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Traffic Impact Study 07-02-24
TRAFFIC IMPACT STUDY PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA ________________________________________________ PREPARED FOR _______________________________________________ MAY 2024 8365 Keystone Crossing, Suite 201 Indianapolis, IN 46240 Phone: (317) 202-0864 Fax: (317) 202-0908 PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA I 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. ©2024, A&F Engineering Co., LLC PROPOSED MIXED-USE 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 .................................................................................................................................. 5 YEAR 2029 BACKGROUND TRAFFIC VOLUMES ....................................................................................................... 5 GENERATED TRIPS FOR PROPOSED DEVELOPMENT ................................................................................................. 8 TABLE 2 – TOTAL GENERATED TRIPS FOR PROPOSED DEVELOPMENT................................................................ 8 PASS-BY & INTERNAL TRIPS ................................................................................................................................... 8 TABLE 3 –PASS-BY AND INTERNAL TRIP REDUCTIONS FOR THE PROPOSED DEVELOPMENT .............................. 9 ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS ........................................................................................ 9 GENERATED TRIPS ADDED TO THE STREET SYSTEM ............................................................................................. 13 CAPACITY ANALYSIS ............................................................................................................................................ 13 CAPACITY ANALYSIS SCENARIOS .......................................................................................................................... 16 TABLE 4 – LEVEL OF SERVICE SUMMARY: TOWNE ROAD & 146TH STREET ...................................................... 16 TABLE 5 – LEVEL OF SERVICE SUMMARY: TOWNE ROAD & OLD 146TH STREET .............................................. 16 TABLE 6 – LEVEL OF SERVICE SUMMARY: DITCH ROAD & 146TH STREET ........................................................ 17 TABLE 7 – LEVEL OF SERVICE SUMMARY: DITCH ROAD & OLD 146TH STREET ................................................ 17 CONCLUSIONS & RECOMMENDATIONS .................................................................................................................. 17 PROPOSED MIXED-USE 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 2029 BACKGROUND TRAFFIC VOLUMES ....................................................................................... 7 FIGURE 5A: ASSIGNMENT AND DISTRIBUTION OF GENERATED RESIDENTIAL TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ............................................................................................................................................ 10 FIGURE 5B: ASSIGNMENT AND DISTRIBUTION OF GENERATED RETAIL NON-PASS-BY TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ........................................................................................................................... 11 FIGURE 5C: ASSIGNMENT AND DISTRIBUTION OF GENERATED RETAIL PASS-BY TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ........................................................................................................................... 12 FIGURE 6: GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ....................................................... 14 FIGURE 7: SUM OF YEAR 2029 BACKGROUND TRAFFIC VOLUMES & GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ........................................................................................................................... 15 PROPOSED MIXED-USE 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 May 29, 2024 R. Matt Brown, P.E. Indiana Registration 10200056 Trevor Reich, E.I. Senior Traffic Engineer Sri Gayatri Kesara Traffic Engineer Technician PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 1 INTRODUCTION This TRAFFIC IMPACT STUDY, prepared on behalf of Lennar, is for a proposed mixed-use development that is to be located to the east of Towne Road and south of Old 146th Street 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, conduct turning movement traffic volume counts between the hours of 6:00 AM to 9:00 AM and 3:30 PM to 7:00 PM during a typical school day in May 2024 at the following intersections: •Towne Road & 146th Street •Towne Road & Old 146th Street •Ditch Road & 146th Street •Ditch Road & Old 146th Street Second, estimate the number of peak hour trips that will be generated by the proposed development. Third, estimate year 2029 background traffic volumes by applying a 3.5% per year growth rate to the existing traffic volumes and adding future generated traffic volumes from the undeveloped portion of the existing Ambleside development. Fourth, assign and distribute the generated traffic from the proposed development to the study intersections. PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 2 Fifth, prepare a capacity analysis, and level of service 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: Year 2029 Background Traffic Volumes – Based on applying a 3.5% per year annual growth rate to the existing traffic volumes and adding future generated traffic volumes from the undeveloped portion of the existing Ambleside development. Scenario 3: Year 2029 Proposed Development Traffic Volumes – Based on the sum of year 2029 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 proposed development will be located to the east of Towne Road and south of Old 146th Street in Carmel, Indiana. As proposed, the development will consist of 37 single-family homes, 62 townhomes, and approximately 15,000 square feet of retail land uses. The site will be served by four full access drives along Old 146th Street. 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: •Towne Road & 146th Street •Towne Road & Old 146th Street •Ditch Road & 146th Street •Ditch Road & Old 146th Street Figure 2 shows the existing intersection geometrics. 3 CARMEL, INDIANA LENNAR TRAFFIC IMPACT STUDY AREA MAP FIGURE 1 STOPSTOPYIELDYIELDYIELDYIELD STOPYIELDYIELD YIELDYIELDGEOMETRICS EXISTING INTERSECTION FIGURE 2 4 CARMEL, INDIANA LENNAR TRAFFIC IMPACT STUDY OLD 14TH ST & TOWNE ROAD TOWNE ROAD & 146TH ST OLD 146TH ST & DITCH ROAD DITCH ROAD & 146TH ST PROPOSED MIXED-USE 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, Old 146th Street, Towne Road, and Ditch Road TABLE 1 – DESCRIPTION OF THE ABUTTING STREET SYSTEM STREET NAME NUMBER OF LANES SPEED LIMIT (MPH) FUNCTIONAL CLASS 146th Street 4 45 Arterial Old 146th St 2 Not Posted Local Road Towne Road 4 45 Boulevard Ditch Road 2 45 Collector EXISTING TRAFFIC VOLUMES Turning movement traffic volume counts were collected by A&F Engineering at the study intersections between the hours of 6:00 AM to 9:00 AM and 3:30 PM to 7:00 PM during a typical school day in May 2024 under good weather conditions. The intersection count output summary sheets are included in the Appendix, and the AM and PM peak hour traffic volumes at the study intersections are shown in Figure 3. YEAR 2029 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 was applied to the existing traffic volumes. A 3.5% per year non-compounded annual growth rate was considered for this analysis. Therefore, a growth rate factor of 1.175 was applied to the existing traffic volumes. Additionally, the existing Ambleside development remains partially undeveloped with approximately 49 single family homes and 82 townhomes left to be constructed/occupied. Generated traffic volume estimates from this development were added to the inflated existing traffic volumes to yield the total year 2029 background traffic volumes as shown in Figure 4. The estimated generated traffic volumes from the undeveloped portion of the Ambleside development can be found in the Appendix. CARMEL, INDIANA LENNAR TRAFFIC IMPACT STUDY 6 EXISTING TRAFFIC VOLUMES FIGURE 3 XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE(275) 94(70) 29(34) 55 (85) 36 (498) 371 290 (128)77 (38)45 (42)(231) 119244 (136) 30 (42) 292 (406)(212) 72(77) 31 (44) 24 (36) 37 (603) 403 182 (136)100 (76)196 (157)(51) 71 51 (42) 74 (168) 425 (506)(554) 212(14) 16 (12) 17 (23) 38 (6) 0 554 (256)38 (36)6 (1)(9) 10 3 (9) 7 (5) 0 (0)(351) 161(9) 6 (12) 7 (11) 9 239 (205)22 (15)AM PEAK PM PEAK AM PEAK PM PEAK 7:30 - 8:30 AM PEAK 4:45 - 5:45 PM PEAK AM PEAK PM PEAK 7:30 - 8:30 4:45 - 5:45 7:30 - 8:30 4:45 - 5:457:30 - 8:30 4:45 - 5:45 CARMEL, INDIANA LENNAR TRAFFIC IMPACT STUDY 7 YEAR 2029 BACKGROUND FIGURE 4 TRAFFIC VOLUMES(326) 114(86) 40(46) 67 (100) 42 (585) 436 342 (154)90 (45)53 (49)(271) 140287 (160) 35 (49) 343 (477)(254) 93(90) 36 (52) 28 (42) 43 (709) 474 216 (168)118 (89)230 (184)(71) 100 66 (66) 87 (197) 499 (595)(651) 249(16) 19 (14) 20 (27) 45 (7) 0 651 (301)45 (42)10 (11)(19) 15 12 (16) 18 (13) 0 (0)(412) 189(15) 8 (16) 11 (29) 36 281 (241)34 (43) 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 Manual1 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 summarizes the trips that will be generated by the subject site. 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 Detached 210 37 DU 8 22 25 14 Single Family Attached 215 62 DU 7 20 19 14 General Retail 822 15k SF 21 14 52 52 Total 36 56 96 80 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. The general retail portion of the proposed development will generate a significant number of pass-by trips. Therefore, the pass-by trip procedures outlined within the ITE Trip Generation Handbook2 were used to estimate the number of pass-by trips generated by the proposed development. An internal trip results when a trip is made between two or more land uses without traversing the external public roadway system. A significant number of internal trips will be generated between the general retail and residential land uses. Therefore, the procedures outlined within the ITE Trip Generation Handbook2 were used to estimate internal trips. A summary of the pass-by and internal trip reductions are located in Table 3. 1 Trip Generation Manual, Institute of Transportation Engineers, Eleventh Edition, 2021. 2 Trip Generation Handbook 3rd Edition, Institute of Transportation Engineers, 2017. PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 9 TABLE 3 –PASS-BY AND INTERNAL TRIP REDUCTIONS FOR THE PROPOSED DEVELOPMENT DEVELOPMENT INFORMATION GENERATED TRIPS LAND USE ITE CODE SIZE AM PEAK HOUR PM PEAK HOUR Enter Exit Enter Exit Single-Family Detached Housing 210 37 DU 8 22 25 14 Internal Trips 0 0 12 5 Non-Pass-By Trips 8 22 13 9 Single-Family Attached Housing 215 62 DU 7 20 19 14 Internal Trips 0 0 9 5 Non-Pass-By Trips 7 20 10 9 General Retail 822 15k SF 21 14 52 52 Internal Trips 0 0 10 21 Pass-By Trips 6 6 12 12 Non-Pass-By Trips 15 8 30 19 Total Trips 36 56 96 80 Total Internal Trips 0 0 31 31 Total Pass-By Trips 6 6 12 12 Total Non-Pass-By Trips 30 50 53 37 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 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 distribution of generated traffic. Figure 5A, 5B, and 5C illustrate the assignment and distribution of generated traffic volumes for the each land use within the proposed development. CARMEL, INDIANA LENNAR TRAFFIC IMPACT STUDY 10 PROPOSED DEVELOPMENT TRAFFIC VOLUMES FROM OF GENERATED ASSIGNMENT & DISTRIBUTION FIGURE 5A XX = INBOUND TRAFFIC XX = OUTBOUND TRAFFIC * = NEGLIGIBLE7%11%11%7%4%4%12%1% 3%12%1%27%27% 3% *22%27%27% 22% *12%12% 39%39%(RESIDENTIAL) CARMEL, INDIANA LENNAR TRAFFIC IMPACT STUDY 118%14%14%8%9%9%12%3%3% 3% 3%12%3%15%15% 3% 2%31%28%28% 31% 2%3%12%12% 27%3%27%XX = INBOUND TRAFFIC XX = OUTBOUND TRAFFIC * = NEGLIGIBLE PROPOSED DEVELOPMENT TRAFFIC VOLUMES FROM OF GENERATED ASSIGNMENT & DISTRIBUTION FIGURE 5B (RETAIL NON PASS-BY) CARMEL, INDIANA LENNAR TRAFFIC IMPACT STUDY 12(24%) 22%(29%) 24% (-25%) -22%8% (6%)-3% (-2%)(27%) 25%19% (21%) -2% (-1%) -17% (-20%)(-29%) -14%-35% (-15%)86% (71%)(29%) 14%35% (15%) 65% (85%) XX = A.M. INBOUND TRAFFIC (XX) = P.M. INBOUND TRAFFIC * = NEGLIGIBLE XX = A.M. OUTBOUND TRAFFIC (XX) = P.M. OUTBOUND TRAFFIC (RETAIL PASS-BY) PROPOSED DEVELOPMENT TRAFFIC VOLUMES FROM OF GENERATED ASSIGNMENT & DISTRIBUTION FIGURE 5C(5%) 4%(-4%) -2%-5% (-4%)(*) * * (*) PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 13 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 and distribution of generated traffic. The total peak hour generated traffic volumes from the proposed development are shown in Figure 6. Figure 7 shows the sum of the year 2029 background traffic volumes and generated traffic volumes from the proposed development. 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 7th Edition)4. The following list shows the delays related to the levels of service for unsignalized intersections: Level of Service Control Delay (seconds/vehicle) UNSIGNALIZED/RAB A Less than or equal to 10 B Between 10.1 and 15 C Between 15.1 and 25 D Between 25.1 and 35 E Between 35.1 and 50 F greater than 50 3 Synchro/SimTraffic 12, Cubic Transportation Systems, 2023. 4 Highway Capacity Manual (HCM), 7th Edition Transportation Research Board, The National Academies of Sciences, Washington, DC, 2022. CARMEL, INDIANA LENNAR TRAFFIC IMPACT STUDY FIGURE 6 DEVELOPMENT VOLUMES FROM PROPOSED TOTAL GENERATED TRAFFIC XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE(3) 4(8) 6(10) 6 (*) * (-3) -2 2 (5)* (-1)* (*)(6) 54 (6) * (*) -1 (-2)(4) 6(1) 1(*) * (1) 1 (2) 2 4 (7)* (1)(9) 125 (10) 2 (2)(-3) -1(1) *-2 (-2)14 (23)(17) 916 (12) 16 (20) * (*)(1) 1(7) 4(4) 6 (13) 18 * (*)9 (17)14 CARMEL, INDIANA LENNAR TRAFFIC IMPACT STUDY XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE PROPOSED DEVELOPMENT TRAFFIC VOLUMES FROM TRAFFIC VOLUMES & GENERATED SUM OF YEAR 2029 BACKGROUND FIGURE 7(329) 118(94) 46(56) 73 (100) 42 (582) 434 344 (159)90 (44)53 (49)(277) 145291 (166) 35 (49) 342 (475)(258) 99(91) 37(52) 28 (43) 44 (711) 476 220 (175)118 (90)230 (184)(80) 11271 (76) 57 (197) 501 (597)(648) 248(16) 19(14) 20 (27) 45 (8) 0 649 (299)45 (42)24 (34)(36) 2428 (28) 34 (33) 0 (0)(413) 190(22) 12(20) 17 (42) 54 281 (241)43 (60)15 PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 16 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 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: Year 2029 Background Traffic Volumes – Based on applying a 3.5% per year annual growth rate to the existing traffic volumes and adding future traffic from the undeveloped portion of the existing Ambleside development. Figure 4 is a summary of these traffic volumes. Scenario 3: Year 2029 Proposed Development Traffic Volumes – Based on the sum of year 2029 background traffic volumes and generated traffic volumes from the proposed development. Figure 7 is a summary of these traffic volumes. The following tables summarize the level of service results at each study intersection. The Synchro (HCM 7th Edition) intersection reports illustrating the capacity analysis results are included in the Appendix. TABLE 4 – LEVEL OF SERVICE SUMMARY: TOWNE ROAD & 146TH STREET APPROACH AM PEAK PM PEAK Scenarios Scenarios 1 2 3 1 2 3 Northbound Approach A A A B C C Southbound Approach B C C A A A Eastbound Approach A B B A A A Westbound Approach A A A A A A Intersection A B B A B B TABLE 5 – LEVEL OF SERVICE SUMMARY: TOWNE ROAD & OLD 146TH STREET APPROACH AM PEAK PM PEAK Scenarios Scenarios 1 2 3 1 2 3 Eastbound Approach C C C B C C Westbound Approach B B B C C C Northbound Left-Turn A A A A A A Southbound Left-Turn A A A A A A PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 17 TABLE 6 – LEVEL OF SERVICE SUMMARY: DITCH ROAD & 146TH STREET APPROACH AM PEAK PM PEAK Scenarios Scenarios 1 2 3 1 2 3 Northbound Approach A A B B C C Southbound Approach B C C B C C Eastbound Approach A A A A A A Westbound Approach A A A A A A Intersection A B B A B B TABLE 7 – LEVEL OF SERVICE SUMMARY: DITCH ROAD & OLD 146TH STREET APPROACH AM PEAK PM PEAK Scenarios Scenarios 1 2 3 1 2 3 Eastbound Approach B B B B B B Northbound Left-Turn A A A A A A CONCLUSIONS & RECOMMENDATIONS The conclusions that follow are based on existing traffic volume data, trip generation, assignment and distribution of generated traffic, and the capacity analyses/level of service results. 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 proposed development. TOWNE ROAD & 146TH STREET Capacity analyses for all traffic volume scenarios have shown that the intersection currently operates and will continue to operate at acceptable levels of service during the AM and PM peak hours with existing intersection conditions. Therefore, no improvements are recommended at this intersection. TOWNE ROAD & OLD 146TH STREET Capacity analyses for all traffic volume scenarios have shown that all approaches at this intersection currently operate and will continue to operate at acceptable levels of service during the AM and PM peak hours with existing intersection conditions. Therefore, no improvements are recommended at this intersection. PROPOSED MIXED-USE DEVELOPMENT CARMEL, INDIANA 18 DITCH ROAD & 146TH STREET 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. Therefore, no improvements are recommended at this intersection. DITCH ROAD & OLD 146TH STREET Capacity analyses for all traffic volume scenarios have shown that all approaches at this intersection currently operate and will continue to operate at acceptable levels of service during the AM and PM peak hours with existing intersection conditions. Therefore, no improvements are recommended at this intersection. TRAFFIC IMPACT STUDY APPENDIX 8365 Keystone Crossing Boulevard, Suite 201 Indianapolis, IN 46240 Phone: (317) 202-0864 Fax: (317) 202-0908 PROPOSED RESIDENTIAL DEVELOPMENT INGALLS, INDIANA ADDITIONAL FIGURES CARMEL, INDIANA LENNAR TRAFFIC IMPACT STUDY7%11%11%7%13%13%30%30%18%14%14%% 18%6%43% 6%43%TRAFFIC VOLUMES FROM OF GENERATED ASSIGNMENT & DISTRIBUTION FIGURE A XX = INBOUND TRAFFIC XX = OUTBOUND TRAFFIC * = NEGLIGIBLE AMBLESIDE DEVELOPMENT * *13%13%13%6% 6% CARMEL, INDIANA LENNAR TRAFFIC IMPACT STUDY(3) 4(4) 6(6) 2 1 (4)(5) 82 (8)(11) 176 (17)3 (10)(8) 38 (5) 10 (7)(4) 1(2) 3 (16) 258 (25)VACANT DEVELOPMENT VOLUMES FROM AMBLESIDE TOTAL GENERATED TRAFFIC XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE FIGURE B * (*) * (*)(8) 38 (5)(2) 3 1 (4) PROPOSED RESIDENTIAL DEVELOPMENT INGALLS, INDIANA TOWNE ROAD & OLD 146TH STREET TRAFFIC VOLUME COUNTS CAPACITY ANALYSIS OLD 146TH ST & TOWNE RD - TMCOLD 146TH ST & TOWNE RD - TMC Tue May 14, 2024 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186617, Location: 39.997846, -86.202825 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 2024-05-14 7:30AM 0 61 3 0 6464 1 159 5 0 165165 7 0 2 0 99 2 0 0 0 22 240240 7:45AM 2 54 2 0 5858 4 135 7 0 146146 4 0 4 0 88 1 0 2 0 33 215215 8:00AM 6 42 2 0 5050 0 140 11 0 151151 6 0 1 0 77 0 0 3 0 33 211211 8:15AM 8 55 3 0 6666 1 120 15 0 136136 21 0 10 0 3131 0 0 2 0 22 235235 TotalTotal 16 212 10 0 238238 6 554 38 0 598598 38 0 17 0 5555 3 0 7 0 1010 901901 % Approach% Approach 6.7% 89.1% 4.2% 0% --1.0% 92.6% 6.4% 0% --69.1% 0% 30.9% 0% --30.0% 0% 70.0% 0% --- % Total% Total 1.8% 23.5% 1.1% 0% 26.4%26.4%0.7% 61.5% 4.2% 0% 66.4%66.4%4.2% 0% 1.9% 0% 6.1%6.1%0.3% 0% 0.8% 0% 1.1%1.1%- PHFPHF 0.500 0.869 0.833 - 0.9020.902 0.375 0.871 0.633 - 0.9060.906 0.452 - 0.425 - 0.4440.444 0.375 - 0.583 - 0.8330.833 0.939 Lights and MotorcyclesLights and Motorcycles 16 207 9 0 232232 4 547 38 0 589589 38 0 17 0 5555 3 0 5 0 88 884 % Lights and Motorcycles% Lights and Motorcycles 100% 97.6% 90.0% 0% 97.5%97.5%66.7% 98.7% 100% 0% 98.5%98.5%100% 0% 100% 0% 100%100%100% 0% 71.4% 0% 80.0%80.0%98.1% HeavyHeavy 0 5 1 0 66 2 7 0 0 99 0 0 0 0 00 0 0 2 0 22 17 % Heavy% Heavy 0% 2.4% 10.0% 0% 2.5%2.5%33.3% 1.3% 0% 0% 1.5%1.5%0% 0% 0% 0% 0%0%0% 0% 28.6% 0% 20.0%20.0%1.9% *L: Left, R: Right, T: Thru, U: U-Turn 3 of 6 OLD 146TH ST & TOWNE RD - TMCOLD 146TH ST & TOWNE RD - TMC Tue May 14, 2024 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186617, Location: 39.997846, -86.202825 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 855 Total: 812 Total: 26Total: 109Out: 257 Out: 574 Out: 16Out: 54In: 598 In: 238 In: 10In: 55 554 212 6 38 7 3 10 16 38 17 4 of 6 OLD 146TH ST & TOWNE RD - TMCOLD 146TH ST & TOWNE RD - TMC Tue May 14, 2024 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186617, Location: 39.997846, -86.202825 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 2024-05-14 4:45PM 3 131 3 0 137137 1 53 10 0 6464 9 4 4 0 1717 4 0 1 0 55 223223 5:00PM 7 136 1 1 145145 0 69 8 0 7777 8 0 3 0 1111 3 0 2 0 55 238238 5:15PM 3 146 2 0 151151 0 73 10 0 8383 1 0 4 0 55 2 0 2 0 44 243243 5:30PM 1 141 3 0 145145 0 61 8 0 6969 5 2 1 0 88 0 0 0 0 00 222222 TotalTotal 14 554 9 1 578578 1 256 36 0 293293 23 6 12 0 4141 9 0 5 0 1414 926926 % Approach% Approach 2.4% 95.8% 1.6% 0.2% --0.3% 87.4% 12.3% 0% --56.1% 14.6% 29.3% 0% --64.3% 0% 35.7% 0% --- % Total% Total 1.5% 59.8% 1.0% 0.1% 62.4%62.4%0.1% 27.6% 3.9% 0% 31.6%31.6%2.5% 0.6% 1.3% 0% 4.4%4.4%1.0% 0% 0.5% 0% 1.5%1.5%- PHFPHF 0.500 0.949 0.750 0.250 0.9570.957 0.250 0.877 0.900 - 0.8830.883 0.639 0.375 0.750 - 0.6030.603 0.563 - 0.625 - 0.7000.700 0.953 Lights and MotorcyclesLights and Motorcycles 14 551 9 1 575575 1 248 36 0 285285 23 6 12 0 4141 9 0 5 0 1414 915 % Lights and Motorcycles% Lights and Motorcycles 100% 99.5% 100% 100% 99.5%99.5%100% 96.9% 100% 0% 97.3%97.3%100% 100% 100% 0% 100%100%100% 0% 100% 0% 100%100%98.8% HeavyHeavy 0 3 0 0 33 0 8 0 0 88 0 0 0 0 00 0 0 0 0 00 11 % Heavy% Heavy 0% 0.5% 0% 0% 0.5%0.5%0% 3.1% 0% 0% 2.7%2.7%0% 0% 0% 0% 0%0%0% 0% 0% 0% 0%0%1.2% *L: Left, R: Right, T: Thru, U: U-Turn 5 of 6 OLD 146TH ST & TOWNE RD - TMCOLD 146TH ST & TOWNE RD - TMC Tue May 14, 2024 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186617, Location: 39.997846, -86.202825 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 875 Total: 856Total: 91Total: 30Out: 582 Out: 278Out: 50Out: 16In: 293 In: 578In: 41In: 14 256 554 6 1 36 5 9 9 1 14 23 12 6 of 6 HCM 7th TWSC Existing AM Peak 2: Towne Rd & Old 146th St Scenario 1 05/21/2024 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 0 17 3 0 7 16 212 10 6 554 38 Future Vol, veh/h 38 0 17 3 0 7 16 212 10 6 554 38 Conflicting Peds, #/hr000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------80--100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 0 0 0 0 27 0 2 10 33 1 0 Mvmt Flow 40 0 18 3 0 7 17 226 11 6 589 40 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 769 893 315 572 907 118 630 0 0 236 0 0 Stage 1 622 622 - 265 265 ------- Stage 2 147 270 - 307 643 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 7.44 4.1 - - 4.76 - - Critical Hdwy Stg 16.55.5-6.55.5------- Critical Hdwy Stg 26.55.5-6.55.5------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.57 2.2 - - 2.53 - - Pot Cap-1 Maneuver 294 283 687 407 278 837 962 - - 1130 - - Stage 1 446 482 - 723 693 ------- Stage 2 847 689 - 683 472 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 285 277 687 387 271 837 962 - - 1130 - - Mov Cap-2 Maneuver 285 277 - 387 271 ------- Stage 1 443 479 - 710 681 ------- Stage 2 824 677 - 661 469 ------- Approach EB WB NB SB HCM Control Delay, s/v17.44 10.9 0.59 0.08 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)962 - - 348 621 1130 - - HCM Lane V/C Ratio 0.018 - - 0.168 0.017 0.006 - - HCM Control Delay (s/veh) 8.8 - - 17.4 10.9 8.2 - - HCM Lane LOS A - - C B A - - HCM 95th %tile Q(veh) 0.1 - - 0.6 0.1 0 - - HCM 7th TWSC Existing PM Peak 2: Towne Rd & Old 146th St Scenario 1 05/21/2024 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 6 12 9 0 5 14 554 9 1 256 36 Future Vol, veh/h 23 6 12 9 0 5 14 554 9 1 256 36 Conflicting Peds, #/hr000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------80--100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 000000010030 Mvmt Flow 24 6 13 9 0 5 15 583 9 1 269 38 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 612 913 154 757 927 296 307 0 0 593 0 0 Stage 1 291 291 - 617 617 ------- Stage 2 321 622 - 140 309 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 16.55.5-6.55.5------- Critical Hdwy Stg 26.55.5-6.55.5------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 382 276 871 300 270 706 1265 - - 993 - - Stage 1 699 676 - 449 484 ------- Stage 2 671 482 - 854 663 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 374 272 871 285 267 706 1265 - - 993 - - Mov Cap-2 Maneuver 374 272 - 285 267 ------- Stage 1 698 675 - 443 479 ------- Stage 2 658 476 - 833 662 ------- Approach EB WB NB SB HCM Control Delay, s/v14.52 15.36 0.19 0.03 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1265 - - 421 362 993 - - HCM Lane V/C Ratio 0.012 - - 0.102 0.041 0.001 - - HCM Control Delay (s/veh) 7.9 - - 14.5 15.4 8.6 - - HCM Lane LOS A - - B C A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0 - - HCM 7th TWSC Background AM Peak 2: Towne Rd & Old 146th St Scenario 2 05/23/2024 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 0 20 12 0 18 19 249 15 10 651 45 Future Vol, veh/h 45 0 20 12 0 18 19 249 15 10 651 45 Conflicting Peds, #/hr000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------80--100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 0 0 0 0 27 0 2 10 33 1 0 Mvmt Flow 48 0 21 13 0 19 20 265 16 11 693 48 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 911 1059 370 681 1075 140 740 0 0 281 0 0 Stage 1 738 738 - 313 313 ------- Stage 2 173 321 - 368 762 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 7.44 4.1 - - 4.76 - - Critical Hdwy Stg 16.55.5-6.55.5------- Critical Hdwy Stg 26.55.5-6.55.5------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.57 2.2 - - 2.53 - - Pot Cap-1 Maneuver 233 226 633 340 221 808 875 - - 1082 - - Stage 1 380 427 - 678 660 ------- Stage 2 818 655 - 630 417 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 220 219 633 318 214 808 875 - - 1082 - - Mov Cap-2 Maneuver 220 219 - 318 214 ------- Stage 1 377 423 - 662 645 ------- Stage 2 780 640 - 603 413 ------- Approach EB WB NB SB HCM Control Delay, s/v22.45 12.69 0.62 0.12 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)875 - - 275 500 1082 - - HCM Lane V/C Ratio 0.023 - - 0.252 0.064 0.01 - - HCM Control Delay (s/veh) 9.2 - - 22.4 12.7 8.4 - - HCM Lane LOS A - - C B A - - HCM 95th %tile Q(veh) 0.1 - - 1 0.2 0 - - HCM 7th TWSC Background PM Peak 2: Towne Rd & Old 146th St Scenario 2 05/23/2024 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 7 14 16 0 13 16 651 19 11 301 42 Future Vol, veh/h 27 7 14 16 0 13 16 651 19 11 301 42 Conflicting Peds, #/hr000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------80--100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 000000010030 Mvmt Flow 28 7 15 17 0 14 17 685 20 12 317 44 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 738 1101 181 914 1113 353 361 0 0 705 0 0 Stage 1 362 362 - 729 729 ------- Stage 2 376 739 - 185 384 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 16.55.5-6.55.5------- Critical Hdwy Stg 26.55.5-6.55.5------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 310 214 837 231 210 649 1209 - - 902 - - Stage 1 635 629 - 385 431 ------- Stage 2 623 427 - 804 615 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 295 208 837 213 205 649 1209 - - 902 - - Mov Cap-2 Maneuver 295 208 - 213 205 ------- Stage 1 626 621 - 380 425 ------- Stage 2 601 421 - 771 607 ------- Approach EB WB NB SB HCM Control Delay, s/v 17.5 18.1 0.19 0.28 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1209 - - 338 305 902 - - HCM Lane V/C Ratio 0.014 - - 0.149 0.1 0.013 - - HCM Control Delay (s/veh) 8 - - 17.5 18.1 9 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0 - - 0.5 0.3 0 - - HCM 7th TWSC Background + Proposed AM Peak 2: Towne Rd & Old 146th St Scenario 3 05/23/2024 Synchro 12 Report Page 2 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 0 20 28 0 34 19 248 24 24 649 45 Future Vol, veh/h 45 0 20 28 0 34 19 248 24 24 649 45 Conflicting Peds, #/hr000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------80--100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 0 0 0 0 27 0 2 10 33 1 0 Mvmt Flow 48 0 21 30 0 36 20 264 26 26 690 48 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 938 1095 369 713 1106 145 738 0 0 289 0 0 Stage 1 765 765 - 317 317 ------- Stage 2 172 330 - 396 789 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 7.44 4.1 - - 4.76 - - Critical Hdwy Stg 16.55.5-6.55.5------- Critical Hdwy Stg 26.55.5-6.55.5------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.57 2.2 - - 2.53 - - Pot Cap-1 Maneuver 222 215 634 323 212 803 877 - - 1073 - - Stage 1 366 415 - 674 658 ------- Stage 2 818 649 - 606 405 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 202 205 634 297 202 803 877 - - 1073 - - Mov Cap-2 Maneuver 202 205 - 297 202 ------- Stage 1 357 405 - 659 643 ------- Stage 2 764 635 - 572 395 ------- Approach EB WB NB SB HCM Control Delay, s/v24.19 14.27 0.6 0.28 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)877 - - 256 454 1073 - - HCM Lane V/C Ratio 0.023 - - 0.27 0.145 0.024 - - HCM Control Delay (s/veh) 9.2 - - 24.2 14.3 8.4 - - HCM Lane LOS A - - C B A - - HCM 95th %tile Q(veh) 0.1 - - 1.1 0.5 0.1 - - HCM 7th TWSC Background + Proposed PM Peak 2: Towne Rd & Old 146th St Scenario 3 05/23/2024 Synchro 12 Report 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 27 8 14 28 0 33 16 648 36 34 299 42 Future Vol, veh/h 27 8 14 28 0 33 16 648 36 34 299 42 Conflicting Peds, #/hr000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------80--100-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 000000010030 Mvmt Flow 28 8 15 29 0 35 17 682 38 36 315 44 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 783 1162 179 968 1165 360 359 0 0 720 0 0 Stage 1 408 408 - 735 735 ------- Stage 2 375 754 - 233 431 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 16.55.5-6.55.5------- Critical Hdwy Stg 26.55.5-6.55.5------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 287 197 839 211 196 642 1211 - - 891 - - Stage 1 596 600 - 382 429 ------- Stage 2 624 420 - 755 587 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 257 186 839 188 185 642 1211 - - 891 - - Mov Cap-2 Maneuver 257 186 - 188 185 ------- Stage 1 572 576 - 377 423 ------- Stage 2 582 414 - 701 563 ------- Approach EB WB NB SB HCM Control Delay, s/v19.61 19.95 0.18 0.84 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1211 - - 298 305 891 - - HCM Lane V/C Ratio 0.014 - - 0.173 0.211 0.04 - - HCM Control Delay (s/veh) 8 - - 19.6 19.9 9.2 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0 - - 0.6 0.8 0.1 - - PROPOSED RESIDENTIAL DEVELOPMENT INGALLS, INDIANA TOWNE ROAD & 146TH STREET TRAFFIC VOLUME COUNTS CAPACITY ANALYSIS 146TH ST & TOWNE RD - TMC146TH ST & TOWNE RD - TMC Tue May 14, 2024 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186619, Location: 39.999356, -86.202875 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 2024-05-14 7:30AM 7 27 33 0 6767 8 82 24 0 114114 4 101 14 0 119119 68 68 9 0 145145 445445 7:45AM 9 26 22 2 5959 11 63 25 0 9999 10 90 15 0 115115 74 92 10 0 176176 449449 8:00AM 7 20 24 0 5151 14 81 14 1 110110 12 91 13 0 116116 52 59 3 1 115115 392392 8:15AM 6 21 40 0 6767 12 64 14 0 9090 10 89 13 0 112112 50 73 8 0 131131 400400 TotalTotal 29 94 119 2 244244 45 290 77 1 413413 36 371 55 0 462462 244 292 30 1 567567 16861686 % Approach% Approach 11.9% 38.5% 48.8% 0.8% --10.9% 70.2% 18.6% 0.2% --7.8% 80.3% 11.9% 0% --43.0% 51.5% 5.3% 0.2% --- % Total% Total 1.7% 5.6% 7.1% 0.1% 14.5%14.5%2.7% 17.2% 4.6% 0.1% 24.5%24.5%2.1% 22.0% 3.3% 0% 27.4%27.4%14.5% 17.3% 1.8% 0.1% 33.6%33.6%- PHFPHF 0.806 0.870 0.744 0.250 0.9100.910 0.804 0.884 0.770 0.250 0.9060.906 0.750 0.918 0.917 - 0.9710.971 0.824 0.793 0.750 0.250 0.8050.805 0.939 Lights and MotorcyclesLights and Motorcycles 29 90 115 1 235235 44 287 76 1 408408 30 364 53 0 447447 243 278 28 1 550550 1640 % Lights and Motorcycles% Lights and Motorcycles 100% 95.7% 96.6% 50.0% 96.3%96.3%97.8% 99.0% 98.7% 100% 98.8%98.8%83.3% 98.1% 96.4% 0% 96.8%96.8%99.6% 95.2% 93.3% 100% 97.0%97.0%97.3% HeavyHeavy 0 4 4 1 99 1 3 1 0 55 6 7 2 0 1515 1 14 2 0 1717 46 % Heavy% Heavy 0% 4.3% 3.4% 50.0% 3.7%3.7%2.2% 1.0% 1.3% 0% 1.2%1.2%16.7% 1.9% 3.6% 0% 3.2%3.2%0.4% 4.8% 6.7% 0% 3.0%3.0%2.7% *L: Left, R: Right, T: Thru, U: U-Turn 3 of 6 146TH ST & TOWNE RD - TMC146TH ST & TOWNE RD - TMC Tue May 14, 2024 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186619, Location: 39.999356, -86.202875 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East [S] South[W] West Total: 574 Total: 835 Total: 1103Total: 860Out: 161 Out: 591 Out: 536Out: 398In: 413 In: 244 In: 567In: 462 290 292 94 371 1 45 77 30 1 244 119 2 29 36 55 4 of 6 146TH ST & TOWNE RD - TMC146TH ST & TOWNE RD - TMC Tue May 14, 2024 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186619, Location: 39.999356, -86.202875 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 2024-05-14 4:45PM 19 61 56 0 136136 14 29 5 0 4848 21 120 4 0 145145 38 97 9 1 145145 474474 5:00PM 9 61 67 0 137137 11 30 13 0 5454 16 128 9 0 153153 36 100 13 0 149149 493493 5:15PM 18 84 56 0 158158 8 41 10 0 5959 23 123 9 0 155155 33 100 15 0 148148 520520 5:30PM 24 69 52 0 145145 9 28 10 0 4747 25 127 12 0 164164 29 109 5 3 146146 502502 TotalTotal 70 275 231 0 576576 42 128 38 0 208208 85 498 34 0 617617 136 406 42 4 588588 19891989 % Approach% Approach 12.2% 47.7% 40.1% 0% --20.2% 61.5% 18.3% 0% --13.8% 80.7% 5.5% 0% --23.1% 69.0% 7.1% 0.7% --- % Total% Total 3.5% 13.8% 11.6% 0% 29.0%29.0%2.1% 6.4% 1.9% 0% 10.5%10.5%4.3% 25.0% 1.7% 0% 31.0%31.0%6.8% 20.4% 2.1% 0.2% 29.6%29.6%- PHFPHF 0.729 0.818 0.862 - 0.9110.911 0.750 0.780 0.731 - 0.8810.881 0.850 0.973 0.708 - 0.9410.941 0.895 0.931 0.700 0.333 0.9870.987 0.956 Lights and MotorcyclesLights and Motorcycles 69 272 229 0 570570 42 122 38 0 202202 83 493 34 0 610610 133 402 42 4 581581 1963 % Lights and Motorcycles% Lights and Motorcycles 98.6% 98.9% 99.1% 0% 99.0%99.0%100% 95.3% 100% 0% 97.1%97.1%97.6% 99.0% 100% 0% 98.9%98.9%97.8% 99.0% 100% 100% 98.8%98.8%98.7% HeavyHeavy 1 3 2 0 66 0 6 0 0 66 2 5 0 0 77 3 4 0 0 77 26 % Heavy% Heavy 1.4% 1.1% 0.9% 0% 1.0%1.0%0% 4.7% 0% 0% 2.9%2.9%2.4% 1.0% 0% 0% 1.1%1.1%2.2% 1.0% 0% 0% 1.2%1.2%1.3% *L: Left, R: Right, T: Thru, U: U-Turn 5 of 6 146TH ST & TOWNE RD - TMC146TH ST & TOWNE RD - TMC Tue May 14, 2024 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186619, Location: 39.999356, -86.202875 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 610 Total: 874 Total: 1363Total: 1131Out: 402 Out: 298 Out: 775Out: 514In: 208 In: 576 In: 588In: 617 128 406 275 498 42 38 42 4 136 231 70 85 34 6 of 6 HCM 7th Roundabout Existing AM Peak 1: Towne Rd & 146th ST Scenario 1 05/21/2024 Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 492 603 258 439 Demand Flow Rate, veh/h 508 621 266 444 Vehicles Circulating, veh/h 621 179 496 618 Vehicles Exiting, veh/h 441 583 633 182 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.4 5.6 5.6 11.7 Approach LOS AAAB Lane Left Right Left Right Left Right Left Designated Moves LT TR LT TR LT R LTR Assumed Moves LT TR LT TR LT R LTR RT Channelized Lane Util 0.470 0.530 0.470 0.530 0.508 0.492 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.328 A (Intercept) 1350 1420 1350 1420 1350 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 Entry Flow, veh/h 239 269 292 329 135 131 444 Cap Entry Lane, veh/h 762 838 1145 1220 855 932 840 Entry HV Adj Factor 0.968 0.970 0.971 0.972 0.970 0.969 0.989 Flow Entry, veh/h 231 261 284 320 131 127 439 Cap Entry, veh/h 738 812 1112 1186 830 903 830 V/C Ratio 0.313 0.321 0.255 0.270 0.158 0.141 0.529 Control Delay, s/veh 8.7 8.1 5.6 5.5 5.9 5.3 11.7 LOS AAAAAAB 95th %tile Queue, veh 1 1 1 1 1 0 3 HCM 7th Roundabout Existing PM Peak 1: Towne Rd & 146th ST Scenario 1 05/21/2024 Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 643 609 600 217 Demand Flow Rate, veh/h 650 616 606 224 Vehicles Circulating, veh/h 329 454 659 646 Vehicles Exiting, veh/h 541 811 320 424 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 6.7 7.5 10.4 7.6 Approach LOS AABA Lane Left Right Left Right Left Right Left Designated Moves LT TR LT TR LT R LTR Assumed Moves LT TR LT TR LT R LTR RT Channelized Lane Util 0.471 0.529 0.471 0.529 0.599 0.401 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.328 A (Intercept) 1350 1420 1350 1420 1350 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 Entry Flow, veh/h 306 344 290 326 363 243 224 Cap Entry Lane, veh/h 997 1074 889 965 736 811 820 Entry HV Adj Factor 0.987 0.990 0.987 0.990 0.989 0.992 0.970 Flow Entry, veh/h 302 341 286 323 359 241 217 Cap Entry, veh/h 985 1063 877 955 728 804 796 V/C Ratio 0.307 0.320 0.326 0.338 0.493 0.300 0.273 Control Delay, s/veh 6.8 6.6 7.7 7.4 12.1 7.9 7.6 LOS AAAABAA 95th %tile Queue, veh 1 1 1 2 3 1 1 HCM 7th Roundabout Background AM Peak 1: Towne Rd & 146th ST Scenario 2 05/23/2024 Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 10.4 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 580 707 313 516 Demand Flow Rate, veh/h 600 728 322 522 Vehicles Circulating, veh/h 730 222 583 731 Vehicles Exiting, veh/h 523 683 747 219 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 10.7 6.4 6.6 17.9 Approach LOS B A A C Lane Left Right Left Right Left Right Left Designated Moves LT TR LT TR LT R LTR Assumed Moves LT TR LT TR LT R LTR RT Channelized Lane Util 0.470 0.530 0.470 0.530 0.525 0.475 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.328 A (Intercept) 1350 1420 1350 1420 1350 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 Entry Flow, veh/h 282 318 342 386 169 153 522 Cap Entry Lane, veh/h 690 763 1101 1176 790 865 763 Entry HV Adj Factor 0.966 0.966 0.971 0.970 0.971 0.974 0.989 Flow Entry, veh/h 272 307 332 375 164 149 516 Cap Entry, veh/h 666 738 1069 1141 767 842 755 V/C Ratio 0.409 0.417 0.311 0.328 0.214 0.177 0.684 Control Delay, s/veh 11.1 10.4 6.4 6.3 7.0 6.1 17.9 LOS BBAAAAC 95th %tile Queue, veh 2 2 1 1 1 1 5 HCM 7th Roundabout Background PM Peak 1: Towne Rd & 146th ST Scenario 2 05/23/2024 Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 10.6 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 761 715 712 258 Demand Flow Rate, veh/h 769 723 719 266 Vehicles Circulating, veh/h 389 540 772 763 Vehicles Exiting, veh/h 640 951 386 500 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.0 9.4 15.1 9.6 Approach LOS A A C A Lane Left Right Left Right Left Right Left Designated Moves LT TR LT TR LT R LTR Assumed Moves LT TR LT TR LT R LTR RT Channelized Lane Util 0.469 0.531 0.470 0.530 0.604 0.396 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.328 A (Intercept) 1350 1420 1350 1420 1350 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 Entry Flow, veh/h 361 408 340 383 434 285 266 Cap Entry Lane, veh/h 944 1020 821 897 664 737 742 Entry HV Adj Factor 0.991 0.988 0.988 0.989 0.990 0.989 0.970 Flow Entry, veh/h 358 403 336 379 430 282 258 Cap Entry, veh/h 935 1008 812 888 657 729 720 V/C Ratio 0.382 0.400 0.414 0.427 0.654 0.387 0.358 Control Delay, s/veh 8.1 7.9 9.6 9.2 18.5 10.0 9.6 LOS AAAACAA 95th %tile Queue, veh 2 2 2 2 5 2 2 HCM 7th Roundabout Background + Proposed AM Peak 1: Towne Rd & 146th ST Scenario 3 05/23/2024 Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 10.6 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 585 711 329 518 Demand Flow Rate, veh/h 605 732 339 524 Vehicles Circulating, veh/h 737 233 581 741 Vehicles Exiting, veh/h 528 687 761 224 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 10.9 6.5 6.7 18.4 Approach LOS B A A C Lane Left Right Left Right Left Right Left Designated Moves LT TR LT TR LT R LTR Assumed Moves LT TR LT TR LT R LTR RT Channelized Lane Util 0.469 0.531 0.470 0.530 0.531 0.469 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.328 A (Intercept) 1350 1420 1350 1420 1350 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 Entry Flow, veh/h 284 321 344 388 180 159 524 Cap Entry Lane, veh/h 685 759 1089 1165 791 867 756 Entry HV Adj Factor 0.968 0.965 0.971 0.971 0.972 0.969 0.989 Flow Entry, veh/h 275 310 334 377 175 154 518 Cap Entry, veh/h 663 733 1058 1131 769 839 748 V/C Ratio 0.414 0.423 0.316 0.333 0.228 0.183 0.693 Control Delay, s/veh 11.3 10.6 6.5 6.4 7.2 6.2 18.4 LOS BBAAAAC 95th %tile Queue, veh 2 2 1 1 1 1 6 HCM 7th Roundabout Background + Proposed PM Peak 1: Towne Rd & 146th ST Scenario 3 05/23/2024 Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 10.9 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 2 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 768 719 730 263 Demand Flow Rate, veh/h 776 727 737 271 Vehicles Circulating, veh/h 401 551 769 775 Vehicles Exiting, veh/h 645 955 408 503 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.2 9.6 15.5 9.8 Approach LOS A A C A Lane Left Right Left Right Left Right Left Designated Moves LT TR LT TR LT R LTR Assumed Moves LT TR LT TR LT R LTR RT Channelized Lane Util 0.470 0.530 0.470 0.530 0.604 0.396 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.645 4.328 4.328 A (Intercept) 1350 1420 1350 1420 1350 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 Entry Flow, veh/h 365 411 342 385 445 292 271 Cap Entry Lane, veh/h 933 1010 813 889 665 739 735 Entry HV Adj Factor 0.989 0.990 0.988 0.990 0.990 0.990 0.969 Flow Entry, veh/h 361 407 338 381 441 289 263 Cap Entry, veh/h 923 1000 804 880 659 731 712 V/C Ratio 0.391 0.407 0.421 0.433 0.669 0.395 0.369 Control Delay, s/veh 8.3 8.1 9.8 9.3 19.1 10.1 9.8 LOS AAAACBA 95th %tile Queue, veh 2 2 2 2 5 2 2 PROPOSED RESIDENTIAL DEVELOPMENT INGALLS, INDIANA OLD 146TH STREET & DITCH ROAD TRAFFIC VOLUME COUNTS CAPACITY ANALYSIS OLD 146TH ST & DITCH RD - TMCOLD 146TH ST & DITCH RD - TMC Tue May 14, 2024 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186616, Location: 39.999226, -86.183496 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US Leg South North West Direction Northbound Southbound Eastbound Time L T U AppApp T R U AppApp L R U AppApp IntInt 2024-05-14 7:30AM 1 43 0 4444 66 5 0 7171 3 2 0 55 120120 7:45AM 1 44 0 4545 81 8 0 8989 0 1 0 11 135135 8:00AM 2 33 0 3535 50 6 0 5656 1 1 0 22 9393 8:15AM 2 41 0 4343 42 3 0 4545 5 3 0 88 9696 TotalTotal 6 161 0 167167 239 22 0 261261 9 7 0 1616 444444 % Approach% Approach 3.6% 96.4% 0% --91.6% 8.4% 0% --56.3% 43.8% 0% --- % Total% Total 1.4% 36.3% 0% 37.6%37.6%53.8% 5.0% 0% 58.8%58.8%2.0% 1.6% 0% 3.6%3.6%- PHFPHF 0.750 0.915 - 0.9280.928 0.738 0.688 - 0.7330.733 0.450 0.583 - 0.5000.500 0.822 Lights and MotorcyclesLights and Motorcycles 5 160 0 165165 238 16 0 254254 8 7 0 1515 434 % Lights and Motorcycles% Lights and Motorcycles 83.3% 99.4% 0% 98.8%98.8%99.6% 72.7% 0% 97.3%97.3%88.9% 100% 0% 93.8%93.8%97.7% HeavyHeavy 1 1 0 22 1 6 0 77 1 0 0 11 10 % Heavy% Heavy 16.7% 0.6% 0% 1.2%1.2%0.4% 27.3% 0% 2.7%2.7%11.1% 0% 0% 6.3%6.3%2.3% *L: Left, R: Right, T: Thru, U: U-Turn 3 of 6 OLD 146TH ST & DITCH RD - TMCOLD 146TH ST & DITCH RD - TMC Tue May 14, 2024 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186616, Location: 39.999226, -86.183496 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [S] South[W] West Total: 431 Total: 413Total: 44Out: 170 Out: 246Out: 28In: 261 In: 167In: 16 239 161 22 6 9 7 4 of 6 OLD 146TH ST & DITCH RD - TMCOLD 146TH ST & DITCH RD - TMC Tue May 14, 2024 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186616, Location: 39.999226, -86.183496 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US Leg South North West Direction Northbound Southbound Eastbound Time L T U AppApp T R U AppApp L R U AppApp IntInt 2024-05-14 4:45PM 1 78 0 7979 44 4 0 4848 4 3 0 77 134134 5:00PM 3 89 0 9292 51 6 0 5757 4 6 0 1010 159159 5:15PM 4 85 0 8989 53 2 0 5555 2 1 0 33 147147 5:30PM 1 99 0 100100 57 3 0 6060 1 2 0 33 163163 TotalTotal 9 351 0 360360 205 15 0 220220 11 12 0 2323 603603 % Approach% Approach 2.5% 97.5% 0% --93.2% 6.8% 0% --47.8% 52.2% 0% --- % Total% Total 1.5% 58.2% 0% 59.7%59.7%34.0% 2.5% 0% 36.5%36.5%1.8% 2.0% 0% 3.8%3.8%- PHFPHF 0.563 0.886 - 0.9000.900 0.899 0.625 - 0.9170.917 0.688 0.500 - 0.5750.575 0.925 Lights and MotorcyclesLights and Motorcycles 9 348 0 357357 203 14 0 217217 11 11 0 2222 596 % Lights and Motorcycles% Lights and Motorcycles 100% 99.1% 0% 99.2%99.2%99.0% 93.3% 0% 98.6%98.6%100% 91.7% 0% 95.7%95.7%98.8% HeavyHeavy 0 3 0 33 2 1 0 33 0 1 0 11 7 % Heavy% Heavy 0% 0.9% 0% 0.8%0.8%1.0% 6.7% 0% 1.4%1.4%0% 8.3% 0% 4.3%4.3%1.2% *L: Left, R: Right, T: Thru, U: U-Turn 5 of 6 OLD 146TH ST & DITCH RD - TMCOLD 146TH ST & DITCH RD - TMC Tue May 14, 2024 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186616, Location: 39.999226, -86.183496 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [S] South[W] WestTotal: 582 Total: 577Total: 47Out: 362 Out: 217Out: 24In: 220 In: 360In: 23 205 351 15 9 11 12 6 of 6 HCM 7th TWSC Existing AM Peak 4: Ditch Rd & Old 146th ST Scenario 1 05/21/2024 Synchro 12 Report Page 4 Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 7 6 161 239 22 Future Vol, veh/h 9 7 6 161 239 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 130 0 75 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 11 0 17 1 0 27 Mvmt Flow 11 9 7 196 291 27 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 516 305 318 0 - 0 Stage 1 305 ----- Stage 2 211 ----- Critical Hdwy 6.51 6.2 4.27 - - - Critical Hdwy Stg 15.51----- Critical Hdwy Stg 25.51----- Follow-up Hdwy 3.599 3.3 2.353 - - - Pot Cap-1 Maneuver 504 740 1162 - - - Stage 1 728 ----- Stage 2 803 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 501 740 1162 - - - Mov Cap-2 Maneuver 501 ----- Stage 1 723 ----- Stage 2 803 ----- Approach EB NB SB HCM Control Delay, s/v11.29 0.29 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1162 - 501 740 - - HCM Lane V/C Ratio 0.006 - 0.022 0.012 - - HCM Control Delay (s/veh) 8.1 - 12.4 9.9 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 0.1 0 - - HCM 7th TWSC Existing PM Peak 4: Ditch Rd & Old 146th ST Scenario 1 05/21/2024 Synchro 12 Report Page 4 Intersection Int Delay, s/veh 0.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 11 12 9 351 205 15 Future Vol, veh/h 11 12 9 351 205 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 130 0 75 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 8 0 1 1 7 Mvmt Flow 12 13 10 382 223 16 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 632 231 239 0 - 0 Stage 1 231 ----- Stage 2 401 ----- Critical Hdwy 6.4 6.28 4.1 - - - Critical Hdwy Stg 15.4----- Critical Hdwy Stg 25.4----- Follow-up Hdwy 3.5 3.372 2.2 - - - Pot Cap-1 Maneuver 448 794 1340 - - - Stage 1 812 ----- Stage 2 681 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 444 794 1340 - - - Mov Cap-2 Maneuver 444 ----- Stage 1 806 ----- Stage 2 681 ----- Approach EB NB SB HCM Control Delay, s/v11.39 0.19 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1340 - 444 794 - - HCM Lane V/C Ratio 0.007 - 0.027 0.016 - - HCM Control Delay (s/veh) 7.7 - 13.3 9.6 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 0.1 0.1 - - HCM 7th TWSC Background AM Peak 4: Ditch Rd & Old 146th ST Scenario 2 05/23/2024 Synchro 12 Report Page 4 Intersection Int Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 36 11 8 189 281 34 Future Vol, veh/h 36 11 8 189 281 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 130 0 75 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 11 0 17 1 0 27 Mvmt Flow 44 13 10 230 343 41 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 613 363 384 0 - 0 Stage 1 363 ----- Stage 2 250 ----- Critical Hdwy 6.51 6.2 4.27 - - - Critical Hdwy Stg 15.51----- Critical Hdwy Stg 25.51----- Follow-up Hdwy 3.599 3.3 2.353 - - - Pot Cap-1 Maneuver 441 686 1097 - - - Stage 1 684 ----- Stage 2 771 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 437 686 1097 - - - Mov Cap-2 Maneuver 437 ----- Stage 1 678 ----- Stage 2 771 ----- Approach EB NB SB HCM Control Delay, s/v13.26 0.34 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1097 - 437 686 - - HCM Lane V/C Ratio 0.009 - 0.1 0.02 - - HCM Control Delay (s/veh) 8.3 - 14.1 10.4 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0 - 0.3 0.1 - - HCM 7th TWSC Background PM Peak 4: Ditch Rd & Old 146th ST Scenario 2 05/23/2024 Synchro 12 Report Page 4 Intersection Int Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 29 16 15 412 241 43 Future Vol, veh/h 29 16 15 412 241 43 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 130 0 75 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 8 0 1 1 7 Mvmt Flow 32 17 16 448 262 47 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 766 285 309 0 - 0 Stage 1 285 ----- Stage 2 480 ----- Critical Hdwy 6.4 6.28 4.1 - - - Critical Hdwy Stg 15.4----- Critical Hdwy Stg 25.4----- Follow-up Hdwy 3.5 3.372 2.2 - - - Pot Cap-1 Maneuver 374 740 1263 - - - Stage 1 768 ----- Stage 2 626 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 369 740 1263 - - - Mov Cap-2 Maneuver 369 ----- Stage 1 758 ----- Stage 2 626 ----- Approach EB NB SB HCM Control Delay, s/v13.65 0.28 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1263 - 369 740 - - HCM Lane V/C Ratio 0.013 - 0.085 0.024 - - HCM Control Delay (s/veh) 7.9 - 15.7 10 - - HCM Lane LOS A - C A - - HCM 95th %tile Q(veh) 0 - 0.3 0.1 - - HCM 7th TWSC Background + Proposed AM Peak 4: Ditch Rd & Old 146th ST Scenario 3 05/23/2024 Synchro 12 Report Page 4 Intersection Int Delay, s/veh 1.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 54 17 12 190 281 43 Future Vol, veh/h 54 17 12 190 281 43 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 130 0 75 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles, % 11 0 17 1 0 27 Mvmt Flow 66 21 15 232 343 52 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 630 369 395 0 - 0 Stage 1 369 ----- Stage 2 261 ----- Critical Hdwy 6.51 6.2 4.27 - - - Critical Hdwy Stg 15.51----- Critical Hdwy Stg 25.51----- Follow-up Hdwy 3.599 3.3 2.353 - - - Pot Cap-1 Maneuver 432 681 1086 - - - Stage 1 680 ----- Stage 2 762 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 426 681 1086 - - - Mov Cap-2 Maneuver 426 ----- Stage 1 671 ----- Stage 2 762 ----- Approach EB NB SB HCM Control Delay, s/v13.91 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1086 - 426 681 - - HCM Lane V/C Ratio 0.013 - 0.155 0.03 - - HCM Control Delay (s/veh) 8.4 - 15 10.5 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0 - 0.5 0.1 - - HCM 7th TWSC Background + Proposed PM Peak 4: Ditch Rd & Old 146th ST Scenario 3 05/23/2024 Synchro 12 Report Page 4 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 42 20 22 413 241 60 Future Vol, veh/h 42 20 22 413 241 60 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 130 0 75 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 8 0 1 1 7 Mvmt Flow 46 22 24 449 262 65 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 791 295 327 0 - 0 Stage 1 295 ----- Stage 2 497 ----- Critical Hdwy 6.4 6.28 4.1 - - - Critical Hdwy Stg 15.4----- Critical Hdwy Stg 25.4----- Follow-up Hdwy 3.5 3.372 2.2 - - - Pot Cap-1 Maneuver 361 731 1244 - - - Stage 1 760 ----- Stage 2 616 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 354 731 1244 - - - Mov Cap-2 Maneuver 354 ----- Stage 1 746 ----- Stage 2 616 ----- Approach EB NB SB HCM Control Delay, s/v14.54 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1244 - 354 731 - - HCM Lane V/C Ratio 0.019 - 0.129 0.03 - - HCM Control Delay (s/veh) 8 - 16.7 10.1 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 0.1 - 0.4 0.1 - - PROPOSED RESIDENTIAL DEVELOPMENT CARMEL, INDIANA 146TH STREET & DITCH ROAD TRAFFIC VOLUME COUNTS CAPACITY ANALYSIS 146TH ST & DITCH RD - TMC146TH ST & DITCH RD - TMC Tue May 14, 2024 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186618, Location: 40.000067, -86.183537 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 2024-05-14 7:30AM 10 23 13 0 4646 55 45 38 0 138138 7 112 4 4 127127 10 105 16 0 131131 442442 7:45AM 10 17 20 0 4747 41 68 19 0 128128 10 97 7 1 115115 17 124 23 0 164164 454454 8:00AM 6 12 14 0 3232 50 32 23 1 106106 9 92 9 2 112112 18 101 19 1 139139 389389 8:15AM 5 20 24 0 4949 50 37 20 2 109109 11 102 4 1 118118 6 95 16 1 118118 394394 TotalTotal 31 72 71 0 174174 196 182 100 3 481481 37 403 24 8 472472 51 425 74 2 552552 16791679 % Approach% Approach 17.8% 41.4% 40.8% 0% --40.7% 37.8% 20.8% 0.6% --7.8% 85.4% 5.1% 1.7% --9.2% 77.0% 13.4% 0.4% --- % Total% Total 1.8% 4.3% 4.2% 0% 10.4%10.4%11.7% 10.8% 6.0% 0.2% 28.6%28.6%2.2% 24.0% 1.4% 0.5% 28.1%28.1%3.0% 25.3% 4.4% 0.1% 32.9%32.9%- PHFPHF 0.775 0.783 0.740 - 0.8880.888 0.891 0.669 0.658 0.375 0.8710.871 0.841 0.900 0.667 0.500 0.9290.929 0.708 0.857 0.804 0.500 0.8410.841 0.925 Lights and MotorcyclesLights and Motorcycles 29 72 71 0 172172 193 178 98 3 472472 35 397 24 8 464464 47 412 69 2 530530 1638 % Lights and Motorcycles% Lights and Motorcycles 93.5% 100% 100% 0% 98.9%98.9%98.5% 97.8% 98.0% 100% 98.1%98.1%94.6% 98.5% 100% 100% 98.3%98.3%92.2% 96.9% 93.2% 100% 96.0%96.0%97.6% HeavyHeavy 2 0 0 0 22 3 4 2 0 99 2 6 0 0 88 4 13 5 0 2222 41 % Heavy% Heavy 6.5% 0% 0% 0% 1.1%1.1%1.5% 2.2% 2.0% 0% 1.9%1.9%5.4% 1.5% 0% 0% 1.7%1.7%7.8% 3.1% 6.8% 0% 4.0%4.0%2.4% *L: Left, R: Right, T: Thru, U: U-Turn 3 of 6 146TH ST & DITCH RD - TMC146TH ST & DITCH RD - TMC Tue May 14, 2024 AM Peak (7:30 AM - 8:30 AM) All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186618, Location: 40.000067, -86.183537 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East [S] South[W] West Total: 667 Total: 431 Total: 1224Total: 1036Out: 186 Out: 257 Out: 672Out: 564In: 481 In: 174 In: 552In: 472 182 425 72 403 3 196 100 74 2 51 71 31 37 24 8 4 of 6 146TH ST & DITCH RD - TMC146TH ST & DITCH RD - TMC Tue May 14, 2024 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186618, Location: 40.000067, -86.183537 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 2024-05-14 4:45PM 22 38 18 0 7878 38 28 27 1 9494 9 151 11 0 171171 11 124 42 4 181181 524524 5:00PM 20 54 14 0 8888 38 32 12 0 8282 1 158 13 0 172172 12 131 39 3 185185 527527 5:15PM 13 62 9 0 8484 50 33 14 0 9797 3 141 13 0 157157 14 135 33 4 186186 524524 5:30PM 22 58 10 0 9090 31 43 23 0 9797 23 153 7 3 186186 5 116 54 4 179179 552552 TotalTotal 77 212 51 0 340340 157 136 76 1 370370 36 603 44 3 686686 42 506 168 15 731731 21272127 % Approach% Approach 22.6% 62.4% 15.0% 0% --42.4% 36.8% 20.5% 0.3% --5.2% 87.9% 6.4% 0.4% --5.7% 69.2% 23.0% 2.1% --- % Total% Total 3.6% 10.0% 2.4% 0% 16.0%16.0%7.4% 6.4% 3.6% 0% 17.4%17.4%1.7% 28.3% 2.1% 0.1% 32.3%32.3%2.0% 23.8% 7.9% 0.7% 34.4%34.4%- PHFPHF 0.875 0.855 0.708 - 0.9440.944 0.785 0.791 0.704 0.250 0.9540.954 0.391 0.954 0.846 0.250 0.9220.922 0.750 0.937 0.778 0.938 0.9830.983 0.963 Lights and MotorcyclesLights and Motorcycles 77 210 49 0 336336 156 133 75 1 365365 34 600 44 3 681681 42 498 167 14 721721 2103 % Lights and Motorcycles% Lights and Motorcycles 100% 99.1% 96.1% 0% 98.8%98.8%99.4% 97.8% 98.7% 100% 98.6%98.6%94.4% 99.5% 100% 100% 99.3%99.3%100% 98.4% 99.4% 93.3% 98.6%98.6%98.9% HeavyHeavy 0 2 2 0 44 1 3 1 0 55 2 3 0 0 55 0 8 1 1 1010 24 % Heavy% Heavy 0% 0.9% 3.9% 0% 1.2%1.2%0.6% 2.2% 1.3% 0% 1.4%1.4%5.6% 0.5% 0% 0% 0.7%0.7%0% 1.6% 0.6% 6.7% 1.4%1.4%1.1% *L: Left, R: Right, T: Thru, U: U-Turn 5 of 6 146TH ST & DITCH RD - TMC146TH ST & DITCH RD - TMC Tue May 14, 2024 PM Peak (4:45 PM - 5:45 PM) - Overall Peak Hour All Classes (Lights and Motorcycles, Heavy) All Movements ID: 1186618, Location: 40.000067, -86.183537 Provided by: A&F Engineering 8365 Keystone Crossing, Suite 201, Indianapolis, IN, 46240, US [N] North [E] East[S] South[W] WestTotal: 787 Total: 562 Total: 1557Total: 1348Out: 417 Out: 222 Out: 826Out: 662In: 370 In: 340 In: 731In: 686 136 506 212 603 1 157 76 168 15 42 51 77 36 44 3 6 of 6 HCM 7th Roundabout Existing AM Peak 3: Ditch Rd & 146th ST/146st ST Scenario 1 05/21/2024 Synchro 12 Report Page 3 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 504 597 189 520 Demand Flow Rate, veh/h 515 621 191 530 Vehicles Circulating, veh/h 478 156 706 571 Vehicles Exiting, veh/h 623 741 287 206 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 7.1 5.5 7.4 13.5 Approach LOS AAAB Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.470 0.530 0.470 0.530 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 242 273 292 329 191 530 Cap Entry Lane, veh/h 870 946 1169 1244 779 874 Entry HV Adj Factor 0.979 0.979 0.961 0.962 0.990 0.981 Flow Entry, veh/h 237 267 281 316 189 520 Cap Entry, veh/h 852 926 1124 1196 771 858 V/C Ratio 0.278 0.289 0.250 0.265 0.245 0.606 Control Delay, s/veh 7.2 6.9 5.5 5.4 7.4 13.5 LOS AAAAA B 95th %tile Queue, veh 1 1 1 1 1 4 HCM 7th Roundabout Existing PM Peak 3: Ditch Rd & 146th ST/146st ST Scenario 1 05/21/2024 Synchro 12 Report Page 3 Intersection Intersection Delay, s/veh 9.0 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 712 746 354 385 Demand Flow Rate, veh/h 720 759 358 391 Vehicles Circulating, veh/h 355 343 840 662 Vehicles Exiting, veh/h 698 855 235 440 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 7.3 7.5 13.2 11.1 Approach LOS AABB Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.469 0.531 0.470 0.530 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 338 382 357 402 358 391 Cap Entry Lane, veh/h 974 1050 985 1061 695 809 Entry HV Adj Factor 0.990 0.987 0.983 0.984 0.988 0.985 Flow Entry, veh/h 335 377 351 396 354 385 Cap Entry, veh/h 964 1037 968 1044 687 797 V/C Ratio 0.347 0.364 0.363 0.379 0.515 0.483 Control Delay, s/veh 7.4 7.3 7.6 7.4 13.2 11.1 LOS AAAAB B 95th %tile Queue, veh 2 2 2 2 3 3 HCM 7th Roundabout Background AM Peak 3: Ditch Rd & 146th ST/146st ST Scenario 2 05/23/2024 Synchro 12 Report Page 3 Intersection Intersection Delay, s/veh 12.1 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 592 709 249 613 Demand Flow Rate, veh/h 604 738 252 626 Vehicles Circulating, veh/h 573 192 829 678 Vehicles Exiting, veh/h 731 889 348 252 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.7 6.3 9.9 23.1 Approach LOS A A A C Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.470 0.530 0.470 0.530 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 284 320 347 391 252 626 Cap Entry Lane, veh/h 797 873 1131 1206 702 798 Entry HV Adj Factor 0.979 0.980 0.960 0.961 0.988 0.980 Flow Entry, veh/h 278 314 333 376 249 613 Cap Entry, veh/h 780 855 1086 1159 694 782 V/C Ratio 0.356 0.367 0.307 0.324 0.359 0.784 Control Delay, s/veh 8.9 8.5 6.3 6.2 9.9 23.1 LOS AAAAA C 95th %tile Queue, veh 2 2 1 1 2 8 HCM 7th Roundabout Background PM Peak 3: Ditch Rd & 146th ST/146st ST Scenario 2 05/23/2024 Synchro 12 Report Page 3 Intersection Intersection Delay, s/veh 13.0 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 837 894 433 460 Demand Flow Rate, veh/h 847 908 439 467 Vehicles Circulating, veh/h 441 409 987 795 Vehicles Exiting, veh/h 820 1017 302 522 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.3 9.5 23.0 17.0 Approach LOS A A C C Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.470 0.530 0.470 0.530 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 398 449 427 481 439 467 Cap Entry Lane, veh/h 900 976 927 1003 614 722 Entry HV Adj Factor 0.988 0.988 0.984 0.985 0.987 0.986 Flow Entry, veh/h 393 443 420 474 433 460 Cap Entry, veh/h 889 964 911 988 606 712 V/C Ratio 0.442 0.460 0.461 0.480 0.715 0.646 Control Delay, s/veh 9.4 9.2 9.6 9.4 23.0 17.0 LOS A A A A C C 95th %tile Queue, veh 2 2 2 3 6 5 HCM 7th Roundabout Background + Proposed AM Peak 3: Ditch Rd & 146th ST/146st ST Scenario 3 05/23/2024 Synchro 12 Report Page 3 Intersection Intersection Delay, s/veh 12.5 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 595 717 270 617 Demand Flow Rate, veh/h 607 746 273 630 Vehicles Circulating, veh/h 582 201 832 687 Vehicles Exiting, veh/h 735 904 357 260 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.8 6.4 10.4 24.1 Approach LOS A A B C Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.470 0.530 0.471 0.529 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 285 322 351 395 273 630 Cap Entry Lane, veh/h 790 866 1122 1197 700 792 Entry HV Adj Factor 0.981 0.979 0.960 0.962 0.989 0.980 Flow Entry, veh/h 279 315 337 380 270 617 Cap Entry, veh/h 775 847 1077 1151 692 776 V/C Ratio 0.361 0.372 0.313 0.330 0.390 0.796 Control Delay, s/veh 9.0 8.6 6.4 6.3 10.4 24.1 LOS AAAAB C 95th %tile Queue, veh 2 2 1 1 2 8 HCM 7th Roundabout Background + Proposed PM Peak 3: Ditch Rd & 146th ST/146st ST Scenario 3 05/23/2024 Synchro 12 Report Page 3 Intersection Intersection Delay, s/veh 13.6 Intersection LOS B Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 840 906 447 468 Demand Flow Rate, veh/h 850 920 453 475 Vehicles Circulating, veh/h 459 415 990 808 Vehicles Exiting, veh/h 824 1028 319 527 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.6 9.7 24.7 18.0 Approach LOS A A C C Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.471 0.529 0.470 0.530 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-48.501e-4 9.199e-48.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 400 450 432 488 453 475 Cap Entry Lane, veh/h 885 961 921 998 612 715 Entry HV Adj Factor 0.987 0.989 0.985 0.984 0.987 0.986 Flow Entry, veh/h 395 445 426 480 447 468 Cap Entry, veh/h 873 951 908 981 604 705 V/C Ratio 0.452 0.468 0.469 0.489 0.740 0.665 Control Delay, s/veh 9.7 9.4 9.8 9.6 24.7 18.0 LOS A A A A C C 95th %tile Queue, veh 2 3 3 3 6 5