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Traffic Study Sept 2024
TRAFFIC IMPACT STUDY PROPOSED RESIDENTIAL DEVELOPMENT CARMEL, INDIANA ________________________________________________ PREPARED FOR _______________________________________________ REVISED SEPTEMBER 2024 8 3 6 5 K e y s t o n e C r o s s i n g , S u i t e 2 0 1 I n d i a n a p o l i s , I N 4 6 2 4 0 P h o n e : ( 3 1 7 ) 2 0 2 -0 8 6 4 F a x : ( 3 1 7 ) 2 0 2 -0 9 0 8 PROPOSED RESIDENTIAL 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 RESIDENTIAL 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 ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS ........................................................................................ 9 GENERATED TRIPS ADDED TO THE STREET SYSTEM ............................................................................................... 9 CAPACITY ANALYSIS ............................................................................................................................................ 13 CAPACITY ANALYSIS SCENARIOS .......................................................................................................................... 14 TABLE 3 – LEVEL OF SERVICE SUMMARY: TOWNE ROAD & 146TH STREET ...................................................... 14 TABLE 4 – LEVEL OF SERVICE SUMMARY: TOWNE ROAD & OLD 146TH STREET .............................................. 14 TABLE 5 – LEVEL OF SERVICE SUMMARY: DITCH ROAD & 146TH STREET ........................................................ 15 TABLE 6 – LEVEL OF SERVICE SUMMARY: DITCH ROAD & OLD 146TH STREET ................................................ 15 CONCLUSIONS & RECOMMENDATIONS .................................................................................................................. 15 PROPOSED RESIDENTIAL 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 5: ASSIGNMENT AND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ..................................................................................................................................................................... 10 FIGURE 6: GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ....................................................... 11 FIGURE 7: SUM OF YEAR 2029 BACKGROUND TRAFFIC VOLUMES & GENERATED TRAFFIC VOLUMES FROM PROPOSED DEVELOPMENT ........................................................................................................................... 12 PROPOSED RESIDENTIAL 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 9/23/2024 R. Matt Brown, P.E. Indiana Registration 10200056 Trevor Reich, E.I. Senior Traffic Engineer Sri Gayatri Kesara Traffic Engineer Technician PROPOSED RESIDENTIAL 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 RESIDENTIAL 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 29 single-family homes and 58 townhomes. 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, INDIANALENNAR TRAFFIC IMPACT STUDY AREA MAP FIGURE 1 ST O P YI E L D YIELD YI E L D YIELD YI E L D YIELD YI E L D YIELD ST O P ST O P GEOMETRICS EXISTING INTERSECTION FIGURE 2 OLD 146TH ST & TOWNE RD TOWNE RD & 146TH ST DITCH RD & 146TH ST DITCH RD & OLD 146TH ST CARMEL, INDIANALENNAR TRAFFIC IMPACT STUDY 4 PROPOSED RESIDENTIAL 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/occupied. Generated traffic volume estimates from the remaining portion of 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, INDIANALENNAR TRAFFIC IMPACT STUDY 6 EXISTING TRAFFIC VOLUMES FIGURE 3XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (2 7 5 ) 9 4 (7 0 ) 2 9 (34) 55 (85) 36 (498) 371 29 0 ( 1 2 8 ) 77 ( 3 8 ) 45 ( 4 2 ) (2 3 1 ) 1 1 9 244 (136) 30 (42) 292 (406) (2 1 2 ) 7 2 (7 7 ) 3 1 (44) 24 (36) 37 (603) 403 18 2 ( 1 3 6 ) 10 0 ( 7 6 ) 19 6 ( 1 5 7 ) (5 1 ) 7 1 51 (42) 74 (168) 425 (506) (5 5 4 ) 2 1 2 (1 4 ) 1 6 (12) 17 (23) 38 (6) 0 55 4 ( 2 5 6 ) 38 ( 3 6 ) 6 ( 1 ) (9 ) 1 0 3 (9) 7 (5) 0 (0) (3 5 1 ) 1 6 1 (9 ) 6 (12) 7 (11) 9 23 9 ( 2 0 5 ) 22 ( 1 5 ) AM PEAK PM PEAK 7:30 - 8:30 4:45 - 5:45AM PEAK PM PEAK 7:30 - 8:30 4:45 - 5:45 AM PEAK PM PEAK 7:30 - 8:30 4:45 - 5:45 AM PEAK PM PEAK 7:30 - 8:30 4:45 - 5:45 CARMEL, INDIANALENNAR TRAFFIC IMPACT STUDY 7 TRAFFIC VOLUMES YEAR 2029 BACKGROUND FIGURE 4XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (3 2 6 ) 1 1 4 (8 6 ) 4 0 (46) 67 (100) 42 (585) 436 34 2 ( 1 5 4 ) 90 ( 4 5 ) 53 ( 4 9 ) (2 7 1 ) 1 4 0 287 (160) 35 (49) 343 (477) (2 5 4 ) 9 3 (9 0 ) 3 6 (52) 28 (42) 43 (709) 474 21 6 ( 1 6 8 ) 11 8 ( 8 9 ) 23 0 ( 1 8 4 ) (7 1 ) 1 0 0 66 (66) 87 (197) 499 (595) (6 5 1 ) 2 4 9 (1 6 ) 1 9 (14) 20 (27) 45 (7) 0 65 1 ( 3 0 1 ) 45 ( 4 2 ) 10 ( 1 1 ) (1 9 ) 1 5 12 (16) 18 (13) 0 (0) (4 1 2 ) 1 8 9 (1 5 ) 8 (16) 11 (29) 36 28 1 ( 2 4 1 ) 34 ( 4 3 ) PROPOSED RESIDENTIAL DEVELOPMENT CARMEL, INDIANA 8 GENERATED TRIPS FOR PROPOSED DEVELOPMENT The estimate of newly generated traffic is a function of the development size and of the character of the land use. The ITE Trip Generation Manual 1 was used to calculate the number of trips that will be generated by the proposed 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 29 DU 6 18 20 11 Single Family Attached 215 58 DU 6 18 18 13 Total 12 36 38 24 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 generate a significant number of pass-by trips. Therefore, pass-by trips were not considered 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. Therefore, internal trips were not considered in this study. 1 Trip Generation Manual, Institute of Transportation Engineers, Eleventh Edition, 2021. PROPOSED RESIDENTIAL DEVELOPMENT CARMEL, INDIANA 9 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 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 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. CARMEL, INDIANALENNAR TRAFFIC IMPACT STUDY 10 DEVELOPMENT VOLUMES FROM PROPOSED OF GENERATED TRAFFIC ASSIGNMENT & DISTRIBUTION FIGURE 5XX = INBOUND TRAFFIC XX = OUTBOUND TRAFFIC * = NEGLIGIBLE 7% 11 %11% 7% 4% 4% 12 % 1% 3% 12 % 1% 27 % 27% 3% * 22 % 27 % 27% 22% * 12 %12% 39% 39 % CARMEL, INDIANALENNAR TRAFFIC IMPACT STUDY 11 DEVELOPMENT VOLUMES FROM PROPOSED TOTAL GENERATED TRAFFIC FIGURE 6XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (2 ) 3 (3 ) 4 (4) 1 1 ( 3 ) (1 ) 1 1 (1) (3 ) 4 (*) * (1) 1 2 ( 5 ) * ( * ) (6 ) 1 0 3 (10) 1 (1) (*) * 3 ( 8 ) (1 0 ) 3 10 (6) 8 (6) * (*) (5 ) 1 (3) 4 (9) 14 5 ( 1 5 ) CARMEL, INDIANALENNAR TRAFFIC IMPACT STUDY 12 DEVELOPMENT VOLUMES FROM PROPOSED & TOTAL GENERATED TRAFFIC BACKGROUND TRAFFIC VOLUMES SUM OF YEAR 2029 FIGURE 7XX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (3 2 8 ) 1 1 7 (8 9 ) 4 4 (50) 68 (100) 42 (585) 436 34 3 ( 1 5 7 ) 90 ( 4 5 ) 53 ( 4 9 ) (2 7 2 ) 1 4 1 288 (161) 35 (49) 343 (477) (2 5 7 ) 9 7 (9 0 ) 3 6 (52) 28 (42) 43 (710) 475 21 8 ( 1 7 3 ) 11 8 ( 8 9 ) 23 0 ( 1 8 4 ) (7 7 ) 1 1 0 69 (76) 87 (197) 500 (596) (6 5 1 ) 2 4 9 (1 6 ) 1 9 (14) 20 (27) 45 (7) 0 65 1 ( 3 0 1 ) 45 ( 4 2 ) 13 ( 1 9 ) (2 9 ) 1 8 22 (22) 26 (19) 0 (0) (4 1 2 ) 1 8 9 (2 0 ) 9 (19) 15 (38) 50 28 1 ( 2 4 1 ) 39 ( 5 8 ) PROPOSED RESIDENTIAL DEVELOPMENT CARMEL, INDIANA 13 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/SimTraffic2.This program allows intersections to be analyzed and optimized using the capacity calculation methods outlined within the Highway Capacity Manual (HCM 7th Edition)3. 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 2 Synchro/SimTraffic 12, Cubic Transportation Systems, 2023. 3 Highway Capacity Manual (HCM), 7th Edition Transportation Research Board, The National Academies of Sciences, Washington, DC, 2022. PROPOSED RESIDENTIAL DEVELOPMENT CARMEL, INDIANA 14 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 3 – 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 4 – 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 RESIDENTIAL DEVELOPMENT CARMEL, INDIANA 15 TABLE 5 – 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 6 – 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 RESIDENTIAL DEVELOPMENT CARMEL, INDIANA 16 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. CARMEL, INDIANALENNAR TRAFFIC IMPACT STUDY DEVELOPMENT VOLUMES FROM AMBLESIDE OF GENERATED TRAFFIC ASSIGNMENT & DISTRIBUTION FIGURE AXX = INBOUND TRAFFIC XX = OUTBOUND TRAFFIC * = NEGLIGIBLE 7% 11 %11% 7% 13 % 13 % 30 % 30% 18 % 14 % 14%% 18% 6% 43% 6% 43 % * * 13 % 13 %6% 6% CARMEL, INDIANALENNAR TRAFFIC IMPACT STUDY VACANT DEVELOPMENT VOLUMES FROM AMBLESIDE TOTAL GENERATED TRAFFIC FIGURE BXX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (3 ) 4 (4 ) 6 (6) 2 1 ( 4 ) (5 ) 8 2 ( 8 ) (1 1 ) 1 7 6 (17) 3 ( 1 0 ) (8 ) 3 8 (5) 10 (7) (4 ) 1 (2) 3 (16) 25 8 ( 2 5 ) * (*) * (*) (8 ) 3 8 ( 5 ) (2) 3 1 (4) 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, INDIANALENNAR TRAFFIC IMPACT STUDY DEVELOPMENT VOLUMES FROM AMBLESIDE OF GENERATED TRAFFIC ASSIGNMENT & DISTRIBUTION FIGURE AXX = INBOUND TRAFFIC XX = OUTBOUND TRAFFIC * = NEGLIGIBLE 7% 11 %11% 7% 13 % 13 % 30 % 30% 18 % 14 % 14%% 18% 6% 43% 6% 43 % * * 13 % 13 %6% 6% CARMEL, INDIANALENNAR TRAFFIC IMPACT STUDY VACANT DEVELOPMENT VOLUMES FROM AMBLESIDE TOTAL GENERATED TRAFFIC FIGURE BXX = A.M. PEAK HOUR (XX) = P.M. PEAK HOUR * = NEGLIGIBLE (3 ) 4 (4 ) 6 (6) 2 1 ( 4 ) (5 ) 8 2 ( 8 ) (1 1 ) 1 7 6 (17) 3 ( 1 0 ) (8 ) 3 8 (5) 10 (7) (4 ) 1 (2) 3 (16) 25 8 ( 2 5 ) * (*) * (*) (8 ) 3 8 ( 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 ] E a s t [S] South [W ] W e s t Total: 855 Total: 812 To t a l : 2 6 To t a l : 1 0 9 Out: 257 Out: 574 Ou t : 1 6 Ou t : 5 4 In: 598 In: 238 In : 1 0 In : 5 5 5 5 4 2 1 2 6 3 8 7 3 1 0 1 6 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 ] E a s t [S] South [W ] W e s t Total: 875 Total: 856 To t a l : 9 1 To t a l : 3 0 Out: 582 Out: 278 Ou t : 5 0 Ou t : 1 6 In: 293 In: 578 In : 4 1 In : 1 4 2 5 6 5 5 4 6 1 3 6 5 9 9 1 1 4 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 2029+Proposed development 2: Towne Rd & Old 146th St 09/19/2024 Background + Proposed AM Peak Scenario 3 2:11 pm 04/24/2024 Baseline Synchro 12 Report Page 1 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 45 0 20 22 0 26 19 249 18 13 651 45 Future Vol, veh/h 45 0 20 22 0 26 19 249 18 13 651 45 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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 23 0 28 20 265 19 14 693 48 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 917 1069 370 689 1083 142 740 0 0 284 0 0 Stage 1 744 744 - 315 315 - - - - - - - Stage 2 173 324 - 374 768 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 7.44 4.1 - - 4.76 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.57 2.2 - - 2.53 - - Pot Cap-1 Maneuver 230 223 633 336 219 806 875 - - 1078 - - Stage 1 377 424 - 676 659 - - - - - - - Stage 2 818 653 - 625 414 - - - - - - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 214 215 633 313 211 806 875 - - 1078 - - Mov Cap-2 Maneuver 214 215 - 313 211 - - - - - - - Stage 1 372 419 - 661 644 - - - - - - - Stage 2 772 638 - 596 409 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v22.95 13.63 0.61 0.15 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)875 - - 269 468 1078 - - HCM Lane V/C Ratio 0.023 - - 0.257 0.109 0.013 - - HCM Control Delay (s/veh) 9.2 - - 23 13.6 8.4 - - HCM Lane LOS A - - C B A - - HCM 95th %tile Q(veh) 0.1 - - 1 0.4 0 - - HCM 7th TWSC 2029 + Proposed PM Peak 2: Towne Rd & Old 146th St 09/19/2024 Background + Proposed PM Peak Scenario 3 9:34 am 05/20/2024 Baseline Synchro 12 Report Page 1 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 7 14 22 0 19 16 651 29 19 301 42 Future Vol, veh/h 27 7 14 22 0 19 16 651 29 19 301 42 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 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, % 0 0 0 0 0 0 0 1 0 0 3 0 Mvmt Flow 28 7 15 23 0 20 17 685 31 20 317 44 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 755 1128 181 936 1135 358 361 0 0 716 0 0 Stage 1 379 379 - 734 734 - - - - - - - Stage 2 376 749 - 202 401 - - - - - - - Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 - - - - - - - Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - - Pot Cap-1 Maneuver 301 206 837 223 204 644 1209 - - 894 - - Stage 1 620 618 - 382 429 - - - - - - - Stage 2 623 422 - 787 604 - - - - - - - Platoon blocked, %- -- - Mov Cap-1 Maneuver 281 198 837 203 197 644 1209 - - 894 - - Mov Cap-2 Maneuver 281 198 - 203 197 - - - - - - - Stage 1 606 604 - 377 423 - - - - - - - Stage 2 595 416 - 746 591 - - - - - - - Approach EB WB NB SB HCM Control Delay, s/v18.14 19.12 0.18 0.48 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1209 - - 324 298 894 - - HCM Lane V/C Ratio 0.014 - - 0.156 0.145 0.022 - - HCM Control Delay (s/veh) 8 - - 18.1 19.1 9.1 - - HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) 0 - - 0.5 0.5 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 ] E a s t [S] South [W ] W e s t Total: 574 Total: 835 To t a l : 1 1 0 3 To t a l : 8 6 0 Out: 161 Out: 591 Ou t : 5 3 6 Ou t : 3 9 8 In: 413 In: 244 In : 5 6 7 In : 4 6 2 2 9 0 292 9 4 371 1 4 5 7 7 30 1 244 1 1 9 2 2 9 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 ] E a s t [S] South [W ] W e s t Total: 610 Total: 874 To t a l : 1 3 6 3 To t a l : 1 1 3 1 Out: 402 Out: 298 Ou t : 7 7 5 Ou t : 5 1 4 In: 208 In: 576 In : 5 8 8 In : 6 1 7 1 2 8 406 2 7 5 498 4 2 3 8 42 4 136 2 3 1 7 0 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 2029+Proposed development 1: Towne Rd & 146th ST 09/19/2024 Background + Proposed AM Peak Scenario 3 2:11 pm 04/24/2024 Baseline Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 10.5 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 581 708 321 517 Demand Flow Rate, veh/h 601 729 331 523 Vehicles Circulating, veh/h 732 229 583 736 Vehicles Exiting, veh/h 527 685 750 222 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 10.8 6.4 6.7 18.1 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 0.471 0.529 0.532 0.468 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 282 319 343 386 176 155 523 Cap Entry Lane, veh/h 688 762 1093 1169 790 865 760 Entry HV Adj Factor 0.968 0.965 0.970 0.972 0.972 0.968 0.989 Flow Entry, veh/h 273 308 333 375 171 150 517 Cap Entry, veh/h 666 735 1060 1136 767 837 751 V/C Ratio 0.410 0.419 0.314 0.330 0.223 0.179 0.689 Control Delay, s/veh 11.1 10.5 6.5 6.4 7.1 6.1 18.1 LOS B B A A A A C 95th %tile Queue, veh 2 2 1 1 1 1 6 HCM 7th Roundabout 2029 + Proposed PM Peak 1: Towne Rd & 146th ST 09/19/2024 Background + Proposed PM Peak Scenario 3 9:34 am 05/20/2024 Baseline Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 10.8 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 765 716 718 262 Demand Flow Rate, veh/h 773 724 725 270 Vehicles Circulating, veh/h 394 545 772 767 Vehicles Exiting, veh/h 643 952 395 502 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 8.1 9.4 15.3 9.7 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 0.606 0.394 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 363 410 340 384 439 286 270 Cap Entry Lane, veh/h 939 1016 818 894 664 737 740 Entry HV Adj Factor 0.990 0.989 0.990 0.988 0.990 0.990 0.970 Flow Entry, veh/h 360 405 337 379 435 283 262 Cap Entry, veh/h 930 1005 809 883 657 729 717 V/C Ratio 0.386 0.404 0.416 0.430 0.662 0.388 0.365 Control Delay, s/veh 8.2 8.0 9.7 9.3 18.8 10.0 9.7 LOS A A A A C A A 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 ] W e s t Total: 431 Total: 413 To t a l : 4 4 Out: 170 Out: 246 Ou t : 2 8 In: 261 In: 167 In : 1 6 2 3 9 1 6 1 2 2 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 ] W e s t Total: 582 Total: 577 To t a l : 4 7 Out: 362 Out: 217 Ou t : 2 4 In: 220 In: 360 In : 2 3 2 0 5 3 5 1 1 5 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 2029+Proposed development 4: Ditch Rd & Old 146th ST 09/19/2024 Background + Proposed AM Peak Scenario 3 2:11 pm 04/24/2024 Baseline Synchro 12 Report Page 1 Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 50 15 9 189 281 39 Future Vol, veh/h 50 15 9 189 281 39 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 61 18 11 230 343 48 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 619 366 390 0 - 0 Stage 1 366 - - - - - Stage 2 252 - - - - - Critical Hdwy 6.51 6.2 4.27 - - - Critical Hdwy Stg 1 5.51 - - - - - Critical Hdwy Stg 2 5.51 - - - - - Follow-up Hdwy 3.599 3.3 2.353 - - - Pot Cap-1 Maneuver 438 683 1091 - - - Stage 1 682 - - - - - Stage 2 769 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 434 683 1091 - - - Mov Cap-2 Maneuver 434 - - - - - Stage 1 675 - - - - - Stage 2 769 - - - - - Approach EB NB SB HCM Control Delay, s/v13.68 0.38 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1091 - 434 683 - - HCM Lane V/C Ratio 0.01 - 0.141 0.027 - - HCM Control Delay (s/veh) 8.3 - 14.7 10.4 - - HCM Lane LOS A - B B - - HCM 95th %tile Q(veh) 0 - 0.5 0.1 - - HCM 7th TWSC 2029 + Proposed PM Peak 4: Ditch Rd & Old 146th ST 09/19/2024 Background + Proposed PM Peak Scenario 3 9:34 am 05/20/2024 Baseline Synchro 12 Report Page 1 Intersection Int Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 38 19 20 412 241 58 Future Vol, veh/h 38 19 20 412 241 58 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 41 21 22 448 262 63 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 785 293 325 0 - 0 Stage 1 293 - - - - - Stage 2 491 - - - - - Critical Hdwy 6.4 6.28 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.372 2.2 - - - Pot Cap-1 Maneuver 364 732 1246 - - - Stage 1 761 - - - - - Stage 2 619 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 358 732 1246 - - - Mov Cap-2 Maneuver 358 - - - - - Stage 1 748 - - - - - Stage 2 619 - - - - - Approach EB NB SB HCM Control Delay, s/v14.26 0.37 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h)1246 - 358 732 - - HCM Lane V/C Ratio 0.017 - 0.115 0.028 - - HCM Control Delay (s/veh) 7.9 - 16.4 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 ] E a s t [S] South [W ] W e s t Total: 667 Total: 431 To t a l : 1 2 2 4 To t a l : 1 0 3 6 Out: 186 Out: 257 Ou t : 6 7 2 Ou t : 5 6 4 In: 481 In: 174 In : 5 5 2 In : 4 7 2 1 8 2 425 7 2 403 3 1 9 6 1 0 0 74 2 51 7 1 3 1 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 ] E a s t [S] South [W ] W e s t Total: 787 Total: 562 To t a l : 1 5 5 7 To t a l : 1 3 4 8 Out: 417 Out: 222 Ou t : 8 2 6 Ou t : 6 6 2 In: 370 In: 340 In : 7 3 1 In : 6 8 6 1 3 6 506 2 1 2 603 1 1 5 7 7 6 168 15 42 5 1 7 7 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 2029+Proposed development 3: Ditch Rd & 146th ST/146st ST 09/19/2024 Background + Proposed AM Peak Scenario 3 2:11 pm 04/24/2024 Baseline Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 12.3 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 593 713 264 615 Demand Flow Rate, veh/h 605 742 267 628 Vehicles Circulating, veh/h 578 196 830 682 Vehicles Exiting, veh/h 732 901 353 256 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 10.3 23.5 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 0.469 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 284 321 349 393 267 628 Cap Entry Lane, veh/h 793 869 1127 1202 701 795 Entry HV Adj Factor 0.981 0.979 0.960 0.961 0.989 0.980 Flow Entry, veh/h 279 314 335 378 264 615 Cap Entry, veh/h 778 850 1082 1155 693 779 V/C Ratio 0.358 0.369 0.310 0.327 0.381 0.790 Control Delay, s/veh 9.0 8.5 6.4 6.3 10.3 23.5 LOS A A A A B C 95th %tile Queue, veh 2 2 1 1 2 8 HCM 7th Roundabout 2029 + Proposed PM Peak 3: Ditch Rd & 146th ST/146st ST 09/19/2024 Background + Proposed PM Peak Scenario 3 9:34 am 05/20/2024 Baseline Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 13.4 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 838 905 442 465 Demand Flow Rate, veh/h 848 919 448 472 Vehicles Circulating, veh/h 457 412 988 806 Vehicles Exiting, veh/h 821 1024 317 525 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 9.5 9.6 24.0 17.7 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 399 449 432 487 448 472 Cap Entry Lane, veh/h 887 963 924 1000 613 716 Entry HV Adj Factor 0.987 0.989 0.984 0.984 0.987 0.986 Flow Entry, veh/h 394 444 425 479 442 465 Cap Entry, veh/h 875 952 909 985 605 706 V/C Ratio 0.450 0.466 0.468 0.487 0.731 0.659 Control Delay, s/veh 9.7 9.4 9.7 9.5 24.0 17.7 LOS A A A A C C 95th %tile Queue, veh 2 3 3 3 6 5