0.15 0.15 0.08 0.21 0.21 0.02 0.52 0.52 0.06 0.57 0.57 Sat Flow,veh/h 1714 1721 67 1714 1149 539 1714 3095 328 1701 3318 140 Grp Volume(v),veh/h 22 0 160 135 0 492 22 552 563 181 901 945 Grp Sat Flow(s),vehlh/In 1714 0 1788 1714 0 1688 1714 1697 1727 1701 1697 1761 Q Serve(g_s),s 1.6 0.0 12.6 9.7 0.0 31.5 0.9 34.5 34.5 7.2 73.5 75.4 Cycle Q Clear(g_c),s 1.6 0.0 12.6 9.7 0.0 31.5 0.9 34.5 34.5 7.2 73.5 75.4 Prop In Lane 1.00 0.04 1.00 0.32 1.00 0.19 1.00 0.08 Lane Grp Cap(c),veh/h 82 0 265 259 0 354 98 889 905 297 961 998 V/C Ratio(X) 0.27 0.00 0.60 0.52 0.00 1.39 0.23 0.62 0.62 0.61 0.94 0.95 Avail Cap(c_a),veh/h 225 0 369 295 0 354 235 889 905 360 961 998 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 54.2 0.0 59.8 47.8 0.0 59.3 33.2 25.2 25.2 20.6 30.0 30.4 Incr Delay(d2),s/veh 1.7 0.0 2.2 1.6 0.0 191.1 1.2 3.3 3.2 2.1 17.3 18.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.7 0.0 5.7 4.2 0.0 31.9 0.4 13.8 14.0 2.8 31.6 33.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 55.9 0.0 62.0 49.5 0.0 250.4 34.4 28.5 28.4 22.7 47.3 48.7 LnGrp LOS E A E D A F C C C C D D Approach Vol,veh/h 182 627 1137 2027 Approach Delay,s/veh 61.3 207.1 28.6 45.8 Approach LOS E F C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.5 38.5 10.0 92.0 18.8 29.2 16.4 85.6 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 15.5 *32 15.0 61.0 15.0 31.0 15.0 61.0 Max Q Clear Time(g_c+11),s 3.6 33.5 2.9 77.4 11.7 14.6 9.2 36.5 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.1 0.6 0.2 6.8 Intersection Summary HCM 6th Ctrl Delay 67.0 HCM 6th LOS E Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 201: Locust Grove Rd & Site Access A 2025 Total Traffic Conditions-Weekday PM Peak Hour Intersection Int Delay,s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 13 11 12 328 604 14 Future Vol,veh/h 13 11 12 328 604 14 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 1 2 Mvmt Flow 14 12 13 357 657 15 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1048 665 672 0 0 Stage 1 665 - - - - Stage 2 383 - - Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 255 464 928 Stage 1 515 - - Stage 2 694 - - Platoon blocked,% Mov Cap-1 Maneuver 251 464 928 Mov Cap-2 Maneuver 251 - - Stage 1 506 Stage 2 694 Approach EB NB SB HCM Control Delay,s 17.3 0.3 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 928 318 HCM Lane V/C Ratio 0.014 0.082 HCM Control Delay(s) 8.9 0 17.3 HCM Lane LOS A A C HCM 95th%tile Q(veh) 0 - 0.3 - H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 5 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 202: Locust Grove Rd & Site Access B 2025 Total Traffic Conditions-Weekday PM Peak Hour Intersection Int Delay,s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 35 44 33 305 561 54 Future Vol,veh/h 35 44 33 305 561 54 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 1 2 Mvmt Flow 38 48 36 332 610 59 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1044 640 669 0 0 Stage 1 640 - - - - Stage 2 404 - - Critical Hdwy 6.4 6.2 4.1 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 2.2 Pot Cap-1 Maneuver 256 479 931 Stage 1 529 - - Stage 2 679 - - Platoon blocked,% Mov Cap-1 Maneuver 244 479 931 Mov Cap-2 Maneuver 244 - - Stage 1 504 Stage 2 679 Approach EB NB SB HCM Control Delay,s 19.4 0.9 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 931 336 - HCM Lane V/C Ratio 0.039 0.256 HCM Control Delay(s) 9 0 19.4 - HCM Lane LOS A A C HCM 95th%tile Q(veh) 0.1 - 1 - H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 6 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 203: Lake Hazel Rd & Site Access C 2025 Total Traffic Conditions-Weekday PM Peak Hour Intersection Int Delay,s/veh 2.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations +' Traffic Vol,veh/h 38 435 605 14 66 5 Future Vol,veh/h 38 435 605 14 66 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 1 2 Mvmt Flow 41 473 658 15 72 5 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 673 0 0 1221 666 Stage 1 - - - 666 - Stage 2 - 555 - Critical Hdwy 4.1 6.41 6.22 Critical Hdwy Stg 1 - 5.41 - Critical Hdwy Stg 2 - 5.41 - Follow-up Hdwy 2.2 3.509 3.318 Pot Cap-1 Maneuver 927 200 459 Stage 1 - 513 - Stage 2 - 577 - Platoon blocked,% Mov Cap-1 Maneuver 927 188 459 Mov Cap-2 Maneuver - 188 - Stage 1 482 Stage 2 577 Approach EB WB SIB HCM Control Delay,s 0.7 0 34.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 927 196 HCM Lane V/C Ratio 0.045 0.394 HCM Control Delay(s) 9.1 0 34.8 HCM Lane LOS A A D HCM 95th%tile Q(veh) 0.1 - - 1.7 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 7 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 204: Lake Hazel Rd & Site Access D 2025 Total Traffic Conditions-Weekday PM Peak Hour Intersection Int Delay,s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations + r Traffic Vol,veh/h 0 501 599 48 0 20 Future Vol,veh/h 0 501 599 48 0 20 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage,# 0 0 0 - Grade, % 0 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 1 2 Mvmt Flow 0 545 651 52 0 22 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 677 Stage 1 - - - Stage 2 - Critical Hdwy 6.22 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.318 Pot Cap-1 Maneuver 0 0 453 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked,% Mov Cap-1 Maneuver - - 453 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB SB HCM Control Delay,s 0 0 13.3 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) 453 HCM Lane V/C Ratio 0.048 HCM Control Delay(s) 13.3 HCM Lane LOS B HCM 95th%tile Q(veh) 0.2 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 8 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 205: Site Access E & Lake Hazel Rd 2025 Total Traffic Conditions-Weekday PM Peak Hour Intersection Int Delay,s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r Traffic Vol,veh/h 611 31 0 743 0 3 Future Vol,veh/h 611 31 0 743 0 3 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 0 Veh in Median Storage,# 0 0 0 - Grade, % 0 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 664 34 0 808 0 3 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 681 Stage 1 - - - Stage 2 - Critical Hdwy 6.2 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 3.3 Pot Cap-1 Maneuver 0 0 454 Stage 1 0 0 - Stage 2 0 0 - Platoon blocked,% Mov Cap-1 Maneuver - - 454 Mov Cap-2 Maneuver Stage 1 Stage 2 Approach EB WB NB HCM Control Delay,s 0 0 13 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity(veh/h) 454 HCM Lane V/C Ratio 0.007 HCM Control Delay(s) 13 HCM Lane LOS B HCM 95th%tile Q(veh) 0 - H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 9 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 206: Site Access F/Lavender Heights Dwy & Lake Hazel jd5 Total Traffic Conditions-Weekday PM Peak Hour Intersection Int Delay,s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 49 545 20 9 683 80 31 0 2 46 0 29 Future Vol,veh/h 49 545 20 9 683 80 31 0 2 46 0 29 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized None None None None Storage Length Veh in Median Storage,# 0 0 0 0 Grade, % 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 1 1 2 Mvmt Flow 53 592 22 10 742 87 34 0 2 50 0 32 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 829 0 0 614 0 0 1531 1558 603 1516 1526 786 Stage 1 - - - - - - 709 709 - 806 806 - Stage 2 - - 822 849 - 710 720 - Critical Hdwy 4.1 4.1 7.1 6.5 6.2 7.11 6.51 6.22 Critical Hdwy Stg 1 - - 6.1 5.5 - 6.11 5.51 - Critical Hdwy Stg 2 - - 6.1 5.5 - 6.11 5.51 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.509 4.009 3.318 Pot Cap-1 Maneuver 811 975 97 114 503 98 118 392 Stage 1 - - 428 440 - 377 396 - Stage 2 - - 371 380 - 426 434 - Platoon blocked,% Mov Cap-1 Maneuver 811 975 81 101 503 89 104 392 Mov Cap-2 Maneuver - - 81 101 - 89 104 - Stage 1 385 396 339 388 Stage 2 335 373 382 391 Approach EB WB NB SB HCM Control Delay,s 0.8 0.1 75.3 73.9 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity(veh/h) 85 811 975 127 HCM Lane V/C Ratio 0.422 0.066 0.01 0.642 HCM Control Delay(s) 75.3 9.8 0 8.7 0 73.9 HCM Lane LOS F A A A A F HCM 95th%tile Q(veh) 1.7 0.2 - 0 - 3.4 H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 10 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 207: Locust Grove Rd & Site Access G 2025 Total Traffic Conditions-Weekday PM Peak Hour Intersection Int Delay,s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 1 23 149 1 38 357 Future Vol,veh/h 1 23 149 1 38 357 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 1 1 Mvmt Flow 1 25 162 1 41 388 Major/Minor Minorl Majorl Major2 Conflicting Flow All 633 163 0 0 163 0 Stage 1 163 - - - - - Stage 2 470 - - Critical Hdwy 6.4 6.2 4.11 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 2.209 Pot Cap-1 Maneuver 447 887 1422 Stage 1 871 - - Stage 2 633 - - Platoon blocked,% Mov Cap-1 Maneuver 430 887 1422 Mov Cap-2 Maneuver 430 - - Stage 1 871 Stage 2 610 Approach WB NB SB HCM Control Delay,s 9.4 0 0.7 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) 849 1422 HCM Lane V/C Ratio 0.031 0.029 HCM Control Delay(s) 9.4 7.6 0 HCM Lane LOS A A A HCM 95th%tile Q(veh) 0.1 0.1 - H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 11 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 208: Locust Grove Rd & Site Access H 2O25 Total Traffic Conditions-Weekday PM Peak Hour Intersection Int Delay,s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 1 28 122 1 48 310 Future Vol,veh/h 1 28 122 1 48 310 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 1 1 Mvmt Flow 1 30 133 1 52 337 Major/Minor Minorl Majorl Major2 Conflicting Flow All 575 134 0 0 134 0 Stage 1 134 - - - - - Stage 2 441 - - Critical Hdwy 6.4 6.2 4.11 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 2.209 Pot Cap-1 Maneuver 483 920 1457 Stage 1 897 - - Stage 2 653 - - Platoon blocked,% Mov Cap-1 Maneuver 462 920 1457 Mov Cap-2 Maneuver 462 - - Stage 1 897 Stage 2 624 Approach WB NB SB HCM Control Delay,s 9.2 0 1 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) 890 1457 HCM Lane V/C Ratio 0.035 0.036 HCM Control Delay(s) 9.2 7.6 0 HCM Lane LOS A A A HCM 95th%tile Q(veh) 0.1 0.1 - H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 12 HCM 6th TWSC Lake Hazel-Locust Grove Master Plan TIS 209: Locust Grove Rd & Site Access 1 2025 Total Traffic Conditions-Weekday PM Peak Hour Intersection Int Delay,s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 0 19 104 1 32 279 Future Vol,veh/h 0 19 104 1 32 279 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 1 1 Mvmt Flow 0 21 113 1 35 303 Major/Minor Minorl Majorl Major2 Conflicting Flow All 487 114 0 0 114 0 Stage 1 114 - - - - - Stage 2 373 - - Critical Hdwy 6.4 6.2 4.11 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 2.209 Pot Cap-1 Maneuver 543 944 1481 - Stage 1 916 - - - Stage 2 701 - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 528 944 - 1481 - Mov Cap-2 Maneuver 528 - - - - Stage 1 916 - - - Stage 2 681 - - Approach WB NB SIB HCM Control Delay,s 8.9 0 0.8 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) 944 1481 HCM Lane V/C Ratio 0.022 0.023 HCM Control Delay(s) 8.9 7.5 0 HCM Lane LOS A A A HCM 95th%tile Q(veh) 0.1 0.1 - H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM.syn Synchro 10 Report Kittelson&Associates, Inc. Page 13 Appendix I Year 2025 Mitigated Total Traffic Operation Worksheets HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Total Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 53 500 26 57 380 176 36 286 169 123 108 45 Future Volume(vph) 53 500 26 57 380 176 36 286 169 123 108 45 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.95 1.00 0.94 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1787 1710 1715 1710 1689 1710 1721 Flt Permitted 0.12 1.00 0.15 1.00 0.65 1.00 0.19 1.00 Satd. Flow(perm) 214 1787 264 1715 1176 1689 341 1721 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow(vph) 57 538 28 61 409 189 39 308 182 132 116 48 RTOR Reduction(vph) 0 2 0 0 17 0 0 22 0 0 15 0 Lane Group Flow(vph) 57 564 0 61 581 0 39 468 0 132 149 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 37.3 33.6 37.3 33.6 34.4 31.6 39.0 33.9 Effective Green,g(s) 37.3 33.6 37.3 33.6 34.4 31.6 39.0 33.9 Actuated g/C Ratio 0.40 0.36 0.40 0.36 0.37 0.34 0.41 0.36 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 143 638 161 613 446 567 215 620 v/s Ratio Prot c0.02 0.32 0.01 c0.34 0.00 c0.28 c0.03 0.09 v/s Ratio Perm 0.14 0.14 0.03 0.22 v/c Ratio 0.40 0.88 0.38 0.95 0.09 0.83 0.61 0.24 Uniform Delay,d1 21.3 28.4 20.7 29.4 19.3 28.7 20.1 21.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.8 13.8 1.5 24.0 0.1 9.5 5.1 0.2 Delay(s) 23.1 42.1 22.2 53.3 19.4 38.2 25.2 21.2 Level of Service C D C D B D C C Approach Delay(s) 40.4 50.4 36.8 23.0 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 40.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length(s) 94.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Total Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 53 500 26 57 380 176 36 286 169 123 108 45 Future Volume(veh/h) 53 500 26 57 380 176 36 286 169 123 108 45 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1786 1786 1800 1800 1800 Adj Flow Rate,veh/h 57 538 28 61 409 189 39 308 182 132 116 48 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh,% 0 0 0 0 0 0 0 1 1 0 0 0 Cap,vehlh 170 623 32 211 429 198 454 337 199 204 411 170 Arrive On Green 0.04 0.37 0.37 0.04 0.37 0.37 0.03 0.32 0.32 0.05 0.34 0.34 Sat Flow,veh/h 1714 1696 88 1714 1165 538 1714 1052 622 1714 1209 500 Grp Volume(v),veh/h 57 0 566 61 0 598 39 0 490 132 0 164 Grp Sat Flow(s),vehlh/In 1714 0 1784 1714 0 1703 1714 0 1674 1714 0 1710 Q Serve(g_s),s 1.9 0.0 27.2 2.0 0.0 31.7 1.4 0.0 26.1 4.8 0.0 6.5 Cycle Q Clear(g_c),s 1.9 0.0 27.2 2.0 0.0 31.7 1.4 0.0 26.1 4.8 0.0 6.5 Prop In Lane 1.00 0.05 1.00 0.32 1.00 0.37 1.00 0.29 Lane Grp Cap(c),veh/h 170 0 656 211 0 628 454 0 536 204 0 581 V/C Ratio(X) 0.33 0.00 0.86 0.29 0.00 0.95 0.09 0.00 0.91 0.65 0.00 0.28 Avail Cap(c_a),veh/h 192 0 674 230 0 643 487 0 632 204 0 646 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 22.5 0.0 27.2 21.0 0.0 28.5 19.9 0.0 30.3 24.0 0.0 22.3 Incr Delay(d2),s/veh 1.1 0.0 11.0 0.8 0.0 24.1 0.1 0.0 16.3 6.9 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.7 0.0 12.6 0.8 0.0 15.7 0.5 0.0 11.9 2.2 0.0 2.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 23.7 0.0 38.2 21.8 0.0 52.5 20.0 0.0 46.6 30.9 0.0 22.6 LnGrp LOS C A D C A D B A D C A C Approach Vol,veh/h 623 659 529 296 Approach Delay,s/veh 36.9 49.7 44.7 26.3 Approach LOS D D D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.0 39.1 10.0 34.7 8.8 39.2 8.2 36.5 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 35.0 5.0 35.0 5.0 35.0 5.0 35.0 Max Q Clear Time(g_c+11),s 4.0 29.2 6.8 28.1 3.9 33.7 3.4 8.5 Green Ext Time(p-c),s 0.0 1.7 0.0 1.6 0.0 0.5 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 41.3 HCM 6th LOS D H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Total Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 103 423 14 15 352 117 34 243 39 52 73 62 Future Volume(vph) 103 423 14 15 352 117 34 243 39 52 73 62 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.96 1.00 0.98 1.00 0.93 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1791 1710 1720 1613 1728 1710 1676 Flt Permitted 0.22 1.00 0.34 1.00 0.64 1.00 0.34 1.00 Satd. Flow(perm) 401 1791 610 1720 1080 1728 619 1676 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow(vph) 118 486 16 17 405 134 39 279 45 60 84 71 RTOR Reduction(vph) 0 1 0 0 15 0 0 8 0 0 38 0 Lane Group Flow(vph) 118 501 0 17 524 0 39 316 0 60 117 0 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 6% 1% 8% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 34.5 30.9 29.5 28.4 19.8 17.3 20.3 17.8 Effective Green,g(s) 34.5 30.9 29.5 28.4 19.8 17.3 20.3 17.8 Actuated g/C Ratio 0.48 0.43 0.41 0.40 0.28 0.24 0.28 0.25 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 258 770 267 680 316 416 212 415 v/s Ratio Prot c0.02 0.28 0.00 c0.30 0.00 c0.18 c0.01 0.07 v/s Ratio Perm 0.20 0.03 0.03 0.07 v/c Ratio 0.46 0.65 0.06 0.77 0.12 0.76 0.28 0.28 Uniform Delay,d1 12.5 16.2 13.1 18.9 19.3 25.3 19.5 21.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.3 2.0 0.1 5.4 0.2 8.0 0.7 0.4 Delay(s) 13.8 18.2 13.2 24.3 19.5 33.3 20.2 22.2 Level of Service B B B C B C C C Approach Delay(s) 17.3 23.9 31.8 21.7 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 23.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length(s) 71.8 Sum of lost time(s) 20.0 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Total Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 103 423 14 15 352 117 34 243 39 52 73 62 Future Volume(veh/h) 103 423 14 15 352 117 34 243 39 52 73 62 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1786 1716 1786 1786 1800 1800 1800 Adj Flow Rate,veh/h 118 486 16 17 405 134 39 279 45 60 84 71 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh,% 0 0 0 0 1 1 6 1 1 0 0 0 Cap,vehlh 275 700 23 292 459 152 347 332 54 240 210 178 Arrive On Green 0.07 0.40 0.40 0.02 0.36 0.36 0.04 0.22 0.22 0.05 0.23 0.23 Sat Flow,veh/h 1714 1733 57 1714 1284 425 1634 1500 242 1714 901 762 Grp Volume(v),veh/h 118 0 502 17 0 539 39 0 324 60 0 155 Grp Sat Flow(s),vehlh/In 1714 0 1790 1714 0 1709 1634 0 1742 1714 0 1663 Q Serve(g_s),s 2.8 0.0 15.3 0.4 0.0 19.5 1.2 0.0 11.7 1.7 0.0 5.2 Cycle Q Clear(g_c),s 2.8 0.0 15.3 0.4 0.0 19.5 1.2 0.0 11.7 1.7 0.0 5.2 Prop In Lane 1.00 0.03 1.00 0.25 1.00 0.14 1.00 0.46 Lane Grp Cap(c),veh/h 275 0 723 292 0 610 347 0 385 240 0 388 V/C Ratio(X) 0.43 0.00 0.69 0.06 0.00 0.88 0.11 0.00 0.84 0.25 0.00 0.40 Avail Cap(c_a),veh/h 291 0 723 518 0 779 408 0 530 284 0 518 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 15.0 0.0 16.2 14.0 0.0 19.9 18.6 0.0 24.5 19.2 0.0 21.3 Incr Delay(d2),s/veh 1.1 0.0 2.9 0.1 0.0 9.7 0.1 0.0 8.6 0.5 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.9 0.0 5.5 0.1 0.0 7.9 0.4 0.0 5.1 0.6 0.0 1.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 16.1 0.0 19.1 14.1 0.0 29.6 18.8 0.0 33.1 19.7 0.0 22.0 LnGrp LOS B A B B A C B A C B A C Approach Vol,veh/h 620 556 363 215 Approach Delay,s/veh 18.6 29.1 31.6 21.4 Approach LOS B C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 6.3 31.6 8.3 19.6 9.4 28.5 7.5 20.3 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 *5 Max Green Setting(Gmax),s 10.0 25.0 5.0 20.0 5.0 30.0 5.0 *21 Max Q Clear Time(g_c+11),s 2.4 17.3 3.7 13.7 4.8 21.5 3.2 7.2 Green Ext Time(p-c),s 0.0 1.7 0.0 0.8 0.0 2.0 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 24.9 HCM 6th LOS C Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vph) 74 233 59 81 104 234 13 1679 108 83 703 18 Future Volume(vph) 74 233 59 81 104 234 13 1679 108 83 703 18 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1710 1731 1644 1800 1515 1710 3386 1515 1710 3332 Flt Permitted 0.69 1.00 0.23 1.00 1.00 0.32 1.00 1.00 0.06 1.00 Satd. Flow(perm) 1234 1731 403 1800 1515 578 3386 1515 104 3332 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 79 248 63 86 111 249 14 1786 115 88 748 19 RTOR Reduction(vph) 0 6 0 0 0 194 0 0 63 0 1 0 Lane Group Flow(vph) 79 305 0 86 111 55 14 1786 52 88 766 0 Heavy Vehicles(%) 0% 1% 0% 4% 0% 1% 0% 1% 1% 0% 2% 13% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 8 4 Actuated Green,G(s) 38.3 28.4 42.3 30.9 30.9 65.8 63.1 63.1 78.6 69.5 Effective Green,g(s) 38.3 28.4 42.3 30.9 30.9 65.8 63.1 63.1 78.6 69.5 Actuated g/C Ratio 0.27 0.20 0.30 0.22 0.22 0.47 0.45 0.45 0.56 0.50 Clearance Time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 371 351 222 397 334 293 1526 682 162 1654 v/s Ratio Prot 0.02 c0.18 c0.03 0.06 0.00 c0.53 c0.04 c0.23 v/s Ratio Perm 0.04 0.09 0.04 0.02 0.03 0.27 v/c Ratio 0.21 0.87 0.39 0.28 0.16 0.05 1.17 0.08 0.54 0.46 Uniform Delay,d1 38.7 54.0 37.3 45.3 44.1 20.0 38.5 21.9 30.3 23.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 19.6 1.1 0.4 0.2 0.1 84.1 0.2 3.7 0.9 Delay(s) 39.0 73.6 38.4 45.7 44.3 20.1 122.5 22.1 34.0 24.0 Level of Service D E D D D C F C C C Approach Delay(s) 66.6 43.5 115.7 25.0 Approach LOS E D F C Intersection Summary HCM 2000 Control Delay 80.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length(s) 140.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 98.6% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 5 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic Conditions with Mitigations-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vehlh) 74 233 59 81 104 234 13 1679 108 83 703 18 Future Volume(veh/h) 74 233 59 81 104 234 13 1679 108 83 703 18 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1786 1744 1800 1786 1800 1786 1786 1800 1772 1772 Adj Flow Rate,veh/h 79 248 63 86 111 249 14 1786 115 88 748 19 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 1 1 4 0 1 0 1 1 0 2 2 Cap,vehlh 285 269 68 159 367 309 348 1739 775 117 1796 46 Arrive On Green 0.05 0.20 0.20 0.05 0.20 0.20 0.01 0.51 0.51 0.04 0.54 0.54 Sat Flow,veh/h 1714 1374 349 1661 1800 1514 1714 3393 1514 1714 3355 85 Grp Volume(v),veh/h 79 0 311 86 111 249 14 1786 115 88 375 392 Grp Sat Flow(s),vehlh/In 1714 0 1723 1661 1800 1514 1714 1697 1514 1714 1683 1757 Q Serve(g_s),s 5.1 0.0 24.8 5.7 7.3 21.9 0.5 71.7 5.6 3.4 18.7 18.7 Cycle Q Clear(g_c),s 5.1 0.0 24.8 5.7 7.3 21.9 0.5 71.7 5.6 3.4 18.7 18.7 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 0.05 Lane Grp Cap(c),veh/h 285 0 337 159 367 309 348 1739 775 117 901 941 V/C Ratio(X) 0.28 0.00 0.92 0.54 0.30 0.81 0.04 1.03 0.15 0.75 0.42 0.42 Avail Cap(c_a),veh/h 391 0 382 248 405 341 506 1739 775 235 901 941 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 42.0 0.0 55.3 44.0 47.2 53.1 16.6 34.1 18.0 33.3 19.4 19.4 Incr Delay(d2),s/veh 0.5 0.0 25.9 2.8 0.5 12.3 0.0 28.9 0.4 9.4 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.2 0.0 12.9 2.4 3.3 9.1 0.2 33.7 1.9 1.7 7.1 7.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 42.5 0.0 81.1 46.8 47.7 65.3 16.7 63.0 18.4 42.7 20.9 20.8 LnGrp LOS D A F D D E B F B D C C Approach Vol,veh/h 390 446 1915 855 Approach Delay,s/veh 73.3 57.4 60.0 23.1 Approach LOS E E E C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.4 35.6 9.1 82.0 14.5 34.4 12.3 78.7 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 15.5 *32 15.0 51.0 15.0 31.0 15.0 51.0 Max Q Clear Time(g_c+11),s 7.1 23.9 2.5 20.7 7.7 26.8 5.4 73.7 Green Ext Time(p-c),s 0.1 0.8 0.0 4.3 0.1 0.6 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 52.4 HCM 6th LOS D Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotalAM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 6 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 10 1: Locust Grove Rd & Amity Rd 2025 Total Traffic with Mitigations(150-200 Seconds)-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 53 500 26 57 380 176 36 286 169 123 108 45 Future Volume(vph) 53 500 26 57 380 176 36 286 169 123 108 45 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.95 1.00 0.94 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1787 1710 1715 1710 1689 1710 1721 Flt Permitted 0.14 1.00 0.17 1.00 0.65 1.00 0.17 1.00 Satd. Flow(perm) 252 1787 310 1715 1176 1689 306 1721 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow(vph) 57 538 28 61 409 189 39 308 182 132 116 48 RTOR Reduction(vph) 0 1 0 0 12 0 0 14 0 0 10 0 Lane Group Flow(vph) 57 565 0 61 586 0 39 476 0 132 154 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 50.8 47.1 50.8 47.1 45.0 41.3 55.8 47.1 Effective Green,g(s) 50.8 47.1 50.8 47.1 45.0 41.3 55.8 47.1 Actuated g/C Ratio 0.42 0.39 0.42 0.39 0.37 0.34 0.46 0.39 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 149 692 172 664 451 573 250 666 v/s Ratio Prot c0.01 0.32 0.01 c0.34 0.00 c0.28 c0.04 0.09 v/s Ratio Perm 0.15 0.14 0.03 0.20 v/c Ratio 0.38 0.82 0.35 0.88 0.09 0.83 0.53 0.23 Uniform Delay,d1 25.9 33.4 25.2 34.7 24.7 36.9 23.7 25.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.6 7.4 1.3 13.2 0.1 9.9 2.0 0.2 Delay(s) 27.5 40.7 26.4 47.9 24.8 46.9 25.7 25.2 Level of Service C D C D C D C C Approach Delay(s) 39.5 45.9 45.3 25.4 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 41.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 121.6 Sum of lost time(s) 20.0 Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotalAM_Mit.150-200 cycle.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Total Traffic with Mitigations(150-200 Seconds)-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 53 500 26 57 380 176 36 286 169 123 108 45 Future Volume(veh/h) 53 500 26 57 380 176 36 286 169 123 108 45 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1786 1786 1800 1800 1800 Adj Flow Rate,veh/h 57 538 28 61 409 189 39 308 182 132 116 48 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh,% 0 0 0 0 0 0 0 1 1 0 0 0 Cap,vehlh 174 652 34 214 449 208 464 340 201 221 435 180 Arrive On Green 0.04 0.38 0.38 0.04 0.39 0.39 0.03 0.32 0.32 0.07 0.36 0.36 Sat Flow,veh/h 1714 1696 88 1714 1165 538 1714 1052 622 1714 1209 500 Grp Volume(v),veh/h 57 0 566 61 0 598 39 0 490 132 0 164 Grp Sat Flow(s),vehlh/In 1714 0 1784 1714 0 1703 1714 0 1674 1714 0 1710 Q Serve(g_s),s 2.1 0.0 30.9 2.3 0.0 35.9 1.6 0.0 30.3 5.4 0.0 7.3 Cycle Q Clear(g_c),s 2.1 0.0 30.9 2.3 0.0 35.9 1.6 0.0 30.3 5.4 0.0 7.3 Prop In Lane 1.00 0.05 1.00 0.32 1.00 0.37 1.00 0.29 Lane Grp Cap(c),veh/h 174 0 686 214 0 657 464 0 541 221 0 614 V/C Ratio(X) 0.33 0.00 0.82 0.29 0.00 0.91 0.08 0.00 0.91 0.60 0.00 0.27 Avail Cap(c_a),veh/h 188 0 1057 226 0 1009 489 0 790 263 0 886 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 25.0 0.0 29.9 23.4 0.0 31.4 23.0 0.0 35.0 26.4 0.0 24.5 Incr Delay(d2),s/veh 1.1 0.0 3.2 0.7 0.0 8.3 0.1 0.0 10.3 2.6 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.9 0.0 13.0 0.9 0.0 15.0 0.6 0.0 13.0 2.3 0.0 2.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 26.1 0.0 33.2 24.1 0.0 39.7 23.1 0.0 45.3 29.0 0.0 24.8 LnGrp LOS C A C C A D C A D C A C Approach Vol,veh/h 623 659 529 296 Approach Delay,s/veh 32.5 38.3 43.7 26.6 Approach LOS C D D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.2 46.6 12.3 39.9 9.1 46.7 8.4 43.8 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 64.0 10.0 51.0 5.0 64.0 5.0 56.0 Max Q Clear Time(g_c+11),s 4.3 32.9 7.4 32.3 4.1 37.9 3.6 9.3 Green Ext Time(p-c),s 0.0 3.6 0.1 2.7 0.0 3.8 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 36.3 HCM 6th LOS D H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotalAM_Mit.150-200 cycle.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Total Traffic with Mitigations(150-2000 Seconds)-Weekday AIM Peak Hour -11 --1. 4--- I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 103 423 14 15 352 117 34 243 39 52 73 62 Future Volume(vph) 103 423 14 15 352 117 34 243 39 52 73 62 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.96 1.00 0.98 1.00 0.93 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1791 1710 1720 1613 1728 1710 1676 Flt Permitted 0.20 1.00 0.40 1.00 0.65 1.00 0.29 1.00 Satd. Flow(perm) 366 1791 723 1720 1095 1728 530 1676 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow(vph) 118 486 16 17 405 134 39 279 45 60 84 71 RTOR Reduction(vph) 0 1 0 0 9 0 0 4 0 0 21 0 Lane Group Flow(vph) 118 501 0 17 530 0 39 320 0 60 134 0 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 6% 1% 8% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 55.3 48.7 42.0 40.4 27.9 25.3 32.0 27.6 Effective Green,g(s) 55.3 48.7 42.0 40.4 27.9 25.3 32.0 27.6 Actuated g/C Ratio 0.55 0.49 0.42 0.40 0.28 0.25 0.32 0.28 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 335 872 319 694 318 437 221 462 v/s Ratio Prot c0.03 c0.28 0.00 c0.31 0.00 c0.19 c0.01 0.08 v/s Ratio Perm 0.16 0.02 0.03 0.07 v/c Ratio 0.35 0.57 0.05 0.76 0.12 0.73 0.27 0.29 Uniform Delay,d1 14.5 18.3 17.2 25.7 26.6 34.3 24.9 28.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 0.9 0.1 5.0 0.2 6.3 0.7 0.3 Delay(s) 15.2 19.2 17.3 30.7 26.8 40.5 25.6 28.8 Level of Service B B B C C D C C Approach Delay(s) 18.4 30.3 39.0 27.9 Approach LOS B C D C Intersection Summary HCM 2000 Control Delay 27.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotalAM_Mit.150-200 cycle.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Total Traffic with Mitigations(150-2000 Seconds)-Weekday AIM Peak Hour -11 --1. 4--- I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 103 423 14 15 352 117 34 243 39 52 73 62 Future Volume(veh/h) 103 423 14 15 352 117 34 243 39 52 73 62 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1786 1716 1786 1786 1800 1800 1800 Adj Flow Rate,veh/h 118 486 16 17 405 134 39 279 45 60 84 71 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh,% 0 0 0 0 1 1 6 1 1 0 0 0 Cap,vehlh 280 717 24 298 474 157 350 344 56 242 217 183 Arrive On Green 0.06 0.41 0.41 0.02 0.37 0.37 0.04 0.23 0.23 0.05 0.24 0.24 Sat Flow,veh/h 1714 1733 57 1714 1284 425 1634 1500 242 1714 901 762 Grp Volume(v),veh/h 118 0 502 17 0 539 39 0 324 60 0 155 Grp Sat Flow(s),vehlh/In 1714 0 1790 1714 0 1709 1634 0 1742 1714 0 1663 Q Serve(g_s),s 2.9 0.0 15.9 0.4 0.0 20.2 1.2 0.0 12.2 1.8 0.0 5.4 Cycle Q Clear(g_c),s 2.9 0.0 15.9 0.4 0.0 20.2 1.2 0.0 12.2 1.8 0.0 5.4 Prop In Lane 1.00 0.03 1.00 0.25 1.00 0.14 1.00 0.46 Lane Grp Cap(c),veh/h 280 0 740 298 0 631 350 0 400 242 0 400 V/C Ratio(X) 0.42 0.00 0.68 0.06 0.00 0.85 0.11 0.00 0.81 0.25 0.00 0.39 Avail Cap(c_a),veh/h 415 0 1955 386 0 1745 405 0 1077 306 0 1064 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 15.4 0.0 16.6 14.3 0.0 20.2 19.3 0.0 25.4 19.9 0.0 22.1 Incr Delay(d2),s/veh 1.0 0.0 1.1 0.1 0.0 3.4 0.1 0.0 4.0 0.5 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.0 0.0 5.5 0.1 0.0 7.2 0.4 0.0 4.9 0.7 0.0 1.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 16.4 0.0 17.7 14.4 0.0 23.7 19.4 0.0 29.3 20.4 0.0 22.7 LnGrp LOS B A B B A C B A C C A C Approach Vol,veh/h 620 556 363 215 Approach Delay,s/veh 17.5 23.4 28.3 22.1 Approach LOS B C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 6.4 33.8 8.4 21.0 9.5 30.7 7.6 21.8 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 *5 Max Green Setting(Gmax),s 5.0 76.0 6.0 43.0 10.0 71.0 5.0 *45 Max Q Clear Time(g_c+11),s 2.4 17.9 3.8 14.2 4.9 22.2 3.2 7.4 Green Ext Time(p-c),s 0.0 3.0 0.0 1.7 0.1 3.5 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 22.1 HCM 6th LOS C Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotalAM_Mit.150-200 cycle.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic with Mitigations(150-200 Seconds)-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vph) 74 233 59 81 104 234 13 1679 108 83 703 18 Future Volume(vph) 74 233 59 81 104 234 13 1679 108 83 703 18 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1710 1731 1644 1800 1515 1710 3386 1515 1710 3332 Flt Permitted 0.64 1.00 0.16 1.00 1.00 0.33 1.00 1.00 0.04 1.00 Satd. Flow(perm) 1159 1731 285 1800 1515 597 3386 1515 63 3332 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 79 248 63 86 111 249 14 1786 115 88 748 19 RTOR Reduction(vph) 0 5 0 0 0 76 0 0 39 0 1 0 Lane Group Flow(vph) 79 306 0 86 111 173 14 1786 76 88 766 0 Heavy Vehicles(%) 0% 1% 0% 4% 0% 1% 0% 1% 1% 0% 2% 13% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 8 4 Actuated Green,G(s) 45.0 37.9 48.4 40.1 40.1 120.0 117.0 117.0 131.6 122.8 Effective Green,g(s) 45.0 37.9 48.4 40.1 40.1 120.0 117.0 117.0 131.6 122.8 Actuated g/C Ratio 0.22 0.19 0.24 0.20 0.20 0.60 0.58 0.58 0.66 0.61 Clearance Time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 280 328 125 360 303 374 1980 886 113 2045 v/s Ratio Prot 0.01 c0.18 c0.03 0.06 0.00 c0.53 c0.03 c0.23 v/s Ratio Perm 0.05 0.14 0.11 0.02 0.05 0.47 v/c Ratio 0.28 0.93 0.69 0.31 0.57 0.04 0.90 0.09 0.78 0.37 Uniform Delay,d1 63.1 79.8 63.1 68.1 72.2 16.4 36.5 18.1 55.4 19.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 32.7 14.6 0.5 2.6 0.0 7.2 0.2 27.9 0.5 Delay(s) 63.6 112.5 77.7 68.6 74.8 16.4 43.7 18.3 83.3 19.9 Level of Service E F E E E B D B F B Approach Delay(s) 102.6 73.8 41.9 26.4 Approach LOS F E D C Intersection Summary HCM 2000 Control Delay 48.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length(s) 200.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 98.6% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotalAM_Mit.150-200 cycle.syn Synchro 10 Report Kittelson&Associates, Inc. Page 5 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic with Mitigations(150-200 Seconds)-Weekday AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vehlh) 74 233 59 81 104 234 13 1679 108 83 703 18 Future Volume(veh/h) 74 233 59 81 104 234 13 1679 108 83 703 18 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1786 1744 1800 1786 1800 1786 1786 1800 1772 1772 Adj Flow Rate,veh/h 79 248 63 86 111 249 14 1786 115 88 748 19 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 1 1 4 0 1 0 1 1 0 2 2 Cap,vehlh 238 261 66 114 357 300 401 2035 908 123 2068 53 Arrive On Green 0.03 0.19 0.19 0.04 0.20 0.20 0.01 0.60 0.60 0.03 0.62 0.62 Sat Flow,veh/h 1714 1374 349 1661 1800 1514 1714 3393 1514 1714 3355 85 Grp Volume(v),veh/h 79 0 311 86 111 249 14 1786 115 88 375 392 Grp Sat Flow(s),vehlh/In 1714 0 1723 1661 1800 1514 1714 1697 1514 1714 1683 1757 Q Serve(g_s),s 6.9 0.0 35.7 8.0 10.5 31.6 0.6 88.9 6.6 4.0 22.0 22.0 Cycle Q Clear(g_c),s 6.9 0.0 35.7 8.0 10.5 31.6 0.6 88.9 6.6 4.0 22.0 22.0 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 0.05 Lane Grp Cap(c),veh/h 238 0 328 114 357 300 401 2035 908 123 1037 1083 V/C Ratio(X) 0.33 0.00 0.95 0.75 0.31 0.83 0.03 0.88 0.13 0.72 0.36 0.36 Avail Cap(c_a),veh/h 238 0 345 114 379 319 420 2035 908 149 1037 1083 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 63.8 0.0 80.0 67.4 68.5 77.0 16.0 33.8 17.3 44.2 18.9 18.9 Incr Delay(d2),s/veh 0.8 0.0 34.6 24.2 0.5 16.0 0.0 5.7 0.3 12.2 1.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.3 0.0 18.8 4.3 4.9 13.4 0.3 36.0 2.3 3.0 8.6 9.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 64.7 0.0 114.6 91.6 69.0 92.9 16.0 39.5 17.6 56.4 19.9 19.9 LnGrp LOS E A F F E F B D B E B B Approach Vol,veh/h 390 446 1915 855 Approach Delay,s/veh 104.5 86.7 38.1 23.7 Approach LOS F F D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 13.4 46.6 9.7 130.3 15.0 45.0 13.0 127.0 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 6.9 *42 5.0 119.0 8.0 40.0 9.0 115.0 Max Q Clear Time(g_c+11),s 8.9 33.6 2.6 24.0 10.0 37.7 6.0 90.9 Green Ext Time(p-c),s 0.0 0.9 0.0 4.4 0.0 0.4 0.0 14.3 Intersection Summary HCM 6th Ctrl Delay 47.8 HCM 6th LOS D Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotalAM_Mit.150-200 cycle.syn Synchro 10 Report Kittelson&Associates, Inc. Page 6 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Total Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 54 297 67 117 534 131 40 233 78 150 451 66 Future Volume(vph) 54 297 67 117 534 131 40 233 78 150 451 66 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1750 1710 1747 1710 1732 1710 1765 Flt Permitted 0.11 1.00 0.37 1.00 0.16 1.00 0.26 1.00 Satd. Flow(perm) 193 1750 665 1747 293 1732 474 1765 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow(vph) 56 309 70 122 556 136 42 243 81 156 470 69 RTOR Reduction(vph) 0 9 0 0 9 0 0 12 0 0 5 0 Lane Group Flow(vph) 56 370 0 122 683 0 42 312 0 156 534 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 41.2 37.4 43.8 38.7 27.4 24.6 39.0 31.2 Effective Green,g(s) 41.2 37.4 43.8 38.7 27.4 24.6 39.0 31.2 Actuated g/C Ratio 0.43 0.39 0.45 0.40 0.28 0.25 0.40 0.32 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 142 678 357 700 124 441 311 570 v/s Ratio Prot 0.02 0.21 c0.02 c0.39 0.01 0.18 c0.05 c0.30 v/s Ratio Perm 0.15 0.14 0.09 0.15 v/c Ratio 0.39 0.55 0.34 0.98 0.34 0.71 0.50 0.94 Uniform Delay,d1 21.3 23.0 16.4 28.4 26.8 32.7 20.4 31.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.8 0.9 0.6 27.8 1.6 5.1 1.3 22.9 Delay(s) 23.1 23.9 16.9 56.2 28.4 37.8 21.6 54.6 Level of Service C C B E C D C D Approach Delay(s) 23.8 50.3 36.7 47.2 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay 42.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.93 Actuated Cycle Length(s) 96.5 Sum of lost time(s) 20.0 Intersection Capacity Utilization 92.4% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Total Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 54 297 67 117 534 131 40 233 78 150 451 66 Future Volume(veh/h) 54 297 67 117 534 131 40 233 78 150 451 66 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 56 309 70 122 556 136 42 243 81 156 470 69 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 0 0 0 0 0 0 0 0 0 0 0 0 Cap,vehlh 158 567 129 387 574 140 137 335 112 307 473 69 Arrive On Green 0.04 0.40 0.40 0.05 0.41 0.41 0.03 0.26 0.26 0.08 0.31 0.31 Sat Flow,veh/h 1714 1420 322 1714 1397 342 1714 1292 431 1714 1534 225 Grp Volume(v),veh/h 56 0 379 122 0 692 42 0 324 156 0 539 Grp Sat Flow(s),vehlh/In 1714 0 1742 1714 0 1738 1714 0 1722 1714 0 1759 Q Serve(g_s),s 1.8 0.0 16.2 4.1 0.0 37.9 1.7 0.0 16.7 6.2 0.0 29.7 Cycle Q Clear(g_c),s 1.8 0.0 16.2 4.1 0.0 37.9 1.7 0.0 16.7 6.2 0.0 29.7 Prop In Lane 1.00 0.18 1.00 0.20 1.00 0.25 1.00 0.13 Lane Grp Cap(c),veh/h 158 0 696 387 0 714 137 0 447 307 0 543 V/C Ratio(X) 0.35 0.00 0.54 0.32 0.00 0.97 0.31 0.00 0.72 0.51 0.00 0.99 Avail Cap(c_a),veh/h 177 0 717 387 0 715 165 0 447 340 0 543 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 23.3 0.0 22.4 17.3 0.0 28.0 28.1 0.0 32.8 23.9 0.0 33.5 Incr Delay(d2),s/veh 1.3 0.0 0.8 0.5 0.0 26.1 1.3 0.0 5.8 1.3 0.0 36.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.7 0.0 6.3 1.5 0.0 19.1 0.7 0.0 7.2 2.5 0.0 17.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 24.6 0.0 23.2 17.8 0.0 54.1 29.3 0.0 38.6 25.2 0.0 70.2 LnGrp LOS C A C B A D C A D C A E Approach Vol,veh/h 435 814 366 695 Approach Delay,s/veh 23.4 48.7 37.5 60.1 Approach LOS C D D E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.0 43.8 13.2 30.2 8.9 44.9 8.4 35.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 40.0 10.0 25.0 5.0 40.0 5.0 30.0 Max Q Clear Time(g_c+11),s 6.1 18.2 8.2 18.7 3.8 39.9 3.7 31.7 Green Ext Time(p-c),s 0.0 2.0 0.1 0.9 0.0 0.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.6 HCM 6th LOS D H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Total Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 75 384 42 64 528 151 25 113 35 223 289 94 Future Volume(vph) 75 384 42 64 528 151 25 113 35 223 289 94 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.97 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1757 1629 1740 1710 1736 1710 1734 Flt Permitted 0.11 1.00 0.29 1.00 0.34 1.00 0.42 1.00 Satd. Flow(perm) 206 1757 503 1740 614 1736 761 1734 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow(vph) 87 447 49 74 614 176 29 131 41 259 336 109 RTOR Reduction(vph) 0 4 0 0 11 0 0 13 0 0 13 0 Lane Group Flow(vph) 87 492 0 74 779 0 29 159 0 259 432 0 Heavy Vehicles(%) 0% 1% 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 40.3 35.0 37.3 33.5 18.1 16.3 32.7 25.9 Effective Green,g(s) 40.3 35.0 37.3 33.5 18.1 16.3 32.7 25.9 Actuated g/C Ratio 0.47 0.40 0.43 0.39 0.21 0.19 0.38 0.30 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 188 710 266 673 151 327 412 519 v/s Ratio Prot c0.03 0.28 0.01 c0.45 0.00 0.09 c0.08 c0.25 v/s Ratio Perm 0.19 0.11 0.04 0.15 v/c Ratio 0.46 0.69 0.28 1.16 0.19 0.49 0.63 0.83 Uniform Delay,d1 18.8 21.3 15.7 26.5 27.7 31.4 20.1 28.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.8 2.9 0.6 86.9 0.6 1.1 3.0 11.0 Delay(s) 20.6 24.2 16.3 113.4 28.3 32.5 23.1 39.3 Level of Service C C B F C C C D Approach Delay(s) 23.7 105.1 31.9 33.3 Approach LOS C F C C Intersection Summary HCM 2000 Control Delay 57.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length(s) 86.5 Sum of lost time(s) 20.0 Intersection Capacity Utilization 86.3% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Total Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 75 384 42 64 528 151 25 113 35 223 289 94 Future Volume(veh/h) 75 384 42 64 528 151 25 113 35 223 289 94 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1786 1730 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 87 447 49 74 614 176 29 131 41 259 336 109 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh,% 0 1 1 5 0 0 0 0 0 0 0 0 Cap,vehlh 176 632 69 304 534 153 165 221 69 419 366 119 Arrive On Green 0.05 0.40 0.40 0.05 0.40 0.40 0.03 0.17 0.17 0.14 0.28 0.28 Sat Flow,veh/h 1714 1581 173 1647 1345 386 1714 1315 411 1714 1302 422 Grp Volume(v),veh/h 87 0 496 74 0 790 29 0 172 259 0 445 Grp Sat Flow(s),vehlh/In 1714 0 1755 1647 0 1731 1714 0 1726 1714 0 1724 Q Serve(g_s),s 2.4 0.0 19.7 2.2 0.0 33.0 1.1 0.0 7.7 9.8 0.0 20.8 Cycle Q Clear(g_c),s 2.4 0.0 19.7 2.2 0.0 33.0 1.1 0.0 7.7 9.8 0.0 20.8 Prop In Lane 1.00 0.10 1.00 0.22 1.00 0.24 1.00 0.24 Lane Grp Cap(c),veh/h 176 0 702 304 0 687 165 0 290 419 0 484 V/C Ratio(X) 0.49 0.00 0.71 0.24 0.00 1.15 0.18 0.00 0.59 0.62 0.00 0.92 Avail Cap(c_a),veh/h 231 0 739 322 0 687 218 0 374 423 0 519 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 19.8 0.0 20.9 15.8 0.0 25.1 28.0 0.0 32.0 22.4 0.0 29.0 Incr Delay(d2),s/veh 2.1 0.0 2.9 0.4 0.0 83.6 0.5 0.0 1.9 2.7 0.0 20.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.9 0.0 7.5 0.7 0.0 27.5 0.5 0.0 3.1 3.8 0.0 10.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 22.0 0.0 23.8 16.2 0.0 108.7 28.6 0.0 33.9 25.1 0.0 49.8 LnGrp LOS C A C B A F C A C C A D Approach Vol,veh/h 583 864 201 704 Approach Delay,s/veh 23.5 100.7 33.1 40.7 Approach LOS C F C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.1 38.2 16.8 19.0 9.3 38.0 7.4 28.3 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 5.0 35.0 12.0 18.0 7.0 33.0 5.0 25.0 Max Q Clear Time(g_c+11),s 4.2 21.7 11.8 9.7 4.4 35.0 3.1 22.8 Green Ext Time(p-c),s 0.0 2.3 0.0 0.4 0.0 0.0 0.0 0.6 Intersection Summary HCM 6th Ctrl Delay 57.9 HCM 6th LOS E H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vph) 21 149 6 131 325 152 21 978 104 176 1718 73 Future Volume(vph) 21 149 6 131 325 152 21 978 104 176 1718 73 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1710 1790 1710 1782 1494 1710 3386 1530 1693 3364 Flt Permitted 0.34 1.00 0.42 1.00 1.00 0.06 1.00 1.00 0.16 1.00 Satd. Flow(perm) 614 1790 752 1782 1494 102 3386 1530 288 3364 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 22 154 6 135 335 157 22 1008 107 181 1771 75 RTOR Reduction(vph) 0 1 0 0 0 100 0 0 57 0 1 0 Lane Group Flow(vph) 22 159 0 135 335 57 22 1008 50 181 1845 0 Confl. Peds.(#/hr) 1 1 Heavy Vehicles(%) 0% 0% 0% 0% 1% 1% 0% 1% 0% 1% 1% 2% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 8 4 Actuated Green,G(s) 30.4 25.9 46.9 35.9 35.9 74.4 70.3 70.3 89.6 78.5 Effective Green,g(s) 30.4 25.9 46.9 35.9 35.9 74.4 70.3 70.3 89.6 78.5 Actuated g/C Ratio 0.20 0.17 0.31 0.24 0.24 0.50 0.47 0.47 0.60 0.52 Clearance Time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 157 309 321 426 357 94 1586 717 287 1760 v/s Ratio Prot 0.00 0.09 c0.04 c0.19 0.01 0.30 c0.05 c0.55 v/s Ratio Perm 0.02 0.09 0.04 0.11 0.03 0.32 v/c Ratio 0.14 0.52 0.42 0.79 0.16 0.23 0.64 0.07 0.63 1.05 Uniform Delay,dl 48.6 56.3 39.0 53.5 45.1 34.1 30.2 21.9 19.4 35.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 1.5 0.9 9.3 0.2 1.3 2.0 0.2 4.5 35.3 Delay(s) 49.1 57.8 39.9 62.7 45.3 35.4 32.1 22.1 23.8 71.0 Level of Service D E D E D D C C C E Approach Delay(s) 56.7 53.5 31.2 66.8 Approach LOS E D C E Intersection Summary HCM 2000 Control Delay 54.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 101.7% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 5 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic Conditions with Mitigations-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vehlh) 21 149 6 131 325 152 21 978 104 176 1718 73 Future Volume(veh/h) 21 149 6 131 325 152 21 978 104 176 1718 73 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1786 1800 1786 1800 1786 1786 1786 Adj Flow Rate,veh/h 22 154 6 135 335 157 22 1008 107 181 1771 75 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 0 0 0 0 1 1 0 1 0 1 1 1 Cap,vehlh 96 238 9 247 359 304 103 1812 815 316 1910 80 Arrive On Green 0.02 0.14 0.14 0.08 0.20 0.20 0.02 0.53 0.53 0.06 0.58 0.58 Sat Flow,veh/h 1714 1721 67 1714 1786 1511 1714 3393 1525 1701 3318 140 Grp Volume(v),veh/h 22 0 160 135 335 157 22 1008 107 181 901 945 Grp Sat Flow(s),vehlh/In 1714 0 1788 1714 1786 1511 1714 1697 1525 1701 1697 1761 Q Serve(g_s),s 1.6 0.0 12.7 9.9 27.7 13.9 0.9 29.5 5.3 7.1 72.0 73.8 Cycle Q Clear(g_c),s 1.6 0.0 12.7 9.9 27.7 13.9 0.9 29.5 5.3 7.1 72.0 73.8 Prop In Lane 1.00 0.04 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c),veh/h 96 0 247 247 359 304 103 1812 815 316 977 1014 V/C Ratio(X) 0.23 0.00 0.65 0.55 0.93 0.52 0.21 0.56 0.13 0.57 0.92 0.93 Avail Cap(c_a),veh/h 239 0 369 282 375 317 240 1812 815 381 977 1014 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 55.0 0.0 61.2 49.0 59.0 53.5 31.8 23.2 17.5 18.2 28.8 29.1 Incr Delay(d2),s/veh 1.2 0.0 2.8 1.9 29.6 1.4 1.0 1.2 0.3 1.6 15.2 16.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.7 0.0 5.8 4.3 15.1 5.2 0.4 11.4 1.8 2.7 30.4 32.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 56.2 0.0 64.0 50.9 88.6 54.8 32.9 24.4 17.9 19.8 43.9 45.2 LnGrp LOS E A E D F D C C B B D D Approach Vol,veh/h 182 627 1137 2027 Approach Delay,s/veh 63.1 72.0 24.0 42.4 Approach LOS E E C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.5 37.1 10.0 93.4 18.9 27.7 16.3 87.1 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 15.5 *32 15.0 61.0 15.0 31.0 15.0 61.0 Max Q Clear Time(g_c+11),s 3.6 29.7 2.9 75.8 11.9 14.7 9.1 31.5 Green Ext Time(p-c),s 0.0 0.4 0.0 0.0 0.1 0.6 0.2 7.4 Intersection Summary HCM 6th Ctrl Delay 42.7 HCM 6th LOS D Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TISlsynchro124225_2025TotaIPM_Mit.syn Synchro 10 Report Kittelson&Associates, Inc. Page 6 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Total Traffic with Mitigations(150-200 Seconds)-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 54 297 67 117 534 131 40 233 78 150 451 66 Future Volume(vph) 54 297 67 117 534 131 40 233 78 150 451 66 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1750 1710 1747 1710 1732 1710 1765 Flt Permitted 0.12 1.00 0.35 1.00 0.19 1.00 0.30 1.00 Satd. Flow(perm) 207 1750 622 1747 346 1732 531 1765 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow(vph) 56 309 70 122 556 136 42 243 81 156 470 69 RTOR Reduction(vph) 0 6 0 0 6 0 0 8 0 0 3 0 Lane Group Flow(vph) 56 373 0 122 686 0 42 316 0 156 536 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 54.3 50.7 62.5 54.8 40.3 36.7 53.9 45.3 Effective Green,g(s) 54.3 50.7 62.5 54.8 40.3 36.7 53.9 45.3 Actuated g/C Ratio 0.43 0.40 0.49 0.43 0.32 0.29 0.42 0.36 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 130 696 371 752 148 499 337 628 v/s Ratio Prot 0.01 0.21 c0.02 c0.39 0.01 0.18 c0.04 c0.30 v/s Ratio Perm 0.17 0.14 0.08 0.15 v/c Ratio 0.43 0.54 0.33 0.91 0.28 0.63 0.46 0.85 Uniform Delay,d1 27.2 29.3 19.5 34.0 32.4 39.4 25.1 37.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 2.3 0.8 0.5 15.3 1.1 2.6 1.0 10.9 Delay(s) 29.5 30.1 20.0 49.3 33.4 42.1 26.1 48.8 Level of Service C C B D C D C D Approach Delay(s) 30.0 44.9 41.1 43.7 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay 41.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length(s) 127.3 Sum of lost time(s) 20.0 Intersection Capacity Utilization 92.4% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotaIPM_Mit-150s Cycles.syn Synchro 10 Report Kittelson&Associates, Inc. Page 1 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 101: Locust Grove Rd & Amity Rd 2025 Total Traffic with Mitigations(150-200 Seconds)-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 54 297 67 117 534 131 40 233 78 150 451 66 Future Volume(veh/h) 54 297 67 117 534 131 40 233 78 150 451 66 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 56 309 70 122 556 136 42 243 81 156 470 69 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 0 0 0 0 0 0 0 0 0 0 0 0 Cap,vehlh 159 580 131 393 600 147 149 372 124 321 514 76 Arrive On Green 0.04 0.41 0.41 0.06 0.43 0.43 0.03 0.29 0.29 0.08 0.34 0.34 Sat Flow,veh/h 1714 1420 322 1714 1397 342 1714 1292 431 1714 1534 225 Grp Volume(v),veh/h 56 0 379 122 0 692 42 0 324 156 0 539 Grp Sat Flow(s),vehlh/In 1714 0 1742 1714 0 1738 1714 0 1722 1714 0 1759 Q Serve(g_s),s 2.2 0.0 19.6 4.9 0.0 44.9 2.0 0.0 19.6 7.3 0.0 34.9 Cycle Q Clear(g_c),s 2.2 0.0 19.6 4.9 0.0 44.9 2.0 0.0 19.6 7.3 0.0 34.9 Prop In Lane 1.00 0.18 1.00 0.20 1.00 0.25 1.00 0.13 Lane Grp Cap(c),veh/h 159 0 711 393 0 747 149 0 495 321 0 590 V/C Ratio(X) 0.35 0.00 0.53 0.31 0.00 0.93 0.28 0.00 0.65 0.49 0.00 0.91 Avail Cap(c_a),veh/h 170 0 952 397 0 979 167 0 637 387 0 784 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 27.2 0.0 26.6 20.2 0.0 32.2 32.0 0.0 37.2 27.2 0.0 37.9 Incr Delay(d2),s/veh 1.3 0.0 0.6 0.4 0.0 12.1 1.0 0.0 1.6 1.1 0.0 12.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.9 0.0 7.9 1.9 0.0 19.8 0.8 0.0 8.1 3.0 0.0 16.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 28.5 0.0 27.2 20.6 0.0 44.2 33.1 0.0 38.7 28.3 0.0 50.3 LnGrp LOS C A C C A D C A D C A D Approach Vol,veh/h 435 814 366 695 Approach Delay,s/veh 27.4 40.7 38.1 45.4 Approach LOS C D D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 11.8 53.5 14.4 39.2 9.2 56.1 8.8 44.9 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 7.0 65.0 14.0 44.0 5.0 67.0 5.0 53.0 Max Q Clear Time(g_c+11),s 6.9 21.6 9.3 21.6 4.2 46.9 4.0 36.9 Green Ext Time(p-c),s 0.0 2.3 0.1 1.7 0.0 4.2 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 39.2 HCM 6th LOS D H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotaIPM_Mit-150s Cycles.syn Synchro 10 Report Kittelson&Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Total Traffic with Mitigations(150-2000 Seconds)-Weekday PM Peak Hour -11 --1. 4--- I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 75 384 42 64 528 151 25 113 35 223 289 94 Future Volume(vph) 75 384 42 64 528 151 25 113 35 223 289 94 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.97 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1757 1629 1740 1710 1736 1710 1734 Flt Permitted 0.09 1.00 0.35 1.00 0.30 1.00 0.37 1.00 Satd. Flow(perm) 163 1757 592 1740 544 1736 661 1734 Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow(vph) 87 447 49 74 614 176 29 131 41 259 336 109 RTOR Reduction(vph) 0 2 0 0 7 0 0 8 0 0 8 0 Lane Group Flow(vph) 87 494 0 74 783 0 29 164 0 259 437 0 Heavy Vehicles(%) 0% 1% 0% 5% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 6 4 8 Actuated Green,G(s) 72.1 65.8 68.5 64.0 24.3 21.7 46.1 38.5 Effective Green,g(s) 72.1 65.8 68.5 64.0 24.3 21.7 46.1 38.5 Actuated g/C Ratio 0.55 0.50 0.52 0.49 0.18 0.17 0.35 0.29 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 163 879 344 847 123 286 386 508 v/s Ratio Prot c0.03 0.28 0.01 c0.45 0.00 0.09 c0.10 c0.25 v/s Ratio Perm 0.27 0.10 0.04 0.14 v/c Ratio 0.53 0.56 0.22 0.92 0.24 0.58 0.67 0.86 Uniform Delay,d1 24.8 22.8 17.1 31.4 44.7 50.6 33.3 43.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.3 0.8 0.3 15.5 1.0 2.8 4.5 13.9 Delay(s) 28.2 23.6 17.5 47.0 45.7 53.4 37.8 57.8 Level of Service C C B D D D D E Approach Delay(s) 24.3 44.4 52.3 50.5 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay 41.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length(s) 131.4 Sum of lost time(s) 20.0 Intersection Capacity Utilization 86.3% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotaIPM_Mit-150s Cycles.syn Synchro 10 Report Kittelson&Associates, Inc. Page 3 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 102: Locust Grove Rd & Lake Hazel Rd 2025 Total Traffic with Mitigations(150-2000 Seconds)-Weekday PM Peak Hour -11 --1. 4--- I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vehlh) 75 384 42 64 528 151 25 113 35 223 289 94 Future Volume(veh/h) 75 384 42 64 528 151 25 113 35 223 289 94 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1786 1730 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 87 447 49 74 614 176 29 131 41 259 336 109 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh,% 0 1 1 5 0 0 0 0 0 0 0 0 Cap,vehlh 166 776 85 363 658 189 132 219 69 387 366 119 Arrive On Green 0.04 0.49 0.49 0.04 0.49 0.49 0.03 0.17 0.17 0.14 0.28 0.28 Sat Flow,veh/h 1714 1581 173 1647 1345 386 1714 1315 411 1714 1302 422 Grp Volume(v),veh/h 87 0 496 74 0 790 29 0 172 259 0 445 Grp Sat Flow(s),vehlh/In 1714 0 1755 1647 0 1731 1714 0 1726 1714 0 1724 Q Serve(g_s),s 3.1 0.0 24.4 2.7 0.0 52.2 1.7 0.0 11.2 14.6 0.0 30.4 Cycle Q Clear(g_c),s 3.1 0.0 24.4 2.7 0.0 52.2 1.7 0.0 11.2 14.6 0.0 30.4 Prop In Lane 1.00 0.10 1.00 0.22 1.00 0.24 1.00 0.24 Lane Grp Cap(c),veh/h 166 0 861 363 0 846 132 0 288 387 0 485 V/C Ratio(X) 0.52 0.00 0.58 0.20 0.00 0.93 0.22 0.00 0.60 0.67 0.00 0.92 Avail Cap(c_a),veh/h 183 0 1097 382 0 1082 158 0 341 485 0 610 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 27.1 0.0 22.0 16.9 0.0 29.2 41.5 0.0 46.9 33.7 0.0 42.3 Incr Delay(d2),s/veh 2.5 0.0 0.6 0.3 0.0 12.2 0.8 0.0 2.1 2.5 0.0 16.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.2 0.0 9.4 1.0 0.0 22.5 0.7 0.0 4.8 6.1 0.0 14.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 29.7 0.0 22.6 17.2 0.0 41.5 42.3 0.0 48.9 36.2 0.0 58.8 LnGrp LOS C A C B A D D A D D A E Approach Vol,veh/h 583 864 201 704 Approach Delay,s/veh 23.6 39.4 48.0 50.5 Approach LOS C D D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.6 64.7 22.1 25.3 9.8 64.4 8.1 39.2 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 6.0 76.0 24.0 24.0 6.0 76.0 5.0 43.0 Max Q Clear Time(g_c+11),s 4.7 26.4 16.6 13.2 5.1 54.2 3.7 32.4 Green Ext Time(p-c),s 0.0 3.0 0.4 0.5 0.0 5.3 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 39.5 HCM 6th LOS D H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotaIPM_Mit-150s Cycles.syn Synchro 10 Report Kittelson&Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic with Mitigations(150-200 Seconds)-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vph) 21 149 6 131 325 152 21 978 104 176 1718 73 Future Volume(vph) 21 149 6 131 325 152 21 978 104 176 1718 73 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1710 1790 1710 1782 1494 1710 3386 1530 1693 3364 Flt Permitted 0.23 1.00 0.38 1.00 1.00 0.04 1.00 1.00 0.20 1.00 Satd. Flow(perm) 407 1790 687 1782 1494 80 3386 1530 355 3364 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 22 154 6 135 335 157 22 1008 107 181 1771 75 RTOR Reduction(vph) 0 1 0 0 0 105 0 0 46 0 2 0 Lane Group Flow(vph) 22 159 0 135 335 52 22 1008 61 181 1844 0 Confl. Peds.(#/hr) 1 1 Heavy Vehicles(%) 0% 0% 0% 0% 1% 1% 0% 1% 0% 1% 1% 2% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 8 4 Actuated Green,G(s) 34.9 31.8 52.4 42.8 42.8 117.0 113.7 113.7 134.1 123.8 Effective Green,g(s) 34.9 31.8 52.4 42.8 42.8 117.0 113.7 113.7 134.1 123.8 Actuated g/C Ratio 0.17 0.16 0.26 0.21 0.21 0.58 0.57 0.57 0.67 0.62 Clearance Time(s) 6.5 7.0 7.0 6.5 6.5 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 91 284 247 381 319 73 1924 869 327 2082 v/s Ratio Prot 0.00 0.09 c0.04 c0.19 0.00 0.30 c0.04 c0.55 v/s Ratio Perm 0.04 0.11 0.03 0.17 0.04 0.33 v/c Ratio 0.24 0.56 0.55 0.88 0.16 0.30 0.52 0.07 0.55 0.89 Uniform Delay,dl 70.0 77.6 59.9 76.1 64.0 32.0 26.5 19.4 17.2 32.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.4 2.5 2.5 19.9 0.2 2.3 1.0 0.2 2.0 6.0 Delay(s) 71.3 80.2 62.4 96.0 64.2 34.3 27.5 19.5 19.2 38.2 Level of Service E F E F E C C B B D Approach Delay(s) 79.1 80.8 26.9 36.5 Approach LOS E F C D Intersection Summary HCM 2000 Control Delay 42.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length(s) 200.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 101.7% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotaIPM_Mit-150s Cycles.syn Synchro 10 Report Kittelson&Associates, Inc. Page 5 HCM 6th Signalized Intersection Summary Lake Hazel-Locust Grove Master Plan TIS 103: SH69 & Lake Hazel Rd 2025 Total Traffic with Mitigations(150-200 Seconds)-Weekday PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* tt r* t Traffic Volume(vehlh) 21 149 6 131 325 152 21 978 104 176 1718 73 Future Volume(veh/h) 21 149 6 131 325 152 21 978 104 176 1718 73 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1786 1800 1786 1800 1786 1786 1786 Adj Flow Rate,veh/h 22 154 6 135 335 157 22 1008 107 181 1771 75 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 0 0 0 0 1 1 0 1 0 1 1 1 Cap,vehlh 80 268 10 225 359 303 113 2007 902 328 2078 88 Arrive On Green 0.02 0.16 0.16 0.06 0.20 0.20 0.02 0.59 0.59 0.05 0.63 0.63 Sat Flow,veh/h 1714 1721 67 1714 1786 1511 1714 3393 1525 1701 3318 140 Grp Volume(v),veh/h 22 0 160 135 335 157 22 1008 107 181 901 945 Grp Sat Flow(s),vehlh/In 1714 0 1788 1714 1786 1511 1714 1697 1525 1701 1697 1761 Q Serve(g_s),s 2.1 0.0 16.6 12.0 36.9 18.5 1.0 34.5 6.2 8.2 84.5 86.6 Cycle Q Clear(g_c),s 2.1 0.0 16.6 12.0 36.9 18.5 1.0 34.5 6.2 8.2 84.5 86.6 Prop In Lane 1.00 0.04 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c),veh/h 80 0 279 225 359 303 113 2007 902 328 1063 1103 V/C Ratio(X) 0.27 0.00 0.57 0.60 0.93 0.52 0.20 0.50 0.12 0.55 0.85 0.86 Avail Cap(c_a),veh/h 94 0 336 225 406 344 125 2007 902 400 1063 1103 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 71.2 0.0 78.2 67.6 78.6 71.3 32.9 23.7 18.0 18.7 29.7 30.1 Incr Delay(d2),s/veh 1.8 0.0 1.9 4.4 27.0 1.4 0.8 0.9 0.3 1.5 8.4 8.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.0 0.0 7.7 1.1 19.4 7.2 0.5 13.6 2.2 3.2 34.6 36.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 73.0 0.0 80.1 71.9 105.6 72.6 33.8 24.6 18.2 20.2 38.1 38.8 LnGrp LOS E A F E F E C C B C D D Approach Vol,veh/h 182 627 1137 2027 Approach Delay,s/veh 79.2 90.1 24.2 36.8 Approach LOS E F C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.0 47.2 10.5 132.3 19.0 38.2 17.5 125.3 Change Period(Y+Rc),s 6.5 *7 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 5.1 *46 5.0 117.4 12.0 37.6 19.0 103.4 Max Q Clear Time(g_c+11),s 4.1 38.9 3.0 88.6 14.0 18.6 10.2 36.5 Green Ext Time(p-c),s 0.0 1.3 0.0 15.3 0.0 0.6 0.3 8.1 Intersection Summary HCM 6th Ctrl Delay 43.6 HCM 6th LOS D Notes *HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. H:124124225-Lake Hazel-Locust Grove Master Plan TIS\synchro124225_2025TotaIPM_Mit-150s Cycles.syn Synchro 10 Report Kittelson&Associates, Inc. Page 6 MOVEMENT SUMMARY V Site: 102 [Locust Grove/Lake Hazel TTAM] Total AM operations Roundabout TotalMovement Performance-Vehicles Mov OD Demand Flows Deg. Average Level of 95%Back of Queue Prop. Effective Average ID Mov Stop Rate South:Locust Grove Road 3 L2 39 6.0 0.531 13.9 LOS B 3.6 92.9 0.76 0.90 30.8 8 T1 279 1.0 0.531 13.6 LOS B 3.6 92.9 0.76 0.90 30.8 18 R2 45 8.0 0.531 14.0 LOS B 3.6 92.9 0.76 0.90 29.9 Approach 363 2.4 0.531 13.7 LOS B 3.6 92.9 0.76 0.90 30.7 East: Lake Hazel Road 1 L2 17 0.0 0.448 9.1 LOS A 2.7 67.6 0.62 0.62 33.2 6 T1 405 1.0 0.448 9.1 LOS A 2.7 67.6 0.62 0.62 33.0 16 R2 134 0.0 0.136 4.9 LOS A 0.6 13.9 0.46 0.37 34.2 Approach 556 0.7 0.448 8.1 LOS A 2.7 67.6 0.58 0.56 33.3 North: Locust Grove Road 7 L2 60 0.0 0.251 6.9 LOS A 1.2 29.0 0.58 0.52 33.6 4 T1 84 0.0 0.251 6.9 LOS A 1.2 29.0 0.58 0.52 33.5 14 R2 71 0.0 0.251 6.9 LOS A 1.2 29.0 0.58 0.52 32.6 Approach 215 0.0 0.251 6.9 LOS A 1.2 29.0 0.58 0.52 33.2 West: Lake Hazel Road 5 L2 118 0.0 0.530 9.1 LOS A 3.9 98.7 0.52 0.35 32.8 2 T1 486 0.0 0.530 9.1 LOS A 3.9 98.7 0.52 0.35 32.7 12 R2 16 0.0 0.530 9.1 LOS A 3.9 98.7 0.52 0.35 31.8 Approach 621 0.0 0.530 9.1 LOS A 3.9 98.7 0.52 0.35 32.7 All Vehicles 1755 0.7 0.531 9.5 LOS A 3.9 98.7 0.60 0.55 32.5 Site Level of Service(LOS)Method: Delay&v/c(HCM 6).Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used.Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 i Copyright©2000-2017 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Wednesday,February 26,2020 11:38:39 AM Project: H:\24\24225-Lake Hazel-Locust Grove Master Plan TIS\sidra\LG-LH_Roundabout MIT.sip7 MOVEMENT SUMMARY V Site: 102 [Locust Grove/Lake Hazel TTAM - Multilane w/ One-Lane SB Approach] Total AM operations Roundabout TotalMovement Performance-Vehicles Mov OD Demand Flows Deg. Average Level of 95%Back of Queue Prop. Effective Average ID Mov Stop Rate South:Locust Grove Road 3 L2 39 6.0 0.461 10.9 LOS B 2.6 66.9 0.67 0.76 23.1 8 T1 279 1.0 0.461 10.6 LOS B 2.6 66.9 0.67 0.76 32.1 18 R2 45 8.0 0.461 11.0 LOS B 2.6 66.9 0.67 0.76 31.1 Approach 363 2.4 0.461 10.7 LOS B 2.6 66.9 0.67 0.76 31.2 East: Lake Hazel Road 1 L2 17 0.0 0.224 6.0 LOS A 1.0 24.1 0.51 0.45 34.6 6 T1 405 1.0 0.224 6.1 LOS A 1.0 24.1 0.51 0.45 30.0 16 R2 134 0.0 0.136 4.9 LOS A 0.6 13.9 0.46 0.37 34.1 Approach 556 0.7 0.224 5.8 LOS A 1.0 24.1 0.50 0.43 31.4 North: Locust Grove Road 7 L2 60 0.0 0.225 6.0 LOS A 0.9 23.0 0.50 0.45 34.0 4 T1 84 0.0 0.225 6.0 LOS A 0.9 23.0 0.50 0.45 33.9 14 R2 71 0.0 0.225 6.0 LOS A 0.9 23.0 0.50 0.45 20.7 Approach 215 0.0 0.225 6.0 LOS A 0.9 23.0 0.50 0.45 29.7 West: Lake Hazel Road 5 L2 118 0.0 0.253 5.2 LOS A 1.2 30.7 0.33 0.20 31.9 2 T1 486 0.0 0.253 5.2 LOS A 1.2 30.7 0.33 0.20 32.6 12 R2 16 0.0 0.253 5.2 LOS A 1.2 30.7 0.33 0.20 31.6 Approach 621 0.0 0.253 5.2 LOS A 1.2 30.7 0.33 0.20 32.4 All Vehicles 1755 0.7 0.461 6.6 LOS A 2.6 66.9 0.48 0.42 31.4 Site Level of Service(LOS)Method: Delay&v/c(HCM 6).Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used.Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 i Copyright©2000-2017 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Wednesday,March 4,2020 11:35:22 AM Project: H:\24\24225-Lake Hazel-Locust Grove Master Plan TIS\sidra\LG-LH_Roundabout MIT.sip7 MOVEMENT SUMMARY V Site: 102 [Locust Grove/Lake Hazel TTAM - Multilane w/Two-Lane SB Approach] Total AM operations Roundabout TotalMovement Performance-Vehicles Mov OD Demand Flows Deg. Average Level of 95%Back of Queue Prop. Effective Average ID Mov Stop Rate South:Locust Grove Road 3 L2 39 6.0 0.461 10.9 LOS B 2.6 66.9 0.67 0.76 23.1 8 T1 279 1.0 0.461 10.6 LOS B 2.6 66.9 0.67 0.76 32.1 18 R2 45 8.0 0.461 11.0 LOS B 2.6 66.9 0.67 0.76 31.1 Approach 363 2.4 0.461 10.7 LOS B 2.6 66.9 0.67 0.76 31.2 East: Lake Hazel Road 1 L2 17 0.0 0.224 6.0 LOS A 1.0 24.1 0.51 0.45 34.6 6 T1 405 1.0 0.224 6.1 LOS A 1.0 24.1 0.51 0.45 30.0 16 R2 134 0.0 0.136 4.9 LOS A 0.6 13.9 0.46 0.37 34.1 Approach 556 0.7 0.224 5.8 LOS A 1.0 24.1 0.50 0.43 31.4 North: Locust Grove Road 7 L2 60 0.0 0.068 4.7 LOS A 0.3 6.3 0.46 0.37 32.7 4 T1 84 0.0 0.163 5.3 LOS A 0.6 15.8 0.48 0.41 35.0 14 R2 71 0.0 0.163 5.3 LOS A 0.6 15.8 0.48 0.41 20.3 Approach 215 0.0 0.163 5.2 LOS A 0.6 15.8 0.47 0.40 29.6 West: Lake Hazel Road 5 L2 118 0.0 0.258 5.5 LOS A 1.2 30.3 0.33 0.21 31.6 2 T1 486 0.0 0.258 5.3 LOS A 1.2 30.3 0.32 0.20 32.5 12 R2 16 0.0 0.258 5.2 LOS A 1.2 29.6 0.31 0.19 31.6 Approach 621 0.0 0.258 5.3 LOS A 1.2 30.3 0.32 0.20 32.3 All Vehicles 1755 0.7 0.461 6.6 LOS A 2.6 66.9 0.47 0.41 31.3 Site Level of Service(LOS)Method: Delay&v/c(HCM 6).Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used.Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 i Copyright©2000-2017 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Wednesday,March 4,2020 11:20:16 AM Project: H:\24\24225-Lake Hazel-Locust Grove Master Plan TIS\sidra\LG-LH_Roundabout MIT.sip7 MOVEMENT SUMMARY V Site: 102 [Locust Grove/Lake Hazel TTPM] Total PM operations Roundabout TotalMovement Performance-Vehicles Mov OD Demand Flows Deg. Average Level of 95%Back of Queue Prop. Effective Average ID Mov Stop Rate South:Locust Grove Road 3 L2 29 0.0 0.324 10.2 LOS B 1.5 36.7 0.70 0.72 32.4 8 T1 131 0.0 0.324 10.2 LOS B 1.5 36.7 0.70 0.72 32.3 18 R2 41 0.0 0.324 10.2 LOS B 1.5 36.7 0.70 0.72 31.4 Approach 201 0.0 0.324 10.2 LOS B 1.5 36.7 0.70 0.72 32.1 East: Lake Hazel Road 1 L2 74 5.0 0.611 11.3 LOS B 6.2 154.6 0.64 0.58 31.9 6 T1 614 0.0 0.611 11.1 LOS B 6.2 154.6 0.64 0.58 32.0 16 R2 176 0.0 0.151 4.4 LOS A 0.6 16.2 0.35 0.23 34.5 Approach 864 0.4 0.611 9.8 LOS A 6.2 154.6 0.58 0.51 32.5 North: Locust Grove Road 7 L2 259 0.0 1.066 78.4 LOS F 35.7 891.9 1.00 2.46 16.3 4 T1 336 0.0 1.066 78.4 LOS F 35.7 891.9 1.00 2.46 16.3 14 R2 109 0.0 1.066 78.4 LOS F 35.7 891.9 1.00 2.46 16.1 Approach 705 0.0 1.066 78.4 LOS F 35.7 891.9 1.00 2.46 16.3 West: Lake Hazel Road 5 L2 87 0.0 0.815 27.2 LOS D 11.7 293.8 0.95 1.40 26.1 2 T1 447 1.0 0.815 27.3 LOS D 11.7 293.8 0.95 1.40 26.0 12 R2 49 0.0 0.815 27.2 LOS D 11.7 293.8 0.95 1.40 25.4 Approach 583 0.8 0.815 27.3 LOS D 11.7 293.8 0.95 1.40 25.9 All Vehicles 2352 0.3 1.066 34.7 LOS D 35.7 891.9 0.81 1.33 23.8 Site Level of Service(LOS)Method: Delay&v/c(HCM 6).Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used.Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 1 Copyright©2000-2017 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Wednesday,February 26,2020 11:56:52 AM Project: H:\24\24225-Lake Hazel-Locust Grove Master Plan TIS\sidra\LG-LH_Roundabout MIT.sip7 MOVEMENT SUMMARY V Site: 102 [Locust Grove/Lake Hazel TTPM - Multilane w/One-Lane SB Approach] Total PM operations Roundabout TotalMovement Performance-Vehicles Mov OD Demand Flows Deg. Average Level of 95%Back of Queue Prop. Effective Average ID Mov Stop Rate South:Locust Grove Road 3 L2 29 0.0 0.279 8.3 LOS A 1.1 27.2 0.62 0.62 33.3 8 T1 131 0.0 0.279 8.3 LOS A 1.1 27.2 0.62 0.62 33.2 18 R2 41 0.0 0.279 8.3 LOS A 1.1 27.2 0.62 0.62 32.2 Approach 201 0.0 0.279 8.3 LOS A 1.1 27.2 0.62 0.62 33.0 East: Lake Hazel Road 1 L2 74 5.0 0.305 6.3 LOS A 1.5 37.6 0.43 0.32 34.0 6 T1 614 0.0 0.305 6.1 LOS A 1.5 37.9 0.43 0.32 34.4 16 R2 176 0.0 0.151 4.4 LOS A 0.6 16.2 0.35 0.23 34.3 Approach 864 0.4 0.305 5.8 LOS A 1.5 37.9 0.42 0.30 34.4 North: Locust Grove Road 7 L2 259 0.0 0.916 38.2 LOS E 18.2 454.0 1.00 1.73 22.9 4 T1 336 0.0 0.916 38.2 LOS E 18.2 454.0 1.00 1.73 22.9 14 R2 109 0.0 0.916 38.2 LOS E 18.2 454.0 1.00 1.73 22.4 Approach 705 0.0 0.916 38.2 LOS E 18.2 454.0 1.00 1.73 22.8 West: Lake Hazel Road 5 L2 87 0.0 0.382 9.5 LOS A 1.9 47.8 0.66 0.70 32.3 2 T1 447 1.0 0.382 9.5 LOS A 1.9 47.8 0.66 0.70 32.6 12 R2 49 0.0 0.382 9.5 LOS A 1.9 47.7 0.66 0.70 32.0 Approach 583 0.8 0.382 9.5 LOS A 1.9 47.8 0.66 0.70 32.5 All Vehicles 2352 0.3 0.916 16.6 LOS C 18.2 454.0 0.67 0.86 29.4 Site Level of Service(LOS)Method: Delay&v/c(HCM 6).Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used.Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 1 Copyright©2000-2017 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Wednesday,March 4,2020 11:30:38 AM Project: H:\24\24225-Lake Hazel-Locust Grove Master Plan TIS\sidra\LG-LH_Roundabout MIT.sip7 MOVEMENT SUMMARY V Site: 102 [Locust Grove/Lake Hazel TTPM - Multilane w/Two-Lane SB Approach - Copy] Total PM operations Roundabout TotalMovement Performance-Vehicles Mov OD Demand Flows Deg. Average Level of 95%Back of Queue Prop. Effective Average ID Mov Stop Rate South:Locust Grove Road 3 L2 29 0.0 0.279 8.3 LOS A 1.1 27.2 0.62 0.62 33.3 8 T1 131 0.0 0.279 8.3 LOS A 1.1 27.2 0.62 0.62 33.2 18 R2 41 0.0 0.279 8.3 LOS A 1.1 27.2 0.62 0.62 32.2 Approach 201 0.0 0.279 8.3 LOS A 1.1 27.2 0.62 0.62 33.0 East: Lake Hazel Road 1 L2 74 5.0 0.305 6.3 LOS A 1.5 37.6 0.43 0.32 34.0 6 T1 614 0.0 0.305 6.1 LOS A 1.5 37.9 0.43 0.32 34.4 16 R2 176 0.0 0.151 4.4 LOS A 0.6 16.2 0.35 0.23 34.3 Approach 864 0.4 0.305 5.8 LOS A 1.5 37.9 0.42 0.30 34.4 North: Locust Grove Road 7 L2 259 0.0 0.373 10.1 LOS B 1.8 44.4 0.66 0.71 30.4 4 T1 336 0.0 0.579 13.8 LOS B 4.2 106.1 0.75 0.91 31.0 14 R2 109 0.0 0.579 13.8 LOS B 4.2 106.1 0.75 0.91 30.1 Approach 705 0.0 0.579 12.4 LOS B 4.2 106.1 0.72 0.84 30.7 West: Lake Hazel Road 5 L2 87 0.0 0.384 10.0 LOS A 1.9 47.3 0.65 0.70 32.1 2 T1 447 1.0 0.384 9.6 LOS A 1.9 47.3 0.64 0.69 32.6 12 R2 49 0.0 0.384 9.2 LOS A 1.9 46.8 0.64 0.68 32.1 Approach 583 0.8 0.384 9.6 LOS A 1.9 47.3 0.64 0.69 32.5 All Vehicles 2352 0.3 0.579 8.9 LOS A 4.2 106.1 0.58 0.58 32.6 Site Level of Service(LOS)Method: Delay&v/c(HCM 6).Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used.Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 1 Copyright©2000-2017 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Wednesday,March 4,2020 11:29:12 AM Project: H:\24\24225-Lake Hazel-Locust Grove Master Plan TIS\sidra\LG-LH_Roundabout MIT.sip7 Appendix J Site Access Evaluation Worksheets Figure 3— Left-Turn Lane Guidelines for Two-Lane Roads, 50 mph 5%rI-iJ 3C0 Cr' L ft Turn Lane arran e s[a 5143 a 4 y� F � L[d 4 u G d 3E41 Left-Tun Lane Not Wai ranted uo ua C 110 Soo '_CIE 90: 5C•3 --- -- Advancing Volume(Va),vehlh The following data are required: 1. Opposing Volume (veh/hr) - VO - The opposing volume is to include only the right-turn and through movements in the opposite direction of the left-turning vehicle. 2. Advancing Volume (veh/hr) - VA - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the left-turning vehicle. 3. Operating Speed (mph)-The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. 4. Percentage of left-turns in VA Left-turn lane is not needed for left-turn volume less than 10 vph. However, criteria other than volume, such as crash experience, may be used to justify a left-turn lane. The appropriate trend line is identified on the basis of the percentage of left-turns in the advancing volume, rounded up to the nearest percentage trend line. If the advancing and opposing volume combination intersects above or to the right of this trend line, a left-turn lane is appropriate. Source: NCHRP Report 279 and 457 Adopted: Res.469(7/13/94) 7100-37 Revised: Res. 675(1/29/03); Res.904(8/19/09);Ord.217(9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238(12/12/18) Figure 3— Left-Turn Lane Guidelines for Two-Lane Roads, 50 mph 5%rI-iJ 3C0 Cr' L ft Turn Lane arran e s[a 5143 a 4 y� F � L[d 4 u G d 3E41 Left-Tun Lane Not Wai ranted uo ua C 110 Soo '_CIE 90: 5C•3 --- -- Advancing Volume(Va),vehlh The following data are required: 1. Opposing Volume (veh/hr) - VO - The opposing volume is to include only the right-turn and through movements in the opposite direction of the left-turning vehicle. 2. Advancing Volume (veh/hr) - VA - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the left-turning vehicle. 3. Operating Speed (mph)-The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. 4. Percentage of left-turns in VA Left-turn lane is not needed for left-turn volume less than 10 vph. However, criteria other than volume, such as crash experience, may be used to justify a left-turn lane. The appropriate trend line is identified on the basis of the percentage of left-turns in the advancing volume, rounded up to the nearest percentage trend line. If the advancing and opposing volume combination intersects above or to the right of this trend line, a left-turn lane is appropriate. Source: NCHRP Report 279 and 457 Adopted: Res.469(7/13/94) 7100-37 Revised: Res. 675(1/29/03); Res.904(8/19/09);Ord.217(9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238(12/12/18) Figure 6- Right-Turn Lane Guidelines for Two-Lane Roadways .4:� ' - _ - � � , ' c = � p � � - 4� , . . . . . . . . . . . 2E um Co mm roo acz DOC 1 CCz ``ou Maj Dr-Road vmume(one mFemiio ),vemm The following data are required: 1. Advancing Volume (veh/hr) - The advancing volume in to include the right-turn. left-turn and through movements in the same direction asthe right-turning vehicle. 2. Right-Turning Volume (veh/hr) - Tha right-turning volume is the number ofadvancing vehicles turning right. 3. Operating Speed (mph)-The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. Note: Right-turn lane is not needed for right-turn volume less than 10 vph. Hovvever, criteria other than vo|ume, e.g. crash experience, may be used to justify right-turn lane. If the combination ofmajor rood approach volume and right-turn volume intersects above ortothe right of the speed trend line corresponding to the major road operating apeed, then a right-turn lane isappropriate. Source: NCHRPReport 279 and 457 Adopted: Res.400(7/13/94) 7100'40 Revised: Res. 675(1/29/03); Roo.904(8/19/08);Ord.217(9/14/11); Ord. 232 (12/7/10); Ord. 233 Figure 6- Right-Turn Lane Guidelines for Two-Lane Roadways .4:� ' - _ - � � , ' c = � p � � - 4� , . . . . . . . . . . . 2E um Co mm roo acz DOC 1 CCz ``ou Maj Dr-Road vmume(one mFemiio ),vemm The following data are required: 1. Advancing Volume (veh/hr) - The advancing volume in to include the right-turn. left-turn and through movements in the same direction asthe right-turning vehicle. 2. Right-Turning Volume (veh/hr) - Tha right-turning volume is the number ofadvancing vehicles turning right. 3. Operating Speed (mph)-The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. Note: Right-turn lane is not needed for right-turn volume less than 10 vph. Hovvever, criteria other than vo|ume, e.g. crash experience, may be used to justify right-turn lane. If the combination ofmajor rood approach volume and right-turn volume intersects above ortothe right of the speed trend line corresponding to the major road operating apeed, then a right-turn lane isappropriate. Source: NCHRPReport 279 and 457 Adopted: Res.400(7/13/94) 7100'40 Revised: Res. 675(1/29/03); Roo.904(8/19/08);Ord.217(9/14/11); Ord. 232 (12/7/10); Ord. 233