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HomeMy WebLinkAboutTraffic Impact Study TRAFFIC IMPACT STUDY PROPOSED MIXED-USE DEVELOPMENT MICHIGAN ROAD & BENNETT PARKWAY CARMEL, INDIANA ________________________________________________ PREPARED FOR _______________________________________________ MAY 2021 8365 Keystone Crossing, Suite 201 Indianapolis, IN 46240 Phone: (317) 202-0864 Fax: (317) 202-0908 PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA COPYRIGHT This analysis and the ideas, designs, concepts, and data contained herein are the exclusive intellectual property of A&F Engineering Co., LLC and are not to be used or reproduced in whole or in part, without the written consent of A&F Engineering Co., LLC. 2021, A&F Engineering Co., LLC PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA II TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................................................................. II LIST OF FIGURES .................................................................................................................................................... II CERTIFICATION ..................................................................................................................................................... III INTRODUCTION ........................................................................................................................................................ 1 PURPOSE .................................................................................................................................................................. 1 SCOPE OF WORK...................................................................................................................................................... 1 DESCRIPTION OF THE PROPOSED DEVELOPMENT ..................................................................................................... 2 STUDY AREA ........................................................................................................................................................... 2 DESCRIPTION OF ABUTTING STREET SYSTEM .......................................................................................................... 5 TABLE 1 – DESCRIPTION OF THE ABUTTING STREET SYSTEM ................................................................................ 5 EXISTING TRAFFIC VOLUMES & PEAK HOURS ........................................................................................................ 5 ADJUSTED EXISTING TRAFFIC VOLUMES ................................................................................................................ 5 YEAR 2026 BACKGROUND TRAFFIC VOLUMES ....................................................................................................... 5 GENERATED TRIPS FOR PROPOSED DEVELOPMENT ................................................................................................. 8 TABLE 2 –GENERATED TRIPS FOR PROPOSED MIXED-USE DEVELOPMENT ........................................................... 8 PASS-BY & INTERNAL TRIPS ................................................................................................................................... 8 TABLE 3 – PASS-BY & INTERNAL TRIP REDUCTIONS FOR THE PROPOSED DEVELOPMENT .................................... 9 ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS ........................................................................................ 9 GENERATED TRIPS ADDED TO THE STREET SYSTEM ............................................................................................... 9 TRAFFIC SIGNAL WARRANT ANALYSIS ................................................................................................................. 16 TABLE 4 – TRAFFIC VOLUME SUMMARY: MICHIGAN ROAD & BENNETT PARKWAY/ACCESS DRIVE .................. 16 CAPACITY ANALYSIS ............................................................................................................................................ 19 CAPACITY ANALYSIS SCENARIOS .......................................................................................................................... 19 TABLE 5 – LEVEL OF SERVICE SUMMARY: MICHIGAN ROAD & WESTON POINTE DRIVE .................................... 20 TABLE 6 – LEVEL OF SERVICE SUMMARY: MICHIGAN ROAD & BENNETT PARKWAY/ACCESS DRIVE ................. 20 CONCLUSIONS & RECOMMENDATIONS .................................................................................................................. 20 LIST OF FIGURES FIGURE 1: AREA MAP .............................................................................................................................................. 3 FIGURE 2: EXISTING INTERSECTION GEOMETRICS ................................................................................................... 4 FIGURE 3: ADJUSTED EXISTING TRAFFIC VOLUMES ................................................................................................ 6 FIGURE 4: YEAR 2026 BACKGROUND TRAFFIC VOLUMES ....................................................................................... 7 FIGURE 5A: ASSIGNMENT AND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT (RESIDENTIAL) .................................................................................................................... 10 FIGURE 5B: ASSIGNMENT AND DISTRIBUTION OF GENERATED NON PASS-BY TRIPS FROM PROPOSED DEVELOPMENT (RETAIL) ............................................................................................................................. 11 FIGURE 5C: ASSIGNMENT AND DISTRIBUTION OF GENERATED PASS-BY TRIPS FROM PROPOSED DEVELOPMENT (RETAIL) ...................................................................................................................................................... 12 FIGURE 6: TOTAL GENERATED TRAFFIC VOLUMES FROM THE PROPOSED DEVELOPMENT .................................... 13 FIGURE 7: SUM OF ADJUSTED EXISTING TRAFFIC VOLUMES & GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ............................................................................................................................................ 14 FIGURE 8: SUM OF YEAR 2026 BACKGROUND TRAFFIC VOLUMES & GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ........................................................................................................................... 15 PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA III CERTIFICATION I certify that this TRAFFIC IMPACT STUDY has been prepared by me and under my immediate supervision and that I have experience and training in the field of traffic and transportation engineering. A&F ENGINEERING CO., LLC R. Matt Brown, P.E. Indiana Registration 10200056 Surya Kumaresan, Traffic Engineer Sai Sharanya Velpula, Traffic Engineer PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 1 INTRODUCTION This TRAFFIC IMPACT STUDY, prepared at the request of INDOT on behalf of REI, is for a proposed mixed-use development that will be located east of Michigan Road on the former Altum’s Garden Center Site in Carmel, Indiana. PURPOSE The purpose of this analysis is to determine what impact traffic generated by the proposed mixed-use development will have on the existing adjacent roadway system. This analysis will identify any existing roadway deficiencies or ones that may occur in the future. Conclusions will be reached that will determine if the roadway system can accommodate the anticipated traffic volumes or will determine the modifications that will be required to the system if there are identified deficiencies. Recommendations will be made that will address the conclusions resulting from this analysis. These recommendations will address feasible roadway system improvements to provide safe ingress and egress, to and from the proposed mixed-use development, with minimal interference to traffic on the public street system. SCOPE OF WORK The scope of work for this analysis is as follows: First, obtain peak hour turning movement traffic volume counts between the hours of 6:30 AM and 8:30 AM and 4:00 PM and 6:30 PM at the following intersections: • Michigan Road & Bennett Parkway/Proposed Access Drive • Michigan Road & Weston Pointe Drive Second, adjust existing traffic volumes to account for reduction in traffic volumes caused by COVID-19. Third, estimate year 2026 background traffic volumes by applying a 1% per year growth rate to the adjusted traffic counts and adding the extracted generated traffic volumes from a previous traffic study for the near-by Cityscape development. Fourth, estimate the number of peak hour trips that will be generated by the proposed mixed-use development. Fifth, assign and distribute the generated peak hour traffic from the proposed mixed-use development to each of the study intersections. PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 2 Sixth, prepare a traffic signal warrant analysis for the proposed development traffic volume scenarios at the intersection of Michigan Road and Bennett Parkway/Proposed Access Drive. Seventh, prepare a capacity analysis, level of service analysis, and turn lane analysis at the study intersections for each of the following scenarios: Scenario 1: Adjusted Existing Traffic Volumes – Based on adjusted existing traffic volumes. Scenario 2: Proposed Development Traffic Volumes – Based on the sum of adjusted existing traffic volumes and generated traffic volumes from the proposed development. Scenario 3: Year 2026 Background Traffic Volumes – Based on applying a 1% per year growth rate to adjusted existing traffic volumes and the generated traffic volumes from the near-by Cityscape development. Scenario 4: Year 2026 Proposed Development Traffic Volumes – Based on the sum of traffic volumes from scenario 3 and generated traffic volumes from the proposed development. Eighth, prepare recommendations for the roadway geometrics that will be needed to accommodate the future traffic volumes. Finally, prepare a TRAFFIC IMPACT STUDY report documenting all data, analyses, conclusions, and recommendations to provide for the safe and efficient movement of traffic through the study area. DESCRIPTION OF THE PROPOSED DEVELOPMENT The proposed development will be located east of Michigan Road on the former Altum’s Garden Center site in Carmel, Indiana. The proposed mixed-use development will consist of 240 apartments and approximately 30,000 square feet of general retail uses. As proposed, the site will be served by a single access drive along Michigan Road that will align with Bennett Parkway. Figure 1 is an area map showing the location and general layout of the proposed site. STUDY AREA The study area for this analysis has been defined to include the following intersections: • Michigan Road & Bennett Parkway/Proposed Access Drive • Michigan Road & Weston Pointe Drive Figures 2 shows the existing intersection geometrics at the study intersections. 3 CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY FIGURE 1 AREA MAP STOPSTOP4 GEOMETRICS EXISTING INTERSECTION FIGURE 2 MICHIGAN ROAD & BENNETT CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY MICHIGAN ROAD & WESTON POINTE DRIVE PARKWAY PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 5 DESCRIPTION OF ABUTTING STREET SYSTEM The proposed mixed-use development will be primarily served by the public roadway system that includes Michigan Road, Bennett Parkway, and Weston Pointe Drive. TABLE 1 – DESCRIPTION OF THE ABUTTING STREET SYSTEM STREET NAME NUMBER OF LANES SPEED LIMIT (MPH) FUNCTIONAL CLASSIFICATION Michigan Road 5 45 US/State Highway Bennett Parkway 2 25 Local Road Weston Pointe Drive 2 25 Collector Street EXISTING TRAFFIC VOLUMES & PEAK HOURS Turning movement traffic volume counts were collected by A&F Engineering at the study intersections between the hours of 6:30 AM to 8:30 AM and 4:00 PM to 6:30 PM during a typical weekday in April 2021 under good weather conditions. According to the turning movement counts, the AM peak hour occurs from 7:30 AM to 8:30 AM while the PM peak hour occurs from 4:45 PM to 5:45 PM. The intersection count output summary sheets and the peak hour volumes are included in the Appendix. ADJUSTED EXISTING TRAFFIC VOLUMES The existing traffic counts were compared to historic data from a previous study conducted by A&F Engineering to account for the traffic reductions caused by COVID-19. A comparison of the data sets has shown that 2019 traffic volumes are approximately 20% higher than 2020 traffic counts. Therefore, an adjustment factor of 1.20 was applied to the AM and PM peak hour turning movement traffic volumes to calculate the adjusted existing traffic volumes shown in Figure 3. YEAR 2026 BACKGROUND TRAFFIC VOLUMES In order to account for annual growth in traffic that would occur due to future development, a 1% annual growth rate was applied to the adjusted existing traffic volumes. Therefore, a growth factor of 1.05 was applied to the adjusted existing volumes. In addition, the generated traffic volumes from a previous traffic study prepared for the near-by Cityscape development (volumes shown in the Appendix) were added to yield total year 2026 background traffic volumes. Figure 4 shows the total year 2026 background traffic volumes. CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY 6 TRAFFIC VOLUMES ADJUSTED EXISTING FIGURE 3 (61) 76 (40) 31 (0) 0 971 (870)33 (44)2 (1)2 (6) 2 (8) 0 (0)(1327) 688(56) 23(47) 41 (18) 15 (0) 0 964 (849)11 (21)55 (62)(75) 5236 (51) 34 (73) 1 (1) XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE PEAK PMAM PEAK 7:30 - 8:30 4:45 - 5:45 PEAK PMAM PEAK 7:30 - 8:30 4:45 - 5:45(1320) 702(72) 36(9) 6 CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY 7 TRAFFIC VOLUMES YEAR 2026 BACKGROUND FIGURE 4(1420) 765(76) 38(65) 80 (42) 33 (0) 0 1044 (953)35 (47)3 (2)(10) 73 (7) 3 (9) 0 (0)(1394) 723(165) 81(129) 129 (87) 60 (0) 0 1013 (892)72 (85)58 (66)(79) 5538 (54) 36 (77) 2 (2) XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 8 GENERATED TRIPS FOR PROPOSED DEVELOPMENT The estimate of newly generated traffic is a function of the development size and of the character of the land use. The ITE Trip Generation Manual 1 was used to calculate the number of trips that will be generated by the proposed mixed-use development. This report is a compilation of trip data for various land uses as collected by transportation professionals throughout the United States in order to establish the average number of trips generated by those land uses. Table 2 summarizes the total trips that will be generated by the subject site. TABLE 2 –GENERATED TRIPS FOR PROPOSED MIXED-USE DEVELOPMENT DEVELOPMENT INFORMATION GENERATED TRIPS LAND USE ITE CODE SIZE AM PM ENTER EXIT ENTER EXIT Multifamily Housing 220 240 DU 25 85 81 48 Retail 820 30,000 SF 104 63 107 116 TOTAL 129 148 188 164 PASS-BY & INTERNAL TRIPS Pass-by trips are trips that are already in the existing traffic stream along the adjacent public roadway system that enter a site, utilize the site, and then return to the existing traffic stream. A significant number of the generated trips from the retail portion of the proposed development will be pass-by trips. Therefore, the pass-by trip procedures outlined within the ITE Trip Generation Handbook2 were used to estimate the pass-by trips. An internal trip results when a trip is made between two or more land uses without traversing the external public roadway system. The proposed development will generate a significant number of internal trips. These trips were calculated based on the methods described within the ITE Trip Generation Handbook. A summary of both the internal and pass-by trip reductions for the proposed development are shown in Table 3. 1 Trip Generation Manual, Institute of Transportation Engineers, Tenth Edition, 2017. 2 Trip Generation Handbook 3rd Edition, Institute of Transportation Engineers, 2017. PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 9 TABLE 3 – PASS-BY & INTERNAL TRIP REDUCTIONS FOR THE PROPOSED DEVELOPMENT DEVELOPMENT INFORMATION GENERATED TRIPS LAND USE ITE CODE SIZE AM PEAK PM PEAK IN OUT IN OUT Multifamily Housing 220 240 DU 25 85 81 48 Internal Trips 3 9 8 5 External Trips 22 76 73 43 Shopping Center 820 30,000 SF 104 63 107 116 Internal Trips 9 3 5 8 External Pass-By Trips (34%) 21 21 35 35 External Non-Pass-By Trips (66%) 74 39 67 73 TOTAL TRIPS 129 148 188 164 TOTAL INTERNAL TRIPS 12 12 13 13 TOTAL EXTERNAL PASS-BY TRIPS 21 21 35 35 TOTAL EXTERNAL NON-PASS-BY TRIPS 96 115 140 116 ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS The study methodology used to determine the traffic volumes from the site that will be added to the street system is defined as follows: 1. The volume of traffic that will enter and exit the proposed development must be assigned to the access points and to the public street system. Using the traffic volume data collected for this analysis, traffic to and from the site development has been assigned to the proposed driveways and to the public street system that will be serving the site. 2. To determine the volumes of traffic that will be added to the public roadway system, the generated traffic must be distributed by direction to the public roadways at their intersection with the driveways. For the proposed development, the trip distribution was based on the location of the development, the existing traffic patterns, and the assignment of generated traffic. Figure 5A, Figure 5B and Figure 5C illustrate the assignment and distribution of generated trips for the proposed development. GENERATED TRIPS ADDED TO THE STREET SYSTEM The total generated traffic volumes that can be expected from the proposed development have been assigned to each of the study intersections. These volumes were determined based on the previously discussed trip generation data, assignment of generated traffic and distribution of generated traffic. The total peak hour generated traffic volumes from the proposed mixed-use development are shown in Figure 6. In addition, Figure 7 shows the sum of adjusted existing traffic volumes and generated traffic volumes from the proposed development and Figure 8 shows the sum of year 2026 background traffic volumes and generated traffic volumes from the proposed development. CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY 10 (RESIDENTIAL)FROM PROPOSED DEVELOPMENT OF GENERATED TRAFFIC VOLUMES ASSIGNMENT & DISTRIBUTION FIGURE 5AXX = INBOUND TRAFFIC XX = OUTBOUND TRAFFIC * = NEGLIGIBLE 10%20%70% 20% 10% *70%**70%70%* 11 CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY XX = INBOUND TRAFFIC XX = OUTBOUND TRAFFIC * = NEGLIGIBLE FIGURE 5B (RETAIL)FROM PROPOSED DEVELOPMENT OF GENERATED NON PASS-BY TRIPS ASSIGNMENT & DISTRIBUTION 12%36%52% 36% 12% 2%48%2%2%52%48%2% CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY 12 (RETAIL)FROM PROPOSED DEVELOPMENT OF GENERATED PASS-BY TRIPS ASSIGNMENT & DISTRIBUTION XX = A.M. INBOUND TRAFFIC (XX) = P.M. INBOUND TRAFFIC * = NEGLIGIBLE XX = A.M. OUTBOUND TRAFFIC (XX) = P.M. OUTBOUND TRAFFIC FIGURE 5C(-60%) -42%-58% (-40%)58% (40%)(60%) 42%58% (40%) 42% (60%) CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY 13 PROPOSED DEVELOPMENT TRAFFIC VOLUMES FROM TOTAL GENERATED XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE FIGURE 6 (*) * (*) * (15) 11 -12 (-14)* (*)43 (53)85 (82) 38 (56) 13 (13) (1) 1 71 (66)1 (1)1 (1)(-21) -9(*) *(107) 63(84) 521 (1) CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY 14 XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE FIGURE 7 DEVELOPMENT TRAFFIC VOLUMES FROM PROPOSED TRAFFIC VOLUMES AND GENERATED SUM OF ADJUSTED EXISTING (61) 76 (40) 31 (15) 11 959 (856)33 (44)45 (54)87 (88) 40 (64) 13 (13) (47) 41 (19) 16 (0) 0 1035 (915)12 (22)56 (63)(1299) 693(72) 36(116) 69(1411) 740(56) 23(75) 5236 (51) 35 (74) 1 (1) CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY 15 XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (65) 80 (42) 33 (15) 11 1032 (939)35 (47)46 (55)88 (89) 41 (65) 13 (13) (129) 129 (88) 61 (0) 0 1084 (958)73 (86)59 (67) PROPOSED DEVELOPMENT TRAFFIC VOLUMES FROM TRAFFIC VOLUMES AND GENERATED SUM OF YEAR 2026 BACKGROUND FIGURE 8(1399) 756(76) 38(117) 70(1478) 775(165) 81(79) 5538 (54) 37 (78) 2 (2) PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 16 TRAFFIC SIGNAL WARRANT ANALYSIS A traffic signal warrant analysis has been conducted in order to determine if a traffic signal would be warranted at the intersection of Michigan Road & Bennett Parkway/Proposed Access Drive based on existing and future traffic volumes. To qualify for the installation of a traffic signal, Warrant 1 – Eight-hour Vehicular Volume Warrant from the Indiana Manual on Uniform Traffic Control Devices for Streets and Highways (IMUTCD)3 was examined. The following sections provide a step-wise breakdown of the warrant analysis. TRAFFIC VOLUME SUMMARY The following table summarizes the sum of the 12-hour turning movement traffic volume counts collected at the intersection of Michigan Road & Bennett Parkway/Proposed Access Drive and the generated traffic volumes from the proposed development. TABLE 4 – TRAFFIC VOLUME SUMMARY: MICHIGAN ROAD & BENNETT PARKWAY/ACCESS DRIVE TIME SUM OF EXISTING TRAFFIC VOLUMES & GENERATED TRAFFIC VOLUMES MICHIGAN ROAD BENNETT PKWY/PROPOSED ACCESS NB SB NB + SB Max(EB,WB)* 6-7 AM 187 576 763 49 7-8 AM 503 1182 1685 88 8-9 AM 608 1162 1770 66 9-10 AM 588 793 1381 61 10-11 AM 565 718 1283 107 11-12 PM 689 798 1487 129 12-1 PM 829 816 1645 127 1-2 PM 862 730 1592 121 2-3 PM 863 726 1589 124 3-4 PM 1014 676 1690 144 4-5 PM 1258 798 2056 153 5-6 PM 1463 861 2324 174 *Highest of eastbound and westbound total approach volumes Note: Volumes shown above include 25% reduction of right-turns on all approaches. 3 Indiana Manual on Uniform Traffic Control Devices for Streets and Highways (IMUTCD), Federal Highway Administration, 2011 PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 17 WARRANT ANALYSIS: TRAFFIC SIGNAL CRITERIA The following criteria from the Indiana Manual on Uniform Traffic Control Devices for Streets and Highways were used for the warrant analysis: Warrant 1: Condition A – Minimum Vehicular Volume Warrant 1: Condition B – Interruption of Continuous Traffic Warrant 1: Condition C – Combination of Condition A and Condition B According to the Indiana MUTCD, the volumes needed for these criteria along the major road are the sum of both approaches while the volumes needed along the minor road is the approach with the highest volume for each hour. For this analysis, Michigan Road is the major roadway and Bennett Parkway/Access Drive is the minor road. The following is a step-wise breakdown of Warrant 1 Condition A, Condition B, and Condition C for this intersection. Michigan Road & Bennett Parkway/Access Drive School Crossing No Existing Signal No Isolated Community under 10,000 No Rural Criteria Applicable N/A Speed on Major Street 45 mph 40 MPH Speed Exceeded Criteria Applicable Yes Michigan Road: Major Street 2 Lane Approach Bennett Parkway/Access Drive: Minor Street 1 Lane Approach WARRANT 1: EIGHT-HOUR VEHICULAR VOLUME CONDITION A - MINIMUM VEHICULAR VOLUME Required Volume Existing + Proposed Hours Met Michigan Road: 420 12 Bennett Pkwy/Access Drive: 105 8 Hours in Common 8 Requirement: At least eight (8) hours in common. Condition A is met for the traffic volume conditions. PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 18 CONDITION B - INTERRUPTION OF CONTINUOUS TRAFFIC Required Volume Existing + Proposed Hours Met Michigan Road: 630 12 Bennett Pkwy/Access Drive: 53 11 Hours in Common 11 Requirement: At least eight (8) hours in common. Condition B is met for the traffic volume conditions. CONDITION C – COMBINATION OF CONDITION A AND B Condition A Required Volume Existing + Proposed Hours Met Michigan Road: 336 12 Bennett Pkwy/Access Drive: 84 9 Hours in Common 9 Condition B Required Volume Existing + Proposed Hours Met Michigan Road: 504 12 Bennett Pkwy/Access Drive: 42 12 Hours in Common 12 Requirement: Eight (8) hours in common for both Condition A and Condition B. Condition C is met. PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 19 CAPACITY ANALYSIS The "efficiency" of an intersection is based on its ability to accommodate the traffic volumes that approach the intersection. It is defined by the Level-of-Service (LOS) of the intersection. The LOS is determined by a series of calculations commonly called a "capacity analysis". Input data into a capacity analysis include traffic volumes, intersection geometry, and number and use of lanes. To determine the LOS at each of the study intersections, a capacity analysis has been made using the recognized computer program Synchro/SimTraffic4.This program allows intersections to be analyzed and optimized using the capacity calculation methods outlined within the Highway Capacity Manual (HCM 6th Edition)5. The following list shows the delays related to the levels of service for unsignalized and signalized intersections: Level of Service Control Delay (seconds/vehicle) UNSIGNALIZED SIGNALIZED A Less than or equal to 10 Less than or equal to 10 B Between 10.1 and 15 Between 10.1 and 20 C Between 15.1 and 25 Between 20.1 and 35 D Between 25.1 and 35 Between 35.1 and 55 E Between 35.1 and 50 Between 55.1 and 80 F greater than 50 greater than 80 CAPACITY ANALYSIS SCENARIOS To evaluate the proposed development's effect on the public street system, a series of traffic volume scenarios were analyzed to determine the adequacy of the existing roadway network. From this analysis, necessary recommendations can be made to improve the public street system so it will accommodate the future traffic volumes. An analysis has been made for the peak hours at each of the study intersections for the following traffic volume scenarios: Scenario 1: Adjusted Existing Traffic Volumes – Based on adjusted existing traffic volumes. Figure 3 is a summary of these traffic volumes. Scenario 2: Proposed Development Traffic Volumes – Based on the sum of adjusted existing traffic volumes and generated traffic volumes from the proposed development. Figure 4 is a summary of these traffic volumes. Scenario 3: Year 2026 Background Traffic Volumes – Based on applying a 1% per year growth rate to adjusted existing traffic volumes and the generated traffic volumes from the near-by Cityscape development. Figure 7 is a summary of these traffic volumes. Scenario 4: Year 2026 Proposed Development Traffic Volumes – Based on the sum of traffic volumes from Scenario 3 and generated traffic volumes from the proposed development. Figure 8 is a summary of these traffic volumes. 4 Synchro/SimTraffic 11, Trafficware, 2020. 5 Highway Capacity Manual (HCM), 6th Edition Transportation Research Board, National Research Council, Washington, DC, 2016. PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 20 The following tables summarize the peak hour level of service results at each of the study intersections. The Synchro (HCM 6th Edition) intersection reports illustrating the capacity analysis results are included in the Appendix. TABLE 5 – LEVEL OF SERVICE SUMMARY: MICHIGAN ROAD & WESTON POINTE DRIVE APPROACH AM PEAK PM PEAK Scenarios Scenarios 1 2 3 4 1 2 3 4 Northbound Approach B B B B B B B B Southbound Approach B B B B B B B B Eastbound Approach C C C C C D C D Westbound Approach D D D D C D D D Intersection B B B B B B B B TABLE 6 – LEVEL OF SERVICE SUMMARY: MICHIGAN ROAD & BENNETT PARKWAY/ACCESS DRIVE APPROACH AM PEAK PM PEAK Scenarios Scenarios 1 2A 2B 3A 3B 4A 4B 1 2A 2B 3A 3B 4A 4B Northbound Approach B B A B A B A B B A B A B A Southbound Approach A A B A B A B B B B B B C B Eastbound Approach D F D E D F D F F D F D F D Westbound Approach D F D E D F D F F D F D F D Intersection - - B - A - B - - B - A - B Note: Scenario 1, 2A, 3A and 4A analyzed as a Two-Way Stop with Bennett Parkway Stopping for Michigan Road. Scenario 2B, 3B and 4B 4A analyzed as a traffic signal at this intersection. CONCLUSIONS & RECOMMENDATIONS The conclusions that follow are based on existing traffic volume data, trip generation, assignment and distribution of generated traffic, capacity analyses/level of service results and a field review conducted at the site. Based on the analysis and the resulting conclusions of this study, recommendations are formulated to ensure that the roadway system will accommodate the future traffic volumes. MICHIGAN ROAD & WESTON POINTE DRIVE Capacity analyses for all traffic volume scenarios have shown that this intersection currently operates and will continue to operate at acceptable levels of service during the AM and PM peak hours with existing intersection conditions. Based on the traffic volume projections, it is recommended to divide the center lane along Michigan Road between Bennett Parkway and Weston Pointe Drive to provide at least a 250 foot northbound to westbound exclusive left-turn PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 21 lane at Bennett Parkway and a 250 foot southbound to westbound exclusive left-turn lane at Weston Point Drive. MICHIGAN ROAD & BENNETT PARKWAY/PROPOSED ACCESS DRIVE Capacity analyses have shown that this intersection will operate at acceptable levels of service during the peak hours with the following recommended intersection conditions:  Construction of the westbound approach with at least one inbound lane and two outbound lanes.  Re-stripe the existing Two-Way Left-Turn Lane along Michigan Road, north of the intersection to create an exclusive southbound to eastbound left-turn lane with at least 280 feet of storage and a 100 foot taper.  Installation of traffic signal at this intersection.  Based on the traffic volume projections, it is recommended to divide the center lane along Michigan Road between Bennett Parkway and Weston Pointe Drive to provide at least a 250 foot northbound to westbound exclusive left-turn lane at Bennett Parkway and a 250 foot southbound to westbound exclusive left-turn lane at Weston Point Drive. TRAFFIC IMPACT STUDY APPENDIX 8365 Keystone Crossing Boulevard, Suite 201 Indianapolis, IN 46240 Phone: (317) 202-0864 Fax: (317) 202-0908 PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA ADDITIONAL FIGURES CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY TRAFFIC VOLUMES UNADJUSTED EXISTING FIGURE A (55) 69 (36) 28 (0) 0 883 (791)30 (40)2 (1)2 (5) 2 (7) 0 (0) (43) 37 (16) 14 (0) 0 876 (772)10 (19)50 (56)XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE PEAK PMAM PEAK 7:30 - 8:30 4:45 - 5:45 PEAK PMAM PEAK 7:30 - 8:30 4:45 - 5:45(1200) 638(65) 33(8) 5(1206) 625(51) 21(68) 4733 (46) 31 (66) 1 (1) CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY (RESIDENTIAL)FROM PROPOSED DEVELOPMENT GENERATED TRAFFIC VOLUMES FIGURE B (7) 2 4 (15)53 (30) 15 (9) 8 (4) (*) *53 (30)* (*)* (*)XX = A.M. INBOUND TRAFFIC (XX) = P.M. INBOUND TRAFFIC * = NEGLIGIBLE XX = A.M. OUTBOUND TRAFFIC (XX) = P.M. OUTBOUND TRAFFIC(51) 16(51) 16* (*) CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY FIGURE C (RETAIL)FROM PROPOSED DEVELOPMENT GENERATED NON PASS-BY TRIPS (8) 9 27 (24)20 (38) 14 (26) 5 (9) (1) 1 18 (36)1 (1)1 (1)XX = A.M. INBOUND TRAFFIC (XX) = P.M. INBOUND TRAFFIC * = NEGLIGIBLE XX = A.M. OUTBOUND TRAFFIC (XX) = P.M. OUTBOUND TRAFFIC(35) 38(33) 361 (1) CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY XX = A.M. INBOUND TRAFFIC (XX) = P.M. INBOUND TRAFFIC * = NEGLIGIBLE XX = A.M. OUTBOUND TRAFFIC (XX) = P.M. OUTBOUND TRAFFIC FIGURE D-12 (-14)12 (14)(RETAIL)FROM PROPOSED DEVELOPMENT GENERATED PASS-BY TRIPS(-21) -9(21) 912 (14) 9 (21) CARMEL, IN REI REAL ESTATE SERVICES, LLCTRAFFIC IMPACT STUDY DEVELOPMENT (CITYSCAPE)VOLUMES FROM NEAR-BY TOTAL GENERATED TRAFFIC FIGURE EXX = A.M. INBOUND TRAFFIC (XX) = P.M. INBOUND TRAFFIC * = NEGLIGIBLE XX = A.M. OUTBOUND TRAFFIC (XX) = P.M. OUTBOUND TRAFFIC(-34) -17(106) 56(79) 85 (68) 44 (2) 1 -36 (-23)60 (62)1 (2)24 (39)(34) 27 PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA TRAFFIC SIGNAL WARRANT ANALYSIS PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA MICHIGAN ROAD & BENNETT PARKWAY/PROPOSED ACCESS DRIVE TRAFFIC VOLUME COUNTS CAPACITY ANALYSIS BENNETT PKWY & US 421 - TMCBENNETT PKWY & US 421 - TMC Thu Apr 22, 2021 Full Length (6:30 AM-8:30 AM, 4 PM-6 PM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829831, Location: 39.94831, -86.240042 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US Leg South North West East Direction Northbound Southbound Eastbound Westbound Time L T R U AppApp L T R U AppApp L T R U AppApp L T R U AppApp IntInt 2021-04-22 6:30AM 0 62 0 0 6262 0 111 4 0 115115 1 0 23 0 2424 0 0 0 0 00 201201 6:45AM 4 88 0 0 9292 0 144 10 0 154154 3 0 14 0 1717 0 0 0 0 00 263263 Hourly Total 4 150 0 0 154154 0 255 14 0 269269 4 0 37 0 4141 0 0 0 0 00 464464 7:00AM 3 95 0 0 9898 0 181 5 0 186186 6 0 16 0 2222 0 0 0 0 00 306306 7:15AM 6 102 1 0 109109 0 164 7 0 171171 3 0 13 0 1616 0 0 0 0 00 296296 7:30AM 7 111 2 0 120120 0 226 6 0 232232 7 0 23 0 3030 0 0 0 0 00 382382 7:45AM 10 175 1 0 186186 0 239 6 0 245245 10 0 12 0 2222 0 0 0 0 00 453453 Hourly Total 26 483 4 0 513513 0 810 24 0 834834 26 0 64 0 9090 0 0 0 0 00 14371437 8:00AM 8 158 1 0 167167 1 202 9 0 212212 6 0 15 0 2121 1 0 2 0 33 403403 8:15AM 8 194 1 0 203203 1 216 9 0 226226 5 0 19 0 2424 1 0 0 0 11 454454 Hourly Total 16 352 2 0 370370 2 418 18 0 438438 11 0 34 0 4545 2 0 2 0 44 857857 4:00PM 11 222 1 0 234234 1 199 5 0 205205 7 0 14 0 2121 3 0 3 0 66 466466 4:15PM 11 248 1 0 260260 2 223 7 0 232232 7 0 13 0 2020 1 0 2 0 33 515515 4:30PM 8 254 2 0 264264 1 178 4 0 183183 12 1 14 0 2727 2 0 1 0 33 477477 4:45PM 16 300 1 0 317317 1 194 8 0 203203 12 0 13 0 2525 3 0 3 0 66 551551 Hourly Total 46 1024 5 0 10751075 5 794 24 0 823823 38 1 54 0 9393 9 0 9 0 1818 20092009 5:00PM 18 293 1 0 312312 0 187 4 0 191191 10 0 13 0 2323 1 0 3 0 44 530530 5:15PM 16 300 2 0 318318 0 244 11 0 255255 9 0 15 0 2424 1 0 1 0 22 599599 5:30PM 15 307 4 0 326326 0 166 17 0 183183 5 0 14 0 1919 0 0 0 0 00 528528 5:45PM 20 244 1 0 265265 0 187 10 0 197197 7 0 8 0 1515 4 1 1 0 66 483483 Hourly Total 69 1144 8 0 12211221 0 784 42 0 826826 31 0 50 0 8181 6 1 5 0 1212 21402140 TotalTotal 161 3153 19 0 33333333 7 3061 122 0 31903190 110 1 239 0 350350 17 1 16 0 3434 69076907 % Approach% Approach 4.8% 94.6% 0.6% 0% --0.2% 96.0% 3.8% 0% --31.4% 0.3% 68.3% 0% --50.0% 2.9% 47.1% 0% --- % Total% Total 2.3% 45.6% 0.3% 0% 48.3%48.3%0.1% 44.3% 1.8% 0% 46.2%46.2%1.6% 0% 3.5% 0% 5.1%5.1%0.2% 0% 0.2% 0% 0.5%0.5%- Lights and MotorcyclesLights and Motorcycles 159 3050 19 0 32283228 7 2966 117 0 30903090 109 1 238 0 348348 17 1 16 0 3434 6700 % Lights and Motorcycles% Lights and Motorcycles 98.8% 96.7% 100% 0% 96.8%96.8%100% 96.9% 95.9% 0% 96.9%96.9%99.1% 100% 99.6% 0% 99.4%99.4%100% 100% 100% 0% 100%100%97.0% HeavyHeavy 2 103 0 0 105105 0 95 5 0 100100 1 0 1 0 22 0 0 0 0 00 207 % Heavy% Heavy 1.2% 3.3% 0% 0% 3.2%3.2%0% 3.1% 4.1% 0% 3.1%3.1%0.9% 0% 0.4% 0% 0.6%0.6%0% 0% 0% 0% 0%0%3.0% *L: Left, R: Right, T: Thru, U: U-Turn 1 of 6 BENNETT PKWY & US 421 - TMCBENNETT PKWY & US 421 - TMC Thu Apr 22, 2021 Full Length (6:30 AM-8:30 AM, 4 PM-6 PM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829831, Location: 39.94831, -86.240042 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 6469 Total: 6650 Total: 61Total: 634Out: 3279 Out: 3317 Out: 27Out: 284In: 3190 In: 3333 In: 34In: 350 3061 1 3153 1 7 122 16 17 19 161 110 239 2 of 6 BENNETT PKWY & US 421 - TMCBENNETT PKWY & US 421 - TMC Thu Apr 22, 2021 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829831, Location: 39.94831, -86.240042 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US Leg South North West East Direction Northbound Southbound Eastbound Westbound Time L T R U AppApp L T R U AppApp L T R U AppApp L T R U AppApp IntInt 2021-04-22 7:30AM 7 111 2 0 120120 0 226 6 0 232232 7 0 23 0 3030 0 0 0 0 00 382382 7:45AM 10 175 1 0 186186 0 239 6 0 245245 10 0 12 0 2222 0 0 0 0 00 453453 8:00AM 8 158 1 0 167167 1 202 9 0 212212 6 0 15 0 2121 1 0 2 0 33 403403 8:15AM 8 194 1 0 203203 1 216 9 0 226226 5 0 19 0 2424 1 0 0 0 11 454454 TotalTotal 33 638 5 0 676676 2 883 30 0 915915 28 0 69 0 9797 2 0 2 0 44 16921692 % Approach% Approach 4.9% 94.4% 0.7% 0% --0.2% 96.5% 3.3% 0% --28.9% 0% 71.1% 0% --50.0% 0% 50.0% 0% --- % Total% Total 2.0% 37.7% 0.3% 0% 40.0%40.0%0.1% 52.2% 1.8% 0% 54.1%54.1%1.7% 0% 4.1% 0% 5.7%5.7%0.1% 0% 0.1% 0% 0.2%0.2%- PHFPHF 0.825 0.822 0.625 - 0.8330.833 0.500 0.924 0.833 - 0.9340.934 0.700 - 0.750 - 0.8080.808 0.500 - 0.250 - 0.3330.333 0.932 Lights and MotorcyclesLights and Motorcycles 33 591 5 0 629629 2 863 30 0 895895 28 0 68 0 9696 2 0 2 0 44 1624 % Lights and Motorcycles% Lights and Motorcycles 100% 92.6% 100% 0% 93.0%93.0%100% 97.7% 100% 0% 97.8%97.8%100% 0% 98.6% 0% 99.0%99.0%100% 0% 100% 0% 100%100%96.0% HeavyHeavy 0 47 0 0 4747 0 20 0 0 2020 0 0 1 0 11 0 0 0 0 00 68 % Heavy% Heavy 0% 7.4% 0% 0% 7.0%7.0%0% 2.3% 0% 0% 2.2%2.2%0% 0% 1.4% 0% 1.0%1.0%0% 0% 0% 0% 0%0%4.0% *L: Left, R: Right, T: Thru, U: U-Turn 3 of 6 BENNETT PKWY & US 421 - TMCBENNETT PKWY & US 421 - TMC Thu Apr 22, 2021 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829831, Location: 39.94831, -86.240042 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 1583 Total: 1630 Total: 11Total: 160Out: 668 Out: 954 Out: 7Out: 63In: 915 In: 676 In: 4In: 97 883 638 2 30 2 2 5 33 28 69 4 of 6 BENNETT PKWY & US 421 - TMCBENNETT PKWY & US 421 - TMC Thu Apr 22, 2021 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829831, Location: 39.94831, -86.240042 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US Leg South North West East Direction Northbound Southbound Eastbound Westbound Time L T R U AppApp L T R U AppApp L T R U AppApp L T R U AppApp IntInt 2021-04-22 4:45PM 16 300 1 0 317317 1 194 8 0 203203 12 0 13 0 2525 3 0 3 0 66 551551 5:00PM 18 293 1 0 312312 0 187 4 0 191191 10 0 13 0 2323 1 0 3 0 44 530530 5:15PM 16 300 2 0 318318 0 244 11 0 255255 9 0 15 0 2424 1 0 1 0 22 599599 5:30PM 15 307 4 0 326326 0 166 17 0 183183 5 0 14 0 1919 0 0 0 0 00 528528 TotalTotal 65 1200 8 0 12731273 1 791 40 0 832832 36 0 55 0 9191 5 0 7 0 1212 22082208 % Approach% Approach 5.1% 94.3% 0.6% 0% --0.1% 95.1% 4.8% 0% --39.6% 0% 60.4% 0% --41.7% 0% 58.3% 0% --- % Total% Total 2.9% 54.3% 0.4% 0% 57.7%57.7%0% 35.8% 1.8% 0% 37.7%37.7%1.6% 0% 2.5% 0% 4.1%4.1%0.2% 0% 0.3% 0% 0.5%0.5%- PHFPHF 0.903 0.977 0.500 - 0.9760.976 0.250 0.810 0.588 - 0.8160.816 0.750 - 0.917 - 0.9100.910 0.417 - 0.583 - 0.5000.500 0.922 Lights and MotorcyclesLights and Motorcycles 65 1185 8 0 12581258 1 762 39 0 802802 36 0 55 0 9191 5 0 7 0 1212 2163 % Lights and Motorcycles% Lights and Motorcycles 100% 98.8% 100% 0% 98.8%98.8%100% 96.3% 97.5% 0% 96.4%96.4%100% 0% 100% 0% 100%100%100% 0% 100% 0% 100%100%98.0% HeavyHeavy 0 15 0 0 1515 0 29 1 0 3030 0 0 0 0 00 0 0 0 0 00 45 % Heavy% Heavy 0% 1.3% 0% 0% 1.2%1.2%0% 3.7% 2.5% 0% 3.6%3.6%0% 0% 0% 0% 0%0%0% 0% 0% 0% 0%0%2.0% *L: Left, R: Right, T: Thru, U: U-Turn 5 of 6 BENNETT PKWY & US 421 - TMCBENNETT PKWY & US 421 - TMC Thu Apr 22, 2021 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829831, Location: 39.94831, -86.240042 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 2075 Total: 2124 Total: 21Total: 196Out: 1243 Out: 851 Out: 9Out: 105In: 832 In: 1273 In: 12In: 91 791 1200 1 40 7 5 8 65 36 55 6 of 6 HCM 6th TWSC Existing AM 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/10/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 0 76 2 0 2 36 702 6 2 971 33 Future Vol, veh/h 31 0 76 2 0 2 36 702 6 2 971 33 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - 0 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 01000070020 Mvmt Flow 33 0 82 2 0 2 39 755 6 2 1044 35 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1522 1905 540 1359 1916 378 1079 0 0 761 0 0 Stage 1 1066 1066 - 833 833 ------- Stage 2 456 839 - 526 1083 ------- Critical Hdwy 7.5 6.5 6.92 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.31 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 83 69 489 109 68 625 654 - - 860 - - Stage 1 241 301 - 334 386 ------- Stage 2 559 384 - 508 296 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 79 65 489 87 64 625 654 - - 860 - - Mov Cap-2 Maneuver 79 65 - 87 64 ------- Stage 1 227 300 - 314 363 ------- Stage 2 524 361 - 422 295 ------- Approach EB WB NB SB HCM Control Delay, s 33.1 29.1 0.5 0 HCM LOS D D Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)654 - - 79 489 87 625 860 - - HCM Lane V/C Ratio 0.059 - - 0.422 0.167 0.025 0.003 0.003 - - HCM Control Delay (s) 10.9 - - 80.4 13.8 47.4 10.8 9.2 - - HCM Lane LOS B - - F BEBA - - HCM 95th %tile Q(veh) 0.2 - - 1.7 0.6 0.1 0 0 - - HCM 6th TWSC Existing PM 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/10/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Intersection Int Delay, s/veh 6.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 40 0 61 6 0 8 72 1320 9 1 870 44 Future Vol, veh/h 40 0 61 6 0 8 72 1320 9 1 870 44 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - 0 100 - - 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 00000010042 Mvmt Flow 43 0 66 7 0 9 78 1435 10 1 946 48 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1846 2573 497 2066 2587 718 994 0 0 1445 0 0 Stage 1 972 972 - 1591 1591 ------- Stage 2 874 1601 - 475 996 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 47 26 524 32 26 376 704 - - 475 - - Stage 1 275 333 - 114 169 ------- Stage 2 315 167 - 545 325 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 42 23 524 26 23 376 704 - - 475 - - Mov Cap-2 Maneuver ~ 42 23 - 26 23 ------- Stage 1 244 332 - 101 150 ------- Stage 2 274 148 - 475 324 ------- Approach EB WB NB SB HCM Control Delay, s 126 87.7 0.6 0 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)704 - - 42 524 26 376 475 - - HCM Lane V/C Ratio 0.111 - - 1.035 0.127 0.251 0.023 0.002 - - HCM Control Delay (s) 10.8 - - 298.6 12.9 184.8 14.8 12.6 - - HCM Lane LOS B - - F B F B B - - HCM 95th %tile Q(veh) 0.4 - - 4.1 0.4 0.8 0.1 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC Existing + Proposed AM 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/10/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Intersection Int Delay, s/veh 23.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 11 76 87 13 40 36 693 69 45 959 33 Future Vol, veh/h 31 11 76 87 13 40 36 693 69 45 959 33 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - 0 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 01000070020 Mvmt Flow 33 12 82 94 14 43 39 745 74 48 1031 35 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1603 2042 533 1441 1985 373 1066 0 0 819 0 0 Stage 1 1145 1145 - 823 823 ------- Stage 2 458 897 - 618 1162 ------- Critical Hdwy 7.5 6.5 6.92 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.31 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 72 57 494 95 62 630 661 - - 818 - - Stage 1 216 277 - 338 391 ------- Stage 2 557 361 - 448 272 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 49 50 494 ~ 59 55 630 661 - - 818 - - Mov Cap-2 Maneuver 49 50 - ~ 59 55 ------- Stage 1 203 261 - 318 368 ------- Stage 2 470 340 - 336 256 ------- Approach EB WB NB SB HCM Control Delay, s 67.8 289.4 0.5 0.4 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)661 - - 49 233 59 177 818 - - HCM Lane V/C Ratio 0.059 - - 0.68 0.401 1.586 0.322 0.059 - - HCM Control Delay (s) 10.8 - - 172.9 30.4$ 444.5 34.7 9.7 - - HCM Lane LOS B - - F D F D A - - HCM 95th %tile Q(veh) 0.2 - - 2.7 1.8 8.5 1.3 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC Existing + Proposed PM 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/10/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Intersection Int Delay, s/veh 41.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 40 15 61 88 13 64 72 1299 116 54 856 44 Future Vol, veh/h 40 15 61 88 13 64 72 1299 116 54 856 44 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - 0 100 - - 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 00000010042 Mvmt Flow 43 16 66 96 14 70 78 1412 126 59 930 48 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1941 2766 489 2159 2664 706 978 0 0 1538 0 0 Stage 1 1072 1072 - 1568 1568 ------- Stage 2 869 1694 - 591 1096 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver ~ 40 20 530 ~ 27 23 383 714 - - 438 - - Stage 1 239 299 - 118 173 ------- Stage 2 317 150 - 465 292 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 10 ~ 15 530 - 18 383 714 - - 438 - - Mov Cap-2 Maneuver ~ 10 ~ 15 - - 18 ------- Stage 1 213 259 - 105 154 ------- Stage 2 210 134 - 330 253 ------- Approach EB WB NB SB HCM Control Delay, s $ 960 0.5 0.8 HCM LOS F - Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)714 - - 10 68 - 87 438 - - HCM Lane V/C Ratio 0.11 - - 4.348 1.215 - 0.962 0.134 - - HCM Control Delay (s) 10.7 - -$ 2246 283.1 - 171.9 14.5 - - HCM Lane LOS B - - F F - F B - - HCM 95th %tile Q(veh) 0.4 - - 6.6 6.6 - 5.4 0.5 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Existing + Proposed AM (Scenario 2B) 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 11 76 87 13 40 36 693 69 45 959 33 Future Volume (veh/h) 31 11 76 87 13 40 36 693 69 45 959 33 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1885 1900 1900 1900 1900 1796 1900 1900 1870 1900 Adj Flow Rate, veh/h 33 12 82 94 14 43 39 745 74 48 1031 35 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, %001000070020 Cap, veh/h 226 16 110 209 45 139 347 2033 1060 525 2099 71 Arrive On Green 0.03 0.08 0.08 0.06 0.11 0.11 0.05 1.00 1.00 0.03 0.60 0.60 Sat Flow, veh/h 1810 210 1433 1810 411 1262 1810 3413 1610 1810 3507 119 Grp Volume(v), veh/h 33 0 94 94 0 57 39 745 74 48 522 544 Grp Sat Flow(s),veh/h/ln 1810 0 1642 1810 0 1673 1810 1706 1610 1810 1777 1849 Q Serve(g_s), s 1.7 0.0 5.9 5.0 0.0 3.3 0.9 0.0 0.0 1.1 17.6 17.6 Cycle Q Clear(g_c), s 1.7 0.0 5.9 5.0 0.0 3.3 0.9 0.0 0.0 1.1 17.6 17.6 Prop In Lane 1.00 0.87 1.00 0.75 1.00 1.00 1.00 0.06 Lane Grp Cap(c), veh/h 226 0 126 209 0 184 347 2033 1060 525 1064 1107 V/C Ratio(X) 0.15 0.00 0.75 0.45 0.00 0.31 0.11 0.37 0.07 0.09 0.49 0.49 Avail Cap(c_a), veh/h 415 0 219 337 0 223 447 2033 1060 619 1064 1107 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.7 0.0 47.5 41.2 0.0 43.1 9.0 0.0 0.0 7.6 12.0 12.0 Incr Delay (d2), s/veh 0.3 0.0 8.5 1.5 0.0 0.9 0.1 0.5 0.1 0.1 1.6 1.6 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/ln 0.8 0.0 2.7 2.3 0.0 1.4 0.3 0.1 0.0 0.4 7.0 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.0 0.0 56.0 42.7 0.0 44.0 9.1 0.5 0.1 7.7 13.6 13.5 LnGrp LOS D A E D A D AAAABB Approach Vol, veh/h 127 151 858 1114 Approach Delay, s/veh 52.7 43.2 0.8 13.3 Approach LOS D D A B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.5 68.9 12.6 14.0 9.2 69.1 9.1 17.5 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.1 2.0 7.0 7.9 2.9 19.6 3.7 5.3 Green Ext Time (p_c), s 0.0 6.5 0.1 0.2 0.0 7.8 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B HCM 6th Signalized Intersection Summary Existing + Proposed PM (Scenario 2B) 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 15 61 88 13 64 72 1299 116 54 856 44 Future Volume (veh/h) 40 15 61 88 13 64 72 1299 116 54 856 44 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1900 1900 1900 1900 1900 1885 1900 1900 1841 1870 Adj Flow Rate, veh/h 43 16 66 96 14 70 78 1412 126 59 930 48 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000010042 Cap, veh/h 198 22 92 213 27 137 389 2146 1069 330 2018 104 Arrive On Green 0.03 0.07 0.07 0.06 0.10 0.10 0.07 1.00 1.00 0.03 0.60 0.60 Sat Flow, veh/h 1810 324 1336 1810 275 1377 1810 3582 1610 1810 3383 175 Grp Volume(v), veh/h 43 0 82 96 0 84 78 1412 126 59 481 497 Grp Sat Flow(s),veh/h/ln 1810 0 1660 1810 0 1652 1810 1791 1610 1810 1749 1809 Q Serve(g_s), s 2.3 0.0 5.1 5.1 0.0 5.1 1.8 0.0 0.0 1.3 16.1 16.1 Cycle Q Clear(g_c), s 2.3 0.0 5.1 5.1 0.0 5.1 1.8 0.0 0.0 1.3 16.1 16.1 Prop In Lane 1.00 0.80 1.00 0.83 1.00 1.00 1.00 0.10 Lane Grp Cap(c), veh/h 198 0 114 213 0 164 389 2146 1069 330 1043 1079 V/C Ratio(X) 0.22 0.00 0.72 0.45 0.00 0.51 0.20 0.66 0.12 0.18 0.46 0.46 Avail Cap(c_a), veh/h 378 0 221 337 0 220 474 2146 1069 419 1043 1079 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 0.72 0.72 0.72 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.3 0.0 47.9 41.8 0.0 44.9 8.6 0.0 0.0 7.5 11.8 11.8 Incr Delay (d2), s/veh 0.5 0.0 8.1 1.5 0.0 2.5 0.2 1.2 0.2 0.3 1.5 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/ln 1.1 0.0 2.4 2.4 0.0 2.2 0.6 0.3 0.0 0.5 6.3 6.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.8 0.0 56.0 43.3 0.0 47.3 8.8 1.2 0.2 7.8 13.3 13.2 LnGrp LOS D A E D A D AAAABB Approach Vol, veh/h 125 180 1616 1037 Approach Delay, s/veh 51.8 45.2 1.4 12.9 Approach LOS D D A B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.8 69.2 12.8 13.2 10.1 68.9 9.6 16.4 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.3 2.0 7.1 7.1 3.8 18.1 4.3 7.1 Green Ext Time (p_c), s 0.0 16.2 0.1 0.2 0.1 7.1 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B HCM 6th TWSC Background AM 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 0 80 3 0 3 38 765 7 3 1044 35 Future Vol, veh/h 33 0 80 3 0 3 38 765 7 3 1044 35 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - 0 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 01000070020 Mvmt Flow 35 0 86 3 0 3 41 823 8 3 1123 38 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1642 2061 581 1473 2072 412 1161 0 0 831 0 0 Stage 1 1148 1148 - 905 905 ------- Stage 2 494 913 - 568 1167 ------- Critical Hdwy 7.5 6.5 6.92 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.31 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 67 56 460 90 55 595 609 - - 810 - - Stage 1 215 276 - 302 358 ------- Stage 2 531 355 - 480 270 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 63 52 460 69 51 595 609 - - 810 - - Mov Cap-2 Maneuver 63 52 - 69 51 ------- Stage 1 201 275 - 282 334 ------- Stage 2 493 331 - 389 269 ------- Approach EB WB NB SB HCM Control Delay, s 45.1 35.4 0.5 0 HCM LOS E E Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)609 - - 63 460 69 595 810 - - HCM Lane V/C Ratio 0.067 - - 0.563 0.187 0.047 0.005 0.004 - - HCM Control Delay (s) 11.3 - - 119.2 14.6 59.7 11.1 9.5 - - HCM Lane LOS B - - F B F B A - - HCM 95th %tile Q(veh) 0.2 - - 2.3 0.7 0.1 0 0 - - HCM 6th TWSC Background PM 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Intersection Int Delay, s/veh 9.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 0 65 7 0 9 76 1420 10 2 953 47 Future Vol, veh/h 42 0 65 7 0 9 76 1420 10 2 953 47 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - 0 100 - - 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 00000010042 Mvmt Flow 46 0 71 8 0 10 83 1543 11 2 1036 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2004 2786 544 2231 2800 772 1087 0 0 1554 0 0 Stage 1 1066 1066 - 1709 1709 ------- Stage 2 938 1720 - 522 1091 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver ~ 36 19 488 24 19 347 649 - - 432 - - Stage 1 241 301 - 96 148 ------- Stage 2 288 146 - 511 293 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 31 16 488 18 16 347 649 - - 432 - - Mov Cap-2 Maneuver ~ 31 16 - 18 16 ------- Stage 1 210 299 - 84 129 ------- Stage 2 244 127 - 435 292 ------- Approach EB WB NB SB HCM Control Delay, s 214.2 144.2 0.6 0 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)649 - - 31 488 18 347 432 - - HCM Lane V/C Ratio 0.127 - - 1.473 0.145 0.423 0.028 0.005 - - HCM Control Delay (s) 11.4 - -$ 524.6 13.6$ 309.4 15.7 13.4 - - HCM Lane LOS B - - F B F C B - - HCM 95th %tile Q(veh) 0.4 - - 5.2 0.5 1.2 0.1 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Background AM (Scenario 3B) 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 0 80 3 0 3 38 765 7 3 1044 35 Future Volume (veh/h) 33 0 80 3 0 3 38 765 7 3 1044 35 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1885 1900 1900 1900 1900 1796 1900 1900 1870 1900 Adj Flow Rate, veh/h 35 0 86 3 0 3 41 823 8 3 1123 38 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, %001000070020 Cap, veh/h 184 0 115 99 0 71 364 2342 1110 519 2325 79 Arrive On Green 0.03 0.00 0.07 0.00 0.00 0.04 0.05 1.00 1.00 0.00 0.66 0.66 Sat Flow, veh/h 1810 0 1610 1810 0 1610 1810 3413 1610 1810 3507 119 Grp Volume(v), veh/h 35 0 86 3 0 3 41 823 8 3 569 592 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1810 0 1610 1810 1706 1610 1810 1777 1849 Q Serve(g_s), s 1.9 0.0 5.5 0.2 0.0 0.2 0.8 0.0 0.0 0.1 16.7 16.7 Cycle Q Clear(g_c), s 1.9 0.0 5.5 0.2 0.0 0.2 0.8 0.0 0.0 0.1 16.7 16.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.06 Lane Grp Cap(c), veh/h 184 0 115 99 0 71 364 2342 1110 519 1178 1226 V/C Ratio(X) 0.19 0.00 0.75 0.03 0.00 0.04 0.11 0.35 0.01 0.01 0.48 0.48 Avail Cap(c_a), veh/h 370 0 215 335 0 215 463 2342 1110 660 1178 1226 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.9 0.0 47.9 47.8 0.0 48.1 6.4 0.0 0.0 5.9 8.8 8.8 Incr Delay (d2), s/veh 0.5 0.0 9.4 0.1 0.0 0.2 0.1 0.4 0.0 0.0 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/ln 0.9 0.0 2.5 0.1 0.0 0.1 0.3 0.1 0.0 0.0 6.3 6.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 46.4 0.0 57.3 47.9 0.0 48.3 6.6 0.4 0.0 5.9 10.2 10.1 LnGrp LOS D A E D A D AAAABB Approach Vol, veh/h 121 6 872 1164 Approach Delay, s/veh 54.1 48.1 0.7 10.2 Approach LOS D D A B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.8 78.4 6.3 13.5 9.3 75.9 9.2 10.6 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 2.1 2.0 2.2 7.5 2.8 18.7 3.9 2.2 Green Ext Time (p_c), s 0.0 7.1 0.0 0.2 0.0 8.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 8.9 HCM 6th LOS A HCM 6th Signalized Intersection Summary Background PM (Scenario 3B) 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 0 65 7 0 9 76 1420 10 2 953 47 Future Volume (veh/h) 42 0 65 7 0 9 76 1420 10 2 953 47 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1900 1900 1900 1900 1900 1885 1900 1900 1841 1870 Adj Flow Rate, veh/h 46 0 71 8 0 10 83 1543 11 2 1036 51 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000010042 Cap, veh/h 174 0 101 109 0 57 399 2476 1126 295 2234 110 Arrive On Green 0.04 0.00 0.06 0.01 0.00 0.04 0.07 1.00 1.00 0.00 0.66 0.66 Sat Flow, veh/h 1810 0 1610 1810 0 1610 1810 3582 1610 1810 3392 167 Grp Volume(v), veh/h 46 0 71 8 0 10 83 1543 11 2 534 553 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1810 0 1610 1810 1791 1610 1810 1749 1811 Q Serve(g_s), s 2.5 0.0 4.5 0.4 0.0 0.6 1.6 0.0 0.0 0.0 15.8 15.8 Cycle Q Clear(g_c), s 2.5 0.0 4.5 0.4 0.0 0.6 1.6 0.0 0.0 0.0 15.8 15.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 174 0 101 109 0 57 399 2476 1126 295 1152 1193 V/C Ratio(X) 0.26 0.00 0.71 0.07 0.00 0.18 0.21 0.62 0.01 0.01 0.46 0.46 Avail Cap(c_a), veh/h 352 0 215 336 0 215 483 2476 1126 437 1152 1193 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 0.72 0.72 0.72 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 0.0 48.3 48.3 0.0 49.2 6.3 0.0 0.0 6.0 8.8 8.8 Incr Delay (d2), s/veh 0.8 0.0 8.7 0.3 0.0 1.5 0.2 0.9 0.0 0.0 1.3 1.3 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/ln 1.2 0.0 2.1 0.2 0.0 0.3 0.5 0.3 0.0 0.0 5.9 6.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.4 0.0 57.0 48.6 0.0 50.6 6.5 0.9 0.0 6.1 10.1 10.1 LnGrp LOS D A E D A D AAAABB Approach Vol, veh/h 117 18 1637 1089 Approach Delay, s/veh 53.2 49.7 1.1 10.1 Approach LOS D D A B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.7 78.9 6.8 12.6 10.1 75.5 9.7 9.7 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 2.0 2.0 2.4 6.5 3.6 17.8 4.5 2.6 Green Ext Time (p_c), s 0.0 17.8 0.0 0.1 0.1 8.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 7.0 HCM 6th LOS A HCM 6th TWSC Background + Proposed AM 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Intersection Int Delay, s/veh 35 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 33 11 80 88 13 41 38 756 70 46 1032 35 Future Vol, veh/h 33 11 80 88 13 41 38 756 70 46 1032 35 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - 0 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 0 01000070020 Mvmt Flow 35 12 86 95 14 44 41 813 75 49 1110 38 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1723 2197 574 1554 2141 407 1148 0 0 888 0 0 Stage 1 1227 1227 - 895 895 ------- Stage 2 496 970 - 659 1246 ------- Critical Hdwy 7.5 6.5 6.92 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.31 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 59 46 464 ~ 78 49 599 616 - - 771 - - Stage 1 192 253 - 306 362 ------- Stage 2 529 334 - 424 248 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 37 40 464 ~ 45 43 599 616 - - 771 - - Mov Cap-2 Maneuver 37 40 - ~ 45 43 ------- Stage 1 179 237 - 285 338 ------- Stage 2 439 312 - 307 232 ------- Approach EB WB NB SB HCM Control Delay, s 107.4 $ 453.2 0.5 0.4 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)616 - - 37 203 45 146 771 - - HCM Lane V/C Ratio 0.066 - - 0.959 0.482 2.103 0.398 0.064 - - HCM Control Delay (s) 11.3 - - 298.2 38.2$ 703.6 45.1 10 - - HCM Lane LOS B - - F E F E A - - HCM 95th %tile Q(veh) 0.2 - - 3.6 2.4 9.8 1.7 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC Background + Proposed PM 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 15 65 89 13 65 76 1399 117 55 939 47 Future Vol, veh/h 42 15 65 89 13 65 76 1399 117 55 939 47 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - 100 - 0 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 00000010042 Mvmt Flow 46 16 71 97 14 71 83 1521 127 60 1021 51 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2101 2981 536 2326 2879 761 1072 0 0 1648 0 0 Stage 1 1167 1167 - 1687 1687 ------- Stage 2 934 1814 - 639 1192 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver ~ 30 ~ 14 494 ~ 20 17 352 658 - - 397 - - Stage 1 209 270 - 100 151 ------- Stage 2 290 131 - 436 263 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver - ~ 10 494 - ~ 13 352 658 - - 397 - - Mov Cap-2 Maneuver - ~ 10 - - ~ 13 ------- Stage 1 183 229 - ~ 87 132 ------- Stage 2 181 114 - 295 223 ------- Approach EB WB NB SB HCM Control Delay, s 0.5 0.8 HCM LOS -- Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)658 - - - 49 - 66 397 - - HCM Lane V/C Ratio 0.126 - - - 1.775 - 1.285 0.151 - - HCM Control Delay (s) 11.3 - - -$ 551.2 -$ 312.3 15.7 - - HCM Lane LOS B - - - F - F C - - HCM 95th %tile Q(veh) 0.4 - - - 8.6 - 6.9 0.5 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th Signalized Intersection Summary Background + Proposed AM (Scenario 4B) 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 33 11 80 88 13 41 38 756 70 46 1032 35 Future Volume (veh/h) 33 11 80 88 13 41 38 756 70 46 1032 35 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1885 1900 1900 1900 1900 1796 1900 1900 1870 1900 Adj Flow Rate, veh/h 35 12 86 95 14 44 41 813 75 49 1110 38 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, %001000070020 Cap, veh/h 232 16 114 210 45 142 319 2022 1056 498 2085 71 Arrive On Green 0.03 0.08 0.08 0.06 0.11 0.11 0.05 1.00 1.00 0.03 0.59 0.59 Sat Flow, veh/h 1810 201 1440 1810 404 1268 1810 3413 1610 1810 3506 120 Grp Volume(v), veh/h 35 0 98 95 0 58 41 813 75 49 563 585 Grp Sat Flow(s),veh/h/ln 1810 0 1641 1810 0 1672 1810 1706 1610 1810 1777 1849 Q Serve(g_s), s 1.8 0.0 6.1 5.0 0.0 3.4 0.9 0.0 0.0 1.1 19.7 19.7 Cycle Q Clear(g_c), s 1.8 0.0 6.1 5.0 0.0 3.4 0.9 0.0 0.0 1.1 19.7 19.7 Prop In Lane 1.00 0.88 1.00 0.76 1.00 1.00 1.00 0.06 Lane Grp Cap(c), veh/h 232 0 130 210 0 187 319 2022 1056 498 1057 1100 V/C Ratio(X) 0.15 0.00 0.76 0.45 0.00 0.31 0.13 0.40 0.07 0.10 0.53 0.53 Avail Cap(c_a), veh/h 418 0 219 337 0 223 418 2022 1056 592 1057 1100 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.5 0.0 47.4 40.9 0.0 42.9 9.5 0.0 0.0 7.7 12.6 12.6 Incr Delay (d2), s/veh 0.3 0.0 8.6 1.5 0.0 0.9 0.2 0.6 0.1 0.1 1.9 1.8 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/ln 0.8 0.0 2.8 2.3 0.0 1.4 0.3 0.2 0.0 0.4 7.9 8.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.7 0.0 55.9 42.5 0.0 43.8 9.7 0.6 0.1 7.8 14.5 14.5 LnGrp LOS D A E D A D AAAABB Approach Vol, veh/h 133 153 929 1197 Approach Delay, s/veh 52.5 43.0 0.9 14.2 Approach LOS D D A B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.5 68.5 12.6 14.3 9.3 68.8 9.2 17.8 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.1 2.0 7.0 8.1 2.9 21.7 3.8 5.4 Green Ext Time (p_c), s 0.0 7.3 0.1 0.2 0.0 8.3 0.0 0.1 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B HCM 6th Signalized Intersection Summary Background + Proposed PM (Scenario 4B) 2: US 421/Michigan Road & Bennett Parkway/Proposed Access Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 15 65 89 13 65 76 1399 117 55 939 47 Future Volume (veh/h) 42 15 65 89 13 65 76 1399 117 55 939 47 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1900 1900 1900 1900 1900 1885 1900 1900 1841 1870 Adj Flow Rate, veh/h 46 16 71 97 14 71 83 1521 127 60 1021 51 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %000000010042 Cap, veh/h 203 22 97 213 28 140 354 2133 1063 308 2007 100 Arrive On Green 0.04 0.07 0.07 0.06 0.10 0.10 0.07 1.00 1.00 0.03 0.59 0.59 Sat Flow, veh/h 1810 305 1352 1810 272 1380 1810 3582 1610 1810 3390 169 Grp Volume(v), veh/h 46 0 87 97 0 85 83 1521 127 60 527 545 Grp Sat Flow(s),veh/h/ln 1810 0 1657 1810 0 1652 1810 1791 1610 1810 1749 1810 Q Serve(g_s), s 2.4 0.0 5.4 5.1 0.0 5.1 1.9 0.0 0.0 1.4 18.5 18.5 Cycle Q Clear(g_c), s 2.4 0.0 5.4 5.1 0.0 5.1 1.9 0.0 0.0 1.4 18.5 18.5 Prop In Lane 1.00 0.82 1.00 0.84 1.00 1.00 1.00 0.09 Lane Grp Cap(c), veh/h 203 0 119 213 0 168 354 2133 1063 308 1036 1072 V/C Ratio(X) 0.23 0.00 0.73 0.45 0.00 0.51 0.23 0.71 0.12 0.19 0.51 0.51 Avail Cap(c_a), veh/h 380 0 221 337 0 220 438 2133 1063 398 1036 1072 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.0 0.0 47.7 41.5 0.0 44.7 9.2 0.0 0.0 7.7 12.5 12.5 Incr Delay (d2), s/veh 0.6 0.0 8.2 1.5 0.0 2.3 0.2 1.4 0.2 0.3 1.8 1.7 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/ln 1.1 0.0 2.5 2.4 0.0 2.2 0.7 0.4 0.0 0.5 7.3 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 43.5 0.0 55.9 43.0 0.0 47.0 9.5 1.4 0.2 8.0 14.3 14.2 LnGrp LOS D A E D A D AAAABB Approach Vol, veh/h 133 182 1731 1132 Approach Delay, s/veh 51.6 44.9 1.7 13.9 Approach LOS D D A B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.8 68.8 12.8 13.6 10.1 68.5 9.7 16.7 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.4 2.0 7.1 7.4 3.9 20.5 4.4 7.1 Green Ext Time (p_c), s 0.0 18.2 0.1 0.2 0.1 7.8 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 10.6 HCM 6th LOS B PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA MICHIGAN ROAD & WESTON POINTE BOULEVARD TRAFFIC VOLUME COUNTS CAPACITY ANALYSIS WESTON POINTE DR & US 421 - TMCWESTON POINTE DR & US 421 - TMC Thu Apr 22, 2021 Full Length (6:30 AM-8:30 AM, 4 PM-6:30 PM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829607, Location: 39.946179, -86.239248 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US Leg South North West East Direction Northbound Southbound Eastbound Westbound Time L T R U AppApp L T R U AppApp L T R U AppApp L T R U AppApp IntInt 2021-04-22 6:30AM 0 61 1 0 6262 1 137 0 0 138138 1 0 6 0 77 5 0 1 0 66 213213 6:45AM 4 90 8 0 102102 5 150 1 0 156156 1 0 15 0 1616 2 0 1 0 33 277277 Hourly Total 4 151 9 0 164164 6 287 1 0 294294 2 0 21 0 2323 7 0 2 0 99 490490 7:00AM 3 100 4 0 107107 6 197 1 0 204204 1 0 6 0 77 2 0 3 0 55 323323 7:15AM 3 89 9 0 101101 11 156 0 0 167167 3 0 6 0 99 5 0 11 0 1616 293293 7:30AM 3 114 4 0 121121 7 232 3 0 242242 4 0 11 0 1515 5 0 9 0 1414 392392 7:45AM 6 165 14 0 185185 9 238 1 0 248248 2 0 11 0 1313 2 1 6 0 99 455455 Hourly Total 15 468 31 0 514514 33 823 5 0 861861 10 0 34 0 4444 14 1 29 0 4444 14631463 8:00AM 5 178 15 0 198198 17 199 3 0 219219 3 0 6 0 99 12 0 2 0 1414 440440 8:15AM 7 168 14 0 189189 17 207 3 0 227227 5 0 9 0 1414 14 0 14 0 2828 458458 Hourly Total 12 346 29 0 387387 34 406 6 0 446446 8 0 15 0 2323 26 0 16 0 4242 898898 4:00PM 3 220 13 0 236236 9 223 4 0 236236 2 0 5 0 77 13 0 12 0 2525 504504 4:15PM 13 259 21 0 293293 19 194 7 0 220220 2 0 12 0 1414 13 0 11 0 2424 551551 4:30PM 12 243 10 0 265265 9 201 1 0 211211 1 1 11 0 1313 15 0 13 0 2828 517517 4:45PM 18 336 18 0 372372 18 165 3 0 186186 2 0 3 0 55 13 0 15 0 2828 591591 Hourly Total 46 1058 62 0 11661166 55 783 15 0 853853 7 1 31 0 3939 54 0 51 0 105105 21632163 5:00PM 13 276 15 0 304304 12 201 8 0 221221 5 0 15 0 2020 15 1 20 0 3636 581581 5:15PM 15 302 17 0 334334 15 223 5 0 243243 6 0 14 0 2020 9 0 16 0 2525 622622 5:30PM 5 292 18 0 315315 11 183 3 0 197197 3 0 11 0 1414 9 0 15 0 2424 550550 5:45PM 12 262 16 0 290290 9 171 3 0 183183 3 0 15 0 1818 11 0 17 0 2828 519519 Hourly Total 45 1132 66 0 12431243 47 778 19 0 844844 17 0 55 0 7272 44 1 68 0 113113 22722272 6:00PM 12 199 19 0 230230 9 182 5 1 197197 5 1 7 0 1313 11 1 17 0 2929 469469 6:15PM 15 209 12 0 236236 12 162 4 0 178178 0 1 8 0 99 8 0 15 0 2323 446446 Hourly Total 27 408 31 0 466466 21 344 9 1 375375 5 2 15 0 2222 19 1 32 0 5252 915915 TotalTotal 149 3563 228 0 39403940 196 3421 55 1 36733673 49 3 171 0 223223 164 3 198 0 365365 82018201 % Approach% Approach 3.8% 90.4% 5.8% 0% --5.3% 93.1% 1.5% 0% --22.0% 1.3% 76.7% 0% --44.9% 0.8% 54.2% 0% --- % Total% Total 1.8% 43.4% 2.8% 0% 48.0%48.0%2.4% 41.7% 0.7% 0% 44.8%44.8%0.6% 0% 2.1% 0% 2.7%2.7%2.0% 0% 2.4% 0% 4.5%4.5%- Lights and MotorcyclesLights and Motorcycles 148 3453 224 0 38253825 195 3331 49 1 35763576 49 3 170 0 222222 163 2 194 0 359359 7982 % Lights and Motorcycles% Lights and Motorcycles 99.3% 96.9% 98.2% 0% 97.1%97.1%99.5% 97.4% 89.1% 100% 97.4%97.4%100% 100% 99.4% 0% 99.6%99.6%99.4% 66.7% 98.0% 0% 98.4%98.4%97.3% HeavyHeavy 1 110 4 0 115115 1 90 6 0 9797 0 0 1 0 11 1 1 4 0 66 219 % Heavy% Heavy 0.7% 3.1% 1.8% 0% 2.9%2.9%0.5% 2.6% 10.9% 0% 2.6%2.6%0% 0% 0.6% 0% 0.4%0.4%0.6% 33.3% 2.0% 0% 1.6%1.6%2.7% *L: Left, R: Right, T: Thru, U: U-Turn 1 of 6 WESTON POINTE DR & US 421 - TMCWESTON POINTE DR & US 421 - TMC Thu Apr 22, 2021 Full Length (6:30 AM-8:30 AM, 4 PM-6:30 PM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829607, Location: 39.946179, -86.239248 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 7484 Total: 7696 Total: 792Total: 430Out: 3811 Out: 3756 Out: 427Out: 207In: 3673 In: 3940 In: 365In: 223 3421 3 3563 3 1 196 55 198 164 228 149 49 171 2 of 6 WESTON POINTE DR & US 421 - TMCWESTON POINTE DR & US 421 - TMC Thu Apr 22, 2021 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829607, Location: 39.946179, -86.239248 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US Leg South North West East Direction Northbound Southbound Eastbound Westbound Time L T R U AppApp L T R U AppApp L T R U AppApp L T R U AppApp IntInt 2021-04-22 7:30AM 3 114 4 0 121121 7 232 3 0 242242 4 0 11 0 1515 5 0 9 0 1414 392392 7:45AM 6 165 14 0 185185 9 238 1 0 248248 2 0 11 0 1313 2 1 6 0 99 455455 8:00AM 5 178 15 0 198198 17 199 3 0 219219 3 0 6 0 99 12 0 2 0 1414 440440 8:15AM 7 168 14 0 189189 17 207 3 0 227227 5 0 9 0 1414 14 0 14 0 2828 458458 TotalTotal 21 625 47 0 693693 50 876 10 0 936936 14 0 37 0 5151 33 1 31 0 6565 17451745 % Approach% Approach 3.0% 90.2% 6.8% 0% --5.3% 93.6% 1.1% 0% --27.5% 0% 72.5% 0% --50.8% 1.5% 47.7% 0% --- % Total% Total 1.2% 35.8% 2.7% 0% 39.7%39.7%2.9% 50.2% 0.6% 0% 53.6%53.6%0.8% 0% 2.1% 0% 2.9%2.9%1.9% 0.1% 1.8% 0% 3.7%3.7%- PHFPHF 0.750 0.878 0.783 - 0.8750.875 0.735 0.920 0.833 - 0.9440.944 0.700 - 0.841 - 0.8500.850 0.589 0.250 0.554 - 0.5800.580 0.953 Lights and MotorcyclesLights and Motorcycles 21 574 44 0 639639 50 857 7 0 914914 14 0 37 0 5151 33 0 30 0 6363 1667 % Lights and Motorcycles% Lights and Motorcycles 100% 91.8% 93.6% 0% 92.2%92.2%100% 97.8% 70.0% 0% 97.6%97.6%100% 0% 100% 0% 100%100%100% 0% 96.8% 0% 96.9%96.9%95.5% HeavyHeavy 0 51 3 0 5454 0 19 3 0 2222 0 0 0 0 00 0 1 1 0 22 78 % Heavy% Heavy 0% 8.2% 6.4% 0% 7.8%7.8%0% 2.2% 30.0% 0% 2.4%2.4%0% 0% 0% 0% 0%0%0% 100% 3.2% 0% 3.1%3.1%4.5% *L: Left, R: Right, T: Thru, U: U-Turn 3 of 6 WESTON POINTE DR & US 421 - TMCWESTON POINTE DR & US 421 - TMC Thu Apr 22, 2021 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829607, Location: 39.946179, -86.239248 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 1606 Total: 1639 Total: 162Total: 83Out: 670 Out: 946 Out: 97Out: 32In: 936 In: 693 In: 65In: 51 876 1 625 50 10 31 33 47 21 14 37 4 of 6 WESTON POINTE DR & US 421 - TMCWESTON POINTE DR & US 421 - TMC Thu Apr 22, 2021 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829607, Location: 39.946179, -86.239248 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US Leg South North West East Direction Northbound Southbound Eastbound Westbound Time L T R U AppApp L T R U AppApp L T R U AppApp L T R U AppApp IntInt 2021-04-22 4:45PM 18 336 18 0 372372 18 165 3 0 186186 2 0 3 0 55 13 0 15 0 2828 591591 5:00PM 13 276 15 0 304304 12 201 8 0 221221 5 0 15 0 2020 15 1 20 0 3636 581581 5:15PM 15 302 17 0 334334 15 223 5 0 243243 6 0 14 0 2020 9 0 16 0 2525 622622 5:30PM 5 292 18 0 315315 11 183 3 0 197197 3 0 11 0 1414 9 0 15 0 2424 550550 TotalTotal 51 1206 68 0 13251325 56 772 19 0 847847 16 0 43 0 5959 46 1 66 0 113113 23442344 % Approach% Approach 3.8% 91.0% 5.1% 0% --6.6% 91.1% 2.2% 0% --27.1% 0% 72.9% 0% --40.7% 0.9% 58.4% 0% --- % Total% Total 2.2% 51.5% 2.9% 0% 56.5%56.5%2.4% 32.9% 0.8% 0% 36.1%36.1%0.7% 0% 1.8% 0% 2.5%2.5%2.0% 0% 2.8% 0% 4.8%4.8%- PHFPHF 0.708 0.897 0.944 - 0.8900.890 0.778 0.865 0.594 - 0.8710.871 0.667 - 0.717 - 0.7380.738 0.767 0.250 0.825 - 0.7850.785 0.942 Lights and MotorcyclesLights and Motorcycles 51 1192 68 0 13111311 56 745 19 0 820820 16 0 42 0 5858 46 1 66 0 113113 2302 % Lights and Motorcycles% Lights and Motorcycles 100% 98.8% 100% 0% 98.9%98.9%100% 96.5% 100% 0% 96.8%96.8%100% 0% 97.7% 0% 98.3%98.3%100% 100% 100% 0% 100%100%98.2% HeavyHeavy 0 14 0 0 1414 0 27 0 0 2727 0 0 1 0 11 0 0 0 0 00 42 % Heavy% Heavy 0% 1.2% 0% 0% 1.1%1.1%0% 3.5% 0% 0% 3.2%3.2%0% 0% 2.3% 0% 1.7%1.7%0% 0% 0% 0% 0%0%1.8% *L: Left, R: Right, T: Thru, U: U-Turn 5 of 6 WESTON POINTE DR & US 421 - TMCWESTON POINTE DR & US 421 - TMC Thu Apr 22, 2021 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 829607, Location: 39.946179, -86.239248 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 2135 Total: 2186 Total: 237Total: 130Out: 1288 Out: 861 Out: 124Out: 71In: 847 In: 1325 In: 113In: 59 772 1 1206 56 19 66 46 68 51 16 43 6 of 6 HCM 6th Signalized Intersection Summary Existing AM 1: US 421/Michigan Road & Weston Pointe Drive 05/10/2021 Synchro 11 Report A&F Engineering Co., LLC Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 0 41 36 1 34 23 688 52 55 964 11 Future Volume (veh/h) 15 0 41 36 1 34 23 688 52 55 964 11 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1900 1900 418 1856 1900 1781 1811 1900 1870 1455 Adj Flow Rate, veh/h 16 0 43 38 1 36 24 724 55 58 1015 12 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000010030860230 Cap, veh/h 180 0 170 293 1 41 265 1338 655 362 1475 536 Arrive On Green 0.02 0.00 0.11 0.03 0.12 0.12 0.02 0.40 0.40 0.04 0.42 0.42 Sat Flow, veh/h 1810 0 1610 1810 10 346 1810 3385 1535 1810 3554 1233 Grp Volume(v), veh/h 16 0 43 38 0 37 24 724 55 58 1015 12 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1810 0 356 1810 1692 1535 1810 1777 1233 Q Serve(g_s), s 0.5 0.0 1.4 1.1 0.0 6.0 0.5 9.6 1.2 1.1 13.6 0.3 Cycle Q Clear(g_c), s 0.5 0.0 1.4 1.1 0.0 6.0 0.5 9.6 1.2 1.1 13.6 0.3 Prop In Lane 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 180 0 170 293 0 42 265 1338 655 362 1475 536 V/C Ratio(X) 0.09 0.00 0.25 0.13 0.00 0.89 0.09 0.54 0.08 0.16 0.69 0.02 Avail Cap(c_a), veh/h 579 0 387 671 0 86 489 2540 1200 550 2667 950 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 22.7 0.0 23.9 22.2 0.0 25.3 11.4 13.5 9.9 10.4 13.9 9.4 Incr Delay (d2), s/veh 0.2 0.0 0.8 0.2 0.0 40.7 0.1 0.3 0.1 0.2 0.6 0.0 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/ln 0.2 0.0 0.5 0.4 0.0 0.9 0.2 3.2 0.4 0.4 4.8 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.9 0.0 24.7 22.4 0.0 66.0 11.6 13.9 10.0 10.6 14.5 9.4 LnGrp LOS C A C C AEBBABBA Approach Vol, veh/h 59 75 803 1085 Approach Delay, s/veh 24.2 43.9 13.5 14.3 Approach LOS C D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.9 29.3 7.8 12.1 7.8 30.5 7.1 12.8 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.1 11.6 3.1 3.4 2.5 15.6 2.5 8.0 Green Ext Time (p_c), s 0.0 6.0 0.0 0.1 0.0 8.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 15.4 HCM 6th LOS B HCM 6th Signalized Intersection Summary Existing PM 1: US 421/Michigan Road & Weston Pointe Drive 05/10/2021 Synchro 11 Report A&F Engineering Co., LLC Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 0 47 51 1 73 56 1327 75 62 849 0 Future Volume (veh/h) 18 0 47 51 1 73 56 1327 75 62 849 0 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1870 1900 1900 1900 1900 1885 1900 1900 1841 1900 Adj Flow Rate, veh/h 19 0 50 54 1 78 60 1412 80 66 903 0 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, %002000010040 Cap, veh/h 182 0 99 213 2 122 385 1812 874 244 1776 853 Arrive On Green 0.02 0.00 0.06 0.04 0.08 0.08 0.04 0.51 0.51 0.04 0.51 0.00 Sat Flow, veh/h 1810 0 1610 1810 20 1593 1810 3582 1610 1810 3497 1610 Grp Volume(v), veh/h 19 0 50 54 0 79 60 1412 80 66 903 0 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1810 0 1613 1810 1791 1610 1810 1749 1610 Q Serve(g_s), s 0.7 0.0 2.1 1.9 0.0 3.3 1.1 22.5 1.7 1.2 12.0 0.0 Cycle Q Clear(g_c), s 0.7 0.0 2.1 1.9 0.0 3.3 1.1 22.5 1.7 1.2 12.0 0.0 Prop In Lane 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 182 0 99 213 0 124 385 1812 874 244 1776 853 V/C Ratio(X) 0.10 0.00 0.50 0.25 0.00 0.64 0.16 0.78 0.09 0.27 0.51 0.00 Avail Cap(c_a), veh/h 504 0 322 508 0 323 533 2236 1065 389 2183 1041 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 0.00 Uniform Delay (d), s/veh 29.7 0.0 31.8 29.3 0.0 31.4 8.6 14.1 7.7 11.9 11.4 0.0 Incr Delay (d2), s/veh 0.2 0.0 3.9 0.6 0.0 5.4 0.2 1.5 0.0 0.6 0.2 0.0 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/ln 0.3 0.0 0.9 0.8 0.0 1.4 0.4 8.2 0.5 0.4 4.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.0 0.0 35.7 30.0 0.0 36.8 8.8 15.6 7.7 12.5 11.7 0.0 LnGrp LOS C A D C A D ABABBA Approach Vol, veh/h 69 133 1552 969 Approach Delay, s/veh 34.2 34.0 14.9 11.7 Approach LOS C C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.4 41.7 8.6 10.3 9.3 41.8 7.5 11.4 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.2 24.5 3.9 4.1 3.1 14.0 2.7 5.3 Green Ext Time (p_c), s 0.0 10.9 0.1 0.1 0.0 7.4 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 15.2 HCM 6th LOS B HCM 6th Signalized Intersection Summary Existing + Proposed AM 1: US 421/Michigan Road & Weston Pointe Drive 05/10/2021 Synchro 11 Report A&F Engineering Co., LLC Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 15 0 41 36 1 35 56 740 52 56 1035 11 Future Volume (veh/h) 15 0 41 36 1 35 56 740 52 56 1035 11 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1900 1900 418 1856 1900 1781 1811 1900 1870 1455 Adj Flow Rate, veh/h 16 0 43 38 1 37 59 779 55 59 1089 12 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000010030860230 Cap, veh/h 170 0 176 287 1 42 278 1448 704 359 1520 551 Arrive On Green 0.02 0.00 0.11 0.03 0.12 0.12 0.04 0.43 0.43 0.04 0.43 0.43 Sat Flow, veh/h 1810 0 1610 1810 9 346 1810 3385 1535 1810 3554 1233 Grp Volume(v), veh/h 16 0 43 38 0 38 59 779 55 59 1089 12 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1810 0 356 1810 1692 1535 1810 1777 1233 Q Serve(g_s), s 0.5 0.0 1.5 1.2 0.0 6.7 1.1 10.8 1.3 1.1 16.0 0.3 Cycle Q Clear(g_c), s 0.5 0.0 1.5 1.2 0.0 6.7 1.1 10.8 1.3 1.1 16.0 0.3 Prop In Lane 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 170 0 176 287 0 43 278 1448 704 359 1520 551 V/C Ratio(X) 0.09 0.00 0.24 0.13 0.00 0.89 0.21 0.54 0.08 0.16 0.72 0.02 Avail Cap(c_a), veh/h 535 0 356 631 0 79 447 2336 1106 528 2452 875 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 24.5 0.0 25.8 23.9 0.0 27.4 11.5 13.5 9.6 10.3 15.0 9.8 Incr Delay (d2), s/veh 0.2 0.0 0.7 0.2 0.0 39.8 0.4 0.3 0.0 0.2 0.6 0.0 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/ln 0.2 0.0 0.6 0.5 0.0 1.0 0.4 3.7 0.4 0.4 5.8 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.8 0.0 26.5 24.2 0.0 67.2 11.9 13.8 9.7 10.5 15.6 9.8 LnGrp LOS C A C C AEBBABBA Approach Vol, veh/h 59 76 893 1160 Approach Delay, s/veh 26.1 45.7 13.4 15.3 Approach LOS C D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.1 33.4 8.0 12.9 9.1 33.4 7.2 13.6 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.1 12.8 3.2 3.5 3.1 18.0 2.5 8.7 Green Ext Time (p_c), s 0.0 6.5 0.0 0.1 0.0 9.1 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 15.9 HCM 6th LOS B HCM 6th Signalized Intersection Summary Existing + Proposed PM 1: US 421/Michigan Road & Weston Pointe Drive 05/10/2021 Synchro 11 Report A&F Engineering Co., LLC Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 0 47 51 1 74 56 1411 75 63 915 21 Future Volume (veh/h) 19 0 47 51 1 74 56 1411 75 63 915 21 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1870 1900 1900 1900 1900 1885 1900 1900 1841 1900 Adj Flow Rate, veh/h 20 0 50 54 1 79 60 1501 80 67 973 22 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, %002000010040 Cap, veh/h 178 0 100 211 2 122 362 1858 895 229 1822 875 Arrive On Green 0.02 0.00 0.06 0.04 0.08 0.08 0.04 0.52 0.52 0.04 0.52 0.52 Sat Flow, veh/h 1810 0 1610 1810 20 1593 1810 3582 1610 1810 3497 1610 Grp Volume(v), veh/h 20 0 50 54 0 80 60 1501 80 67 973 22 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1810 0 1613 1810 1791 1610 1810 1749 1610 Q Serve(g_s), s 0.7 0.0 2.2 2.0 0.0 3.5 1.1 25.2 1.7 1.2 13.4 0.5 Cycle Q Clear(g_c), s 0.7 0.0 2.2 2.0 0.0 3.5 1.1 25.2 1.7 1.2 13.4 0.5 Prop In Lane 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 178 0 100 211 0 123 362 1858 895 229 1822 875 V/C Ratio(X) 0.11 0.00 0.50 0.26 0.00 0.65 0.17 0.81 0.09 0.29 0.53 0.03 Avail Cap(c_a), veh/h 485 0 310 492 0 311 504 2154 1028 367 2103 1005 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 30.8 0.0 33.0 30.4 0.0 32.6 8.7 14.5 7.5 12.8 11.6 7.7 Incr Delay (d2), s/veh 0.3 0.0 3.8 0.6 0.0 5.6 0.2 2.1 0.0 0.7 0.2 0.0 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/ln 0.3 0.0 0.9 0.9 0.0 1.5 0.4 9.4 0.5 0.5 4.6 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.1 0.0 36.8 31.1 0.0 38.2 8.9 16.6 7.6 13.5 11.8 7.7 LnGrp LOS C A D C A D ABABBA Approach Vol, veh/h 70 134 1641 1062 Approach Delay, s/veh 35.2 35.3 15.9 11.8 Approach LOS D D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.5 44.0 8.7 10.5 9.3 44.2 7.7 11.6 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.2 27.2 4.0 4.2 3.1 15.4 2.7 5.5 Green Ext Time (p_c), s 0.0 10.5 0.1 0.1 0.0 8.2 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 15.8 HCM 6th LOS B HCM 6th Signalized Intersection Summary Background AM 1: US 421/Michigan Road & Weston Pointe Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 44 0 85 38 2 36 56 726 55 58 1013 60 Future Volume (veh/h) 44 0 85 38 2 36 56 726 55 58 1013 60 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1900 1900 418 1856 1900 1781 1811 1900 1870 1455 Adj Flow Rate, veh/h 46 0 89 40 2 38 59 764 58 61 1066 63 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000010030860230 Cap, veh/h 219 0 234 291 2 45 262 1399 682 344 1471 564 Arrive On Green 0.04 0.00 0.15 0.03 0.13 0.13 0.04 0.41 0.41 0.04 0.41 0.41 Sat Flow, veh/h 1810 0 1610 1810 18 339 1810 3385 1535 1810 3554 1233 Grp Volume(v), veh/h 46 0 89 40 0 40 59 764 58 61 1066 63 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1810 0 357 1810 1692 1535 1810 1777 1233 Q Serve(g_s), s 1.4 0.0 3.4 1.3 0.0 7.3 1.2 11.5 1.5 1.3 16.9 2.0 Cycle Q Clear(g_c), s 1.4 0.0 3.4 1.3 0.0 7.3 1.2 11.5 1.5 1.3 16.9 2.0 Prop In Lane 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 219 0 234 291 0 48 262 1399 682 344 1471 564 V/C Ratio(X) 0.21 0.00 0.38 0.14 0.00 0.84 0.23 0.55 0.08 0.18 0.72 0.11 Avail Cap(c_a), veh/h 519 0 336 611 0 74 419 2204 1047 500 2314 856 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 23.8 0.0 25.9 24.0 0.0 28.4 12.8 14.9 10.8 11.4 16.5 10.4 Incr Delay (d2), s/veh 0.5 0.0 1.0 0.2 0.0 35.8 0.4 0.3 0.1 0.2 0.7 0.1 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/ln 0.6 0.0 1.3 0.5 0.0 1.1 0.5 4.0 0.5 0.5 6.3 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 24.2 0.0 27.0 24.2 0.0 64.2 13.2 15.3 10.8 11.7 17.2 10.5 LnGrp LOS C A C C AEBBBBBB Approach Vol, veh/h 135 80 881 1190 Approach Delay, s/veh 26.0 44.2 14.8 16.5 Approach LOS C D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.2 34.0 8.1 15.8 9.2 34.1 8.9 15.0 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.3 13.5 3.3 5.4 3.2 18.9 3.4 9.3 Green Ext Time (p_c), s 0.0 6.3 0.0 0.2 0.0 8.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 17.4 HCM 6th LOS B HCM 6th Signalized Intersection Summary Background PM 1: US 421/Michigan Road & Weston Pointe Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 68 0 79 54 2 77 106 1394 79 66 892 62 Future Volume (veh/h) 68 0 79 54 2 77 106 1394 79 66 892 62 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1870 1900 1900 1900 1900 1885 1900 1900 1841 1900 Adj Flow Rate, veh/h 72 0 84 57 2 82 113 1483 84 70 949 66 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, %002000010040 Cap, veh/h 225 0 147 220 3 124 360 1805 874 219 1721 875 Arrive On Green 0.05 0.00 0.09 0.04 0.08 0.08 0.05 0.50 0.50 0.04 0.49 0.49 Sat Flow, veh/h 1810 0 1610 1810 38 1578 1810 3582 1610 1810 3497 1610 Grp Volume(v), veh/h 72 0 84 57 0 84 113 1483 84 70 949 66 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1810 0 1616 1810 1791 1610 1810 1749 1610 Q Serve(g_s), s 2.7 0.0 3.8 2.2 0.0 3.8 2.3 26.7 1.9 1.4 14.4 1.5 Cycle Q Clear(g_c), s 2.7 0.0 3.8 2.2 0.0 3.8 2.3 26.7 1.9 1.4 14.4 1.5 Prop In Lane 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 225 0 147 220 0 127 360 1805 874 219 1721 875 V/C Ratio(X) 0.32 0.00 0.57 0.26 0.00 0.66 0.31 0.82 0.10 0.32 0.55 0.08 Avail Cap(c_a), veh/h 465 0 296 482 0 297 467 2054 986 347 2006 1006 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 30.1 0.0 33.2 30.7 0.0 34.1 10.1 16.0 8.4 14.2 13.5 8.3 Incr Delay (d2), s/veh 0.8 0.0 3.5 0.6 0.0 5.7 0.5 2.5 0.0 0.8 0.3 0.0 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/ln 1.2 0.0 1.6 1.0 0.0 1.7 0.9 10.3 0.6 0.6 5.2 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.9 0.0 36.7 31.3 0.0 39.8 10.6 18.5 8.4 15.0 13.8 8.3 LnGrp LOS C A D C A D BBABBA Approach Vol, veh/h 156 141 1680 1085 Approach Delay, s/veh 34.1 36.4 17.5 13.5 Approach LOS C D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.6 44.7 9.0 12.9 10.5 43.8 9.9 12.0 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.4 28.7 4.2 5.8 4.3 16.4 4.7 5.8 Green Ext Time (p_c), s 0.0 9.7 0.1 0.2 0.1 8.0 0.1 0.2 Intersection Summary HCM 6th Ctrl Delay 17.8 HCM 6th LOS B HCM 6th Signalized Intersection Summary Background + Proposed AM 1: US 421/Michigan Road & Weston Pointe Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 45 0 85 38 2 37 56 775 55 59 1084 61 Future Volume (veh/h) 45 0 85 38 2 37 56 775 55 59 1084 61 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1900 1900 418 1856 1900 1781 1811 1900 1870 1455 Adj Flow Rate, veh/h 47 0 89 40 2 39 59 816 58 62 1141 64 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %000010030860230 Cap, veh/h 213 0 238 288 2 46 248 1453 706 334 1529 583 Arrive On Green 0.04 0.00 0.15 0.03 0.14 0.14 0.04 0.43 0.43 0.04 0.43 0.43 Sat Flow, veh/h 1810 0 1610 1810 17 339 1810 3385 1535 1810 3554 1233 Grp Volume(v), veh/h 47 0 89 40 0 41 59 816 58 62 1141 64 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1810 0 357 1810 1692 1535 1810 1777 1233 Q Serve(g_s), s 1.5 0.0 3.5 1.3 0.0 7.9 1.3 12.8 1.5 1.3 19.0 2.0 Cycle Q Clear(g_c), s 1.5 0.0 3.5 1.3 0.0 7.9 1.3 12.8 1.5 1.3 19.0 2.0 Prop In Lane 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 213 0 238 288 0 49 248 1453 706 334 1529 583 V/C Ratio(X) 0.22 0.00 0.37 0.14 0.00 0.84 0.24 0.56 0.08 0.19 0.75 0.11 Avail Cap(c_a), veh/h 495 0 320 592 0 71 396 2100 999 480 2204 818 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 24.9 0.0 27.1 25.1 0.0 29.7 13.2 15.1 10.7 11.6 16.8 10.3 Incr Delay (d2), s/veh 0.5 0.0 1.0 0.2 0.0 42.4 0.5 0.3 0.0 0.3 0.8 0.1 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/ln 0.7 0.0 1.4 0.6 0.0 1.2 0.5 4.5 0.5 0.5 7.1 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.4 0.0 28.0 25.3 0.0 72.1 13.7 15.5 10.7 11.8 17.7 10.4 LnGrp LOS C A C C AEBBBBBB Approach Vol, veh/h 136 81 933 1267 Approach Delay, s/veh 27.1 49.0 15.0 17.0 Approach LOS C D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.3 36.5 8.2 16.4 9.2 36.6 9.0 15.6 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.3 14.8 3.3 5.5 3.3 21.0 3.5 9.9 Green Ext Time (p_c), s 0.0 6.8 0.0 0.2 0.0 9.3 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 17.9 HCM 6th LOS B HCM 6th Signalized Intersection Summary Background + Proposed PM 1: US 421/Michigan Road & Weston Pointe Drive 05/11/2021 Synchro 11 Report A&F Engineering Co., LLC Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 69 0 79 54 2 78 106 1478 79 67 958 63 Future Volume (veh/h) 69 0 79 54 2 78 106 1478 79 67 958 63 Initial Q (Qb), veh 000000000000 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/ln 1900 1900 1870 1900 1900 1900 1900 1885 1900 1900 1841 1900 Adj Flow Rate, veh/h 73 0 84 57 2 83 113 1572 84 71 1019 67 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, %002000010040 Cap, veh/h 220 0 145 216 3 124 342 1842 891 206 1759 892 Arrive On Green 0.05 0.00 0.09 0.04 0.08 0.08 0.05 0.51 0.51 0.04 0.50 0.50 Sat Flow, veh/h 1810 0 1610 1810 38 1578 1810 3582 1610 1810 3497 1610 Grp Volume(v), veh/h 73 0 84 57 0 85 113 1572 84 71 1019 67 Grp Sat Flow(s),veh/h/ln 1810 0 1610 1810 0 1616 1810 1791 1610 1810 1749 1610 Q Serve(g_s), s 2.9 0.0 3.9 2.3 0.0 4.0 2.3 29.8 1.9 1.5 16.0 1.5 Cycle Q Clear(g_c), s 2.9 0.0 3.9 2.3 0.0 4.0 2.3 29.8 1.9 1.5 16.0 1.5 Prop In Lane 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 220 0 145 216 0 127 342 1842 891 206 1759 892 V/C Ratio(X) 0.33 0.00 0.58 0.26 0.00 0.67 0.33 0.85 0.09 0.35 0.58 0.08 Avail Cap(c_a), veh/h 451 0 287 468 0 288 445 1996 960 329 1949 979 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 31.1 0.0 34.2 31.6 0.0 35.1 10.4 16.5 8.3 15.5 13.7 8.2 Incr Delay (d2), s/veh 0.9 0.0 3.6 0.6 0.0 5.9 0.6 3.6 0.0 1.0 0.4 0.0 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/ln 1.3 0.0 1.6 1.0 0.0 1.8 0.9 11.7 0.6 0.6 5.8 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.0 0.0 37.8 32.2 0.0 41.1 10.9 20.1 8.3 16.5 14.0 8.2 LnGrp LOS C A D C A D B C ABBA Approach Vol, veh/h 157 142 1769 1157 Approach Delay, s/veh 35.1 37.5 18.9 13.8 Approach LOS D D B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.6 46.6 9.1 13.1 10.5 45.7 10.0 12.2 Change Period (Y+Rc), s 6.5 6.3 6.0 6.0 6.5 6.3 6.0 6.0 Max Green Setting (Gmax), s 8.5 43.7 14.0 14.0 8.5 43.7 14.0 14.0 Max Q Clear Time (g_c+I1), s 3.5 31.8 4.3 5.9 4.3 18.0 4.9 6.0 Green Ext Time (p_c), s 0.0 8.5 0.1 0.2 0.1 8.6 0.1 0.2 Intersection Summary HCM 6th Ctrl Delay 18.7 HCM 6th LOS B