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HomeMy WebLinkAboutSAMS CLUB FUEL STATION - MJA200002 - - TRAFFIC STUDY Walter P. Moore and Associates, Inc. 1100 Walnut Street, Suite 1825 Kansas City, Missouri 64106 Prepared for SAM’S CLUB Traffic Impact Analysis November 5, 2020 SAM’S CLUB FUEL STATION #6633 T08-2002-00 Fort Collins, Colorado Interim Review Only Document Incomplete: Not intended for permit or construction Engineer: Thomas Duncan, P.E. PTOE. P.E. Serial No. 0044552 Date: November 05, 2020 Walter P. Moore and Associates, Inc. CDORA Firm Registration No. 19991038307 November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page ii CONTENTS INTRODUCTION ................................................................................................................................. 1 AREA CONDITIONS ............................................................................................................................ 1 Roadways....................................................................................................................................... 2 Intersections .................................................................................................................................. 2 Volumes ......................................................................................................................................... 3 COVID-19 Adjusted Rate ................................................................................................................ 4 PLANNED DEVELOPMENT ................................................................................................................. 6 Site Development .......................................................................................................................... 6 Site Access ..................................................................................................................................... 6 STUDY METHODOLOGY ..................................................................................................................... 7 Traffic Scenarios ............................................................................................................................ 7 Growth Rate .................................................................................................................................. 8 PROJECTED CONDITIONS .................................................................................................................. 8 Trip Generation ............................................................................................................................. 8 Pass-By Trip Reduction .................................................................................................................. 9 Trip Distribution .......................................................................................................................... 10 TRAFFIC ANALYSIS ........................................................................................................................... 16 Existing Conditions ...................................................................................................................... 17 Proposed Conditions (2020) ........................................................................................................ 17 FUTURE Conditions (2040) .......................................................................................................... 18 Level of Service Comparison ....................................................................................................... 24 CONCLUSIONS AND RECOMMENDATIONS ..................................................................................... 25 REFERENCES .................................................................................................................................... 26 TAB ONE: Existing Traffic Volumes TAB TWO: Existing Conditions Capacity Analysis (2020) TAB THREE: Proposed Conditions Capacity Analysis (2020) TAB FOUR: Future Conditions Capacity Analysis (2040) November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page iii LIST OF FIGURES FIGURE 1: Site Location Map FIGURE 2: Existing Lane Configurations FIGURE 3: Existing AM Peak Hour COVID-19 Adjusted Volumes FIGURE 4: Existing PM Peak Hour COVID-19 Adjusted Volumes FIGURE 5: Proposed Fuel Station Site Access FIGURE 6: Pass-by trips Reduction AM Peak and PM Peak FIGURE 7: Proposed Trip Distribution Percentages FIGURE 8: AM Peak Hour Site Generated Trips FIGURE 9: PM Peak Hour Site Generated Trips FIGURE 10: Proposed Fuel Station Layout FIGURE 11: Proposed Volumes (2020) AM Peak Hour FIGURE 12: Proposed Volumes (2020) PM Peak Hour FIGURE 13: Future Volumes (2040) AM Peak Hour FIGURE 14: Future Volumes (2040) PM Peak Hour LIST OF TABLES TABLE 1: COVID-19 Adjusted Rate TABLE 2: Traffic Volumes Analyzed per Scenario TABLE 3: Trip Generation TABLE 4: Trip Generation Volumes including Trip Reduction TABLE 5: Level of Service Criteria for Signalized Intersections TABLE 6: Level of Service Criteria for Unsignalized Intersections TABLE 7: AM Peak Hour Level of Service Comparison TABLE 8: PM Peak Hour Level of Service Comparison November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 1 of 26 INTRODUCTION As requested by Sam’s Club, Walter P Moore conducted a traffic impact analysis for a new Sam’s Club Fuel station in Fort Collins, Colorado. Also, a queuing analysis was performed at the new Fuel station. The purpose of the study was to determine the potential impacts to traffic operations in the area related to the proposed redevelopment. Transportation and site improvements to mitigate impacts were investigated, if necessary. AREA CONDITIONS The new Sam’s Club Fuel station is located in Fort Collins in the existing Sam’s Club parking lot. The site is bordered by the South Lemay Avenue to the east, East Boardwalk Drive to the west, East Harmony Road to the north, and Oakridge Drive to the south. A site location map showing the general location of the proposed development is provided in Figure 1. Figure 1: General Location of the Proposed Development November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 2 of 26 ROADWAYS The primary roadways in the study area is described in the below. East Harmony Road is an east-west major arterial road with three lanes in each direction and has a divided median in the study section. It provides one access driveway to the study area. Majorly, it delivers traffic to and from South College Avenue (US-287) in the west and I-35 in the east. The posted speed limit is 45 mph. East Boardwalk Drive is a north-south collector road with one lane in each direction and has a marked median in the study section. It provides two access driveways to the study area. It collects traffic from a few Office buildings west of the study area and multiple residential developments south of study area. It connects to East Harmony Road in the north at a signalized intersection. The posted speed limit is 30 mph. South Lemay Avenue is a north-south arterial road with two lanes in each direction and has a median for turn lanes in the study section. It provides one access driveway to the study area. It connects to East Harmony Road in the north at a signalized intersection. The posted speed limit is 40 mph. Oakridge Drive is an east-west collector road with one lane in each direction. It provides one access driveway to the study area. It collects traffic from residential developments south of the study area and connects to South Lemay Avenue in the east at a signalized intersection. The posted speed limit is 25 mph. INTERSECTIONS There are six existing intersections that were analyzed as part of this study. The existing lane configurations is shown in Figure 2. The intersections include: • East Harmony Road and East Boardwalk Drive (signalized) • East Boardwalk Drive and Chase Bank - Driveway 1 (minor street stop control) November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 3 of 26 • East Boardwalk Drive and Miramont Coffee Park - Driveway 2 (minor street stop control) • East Harmony Road and Kohls Driveway - Driveway 3 (minor street stop control) • South Lemay Avenue and Haxton Drive - Driveway 4 (minor street stop control) • Oakridge Drive and Counsil Tree Drive - Driveway 5 (minor street stop control) Figure 2: Existing Lane Configurations VOLUMES Turning movement counts were collected at the intersections in the study area on Wednesday, October 7, 2020. Data was collected from 7:00 - 9:00 AM and 4:00 - 6:00 PM. The analysis showed that the AM peak hour occurred from 8:00 - 9:00 AM and the PM peak hour from 4:30 - 5:30 PM in the study area. November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 4 of 26 COVID-19 ADJUSTED RATE Due to the impact of the new coronavirus (COVID-19) pandemic and new travel patterns, the collected existing traffic counts have been adjusted. Utilizing 2017 turning movement counts performed at East Harmony Road and East Boardwalk Drive intersection, an adjustment factor was calculated. A growth rate of 1.0% was approved by the City and a factor was computed, as shown in Table 1, to grow the counts to 2020. The COVID-19 adjusted rate is 1.07 for AM peak hour and 1.08 for PM peak hour. Table 1: COVID-19 Adjusted Rate Figures 3 and 4 illustrate the existing AM peak hour and PM peak hour volumes after applied COVID-19 adjusted rates at each intersection. Existing traffic counts before COVID-19 adjusted rate can be found under TAB ONE. Year EB WB Average EB WB Average 2017 1145 1372 1857 1830 2020 1129 1288 1730 1782 *Adjusted Rates 1.04 1.10 1.07 1.11 1.06 1.08 East Harmony Road and East Boardwalk Drive *COVID Adjusted Rate =(2017 1-Hour Counts * 1.03)/(2020 1-Hour Counts) AM Peak Hour PM Peak Hour November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 5 of 26 Figure 3: Existing AM Peak Hour COVID-19 Adjusted Volumes November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 6 of 26 Figure 4: Existing PM Peak Hour COVID-19 Adjusted Volumes PLANNED DEVELOPMENT SITE DEVELOPMENT The new Sam’s Club Fuel station has 12 fueling locations, which are six double sided pump stations. SITE ACCESS The new development is majorly accessed via five existing intersections: East Boardwalk Drive and Chase Bank Driveway, East Boardwalk Drive and Miramont Coffee Park Driveway, East Harmony Road and Kohls Driveway, South Lemay Avenue and Haxton Drive, and Oakridge Drive and Counsil Tree Driveway. Figure 5 shows the proposed Fuel station layout and access driveways. November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 7 of 26 Figure 5: Proposed Fuel Station Site Access STUDY METHODOLOGY TRAFFIC SCENARIOS The following traffic scenarios will be analyzed for both peak hours in this study: • Existing 2020 Conditions: Analysis of the existing traffic conditions, utilizing the collected 2020 traffic counts data with COVID-19 adjusted rate. • Proposed 2020 Conditions: Analysis of the background traffic conditions, with added site generated trips from the development of Sam’s Club Fueling station. • Future Scenario - 2040 Conditions: Analysis of the existing traffic grown to 2040 with added site generated trips from the development. Table 2 depicts the traffic volume analyzed per scenario. November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 8 of 26 Table 2: Traffic Volumes Analyzed per Scenario GROWTH RATE To project future traffic conditions, the existing traffic counts were forecasted for the future scenarios. A growth rate of 1.0% was approved by the City and applied to the entire study area. PROJECTED CONDITIONS TRIP GENERATION To complete a Traffic Impact Analysis for the proposed development, the number of trips expected to be generated by the planned facilities must be determined. The number of trips generated by the development during an average weekday, and for weekday peak hours, is based on the land use type and size of the development. Standard rates for Sam’s Club Fuel station (Land Use 944 – Service - Gasoline/Gas Station) from the Institute of Transportation Engineers (ITE) publication, Trip Generation, 10th edition, were used to determine the amount of traffic generated by the development. The average rates were used to estimate trips generated during the AM Peak Hour and PM Peak Hour in accordance with the City Traffic Impact Study Guidelines. The average trip generation rates with the directional distribution are presented in Table 3. Table 3: Trip Generation Conditions and Year Traffic Volumes Analyzed Existing 2020 • Existing 2020 COVID adjusted counts • 2020 COVID adjusted counts • site generated trips from development • 2020 COVID adjusted counts • Background traffic growth • trip generated from development Proposed 2020 Future 2040 Average Total % enter Enter % exit Exit Average Total % enter Enter % exit Exit Sam's Club 944 Service - Gasoline/Gas Station 12 Vehicle Fueling Positions Average Rate 10.28 123 50%62 50%62 14.03 168 50%84 50%84 New Development Trip Generation Development ITE Code Trip Generation Land Use Size Unit ITE Rec. Method AM Peak Hour PM Peak Hour Buildout-2020 November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 9 of 26 PASS-BY TRIP REDUCTION Not all trips to the Sam’s Club Fuel Station (Land Use – 944) are simply to that destination and returning (primary trips); some trips may be as a result of passing by or deliberately diverting to the gas station while travelling to another destination such as the existing Sam’s Club store. These trips are called pass-by trips and should be reduced from the newly generated trips. Therefore, to account for the pass-by trip reduction the ITE Trip Generation handbook 10th Edition was utilized. The handbook provides a methodology that estimates the pass-by trips for different land uses and provided in Figure 6. Figure 6: Pass-by trips Reduction AM Peak and PM Peak November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 10 of 26 Once calculated, the pass-by trips are then subtracted from the trip generation. It was estimated that the number of pass-by trips was 47 for the AM peak hour and 74 for the PM peak hour. Table 4 shows a summary of the trips generated by the proposed development in the study area after the pass-by trip reduction. Table 4: Trip Generation Volumes including Trip Reduction TRIP DISTRIBUTION After determining the number of trips generated by the proposed development, the trips were distributed among roadways accessing the site using a combination of existing and expected travel patterns. This process involves examining the roadways and the expected travel patterns between the site and other trip ends, based on available routes in the study area. All traffic assignments were made over the most reasonable routes for each direction. Figures 7 illustrates the proposed trip distribution for the development. November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 11 of 26 Figure 7: Proposed Trip Distribution Percentages Figures 8 and 9 illustrate the site generated trips volumes for the AM and PM peak hours in 2020. November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 12 of 26 Figure 8: AM Peak Hour Site Generated Trips November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 13 of 26 Figure 9: PM Peak Hour Site Generated Trips November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 14 of 26 QUEUING ANALYSIS AT FUEL STATION A simplified queuing analysis was performed at the Fuel Station for the north to south one-way circulation of the vehicles, as shown in Figure 10. To determine a queue length, a constant arrival rate is assumed within the study hour. Preference of arriving vehicles is assumed to be indifferent to the pumps and vehicles were served on the basis of first-come first-served. ARRIVAL RATE Arrival rate is determined based on the trips attracted by the new Fuel Station. From Table 3, the PM peak hour volume of 84 vehicles was used for the analysis. With 12-pumps, the arrival rate becomes 7 vehicles per hour per pump or approximately 8.5 minutes of inter-arrival time. SERVICE RATE The average service rate at each service pump was determined by engineering judgement and observations made at a typical Sam’s Club Fuel Station. At the Sam’s Club fuel station, vehicles do not occupy the service pump after fueling up in contrast to at a retail gas station with convenience store. Therefore, time spent by a vehicle was measured to get the average service rate per hour per service pump. The average service time was found to be 6 minutes. QUEUE LENGTH ANALYSIS From Figure 10, six bays are available for vehicles to queue before fueling at the pump. Therefore, at each bay, there is a capacity of two vehicles when both the pumps are occupied. Such a queuing can be formulated as a single-channel, multiple-server G/G/c/K, where G represents a constant hourly distribution of inter-arrival time as well as service time, c = 2 servers, and K = 2, capacity of the queue. Thus, analyzing the inter-arrival time and the service time, there should not be spill-over at the new Fuel station resulting in a queue. November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 15 of 26 Figure 10: Proposed Fuel Station Layout November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 16 of 26 TRAFFIC ANALYSIS After developing the projected turning movement volumes for the AM and PM peak hours, capacity analyses were performed for existing conditions, background conditions, and proposed conditions. Intersection operations were analyzed using Synchro 10.0, software developed to automate procedures found in the Highway Capacity Manual. Results of the existing and proposed conditions analyses were compared to determine the impact of the proposed redevelopment on the surrounding roadways. Results of the capacity analyses are reported in standard level of service (LOS) format, with the most favorable conditions being designated as LOS A and the poorest conditions indicated by LOS F. Intersection level of service is based on the amount of delay that each vehicle encounters at a given intersection. The level of service criteria for signalized intersections, along with a brief description of the conditions experienced for each level of service grade, can be seen in Table 5. The level of service criteria for unsignalized intersections can be seen in Table 6. Table 5: Level of Service Criteria for Signalized Intersections Level of Service Stopped Delay (seconds/vehicle) Description A ≤ 10 At a single intersection most vehicles do not stop at all. When linked with other signals, vehicles progress through intersections without stopping. B > 10 and ≤ 20 At a single intersection some vehicles stop before getting a green signal. When linked with other signals, some cars may have to stop but most progress through the intersection without stopping. C > 20 and ≤ 35 At a single intersection, a significant number of vehicles must stop and wait for a green signal. Some vehicles may have to wait through one full signal cycle before being able to move through the intersection. D > 35 and ≤ 55 At this level, congestion is noticeable. Many vehicles have to stop while waiting for a green signal. A noticeable number of vehicles have to wait through one full cycle before being able to continue through the intersection. E > 55 and ≤ 80 At this level, almost all vehicles have to wait through one or more full signal cycles before moving through the intersection. When linked with other signals, progression is slow. F > 80 At this level, the number of vehicles entering the intersection exceeds its capacity. Vehicles have to wait through multiple full signal cycles before moving through the intersection. November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 17 of 26 Table 6: Level of Service Criteria for Unsignalized Intersections Level of Service Avg. Total Delay (seconds/vehicle) Description A ≤ 10 At most, one vehicle is waiting to move through the intersection when the driver reaches the stop sign. Most often, the driver pulls up to the stop sign and is immediately free to proceed through the intersection. B > 10 and ≤ 15 When the driver reaches the intersection, one or two vehicles are in front of him. Once those vehicles proceed through the intersection, the driver is able to continue without opposition. C > 15 and ≤ 25 At this level, several vehicles may be in front of the driver at a two-way stop-controlled intersection. At an all-way stop-controlled intersection, there may be two or more vehicles at each approach that the driver has to wait for before getting his turn. D > 25 and ≤ 35 At this level, there are at least four vehicles in front of the driver and several vehicles at the other approaches. Also, for two-way stop-controlled conditions, the volume of traffic on the uncontrolled street may be high. E > 35 and ≤ 50 When the driver reaches the intersection, there are between five and eight vehicles in front of him and many vehicles at the other approaches that must also proceed through the intersection before the driver may continue. F > 50 At this level, the driver must wait for eight to ten cars at his approach to move through the intersection along with at least five vehicles at the other approaches. This level can also occur at two-way stop-controlled intersections when the uncontrolled street has such a high volume that no gaps are available in the traffic stream for the vehicles at the cross street to continue. Transportation agencies generally consider operations at or above LOS C to be acceptable. In more dense areas, operations at or above LOS D may also be considered acceptable during peak traffic hours. EXISTING CONDITIONS For the analysis of existing conditions, existing traffic count data adjusted for COVID-19 along with current traffic signal timings obtained from the City of Fort Collins were used. Existing AM peak hour and PM peak hour volumes can be seen in Figures 3 and 4. Existing conditions capacity analyses can be found under TAB TWO. PROPOSED CONDITIONS (2020) For the analysis of the proposed conditions, existing traffic plus the proposed traffic volumes along with current traffic signal timings obtained from the City of Fort Collins were used. November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 18 of 26 Proposed AM peak hour and PM peak hour volumes can be seen in Figures 11 and 12. Proposed conditions capacity analyses can be found under TAB THREE. FUTURE CONDITIONS (2040) For the analysis of the future conditions, the existing traffic volumes with added site generated trips grown to 2040 were used. Future 2040 AM peak hour and PM peak hour volumes can be seen in Figures 13 and 14. Future 2040 conditions capacity analyses can be found under TAB FOUR. A comparison of existing, proposed and future AM and PM peak hour level of service and delay can be found in Table 7 and Table 8. Figure 11: Proposed 2020 AM Peak Hour Volumes November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 19 of 26 Figure 12: Proposed 2020 PM Peak Hour Volumes November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 20 of 26 Figure 13: Future 2040 AM Peak Hour Volumes November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 21 of 26 Figure 14: Future 2040 PM Peak Hour Volumes November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 22 of 26 Table 7: AM Peak Hour Level of Service Comparison Left Thru Right Left Thru Right Left Thru Right Left Thru Right A B A A B A D D D D D D B 7.4 12.7 8.3 7.5 12.6 9.5 41.8 51.4 46.3 41.8 50.0 46.0 17.1 A B A A B A D D D D D D B 7.5 12.8 8.9 7.5 12.6 9.5 41.8 52.1 46.3 41.7 50.3 46.3 17.3 B B A B B B D D D D D D B 10.4 16.0 9.9 11.0 16.0 10.9 41.6 50.2 44.6 41.6 48.7 44.7 19.6 B A A A A 14.7 9.7 7.8 7.8 2.2 C A A A A 15.3 9.7 7.8 7.8 2.5 C B A A A 18.6 10.1 8.0 8.0 2.7 B B A A A A 12.5 10.2 7.7 0.0 7.7 1.4 B B A A A 12.5 10.9 7.7 7.7 1.5 B B A A A 14.0 11.5 7.8 7.8 1.6 C A 16.8 0.1 C A 16.9 0.1 C A 20.6 0.1 D A C A A A 28.5 9.9 15.2 8.6 9.3 1.8 D A C A A A 30.1 9.9 15.4 8.7 9.3 2.0 F B C A B A 54.6 10.4 20.9 9.1 10.0 3.0 A A A B A 7.4 7.5 9.7 10.9 3.0 A A A B A 7.4 7.5 9.7 11.0 3.1 A A B B A 7.6 7.6 10.1 11.8 3.2 Analysis Period AM Peak Hour Level of Service (delay in seconds per vehicle) by Approach and Movement Eastbound Westbound Northbound Southbound Intersection Proposed 2040 E Harmony Rd and E Boardwalk Dr Existing 2020 Proposed 2020 Proposed 2040 E Boardwalk Dr and Chase Bank - Driveway 1 Existing 2020 Proposed 2020 Proposed 2040 E Boardwalk Dr and Miramont Coffee Park - Driveway 2 Existing 2020 Proposed 2020 Proposed 2040 E Harmony Rd and Kohls Driveway - Driveway 3 Existing 2020 Proposed 2020 Proposed 2040 S Lemay Ave and Haxton Dr - Driveway 4 Existing 2020 Proposed 2020 Proposed 2040 Oakridge Dr and Counsil Tree Dr - Driveway 5 Existing 2020 Proposed 2020 November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 23 of 26 Table 8: PM Peak Hour Level of Service Comparison Left Thru Right Left Thru Right Left Thru Right Left Thru Right E D B E D B D D D E E D D 55.3 42.8 17.7 69.8 36.4 18.7 47.1 53.2 44.4 56.0 61.0 43.9 40.5 E D B E D B D D D E E D D 55.3 43.5 17.9 69.8 36.9 18.9 48.4 53.4 44.3 56.2 62.0 43.8 41.0 E F B F F C F E D F E D F 56.3 127.6 19.2 95.1 108.7 21.8 92.5 56.5 43.2 113.9 75.9 43.0 96.7 F D B A A B 111.3 33.1 12.5 8.1 8.6 10.7 F E B A A B 138.9 35.5 12.7 8.1 8.6 12.6 F F C A A E 708.0 62.2 15.1 8.4 9.2 48.3 C B A A A 18.8 12.7 8.2 7.8 3.0 C B A A A 18.9 13.2 8.2 7.8 3.1 D C A A A 27.1 15.7 8.4 8.0 4.0 E A 46.9 0.9 E A 49.0 0.9 F A 148.1 2.8 F B B B A E 378.9 11.7 14.2 11.2 9.3 26.5 F B B B A E 448.7 11.8 14.3 11.7 9.3 32.7 F B C B A F 1460.0 13.2 20.8 13.3 10.0 103.3 A A B B A 7.6 7.5 10.1 11.5 2.8 A A B B A 7.6 7.5 10.1 11.8 3.0 A A B B A 7.7 7.6 10.8 13.1 3.3 Proposed 2020 Proposed 2040 Oakridge Dr and Counsil Tree Dr - Driveway 5 Existing 2020 Proposed 2020 Proposed 2040 E Harmony Rd and Kohls Driveway - Driveway 3 Existing 2020 Proposed 2020 Proposed 2040 S Lemay Ave and Haxton Dr - Driveway 4 Existing 2020 Proposed 2020 Proposed 2040 E Boardwalk Dr and Miramont Coffee Park - Driveway 2 Existing 2020 Proposed 2020 Proposed 2040 E Harmony Rd and E Boardwalk Dr Existing 2020 Proposed 2020 Proposed 2040 E Boardwalk Dr and Chase Bank - Driveway 1 Existing 2020 Analysis Period AM Peak Hour Level of Service (delay in seconds per vehicle) by Approach and Movement Eastbound Westbound Northbound Southbound Intersection November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 24 of 26 LEVEL OF SERVICE COMPARISON As can be seen in the Tables 7 and 8, there is minimal impact to the delay and level of service of the study intersections due to the additional site traffic. However, if the background traffic continues to grow at the anticipated rate, some of the intersections will continue to experience higher delays. The following is a summary of findings at the impacted intersection based on the analysis conducted as part of this traffic impact analysis: 1. East Harmony Road and East Boardwalk Drive o In 2020 proposed conditions, the level of service remains at LOS D or better during AM and PM peak hours. This LOS is acceptable; therefore, mitigations were not investigated. o In 2040 proposed conditions, the level of service drops to LOS F during PM peak hour, which is expected with 20 years of traffic growth. Therefore, mitigations were not investigated. 2. East Boardwalk Drive and Chase Bank Drive – Driveway 1 o In 2020 proposed conditions, the level of service remains at LOS B or better during AM and PM peak hours. This LOS is acceptable; therefore, mitigations were not investigated. o In 2040 proposed conditions, the level of service drops to LOS E during PM peak hour, which is expected with 20 years of traffic growth. Therefore, mitigations were not investigated. 3. South Lemay Avenue and Haxton Drive – Driveway 4 o In 2020 proposed conditions, the level of service remains at LOS E or better during AM and PM peak hours. This change is minimal; therefore, mitigations were not investigated. o In 2040 proposed conditions, the level of service drops to LOS F, which is expected with 20 years of traffic growth. Therefore, mitigations were not investigated. November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 25 of 26 CONCLUSIONS AND RECOMMENDATIONS As requested by Sam’s Club, Walter P Moore conducted a traffic impact analysis for the new Sam’s Club Fuel Station in Arvada, Colorado. Also, a queuing analysis was performed at the new Fuel station. The purpose of the study was to determine the potential impacts to traffic operations in the area related to the proposed redevelopment. Transportation and site improvements to mitigate impacts were investigated, if necessary. Based on this traffic impact analysis for the proposed Sam’s Club Fuel Station, all intersections will be minimally impacted. After full build-out, all intersections in the proposed AM and PM peak hours operate at the same LOS before the proposed development therefore, no mitigation is recommended due to the new development. November 5, 2020 Traffic Impact Analysis SAM’S CLUB FUEL STATION #6633 Page 26 of 26 REFERENCES Online Transportation Information System (OTIS). Colorado Department of Transportation: https://dtdapps.coloradodot.info/otis Trip Generation Manual, 10th Edition. Institute of Transportation Engineers, Washington, D.C., 2020. TAB ON Tab One Existing Traffic Volumes All Traffic Data Services 1 E BOARDWALK DR & E HARMONY RD AM Wednesday, October 7, 2020 Peak Hour 08:00 AM - 09:00 AM Peak 15-Minutes 08:45 AM - 09:00 AM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 7:00 AM 0 3 168 11 0 0 2 160 25 0 0 18 7 5 0 0 26 5 4 0 434 2,425 7:15 AM 0 11 232 18 0 0 4 186 50 0 0 13 13 11 0 0 21 6 9 0 574 2,738 7:30 AM 0 6 254 19 0 0 7 225 52 0 0 26 18 9 0 0 41 11 9 0 677 2,847 7:45 AM 0 9 285 26 0 0 21 227 68 0 0 22 22 12 0 0 19 20 9 0 740 2,829 8:00 AM 0 15 251 26 0 0 23 242 74 0 0 27 18 10 0 0 27 19 15 0 747 2,863 8:15 AM 0 6 244 36 0 0 9 220 61 0 0 28 19 9 0 0 29 13 9 0 683 0 8:30 AM 0 8 213 31 0 0 11 236 50 0 0 31 12 16 0 0 23 13 15 0 659 0 8:45 AM 0 10 246 43 0 0 17 271 74 0 0 26 20 12 0 0 29 16 10 0 774 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 1 7 0 0 0 0 9 0 0 0 0 0 0 0 0 2 0 0 0 19 Lights 0 38 931 134 0 0 60 931 257 0 0 111 68 47 0 0 106 61 44 0 2,788 Mediums 0 0 16 2 0 0 0 29 2 0 0 1 1 0 0 0 0 0 5 0 56 Total 0 39 954 136 0 0 60 969 259 0 0 112 69 47 0 0 108 61 49 0 2,863 Bicycles on Crosswalk 1 Heavy Vehicle Percentage 2.6% Heavy Vehicle Percentage 0.0% 2.6% 2.4% 1.5% 0.0% 0.0% 0.0% 3.9% 0.8% 0.0% 0.0% 0.9% 1.4% 0.0% 0.0% 0.0% 1.9% 0.0% 10.2% 0.0% 2.6% Peak Hour Factor (PHF) 0.92 Peak Hour Factor (PHF) 0.00 0.68 0.91 0.79 0.00 0.00 0.70 0.89 0.88 0.00 0.00 0.90 0.88 0.73 0.00 0.00 0.71 0.81 0.82 0.00 0.92 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 7:00 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 0 3 7:15 AM 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 2 7:30 AM 0 0 1 0 0 0 0 6 1 0 0 0 0 0 0 0 0 0 0 0 8 7:45 AM 0 0 1 0 0 0 0 4 0 0 0 0 0 0 0 0 0 1 0 0 6 8:00 AM 0 1 1 0 0 0 0 3 0 0 0 0 0 0 0 0 1 0 0 0 6 8:15 AM 0 0 4 0 0 0 0 4 0 0 0 0 0 0 0 0 1 0 0 0 9 8:30 AM 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 4 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 7:00 AM 0 3 166 9 0 0 2 156 23 0 0 17 7 5 0 0 24 5 3 0 420 7:15 AM 0 10 229 17 0 0 4 176 49 0 0 13 12 10 0 0 21 6 9 0 556 7:30 AM 0 6 249 19 0 0 7 217 51 0 0 26 18 9 0 0 41 11 9 0 663 7:45 AM 0 9 278 26 0 0 21 220 68 0 0 22 22 11 0 0 19 19 9 0 724 8:00 AM 0 14 243 25 0 0 23 232 73 0 0 26 17 10 0 0 26 19 13 0 721 8:15 AM 0 6 236 36 0 0 9 208 60 0 0 28 19 9 0 0 28 13 9 0 661 8:30 AM 0 8 207 30 0 0 11 228 50 0 0 31 12 16 0 0 23 13 12 0 641 8:45 AM 0 10 245 43 0 0 17 263 74 0 0 26 20 12 0 0 29 16 10 0 765 Mediums 7:00 AM 0 0 2 2 0 0 0 3 2 0 0 0 0 0 0 0 2 0 0 0 11 7:15 AM 0 1 3 1 0 0 0 9 0 0 0 0 1 1 0 0 0 0 0 0 16 7:30 AM 0 0 4 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 6 7:45 AM 0 0 6 0 0 0 0 3 0 0 0 0 0 1 0 0 0 0 0 0 10 8:00 AM 0 0 7 1 0 0 0 7 1 0 0 1 1 0 0 0 0 0 2 0 20 8:15 AM 0 0 4 0 0 0 0 8 1 0 0 0 0 0 0 0 0 0 0 0 13 8:30 AM 0 0 4 1 0 0 0 6 0 0 0 0 0 0 0 0 0 0 3 0 14 8:45 AM 0 0 1 0 0 0 0 8 0 0 0 0 0 0 0 0 0 0 0 0 9 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 2 0 2 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 1 0 1 0 0 0 0 0 0 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 1 0 1 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 1 0 1 7:45 AM 0 0 0 0 0 0 0 0 0 1 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 1 1 0 0 0 0 2 2 8:30 AM 1 0 1 0 0 0 0 0 0 0 0 0 8:45 AM 1 0 1 0 0 0 0 0 0 0 1 1 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound E HARMONY RD E HARMONY RD E BOARDWALK DR E BOARDWALK DR Eastbound Westbound Northbound Southbound 1 0 0 0 2.3% 3.1% 0.9% 3.2% 0.92 0.89 0.97 0.91 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound All Traffic Data Services 1 E BOARDWALK DR & E HARMONY RD PM Wednesday, October 7, 2020 Peak Hour 04:30 PM - 05:30 PM Peak 15-Minutes 05:00 PM - 05:15 PM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 4:00 PM 0 6 294 57 0 1 27 314 73 0 0 58 31 20 0 0 63 32 10 0 986 4,284 4:15 PM 2 12 383 59 0 0 20 390 96 0 0 59 37 17 0 0 51 33 18 0 1,177 4,493 4:30 PM 0 9 334 58 0 0 17 325 68 0 0 51 43 15 0 0 74 54 16 0 1,064 4,494 4:45 PM 1 18 359 60 0 0 16 305 72 0 0 56 33 25 0 0 56 39 17 0 1,057 4,456 5:00 PM 0 11 358 65 0 0 16 386 82 0 0 73 42 18 0 0 77 46 21 0 1,195 4,376 5:15 PM 0 14 374 69 0 0 26 378 91 0 0 52 25 31 0 0 65 38 15 0 1,178 0 5:30 PM 0 12 329 64 0 0 17 300 77 0 0 65 44 21 0 0 56 28 13 0 1,026 0 5:45 PM 0 8 321 43 0 1 20 332 76 0 0 47 22 16 0 0 42 36 13 0 977 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 7 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 13 Lights 1 51 1,409 252 0 0 75 1,382 313 0 0 232 143 89 0 0 272 177 69 0 4,465 Mediums 0 1 9 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 16 Total 1 52 1,425 252 0 0 75 1,394 313 0 0 232 143 89 0 0 272 177 69 0 4,494 Bicycles on Crosswalk 2 Heavy Vehicle Percentage 0.6% Heavy Vehicle Percentage 0.0% 1.9% 1.1% 0.0% 0.0% 0.0% 0.0% 0.9% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.6% Peak Hour Factor (PHF) 0.94 Peak Hour Factor (PHF) 0.38 0.76 0.94 0.93 0.00 0.25 0.74 0.90 0.90 0.00 0.00 0.84 0.90 0.77 0.00 0.00 0.88 0.82 0.86 0.00 0.94 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 4:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 4:15 PM 0 0 2 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 0 0 5 4:30 PM 0 0 2 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 3 4:45 PM 0 0 2 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 0 0 2 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 6 5:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 4 5:45 PM 0 0 2 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 4 Lights 4:00 PM 0 6 289 55 0 1 27 310 73 0 0 58 31 20 0 0 63 32 10 0 975 4:15 PM 2 12 379 59 0 0 20 387 95 0 0 59 36 17 0 0 51 33 18 0 1168 4:30 PM 0 9 330 58 0 0 17 323 68 0 0 51 43 15 0 0 74 54 16 0 1058 4:45 PM 1 18 355 60 0 0 16 304 72 0 0 56 33 25 0 0 56 39 17 0 1052 5:00 PM 0 10 355 65 0 0 16 380 82 0 0 73 42 18 0 0 77 46 21 0 1185 5:15 PM 0 14 369 69 0 0 26 375 91 0 0 52 25 31 0 0 65 38 15 0 1170 5:30 PM 0 12 327 63 0 0 17 297 77 0 0 65 44 21 0 0 56 28 13 0 1020 5:45 PM 0 8 318 43 0 1 20 330 75 0 0 47 21 16 0 0 42 35 13 0 969 Mediums 4:00 PM 0 0 3 2 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 9 4:15 PM 0 0 2 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 4 4:30 PM 0 0 2 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 3 4:45 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 1 1 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 4 5:15 PM 0 0 4 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 7 5:30 PM 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 5:45 PM 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 4 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 1 1 4:15 PM 0 0 0 0 0 0 0 0 0 0 1 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 1 1 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 1 0 1 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 2 0 2 0 0 0 0 1 1 0 0 0 5:45 PM 0 0 0 0 1 1 1 0 1 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 1 1 2 0 0 0 0 0 0 0 0 0 4:15 PM 0 1 1 0 1 1 0 1 1 1 0 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 1 1 0 0 0 0 1 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 1 0 1 5:30 PM 0 0 0 2 0 2 0 0 0 1 0 1 5:45 PM 0 0 0 0 1 1 0 0 0 0 0 0 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound E HARMONY RD E HARMONY RD E BOARDWALK DR E BOARDWALK DR Eastbound Westbound Northbound Southbound 0 1 1 0 1.0% 0.7% 0.0% 0.0% 0.95 0.91 0.91 0.90 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound All Traffic Data Services 4 E BOARDWALK DR & CHASE BANK AM Wednesday, October 7, 2020 Peak Hour 08:00 AM - 09:00 AM Peak 15-Minutes 08:00 AM - 08:15 AM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 7:00 AM 0 0 0 2 0 0 0 0 6 0 0 1 22 0 0 0 1 17 1 0 50 342 7:15 AM 0 1 0 0 0 0 0 0 1 0 0 0 41 0 0 0 3 24 3 0 73 426 7:30 AM 0 4 0 1 0 0 0 1 2 0 0 2 48 0 0 0 3 28 6 0 95 470 7:45 AM 0 5 0 3 0 0 0 0 4 0 0 2 42 1 0 0 9 53 5 0 124 494 8:00 AM 0 7 0 3 0 0 0 0 4 0 0 9 43 0 0 0 8 39 21 0 134 498 8:15 AM 0 2 0 1 0 0 0 0 7 0 0 8 46 3 0 0 4 42 4 0 117 0 8:30 AM 0 2 1 0 0 0 0 0 9 0 0 2 47 0 0 0 11 40 7 0 119 0 8:45 AM 0 5 0 0 0 0 0 0 12 0 0 0 39 0 0 0 15 48 9 0 128 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Lights 0 16 1 4 0 0 0 0 31 0 0 19 173 3 0 0 37 167 41 0 492 Mediums 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 2 0 0 5 Total 0 16 1 4 0 0 0 0 32 0 0 19 175 3 0 0 38 169 41 0 498 Bicycles on Crosswalk 0 Heavy Vehicle Percentage 1.2% Heavy Vehicle Percentage 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 3.1% 0.0% 0.0% 0.0% 1.1% 0.0% 0.0% 0.0% 2.6% 1.2% 0.0% 0.0% 1.2% Peak Hour Factor (PHF) 0.93 Peak Hour Factor (PHF) 0.00 0.64 0.25 0.67 0.00 0.00 0.00 0.25 0.67 0.00 0.00 0.58 0.93 0.33 0.00 0.00 0.63 0.82 0.49 0.00 0.93 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 7:00 AM 0 0 0 2 0 0 0 0 6 0 0 1 22 0 0 0 1 15 1 0 48 7:15 AM 0 1 0 0 0 0 0 0 1 0 0 0 39 0 0 0 3 23 3 0 70 7:30 AM 0 4 0 1 0 0 0 1 2 0 0 2 48 0 0 0 3 28 6 0 95 7:45 AM 0 5 0 3 0 0 0 0 4 0 0 2 41 1 0 0 9 52 4 0 121 8:00 AM 0 7 0 3 0 0 0 0 4 0 0 9 41 0 0 0 8 37 21 0 130 8:15 AM 0 2 0 1 0 0 0 0 7 0 0 8 46 3 0 0 4 42 4 0 117 8:30 AM 0 2 1 0 0 0 0 0 9 0 0 2 47 0 0 0 10 40 7 0 118 8:45 AM 0 5 0 0 0 0 0 0 11 0 0 0 39 0 0 0 15 48 9 0 127 Mediums 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 8:45 AM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 1 0 1 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 1 0 1 0 0 0 1 0 1 0 0 0 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound SAMS DRIVEWAY #1 CHASE BANK E BOARDWALK DR E BOARDWALK DR Eastbound Westbound Northbound Southbound 0 0 0 0 0.0% 3.1% 1.0% 1.2% 0.65 0.67 0.89 0.86 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound All Traffic Data Services 4 E BOARDWALK DR & CHASE BANK PM Wednesday, October 7, 2020 Peak Hour 04:45 PM - 05:45 PM Peak 15-Minutes 05:00 PM - 05:15 PM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 4:00 PM 0 10 0 2 0 0 1 0 37 0 0 0 49 3 0 0 24 72 14 0 212 929 4:15 PM 0 10 0 2 0 0 4 2 41 0 0 1 67 1 0 0 43 60 9 0 240 988 4:30 PM 0 5 1 4 0 0 1 0 39 0 0 2 54 2 0 0 23 92 10 0 233 989 4:45 PM 0 11 1 3 0 0 1 1 45 0 0 1 61 4 0 0 40 67 9 0 244 997 5:00 PM 0 12 2 4 0 0 2 0 41 0 0 2 74 2 0 0 36 92 4 0 271 932 5:15 PM 0 15 0 2 0 0 4 0 38 0 0 1 55 1 0 0 42 79 4 0 241 0 5:30 PM 0 9 0 0 0 0 3 0 50 0 0 1 70 3 0 0 47 53 5 0 241 0 5:45 PM 0 0 0 0 0 0 1 0 39 0 0 0 45 3 0 0 44 44 3 0 179 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 47 3 9 0 0 10 1 174 0 0 5 259 10 0 0 165 291 22 0 996 Mediums 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Total 0 47 3 9 0 0 10 1 174 0 0 5 260 10 0 0 165 291 22 0 997 Bicycles on Crosswalk 3 Heavy Vehicle Percentage 0.1% Heavy Vehicle Percentage 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.4% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.1% Peak Hour Factor (PHF) 0.92 Peak Hour Factor (PHF) 0.00 0.78 0.50 0.81 0.00 0.00 0.63 0.38 0.87 0.00 0.00 0.75 0.88 0.63 0.00 0.00 0.90 0.90 0.75 0.00 0.92 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 4:00 PM 0 10 0 2 0 0 1 0 37 0 0 0 49 3 0 0 24 70 14 0 210 4:15 PM 0 10 0 2 0 0 4 2 41 0 0 1 65 1 0 0 43 60 9 0 238 4:30 PM 0 5 1 4 0 0 1 0 39 0 0 2 54 2 0 0 23 92 10 0 233 4:45 PM 0 11 1 3 0 0 1 1 45 0 0 1 61 4 0 0 40 67 9 0 244 5:00 PM 0 12 2 4 0 0 2 0 41 0 0 2 74 2 0 0 36 92 4 0 271 5:15 PM 0 15 0 2 0 0 4 0 38 0 0 1 55 1 0 0 42 79 4 0 241 5:30 PM 0 9 0 0 0 0 3 0 50 0 0 1 69 3 0 0 47 53 5 0 240 5:45 PM 0 0 0 0 0 0 1 0 39 0 0 0 44 3 0 0 44 43 3 0 177 Mediums 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 2 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 1 1 0 0 0 0 0 0 0 0 0 5:30 PM 1 1 2 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 1 0 1 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 2 0 2 0 0 0 0 0 0 5:45 PM 0 0 0 0 1 1 0 0 0 0 0 0 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound SAMS DRIVEWAY #1 CHASE BANK E BOARDWALK DR E BOARDWALK DR Eastbound Westbound Northbound Southbound 3 0 0 0 0.0% 0.0% 0.4% 0.0% 0.83 0.87 0.88 0.94 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound All Traffic Data Services 5 E BOARDWALK DR & MIRAMONT OFFICE PARK AM Wednesday, October 7, 2020 Peak Hour 07:45 AM - 08:45 AM Peak 15-Minutes 07:45 AM - 08:00 AM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 7:00 AM 0 1 0 0 0 0 0 0 1 0 0 0 22 1 0 0 1 14 1 0 41 296 7:15 AM 0 3 0 1 0 0 0 0 1 0 0 1 37 0 0 0 0 18 7 0 68 354 7:30 AM 0 2 0 0 0 0 0 0 1 0 0 2 46 0 0 0 0 22 7 0 80 380 7:45 AM 0 7 0 0 0 0 1 0 2 0 0 4 41 7 0 0 2 37 6 0 107 390 8:00 AM 0 6 0 1 0 0 0 0 2 0 0 2 43 0 0 0 4 32 9 0 99 378 8:15 AM 0 7 0 0 0 0 0 0 0 0 0 2 42 0 0 0 1 31 11 0 94 0 8:30 AM 0 6 0 0 0 0 0 0 0 0 0 0 42 1 0 0 2 29 10 0 90 0 8:45 AM 0 1 0 2 0 0 0 0 1 0 0 3 37 4 0 0 4 39 4 0 95 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 1 0 0 3 Lights 0 26 0 1 0 0 1 0 3 0 0 8 166 8 0 0 9 126 36 0 384 Mediums 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 0 3 Total 0 26 0 1 0 0 1 0 4 0 0 8 168 8 0 0 9 129 36 0 390 Bicycles on Crosswalk 0 Heavy Vehicle Percentage 1.5% Heavy Vehicle Percentage 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 25.0% 0.0% 0.0% 0.0% 1.2% 0.0% 0.0% 0.0% 0.0% 2.3% 0.0% 0.0% 1.5% Peak Hour Factor (PHF) 0.91 Peak Hour Factor (PHF) 0.00 0.93 0.00 0.38 0.00 0.00 0.25 0.00 0.75 0.00 0.00 0.63 0.93 0.29 0.00 0.00 0.69 0.84 0.82 0.00 0.91 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 2 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 7:00 AM 0 1 0 0 0 0 0 0 1 0 0 0 21 1 0 0 1 12 1 0 38 7:15 AM 0 3 0 1 0 0 0 0 1 0 0 1 35 0 0 0 0 17 7 0 65 7:30 AM 0 2 0 0 0 0 0 0 1 0 0 2 46 0 0 0 0 22 7 0 80 7:45 AM 0 7 0 0 0 0 1 0 2 0 0 4 40 7 0 0 2 36 6 0 105 8:00 AM 0 6 0 1 0 0 0 0 1 0 0 2 42 0 0 0 4 30 9 0 95 8:15 AM 0 7 0 0 0 0 0 0 0 0 0 2 42 0 0 0 1 31 11 0 94 8:30 AM 0 6 0 0 0 0 0 0 0 0 0 0 42 1 0 0 2 29 10 0 90 8:45 AM 0 1 0 2 0 0 0 0 1 0 0 3 37 4 0 0 4 39 4 0 95 Mediums 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 3 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 1 0 1 0 0 0 0 0 0 7:15 AM 0 0 0 2 0 2 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 1 1 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 2 2 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 2 0 2 0 0 0 0 0 0 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound SAMS DRIVEWAY #2 MIRAMONT OFFICE PARK E BOARDWALK DR E BOARDWALK DR Eastbound Westbound Northbound Southbound 0 0 0 0 0.0% 20.0% 1.1% 1.7% 0.96 0.58 0.91 0.94 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound All Traffic Data Services 5 E BOARDWALK DR & MIRAMONT OFFICE PARK PM Wednesday, October 7, 2020 Peak Hour 04:30 PM - 05:30 PM Peak 15-Minutes 05:00 PM - 05:15 PM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 4:00 PM 0 7 1 2 0 0 1 0 4 0 0 4 38 4 0 0 5 64 6 0 136 593 4:15 PM 0 5 0 2 0 0 3 0 11 0 0 0 50 7 0 0 8 53 5 0 144 637 4:30 PM 0 9 0 0 0 0 4 0 8 0 0 1 41 2 0 0 11 82 4 0 162 653 4:45 PM 0 10 0 3 0 0 2 1 12 0 0 2 47 2 0 0 4 65 3 0 151 626 5:00 PM 0 15 0 3 0 0 3 0 8 0 0 0 54 4 0 0 8 79 6 0 180 574 5:15 PM 0 8 0 2 0 0 7 0 10 0 0 1 40 0 0 0 7 78 7 0 160 0 5:30 PM 0 12 0 0 0 0 3 0 8 0 0 0 54 0 0 0 5 51 2 0 135 0 5:45 PM 0 7 0 1 0 0 1 0 10 0 0 0 32 2 0 0 9 36 1 0 99 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 42 0 8 0 0 16 1 38 0 0 3 182 8 0 0 30 304 20 0 652 Mediums 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 Total 0 42 0 8 0 0 16 1 38 0 0 4 182 8 0 0 30 304 20 0 653 Bicycles on Crosswalk 1 Heavy Vehicle Percentage 0.2% Heavy Vehicle Percentage 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 25.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.2% Peak Hour Factor (PHF) 0.91 Peak Hour Factor (PHF) 0.00 0.75 0.25 0.67 0.00 0.00 0.57 0.25 0.81 0.00 0.00 0.44 0.90 0.54 0.00 0.00 0.70 0.93 0.71 0.00 0.91 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 4:00 PM 0 7 1 2 0 0 1 0 4 0 0 4 38 4 0 0 5 62 6 0 134 4:15 PM 0 5 0 2 0 0 3 0 11 0 0 0 50 7 0 0 8 53 5 0 144 4:30 PM 0 9 0 0 0 0 4 0 8 0 0 1 41 2 0 0 11 82 4 0 162 4:45 PM 0 10 0 3 0 0 2 1 12 0 0 1 47 2 0 0 4 65 3 0 150 5:00 PM 0 15 0 3 0 0 3 0 8 0 0 0 54 4 0 0 8 79 6 0 180 5:15 PM 0 8 0 2 0 0 7 0 10 0 0 1 40 0 0 0 7 78 7 0 160 5:30 PM 0 12 0 0 0 0 3 0 8 0 0 0 53 0 0 0 5 51 2 0 134 5:45 PM 0 7 0 1 0 0 1 0 10 0 0 0 32 2 0 0 9 35 1 0 98 Mediums 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 1 1 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 1 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 1 0 1 0 0 0 0 0 0 0 0 0 5:15 PM 1 0 1 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 1 1 2 0 0 0 0 0 0 5:45 PM 0 1 1 0 0 0 0 0 0 0 0 0 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound SAMS DRIVEWAY #2 MIRAMONT OFFICE PARK E BOARDWALK DR E BOARDWALK DR Eastbound Westbound Northbound Southbound 1 0 0 0 0.0% 0.0% 0.5% 0.0% 0.74 0.81 0.91 0.91 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound All Traffic Data Services 3 KOHLS DRIVEWAY & E HARMONY RD AM Wednesday, October 7, 2020 Peak Hour 08:00 AM - 09:00 AM Peak 15-Minutes 08:45 AM - 09:00 AM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 7:00 AM 0 0 197 4 0 0 0 196 0 0 0 0 0 0 0 0 0 0 0 0 397 2,105 7:15 AM 0 0 267 1 0 0 0 241 0 0 0 0 0 1 0 0 0 0 0 0 510 2,323 7:30 AM 0 0 305 2 0 0 0 263 0 0 0 0 0 3 0 0 0 0 0 0 573 2,406 7:45 AM 0 0 323 0 0 0 0 301 0 0 0 0 0 1 0 0 0 0 0 0 625 2,395 8:00 AM 0 0 282 4 0 0 0 327 0 0 0 0 0 2 0 0 0 0 0 0 615 2,410 8:15 AM 0 0 278 5 0 0 0 306 0 0 0 0 0 4 0 0 0 0 0 0 593 0 8:30 AM 0 0 268 6 0 0 0 285 0 0 0 0 0 3 0 0 0 0 0 0 562 0 8:45 AM 0 0 281 6 0 0 0 352 0 0 0 0 0 1 0 0 0 0 0 0 640 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 11 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 18 Lights 0 0 1,082 21 0 0 0 1,230 0 0 0 0 0 10 0 0 0 0 0 0 2,343 Mediums 0 0 16 0 0 0 0 33 0 0 0 0 0 0 0 0 0 0 0 0 49 Total 0 0 1,109 21 0 0 0 1,270 0 0 0 0 0 10 0 0 0 0 0 0 2,410 Bicycles on Crosswalk 1 Heavy Vehicle Percentage 2.8% Heavy Vehicle Percentage 0.0% 0.0% 2.4% 0.0% 0.0% 0.0% 0.0% 3.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 2.8% Peak Hour Factor (PHF) 0.94 Peak Hour Factor (PHF) 0.00 0.00 0.92 0.88 0.00 0.00 0.00 0.90 0.00 0.00 0.00 0.00 0.00 0.63 0.00 0.00 0.00 0.00 0.00 0.00 0.94 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 7:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 7:15 AM 0 0 1 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 3 7:30 AM 0 0 1 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 8 7:45 AM 0 0 1 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 5 8:00 AM 0 0 4 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 6 8:15 AM 0 0 5 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 8 8:30 AM 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 4 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 7:00 AM 0 0 189 4 0 0 0 190 0 0 0 0 0 0 0 0 0 0 0 0 383 7:15 AM 0 0 263 1 0 0 0 230 0 0 0 0 0 1 0 0 0 0 0 0 495 7:30 AM 0 0 300 2 0 0 0 254 0 0 0 0 0 3 0 0 0 0 0 0 559 7:45 AM 0 0 316 0 0 0 0 293 0 0 0 0 0 1 0 0 0 0 0 0 610 8:00 AM 0 0 273 4 0 0 0 314 0 0 0 0 0 2 0 0 0 0 0 0 593 8:15 AM 0 0 268 5 0 0 0 295 0 0 0 0 0 4 0 0 0 0 0 0 572 8:30 AM 0 0 261 6 0 0 0 276 0 0 0 0 0 3 0 0 0 0 0 0 546 8:45 AM 0 0 280 6 0 0 0 345 0 0 0 0 0 1 0 0 0 0 0 0 632 Mediums 7:00 AM 0 0 8 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 13 7:15 AM 0 0 3 0 0 0 0 9 0 0 0 0 0 0 0 0 0 0 0 0 12 7:30 AM 0 0 4 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 6 7:45 AM 0 0 6 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 10 8:00 AM 0 0 5 0 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 16 8:15 AM 0 0 5 0 0 0 0 8 0 0 0 0 0 0 0 0 0 0 0 0 13 8:30 AM 0 0 5 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 12 8:45 AM 0 0 1 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 8 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 1 0 1 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 1 0 1 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 1 1 0 0 0 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound E HARMONY RD E HARMONY RD KOHLS DRIVEWAY KOHLS Eastbound Westbound Northbound Southbound 0 0 1 0 2.4% 3.1% 0.0% 0.0% 0.93 0.90 0.63 0.00 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound All Traffic Data Services 3 KOHLS DRIVEWAY & E HARMONY RD PM Wednesday, October 7, 2020 Peak Hour 04:30 PM - 05:30 PM Peak 15-Minutes 05:15 PM - 05:30 PM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 4:00 PM 0 0 360 18 0 0 0 428 0 0 0 0 0 31 0 0 0 0 0 0 837 3,496 4:15 PM 0 0 437 14 0 0 0 477 0 0 0 0 0 23 0 0 0 0 0 0 951 3,603 4:30 PM 0 0 412 17 0 0 0 414 0 0 0 0 0 18 0 0 0 0 0 0 861 3,631 4:45 PM 0 0 419 13 0 0 0 405 0 0 0 0 0 10 0 0 0 0 0 0 847 3,593 5:00 PM 0 0 443 17 0 0 0 463 0 0 0 0 0 21 0 0 0 0 0 0 944 3,571 5:15 PM 0 0 445 28 0 0 0 489 0 0 0 0 0 17 0 0 0 0 0 0 979 0 5:30 PM 0 0 391 14 0 0 0 393 0 0 0 0 0 25 0 0 0 0 0 0 823 0 5:45 PM 0 0 367 16 0 0 0 417 0 0 0 0 0 25 0 0 0 0 0 0 825 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 7 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 14 Lights 0 0 1,702 74 0 0 0 1,756 0 0 0 0 0 66 0 0 0 0 0 0 3,598 Mediums 0 0 10 1 0 0 0 8 0 0 0 0 0 0 0 0 0 0 0 0 19 Total 0 0 1,719 75 0 0 0 1,771 0 0 0 0 0 66 0 0 0 0 0 0 3,631 Bicycles on Crosswalk 2 Heavy Vehicle Percentage 0.9% Heavy Vehicle Percentage 0.0% 0.0% 1.0% 1.3% 0.0% 0.0% 0.0% 0.8% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.9% Peak Hour Factor (PHF) 0.93 Peak Hour Factor (PHF) 0.00 0.00 0.97 0.67 0.00 0.00 0.00 0.91 0.00 0.00 0.00 0.00 0.00 0.88 0.00 0.00 0.00 0.00 0.00 0.00 0.93 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 4:00 PM 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 4 4:15 PM 0 0 2 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 3 4:30 PM 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 4 4:45 PM 0 0 2 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 0 0 2 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 6 5:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 4 5:45 PM 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 4 Lights 4:00 PM 0 0 354 18 0 0 0 423 0 0 0 0 0 31 0 0 0 0 0 0 826 4:15 PM 0 0 433 14 0 0 0 474 0 0 0 0 0 23 0 0 0 0 0 0 944 4:30 PM 0 0 408 17 0 0 0 412 0 0 0 0 0 18 0 0 0 0 0 0 855 4:45 PM 0 0 415 13 0 0 0 404 0 0 0 0 0 10 0 0 0 0 0 0 842 5:00 PM 0 0 438 17 0 0 0 456 0 0 0 0 0 21 0 0 0 0 0 0 932 5:15 PM 0 0 441 27 0 0 0 484 0 0 0 0 0 17 0 0 0 0 0 0 969 5:30 PM 0 0 389 14 0 0 0 390 0 0 0 0 0 25 0 0 0 0 0 0 818 5:45 PM 0 0 364 16 0 0 0 414 0 0 0 0 0 25 0 0 0 0 0 0 819 Mediums 4:00 PM 0 0 4 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 7 4:15 PM 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 4 4:30 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 4:45 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 0 3 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 6 5:15 PM 0 0 3 1 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 9 5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 1 0 1 0 0 0 4:45 PM 0 0 0 0 0 0 1 0 1 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 1 1 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 3 0 3 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound E HARMONY RD E HARMONY RD KOHLS DRIVEWAY KOHLS Eastbound Westbound Northbound Southbound 0 0 2 0 1.0% 0.8% 0.0% 0.0% 0.95 0.91 0.88 0.00 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound All Traffic Data Services 6 S LEMAY AVE & HAXTON DR AM Wednesday, October 7, 2020 Peak Hour 07:30 AM - 08:30 AM Peak 15-Minutes 07:45 AM - 08:00 AM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 7:00 AM 0 6 0 2 0 0 0 0 5 0 0 1 95 1 0 0 3 44 10 0 167 948 7:15 AM 0 4 0 6 0 0 1 1 1 0 0 3 128 0 0 0 2 55 12 0 213 1,058 7:30 AM 0 8 1 7 0 0 1 0 7 0 0 1 157 0 0 0 8 75 16 0 281 1,124 7:45 AM 0 5 1 5 0 0 0 0 8 0 0 3 144 2 0 0 3 100 16 0 287 1,099 8:00 AM 0 4 1 7 0 0 0 3 7 0 0 6 136 0 0 0 9 95 9 0 277 1,097 8:15 AM 0 10 2 3 0 0 0 0 3 0 0 4 117 4 0 0 12 104 20 0 279 0 8:30 AM 0 8 0 3 0 0 2 0 4 0 0 4 128 0 0 0 5 92 10 0 256 0 8:45 AM 0 9 1 9 0 0 0 0 4 0 0 5 104 1 0 0 16 112 24 0 285 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 Lights 0 26 5 22 0 0 1 3 23 0 0 14 548 6 0 0 31 364 59 0 1,102 Mediums 0 1 0 0 0 0 0 0 2 0 0 0 6 0 0 0 1 8 2 0 20 Total 0 27 5 22 0 0 1 3 25 0 0 14 554 6 0 0 32 374 61 0 1,124 Bicycles on Crosswalk 0 Heavy Vehicle Percentage 2.0% Heavy Vehicle Percentage 0.0% 3.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 8.0% 0.0% 0.0% 0.0% 1.1% 0.0% 0.0% 0.0% 3.1% 2.7% 3.3% 0.0% 2.0% Peak Hour Factor (PHF) 0.98 Peak Hour Factor (PHF) 0.00 0.78 0.63 0.89 0.00 0.00 0.25 0.33 0.78 0.00 0.00 0.79 0.90 0.38 0.00 0.00 0.66 0.90 0.66 0.00 0.98 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 Lights 7:00 AM 0 6 0 2 0 0 0 0 5 0 0 1 95 1 0 0 3 44 10 0 167 7:15 AM 0 4 0 6 0 0 1 1 1 0 0 3 126 0 0 0 2 53 11 0 208 7:30 AM 0 7 1 7 0 0 1 0 7 0 0 1 154 0 0 0 8 75 16 0 277 7:45 AM 0 5 1 5 0 0 0 0 7 0 0 3 144 2 0 0 3 98 16 0 284 8:00 AM 0 4 1 7 0 0 0 3 6 0 0 6 135 0 0 0 9 92 9 0 272 8:15 AM 0 10 2 3 0 0 0 0 3 0 0 4 115 4 0 0 11 99 18 0 269 8:30 AM 0 8 0 3 0 0 2 0 4 0 0 4 127 0 0 0 5 88 9 0 250 8:45 AM 0 9 1 8 0 0 0 0 4 0 0 5 102 1 0 0 16 107 23 0 276 Mediums 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 2 1 0 5 7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 4 7:45 AM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 2 0 0 3 8:00 AM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 2 0 0 4 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 4 2 0 9 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 4 1 0 6 8:45 AM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 5 1 0 8 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 0 0 0 0 1 1 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 1 1 2 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 1 0 1 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound CIRCLE K DRIVEWAY HAXTON DR S LEMAY AVE S LEMAY AVE Eastbound Westbound Northbound Southbound 0 0 0 0 1.9% 6.9% 1.0% 2.8% 0.75 0.73 0.92 0.84 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound All Traffic Data Services 6 S LEMAY AVE & HAXTON DR PM Wednesday, October 7, 2020 Peak Hour 04:45 PM - 05:45 PM Peak 15-Minutes 05:00 PM - 05:15 PM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 4:00 PM 0 21 3 8 0 0 1 2 7 0 0 1 123 3 0 0 10 139 65 0 383 1,608 4:15 PM 0 30 1 12 0 0 1 0 9 0 0 6 129 1 0 0 10 140 57 0 396 1,686 4:30 PM 0 31 0 18 0 0 0 1 8 0 0 4 119 0 0 0 12 138 68 0 399 1,715 4:45 PM 0 29 2 17 0 0 1 0 11 0 0 9 130 0 0 0 13 152 66 0 430 1,716 5:00 PM 0 23 3 14 0 0 2 0 16 0 0 8 161 2 0 0 10 161 61 0 461 1,637 5:15 PM 0 31 0 13 0 0 0 0 14 0 0 9 113 0 0 0 10 167 68 0 425 0 5:30 PM 0 27 1 9 0 0 0 0 13 0 0 8 129 2 0 0 12 142 57 0 400 0 5:45 PM 0 20 1 15 0 0 0 0 6 0 0 6 117 0 0 0 4 136 46 0 351 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 0 110 6 52 0 0 3 0 52 0 0 34 531 4 0 0 44 621 252 0 1,709 Mediums 0 0 0 1 0 0 0 0 2 0 0 0 2 0 0 0 1 1 0 0 7 Total 0 110 6 53 0 0 3 0 54 0 0 34 533 4 0 0 45 622 252 0 1,716 Bicycles on Crosswalk 4 Heavy Vehicle Percentage 0.4% Heavy Vehicle Percentage 0.0% 0.0% 0.0% 1.9% 0.0% 0.0% 0.0% 0.0% 3.7% 0.0% 0.0% 0.0% 0.4% 0.0% 0.0% 0.0% 2.2% 0.2% 0.0% 0.0% 0.4% Peak Hour Factor (PHF) 0.93 Peak Hour Factor (PHF) 0.00 0.92 0.50 0.86 0.00 0.00 0.50 0.38 0.84 0.00 0.00 0.94 0.84 0.33 0.00 0.00 0.87 0.93 0.97 0.00 0.93 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 4:00 PM 0 20 3 8 0 0 1 2 7 0 0 1 121 3 0 0 10 138 65 0 379 4:15 PM 0 30 1 12 0 0 1 0 9 0 0 6 129 1 0 0 10 140 56 0 395 4:30 PM 0 31 0 18 0 0 0 1 8 0 0 4 118 0 0 0 11 136 67 0 394 4:45 PM 0 29 2 16 0 0 1 0 11 0 0 9 130 0 0 0 13 151 66 0 428 5:00 PM 0 23 3 14 0 0 2 0 16 0 0 8 160 2 0 0 9 161 61 0 459 5:15 PM 0 31 0 13 0 0 0 0 12 0 0 9 113 0 0 0 10 167 68 0 423 5:30 PM 0 27 1 9 0 0 0 0 13 0 0 8 128 2 0 0 12 142 57 0 399 5:45 PM 0 20 1 15 0 0 0 0 6 0 0 6 117 0 0 0 4 134 46 0 349 Mediums 4:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 4 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 1 0 4 4:45 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 2 5:15 PM 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 1 1 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 1 1 2 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 2 0 2 0 0 0 0 0 0 5:45 PM 0 0 0 1 0 1 0 0 0 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 1 1 0 0 0 0 2 2 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound CIRCLE K DRIVEWAY HAXTON DR S LEMAY AVE S LEMAY AVE Eastbound Westbound Northbound Southbound 2 2 0 0 0.6% 3.5% 0.4% 0.2% 0.92 0.79 0.83 0.94 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound All Traffic Data Services 2 COUNSIL TREE & OAKRIDGE DR AM Wednesday, October 7, 2020 Peak Hour 08:00 AM - 09:00 AM Peak 15-Minutes 08:15 AM - 08:30 AM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 7:00 AM 0 0 13 1 0 0 1 3 0 0 0 1 0 3 0 0 0 0 0 0 22 112 7:15 AM 0 0 11 3 0 0 2 10 2 0 0 0 0 3 0 0 0 0 0 0 31 151 7:30 AM 0 0 6 2 0 0 1 6 0 0 0 2 0 2 0 0 1 0 0 0 20 184 7:45 AM 0 0 16 3 0 0 2 13 1 0 0 0 0 3 0 0 1 0 0 0 39 209 8:00 AM 0 0 23 4 0 0 6 18 1 0 0 2 0 7 0 0 0 0 0 0 61 224 8:15 AM 0 0 13 5 0 0 13 18 1 0 0 5 0 6 0 0 3 0 0 0 64 0 8:30 AM 0 0 8 2 0 0 13 16 1 0 0 3 0 2 0 0 0 0 0 0 45 0 8:45 AM 0 1 15 1 0 1 10 18 3 0 0 1 0 1 0 0 3 0 0 0 54 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 1 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 3 Lights 0 1 57 12 0 1 42 69 5 0 0 11 0 16 0 0 6 0 0 0 220 Mediums 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Total 0 1 59 12 0 1 42 70 6 0 0 11 0 16 0 0 6 0 0 0 224 Bicycles on Crosswalk 0 Heavy Vehicle Percentage 1.8% Heavy Vehicle Percentage 0.0% 0.0% 3.4% 0.0% 0.0% 0.0% 0.0% 1.4% 16.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 1.8% Peak Hour Factor (PHF) 0.88 Peak Hour Factor (PHF) 0.00 0.25 0.65 0.70 0.00 0.25 0.81 0.97 0.50 0.00 0.00 0.55 0.00 0.64 0.00 0.00 0.50 0.00 0.00 0.00 0.88 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 8:15 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 7:00 AM 0 0 12 1 0 0 1 2 0 0 0 1 0 3 0 0 0 0 0 0 20 7:15 AM 0 0 11 3 0 0 2 10 1 0 0 0 0 3 0 0 0 0 0 0 30 7:30 AM 0 0 6 2 0 0 1 6 0 0 0 2 0 2 0 0 0 0 0 0 19 7:45 AM 0 0 16 3 0 0 2 13 1 0 0 0 0 3 0 0 1 0 0 0 39 8:00 AM 0 0 23 4 0 0 6 18 0 0 0 2 0 7 0 0 0 0 0 0 60 8:15 AM 0 0 11 5 0 0 13 18 1 0 0 5 0 6 0 0 3 0 0 0 62 8:30 AM 0 0 8 2 0 0 13 15 1 0 0 3 0 2 0 0 0 0 0 0 44 8:45 AM 0 1 15 1 0 1 10 18 3 0 0 1 0 1 0 0 3 0 0 0 54 Mediums 7:00 AM 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 7:15 AM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 1 0 1 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 2 2 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 1 0 1 0 0 0 8:00 AM 0 0 0 0 0 0 0 1 1 0 0 0 8:15 AM 0 0 0 0 0 0 0 2 2 0 0 0 8:30 AM 0 0 0 0 0 0 0 2 2 0 0 0 8:45 AM 0 0 0 0 0 0 1 0 1 0 0 0 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound OAKRIDGE DR OAKRIDGE DR COUNSIL TREE HARMONY MARKET Eastbound Westbound Northbound Southbound 0 0 0 0 2.8% 1.7% 0.0% 0.0% 0.69 0.93 0.64 0.50 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound All Traffic Data Services 2 COUNSIL TREE & OAKRIDGE DR PM Wednesday, October 7, 2020 Peak Hour 04:45 PM - 05:45 PM Peak 15-Minutes 05:15 PM - 05:30 PM Traffic Counts - All Vehicles U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR 4:00 PM 0 0 23 0 0 0 6 37 7 0 0 2 0 5 0 0 8 0 2 0 90 307 4:15 PM 0 3 17 3 0 0 0 24 3 0 0 1 1 5 0 0 8 1 1 0 67 301 4:30 PM 0 1 29 0 0 0 1 20 5 0 0 1 0 3 0 0 6 1 2 0 69 332 4:45 PM 0 2 25 1 0 0 5 27 8 0 0 1 0 4 0 0 8 0 0 0 81 339 5:00 PM 0 2 25 1 0 0 4 31 2 0 0 5 0 4 0 0 7 0 3 0 84 310 5:15 PM 0 1 24 1 0 0 6 40 5 0 0 1 1 5 0 0 10 1 3 0 98 0 5:30 PM 1 1 31 0 0 0 0 23 4 0 0 2 0 4 0 0 7 0 3 0 76 0 5:45 PM 0 3 12 0 0 0 1 14 8 0 0 0 1 3 0 0 8 1 1 0 52 0 Peak Rolling Hour Flow Rates U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 1 6 105 3 0 0 15 119 18 0 0 9 1 17 0 0 31 1 9 0 335 Mediums 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 1 0 0 0 4 Total 1 6 105 3 0 0 15 121 19 0 0 9 1 17 0 0 32 1 9 0 339 Bicycles on Crosswalk 4 Heavy Vehicle Percentage 1.2% Heavy Vehicle Percentage 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 1.7% 5.3% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 3.1% 0.0% 0.0% 0.0% 1.2% Peak Hour Factor (PHF) 0.86 Peak Hour Factor (PHF) 0.25 0.67 0.85 0.42 0.00 0.00 0.67 0.76 0.72 0.00 0.00 0.45 0.50 0.85 0.00 0.00 0.80 0.50 0.83 0.00 0.86 Traffic Counts by Vehicle Type U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR U-Turn Left Thru Right RTOR Total Articulated Trucks 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Lights 4:00 PM 0 0 23 0 0 0 6 37 7 0 0 2 0 5 0 0 8 0 2 0 90 4:15 PM 0 3 17 3 0 0 0 24 3 0 0 1 1 5 0 0 8 1 1 0 67 4:30 PM 0 1 29 0 0 0 1 20 4 0 0 1 0 3 0 0 6 1 2 0 68 4:45 PM 0 2 25 1 0 0 5 26 8 0 0 1 0 4 0 0 8 0 0 0 80 5:00 PM 0 2 25 1 0 0 4 31 2 0 0 5 0 4 0 0 7 0 3 0 84 5:15 PM 0 1 24 1 0 0 6 40 5 0 0 1 1 5 0 0 10 1 3 0 98 5:30 PM 1 1 31 0 0 0 0 22 3 0 0 2 0 4 0 0 6 0 3 0 73 5:45 PM 0 2 12 0 0 0 1 14 8 0 0 0 1 3 0 0 8 1 1 0 51 Mediums 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 4:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 1 0 0 0 3 5:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Bicycles on Crosswalk CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 0 0 0 0 1 1 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 2 0 2 5:15 PM 0 1 1 0 0 0 0 1 1 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians CCW CW Total CCW CW Total CCW CW Total CCW CW Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 1 1 0 0 0 4:30 PM 0 0 0 0 0 0 0 2 2 0 0 0 4:45 PM 0 0 0 0 2 2 2 0 2 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 2 1 3 5:15 PM 0 0 0 0 0 0 0 1 1 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 1 1 0 0 0 Total Rolling HourTime Vehicle Type Eastbound Westbound Northbound Southbound OAKRIDGE DR OAKRIDGE DR COUNSIL TREE HARMONY MARKET Eastbound Westbound Northbound Southbound 1 0 1 2 0.0% 1.9% 0.0% 2.4% 0.87 0.76 0.75 0.79 Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Time Eastbound Westbound Northbound Southbound Tab Two Existing Conditions Capacity Analysis HCM Signalized Intersection Capacity Analysis 99: Boardwalk & Harmony 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Existing 2020 AM Peak Synchro 10 Report Walter P Moore Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 43 1033 148 65 1049 281 122 75 51 117 66 54 Future Volume (vph) 43 1033 148 65 1049 281 122 75 51 117 66 54 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 16 11 12 12 12 11 11 11 11 12 Total Lost time (s) 3.0 5.0 5.0 3.0 5.0 5.0 3.0 5.5 5.5 3.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3539 1745 1710 3539 1583 1768 1801 1511 1709 1801 1563 Flt Permitted 0.20 1.00 1.00 0.20 1.00 1.00 0.71 1.00 1.00 0.70 1.00 1.00 Satd. Flow (perm) 358 3539 1745 361 3539 1583 1324 1801 1511 1269 1801 1563 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 46 1099 157 69 1116 299 130 80 54 124 70 57 RTOR Reduction (vph) 0 0 61 0 0 114 0 0 49 0 0 52 Lane Group Flow (vph) 46 1099 96 69 1116 185 130 80 5 124 70 5 Confl. Peds. (#/hr) 3 3 1 1 1 1 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 8 6 6 2 2 Actuated Green, G (s) 71.9 66.6 66.6 72.7 67.0 67.0 17.2 8.4 8.4 17.2 8.4 8.4 Effective Green, g (s) 73.9 67.6 67.6 74.7 68.0 68.0 19.2 9.4 9.4 19.2 9.4 9.4 Actuated g/C Ratio 0.67 0.61 0.61 0.68 0.62 0.62 0.17 0.09 0.09 0.17 0.09 0.09 Clearance Time (s) 4.0 6.0 6.0 4.0 6.0 6.0 4.0 6.5 6.5 4.0 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 318 2174 1072 327 2187 978 270 153 129 260 153 133 v/s Ratio Prot 0.01 0.31 c0.01 c0.32 c0.04 c0.04 0.04 0.04 v/s Ratio Perm 0.09 0.06 0.13 0.12 0.04 0.00 0.04 0.00 v/c Ratio 0.14 0.51 0.09 0.21 0.51 0.19 0.48 0.52 0.04 0.48 0.46 0.04 Uniform Delay, d1 7.2 11.9 8.7 7.2 11.7 9.1 40.4 48.2 46.1 40.4 47.9 46.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.8 0.2 0.3 0.9 0.4 1.4 3.2 0.1 1.4 2.2 0.1 Delay (s) 7.4 12.7 8.8 7.5 12.6 9.5 41.8 51.4 46.3 41.8 50.0 46.3 Level of Service A B A A B A D D D D D D Approach Delay (s) 12.0 11.7 45.6 45.1 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 58.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 2010 TWSC 3: Boardwalk & Dr 1 Boardwalk 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Existing 2020 AM Peak Synchro 10 Report Walter P Moore 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 18 2 5 0 0 35 21 190 4 42 183 45 Future Vol, veh/h 18 2 5 0 0 35 21 190 4 42 183 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 - - - 0 - 0 - - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 21 2 6 0 0 41 25 224 5 49 215 53 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 637 619 242 621 - 227 268 0 0 229 0 0 Stage 1 340 340 - 277 - - - - - - - - Stage 2 297 279 - 344 - - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 - 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 - - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 - - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 - 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 390 404 797 400 0 812 1296 - - 1339 - - Stage 1 675 639 - 729 0 - - - - - - - Stage 2 712 680 - 671 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 354 381 797 378 - 812 1296 - - 1339 - - Mov Cap-2 Maneuver 354 381 - 378 - - - - - - - - Stage 1 660 615 - 713 - - - - - - - - Stage 2 661 665 - 639 - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14.7 9.7 0.8 1.2 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1296 - - 401 - 812 1339 - - HCM Lane V/C Ratio 0.019 - - 0.073 - 0.051 0.037 - - HCM Control Delay (s) 7.8 0 - 14.7 0 9.7 7.8 - - HCM Lane LOS A A - B A A A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 - 0.2 0.1 - - HCM 2010 TWSC 5: Boardwalk & Dr 2 Boardwalk 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Existing 2020 AM Peak Synchro 10 Report Walter P Moore Page 3 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 29 0 2 2 0 5 9 182 9 10 140 39 Future Vol, veh/h 29 0 2 2 0 5 9 182 9 10 140 39 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 - - - - - - - - - 75 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 34 0 2 2 0 6 11 214 11 12 165 46 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 457 459 188 455 477 220 211 0 0 225 0 0 Stage 1 212 212 - 242 242 - - - - - - - Stage 2 245 247 - 213 235 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 514 499 854 515 487 820 1360 - - 1344 - - Stage 1 790 727 - 762 705 - - - - - - - Stage 2 759 702 - 789 710 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 503 490 854 507 478 820 1360 - - 1344 - - Mov Cap-2 Maneuver 503 490 - 507 478 - - - - - - - Stage 1 783 720 - 755 699 - - - - - - - Stage 2 747 696 - 780 704 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.5 10.2 0.3 0.4 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1360 - - 517 697 1344 - - HCM Lane V/C Ratio 0.008 - - 0.071 0.012 0.009 - - HCM Control Delay (s) 7.7 0 - 12.5 10.2 7.7 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh) 0 - - 0.2 0 0 - - HCM 2010 TWSC 14: Dr 3 Harmony Rd & Harmony 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Existing 2020 AM Peak Synchro 10 Report Walter P Moore Page 5 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1200 23 0 1374 0 11 Future Vol, veh/h 1200 23 0 1374 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1412 27 0 1616 0 13 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 720 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 7.14 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.92 Pot Cap-1 Maneuver - - 0 - 0 318 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 318 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 16.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 318 - - - HCM Lane V/C Ratio 0.041 - - - HCM Control Delay (s) 16.8 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0.1 - - - HCM 2010 TWSC 8: Lemay Ave/Lemay & Dr 4 Lemay Ave 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Existing 2020 AM Peak Synchro 10 Report Walter P Moore Page 4 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 6 24 2 4 28 16 600 7 35 405 66 Future Vol, veh/h 30 6 24 2 4 28 16 600 7 35 405 66 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 0 - 0 - - - 150 - - 100 - 200 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 35 7 28 2 5 33 19 706 8 41 476 78 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 952 1310 238 1072 1384 357 554 0 0 714 0 0 Stage 1 558 558 - 748 748 - - - - - - - Stage 2 394 752 - 324 636 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 214 158 763 175 142 639 1012 - - 882 - - Stage 1 482 510 - 371 418 - - - - - - - Stage 2 602 416 - 662 470 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 188 148 763 155 133 639 1012 - - 882 - - Mov Cap-2 Maneuver 188 148 - 155 133 - - - - - - - Stage 1 473 487 - 364 410 - - - - - - - Stage 2 554 408 - 599 448 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 20.2 15.2 0.2 0.6 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1012 - - 188 763 392 882 - - HCM Lane V/C Ratio 0.019 - - 0.188 0.037 0.102 0.047 - - HCM Control Delay (s) 8.6 - - 28.5 9.9 15.2 9.3 - - HCM Lane LOS A - - D A C A - - HCM 95th %tile Q(veh) 0.1 - - 0.7 0.1 0.3 0.1 - - HCM 2010 TWSC 1: Oakridge Drive & Dr 5 Oakridge 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Existing 2020 AM Peak Synchro 10 Report Walter P Moore Page 1 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 64 13 46 76 7 12 0 18 7 0 0 Future Vol, veh/h 2 64 13 46 76 7 12 0 18 7 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 75 15 54 89 8 14 0 21 8 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 97 0 0 90 0 0 288 292 83 298 295 93 Stage 1 - - - - - - 87 87 - 201 201 - Stage 2 - - - - - - 201 205 - 97 94 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1496 - - 1505 - - 664 619 976 654 616 964 Stage 1 - - - - - - 921 823 - 801 735 - Stage 2 - - - - - - 801 732 - 910 817 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1496 - - 1505 - - 644 595 976 621 592 964 Mov Cap-2 Maneuver - - - - - - 644 595 - 621 592 - Stage 1 - - - - - - 920 822 - 800 707 - Stage 2 - - - - - - 771 704 - 889 816 - Approach EB WB NB SB HCM Control Delay, s 0.2 2.7 9.7 10.9 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 809 1496 - - 1505 - - 621 HCM Lane V/C Ratio 0.044 0.002 - - 0.036 - - 0.013 HCM Control Delay (s) 9.7 7.4 0 - 7.5 0 - 10.9 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0.1 - - 0 HCM Signalized Intersection Capacity Analysis 99: Boardwalk & Harmony 11/03/2020 Sam's Club TIA 11/02/2020 Existing 2020 PM Peak Synchro 10 Report Walter P Moore Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 57 1542 273 82 1509 339 251 155 97 295 192 75 Future Volume (vph) 57 1542 273 82 1509 339 251 155 97 295 192 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 16 11 12 12 12 11 11 11 11 12 Total Lost time (s) 3.0 5.0 5.0 5.0 5.0 5.0 3.0 5.5 5.5 3.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3539 1744 1711 3539 1583 1769 1801 1510 1710 1801 1562 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.37 1.00 1.00 0.46 1.00 1.00 Satd. Flow (perm) 1711 3539 1744 1711 3539 1583 698 1801 1510 823 1801 1562 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 61 1640 290 87 1605 361 267 165 103 314 204 80 RTOR Reduction (vph) 0 0 149 0 0 127 0 0 88 0 0 68 Lane Group Flow (vph) 61 1640 141 87 1605 234 267 165 15 314 204 12 Confl. Peds. (#/hr) 3 3 1 1 1 1 Turn Type Prot NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 8 6 6 2 2 Actuated Green, G (s) 8.4 57.3 57.3 7.8 58.7 58.7 31.9 16.4 16.4 32.9 16.9 16.9 Effective Green, g (s) 9.4 58.3 58.3 8.8 59.7 59.7 33.9 17.4 17.4 34.9 17.9 17.9 Actuated g/C Ratio 0.08 0.49 0.49 0.07 0.50 0.50 0.28 0.14 0.14 0.29 0.15 0.15 Clearance Time (s) 4.0 6.0 6.0 6.0 6.0 6.0 4.0 6.5 6.5 4.0 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 134 1719 847 125 1760 787 344 261 218 365 268 232 v/s Ratio Prot 0.04 c0.46 0.05 c0.45 0.11 0.09 c0.12 0.11 v/s Ratio Perm 0.08 0.15 0.11 0.01 c0.13 0.01 v/c Ratio 0.46 0.95 0.17 0.70 0.91 0.30 0.78 0.63 0.07 0.86 0.76 0.05 Uniform Delay, d1 52.9 29.6 17.3 54.3 27.7 17.8 36.6 48.3 44.3 37.8 49.0 43.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 13.2 0.4 15.5 8.7 1.0 10.5 4.9 0.1 18.3 12.0 0.1 Delay (s) 55.3 42.8 17.7 69.8 36.4 18.7 47.1 53.2 44.4 56.0 61.0 43.9 Level of Service E D B E D B D D D E E D Approach Delay (s) 39.5 34.7 48.5 56.1 Approach LOS D C D E Intersection Summary HCM 2000 Control Delay 40.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 88.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM 2010 TWSC 3: Boardwalk & Dr 1 Boardwalk 11/03/2020 Sam's Club TIA 11/02/2020 Existing 2020 PM Peak Synchro 10 Report Walter P Moore Page 2 Intersection Int Delay, s/veh 10.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 4 10 11 2 189 6 282 11 179 315 24 Future Vol, veh/h 51 4 10 11 2 189 6 282 11 179 315 24 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 - - - 0 - 0 - - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 60 5 12 13 2 222 7 332 13 211 371 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1272 1166 385 1169 1174 339 399 0 0 345 0 0 Stage 1 807 807 - 353 353 - - - - - - - Stage 2 465 359 - 816 821 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 144 194 663 170 192 703 1160 - - 1214 - - Stage 1 375 394 - 664 631 - - - - - - - Stage 2 578 627 - 371 389 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 84 159 663 141 157 703 1160 - - 1214 - - Mov Cap-2 Maneuver 84 159 - 141 157 - - - - - - - Stage 1 372 325 - 659 627 - - - - - - - Stage 2 391 623 - 297 321 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 111.3 13.6 0.2 3 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1160 - - 100 141 703 1214 - - HCM Lane V/C Ratio 0.006 - - 0.765 0.092 0.316 0.173 - - HCM Control Delay (s) 8.1 0 - 111.3 33.1 12.5 8.6 - - HCM Lane LOS A A - F D B A - - HCM 95th %tile Q(veh) 0 - - 4.1 0.3 1.4 0.6 - - HCM 2010 TWSC 5: Boardwalk & Dr 2 Boardwalk 11/03/2020 Sam's Club TIA 11/02/2020 Existing 2020 PM Peak Synchro 10 Report Walter P Moore Page 3 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 0 9 18 2 42 5 197 9 33 329 22 Future Vol, veh/h 46 0 9 18 2 42 5 197 9 33 329 22 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 - - - - - - - - - 75 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 54 0 11 21 2 49 6 232 11 39 387 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 753 733 400 734 741 238 413 0 0 243 0 0 Stage 1 478 478 - 250 250 - - - - - - - Stage 2 275 255 - 484 491 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 326 348 650 336 344 801 1146 - - 1323 - - Stage 1 568 556 - 754 700 - - - - - - - Stage 2 731 696 - 564 548 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 296 336 650 322 332 801 1146 - - 1323 - - Mov Cap-2 Maneuver 296 336 - 322 332 - - - - - - - Stage 1 565 540 - 749 696 - - - - - - - Stage 2 679 692 - 538 532 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.8 12.7 0.2 0.7 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1146 - - 325 542 1323 - - HCM Lane V/C Ratio 0.005 - - 0.199 0.135 0.029 - - HCM Control Delay (s) 8.2 0 - 18.8 12.7 7.8 - - HCM Lane LOS A A - C B A - - HCM 95th %tile Q(veh) 0 - - 0.7 0.5 0.1 - - HCM 2010 TWSC 14: Dr 3 Harmony Rd & Harmony 11/03/2020 Sam's Club TIA 11/02/2020 Existing 2020 PM Peak Synchro 10 Report Walter P Moore Page 5 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1860 82 0 1916 0 72 Future Vol, veh/h 1860 82 0 1916 0 72 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2188 96 0 2254 0 85 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 1142 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 7.14 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.92 Pot Cap-1 Maneuver - - 0 - 0 167 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 167 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 46.9 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 167 - - - HCM Lane V/C Ratio 0.507 - - - HCM Control Delay (s) 46.9 - - - HCM Lane LOS E - - - HCM 95th %tile Q(veh) 2.5 - - - HCM 2010 TWSC 8: Lemay Ave/Lemay & Dr 4 Lemay Ave 11/03/2020 Sam's Club TIA 11/02/2020 Existing 2020 PM Peak Synchro 10 Report Walter P Moore Page 4 Intersection Int Delay, s/veh 26.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 119 7 58 4 0 59 37 577 5 49 673 273 Future Vol, veh/h 119 7 58 4 0 59 37 577 5 49 673 273 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 0 - 0 - - - 150 - - 100 - 200 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 140 8 68 5 0 69 44 679 6 58 792 321 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1336 1681 396 1286 1999 343 1113 0 0 685 0 0 Stage 1 908 908 - 770 770 - - - - - - - Stage 2 428 773 - 516 1229 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver ~ 112 94 603 122 59 653 623 - - 904 - - Stage 1 296 352 - 359 408 - - - - - - - Stage 2 575 407 - 510 248 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 90 82 603 90 51 653 623 - - 904 - - Mov Cap-2 Maneuver ~ 90 82 - 90 51 - - - - - - - Stage 1 275 329 - 334 379 - - - - - - - Stage 2 478 378 - 413 232 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 258.6 14.2 0.7 0.5 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 623 - - 90 603 467 904 - - HCM Lane V/C Ratio 0.07 - - 1.556 0.113 0.159 0.064 - - HCM Control Delay (s) 11.2 - -$ 378.9 11.7 14.2 9.3 - - HCM Lane LOS B - - F B B A - - HCM 95th %tile Q(veh) 0.2 - - 11 0.4 0.6 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC 1: Oakridge Drive & Dr 5 Oakridge 11/03/2020 Sam's Club TIA 11/02/2020 Existing 2020 PM Peak Synchro 10 Report Walter P Moore Page 1 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 114 4 17 131 21 10 2 19 35 2 10 Future Vol, veh/h 7 114 4 17 131 21 10 2 19 35 2 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 134 5 20 154 25 12 2 22 41 2 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 179 0 0 139 0 0 367 372 137 372 362 167 Stage 1 - - - - - - 153 153 - 207 207 - Stage 2 - - - - - - 214 219 - 165 155 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1397 - - 1445 - - 589 558 911 585 565 877 Stage 1 - - - - - - 849 771 - 795 731 - Stage 2 - - - - - - 788 722 - 837 769 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1397 - - 1445 - - 570 546 911 560 553 877 Mov Cap-2 Maneuver - - - - - - 570 546 - 560 553 - Stage 1 - - - - - - 844 766 - 790 720 - Stage 2 - - - - - - 763 711 - 809 764 - Approach EB WB NB SB HCM Control Delay, s 0.4 0.8 10.1 11.5 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 737 1397 - - 1445 - - 606 HCM Lane V/C Ratio 0.049 0.006 - - 0.014 - - 0.091 HCM Control Delay (s) 10.1 7.6 0 - 7.5 0 - 11.5 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.3 Tab Three Proposed Conditions Capacity Analysis (2020) HCM Signalized Intersection Capacity Analysis 99: Boardwalk & Harmony 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2020 AM Peak Synchro 10 Report Walter P Moore Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 43 1033 154 65 1049 281 125 78 54 117 69 54 Future Volume (vph) 43 1033 154 65 1049 281 125 78 54 117 69 54 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 16 11 12 12 12 11 11 11 11 12 Total Lost time (s) 3.0 5.0 5.0 3.0 5.0 5.0 3.0 5.5 5.5 3.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3539 1745 1710 3539 1583 1768 1801 1511 1710 1801 1563 Flt Permitted 0.20 1.00 1.00 0.20 1.00 1.00 0.71 1.00 1.00 0.70 1.00 1.00 Satd. Flow (perm) 358 3539 1745 361 3539 1583 1321 1801 1511 1265 1801 1563 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 46 1099 164 69 1116 299 133 83 57 124 73 57 RTOR Reduction (vph) 0 0 63 0 0 114 0 0 52 0 0 52 Lane Group Flow (vph) 46 1099 101 69 1116 185 133 83 5 124 73 5 Confl. Peds. (#/hr) 3 3 1 1 1 1 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 8 6 6 2 2 Actuated Green, G (s) 71.8 66.5 66.5 72.6 66.9 66.9 17.3 8.4 8.4 17.3 8.4 8.4 Effective Green, g (s) 73.8 67.5 67.5 74.6 67.9 67.9 19.3 9.4 9.4 19.3 9.4 9.4 Actuated g/C Ratio 0.67 0.61 0.61 0.68 0.62 0.62 0.18 0.09 0.09 0.18 0.09 0.09 Clearance Time (s) 4.0 6.0 6.0 4.0 6.0 6.0 4.0 6.5 6.5 4.0 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 317 2171 1070 326 2184 977 272 153 129 262 153 133 v/s Ratio Prot 0.01 0.31 c0.01 c0.32 c0.04 c0.05 0.04 0.04 v/s Ratio Perm 0.09 0.06 0.13 0.12 0.04 0.00 0.04 0.00 v/c Ratio 0.15 0.51 0.09 0.21 0.51 0.19 0.49 0.54 0.04 0.47 0.48 0.04 Uniform Delay, d1 7.3 11.9 8.7 7.2 11.8 9.1 40.4 48.2 46.2 40.3 48.0 46.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.8 0.2 0.3 0.9 0.4 1.4 3.9 0.1 1.4 2.3 0.1 Delay (s) 7.5 12.8 8.9 7.5 12.6 9.5 41.8 52.1 46.3 41.7 50.3 46.3 Level of Service A B A A B A D D D D D D Approach Delay (s) 12.1 11.8 45.9 45.2 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 17.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 2010 TWSC 3: Boardwalk & Dr 1 Boardwalk 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2020 AM Peak Synchro 10 Report Walter P Moore 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 18 4 5 0 0 42 21 190 4 51 183 45 Future Vol, veh/h 18 4 5 0 0 42 21 190 4 51 183 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 - - - 0 - 0 - - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 21 5 6 0 0 49 25 224 5 60 215 53 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 663 641 242 644 - 227 268 0 0 229 0 0 Stage 1 362 362 - 277 - - - - - - - - Stage 2 301 279 - 367 - - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 - 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 - - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 - - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 - 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 375 393 797 386 0 812 1296 - - 1339 - - Stage 1 657 625 - 729 0 - - - - - - - Stage 2 708 680 - 653 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 335 367 797 361 - 812 1296 - - 1339 - - Mov Cap-2 Maneuver 335 367 - 361 - - - - - - - - Stage 1 643 597 - 713 - - - - - - - - Stage 2 650 665 - 614 - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 15.3 9.7 0.8 1.4 HCM LOS C A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1296 - - 381 - 812 1339 - - HCM Lane V/C Ratio 0.019 - - 0.083 - 0.061 0.045 - - HCM Control Delay (s) 7.8 0 - 15.3 0 9.7 7.8 - - HCM Lane LOS A A - C A A A - - HCM 95th %tile Q(veh) 0.1 - - 0.3 - 0.2 0.1 - - HCM 2010 TWSC 5: Boardwalk & Dr 2 Boardwalk 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2020 AM Peak Synchro 10 Report Walter P Moore Page 3 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 0 2 5 0 5 9 182 12 10 140 39 Future Vol, veh/h 29 0 2 5 0 5 9 182 12 10 140 39 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 - - - - - - - - - 75 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 34 0 2 6 0 6 11 214 14 12 165 46 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 458 462 188 456 478 221 211 0 0 228 0 0 Stage 1 212 212 - 243 243 - - - - - - - Stage 2 246 250 - 213 235 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 513 497 854 515 486 819 1360 - - 1340 - - Stage 1 790 727 - 761 705 - - - - - - - Stage 2 758 700 - 789 710 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 502 488 854 507 477 819 1360 - - 1340 - - Mov Cap-2 Maneuver 502 488 - 507 477 - - - - - - - Stage 1 783 720 - 754 699 - - - - - - - Stage 2 746 694 - 780 704 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 12.5 10.9 0.3 0.4 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1360 - - 516 626 1340 - - HCM Lane V/C Ratio 0.008 - - 0.071 0.019 0.009 - - HCM Control Delay (s) 7.7 0 - 12.5 10.9 7.7 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh) 0 - - 0.2 0.1 0 - - HCM 2010 TWSC 14: Dr 3 Harmony Rd & Harmony 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2020 AM Peak Synchro 10 Report Walter P Moore Page 5 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1200 23 0 1374 0 14 Future Vol, veh/h 1200 23 0 1374 0 14 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1412 27 0 1616 0 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 720 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 7.14 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.92 Pot Cap-1 Maneuver - - 0 - 0 318 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 318 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 16.9 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 318 - - - HCM Lane V/C Ratio 0.052 - - - HCM Control Delay (s) 16.9 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0.2 - - - HCM 2010 TWSC 8: Lemay Ave/Lemay & Dr 4 Lemay Ave 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2020 AM Peak Synchro 10 Report Walter P Moore Page 4 Intersection Int Delay, s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 6 27 2 4 28 20 600 7 35 405 72 Future Vol, veh/h 35 6 27 2 4 28 20 600 7 35 405 72 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 0 - 0 - - - 150 - - 100 - 200 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 41 7 32 2 5 33 24 706 8 41 476 85 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 962 1320 238 1082 1401 357 561 0 0 714 0 0 Stage 1 558 558 - 758 758 - - - - - - - Stage 2 404 762 - 324 643 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 210 156 763 172 139 639 1006 - - 882 - - Stage 1 482 510 - 365 413 - - - - - - - Stage 2 594 412 - 662 467 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 184 145 763 150 129 639 1006 - - 882 - - Mov Cap-2 Maneuver 184 145 - 150 129 - - - - - - - Stage 1 470 487 - 356 403 - - - - - - - Stage 2 544 402 - 596 446 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 21.3 15.4 0.3 0.6 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1006 - - 184 763 386 882 - - HCM Lane V/C Ratio 0.023 - - 0.224 0.042 0.104 0.047 - - HCM Control Delay (s) 8.7 - - 30.1 9.9 15.4 9.3 - - HCM Lane LOS A - - D A C A - - HCM 95th %tile Q(veh) 0.1 - - 0.8 0.1 0.3 0.1 - - HCM 2010 TWSC 1: Oakridge Drive & Dr 5 Oakridge 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2020 AM Peak Synchro 10 Report Walter P Moore Page 1 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 64 13 46 76 10 12 0 18 12 0 0 Future Vol, veh/h 2 64 13 46 76 10 12 0 18 12 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 2 75 15 54 89 12 14 0 21 14 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 101 0 0 90 0 0 290 296 83 300 297 95 Stage 1 - - - - - - 87 87 - 203 203 - Stage 2 - - - - - - 203 209 - 97 94 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1491 - - 1505 - - 662 616 976 652 615 962 Stage 1 - - - - - - 921 823 - 799 733 - Stage 2 - - - - - - 799 729 - 910 817 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1491 - - 1505 - - 642 592 976 619 591 962 Mov Cap-2 Maneuver - - - - - - 642 592 - 619 591 - Stage 1 - - - - - - 920 822 - 798 705 - Stage 2 - - - - - - 769 701 - 889 816 - Approach EB WB NB SB HCM Control Delay, s 0.2 2.6 9.7 11 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 808 1491 - - 1505 - - 619 HCM Lane V/C Ratio 0.044 0.002 - - 0.036 - - 0.023 HCM Control Delay (s) 9.7 7.4 0 - 7.5 0 - 11 HCM Lane LOS A A A - A A - B HCM 95th %tile Q(veh) 0.1 0 - - 0.1 - - 0.1 HCM Signalized Intersection Capacity Analysis 99: Boardwalk & Harmony 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2020 PM Peak Synchro 10 Report Walter P Moore Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 57 1542 283 82 1509 339 255 159 101 295 196 75 Future Volume (vph) 57 1542 283 82 1509 339 255 159 101 295 196 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 16 11 12 12 12 11 11 11 11 12 Total Lost time (s) 3.0 5.0 5.0 5.0 5.0 5.0 3.0 5.5 5.5 3.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3539 1744 1711 3539 1583 1769 1801 1510 1710 1801 1562 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.36 1.00 1.00 0.45 1.00 1.00 Satd. Flow (perm) 1711 3539 1744 1711 3539 1583 670 1801 1510 812 1801 1562 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 61 1640 301 87 1605 361 271 169 107 314 209 80 RTOR Reduction (vph) 0 0 155 0 0 128 0 0 91 0 0 68 Lane Group Flow (vph) 61 1640 146 87 1605 233 271 169 16 314 209 12 Confl. Peds. (#/hr) 3 3 1 1 1 1 Turn Type Prot NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 8 6 6 2 2 Actuated Green, G (s) 8.4 57.1 57.1 7.8 58.5 58.5 32.2 16.6 16.6 33.0 17.0 17.0 Effective Green, g (s) 9.4 58.1 58.1 8.8 59.5 59.5 34.2 17.6 17.6 35.0 18.0 18.0 Actuated g/C Ratio 0.08 0.48 0.48 0.07 0.50 0.50 0.29 0.15 0.15 0.29 0.15 0.15 Clearance Time (s) 4.0 6.0 6.0 6.0 6.0 6.0 4.0 6.5 6.5 4.0 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 134 1713 844 125 1754 784 342 264 221 364 270 234 v/s Ratio Prot 0.04 c0.46 0.05 c0.45 0.11 0.09 c0.12 0.12 v/s Ratio Perm 0.08 0.15 0.12 0.01 c0.13 0.01 v/c Ratio 0.46 0.96 0.17 0.70 0.92 0.30 0.79 0.64 0.07 0.86 0.77 0.05 Uniform Delay, d1 52.9 29.8 17.4 54.3 27.9 17.9 36.5 48.2 44.2 37.7 49.0 43.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 13.7 0.4 15.5 9.0 1.0 11.9 5.2 0.1 18.5 12.9 0.1 Delay (s) 55.3 43.5 17.9 69.8 36.9 18.9 48.4 53.4 44.3 56.2 62.0 43.8 Level of Service E D B E D B D D D E E D Approach Delay (s) 40.0 35.1 49.2 56.6 Approach LOS D D D E Intersection Summary HCM 2000 Control Delay 41.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM 2010 TWSC 3: Boardwalk & Dr 1 Boardwalk 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2020 PM Peak Synchro 10 Report Walter P Moore Page 2 Intersection Int Delay, s/veh 12.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 51 6 10 11 2 201 6 282 11 192 315 24 Future Vol, veh/h 51 6 10 11 2 201 6 282 11 192 315 24 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 - - - 0 - 0 - - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 60 7 12 13 2 236 7 332 13 226 371 28 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1309 1196 385 1200 1204 339 399 0 0 345 0 0 Stage 1 837 837 - 353 353 - - - - - - - Stage 2 472 359 - 847 851 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 136 186 663 162 184 703 1160 - - 1214 - - Stage 1 361 382 - 664 631 - - - - - - - Stage 2 573 627 - 357 376 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 76 150 663 131 149 703 1160 - - 1214 - - Mov Cap-2 Maneuver 76 150 - 131 149 - - - - - - - Stage 1 358 311 - 659 627 - - - - - - - Stage 2 376 623 - 279 306 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 138.9 13.9 0.2 3.1 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1160 - - 92 131 703 1214 - - HCM Lane V/C Ratio 0.006 - - 0.857 0.099 0.336 0.186 - - HCM Control Delay (s) 8.1 0 - 138.9 35.5 12.7 8.6 - - HCM Lane LOS A A - F E B A - - HCM 95th %tile Q(veh) 0 - - 4.7 0.3 1.5 0.7 - - HCM 2010 TWSC 5: Boardwalk & Dr 2 Boardwalk 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2020 PM Peak Synchro 10 Report Walter P Moore Page 3 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 0 9 22 2 42 5 197 13 33 329 22 Future Vol, veh/h 46 0 9 22 2 42 5 197 13 33 329 22 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 - - - - - - - - - 75 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 54 0 11 26 2 49 6 232 15 39 387 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 755 737 400 736 743 240 413 0 0 247 0 0 Stage 1 478 478 - 252 252 - - - - - - - Stage 2 277 259 - 484 491 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 325 346 650 335 343 799 1146 - - 1319 - - Stage 1 568 556 - 752 698 - - - - - - - Stage 2 729 694 - 564 548 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 295 334 650 321 331 799 1146 - - 1319 - - Mov Cap-2 Maneuver 295 334 - 321 331 - - - - - - - Stage 1 565 539 - 747 694 - - - - - - - Stage 2 678 690 - 538 532 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.9 13.2 0.2 0.7 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1146 - - 324 519 1319 - - HCM Lane V/C Ratio 0.005 - - 0.2 0.15 0.029 - - HCM Control Delay (s) 8.2 0 - 18.9 13.2 7.8 - - HCM Lane LOS A A - C B A - - HCM 95th %tile Q(veh) 0 - - 0.7 0.5 0.1 - - HCM 2010 TWSC 14: Dr 3 Harmony Rd & Harmony 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2020 PM Peak Synchro 10 Report Walter P Moore Page 5 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1860 82 0 1916 0 76 Future Vol, veh/h 1860 82 0 1916 0 76 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2188 96 0 2254 0 89 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 1142 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 7.14 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.92 Pot Cap-1 Maneuver - - 0 - 0 167 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 167 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 49 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 167 - - - HCM Lane V/C Ratio 0.535 - - - HCM Control Delay (s) 49 - - - HCM Lane LOS E - - - HCM 95th %tile Q(veh) 2.7 - - - HCM 2010 TWSC 8: Lemay Ave/Lemay & Dr 4 Lemay Ave 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2020 PM Peak Synchro 10 Report Walter P Moore Page 4 Intersection Int Delay, s/veh 32.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 127 7 62 4 0 59 43 577 5 49 673 283 Future Vol, veh/h 127 7 62 4 0 59 43 577 5 49 673 283 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 0 - 0 - - - 150 - - 100 - 200 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 149 8 73 5 0 69 51 679 6 58 792 333 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1350 1695 396 1300 2025 343 1125 0 0 685 0 0 Stage 1 908 908 - 784 784 - - - - - - - Stage 2 442 787 - 516 1241 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver ~ 109 92 603 119 57 653 617 - - 904 - - Stage 1 296 352 - 352 402 - - - - - - - Stage 2 564 401 - 510 245 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 87 79 603 86 49 653 617 - - 904 - - Mov Cap-2 Maneuver ~ 87 79 - 86 49 - - - - - - - Stage 1 271 329 - 323 369 - - - - - - - Stage 2 462 368 - 409 229 - - - - - - - Approach EB WB NB SB HCM Control Delay, s$ 305.4 14.3 0.8 0.5 HCM LOS F B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 617 - - 87 603 460 904 - - HCM Lane V/C Ratio 0.082 - - 1.717 0.121 0.161 0.064 - - HCM Control Delay (s) 11.4 - -$ 448.7 11.8 14.3 9.3 - - HCM Lane LOS B - - F B B A - - HCM 95th %tile Q(veh) 0.3 - - 12.3 0.4 0.6 0.2 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC 1: Oakridge Drive & Dr 5 Oakridge 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2020 PM Peak Synchro 10 Report Walter P Moore Page 1 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 114 4 17 131 25 10 2 19 43 2 10 Future Vol, veh/h 7 114 4 17 131 25 10 2 19 43 2 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 134 5 20 154 29 12 2 22 51 2 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 183 0 0 139 0 0 369 376 137 374 364 169 Stage 1 - - - - - - 153 153 - 209 209 - Stage 2 - - - - - - 216 223 - 165 155 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1392 - - 1445 - - 588 555 911 583 564 875 Stage 1 - - - - - - 849 771 - 793 729 - Stage 2 - - - - - - 786 719 - 837 769 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1392 - - 1445 - - 569 543 911 558 552 875 Mov Cap-2 Maneuver - - - - - - 569 543 - 558 552 - Stage 1 - - - - - - 844 766 - 788 718 - Stage 2 - - - - - - 761 708 - 809 764 - Approach EB WB NB SB HCM Control Delay, s 0.4 0.7 10.1 11.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 736 1392 - - 1445 - - 597 HCM Lane V/C Ratio 0.05 0.006 - - 0.014 - - 0.108 HCM Control Delay (s) 10.1 7.6 0 - 7.5 0 - 11.8 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.4 Tab Four Future Condition Capacity Analysis (2040) HCM Signalized Intersection Capacity Analysis 99: Boardwalk & Harmony 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2040 AM Peak Synchro 10 Report Walter P Moore Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 53 1261 187 80 1280 343 152 95 66 143 84 66 Future Volume (vph) 53 1261 187 80 1280 343 152 95 66 143 84 66 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 16 11 12 12 12 11 11 11 11 12 Total Lost time (s) 3.0 5.0 5.0 3.0 5.0 5.0 3.0 5.5 5.5 3.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3539 1745 1711 3539 1583 1768 1801 1511 1710 1801 1563 Flt Permitted 0.13 1.00 1.00 0.13 1.00 1.00 0.69 1.00 1.00 0.68 1.00 1.00 Satd. Flow (perm) 228 3539 1745 232 3539 1583 1290 1801 1511 1215 1801 1563 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 56 1341 199 85 1362 365 162 101 70 152 89 70 RTOR Reduction (vph) 0 0 81 0 0 147 0 0 63 0 0 63 Lane Group Flow (vph) 56 1341 118 85 1362 218 162 101 7 152 89 7 Confl. Peds. (#/hr) 3 3 1 1 1 1 Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 4 8 8 6 6 2 2 Actuated Green, G (s) 69.9 64.4 64.4 70.7 64.8 64.8 19.3 10.3 10.3 19.1 10.2 10.2 Effective Green, g (s) 71.9 65.4 65.4 72.7 65.8 65.8 21.3 11.3 11.3 21.1 11.2 11.2 Actuated g/C Ratio 0.65 0.59 0.59 0.66 0.60 0.60 0.19 0.10 0.10 0.19 0.10 0.10 Clearance Time (s) 4.0 6.0 6.0 4.0 6.0 6.0 4.0 6.5 6.5 4.0 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 236 2104 1037 246 2116 946 293 185 155 277 183 159 v/s Ratio Prot 0.01 0.38 c0.02 c0.38 c0.05 0.06 0.05 0.05 v/s Ratio Perm 0.14 0.07 0.21 0.14 c0.06 0.00 0.06 0.00 v/c Ratio 0.24 0.64 0.11 0.35 0.64 0.23 0.55 0.55 0.05 0.55 0.49 0.04 Uniform Delay, d1 9.9 14.6 9.7 10.1 14.4 10.3 39.4 46.9 44.5 39.4 46.7 44.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 1.5 0.2 0.8 1.5 0.6 2.3 3.3 0.1 2.2 2.0 0.1 Delay (s) 10.4 16.0 9.9 11.0 16.0 10.9 41.6 50.2 44.6 41.6 48.7 44.7 Level of Service B B A B B B D D D D D D Approach Delay (s) 15.1 14.7 44.8 44.4 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 19.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.5 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM 2010 TWSC 3: Boardwalk & Dr 1 Boardwalk 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2040 AM Peak Synchro 10 Report Walter P Moore Page 2 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 5 7 0 0 50 26 232 5 61 224 55 Future Vol, veh/h 22 5 7 0 0 50 26 232 5 61 224 55 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 - - - 0 - 0 - - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 26 6 8 0 0 59 31 273 6 72 264 65 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 809 782 297 786 - 276 329 0 0 279 0 0 Stage 1 441 441 - 338 - - - - - - - - Stage 2 368 341 - 448 - - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 - 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 - - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 - - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 - 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 299 326 742 310 0 763 1231 - - 1284 - - Stage 1 595 577 - 676 0 - - - - - - - Stage 2 652 639 - 590 0 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 258 299 742 282 - 763 1231 - - 1284 - - Mov Cap-2 Maneuver 258 299 - 282 - - - - - - - - Stage 1 577 545 - 656 - - - - - - - - Stage 2 584 620 - 545 - - - - - - - - Approach EB WB NB SB HCM Control Delay, s 18.6 10.1 0.8 1.4 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1231 - - 305 - 763 1284 - - HCM Lane V/C Ratio 0.025 - - 0.131 - 0.077 0.056 - - HCM Control Delay (s) 8 0 - 18.6 0 10.1 8 - - HCM Lane LOS A A - C A B A - - HCM 95th %tile Q(veh) 0.1 - - 0.4 - 0.2 0.2 - - HCM 2010 TWSC 5: Boardwalk & Dr 2 Boardwalk 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2040 AM Peak Synchro 10 Report Walter P Moore Page 3 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 36 0 3 6 0 7 11 223 14 13 171 48 Future Vol, veh/h 36 0 3 6 0 7 11 223 14 13 171 48 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 - - - - - - - - - 75 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 42 0 4 7 0 8 13 262 16 15 201 56 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 559 563 229 557 583 270 257 0 0 278 0 0 Stage 1 259 259 - 296 296 - - - - - - - Stage 2 300 304 - 261 287 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 440 435 810 441 424 769 1308 - - 1285 - - Stage 1 746 694 - 712 668 - - - - - - - Stage 2 709 663 - 744 674 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 428 425 810 431 414 769 1308 - - 1285 - - Mov Cap-2 Maneuver 428 425 - 431 414 - - - - - - - Stage 1 737 686 - 703 660 - - - - - - - Stage 2 693 655 - 732 666 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 14 11.5 0.3 0.4 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1308 - - 444 565 1285 - - HCM Lane V/C Ratio 0.01 - - 0.103 0.027 0.012 - - HCM Control Delay (s) 7.8 0 - 14 11.5 7.8 - - HCM Lane LOS A A - B B A - - HCM 95th %tile Q(veh) 0 - - 0.3 0.1 0 - - HCM 2010 TWSC 14: Dr 3 Harmony Rd & Harmony 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2040 AM Peak Synchro 10 Report Walter P Moore Page 5 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1465 29 0 1677 0 17 Future Vol, veh/h 1465 29 0 1677 0 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1724 34 0 1973 0 20 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 879 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 7.14 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.92 Pot Cap-1 Maneuver - - 0 - 0 250 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 250 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 20.6 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 250 - - - HCM Lane V/C Ratio 0.08 - - - HCM Control Delay (s) 20.6 - - - HCM Lane LOS C - - - HCM 95th %tile Q(veh) 0.3 - - - HCM 2010 TWSC 8: Lemay Ave/Lemay & Dr 4 Lemay Ave 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2040 AM Peak Synchro 10 Report Walter P Moore Page 4 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 8 33 3 5 35 24 733 9 43 495 87 Future Vol, veh/h 42 8 33 3 5 35 24 733 9 43 495 87 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 0 - 0 - - - 150 - - 100 - 200 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 49 9 39 4 6 41 28 862 11 51 582 102 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1174 1613 291 1322 1710 437 684 0 0 873 0 0 Stage 1 684 684 - 924 924 - - - - - - - Stage 2 490 929 - 398 786 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 147 103 706 114 90 567 905 - - 768 - - Stage 1 405 447 - 290 346 - - - - - - - Stage 2 529 344 - 599 401 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 120 93 706 92 81 567 905 - - 768 - - Mov Cap-2 Maneuver 120 93 - 92 81 - - - - - - - Stage 1 392 417 - 281 335 - - - - - - - Stage 2 467 333 - 517 375 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 35.2 20.9 0.3 0.7 HCM LOS E C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 905 - - 120 706 276 768 - - HCM Lane V/C Ratio 0.031 - - 0.412 0.055 0.183 0.066 - - HCM Control Delay (s) 9.1 - - 54.6 10.4 20.9 10 - - HCM Lane LOS A - - F B C B - - HCM 95th %tile Q(veh) 0.1 - - 1.8 0.2 0.7 0.2 - - HCM 2010 TWSC 1: Oakridge Drive & Dr 5 Oakridge 11/03/2020 Sam's Club TIA 8:00 am 11/02/2020 Proposed 2040 AM Peak Synchro 10 Report Walter P Moore Page 1 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 79 16 57 93 12 15 0 22 14 0 0 Future Vol, veh/h 3 79 16 57 93 12 15 0 22 14 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 4 93 19 67 109 14 18 0 26 16 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 123 0 0 112 0 0 361 368 103 374 370 116 Stage 1 - - - - - - 111 111 - 250 250 - Stage 2 - - - - - - 250 257 - 124 120 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1464 - - 1478 - - 595 561 952 583 560 936 Stage 1 - - - - - - 894 804 - 754 700 - Stage 2 - - - - - - 754 695 - 880 796 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1464 - - 1478 - - 571 532 952 545 531 936 Mov Cap-2 Maneuver - - - - - - 571 532 - 545 531 - Stage 1 - - - - - - 891 802 - 752 666 - Stage 2 - - - - - - 717 661 - 854 794 - Approach EB WB NB SB HCM Control Delay, s 0.2 2.7 10.1 11.8 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 749 1464 - - 1478 - - 545 HCM Lane V/C Ratio 0.058 0.002 - - 0.045 - - 0.03 HCM Control Delay (s) 10.1 7.5 0 - 7.6 0 - 11.8 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.1 HCM Signalized Intersection Capacity Analysis 99: Boardwalk & Harmony 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2040 PM Peak Synchro 10 Report Walter P Moore Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 70 1882 344 101 1842 414 311 194 123 360 239 92 Future Volume (vph) 70 1882 344 101 1842 414 311 194 123 360 239 92 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 11 12 16 11 12 12 12 11 11 11 11 12 Total Lost time (s) 3.0 5.0 5.0 5.0 5.0 5.0 3.0 5.5 5.5 3.0 5.5 5.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1711 3539 1744 1711 3539 1583 1769 1801 1510 1710 1801 1562 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.25 1.00 1.00 0.38 1.00 1.00 Satd. Flow (perm) 1711 3539 1744 1711 3539 1583 471 1801 1510 685 1801 1562 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 74 2002 366 107 1960 440 331 206 131 383 254 98 RTOR Reduction (vph) 0 0 189 0 0 131 0 0 110 0 0 82 Lane Group Flow (vph) 74 2002 177 107 1960 309 331 206 21 383 254 16 Confl. Peds. (#/hr) 3 3 1 1 1 1 Turn Type Prot NA Perm Prot NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 1 6 5 2 Permitted Phases 4 8 6 6 2 2 Actuated Green, G (s) 8.9 55.6 55.6 7.8 56.5 56.5 34.1 18.1 18.1 34.1 18.1 18.1 Effective Green, g (s) 9.9 56.6 56.6 8.8 57.5 57.5 36.1 19.1 19.1 36.1 19.1 19.1 Actuated g/C Ratio 0.08 0.47 0.47 0.07 0.48 0.48 0.30 0.16 0.16 0.30 0.16 0.16 Clearance Time (s) 4.0 6.0 6.0 6.0 6.0 6.0 4.0 6.5 6.5 4.0 6.5 6.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 141 1669 822 125 1695 758 325 286 240 351 286 248 v/s Ratio Prot 0.04 c0.57 0.06 c0.55 0.14 0.11 c0.15 0.14 v/s Ratio Perm 0.10 0.20 0.16 0.01 c0.17 0.01 v/c Ratio 0.52 1.20 0.22 0.86 1.16 0.41 1.02 0.72 0.09 1.09 0.89 0.06 Uniform Delay, d1 52.8 31.7 18.6 55.0 31.2 20.2 37.8 47.9 43.0 39.2 49.4 42.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 95.9 0.6 40.2 77.5 1.6 54.7 8.6 0.2 74.7 26.5 0.1 Delay (s) 56.3 127.6 19.2 95.1 108.7 21.8 92.5 56.5 43.2 113.9 75.9 43.0 Level of Service E F B F F C F E D F E D Approach Delay (s) 109.2 92.9 71.7 91.3 Approach LOS F F E F Intersection Summary HCM 2000 Control Delay 96.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.19 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.5 Intersection Capacity Utilization 104.5% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM 2010 TWSC 3: Boardwalk & Dr 1 Boardwalk 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2040 PM Peak Synchro 10 Report Walter P Moore Page 2 Intersection Int Delay, s/veh 48.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 63 7 13 14 3 243 8 345 14 232 385 30 Future Vol, veh/h 63 7 13 14 3 243 8 345 14 232 385 30 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 - - - 0 - 0 - - - 200 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 74 8 15 16 4 286 9 406 16 273 453 35 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1594 1457 471 1460 1466 414 488 0 0 422 0 0 Stage 1 1017 1017 - 432 432 - - - - - - - Stage 2 577 440 - 1028 1034 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 86 130 593 107 128 638 1075 - - 1137 - - Stage 1 287 315 - 602 582 - - - - - - - Stage 2 502 578 - 283 309 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 37 98 593 79 96 638 1075 - - 1137 - - Mov Cap-2 Maneuver ~ 37 98 - 79 96 - - - - - - - Stage 1 284 239 - 595 576 - - - - - - - Stage 2 272 572 - 202 235 - - - - - - - Approach EB WB NB SB HCM Control Delay, s$ 708.1 17.7 0.2 3.3 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1075 - - 46 79 638 1137 - - HCM Lane V/C Ratio 0.009 - - 2.123 0.208 0.448 0.24 - - HCM Control Delay (s) 8.4 0 -$ 708.1 62.2 15.1 9.2 - - HCM Lane LOS A A - F F C A - - HCM 95th %tile Q(veh) 0 - - 10.1 0.7 2.3 0.9 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC 5: Boardwalk & Dr 2 Boardwalk 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2040 PM Peak Synchro 10 Report Walter P Moore Page 3 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 57 0 11 26 3 52 7 241 15 41 402 27 Future Vol, veh/h 57 0 11 26 3 52 7 241 15 41 402 27 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 - - - - - - - - - 75 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 67 0 13 31 4 61 8 284 18 48 473 32 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 927 903 489 901 910 293 505 0 0 302 0 0 Stage 1 585 585 - 309 309 - - - - - - - Stage 2 342 318 - 592 601 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 249 277 579 259 275 746 1060 - - 1259 - - Stage 1 497 498 - 701 660 - - - - - - - Stage 2 673 654 - 493 489 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 218 264 579 244 262 746 1060 - - 1259 - - Mov Cap-2 Maneuver 218 264 - 244 262 - - - - - - - Stage 1 493 479 - 695 654 - - - - - - - Stage 2 609 648 - 464 470 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 27.1 15.7 0.2 0.7 HCM LOS D C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1060 - - 242 432 1259 - - HCM Lane V/C Ratio 0.008 - - 0.331 0.221 0.038 - - HCM Control Delay (s) 8.4 0 - 27.1 15.7 8 - - HCM Lane LOS A A - D C A - - HCM 95th %tile Q(veh) 0 - - 1.4 0.8 0.1 - - HCM 2010 TWSC 14: Dr 3 Harmony Rd & Harmony 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2040 PM Peak Synchro 10 Report Walter P Moore Page 5 Intersection Int Delay, s/veh 2.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 2270 101 0 2338 0 92 Future Vol, veh/h 2270 101 0 2338 0 92 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2671 119 0 2751 0 108 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 - - - 1395 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 7.14 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.92 Pot Cap-1 Maneuver - - 0 - 0 112 Stage 1 - - 0 - 0 - Stage 2 - - 0 - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - 112 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 148.1 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h) 112 - - - HCM Lane V/C Ratio 0.966 - - - HCM Control Delay (s) 148.1 - - - HCM Lane LOS F - - - HCM 95th %tile Q(veh) 6.1 - - - HCM 2010 TWSC 8: Lemay Ave/Lemay & Dr 4 Lemay Ave 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2040 PM Peak Synchro 10 Report Walter P Moore Page 4 Intersection Int Delay, s/veh 103.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 154 9 75 5 0 72 52 705 7 60 822 344 Future Vol, veh/h 154 9 75 5 0 72 52 705 7 60 822 344 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 0 - 0 - - - 150 - - 100 - 200 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 181 11 88 6 0 85 61 829 8 71 967 405 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1646 2068 484 1586 2469 419 1372 0 0 837 0 0 Stage 1 1109 1109 - 955 955 - - - - - - - Stage 2 537 959 - 631 1514 - - - - - - - Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver ~ 65 54 529 73 30 583 496 - - 793 - - Stage 1 223 283 - 278 335 - - - - - - - Stage 2 496 334 - 436 181 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver ~ 47 43 529 42 24 583 496 - - 793 - - Mov Cap-2 Maneuver ~ 47 43 - 42 24 - - - - - - - Stage 1 196 258 - 244 294 - - - - - - - Stage 2 372 293 - 317 165 - - - - - - - Approach EB WB NB SB HCM Control Delay, s$ 987.8 20.8 0.9 0.5 HCM LOS F C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 496 - - 47 529 317 793 - - HCM Lane V/C Ratio 0.123 - - 3.855 0.167 0.286 0.089 - - HCM Control Delay (s) 13.3 - -$ 1462.5 13.2 20.8 10 - - HCM Lane LOS B - - F B C A - - HCM 95th %tile Q(veh) 0.4 - - 20.1 0.6 1.2 0.3 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 2010 TWSC 1: Oakridge Drive & Dr 5 Oakridge 11/03/2020 Sam's Club TIA 11/02/2020 Proposed 2040 PM Peak Synchro 10 Report Walter P Moore Page 1 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 140 5 21 160 30 13 3 24 51 3 13 Future Vol, veh/h 9 140 5 21 160 30 13 3 24 51 3 13 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 165 6 25 188 35 15 4 28 60 4 15 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 223 0 0 171 0 0 455 463 168 462 449 206 Stage 1 - - - - - - 190 190 - 256 256 - Stage 2 - - - - - - 265 273 - 206 193 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1346 - - 1406 - - 515 496 876 510 505 835 Stage 1 - - - - - - 812 743 - 749 696 - Stage 2 - - - - - - 740 684 - 796 741 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1346 - - 1406 - - 492 482 876 480 490 835 Mov Cap-2 Maneuver - - - - - - 492 482 - 480 490 - Stage 1 - - - - - - 805 736 - 742 682 - Stage 2 - - - - - - 708 670 - 760 734 - Approach EB WB NB SB HCM Control Delay, s 0.4 0.8 10.8 13.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 666 1346 - - 1406 - - 524 HCM Lane V/C Ratio 0.071 0.008 - - 0.018 - - 0.15 HCM Control Delay (s) 10.8 7.7 0 - 7.6 0 - 13.1 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.2 0 - - 0.1 - - 0.5