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HomeMy WebLinkAboutTraffice Impact Analysis - Preliminary Dec 199996TH STREET 1NDIANAPO A&F ENGINEERING CO., INC. CONSULTING ENGINEERS 5172 EAST 65'" STREET INOIANAPOUS, INDIANA 48220 DAN YOUNG- 90 STREET AND GRAY ROAD TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS LIST OF FIGURES II CERTIFICATION III INTRODUCTION 1 PURPOSE 1 SCOPE OF WORK 1 DESCRIPTION OF THE PROJECT 2 STUDY AREA 4 DESCRIPTION OF VACANT PARCELS 4 TABLE 1 VACANT PARCEL RECOMMENDED LAND USE 4 DESCRIPTION OF THE ABUTTING STREET SYSTEM 6 TRAFFIC DATA 6 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT 6 TABLE 2 GENERATED TRIPS FOR PROPOSED DEVELOPMENT 7 GENERATED TRAFFIC VOLUMES FOR VACANT LANDS 7 TABLE 3 GENERATED TRIPS FOR VACANT PARCEL B 7 INTERNAL TRIPS 7 PASS -BY TRIPS 7 ANNUAL GROWTH RATE FOR BACKGROUND TRAFFIC 8 ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS 8 PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SYSTEM 8 VACANT LAND TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM 11 YEAR 2008 TRAFFIC VOLUMES 11 CAPACITY ANALYSIS 11 DESCRIPTION OF LEVELS OF SERVICE 15 CAPACITY ANALYSES SCENARIOS 16 TABLE 3 LEVEL OF SERVICE SUMMARY -96TH STREET AND BAUER EAST DRIVE 21 TABLE 4 LEVEL OF SERVICE SUMMARY -96TH STREET AND DELEGATES ROW 22 TABLE 5 LEVEL OF SERVICE SUMMARY -96TH STREET AND H.H. GREGG WEST DRIVE 22 TABLE 6 LEVEL OF SERVICE SUMMARY -96TH STREET AND H.H. GREGG EAST DRIVE 23 TABLE 7 LEVEL OF SERVICE SUMMARY -96TH STREET AND RANDALL ROAD 23 TABLE 8 LEVEL OF SERVICE SUMMARY -96TH STREET AND KNIGHTS BRIDGE BOULEVARD 24 TABLE 9 LEVEL OF SERVICE SUMMARY -96TH STREET. AND BRANDT ROAD 25 TABLE 10 LEVEL OF SERVICE SUMMARY -96TH STREET AND GRAY ROAD 25 CONCLUSIONS 27 RECOMMENDATIONS 33 SUMMARY 35 DAN YouNG- 96 STREET AND GRAY RoAD LIST OF FIGURES II TRAFFIC IMPACT ANALYSIS FIGURE 1: CONCEPTUAL PLAN OF PROPOSED SITE 3 FIGURE 2: VACANT PARCELS 5 FIGURE 3: ASSIGNMENT AND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT 9 FIGURE 4: GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT 10 FIGURE 5: GENERATED TRAFFIC VOLUMES FOR VACANT LAND A 12 FIGURE 6: GENERATED TRAFFIC VOLUMES FOR VACANT LAND B 13 FIGURE 7: YEAR 2008 TRAFFIC VOLUMES 14 FIGURE 8: EXISTING TRAFFIC VOLUMES 18 FIGURE 9: SUM OF EXISTING, YEAR 2008, AND VACANT LAND TRAFFIC VOLUMES 19 FIGURE 10: SUM OF EXISTING, YEAR 2008, VACANT LAND, AND PROPOSED DEVELOPMENT TRAFFIC VOLUMES 20 DAN YOUNG- 96 STREET AND GRAY Ron I certify that this TRAFFIC IMPACT ANALYSIS has been prepared by me and under my immediate supervision and that I have experience and training in the field of traffic and transportation engineering. A &F ENGINEERING CO., INC. William J. Fehribach, P.E. President Indiana Registration 12855 R. Matt Brown, E.I.T. Transportation Engineer CERTIFICATION III TRAFFIC IMPACT ANALYSIS DAN YOUNG- 96 11 STREET. AND GRAY ROAD TRAFFIC IMPACT ANALYSIS INTRODUCTION This TRAFFIC IMPACT ANALYSIS, prepared at the request of Dan Young is for a proposed new car sales development that is to be located in Carmel, Indiana. PURPOSE The purpose of this analysis is to determine what effect traffic generated by the proposed development will have on the existing adjacent roadway system. This analysis will identify any roadway deficiencies that may exist today or that may occur when this site is developed. Conclusions will be reached that will determine if the roadway system can accommodate the anticipated traffic volumes or will determine the modifications that will be required to the system if it is determined there will be deficiencies in the system resulting from the increased traffic volumes. Recommendations will be made that will address the conclusions resulting from this analysis. These recommendations will address feasible roadway system improvements which will accommodate the proposed development traffic volumes such that there will be safe ingress and egress, to and from the proposed development, with minimal interference to traffic on the public street system. SCOPE OF WORK The scope of work for this analysis is: First, to obtain existing traffic volume counts at the following intersections: 96 Street and Bauer East Drive 96 Street and Delegates Row 96 Street and H.H. Gregg West Drive 96 Street and H.H. Gregg East Drive 96 Street and Randall Road 96 Street and Knights Bridge Boulevard 96 Street and Brandt Road 96 Street and Gray Road DAN YOUNG- 96' STREET AND GRAY ROAD Second, to estimate the number of new trips that will be generated for each of the following: Vacant Lands These are traffic volumes created by the surrounding vacant lands assuming full build out of each parcel. Proposed Development This is the development as proposed by Dan Young. TRAFFIC IMPACT ANALYSIS Third, to assign the generated traffic volumes to the driveways and/or roadways that will provide access to each of the individual parcels that have previously been identified to be included in this analysis. Fourth, to distribute the generated traffic volumes from each parcel onto the public roadway system and intersections which have been identified as the study area. Fifth, to prepare an analysis including a capacity analysis and level of service analysis for the intersections included in the study area for each of the following scenarios: SCENARIO 1: Existing Conditions Based on existing roadway conditions and existing traffic volumes. SCENARIO 2: Vacant Land Add the traffic volumes that will be generated from outside the study area through the year 2008 to the sum of the existing traffic volumes and the vacant land traffic volumes. SCENARIO 3: Proposed Development Add the traffic volumes that will be generated by the proposed development to those volumes used in scenario 2. Finally, to prepare a TRAFFIC IMPACT ANALYSIS documenting all data, analyses, conclusions and recommendations to provide for the safe and efficient movement of traffic through the study area. DESCRIPTION OF THE PROJECT The proposed development is to be located along 96 Street between Randall Road and Gray Road in Carmel, Indiana. As proposed, the development will consist of seven acres of new car sales. Figure 1 is an area map and conceptual plan of the proposed development including the proposed access point. 2 DESCRIPTION RECOMMENDED LAND USE VACANT AREA Vacant Land A Retail 258,746 SF Vacant Land B Retail 101,000 SF Vacant Land B. Retail 56,500 SF Vacant Land B Multi Family 225 DU Vacant Land B Single Family 20 DU Vacant Land B Single Family 72 DU Vacant Land B Single Family (Duplexes) 32 DU Vacant Land B Condominium (Quads) 68 DU Vacant Land B Office 225,000 SF DAN YOUNG- 96 111 STREET AND GRAY ROAD 4 TRAFFIC IMPACT ANALYSIS STUDY AREA The study area as defined by the city of Carmel Department of Community Services for this analysis will include the following intersections: 96 Street and Bauer East Drive 96 Street and Delegates Row 96 Street and H.H. Gregg West Drive 96 Street and H.H. Gregg East Drive 96 Street and Randall Road 96 Street and Knights Bridge Boulevard 96 Street and Brandt Road 96 Street and Gray Road 96 Street and Proposed Access Point DESCRIPTION OF VACANT PARCELS The recommended individual parcel land uses and vacant area for each parcel are listed in Table 1. Figure 2 illustrates the location of these vacant parcels. TABLE 1 VACANT PARCEL RECOMMENDED LAND USE DAN YouNC- 96 SST r AND-GRAY ROAD 1 Trip Generation, Institute of Transportation Engineers, Sixth Edition, 1997. 6 TRAFFIC IMPACT ANALYSIS DESCRIPTION OF THE ABUTTING STREET SYSTEM This proposed development would be served by the public roadway system that includes 96 Street and Gray Road. 96 STREET is an east -west, five lane major roadway that serves the northern suburbs of Indianapolis. GRAY ROAD is a north- south, two -lane collector that serves Hamilton County. Gray Road terminates at its intersection with 96 Street. 96` Street Gray Road This intersection is controlled by full actuated traffic signal. The eastbound and westbound approaches consist of an exclusive left -lane, an exclusive right -lane, and two through lanes. The southbound approach consists of an exclusive left -turn lane, an exclusive right -turn lane, and a single through lane. The northbound approach is a development driveway that includes an exclusive left -turn lane, an exclusive right -turn lane, and a single through lane. TRAFFIC DATA Peak hour manual turning movement traffic volume counts were made at the study intersections by A &F Engineering Co., Inc. The traffic.volume counts include an hourly total of all "through" traffic and all "turning" traffic at the intersection. The traffic volume counts were made during the hours of 6:00 AM to 9:00 AM and 4:00 PM to 7:00 PM in April, July, August, and September 1998. These counts are included in Appendix A. GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT The estimate of traffic to be generated by the proposed development is a function of the development size and of the character of the land use. Trip Generation' report was used to calculate the number of trips that will be generated by the proposed development. This report is a compilation of trip data for various land uses as collected by transportation professionals throughout the United States in order to establish the average number of trips generated by various land uses. Table 2 is a summary of the trips that will be generated by the proposed development. LAND USE ITE CODE SIZE AM ENTER AM EXIT PM ENTER PM EXIT Retail 841 35,000 SF 56 21 53 51 LAND USE ITE CODE SIZE AM ENTER AM EXIT PM ENTER PM EXIT Retail 820 258,746 SF 172 110 564 612 DAN YOUNG- 96 1 STREET AND GRAY ROAD TRAFFIC IMPACT ANALYSIS TABLE 2 GENERATED TRIPS FOR PROPOSED DEVELOPMENT GENERATED TRIPS GENERATED TRAFFIC VOLUMES FOR VACANT LANDS Trip Generation report was used to calculate the number of trips that will be generated by vacant land B. Table 3 is a summary of the trips that will be generated'by this vacant parcel. TABLE.3 GENERATED TRIPS FOR VACANT PARCEL B GENERATED TRIPS On the other hand, the assignment and distribution of traffic volumes for vacant parcel A were taken from a previous Traffic Impact Analysis report that was conducted by A F Engineering Co., Inc. INTERNAL TRIPS An internal trip results when a trip is made between two land uses without using the roadway system. Typically, internal trips occur in mixed -use developments. This is a single use, retail development. Therefore, no reductions will be applied for internal trips. PASS -BY TRIPS Pass -by trips are trips already on the roadway system that decide to enter a land use. A new car sales development does not attract a large amount of pass -by traffic. Therefore, no reduction will be applied for pass -by trips. 2 Traffic Impact Analysis Prepared for Evergreen Planners, 96 Street and Brandt Road, A F Engineering Co. Inc., November 1996. 7 DAN YOUNG -i90 STREET AND GRAY ROAD TRAFFIC IMPACT ANALYSIS ANNUAL GROWTH RATE FOR BACKGROUND TRAFFIC The Department of Community Services has prepared the estimate of the annual growth rate for background traffic that will be generated on the street system included in the study area. The annual growth rate of background traffic to be used for this analysis is three percent (3 for all streets. ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS The study methodology used to determine the traffic volumes from the proposed development that will be added to the street system is defined as follows: 1. The volume of traffic that will enter and exit the site must be assigned to the various access points and to the public street system. Using the traffic volume data collected for this analysis, traffic to and from the proposed new site has been assigned to the proposed driveways and to the public street system that will be serving the site. 2. To determine the volumes of traffic that will be added to the public roadway system, the generated traffic must be distributed by direction to the public roadways at their intersection with the driveway. For the proposed development, the distribution was based on the existing traffic patterns and the assignment of generated traffic. The assignment and distribution of the generated traffic volumes for the proposed development are shown on Figure 3. PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SYSTEM Generated traffic volumes that can be expected from the proposed development have been prepared for the proposed access point and for each of the study area intersections. The Peak Hour generated traffic volumes are shown on Figure 4. These data are based on the previously discussed trip generation data, assignment of generated traffic, and distribution of generated traffic. 8 7. DAN YOUNG- 96 STREET AND GRAY ROAD TRAFFIC IMPACT ANALYSIS VACANT LAND TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM Generated traffic volumes that can be expected from the vacant land developments, within the study area, have been prepared for the study area intersections. The Peak Hour generated traffic volumes for the vacant lands are shown on Figure 5 and Figure 6. These data are based on the previously discussed trip generation data, assignment of generated traffic, the distribution of generated traffic and the previously mentioned Traffic Impact Study conducted by A F Engineering Co., Inc. The assignment and distribution of traffic volumes for vacant parcel B are included on Figure Al in Appendix A YEAR 2008 TRAFFIC VOLUMES To evaluate the future impact of this development on the public roadway system, the existing traffic volumes must be projected forward to a design year. The design year used for this project will be year 2008. The Department of Community Services has established an annual rate of three percent (3 for all streets. The Year 2008 projected traffic volumes are shown on Figure CAPACITY ANALYSIS The "efficiency" of an intersection is based on its ability to accommodate the traffic volumes that approach the intersection. The "efficiency" of an intersection is designated by the Level -of- Service (LOS) of the intersection. The LOS of an intersection is determined by a series of calculations commonly called a "capacity analysis Input data into a capacity analysis include traffic volumes, intersection geometry, number and use of lanes and, in the case of signalized intersections, traffic signal timing. To determine the level of service at each of the study intersections, a capacity analysis has been made using the recognized computer program based on the Highway Capacity Manual (HCM) 3 Transportation Research Board, National Research Council, Washington, DC, Special Report 209, 1985. 11 DAN YOUNG- 96 STREET AND GRAY ROAD DESCRIPTION OF LEVELS OF SERVICE The following descriptions are for signalized intersections: Level of Service A describes operations with a very low delay, less than 5.0 seconds per vehicle. This occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Level of Service B describes operations with delay in the range of 5.1 to 15.0 seconds per vehicle. This generally occurs with good progression. More vehicles stop than LOS A, causing higher levels of average delay. Level of Service C describes operation with delay in the range of 15.1 seconds to 25.0 seconds per vehicle. These higher delays may result from failed progression. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. Level of Service D describes operations with delay in the range of 25.1 to 40.0 seconds per vehicle. At level of service D, the influence of congestion becomes more noticeable. Longer delays may result from some combinations of unfavorable progression. Many vehicles stop, and the proportion of vehicles not stopping declines. Level of Service E describes operations with delay in the range of 40.1 to 60.0 seconds per vehicle. This is considered to be the limit of acceptable delay. These high delay values generally indicate poor progression and long cycle lengths. 15 TRAFFIC IMPACT ANALYSIS DAN Yovivc- 96 STRg1 r GRAY ROAD Level of Service F describes operations with delay in excess of 60.0 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with oversaturation, i.e., when arrival flow rates exceed the capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. The following list shows the delays related to the levels of service for unsignalized intersections: Level of Service Average Delay (seconds /vehicle) A Less than or equal to 5 B Between 5.1 and 10 C Between 10.1 and 20 D Between 20.1 and 30 E Between 30.1 and 45 F greater than 45 CAPACITY ANALYSES SCENARIOS To evaluate the proposed development's effect on the public street 'system, the traffic volumes from each of the various parts must be aggregated to form a series of scenarios that can be analyzed. The analysis of these scenarios determines the adequacy of the existing roadway system. From the analysis, recommendations can be made to improve the public street system so it will accommodate the increased traffic volumes. The Department of Community Services have requested that an analysis be made for the AM Peak Hour and PM Peak Hour for each of the study intersections for each of the following scenarios: 16 TRAFFIC IMPACT ANALYSIS DAN YOUNG- 96 STREET AND GRAY ROAD TRAFFIC IMPACT ANALYSIS SCENARIO 1: Existing Traffic Volumes These are the traffic volumes that were obtained in April, July, August, and September 1998. Figure 8 is a summary of these traffic volumes at the study intersections for the peak hours. SCENARIO 2: Existing Traffic Volumes Vacant Land Generated Traffic Volumes Year 2008 Traffic Volumes Figure 9 is a summary of these traffic volumes at the study intersections for the peak hour. SCENARIO 3: Existing Traffic Volumes Vacant Land Generated Traffic Volumes Year 2008 Traffic Volumes Proposed Development Traffic Volumes Figure 10 is a summary of these traffic volumes at the study intersections for the peak hours. 17 MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Southbound Approach F B B Eastbound Approach B A A Westbound Approach A A Intersection B A A MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Southbound Approach F B B Eastbound Approach B B B Westbound Approach A A Intersection B A A DAN YOUNG- 96' STREET AND GRAY ROAD The requested analyses have been completed and the computer solutions showing the level of service results are included in Appendix A. The tables that are included in this report are a summary of the results of the level of service analyses and are identified as follows: Table 3 96th Street and Bauer East Drive Table 4 96 Street and. Delegates Row Table 5 96 Street and H.H. Gregg West Drive Table 6 96 Street and H.H. Gregg East Drive Table 7 96 Street and Randall Road Table 8 96 Street and Knights Bridge Boulevard Table 9 96 Street and Brandt Road Table 10 96 Street and Gray Road TABLE 3 LEVEL OF SERVICE SUMMARY -96 STREET AND BAUER EAST DRIVE AM PEAK HOUR PM PEAK HOUR TRAFFIC IMPACT ANALYSIS SCENARIO 1: Existing Traffic Volumes with Existing Conditions. SCENARIO 2: Sum of Existing, Year 2008, and Vacant Land Traffic Volumes with Proposed Conditions. SCENARIO 3: Sum of Existing, Year 2008, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions. 21 MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach F B B Eastbound Approach B B Westbound Approach C A A Intersection A A A MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach C C C Eastbound Approach A B B Westbound Approach A B C Intersection A B B MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach C E D Eastbound Approach B C C Westbound Approach A B B Intersection B C C MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach F B B Eastbound Approach A A Westbound Approach A A A Intersection A A A DAN YOUNG- 96' STREET AND GRAY ROAD SCENARIO 1: SCENARIO 2: SCENARIO 3: AM PEAK HOUR PM PEAK HOUR Existing Traffic Volumes with Existing Conditions. AM PEAK HOUR PM PEAK HOUR 22 TRAFFIC IMPACT ANALYSIS TABLE 4 LEVEL OF SERVICE SUMMARY -96 STREET AND DELEGATES ROw Sum of Existing, Year 2008, and Vacant Land Traffic Volumes with Existing Conditions. Sum of Existing, Year 2008, Vacant Land, and Proposed Development Traffic Volumes with Existing Conditions. TABLE 5 LEVEL OF SERVICE SUMMARY -96 STREET AND H.H. GREGG WEST DRIVE MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach F C C Eastbound Approach B B Westbound Approach C A A Intersection B A A MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach F B B Eastbound Approach A A Westbound Approach A A A Intersection A A A MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Southbound Approach D F F Eastbound Approach C D D Intersection A D E DAN YOUNG- 96Th STREET AND GRAY ROAD SCENARIO 1: Existing Traffic Volumes with Existing Conditions. SCENARIO 2: SCENARIO 3: SCENARIO 2: SCENARIO 3: Sum of Existing, Year 2008, and Vacant Land Traffic Volumes with Proposed Conditions. Sum of Existing, Year 2008, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions. TABLE 6 LEVEL OF SERVICE SUMMARY -96 STREET AND H.H. GREGG EAST DRIVE AM PEAK HOUR PM PEAK HOUR SCENARIO 1: Existing Traffic Volumes with Existing Conditions. Sum of Existing, Year 2008, and Vacant Land Traffic Volumes with Proposed Conditions. Sum of Existing, Year 2008, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions. TABLE 7 LEVEL OF SERVICE SUMMARY -96 STREET AND RANDALL ROAD AM PEAK HOUR 23 TRAFFIC IMPACT ANALYSIS MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach- F B B Eastbound Approach A A Westbound Approach A A A Intersection C A A MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach F C C Eastbound Approach A A Westbound Approach C A A Intersection A A A MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Southbound Approach E F F Eastbound Approach B C C Intersection A C C DAN YOUNG- 96Th STREET. AND GRAY ROAD PM PEAK HOUR SCENARIO 1: Existing Traffic Volumes with Existing Conditions. SCENARIO 2: Sum of Existing, Year 2008, and Vacant Land Traffic Volumes with Existing Conditions. SCENARIO 3: Sum of Existing, Year 2008, Vacant Land, and Proposed Development Traffic Volumes with Existing Conditions. TABLE 8 LEVEL OF SERVICE SUMMARY-96 STREET AND KNIGHTS BRIDGE BOULEVARD AM PEAK HOUR TRAFFIC IMPACT ANALYSIS PM PEAK HOUR SCENARIO 1: Existing Traffic Volumes with Existing Conditions. SCENARIO 2: Sum of Existing, Year 2008, and Vacant Land Traffic Volumes with Proposed Conditions. SCENARIO 3: Sum of Existing, Year 2008, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions. 24 MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach B C C Southbound Approach B C C Eastbound Approach B B B Westbound Approach B C B Intersection B B B MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach F/A B B Eastbound Approach B B Westbound Approach B A A Intersection A B B MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach F/C C C Eastbound Approach B B Westbound Approach D A A Lltersection B B B DAN YOUNG- 96Th STREET AND GRAY ROAD TABLE 9 LEVEL OF SERVICE SUMMARY -96 STREET AND BRANDT ROAD AM PEAK HOUR Note: Scenario 1 northbound approach NB Left /NB Right PM PEAK HOUR Note: Scenario 1 northbound approach NB Left /NB Right SCENARIO 1: Existing Traffic Volumes with Existing Conditions. SCENARIO 2: Sum of Existing, Year 2008, and Vacant Land Traffic Volumes with Proposed Conditions. SCENARIO 3: Sum of Existing, Year 2008, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions. TABLE 10 LEVEL OF SERVICE SUMMARY -96 STREET AND GRAY ROAD AM PEAK HOUR 25 TRAFFIC IMPACT ANALYSIS MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3 Northbound Approach B C D Southbound Approach B C D Eastbound Approach C D C Westbound Approach B D D Intersection C D D DAN YOUNG- 96m STREET AND GRAY ROAD SCENARIO 1: Existing Traffic Volumes with Existing Conditions. SCENARIO 2: SCENARIO 3: PM PEAK HOUR 26 TRAFFIC IMPACT ANALYSIS Sum of Existing, Year 2008, and Vacant Land Traffic Volumes with Existing Conditions. Sum of Existing,. Year 2008, Vacant Land, and Proposed Development Traffic Volumes with Existing Conditions. DAN YOUNG- 96 1 STREET AND GR4.Y ROAD will be less during the other 22 hours. 27 TRAFFIC IMPACT ANALYSIS CONCLUSIONS The conclusions that follow are based on existing traffic volume data, trip generation, assignment and distribution of generated traffic, capacity analyses with the resulting levels of service that have been prepared for each of the study intersections, and the field review conducted at the site. These conclusions apply only to the AM Peak Hour and PM Peak Hour that were addressed in this analysis. These peak hours are when the largest volumes of traffic will occur. Therefore, if the resulting level of service is adequate during these time periods, it can generally be assumed the remaining 22 hours will have levels of service that are better than the peak hour, since the existing street traffic volumes 1. 96 STREET AND BAUER.EAST DRIVE Existing (Scenario 1) A review of the level -of- service for each of the intersection approaches, with the existing traffic volumes and year 2008 traffic volumes with existing geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. Vacant Lands (Scenario 2) With the traffic volumes from the vacant lands and the background traffic through the year 2008 added to the existing traffic volumes, this intersection will operate at acceptable levels of service with the proposed geometrics and with the installation of a traffic signal. The proposed geometrics consist of an exclusive left -turn lane and two through lanes on the eastbound approach. Also, the westbound approach should consist of two through lanes and an exclusive right -turn lane. Finally, the southbound approach should remain a shared left- turn/right -turn lane. Proposed Development (Scenario 3) When the traffic volumes from the proposed development are added to the existing, year 2008, and vacant land traffic volumes, the intersection continues to operate at acceptable levels during the AM Peak Hour and PM Peak Hour when the proposed conditions needed for scenario 2 are implemented. DAN YOUNG- 96m STREET AND GRAY ROAD TRAFFIC IMPACT ANALYSIS 2. 96 TH STREET AND DELEGATES ROW Existing (Scenario 1) A review of the level -of- service for each of the intersection approaches, with the existing traffic volumes and year 2008 traffic volumes with existing geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. Vacant Lands (Scenario 2) With the traffic volumes from the vacant lands and the background traffic through the year 2008 added to the existing traffic volumes, this intersection continues to operate at acceptable levels of service with the existing geometrics. Proposed Development (Scenario 3) When the traffic volumes from the proposed development are added to the existing, year 2008, and vacant land traffic volumes, this intersection continues to operate at acceptable levels of service with the existing geometrics. 3. 96 TH STREET AND H.H. GREGG WEST DRIVE Existing (Scenario 1) A review of the level -of- service for each of the intersection approaches, with the existing traffic volumes and year 2008 traffic volumes with existing geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. Vacant Lands (Scenario 2) With the traffic volumes from the vacant lands and the background traffic through the year 2008 added to the existing traffic volumes, this intersection will operate at acceptable levels of service with the proposed geometrics and with the installation of a traffic signal. The proposed geometrics consist of an exclusive left -turn lane and two through lanes on the westbound approach. Also, the eastbound approach should consist of two through lanes and an exclusive right -turn lane. Finally, the northbound approach should remain a shared left- turn/right -turn lane. 28 DAN YOUNG- 96 STREET AND GRAY'RoAD 29 TRAFFIC IMPACT ANALYSIS Proposed Development (Scenario 3) When the traffic volumes from the proposed development are added to the existing, year 2008, and vacant land traffic volumes, the intersection continues to operate at acceptable levels during the AM Peak Hour and PM Peak Hour when the proposed conditions needed for scenario 2 are implemented. 4. 96 STREET AND H.H. GREGG EAST DRIVE Existing (Scenario 1) A ,review of the level -of- service for each of the intersection approaches, with the existing traffic volumes and year 2008 traffic volumes with existing geometrics; has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. Vacant Lands (Scenario 2) With the traffic volumes from the vacant lands and the background traffic through the year 2008 added to the existing traffic volumes, this intersection will operate at acceptable levels of service with the proposed geometrics and with the installation of a traffic signal. The proposed geometrics consist of an exclusive left -turn lane and two through lanes on the westbound approach. Also, the eastbound approach should consist of two through lanes and an exclusive right -turn lane. Finally, the northbound approach should remain a shared left turn/right -turn lane. Proposed Development (Scenario 3) When the traffic volumes from the proposed development are added to the existing, year 2008, and vacant land traffic volumes, the intersection continues to operate at acceptable levels during the AM Peak Hour and PM Peak Hour when the proposed conditions needed for scenario 2 are implemented. 5. 96 STREET AND RANDALL ROAD Existing (Scenario .1) A review of the level -of- service for each of the intersection approaches, with the existing traffic volumes and year 2008 traffic volumes with existing geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. DAN YODNG- 96 Th STREET AND GRAY ROAD 30 TRAFFIC IMPACT ANALYSIS Vacant Lands (Scenario 2) With the traffic volumes from the vacant lands and the background traffic through the year 2008 added to the existing traffic volumes, this intersection continues to operate at acceptable levels of service with the existing geometrics. Proposed Development (Scenario 3) When the traffic volumes from the proposed development are added to the existing, year 2008, and vacant land traffic volumes, this intersection continues to operate at acceptable levels of service with the existing geometrics. 6. 96 STREET AND KNIGHTS BRIDGE BOULEVARD Existing (Scenario 1) A review of the level -of- service for each of the intersection approaches, with the existing traffic volumes and year 2008 traffic volumes with existing geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. Vacant Lands (Scenario 2) With the traffic volumes from the vacant lands and the background traffic through the year 2008 added to the existing traffic volumes, this intersection will operate at acceptable levels of service with the proposed geometrics and with the installation of a traffic signal. The proposed geometrics consist of an exclusive left -turn lane and two through lanes on the westbound approach. Also, the eastbound approach should consist of two through lanes and an exclusive right -turn lane. Finally, the northbound approach should remain a shared left- turn/right -turn lane. Proposed Development (Scenario 3) When the traffic volumes from the proposed development are added to the existing, year 2008, and vacant land traffic volumes, the intersection continues to operate at acceptable levels during the AM Peak Hour and PM Peak Hour when the proposed conditions needed for scenario 2 are implemented. DAN YOUNG- 96' STREET. AND GRAY ROAD TRAFFIC IMPACT ANALYSIS 7. 96 TH STREET AND BRANDT ROAD Existing (Scenario 1) A review of the level -of- service for each of the intersection approaches, with the existing traffic volumes and year 2008 traffic volumes with existing geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. Vacant Lands (Scenario 2) With the traffic volumes from the vacant lands and the background traffic through the year 2008 added to the existing traffic volumes, this intersection will operate at acceptable levels of service with the proposed geometries and with the installation of a traffic signal. The proposed geometrics consist of an exclusive left -turn lane and two through lanes on the westbound approach. Also, the eastbound approach should consist of two through lanes and an exclusive right -turn lane. Finally, the existing northbound approach should be maintained. This approach consists of an exclusive left -turn lane and an exclusive right turn lane. Proposed Development (Scenario 3) When the traffic volumes from the proposed development are added to the existing, year 2008, and vacant land traffic volumes, the intersection continues to operate at acceptable levels during the Alai Peak Hour and PM Peak Hour when the proposed conditions needed for scenario 2 are implemented. 8. 96' STREET AND GRAY ROAD Existing (Scenario 1) A review of the level -of- service for each of the intersection approaches, with the existing traffic volumes and year 2008 traffic volumes with existing geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. Vacant Lands (Scenario 2) With the traffic volumes from the vacant lands and the background traffic through the year 2008 added to the existing traffic volumes, this intersection continues to operate at acceptable levels of service with the existing geometrics. 31 DAN YOUNG- 96Th STREET AND GRAY ROAD TRAFFIC IMPACT ANALYSIS Proposed Development (Scenario 3) When the traffic volumes from the proposed development are added to the existing, year 2008, and vacant land traffic volumes, this intersection continues to operate at acceptable levels of service with the existing geometrics. PROPOSED ACCESS POINT To increase safety and efficiency at the access point, an eastbound left -turn lane is needed. Current 96 Street geometrics include a left -turn lane. Therefore, a new lane does not need to be constructed for this access point. 32 DAN YOUNG 96"' STREET, AND GRAY ROAD TRAFFIC IMPACT ANALYSIS RECOMMENDATIONS Based on this analysis and the conclusions, the following recommendations are made to insure that the roadway system will operate at acceptable levels of service if the site is developed as proposed. 1. 96 STREET AND BAUER EAST DRIVE A full actuated traffic signal should be installed at this intersection. This intersection should be improved by constructing an exclusive right -turn lane along the westbound approach and an exclusive left -turn lane along the eastbound approach. These lanes should be constructed to a minimum of twelve feet in width. Also, the existing through lanes should be maintained along the westbound and eastbound approaches. Finally, the existing shared left turn/right -turn lane along the southbound approach should be maintained. 2. 96 STREET AND DELEGATES ROW This intersection should be continually monitored over time, and improvements made when traffic volumes warrant such improvements. 3. 96 STREET AND H.H. GREGG WEST DRIVE A full actuated traffic signal should be installed at this intersection. This intersection should be improved by constructing an exclusive right -turn lane along the eastbound approach and an exclusive left -turn lane along the westbound approach. These lanes should be constructed to a minimum of twelve feet in width. Also, the existing through lanes should be maintained along the westbound and eastbound approaches. Finally, the existing shared left- turn/right -turn lane along the northbound approach should be maintained. 4. 96 STREET AND H.H. GREGG EAST DRIVE A full actuated traffic signal should be installed at this intersection. This intersection should be improved by constructing an exclusive right -turn lane along the eastbound approach and an exclusive left -turn lane along the westbound approach. These lanes should be constructed to a minimum of twelve feet in width. Also, the existing through lanes should be maintained along the westbound and eastbound approaches. Finally, the existing shared left- turn/right -turn lane along the northbound approach should be maintained. 5. 96' STREET AND RANDALL ROAD This intersection should be continually monitored over time, and improvements made when traffic volumes warrant such improvements. 33 DAN YOUNG- 96 111 STREET AND GRAY ROAD 34 TRAFFIC IMPACT ANALYSIS 6. 96 STREET AND KNIGHTS BRIDGE BOULEVARD A full actuated traffic signal should be installed at this intersection. This intersection should be improved by constructing an exclusive right -turn lane along the eastbound approach and an exclusive left -turn lane along the westbound approach. These lanes should be constructed to a minimum of twelve feet in width. Also, the existing through lanes should be maintained along the westbound and eastbound approaches. Finally, the existing shared left- turn/right -turn lane along the northbound approach should be maintained. 7. 96 STREET AND BRANDT ROAD A full actuated traffic signal should be installed at this intersection. This intersection should be improved by constructing an exclusive right -turn lane along the eastbound approach and an exclusive left -turn lane along the westbound approach. These lanes should be constructed to a minimum of twelve feet in width. Also, the existing through lanes should be maintained along the westbound and eastbound approaches. Finally, the existing exclusive left -turn lane and 'exclusive right -turn lane along the northbound approach should be maintained. 8. 96 STREET AND GRAY ROAD This intersection should be continually monitored over time, and improvements made when traffic volumes warrant such improvements. 9. PROPOSED ACCESS POINT This access point should be developed with two twelve foot (12') wide outbound lanes and one sixteen foot (16') wide inbound lane. The existing left -turn lane along 96 Street should be utilized to allow safe access into the development. DAN YOUNG- 96Th STREET AND GRAY ROAD 35 TRAFFIC IMPACT ANALYSIS SUMMARY The traffic generated by the proposed development will not adversely affect the operation of the public roadway system to a greater extent than if the development was not constructed. The recommendations that were outlined in this report should be implemented in the future, regardless of the proposed development, in order for the study intersections to operate at acceptable levels -of- service in the year 2008.