Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Traffic Study_March 2023
TRAFFIC IMPACT STUDY PROPOSED RESIDENTIAL DEVELOPMENT CARMEL, INDIANA ________________________________________________ PREPARED FOR _______________________________________________ MARCH 2023 8365 Keystone Crossing, Suite 201 Indianapolis, IN 46240 Phone: (317) 202-0864 Fax: (317) 202-0908 SCHAFER 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. 2023, A&F Engineering Co., LLC SCHAFER DEVELOPMENT CARMEL, INDIANA II TABLE OF CONTENTS TABLE OF CONTENTS .................................................................................................................................................... II LIST OF FIGURES .......................................................................................................................................................... III CERTIFICATION ............................................................................................................................................................ IV 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 YEAR 2028 BACKGROUND TRAFFIC VOLUMES .............................................................................................................. 5 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ................................................................................... 5 TABLE 2 – TOTAL GENERATED TRIPS FOR PROPOSED DEVELOPMENT ...................................................................... 5 PASS-BY & INTERNAL TRIPS .......................................................................................................................................... 8 ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS ............................................................................................... 8 GENERATED TRIPS ADDED TO THE STREET SYSTEM ...................................................................................................... 8 TURN LANE ANALYSIS ................................................................................................................................................. 13 TABLE 3 – TURN LANE WARRANT RESULTS ........................................................................................................... 13 CAPACITY ANALYSIS ................................................................................................................................................... 13 CAPACITY ANALYSIS SCENARIOS ................................................................................................................................ 14 TABLE 4 – LEVEL OF SERVICE SUMMARY: 146TH STREET & GRAY ROAD ............................................................... 14 TABLE 5 – LEVEL OF SERVICE SUMMARY: 146TH STREET & PROPOSED RI/RO ACCESS DRIVE ............................... 14 CONCLUSIONS & RECOMMENDATIONS ........................................................................................................................ 14 SCHAFER DEVELOPMENT CARMEL, INDIANA III LIST OF FIGURES FIGURE 1: AREA MAP .................................................................................................................................................... 3 FIGURE 2: EXISTING INTERSECTION GEOMETRICS ......................................................................................................... 4 FIGURE 3: EXISTING TRAFFIC VOLUMES ........................................................................................................................ 6 FIGURE 4: YEAR 2028 BACKGROUND TRAFFIC VOLUMES ............................................................................................. 7 FIGURE 5: ASSIGNMENT AND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ..... 9 FIGURE 6: GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ............................................................. 10 FIGURE 7: SUM OF EXISTING TRAFFIC VOLUMES & GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ........................................................................................................................................................................... 11 FIGURE 8: SUM OF YEAR 2028 BACKGROUND TRAFFIC VOLUMES AND GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT .................................................................................................................................. 12 SCHAFER DEVELOPMENT CARMEL, INDIANA IV 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 SCHAFER DEVELOPMENT CARMEL, INDIANA 1 INTRODUCTION This TRAFFIC IMPACT STUDY, prepared at the request of the Hamilton County Highway Department on behalf of Schafer Development, is for a proposed townhouse residential development that will be located along 146th Street, west of Gray Road in Carmel, Indiana. PURPOSE The purpose of this analysis is to determine what impact the traffic generated by the proposed development will have on the existing adjacent roadway system. This analysis will identify any existing roadway deficiencies or ones that may occur when this site is developed. 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 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 turning movement traffic volume counts between the hours of 6:00 AM to 9:00 AM and 3:00 PM to 7:00 PM during a typical weekday in February 2023 at the intersection of 146th Street & Gray Road. Second, estimate year 2028 background traffic volumes by applying a 1.5% per year annual growth rate to the existing traffic volumes. Third, estimate the number of peak hour trips that will be generated by the proposed development. Fourth, assign and distribute the generated traffic from the proposed development to the study intersections. Fifth, prepare a capacity analysis, level of service analysis, and turn lane analysis at the study intersections for each of the following scenarios: Scenario 1: Existing Traffic Volumes – Based on existing peak hour traffic volumes. Scenario 2: Development Traffic Volumes – Based on the sum of existing traffic volumes and generated traffic volumes from the proposed development. SCHAFER DEVELOPMENT CARMEL, INDIANA 2 Scenario 3: Year 2028 Background Traffic Volumes – Based on applying a 1.5% per year annual growth rate to the existing traffic volumes. Scenario 4: Year 2028 Development Traffic Volumes – Based on the sum of year 2028 background traffic volumes and generated traffic volumes from the proposed development. Sixth, prepare recommendations for the roadway geometrics that will be needed to accommodate the total traffic volumes once the proposed development is constructed. 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 subject site is located along 146th Street west of Gray Road in Carmel, Indiana. As proposed,. the site will be developed with approximately 60 townhome residential units and will be served by a right-in/right-out (RI/RO) access drive along 146th Street and a connection to Gray Oaks Court. Figure 1 is an area map showing the location and general layout of the site. STUDY AREA The study area for this analysis has been defined to include the following intersections: • 146th Street & Gray Road • 146th Street & Proposed RI/RO Access Drive Figure 2 shows the existing intersection geometrics at the intersection of 146th Street & Gray Road. 3 CARMEL, INDIANA SCHAFER DEVELOPMENT TRAFFIC IMPACT STUDY AREA MAP FIGURE 1 CARMEL, INDIANA SCHAFER DEVELOPMENT TRAFFIC IMPACT STUDY 4 GEOMETRICS EXISTING INTERSECTION FIGURE 2 GEOMETRICS EXISTING INTERSECTION FIGURE 2 146TH STREET & GRAY ROAD SCHAFER DEVELOPMENT CARMEL, INDIANA 5 DESCRIPTION OF ABUTTING STREET SYSTEM The proposed development will be primarily served by the public roadway system that includes 146th Street and Gray Road. TABLE 1 – DESCRIPTION OF THE ABUTTING STREET SYSTEM STREET NAME NUMBER OF LANES SPEED LIMIT (MPH) FUNCTIONAL CLASSIFICATION 146th Street 4 45 Primary Arterial Gray Road 2 30 Secondary Arterial EXISTING TRAFFIC VOLUMES & PEAK HOURS Turning movement traffic volume counts were collected by A&F Engineering at the intersection of 146th Street & Gray Road between the hours of 6:00 AM to 9:00 AM and 3:00 PM to 7:00 PM during a typical weekday in February 2023 under good weather conditions. The intersection counts are shown in Figure 3 and the count summary sheets are included in the Appendix. YEAR 2028 BACKGROUND TRAFFIC VOLUMES To account for annual growth in traffic that would occur due to future development outside of the study area over the next 5 years, an annual growth rate is applied to the existing traffic volumes. A 1.5% per year non-compounded annual growth rate over 5 years was considered for this analysis. Therefore, a growth rate factor of 1.075 was applied to the existing traffic volumes. The year 2028 background traffic volume estimates are shown in Figure 4. GENERATED TRAFFIC VOLUMES 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 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 is a summary of the total trips that will be generated by the proposed development. TABLE 2 – TOTAL GENERATED TRIPS FOR PROPOSED DEVELOPMENT DEVELOPMENT INFORMATION GENERATED TRIPS LAND USE ITE CODE SIZE AM PEAK HOUR PM PEAK HOUR ENTER EXIT ENTER EXIT Single-Family Attached 215 60 DU 6 19 19 13 1 Trip Generation Manual, Institute of Transportation Engineers, 11th Edition, 2021. CARMEL, INDIANA SCHAFER DEVELOPMENT TRAFFIC IMPACT STUDY 6 EXISTING TRAFFIC VOLUMES FIGURE 3XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (189) 139(119) 104(98) 54 (145) 159 (1364) 766 149 (144)95 (79)117 (172)(114) 7880 (81) 188 (160) 1385 (1008) PEAK PMAM PEAK 7:45 - 8:45 4:45 - 5:45 CARMEL, INDIANA SCHAFER DEVELOPMENT TRAFFIC IMPACT STUDY 7 TRAFFIC VOLUMES YEAR 2028 BACKGROUND FIGURE 4XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (203) 149(128) 112(105) 58 (156) 171 (1466) 823 160 (155)102 (85)126 (185)(123) 8486 (87) 202 (172) 1489 (1084) SCHAFER DEVELOPMENT CARMEL, INDIANA 8 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. Residential developments do not typically attract a significant number of pass-by trips. Therefore, pass-by trip reductions are not included in this study. 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 is a single land use only. Hence, internal trip reductions are not considered in this study. 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 5 illustrates the assignment and distribution of generated traffic volumes for the proposed development. GENERATED TRIPS ADDED TO THE STREET SYSTEM The 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 development are shown in Figure 6. It should be noted that this figure also includes the redistributed volumes from the existing Gray Oaks subdivision that would pass through the proposed development to utilize the new 146th Street access drive. These redistributed volumes are shown separately in a figure in the Appendix. Figure 7 shows the sum of existing traffic volumes and generated traffic volumes from the proposed development and Figure 8 shows the sum of year 2028 background traffic volumes and generated traffic volumes from the proposed development. CARMEL, INDIANA SCHAFER DEVELOPMENT TRAFFIC IMPACT STUDY 9 FROM PROPOSED DEVELOPMENT OF GENERATED TRAFFIC VOLUMES ASSIGNMENT & DISTRIBUTION FIGURE 5XX = INBOUND TRAFFIC XX = OUTBOUND TRAFFIC * = NEGLIGIBLE 12%33% 45%73%23% 5% 12% 33% 23% 45% 45%10%10%55%27% CARMEL, INDIANA SCHAFER DEVELOPMENT TRAFFIC IMPACT STUDY 10 PROPOSED DEVELOPMENT TOTAL GENERATED TRIPS FROM FIGURE 6XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (1) 1 (3) 6 (10) 16 1 (2)1 (6) (9) 3 (17) 285 (3) (3) 5 (9) 3 9 (6)(2) 1 2 (2)(18) 175 (4)(INCLUDES TRAFFIC PASSING THROUGH FROM GRAY OAKS SUBDIVISION) CARMEL, INDIANA SCHAFER DEVELOPMENT TRAFFIC IMPACT STUDY 11 DEVELOPMENT VOLUMES FROM PROPOSED VOLUMES & GENERATED TRAFFIC SUM OF EXISTING TRAFFIC FIGURE 7XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (189) 139(119) 104150 (146)95 (79)117 (172)(114) 7881 (87) 188 (160) 1385 (1008) (9) 3 (1608) 979 (17) 281589 (1210) (99) 55 (148) 165 (1374) 782 (4) 5 (18) 175 (4) CARMEL, INDIANA SCHAFER DEVELOPMENT TRAFFIC IMPACT STUDY 12 PROPOSED DEVELOPMENT TRAFFIC VOLUMES FROM TRAFFIC VOLUMES & GENERATED SUM OF YEAR 2028 BACKGROUND FIGURE 8XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (203) 149(128) 112161 (157)102 (85)126 (185)(123) 8487 (93) 202 (172) 1489 (1084) (9) 3 (1728) 1052 (17) 281708 (1301) (106) 59 (159) 177 (1476) 839 (4) 5 (18) 175 (4) SCHAFER DEVELOPMENT CARMEL, INDIANA 13 TURN LANE ANALYSIS The generated peak hour traffic volumes were combined with the existing traffic volumes and year 2028 background traffic volumes to determine if a right-turn lane would be required along 146th Street at the proposed RI/RO access drive location. This analysis was done in accordance with the INDOT Driveway Permit Manual 2 and the results are summarized in the following table. TABLE 3 – TURN LANE WARRANT RESULTS LOCATION SCENARIO RIGHT-TURN LANE 146TH STREET & PROPOSED RI/RO ACCESS DRIVE Existing Traffic Volumes + Proposed Development Traffic Volumes ✘ Year 2028 Background Traffic Volumes + Proposed Development Traffic Volumes ✘ ✔=Turn lane warranted; ✘=Turn lane not warranted Where a turn lane is not shown to be warranted, it should be noted that the Hamilton County Highway Department could require a turn lane at this location based on local standards. The graphs that show the right-turn lane warrant criteria are shown in the Appendix. 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/SimTraffic3.This program allows intersections to be analyzed and optimized using the capacity calculation methods outlined within the Highway Capacity Manual (HCM 6th Edition)4. 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/RAB 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 2 INDOT Driveway Permit Manual, Indiana Department of Transportation, 2018 3 Synchro/SimTraffic 11, Trafficware, 2020. 4 Highway Capacity Manual (HCM), 6th Edition Transportation Research Board, National Research Council, Washington, DC, 2016. SCHAFER DEVELOPMENT CARMEL, INDIANA 14 CAPACITY ANALYSIS SCENARIOS To evaluate the proposed development's impact 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: Existing Traffic Volumes – Based on existing peak hour traffic volumes. Figure 3 is a summary of these traffic volumes. Scenario 2: Development Traffic Volumes – Based on the sum of existing traffic volumes and generated traffic volumes from the proposed development. Figure 7 is a summary of these traffic volumes. Scenario 3: Year 2028 Background Traffic Volumes – Based on applying a 1.5% per year annual growth rate to the existing traffic volumes. Figure 4 is a summary of these traffic volumes. Scenario 4: Year 2028 Development Traffic Volumes – Based on the sum of year 2028 background traffic volumes and generated traffic volumes from the proposed development. Figure 8 is a summary of these traffic volumes. The following tables summarize the level of service results at each study intersection. The Synchro (HCM 6th Edition) intersection reports illustrating the capacity analysis results are included in the Appendix. TABLE 4 – LEVEL OF SERVICE SUMMARY: 146TH STREET & GRAY ROAD APPROACH AM PEAK PM PEAK Scenarios Scenarios 1 2 3 4 1 2 3 4 Northbound Approach C C C C C C C C Southbound Approach C C C C C C C C Eastbound Approach B C C C C C C C Westbound Approach C C D D B B B B Intersection C C C C C C C C TABLE 5 – LEVEL OF SERVICE SUMMARY: 146TH STREET & PROPOSED RI/RO ACCESS DRIVE APPROACH AM PEAK PM PEAK Scenarios Scenarios 2 4 2 4 Northbound Approach B B C C Note: Analysis considers the northbound right-in/right-out access drive with at least one inbound and one outbound lane that will stop for 146th Street. SCHAFER DEVELOPMENT CARMEL, INDIANA 15 CONCLUSIONS & RECOMMENDATIONS The conclusions that follow are based on existing traffic volume data, trip generation, assignment and distribution of generated traffic, turn lane analysis, 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, the following recommendations are formulated to ensure that the roadway system will accommodate the increased traffic volumes from the site. 146TH STREET & GRAY ROAD Capacity analyses for all traffic volume scenarios have shown this intersection currently operates and will continue to operate at acceptable levels of service during the AM and PM peak hours with the existing intersection conditions. Therefore, no improvements are recommended at this location. 146TH STREET & PROPOSED RI/RO ACCESS DRIVE Capacity analyses have shown that all approaches to this intersection will operate at acceptable levels of service during the AM and PM peak hours with the following recommended intersection conditions: • Construction of the northbound right-in/right-out drive with one inbound lane and one outbound lane. • The intersection should be stop controlled with the access drive stopping for 146TH Street. TRAFFIC IMPACT STUDY APPENDIX 8365 Keystone Crossing Boulevard, Suite 201 Indianapolis, IN 46240 Phone: (317) 202-0864 Fax: (317) 202-0908 SCHAFER DEVELOPMENT CARMEL, INDIANA ADDITIONAL FIGURES CARMEL, INDIANA SCHAFER DEVELOPMENT TRAFFIC IMPACT STUDY(8) 14(2) 4 (6) 10 (8) 14GRAY OAKS SUBDIVISION VOLUMES FROM THE EXISTING REDISTRIBUTION OF TRAFFIC FIGURE A SCHAFER DEVELOPMENT CARMEL, INDIANA TURN LANE WARRANTS Total Volume RT Volume Time Met? 0 90 RT Volume 3 500 90 Total Volume 982 1200 40 RT Volume 9 1600 40 Total Volume 1617 Input AM NO PM NO 20 30 40 50 60 70 80 90 100 110 120 0 200 400 600 800 1000 1200 1400 1600Right-Turn Volume During DHVTotal DHV, Vehicles Per Hour In One Direction 146th Street & Proposed Right-in/Right-out Access Drive -Existing Traffic Volumes + Proposed Right-Turn Should Be Considered Right-Turn Lane May Not Be Necessary Total Volume RT Volume Time Met? 0 90 RT Volume 3 500 90 Total Volume 1055 1200 40 RT Volume 9 1600 40 Total Volume 1738 Input AM NO PM NO 20 30 40 50 60 70 80 90 100 110 120 0 200 400 600 800 1000 1200 1400 1600Right-Turn Volume During DHVTotal DHV, Vehicles Per Hour In One Direction 146th Street & Proposed Right-in/Right-out Access Drive -Background Traffic Volumes + Proposed Right-Turn Should Be Considered Right-Turn Lane May Not Be Necessary SCHAFER DEVELOPMENT CARMEL, INDIANA 146TH STREET & GRAY ROAD TRAFFIC VOLUME COUNTS CAPACITY ANALYSIS 146TH ST & GRAY RD - TMC146TH ST & GRAY RD - TMC Tue Feb 21, 2023 Full Length (3 PM-7 PM, 6 AM-9 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1042361, Location: 40.000252, -86.089693 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 2023-02-21 3:00PM 15 28 21 0 6464 20 32 20 0 7272 19 220 30 0 269269 16 209 14 0 239239 644644 3:15PM 24 30 23 0 7777 24 19 7 0 5050 25 234 12 0 271271 18 212 25 1 256256 654654 3:30PM 17 38 28 0 8383 34 19 11 0 6464 27 266 20 0 313313 18 207 43 0 268268 728728 3:45PM 26 33 23 0 8282 55 58 44 0 157157 30 268 29 0 327327 22 217 27 0 266266 832832 Hourly Total 82 129 95 0 306306 133 128 82 0 343343 101 988 91 0 11801180 74 845 109 1 10291029 28582858 4:00PM 24 29 22 0 7575 37 21 35 0 9393 27 324 23 0 374374 12 242 38 0 292292 834834 4:15PM 34 34 31 0 9999 52 28 32 0 112112 29 351 19 0 399399 21 227 36 0 284284 894894 4:30PM 25 39 27 0 9191 41 36 17 0 9494 22 369 24 0 415415 27 240 41 0 308308 908908 4:45PM 34 49 20 0 103103 40 44 23 0 107107 37 349 26 0 412412 15 262 38 0 315315 937937 Hourly Total 117 151 100 0 368368 170 129 107 0 406406 115 1393 92 0 16001600 75 971 153 0 11991199 35733573 5:00PM 28 42 27 0 9797 49 33 18 0 100100 23 361 25 0 409409 26 235 36 1 298298 904904 5:15PM 36 57 27 0 120120 40 38 18 0 9696 40 316 24 0 380380 21 266 39 0 326326 922922 5:30PM 21 41 40 0 102102 43 29 20 0 9292 45 338 23 1 407407 19 245 47 0 311311 912912 5:45PM 22 50 28 0 100100 37 30 25 0 9292 26 257 20 0 303303 12 210 32 0 254254 749749 Hourly Total 107 190 122 0 419419 169 130 81 0 380380 134 1272 92 1 14991499 78 956 154 1 11891189 34873487 6:00PM 13 46 25 0 8484 47 36 13 0 9696 37 250 32 0 319319 19 233 46 0 298298 797797 6:15PM 32 54 18 0 104104 48 41 28 0 117117 36 261 31 0 328328 17 223 54 0 294294 843843 6:30PM 21 36 18 0 7575 34 24 9 0 6767 32 237 29 0 298298 18 191 36 0 245245 685685 6:45PM 29 20 17 0 6666 26 31 15 0 7272 34 233 28 1 296296 11 179 29 0 219219 653653 Hourly Total 95 156 78 0 329329 155 132 65 0 352352 139 981 120 1 12411241 65 826 165 0 10561056 29782978 7:00PM 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 00 Hourly Total 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 00 2023-02-22 6:00AM 5 1 0 0 66 8 4 10 0 2222 4 52 8 0 6464 3 105 1 0 109109 201201 6:15AM 20 3 2 0 2525 4 10 10 0 2424 2 60 4 0 6666 5 133 4 0 142142 257257 6:30AM 6 4 4 0 1414 10 7 14 0 3131 5 97 4 0 106106 8 187 7 0 202202 353353 6:45AM 9 9 5 0 2323 15 13 13 0 4141 9 92 4 0 105105 6 222 7 0 235235 404404 Hourly Total 40 17 11 0 6868 37 34 47 0 118118 20 301 20 0 341341 22 647 19 0 688688 12151215 7:00AM 23 8 10 0 4141 10 19 10 0 3939 11 139 9 0 159159 25 247 13 0 285285 524524 7:15AM 19 15 13 0 4747 23 16 15 0 5454 11 174 12 0 197197 13 312 16 0 341341 639639 7:30AM 25 17 17 0 5959 20 25 33 0 7878 17 200 12 0 229229 20 365 19 0 404404 770770 7:45AM 33 24 29 0 8686 20 37 25 0 8282 25 195 9 0 229229 19 337 23 0 379379 776776 Hourly Total 100 64 69 0 233233 73 97 83 0 253253 64 708 42 0 814814 77 1261 71 0 14091409 27092709 8:00AM 23 36 20 0 7979 33 46 22 0 101101 32 195 15 0 242242 15 345 36 0 396396 818818 8:15AM 28 41 15 0 8484 31 29 21 0 8181 48 182 15 0 245245 24 339 76 0 439439 849849 8:30AM 20 38 14 0 7272 33 37 27 0 9797 54 194 15 0 263263 22 364 53 0 439439 871871 8:45AM 33 18 22 0 7373 34 39 9 0 8282 16 189 17 0 222222 14 319 17 0 350350 727727 Hourly Total 104 133 71 0 308308 131 151 79 0 361361 150 760 62 0 972972 75 1367 182 0 16241624 32653265 9:00AM 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 00 Hourly Total 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 0 0 0 0 00 00 TotalTotal 645 840 546 0 20312031 868 801 544 0 22132213 723 6403 519 2 76477647 466 6873 853 2 81948194 2008520085 % Approach% Approach 31.8% 41.4% 26.9% 0% --39.2% 36.2% 24.6% 0% --9.5% 83.7% 6.8% 0% --5.7% 83.9% 10.4% 0% --- % Total% Total 3.2% 4.2% 2.7% 0% 10.1%10.1%4.3% 4.0% 2.7% 0% 11.0%11.0%3.6% 31.9% 2.6% 0% 38.1%38.1%2.3% 34.2% 4.2% 0% 40.8%40.8%- Lights and MotorcyclesLights and Motorcycles 639 828 537 0 20042004 861 796 541 0 21982198 713 6250 514 2 74797479 457 6719 839 2 80178017 19698 % Lights and Motorcycles% Lights and Motorcycles 99.1% 98.6% 98.4% 0% 98.7%98.7%99.2% 99.4% 99.4% 0% 99.3%99.3%98.6% 97.6% 99.0% 100% 97.8%97.8%98.1% 97.8% 98.4% 100% 97.8%97.8%98.1% HeavyHeavy 6 12 9 0 2727 7 5 3 0 1515 10 153 5 0 168168 9 154 14 0 177177 387 % Heavy% Heavy 0.9% 1.4% 1.6% 0% 1.3%1.3%0.8% 0.6% 0.6% 0% 0.7%0.7%1.4% 2.4% 1.0% 0% 2.2%2.2%1.9% 2.2% 1.6% 0% 2.2%2.2%1.9% *L: Left, R: Right, T: Thru, U: U-Turn 1 of 6 146TH ST & GRAY RD - TMC146TH ST & GRAY RD - TMC Tue Feb 21, 2023 Full Length (3 PM-7 PM, 6 AM-9 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1042361, Location: 40.000252, -86.089693 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 4629 Total: 3817 Total: 16013Total: 15711Out: 2416 Out: 1786 Out: 7819Out: 8064In: 2213 In: 2031 In: 8194In: 7647 801 6873 840 6403 868 544 853 2 466 546 645 723 519 2 2 of 6 146TH ST & GRAY RD - TMC146TH ST & GRAY RD - TMC Tue Feb 21, 2023 PM Peak (Feb 21 2023 4:45PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1042361, Location: 40.000252, -86.089693 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 2023-02-21 4:45PM 34 49 20 0 103103 40 44 23 0 107107 37 349 26 0 412412 15 262 38 0 315315 937937 5:00PM 28 42 27 0 9797 49 33 18 0 100100 23 361 25 0 409409 26 235 36 1 298298 904904 5:15PM 36 57 27 0 120120 40 38 18 0 9696 40 316 24 0 380380 21 266 39 0 326326 922922 5:30PM 21 41 40 0 102102 43 29 20 0 9292 45 338 23 1 407407 19 245 47 0 311311 912912 TotalTotal 119 189 114 0 422422 172 144 79 0 395395 145 1364 98 1 16081608 81 1008 160 1 12501250 36753675 % Approach% Approach 28.2% 44.8% 27.0% 0% --43.5% 36.5% 20.0% 0% --9.0% 84.8% 6.1% 0.1% --6.5% 80.6% 12.8% 0.1% --- % Total% Total 3.2% 5.1% 3.1% 0% 11.5%11.5%4.7% 3.9% 2.1% 0% 10.7%10.7%3.9% 37.1% 2.7% 0% 43.8%43.8%2.2% 27.4% 4.4% 0% 34.0%34.0%- PHFPHF 0.826 0.829 0.713 - 0.8790.879 0.878 0.818 0.859 - 0.9230.923 0.806 0.945 0.942 0.250 0.9760.976 0.779 0.947 0.851 0.250 0.9590.959 0.981 Lights and MotorcyclesLights and Motorcycles 119 186 114 0 419419 171 144 78 0 393393 145 1347 97 1 15901590 79 995 159 1 12341234 3636 % Lights and Motorcycles% Lights and Motorcycles 100% 98.4% 100% 0% 99.3%99.3%99.4% 100% 98.7% 0% 99.5%99.5%100% 98.8% 99.0% 100% 98.9%98.9%97.5% 98.7% 99.4% 100% 98.7%98.7%98.9% HeavyHeavy 0 3 0 0 33 1 0 1 0 22 0 17 1 0 1818 2 13 1 0 1616 39 % Heavy% Heavy 0% 1.6% 0% 0% 0.7%0.7%0.6% 0% 1.3% 0% 0.5%0.5%0% 1.2% 1.0% 0% 1.1%1.1%2.5% 1.3% 0.6% 0% 1.3%1.3%1.1% *L: Left, R: Right, T: Thru, U: U-Turn 3 of 6 146TH ST & GRAY RD - TMC146TH ST & GRAY RD - TMC Tue Feb 21, 2023 PM Peak (Feb 21 2023 4:45PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1042361, Location: 40.000252, -86.089693 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 889 Total: 745 Total: 2901Total: 2815Out: 494 Out: 323 Out: 1651Out: 1207In: 395 In: 422 In: 1250In: 1608 144 1008 189 1364 172 79 160 1 81 114 119 145 98 1 4 of 6 146TH ST & GRAY RD - TMC146TH ST & GRAY RD - TMC Wed Feb 22, 2023 AM Peak (Feb 22 2023 7:45AM - 8:45 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1042361, Location: 40.000252, -86.089693 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 2023-02-22 7:45AM 33 24 29 0 8686 20 37 25 0 8282 25 195 9 0 229229 19 337 23 0 379379 776776 8:00AM 23 36 20 0 7979 33 46 22 0 101101 32 195 15 0 242242 15 345 36 0 396396 818818 8:15AM 28 41 15 0 8484 31 29 21 0 8181 48 182 15 0 245245 24 339 76 0 439439 849849 8:30AM 20 38 14 0 7272 33 37 27 0 9797 54 194 15 0 263263 22 364 53 0 439439 871871 TotalTotal 104 139 78 0 321321 117 149 95 0 361361 159 766 54 0 979979 80 1385 188 0 16531653 33143314 % Approach% Approach 32.4% 43.3% 24.3% 0% --32.4% 41.3% 26.3% 0% --16.2% 78.2% 5.5% 0% --4.8% 83.8% 11.4% 0% --- % Total% Total 3.1% 4.2% 2.4% 0% 9.7%9.7%3.5% 4.5% 2.9% 0% 10.9%10.9%4.8% 23.1% 1.6% 0% 29.5%29.5%2.4% 41.8% 5.7% 0% 49.9%49.9%- PHFPHF 0.788 0.848 0.672 - 0.9330.933 0.886 0.810 0.880 - 0.8940.894 0.736 0.982 0.900 - 0.9310.931 0.833 0.951 0.618 - 0.9410.941 0.951 Lights and MotorcyclesLights and Motorcycles 102 134 74 0 310310 115 148 95 0 358358 156 729 54 0 939939 79 1337 184 0 16001600 3207 % Lights and Motorcycles% Lights and Motorcycles 98.1% 96.4% 94.9% 0% 96.6%96.6%98.3% 99.3% 100% 0% 99.2%99.2%98.1% 95.2% 100% 0% 95.9%95.9%98.8% 96.5% 97.9% 0% 96.8%96.8%96.8% HeavyHeavy 2 5 4 0 1111 2 1 0 0 33 3 37 0 0 4040 1 48 4 0 5353 107 % Heavy% Heavy 1.9% 3.6% 5.1% 0% 3.4%3.4%1.7% 0.7% 0% 0% 0.8%0.8%1.9% 4.8% 0% 0% 4.1%4.1%1.3% 3.5% 2.1% 0% 3.2%3.2%3.2% *L: Left, R: Right, T: Thru, U: U-Turn 5 of 6 146TH ST & GRAY RD - TMC146TH ST & GRAY RD - TMC Wed Feb 22, 2023 AM Peak (Feb 22 2023 7:45AM - 8:45 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1042361, Location: 40.000252, -86.089693 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 847 Total: 604 Total: 2614Total: 2563Out: 486 Out: 283 Out: 961Out: 1584In: 361 In: 321 In: 1653In: 979 149 1385 139 766 117 95 188 80 78 104 159 54 6 of 6 HCM 6th Signalized Intersection Summary Existing AM Peak 1: Gray Road & 146th Street 03/02/2023 Existing AM Peak 2:42 pm 02/21/2023 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 159 766 54 80 1385 188 104 139 78 117 149 95 Future Volume (veh/h) 159 766 54 80 1385 188 104 139 78 117 149 95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 167 806 57 84 1458 198 109 146 82 123 157 100 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, %333333333333 Cap, veh/h 230 1576 818 382 1546 807 375 406 452 387 409 468 Arrive On Green 0.08 0.45 0.45 0.07 0.44 0.44 0.07 0.22 0.22 0.07 0.22 0.22 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 167 806 57 84 1458 198 109 146 82 123 157 100 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 4.5 14.6 1.6 2.2 35.3 6.3 4.1 5.9 3.5 4.7 6.4 4.3 Cycle Q Clear(g_c), s 4.5 14.6 1.6 2.2 35.3 6.3 4.1 5.9 3.5 4.7 6.4 4.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 230 1576 818 382 1546 807 375 406 452 387 409 468 V/C Ratio(X) 0.73 0.51 0.07 0.22 0.94 0.25 0.29 0.36 0.18 0.32 0.38 0.21 Avail Cap(c_a), veh/h 232 1576 818 400 1562 814 385 406 452 393 409 468 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.0 17.7 10.6 12.6 24.0 12.1 24.1 29.5 23.9 24.1 29.6 23.5 Incr Delay (d2), s/veh 10.7 0.3 0.0 0.3 11.8 0.2 0.4 2.5 0.9 0.5 2.7 1.0 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 2.2 5.3 0.5 0.8 15.4 2.0 1.7 2.9 1.3 2.0 3.1 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.6 17.9 10.7 12.9 35.8 12.2 24.5 32.0 24.8 24.6 32.3 24.5 LnGrp LOS C B B B D B CCCCCC Approach Vol, veh/h 1030 1740 337 380 Approach Delay, s/veh 19.6 32.0 27.8 27.8 Approach LOS B C C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.7 24.0 10.1 44.3 10.5 24.1 10.9 43.6 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 7.0 19.5 7.0 39.5 7.0 19.5 7.0 39.5 Max Q Clear Time (g_c+I1), s 6.7 7.9 4.2 16.6 6.1 8.4 6.5 37.3 Green Ext Time (p_c), s 0.0 0.8 0.0 5.5 0.0 0.9 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 27.5 HCM 6th LOS C HCM 6th Signalized Intersection Summary Existing PM Peak 1: Gray Road & 146th Street 03/03/2023 Existing PM Peak 10:44 am 03/02/2023 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 145 1364 98 81 1008 160 119 189 114 172 144 79 Future Volume (veh/h) 145 1364 98 81 1008 160 119 189 114 172 144 79 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 148 1392 100 83 1029 163 121 193 116 176 147 81 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %111111111111 Cap, veh/h 319 1573 824 238 1542 817 397 403 453 362 411 474 Arrive On Green 0.08 0.44 0.44 0.07 0.43 0.43 0.08 0.21 0.21 0.08 0.22 0.22 Sat Flow, veh/h 1795 3582 1598 1795 3582 1598 1795 1885 1598 1795 1885 1598 Grp Volume(v), veh/h 148 1392 100 83 1029 163 121 193 116 176 147 81 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1791 1598 1795 1885 1598 1795 1885 1598 Q Serve(g_s), s 3.8 30.9 2.8 2.1 19.9 4.8 4.4 7.8 4.9 6.6 5.7 3.3 Cycle Q Clear(g_c), s 3.8 30.9 2.8 2.1 19.9 4.8 4.4 7.8 4.9 6.6 5.7 3.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 319 1573 824 238 1542 817 397 403 453 362 411 474 V/C Ratio(X) 0.46 0.88 0.12 0.35 0.67 0.20 0.30 0.48 0.26 0.49 0.36 0.17 Avail Cap(c_a), veh/h 365 1676 870 258 1593 840 405 403 453 362 411 474 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.7 22.3 10.8 18.1 19.7 11.5 23.6 29.8 24.0 24.3 28.7 22.6 Incr Delay (d2), s/veh 1.0 5.8 0.1 0.9 1.0 0.1 0.4 4.0 1.4 1.0 2.4 0.8 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 1.4 12.6 0.9 0.8 7.5 1.5 1.9 3.9 1.9 2.8 2.8 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.7 28.1 10.9 19.0 20.7 11.6 24.0 33.8 25.3 25.3 31.1 23.3 LnGrp LOS B C B B C B CCCCCC Approach Vol, veh/h 1640 1275 430 404 Approach Delay, s/veh 25.9 19.5 28.8 27.0 Approach LOS C B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 23.0 10.0 42.5 10.6 23.4 10.8 41.8 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 7.0 18.5 7.0 40.5 7.0 18.5 9.0 38.5 Max Q Clear Time (g_c+I1), s 8.6 9.8 4.1 32.9 6.4 7.7 5.8 21.9 Green Ext Time (p_c), s 0.0 0.9 0.0 5.2 0.0 0.7 0.1 6.7 Intersection Summary HCM 6th Ctrl Delay 24.2 HCM 6th LOS C HCM 6th Signalized Intersection Summary Existing + Proposed AM Peak 1: Gray Road & 146th Street 03/02/2023 Existing + Proposed AM Peak 2:42 pm 02/21/2023 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 170 782 55 81 1385 188 104 139 78 117 150 95 Future Volume (veh/h) 170 782 55 81 1385 188 104 139 78 117 150 95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 179 823 58 85 1458 198 109 146 82 123 158 100 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, %333333333333 Cap, veh/h 230 1576 818 377 1545 807 374 406 452 387 409 468 Arrive On Green 0.08 0.45 0.45 0.07 0.44 0.44 0.07 0.22 0.22 0.07 0.22 0.22 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 179 823 58 85 1458 198 109 146 82 123 158 100 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 4.9 15.0 1.6 2.2 35.3 6.3 4.2 6.0 3.5 4.7 6.5 4.3 Cycle Q Clear(g_c), s 4.9 15.0 1.6 2.2 35.3 6.3 4.2 6.0 3.5 4.7 6.5 4.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 230 1576 818 377 1545 807 374 406 452 387 409 468 V/C Ratio(X) 0.78 0.52 0.07 0.23 0.94 0.25 0.29 0.36 0.18 0.32 0.39 0.21 Avail Cap(c_a), veh/h 232 1576 818 394 1562 814 384 406 452 393 409 468 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.1 17.8 10.7 12.7 24.0 12.1 24.1 29.5 23.9 24.1 29.6 23.5 Incr Delay (d2), s/veh 15.1 0.3 0.0 0.3 11.9 0.2 0.4 2.5 0.9 0.5 2.7 1.0 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 2.6 5.5 0.5 0.8 15.4 2.0 1.7 2.9 1.3 2.0 3.2 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.2 18.1 10.7 13.0 35.9 12.2 24.5 32.0 24.8 24.6 32.4 24.5 LnGrp LOS D B B B D B CCCCCC Approach Vol, veh/h 1060 1741 337 381 Approach Delay, s/veh 20.6 32.1 27.8 27.8 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.7 24.0 10.1 44.4 10.5 24.1 10.9 43.6 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 7.0 19.5 7.0 39.5 7.0 19.5 7.0 39.5 Max Q Clear Time (g_c+I1), s 6.7 8.0 4.2 17.0 6.2 8.5 6.9 37.3 Green Ext Time (p_c), s 0.0 0.8 0.0 5.6 0.0 0.9 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 27.7 HCM 6th LOS C HCM 6th Signalized Intersection Summary Existing + Proposed PM Peak 1: Gray Road & 146th Street 03/03/2023 Existing + Proposed PM Peak 10:44 am 03/02/2023 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 152 1374 99 87 1008 160 119 189 114 172 146 79 Future Volume (veh/h) 152 1374 99 87 1008 160 119 189 114 172 146 79 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 155 1402 101 89 1029 163 121 193 116 176 149 81 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %111111111111 Cap, veh/h 320 1576 825 239 1549 820 394 401 454 360 409 473 Arrive On Green 0.08 0.44 0.44 0.07 0.43 0.43 0.08 0.21 0.21 0.08 0.22 0.22 Sat Flow, veh/h 1795 3582 1598 1795 3582 1598 1795 1885 1598 1795 1885 1598 Grp Volume(v), veh/h 155 1402 101 89 1029 163 121 193 116 176 149 81 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1791 1598 1795 1885 1598 1795 1885 1598 Q Serve(g_s), s 4.0 31.3 2.8 2.3 19.9 4.8 4.5 7.8 4.9 6.7 5.8 3.3 Cycle Q Clear(g_c), s 4.0 31.3 2.8 2.3 19.9 4.8 4.5 7.8 4.9 6.7 5.8 3.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 320 1576 825 239 1549 820 394 401 454 360 409 473 V/C Ratio(X) 0.48 0.89 0.12 0.37 0.66 0.20 0.31 0.48 0.26 0.49 0.36 0.17 Avail Cap(c_a), veh/h 365 1669 866 255 1586 836 401 401 454 360 409 473 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.8 22.4 10.9 18.3 19.6 11.5 23.7 30.0 24.0 24.5 28.9 22.7 Incr Delay (d2), s/veh 1.1 6.1 0.1 1.0 1.0 0.1 0.4 4.1 1.4 1.0 2.5 0.8 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 1.5 12.8 0.9 0.9 7.5 1.5 1.9 3.9 1.9 2.9 2.9 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.9 28.5 10.9 19.3 20.7 11.6 24.2 34.1 25.4 25.5 31.4 23.5 LnGrp LOS B C B B C B CCCCCC Approach Vol, veh/h 1658 1281 430 406 Approach Delay, s/veh 26.3 19.4 29.0 27.3 Approach LOS C B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 23.0 10.2 42.7 10.6 23.4 10.8 42.1 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 7.0 18.5 7.0 40.5 7.0 18.5 9.0 38.5 Max Q Clear Time (g_c+I1), s 8.7 9.8 4.3 33.3 6.5 7.8 6.0 21.9 Green Ext Time (p_c), s 0.0 0.9 0.0 4.9 0.0 0.7 0.1 6.7 Intersection Summary HCM 6th Ctrl Delay 24.4 HCM 6th LOS C HCM 6th Signalized Intersection Summary Background AM Peak 1: Gray Road & 146th Street 03/02/2023 Background AM Peak 10:47 am 03/02/2023 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 171 823 58 86 1489 202 112 149 84 126 160 102 Future Volume (veh/h) 171 823 58 86 1489 202 112 149 84 126 160 102 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 180 866 61 91 1567 213 118 157 88 133 168 107 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, %333333333333 Cap, veh/h 219 1613 836 372 1588 830 354 382 433 366 389 451 Arrive On Green 0.08 0.46 0.46 0.07 0.45 0.45 0.07 0.21 0.21 0.08 0.21 0.21 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 180 866 61 91 1567 213 118 157 88 133 168 107 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 4.8 15.9 1.7 2.3 39.5 6.6 4.6 6.6 3.9 5.2 7.1 4.7 Cycle Q Clear(g_c), s 4.8 15.9 1.7 2.3 39.5 6.6 4.6 6.6 3.9 5.2 7.1 4.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 219 1613 836 372 1588 830 354 382 433 366 389 451 V/C Ratio(X) 0.82 0.54 0.07 0.24 0.99 0.26 0.33 0.41 0.20 0.36 0.43 0.24 Avail Cap(c_a), veh/h 221 1613 836 386 1588 830 361 382 433 367 389 451 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 17.5 10.3 12.4 24.4 11.6 25.3 31.0 25.0 25.2 30.9 24.5 Incr Delay (d2), s/veh 21.3 0.4 0.0 0.3 19.4 0.2 0.5 3.3 1.1 0.6 3.5 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 5.8 0.5 0.8 18.6 2.1 2.0 3.3 1.5 2.2 3.5 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.6 17.9 10.3 12.8 43.8 11.7 25.8 34.2 26.0 25.8 34.3 25.8 LnGrp LOS D B B B D B CCCCCC Approach Vol, veh/h 1107 1871 363 408 Approach Delay, s/veh 21.3 38.7 29.5 29.3 Approach LOS CDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 23.0 10.3 45.6 10.6 23.3 10.9 45.0 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 7.0 18.5 7.0 40.5 7.0 18.5 7.0 40.5 Max Q Clear Time (g_c+I1), s 7.2 8.6 4.3 17.9 6.6 9.1 6.8 41.5 Green Ext Time (p_c), s 0.0 0.8 0.0 5.9 0.0 0.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 31.6 HCM 6th LOS C HCM 6th Signalized Intersection Summary Background PM Peak 1: Gray Road & 146th Street 03/02/2023 Background PM Peak 10:47 am 03/02/2023 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 156 1466 105 87 1084 172 128 203 123 185 155 85 Future Volume (veh/h) 156 1466 105 87 1084 172 128 203 123 185 155 85 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 159 1496 107 89 1106 176 131 207 126 189 158 87 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %111111111111 Cap, veh/h 304 1609 839 225 1583 832 378 394 446 341 400 463 Arrive On Green 0.08 0.45 0.45 0.07 0.44 0.44 0.08 0.21 0.21 0.08 0.21 0.21 Sat Flow, veh/h 1795 3582 1598 1795 3582 1598 1795 1885 1598 1795 1885 1598 Grp Volume(v), veh/h 159 1496 107 89 1106 176 131 207 126 189 158 87 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1791 1598 1795 1885 1598 1795 1885 1598 Q Serve(g_s), s 4.1 34.9 3.0 2.3 22.0 5.2 5.0 8.6 5.5 7.0 6.4 3.6 Cycle Q Clear(g_c), s 4.1 34.9 3.0 2.3 22.0 5.2 5.0 8.6 5.5 7.0 6.4 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 304 1609 839 225 1583 832 378 394 446 341 400 463 V/C Ratio(X) 0.52 0.93 0.13 0.40 0.70 0.21 0.35 0.52 0.28 0.55 0.39 0.19 Avail Cap(c_a), veh/h 348 1640 853 241 1583 832 384 394 446 341 400 463 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.5 23.0 10.7 19.2 19.9 11.4 24.6 31.1 24.9 26.0 29.9 23.6 Incr Delay (d2), s/veh 1.4 9.8 0.1 1.1 1.4 0.1 0.5 4.9 1.6 1.9 2.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 15.0 0.9 0.9 8.4 1.6 2.1 4.4 2.1 3.3 3.2 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.9 32.8 10.8 20.4 21.3 11.5 25.2 36.0 26.5 27.9 32.8 24.5 LnGrp LOS B C B C C B CDCCCC Approach Vol, veh/h 1762 1371 464 434 Approach Delay, s/veh 30.0 20.0 30.4 29.0 Approach LOS C B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 23.0 10.2 44.2 10.7 23.3 10.9 43.6 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 7.0 18.5 7.0 40.5 7.0 18.5 9.0 38.5 Max Q Clear Time (g_c+I1), s 9.0 10.6 4.3 36.9 7.0 8.4 6.1 24.0 Green Ext Time (p_c), s 0.0 1.0 0.0 2.8 0.0 0.8 0.1 6.8 Intersection Summary HCM 6th Ctrl Delay 26.5 HCM 6th LOS C HCM 6th Signalized Intersection Summary Background + Proposed AM Peak 1: Gray Road & 146th Street 03/02/2023 Background + Proposed AM Peak 10:47 am 03/02/2023 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 182 839 59 87 1489 202 112 149 84 126 161 102 Future Volume (veh/h) 182 839 59 87 1489 202 112 149 84 126 161 102 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 192 883 62 92 1567 213 118 157 88 133 169 107 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, %333333333333 Cap, veh/h 220 1614 836 367 1587 830 353 381 433 366 389 452 Arrive On Green 0.08 0.46 0.46 0.07 0.45 0.45 0.07 0.21 0.21 0.08 0.21 0.21 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 1856 1572 1767 1856 1572 Grp Volume(v), veh/h 192 883 62 92 1567 213 118 157 88 133 169 107 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1856 1572 Q Serve(g_s), s 5.4 16.3 1.7 2.4 39.6 6.7 4.6 6.6 3.9 5.2 7.1 4.7 Cycle Q Clear(g_c), s 5.4 16.3 1.7 2.4 39.6 6.7 4.6 6.6 3.9 5.2 7.1 4.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 220 1614 836 367 1587 830 353 381 433 366 389 452 V/C Ratio(X) 0.87 0.55 0.07 0.25 0.99 0.26 0.33 0.41 0.20 0.36 0.43 0.24 Avail Cap(c_a), veh/h 220 1614 836 380 1587 830 360 381 433 366 389 452 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.3 17.6 10.3 12.5 24.5 11.6 25.3 31.0 25.0 25.3 30.9 24.5 Incr Delay (d2), s/veh 29.5 0.4 0.0 0.4 19.6 0.2 0.6 3.3 1.1 0.6 3.5 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 6.0 0.5 0.8 18.7 2.1 2.0 3.3 1.5 2.2 3.5 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.8 18.0 10.3 12.9 44.1 11.8 25.9 34.3 26.1 25.9 34.4 25.8 LnGrp LOS D B B B D B CCCCCC Approach Vol, veh/h 1137 1872 363 409 Approach Delay, s/veh 23.1 38.9 29.6 29.4 Approach LOS CDCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 23.0 10.3 45.7 10.6 23.4 11.0 45.0 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 7.0 18.5 7.0 40.5 7.0 18.5 7.0 40.5 Max Q Clear Time (g_c+I1), s 7.2 8.6 4.4 18.3 6.6 9.1 7.4 41.6 Green Ext Time (p_c), s 0.0 0.8 0.0 6.1 0.0 0.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 32.2 HCM 6th LOS C HCM 6th Signalized Intersection Summary Background + Proposed PM Peak 1: Gray Road & 146th Street 03/02/2023 Background + Proposed PM Peak 10:47 am 03/02/2023 Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 163 1476 106 93 1084 172 128 203 123 185 157 85 Future Volume (veh/h) 163 1476 106 93 1084 172 128 203 123 185 157 85 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 166 1506 108 95 1106 176 131 207 126 189 160 87 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %111111111111 Cap, veh/h 305 1610 839 225 1588 834 376 393 447 340 399 462 Arrive On Green 0.08 0.45 0.45 0.07 0.44 0.44 0.08 0.21 0.21 0.08 0.21 0.21 Sat Flow, veh/h 1795 3582 1598 1795 3582 1598 1795 1885 1598 1795 1885 1598 Grp Volume(v), veh/h 166 1506 108 95 1106 176 131 207 126 189 160 87 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1791 1598 1795 1885 1598 1795 1885 1598 Q Serve(g_s), s 4.3 35.4 3.1 2.4 22.1 5.2 5.0 8.7 5.5 7.0 6.5 3.6 Cycle Q Clear(g_c), s 4.3 35.4 3.1 2.4 22.1 5.2 5.0 8.7 5.5 7.0 6.5 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 305 1610 839 225 1588 834 376 393 447 340 399 462 V/C Ratio(X) 0.54 0.94 0.13 0.42 0.70 0.21 0.35 0.53 0.28 0.56 0.40 0.19 Avail Cap(c_a), veh/h 348 1636 851 239 1588 834 381 393 447 340 399 462 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.7 23.2 10.7 19.4 19.9 11.4 24.7 31.2 25.0 26.1 30.1 23.7 Incr Delay (d2), s/veh 1.5 10.4 0.1 1.3 1.4 0.1 0.6 5.0 1.6 2.0 3.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 15.3 1.0 0.9 8.4 1.6 2.1 4.4 2.1 3.3 3.2 1.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.2 33.6 10.8 20.6 21.2 11.5 25.3 36.2 26.5 28.1 33.1 24.6 LnGrp LOS B C B C C B CDCCCC Approach Vol, veh/h 1780 1377 464 436 Approach Delay, s/veh 30.7 20.0 30.5 29.2 Approach LOS C B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.0 23.0 10.3 44.4 10.7 23.3 10.9 43.8 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 4.0 4.5 4.0 4.5 Max Green Setting (Gmax), s 7.0 18.5 7.0 40.5 7.0 18.5 9.0 38.5 Max Q Clear Time (g_c+I1), s 9.0 10.7 4.4 37.4 7.0 8.5 6.3 24.1 Green Ext Time (p_c), s 0.0 1.0 0.0 2.4 0.0 0.8 0.1 6.8 Intersection Summary HCM 6th Ctrl Delay 26.9 HCM 6th LOS C SCHAFER DEVELOPMENT CARMEL, INDIANA 146TH STREET & PROPOSED RI/RO ACCESS DRIVE CAPACITY ANALYSIS HCM 6th TWSC Existing + Proposed AM Peak 2: RI/RO & 146th Street 03/02/2023 Existing + Proposed AM Peak 2:42 pm 02/21/2023 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 979 3 0 1589 0 28 Future Vol, veh/h 979 3 0 1589 0 28 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 1064 3 0 1727 0 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 534 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.94 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver - - 0 - 0 491 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----491 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 12.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)491 - - - HCM Lane V/C Ratio 0.062 - - - HCM Control Delay (s) 12.8 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0.2 - - - HCM 6th TWSC Existing + Proposed PM Peak 2: RI/RO & 146th Street 03/03/2023 Existing + Proposed PM Peak 10:44 am 03/02/2023 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1608 9 0 1210 0 17 Future Vol, veh/h 1608 9 0 1210 0 17 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 1748 10 0 1315 0 18 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 879 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.94 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver - - 0 - 0 291 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----291 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 18.2 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)291 - - - HCM Lane V/C Ratio 0.063 - - - HCM Control Delay (s) 18.2 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0.2 - - - HCM 6th TWSC Background + Proposed AM Peak 2: RI/RO & 146th Street 03/02/2023 Background + Proposed AM Peak 10:47 am 03/02/2023 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1052 3 0 1708 0 28 Future Vol, veh/h 1052 3 0 1708 0 28 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 1143 3 0 1857 0 30 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 573 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.94 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver - - 0 - 0 463 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----463 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 13.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)463 - - - HCM Lane V/C Ratio 0.066 - - - HCM Control Delay (s) 13.3 - - - HCM Lane LOS B - - - HCM 95th %tile Q(veh) 0.2 - - - HCM 6th TWSC Background + Proposed PM Peak 2: RI/RO & 146th Street 03/02/2023 Background + Proposed PM Peak 10:47 am 03/02/2023 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1728 9 0 1301 0 17 Future Vol, veh/h 1728 9 0 1301 0 17 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 1878 10 0 1414 0 18 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 944 Stage 1 ------ Stage 2 ------ Critical Hdwy -----6.94 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.32 Pot Cap-1 Maneuver - - 0 - 0 263 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver -----263 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s 0 0 19.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)263 - - - HCM Lane V/C Ratio 0.07 - - - HCM Control Delay (s) 19.7 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0.2 - - -