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Traffic Impact Analysis 3-99
TRAFFIC IMPACT ANALYSIS PROPOSED RESIDENTIAL DEVELOPMENT EMERALD CREST CARMEL~ INDIANA PREPARED FOR DAVIS HOMES, L.L.C. MARCH1999 PREPARED BY: A & F ENGINEERING Co., INC. CONSUL~NG ENGINEERS $172EAST65TM STREET INDIANAPOLIS, IN46220 PH 317-842-0864 FAX317-849-6816 DAVIS HOMES, L.L.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACT ANALYSIS COPYRIGHT This Analysis and the ideas, designs and concepts contained herein are the exclusive intellectual property of A&F Engineering Co., Inc. and are not to be used or reproduced in whole or in part, without the written consent of A&F Engineering Co., Inc. © 1999, A&F Engineering Co., Inc. DAVIS HOMES, L.LC - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS TABLE OF CONTENTS LIST OF FIGURES ..................................................................................................................................................... II CERTIFICATION ..................................................................................................................................................... III INTRODUCTION ....................................................................................................................................................... 1 PURPOSE ................................................................................................................................................................. 1 SCOPE OF WORK ..................................................................................................................................................... DESCRIPTION OF THE PROJECT ................................................................................................................................. 2 STUDY AREA .......................................................................................................................................................... 4 DESCRIPTION OF VACANT PARCELS ......................................................................................................................... TABLE 1 - VACANT PARCEL RECOMMENDED LAND USE ...................................................................................... 4 DESCRIPTION OF THE ABUTTING STREET SYSTEM ..................................................................................................... TRAFFIC DATA ........................................................................................................................................................ 6 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ............................................................................... 6 TABLE 2 - GENEKATED TRIPS FOR PROPOSED DE'v'ELOPMENT .............................................................................. 6 GENERATED TRAFFIC VOLUMES FOR VACANT LANDS .............................................................................................. 6 INTERNAL TRIPS ..................................................................................................................................................... 7 PASS-BY TRIPS ....................................................................................................................................................... 7 ANNUAL GROWTH RATE FOR BACKGROUND TRAFFIC .............................................................................................. 7 ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS ........................................................................................... PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SYSTEM ......................................................... 8 VACANT LAND AND YEAR 2009 TK4FFIC VOLUMES ADDED TO THE STREET SYSTEM .............................................. 11 CAPACITY ANALYSIS ............................................................................................................................................ 11 DESCRIPTION OF LEVELS OF SERVICE ....................................................................................................................11 CAPACITY ANALYSES SCENARIOS .........................................................................................................................13 TABLE 3 - LEVEL OF SERVICE SUMMARY- ,'- 26TH STREET AND GRAY ROAD ........................................................ 16 TABLE 4 - LEVEL OF SERVICE SUMMARY- 126TH STREET AND RIVER I~.OAD ....................................................... 17 TABLE 5 - LEVEL OF SERVICE SUMMARY-13 lST STREET AND GRAY ROAD ........................................................ 18 TABLE 6 - LEVEL OF SERVICE SUMMARY-131ST STREET AND CHERRY TREE ROAD ............................................ 19 TABLE 7 - LEVEL OF SERVICE SUMMARY-146TH STREET AND CHERRY TREE ROAD ............................................ 20 TABLE 8 - LEVEL OF SERVICE SUMMARY-146TH STREET AND GRAY ROAD ........................................................ 21 TABLE 9 - LEVEL OF SERVICE SUMMARY- 146TH STREET AND RIVER ROAD ........................................................ 22 TABLE 10 - LEVEL OF SERVICE SUMMARY-PRoPOSED HAZEL DELL ROAD ACCESS POINT .................................. 23 TABLE 11 - LEVEL OF SERVICE SUMMARY-PRoPOSED 131 ST STREET ACCESS POINT .......................................... 23 CONCLUSIONS ....................................................................................................................................................... ]24 r RECOMMENDATIONS ............................................................................................................................................. 29 SUMMARY ............................................................................................................................................................ 29 DAVIS HOMES, LL.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS LIST OF FIGURES FIGURE 1: AREA MA~ AND CONCEPTUAL PLAN OF PROPOSED SITE ........................................................................... 3 FIGURE 2: ASSIGNMENT A.ND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ........ 9 FIGURE 3: GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ............................................................. !0 FIGURE 4: SUM OF EXISTING, YEAR 2009 AND VACANT LAND TRAFFIC VOLUMES .................................................. 14 FIGURE 5: SUM OF EXISTINO, YEAR 2009,VACA3~ LAND AND PROPOSED DEVELOPMENT TRAFFIC VOLUMES ......... ! 5 II DAVIS HOMES, kl~C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS CERTIFICATION I certify that this TR~'~'tC 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 ENOm~mqO Co., INC. Steven J. Fehribach, P.E. Indiana Registration 890237 R. Matt Brown, E.I. Transportation Engineer III DAVIS HOMES, L.L.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACT ANALYSIS INTRODUCTION This TRAF~C IMPACT ANALYSIS, prepared at the request of Davis Homes, L.L.C., is for a proposed residemial 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, when fully occupied, 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 and/or projected traffic volume counts at the following intersections: · 126th Street and Gray Road · 126th Street and River Road · 126th Street and Hazel Dell Road · 131 ~t Street and Gray Road · 131~t Street and Cherry Tree Road · 146th Street and Cherry Tree Road · 146th Street and Gray Road · 146th Street and River Road 1 DAVIS HOMES, LL¢. - EMERALD CRESTSUBDIVISlON TRAFFIC IMPACTANALYSI$ 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 Davis Homes, L.L.C. 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 each intersections included in the study area for each of the following scenarios: SCElqARIO 1: Existing Conditions - Based on existing roadway conditions and existing traffic volumes plus annual growth traffic volumes plus vacant land waffic volumes. SCENARIO2: Proposed Development - Based on the volumes used in Scenario 1 plus the volumes generated by the proposed development. 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 residential development is to be located along Hazel Dell Road between Cherry Tree Road and 131~t Street in Carmel, Indiana. As proposed, the development will consist of two separate sites that will have a total of 163 single-family dwelling units. Figure 1 is an area map and conceptual plan of the proposed development including the proposed access points. 2 J l 146TH ST. SITE 2 DAVIS HOMES EMERALD CREST 131ST ST, 126TH ST. FIGURE 1 AREA MAP AND CONCEPTUAL PLAN ©1999, A&F Engineering Co., Inc. DAVIS HOMES, LL.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS I STUDY AREA The study area as defined by the city of Cannel Department of Community Services for this analysis will include the following intersections: 126a' Street and Gray Road 126th Street and River Road · 126th Street and Hazel Dell Road · 13 la Street and Gray Road · 131~t Street and Cherty Tree Road · 146m Street and Cherty Tree Road · 146' Street and Gray Road · 146th Street and River Road · Proposed Hazel Dell Road Access Point · Proposed 131a Street Access Point · Proposed Cherry Tree Road North Access Point · Proposed Cherry Tree Road South Access Point DESCRIPTION OF VACANT PARCELS The recommended individual parcel land uses and areas for each parcel are listed in Table 1. TABLE 1 - VACANT PARCEL RECOMMENDED LAND USE RECOMMENDED VACANT DESCRIPTION LAND USE AREA Delaware Trace Subdivision Single Family 94 Lots Spring Creek Subdivision Single Family 117 Lots Trails at Avian Glen Single Family 67 Lots Plum Creek Subdivision Single Family 385 Lots Overture Subdivision Single Family 40 Lots Haverstick Subdivision Single Family 468 Lots Prairie View Subdivision Single Family 151 Lots 4 DAVIS HOMES, LLC. - EMERALD CRESTSIJBDIVISION TRAFFIC IMPACTANALYSIS DESCRIPTION OF THE ABUTTING STREET SYSTEM This proposed development would be served by the public roadway system that includes 146~ Street, 131~t Street, Cherry Tree Road and Hazel Dell Road. 146TM STREET - is an east-west, two-lane collector street that runs from Willow Road to Cumberland Road. This roadway services many residential neighborhoods throughout Carmel and the north side of Indianapolis. 146th Street will be reconstmctad as a four-lane facility from Spring Mill Road to State Road 37 in 1999. 131sr STREET- is an east-west, two-lane road that services many residential neighborhoods throughout Carmel and Hamilton County. This roadway is referred to as Main Street within the Carmel city limits. CHERRY TREE ROAD - is a north-south, two-lane road that runs from 131a Street to 171~t Street. This roadway services many residential neighborhoods throughout Hamilton County. HAZEL DELL ROAD - is a north-south, four-lane road that will run from 146~ Street to 96~ Street when expansion of the roadway is complete. Hazel Dell Road services many residential areas in Carmel. 126th Street & Gray Road - This intersection is controlled by a full actuated traffic signal. All approaches consist of an exclusive left-turn lane, and a shared right-turn lane/through lane. 126th Street & River Road- This "T" intersection is stop controlled with 126~ Street stopping for River Road. All approaches consist ora single shared lane that provides for all movements. 126~h Street & Hazel Dell Road - This intersection is controlled by a modem roundabout. Thus, all entering traffic yields to circulating traffic. 131st Street & Gray Road - This intersection is controlled by a full actuated traffic signal. All approaches consist of an exclusive left-turn lane, and a shared right-turn lane/through lane. 131 Street & Cherry Tree Road- This T intersection is stop controlled with Cherry Tree Road stopping for 131~t Street. 146th Street & Cherry Tree Road - This intersection is stop controlled with Cherry Tree Road stopping for 146th Street. All approaches to this intersection consist of a single shared lane that provides for all movements. 146th Street & Gray Road - This intersection is controlled by a four-way stop condition. All approaches to this intersection consist ora single shared lane that provides for all movements. 146th Street & River Road - This intersection is controlled by a four-way stop condition. approaches to this intersection consist of a single shared lane that provides for all movements. 5 All DAVIS HOMES, L.DC. - EMERALD CREST SUBDIVISION TRAFFIC IMPACT ANALYSIS TRAFFIC DATA Peak hour turning movement traffic volume data were taken from the 1997 Traffic Impact Analysis prepared by A&F Engineering for the city of CarmelI. This report provided AM and PM peak hour traffic counts for 1993 existing conditions as well as expected, 1996 generated traffic from vacant parcels that are in the proximity of the proposed site. 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 &the land use. Trip Generation2 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. TABLE 2 - GENERATED TRIPS FOR PROPOSED DEVELOPMENT DEVELOPMENT INFORMATION GENERATRED TRIPS ITE A/Vl AM PM PM SITE LAND USE CODE SIZE ENTER EXIT ENTER EXIT 1 Single Family 210 49 DU 11 33 36 20 2 Single Family 210 114 DU 22 67 77 43 TOTAL 33 100 113 63 GENERATED TRAFFIC VOLUMES FOR VACANT LANDS Traffic was to be generated for the following vacant lands as requested by the Carmel Department of Community Services. Delaware Trace Subdivision - 94 Vacant Lots Spring Creek Subdivision - 177 Vacant Lots Trails at Avian Glen Subdivision - 67 Vacant Lots Plum Creek Subdivision - 385 Vacant Lots · Overture Subdivision - 40 Vacant Lots · Haverstick Subdivision- 468 Vacant Lots · Prairie View Subdivision - 151 Vacant Lots Traffic Impact Analysis, A&F Engineering Co. Inc., June 1993, Revised 1997. Trip Generation, Institute &Transportation Engineers, Sixth Edition, 1997. 6 DAVIS HOMES, L.L.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACT ANALYSIS Traffic was generated for these, and several other vacant lands in the previously mentioned Carmel Traffic Impact Analysis that was conducted in 1997. This generated traffic assumed all vacant lands to be at full build out. Therefore, the vacant lands traffic generation used in the previous analysis can be applied to this study. INTERNAL TRIPS An internal trip remits 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 residential 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 residential development is a destination land use. Therefore, no reduction will be applied for pass-by trips. 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 o£background traffic to be used for this analysis is three percent 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: The volume oftraffc that will enter and exit the site must be assigned to the various access points and to the public street system. The traffic volume data presented in the 1997 Carmel Traffic Impact Analysis was used to assign traffic to and from the proposed site, the proposed driveways and to the public street system that will be serving the site. 7 DAVIS HOMES, L.L.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS 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 2. PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SYSTEM Generated traffic volumes that can be expected from the proposed development have been prepared for each of the proposed access points and for each of the study area intersections. The Peak Hour generated traffic volumes are shown on Figure 3. These data are based on the previously discussed trip generation data, assignment of generated traffic, and distribution of generated traffic. 8 · ! .! 20% 12% 6% 131ST ST. 126TH ST. DAVIS HOMES EMERALD CREST FIGURE 2 ASSIGNMENT AND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ©1999, A&F Engineer;ng Co., Inc. ~ 7 (,~) ~, - (3) vv (I) (2) 1-,. - - DAVIS HOMES EMERALD CREST 146TH ST. SITE 2 (~2) ~ ~, (*) f~ LEGEND O0 ~HOUR = Lbl. PEAK I · = NEGLIGIBLE (00) = P.~l. PEAK HOUR 131ST ST. 126TH ST. FIGURE 3 GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ©1999, A&F Engineering Co., Inc. DAVIS HOMES, L.LC. - EMERALD CRESTSUBDIVISlON TRAFFIC IMPACTANALYSIS VACANT LAND AND YEAR 2009 TRAFFIC VOLUMES ADDED TO THE STREET SYSTEM Generated traffic volumes that can be expected fi.om the vacant land developments have been prepared for the study area intersections. Also, in order to evaluate the future impact of this development on the public roadway system, the existing traffic volumes were projected forward to the design year of 2009. The vacant land volumes, as well as the design year volumes are based on the previously discussed 1997 Traffic Impact Analysis prepared for the city of Carmel. The vacant land volumes and 2009 volumes have been combined at each of the study intersections. These aggregated volumes are located on Figure 4. 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 LO~ 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 (ltCM)3. 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. Transportation Research Board, National Research Council, Washington, DC, Special Report 209, 1985. 11 D ~.VIS HOM£S, LLC. - EMERALD CREST SUBDIVISION TRAFFIC IMPACT ANALYSIS 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 - Level of Service D - Level of Service E - Level of Service F - 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. 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. 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. 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. 12 DAVIS HOMES, LLC. - F~MERALD CREST SUBDIVISION TRAFFIC IMPACT ANALYSIS The following list shows the delays related to the levels of service for unsignalized intersections: Level of Service A B C D E F Average Delay (seconds/vehicle) Less than or equal to 5 Between 5.1 and 10 Between 10.1 and 20 Between 20.1 and 30 Between 30.1 and 45 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 added together 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 has 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: SCENARIO 1: SCENARIO 2: Existing Traffic Volumes + Vacant Land Generated Traffic Volumes + Year 2009 Traffic Volumes - Figure 4 is a summary of these traffic volumes at the study intersections for the peak hours. Existing Traffic Volumes + Vacant Land Generated Traffic Volumes + Year 2009 Traffic Volumes + Proposed Development Generated Traffic Volumes - Figure 5 is a summary of these traffic volumes at the study intersections for the peak hours. 13 (735) 332 --~ (~7) ~o ~ 013) s4.~' (761) 276..-.~ DAVIS HOMES EMERALD CREST ~v~.. - 2x (54) '~' '~ ~ (771) ~"--~ ~1055 (1179) 942 ~ ~ ~ (290) 2~ ~- SITE (see) (~8) 6 (11o3) 17 (~4) ~ 131ST ST. 126TH ST. (187) (375) 284 ~ LEGEND oo ~- ~OUR }( : LM. PEAK * = NEGLIGIBLE (00) = P.Id. PEAK HOUR '"' '= (1046) (67) 25 (1140) (181) f SUM OF EXISTING, YEAR 2009, AND VACANT LAND TRAFFIC VOLUMES ©1999, A&F Engineering Co., Inc. SITE 2 131ST ST. ' ~ <-- 6~4 (5,~7) 05) ~-~' ) ,o ~, 126TH ST. ~,~..~'~ / 070 (s2~) ,24 (51) DAVIS HOMES EMERALD CREST ,¢.88 (gs) ~ ''? ~ ',6) ~8~ ) FIGURE 5 (~e;=z/~ /-'""- - ' SUM OF EXISTING, YEAR 2009, VACANT LAND, AND PROPOSED DEVELOPMENT GENERATED TRAFFIC VOLUMES ©1999, A&F Engineering Co,, Inc. DAVIS HOM F,S, L.LC. - EMERALD CRES'r SUBDIVISION TRAFFIC IMPACTANALYSIS 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 - 126t~ Street and Gray Road Table 4- 126t~ Street and River Road Table 5 - 131st Street and Gray Road Table 6- 13Pt Street and Cherry Tree Road Table 7- 146t~ Street and Cherry Tree Road Table 8 - 146t~ Street and Gray Road Table 9 - 146t~ Street and River Road Table 10 -Proposed Hazel Dell Road Access Point Table 11 - Proposed 13 l~t Street Access Point TABLE 3 - LEVEL OF SERVICE SUMMARY-126TM STREET AND GRAY ROAD AM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach B B Southbound Approach B B Eastbound Approach A A Westbound Approach B B Intersection B B SCENARIO 1: SCENARIO 2: PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach B B Southbound Approach B B Eastbound Approach B B Westbound Approach B B Intersection B B Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Existing Conditions. Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Existing Conditions. 16 DAVIS HOMES, L.LC. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS TABLE 4 - LEVEL OF SERVICE SUMMARY-126ra STREET AND RIVER ROAD SCENARIO 1: SCENARIO AM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach A A Eastbound Approach A A Intersection A A PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach A A Eastbound Approach B B Intersection A A Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Existing Conditions. Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Existing Conditions. 17 DAVIS HOMES, LL.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSlS TABLE 5 - LEVEL OF SERVICE SUMMARY- 13 lsr STREET AND GRAY ROAD AM PEAK HOUR MOVEMENT SCENARIO l SCENARIO 2 Northbound Approach B B Southbound Approach B B Eastbound Approach B B Westbound Approach B B Intersection B B PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach C C Southbound Approach C C Eastbound Approach C C Westbound Approach B B Intersection C C SCENARIO 1: Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Proposed Conditions. SCENARIO 2: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions. Note: The proposed conditions include the modification of the traffic signal to include protected eastbound and westbound lett-turns. Furthermore, fight-mm lanes should be added to the eastbound and westbound approaches. 18 DAVIS HOMES, LLC. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSlS TABLE 6 - LEVEL OF SERVICE SUMMARY- 131 st STREET AND CHERRY TREE Ro~D AM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Southbound Left C D Southbound Right B B Eastbound Approach A B Intersection A A SCENARIO 1: SCENARIO 2: PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Southbound Left E F Southbound Right B B Eastbound Approach A A Intersection A A Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Existing Conditions. Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Existing Conditions. 19 DAVIS HOMES, LLC, - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS TABLE 7 - LEVEL OF SERVICE SUMMARY- 146m STREET AND CHERRY TREE ROAD SCENARIO 1: SCENARIO 2: Note: AM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach C C Southbound Approach C C Eastbound Approach A A Westbound Approach A A Intersection A A PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach C C Southbound Approach C C Eastbound Approach A A Westbound Approach A A Intersection A A Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Proposed Conditions. Sum of Existing, Year 2009, Vacant Land, and Proposed Developmem Traffic Volumes with Proposed Conditions. The proposed conditions include the installation of a traffic signal with protected eastbound and westbound left-tums and the construction of eastbound and westbound left-turn lanes. Furthermore, 146th Street should be widened to include two through lanes at this intersection. 20 DAVIS HOMES, LLC. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYS1S TABLE 8 - LEVEL OF SERVICE SUMMARY- 146va STREET AND GRAY ROAD AM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach C C Southbound Approach C C Eastbound Approach B B Westbound Approach B B Intersection C C PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach C C Southbound Approach C C Eastbound Approach C C Westbound Approach B B Intersection C C SCENA_n_IO 1: Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Proposed Conditions. SCENARIO 2: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Conditions. Note: The proposed conditions include the installation of a traffic signal and the modification of the northbound and southbound approaches to include a through lane and an exclusive left-turn lane. Also, the eastbound and westbound approaches should be modified to include an exclusive left-turn lane and two through lanes. 21 DAVIS HOMES, L.L.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS T~BLE 9 - LEVEL OF SERVICE SUMMARY- 146va STREET AND RIVER ROAD AM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach B B Southbound Approach B B Eastbound Approach B B Westbound Approach B B Intersection B B PM PEAK HOUR MOVEMENT SCENARIO 1 SCENARIO 2 Northbound Approach C C Southbound Approach C C Eastbound Approach C C Westbound Approach B B Intersection C C SCENARIO 1: Sum of Existing, Year 2009, and Vacant Land Traffic Volumes with Proposed Conditions. SCENARIO 2: Sum of Existing, Year 2009, Vacant Land, and Proposed Developmem Traffic Volumes with Proposed Conditions. Note: The proposed conditions include the installation of a traffic signal and the modification of the northbound and southbound approaches to include a through lane and an exclusive left-mm lane. Also, the eastbound and westbound approaches should be modified to include an exclusive left-turn lane and two through lanes. 22 DAVIS HOMES, LL.C. - EMERALD CREST SUBDIVISION TRAFFIC IblPACTANALYSIS TABLE 10 - LEVEL OF SERVICE SUMMARY-PROPOSED HAZEL DELL ROAD ACCESS POINT MOVEMENT SCENARIO 2 AM PEAK PM PEAK Northbound Approach B B Eastbound Left E F Eastbound Rii~ht A A Intersection A A SCENAmO 2: Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Access Point. TABLE 1 1 - LEVEL OF SERVICE SUIvlMARY-PROPOSED 13 l*r STREET ACCESS POINT SCENARIO 2: MOVEMENT SCENARIO 2 AM PEAK PM PEAK Southbound Left C D Southbound Right B B Eastbound Approach A A , , Intersection A A Sum of Existing, Year 2009, Vacant Land, and Proposed Development Traffic Volumes with Proposed Access Point. 23 DAVIS HOMES, LLC. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTAN ALYS1S CONCLUSIONS The conclusions that follow are based on existing traffic volume data, trip generation, assignment and distfibuton 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 will be less during the other 22 hours. 126TM STREET AND GRAY ROAD Existing (Scenario 0 - A review of the level-of-service for each of the intersection approaches, with the existing, year 2009, and vacant land traffic volumes with existing geometries, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. Proposed Development (Scenario 2) - When the traffic volumes from the proposed development are added to the existing, year 2009, and vacant land traffic volumes, the intersection continues to operate at acceptable levels during the AM Peak Hour and PM Peak Hour. 126TM STREET AND RIVER ROAD Existing (Scenario /) - A review of the level-of-service for each of the intersection approaches, with the existing, year 2009, and vacant land traffic volumes with existing geometries, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. 24 DAVIS HOMES, LL.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS Proposed Development (Scenario 2) - When the traffic volumes from the proposed development are added to the existing, year 2009, and vacant land traffic volumes, the intersection continues to operate at acceptable levels during the AM Peak Hour and PM Peak Hour. 126TM STREET AND HAZEL DELL RO,~D This intersection is controlled by a modern roundabout. Currently, there is no tree capacity analysis method available for two-lane roundabouts. Therefore, a capacity analysis for this intersection is not included in this study. However, observations conducted at this location have shown that traffic is flowing through this intersection without delay. This intersection has been recently reconstructed as a modem roundabout. This design was based on year 2020 traffic volume projections. Therefore, the traffic generated by the proposed development will not have a negative effect on this intersection. 131sr STREET AND GRAY ROAD Existing (Scenario /) - A review of the level-of-service for each of the intersection approaches, with the existing, year 2009, and vacant land traffic volumes with proposed geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. The proposed intersection conditions include the modification of the traffic signal to include protected eastbound and westbound left- turns. Furthermore, right-turn lanes should be added to the eastbound and westbound approaches. These improvements are currently under design and will be implemented in conjunction with the 146~h Street project by the Hamilton County Highway Department. Proposed Development (Scenario 2) - When the traffic volumes from the proposed development are added to the existing, year 2009, and vacant land traffic volumes, the intersection continues to operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed geometrics. 25 DAVIS HOMES, I..LC. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALY5£5 131sr STREET AND CHERRY TREE ROAD Existing (Scenario /) - A review of the level-of-service for each of the intersection approaches, with the existing, year 2009, and vacant land traffic volumes with existing geometries, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour Proposed Development (Scenario 2) - When the traffic volumes from the proposed development are added to the existing, year 2009, and vacant land traffic volumes, the intersection continues to operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the existing geometrics. 146m STREET AND CHERRY TREE ROAD Existing (Scenario /) - A review of the level-of-service for each of the intersection approaches, with the existing, year 2009, and vacant land traffic volumes with proposed geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. The proposed conditions include the installation of a traffic signal with protected eastbound and westbound left-tums and the construction of eastbound and westbound left-turn lanes. Furthermore, 146t~ Street should be widened to include two through lanes at this intersection. These improvements are currently under design and will be implemented in conjunction with the 146th Street project by the Hamilton County Highway Department. Proposed Development (Scenario 2) - When the traffic volumes from the proposed development are added to the existing, year 2009, and vacant land traffic volumes, the intersection continues to operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed intersection geometrics. 26 DAV IS HOMES, LLC. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS 146m STREET AND GRAY ROAD Existing, (Scenario O - A review of the level-of-service for each of the intersection approaches, with the existing, year 2009, and vacant land traffic volumes with proposed geometries, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. The proposed conditions include the installation of a traffic signal and the modification of the northbound and southbound approaches to include a through lane and an exclusive left-turn lane. Also, the eastbound and westbound approaches should be modified to include an exclusive left-mm lane and two through lanes. These improvements are currently under design and will be implemented in conjunction with the 146th Street project by the Hamilton County Highway Department. Proposed Development (Scenario 2) - When the traffic volumes from the proposed development are added to the existing, year 2009, and vacant land traffic volumes, the intersection will operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed intersection geometries. 146TM STREET AND RIVER ROAD Existing (Scenario /) - A review of the level-of-service for each of the intersection approaches, with the existing, year 2009, and vacant land traffic volumes with proposed geometrics, has shown this intersection is operating at acceptable levels during the AM Peak Hour and PM Peak Hour. The proposed conditions include the installation of a traffic signal and the modification of the northbound and southbound approaches to include a through lane and an exclusive left-turn lane. Also, the eastbound and westbound approaches should be modified to include an exclusive left-turn lane and two through lanes. These improvements are currently under design and will be implemented in conjunction with the 146th Street project by the Hamilton County Highway Department. 27 DAVIS HOMES, LL.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACT ANALYSIS Proposed Development (Scenario 2) - When the traffic volumes from the proposed development are added to the existing, year 2009, and vacant land traffic volumes, the intersection will operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed intersection geometries. ACCESS POINTS 9. PROPOSED HAZEL DELL ROAD ACCESS POINT Proposed Development (Scenario 2) - When the traffic volumes from the proposed development are added to the existing, year 2009, and vacant land traffic volumes, the intersection will operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed intersection geometrics. The proposed conditions include the construction ora northbound left-turn lane and a southbound right-tm lane along Hazel Dell Road. Also, the access should be developed to include two outbound lanes and one inbound lane. 10. PROPOSED 131sr STREET ACCESS POll, ri Proposed Development (Scenario 2) - When the traffic volumes from the proposed development are added to the existing, year 2009, and vacant land traffic volumes, the intersection will operate at acceptable levels during the AM Peak Hour and PM Peak Hour with the proposed intersection geometries. The proposed conditions include the construction of a westbound right-turn lane along 131st Street and the construction of two outbound lanes and one inbound lane at the access point. 28 DAVIS HOMES, LL.C. - EMERALD CRESTSUBDIVISION TRAFFIC IMPACTANALYSIS RECOMMENDATIONS Based on this analysis and the conclusions, the following recommendations are made to ensure that the roadway system will operate at acceptable levels of service if the site is developed as proposed. STUDY IN'I ~I<SECTIONS The study intersections that were analyzed in this study operate at the same level-of-service with or without the proposed development when the planned 146th Street project intersection improvements are taken into consideration. These improvements are currently under design and will be implemented in the near future by the Hamilton County Highway Department. ACCESS POINTS ], PROPOSED HAZEL DELL ROAD ACCESS POINT This access point should be developed with two twelve foot wide outbound lanes and one sixteen foot wide inbound lane. Furthermore, a twelve foot wide northbound left-turn lane, and a twelve foot wide southbound right-turn lane should be developed along Hazel Dell Road. 2. PROPOSED 131sr STREET ACCESS POINT This access point should be developed with two twelve foot wide outbound lanes and one sixteen foot wide inbound lane. Also, a twelve foot wide westbound right-turn lane should be developed along 1314 Street. SUMMARY The traffic generated by the proposed residential 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 the 1997 Traffic Impact Analysis for the city of Carmel are under design and will be implemented in the near future by the Hamilton County Highway Department. Therefore, all of the study intersections will operate at acceptable levels-of- service when the proposed development is constructed. 29 DAVIS ~-~OMES, L.LC. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS APPENDIX A This document contains the traffic data that were used in the TRAFFIC IMPACT ANALYSIS £or the proposed residential development. Included is the intersection capacity analyses for each of the study intersections for the AM Peak Hour and PM Peak Hour. DAVIS HOMES, DEC. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS APPENDIX A TABLE OF CONTENTS 116TH STREET AND GRAY ROAD ............................................................................................................................. 1 116TH STREET AND HAZEL DELL ROAD ................................................................................................................... 6 116TH STREET AND RIVER AVENUE ....................................................................................................................... 11 126TH AND GRAY ~.OAD ....................................................................................................................................... 16 126TH AND PaVER AVENUE ................................................................................................................................... 21 DAVIS HOMES, L.LC. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS 126TM STREET AND GRAY ROAD INTERSECTION DATA CAPACITY ANALYSES HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 126th Street (N-S) Gray Road Analyst: RMB File Name: DH1AMS1.HC9 Area Type: Other 3-2-99 AM Peak Comment: Scenario 1 -Existing+Vacant+2009 Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 < 0 1 1 < 0 1 1 < 0 1 1 < 0 Volumes 68 314 64 87 506 24 37 262 57 18 341 106 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 16 6 14 26 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations Phase Combination ! 2 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 33.0A Yellow/AR 4.0 Cycle Length: 60 secs 3 Phase combination order: 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 19.0A Yellow/AR 4.0 #1 #5 5 6 7 8 Lane Group: Mvmts Cap Flow Ratio Ratio Delay LOS Delay EB L 189 333 0.382 0.567 5.3 B 4.8 TR 1035 1826 0.368 0.567 4.7 A WB L 371 654 0.248 0.567 4.3 A 5.4 B TR 1050 1853 0.526 0.567 5.6 B NB L 124 373 0.314 0.333 10.1 B 11.0 B TR 608 1824 0.528 0.333 11.2 B SB L 198 594 0.096 0.333 8.9 B 14.4 B TR 603 1809 0.736 0.333 14.7 B Intersection Delay = 8.5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.604 Intersection Performance Summary Adj Sat v/c g/C Approach: LOS A HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 126th Street (N-S) Gray Road Analyst: RMB File Name: DH1PMSi.HC9 Area Type: Other 3-2-99 PM Peak Comment: Scenario 1 -Existing+Vacant+2009 ======================================================================= Eastbound Westbound Northbound Southbound T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time L 1 1 < 0 166 519 129 12.0 12.0 32 3.00 3.00 3.00 1 1 < 0 92 374 31 12.0 12.0 8 3.00 3.00 3.00 1 1 < 0 52 498 44 12.0 12.0 11 3.00 3.00 3.00 1 1 < 0 21 506 115 12.0 12.0 ~ 29 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 26.0A Yellow/AR 4.0 Cycle Length: 60 secs 3 Phase combination order: 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 26.0A Yellow/AR 4.0 #1 #5 5 6 7 8 EB WB NB SB Lane Group: Adj Sat Mvmts Cap Flow L 222 493 TR 819 1819 L 124 276 TR 831 1846 L 124 276 TR 831 1846 L 124 276 TR 820 !822 Intersection v/c Ratio 0 789 0 792 0 781 0 504 0 443 0 672 0 177 0 760 Performance Summary g/C Approach: Ratio Delay LOS Delay LOS 0.450 20.6 C 14.5 B 0.450 12.8 B 0.450 26.6 D 11.5 B 0.450 8.0 B 0.450 9.0 B 9.8 B 0.450 9.9 B 0.450 6.4 B 11.6 B 0.450 11.8 B Intersection Delay = 12.1 sec/veh Intersection LOS = B Lost Time/Cycle, L z 6.0 sec Critical v/c(x) = 0.776 3 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation Streets: (E-W) 126th Street (N-S) Gray Road Analyst: RMB File Name: DH1AMS2.HC9 Area Type: Other 3-2-99 AM Peak Comment: Scenario 2 -Existing+Vacant+2009+Generated Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 < 0 1 1 < 0 1 1 < 057!! 118 1 < 0 Volumes 69 315 64 88 508 24 37 263 344 110 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 RTOR Vols 16 6 14! 27 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00i3.00 3.00 3.00 Signal Operations Phase Combination 1 2 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 33.0A Yellow/AR 4.0 Cycle Length: 60 secs 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 19.0A Yellow/AR 4.0 Phase combination order: #1 #5 5 6 7 8 Intersection Performance Summary Lane Group: Adj Sat Mvmts Cap Flow L 188 331 TR 1035 1826 L 369 652 TR 1050 1853 L 124 373 TR 608 1824 L 197 592 TR 603 1808 EB WB NB SB v/c Ratio 0 389 0 369 0 252 0 528 0 314 0 530 0 096 0 747 g/C Approach: Ratio Delay LOS Delay LOS 0.567 5.4 B 4.8 A 0.567 4.7 A 0.567 4.3 A 5.4 B 0.567 5.6 B 0.333 10.1 B 11.1 B 0.333 11.2 B 0.333 8.9 B 14.7 B 0.333 15.0 B Intersection Delay = 8.6 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.609 4 HCM: SIGNALIZED INTERSECTION SLTMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 126th Street (N-S) Gray Road Analyst: RMB File Name: DH1PMS2.HC9 Area Type: Other 3-2-99 PM Peak Comment: Scenario 2 -Existing+Vacant+2009+Generated ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 < 0 1 1 < 0 1 1 < 0 1 1 < 0 Volumes 171 521 129 93 375 31 52 501 45 21 508 118 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 32 8 11 29 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 EB Left * Thru * Right * Peds WB Left * Thru * Right * Peds NB Right SB Right Green 27.0A Yellow/AR 4.0 Cycle Length: 60 secs 3 4 NB Left Thru Right Peds SB Left * Thru * Right * Peds EB Right WB Right Green 25.0A Yellow/AR 4 0 Phase combination order: #1 #5 5 6 7 8 Intersection Performance Summary Lane Group: Adj Sat Mvmts Cap Flow L 235 503 TR 849 1819 L 124 266 TR 861 1846 L 124 287 TR 800 1845 L 124 287 TR 789 1821 EB WB NB SB v/c Ratio 0 767 0 766 0 789 0 488 0 442 0 703 0 177 0 796 g/c Ratio Delay 0 467 18.1 0 467 11.5 0 467 27.2 0 467 7.5 0 433 9.4 0 433 10.9 0 433 6.8 0 433 13.5 Approach: LOS Delay LOS C 12.9 B B D 11.2 B B B 10.8 B B B 13.3 B B Intersection Delay = 12 2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.793 DAVIS HOMES, L.L.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACT AN ALYSIS 126TH STREET AND RIVER ROAD INTERSECTION DATA CAPACITY ANALYSES 6 HCS: Unsignalized Intersections Release 2.1g DH2AMS1.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Well Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) River Ave. (E-W) 126th Street Major Street Direction .... NS Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 3/2/99 Other Information ......... Scenario I - Existing+Vacant+2009 (AM P eak) Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound L T R 0 >1 0 N 6 5 .95 .95 0 1.10 Southbound L T R 0 1 < 0 N 38 162 .95 .95 0 Eastbound L T R 0 > 0 < 0 88 8 .95 .95 0 1.10 1.10 Westbound L T R 0 0 0 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 7 HCS: Unsignalized Intersections Release 2.1g DH2AMS1.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 126 Potential Capacity: (pcph) 1195 Movement Capacity: (pcph) 1195 Prob. of Queue-Free State: 0.99 Step 2: LT'from Major S~reet SB NB Conflicting Flows: (vph) 211 Potenti~l Capacity: (pcph) 1360 Movement Capacity: (pcph) 1360 Prob. of Queue-Free State: 0.99 TE Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0.99 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH I~pedance Factor: Adjusted Impedance Factor: Capacity Ad]ustment Factor due to Impeding Movements Movement Capacity: (pcph) 136 883 0.99 0.99 0.99 878 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) EB L 102 878 > 893 4.6 0.4 A 4.6 EB R 7 1195 NB L 7 1360 2.7 0.0 A 1.5 Intersection Delay = 1.5 sec/veh 8 HCS: Unsignalized Intersections Release 2.1g DH2PMS1.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) River Ave. (E-W) 126th Street Major Street Direction .... NS Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 3/2/99 Other Information ......... Scenario 1 - Existing+Vacant+2009 (PM P eak) Two-way Stop-controlled Intersection NO. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound L T R 0 >1 0 N 11 34 .95 .95 0 1.10 Southbound L T R 0 1 < 0 N 38 170 · 95 .95 0 Eastbound L T R 0 > 0 < 0 248 16 .95 .95 0 i.10 1.10 westbound L T R 0 0 0 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 9 HCS: Unsignalized Intersections Release 2.1g DH2PMS1.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 130 Potential Capacity: (pcph) 1190 Movement Capacity: (pcph) 1190 Prob. of Queue-Free State: 0.98 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) 219 Potential Capacity: (pcph) 1348 Movement Capacity: (pcph) 1348 Prob. of Queue-Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0.99 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 178 835 0.99 0.99 0.99 827 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) EB L 287 827 > 843 6.7 1.9 B 6.7 EB R 19 1190 · NB L 13 1348 2.7 0.0 A 0.7 Intersection Delay = 3.5 sec/veh 10 ~CS: Unsignalized Intersections Release 2.1g DH2AMS2.HC0 Page Center For Microcomputers In Transportation University of Florida 512 well Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) River Ave. (E-W) 126th Street Major Street Direction .... NS Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 3/2/99 Other Information ......... Scenario '2 - Existing+Vacant+2009+Gener ated (AM Peak) Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound L T R 0 > 1 0 N 6 15 .95 .95 0 1.10 Southbound L T R 0 1 < 0 N 38 162 .95 .95 0 Eastbound L T R 0 >0 <0 88 6 .95 .95 0 1.10 1.10 Westbound L T R 0 0 0 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 11 HCS: Unsignalized Intersections Release 2.19 DH2AMS2.MC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 126 Potential Capacity: (pcph) 1195 Movement Capacity: (pcph) 1195 Prob. of Queue-Free State: 0.99 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) 211 Potential Capacity: (pcph) 1360 Movement Capacity: (pcph) 1360 Prob. of Queue-Free State: 0.99 TH Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0.99 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 148 869 0.99 0.99 0.99 864 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) EB L 102 864 > 880 4.7 0.4 A 4.7 EB R 7 1195 > NB L 7 1360 2.7 0.0 A 0.8 Intersection Delay = 1.4 sec/veh HCS: Unsignalized Intersections Release 2.1g DH2PMS2.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) River Ave. (E-W) 126th Street Major Street Direction .... NS Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 3/2/99 Other Information ......... Scenario 2 Existing+Vacant+2009+Gener ated (PM Peak) Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound L T R 0 >1 0 N 11 34 .95 .95 0 1.10 Southbound L T R 0 1 < 0 N 38 170 .95 .95 0 Eastbound L T R 0 > 0 < 0 248 16 .95 .95 0 1.10 1.10 Westbound L T R 0 0 0 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 ]3 HCS: Unsignalized Intersections Release 2.1g DH2PMS2.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 130 Potential Capacity: (pcph) 1190 Movement Capacity: (pcph) 1190 Prob. of Queue-Free State: 0.98 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) 219 Potential Capacity: (pcph) 1348 Movement Capacity: (pcph) 1348 Prob. of Queue-Free State: 0.99 T~ Saturation Flow Rate: (pcphpl) 1700 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0.99 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 178 835 0.99 0.99 0.99 827 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Rate Cap Cap Delay Length Movement (pcph) (pcph) (pcph) (sec/veh) (veh) EB L 287 827 > 843 6.7 1.9 EB R 19 1190 > Approach LOS Delay (sec/veh) B 6.7 NB L 13 1348 2.7 0.0 A 0.7 Intersection Delay = 3.5 sec/veh 14 DAVIS I-IOMES, L.L,C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSIS 131s'r STREET AND GRAY ROAD INTERSECTION DATA CAPACITY ANALYSES 15 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation Streets: (E-W) 131st Street (N-S) Gray Road Analyst: RMB File Name: DH4AMS1.HC9 Area Type: Other 3-2-99 AM Peak Comment: Scenario 1 -Existing+Vacant+2009 Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 1 1 1 1 1 1 < 0 1 1 < 0 Volumes 66 332 60 95 598 27 48 254 38 36 295 101 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols I 30 13 9 25 Lost Time !3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 7.0A 24.0P Green 17.0A 4.0 4.0 Yellow/AR 4.0 60 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 360 1770 0.192 0.600 5.3 B 7.8 B T 776 1863 0.450 0.417 8.4 B R 660 1583 0.047 0.417 6.7 B WB L 445 1770 0.225 0.600 3.8 A 12.9 B T 776 1863 0.810 0.417 14.5 B R 660 1583 0.021 0.417 6.7 B NB L 124 414 0.411 0.300 12.1 B 12.2 B TR 550 1834 0.542 0.300 12.2 B SB L 155 517 0.245 0.300 10.4 B 14.9 B TR 542 1806 0.722 0.300 15.4 C Intersection Delay z 12.1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.718 16 ~CM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation Streets: (E-W) 131st Street (N-S) Gray Road Analyst: RMB File Name: DK4PMS1.HC9 Area Type: Other 3-2-99 PM Peak Comment: Scenario 1 -Existing+Vacant+2009 Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 1 ' I 1 1 ' 1 1 < 0 ' 1 1 < 0 Volumes 149 735 87 85 490 29 63 465 97 20 501 90 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 43 14 24 22 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.~0 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 5.0A 36.0A Green 30.0A 4.0 4.0 Yellow/AR 4.0 83 secs Phase combination order: ~1 #2 #5 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Intersection Performance Lane Group: Adj Sat v/c g/C Mvmts Cap Flow Ratio Ratio EB L 218 1770 0.720 0.554 T 830 1863 0.932 0.446 R 706 1583 0.067 0.446 WB L 218 1770 0.408 0.554 T 830 1863 0.621 0.446 R 706 1583 0.023 0.446 NB L 90 240 0.736 0.373 TR 682 1825 0.830 0.373 SB L 90 240 0.234 0.373 TR 683 1829 0.877 0.373 Summary Delay 15.7 26 4 8 5 il 3 12 4 8 3 31 8 21 2 11 8 24.4 Approach: LOS Delay LOS C 23.9 C D B B 12.2 B B B D 22.3 C C B 24.0 C C Intersection Delay = 21.0 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.914 17 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 131st Street (N-S) Gray Road Analyst: RMB File Name: DH4AMS2.HC9 Area Type: Other 3-2-99 AM Peak Comment: Scenario 2 -Existing+Vacant+2009+Proposed ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time 1 1 1 66 336 60 12.0 12.0 12.0 30 3.00 3.00 3.00 1 1 1 102 610 37 12.0 12.0 12.0 18 3.00 3.00 3.00 1 1 < 0 48 254 40 12.0 12.0 10 3.00 3.00 3.00 1 1 < 0 39 295 101 12.0 12.0 25 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 NB 5 6 7 8 * Left * * Thru * * ! Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 7.0A 24.0P Green 17.0A 4.0 4.0 Yellow/AR 4.0 60 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 360 1770 0.192 0.600 5.5 B 7.9 B T 776 1863 0.456 0.417 8.5 B R 660 1583 0.047 0.417 6.7 B WB L 440 1770 0.243 0.600 3.8 A 13.4 B T 776 1863 0.827 0.417 15.2 C R 660 1583 0.030 0.417 6.7 B NB L 124 414 0.411 0.300 12.1 B 12.2 B TR 550 1834 0.542 0.300 12.2 B SB L 155 517 0.264 0.300 10.5 B 14.9 B TR 542 1806 0.722 0.300 15.4 C Intersection Delay = 12.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.731 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation Streets: (E-W) 131st Street (N-S) Gray Road Analyst: RMB File Name: DH4PMS2.HC9 Area Type: Other 3-2-99 PM Peak Comment: Scenario 2 -Existing+Vacant+2009+Proposed Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 1 1 1 1 1 1 < 0 1 1 < 0 Volumes 149 748 87 89 497 35 63 465 105 32 501 90 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 43 17 26 22 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * Thru * Right * Right * Feds Peds WB Left * * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 5.0A 36.5A :Green 30.0A Yellow/AR 4.0 4.0 !Yellow/AR 4.0 Cycle Length: 84 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 216 1770 0.727 0.557 16.1 C 24.8 C T 837 1863 0.941 0.449 27.5 D R 711 1583 0.066 0.449 8.4 B WB L 216 1770 0.435 0.557 11.8 B 12.2 B T 837 1863 0.625 0.449 12.4 B R 711 1583 0.027 0.449 8.3 B NB L 89 240 0.741 0.371 32.6 D 23.5 C TR 676 1822 0.847 0.371 22.4 C SB L 89 240 0.382 0.371 13.8 B 24.4 C TR 679 1829 0.882 0.371 25.1 D Intersection Delay = 21.7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) 0.921 19 DAVIS HOMES, L.L.C. - EMERALD CREST SUBDIVISION TRAFFIC IMPACT ANALYSIS 131sT AND CHERRY TREE ROAD INTERSECTION DATA CAPACITY ANALYSES 20 ECS: Unsignalized Intersections Release 2.1g DHAC5AM1.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Cherry Tree Road (E-W) 131st Street Major Street Direction .... Length of Time Analyzed... Analyst ................... Date of Analysis .......... Other Information ......... EW 60 (min) RMB 3/4/99 Scenario 1 - Existing+Vacant+2009 Peak) (AM Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Eastbound L T R 0 > i 0 N 84 276 .95 .95 0 1.10 Westbound L T R 0 1 1 N 534 7 .95 .95 0 Northbound L T R 0 0 0 Southbound L T R 1 0 1 21 137 .95 .95 0 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 2! HCS: Unsignalized Intersections Release 2.1g DHAC5AM1.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 562 Potential Capacity: (pcph) 719 Movement Capacity: (pcph) 719 Prob. of Queue-Free State: 0.78 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-Free State: TH Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 569 918 918 0.89 1700 0.87 Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 940 302 0.87 0.87 0.87 263 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) SB L 24 263 15.1 0.2 C 7.6 SB R 158 719 6.4 1.0 B EB L 97 918 4.4 0.3 A 1.0 Intersection Delay = 1.5 sec/veh HCS: Unsignaiized Intersections Release 2.1g DHAC5PM1.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil ~all Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Cherry Tree Road (E-W) 131st Street Major Street Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 3/4/99 Other Information ......... Scenario 1 Existing+Vacant+2009 (PM Peak) Two-way Stop-controlled Intersection Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 0 > 1 113 761 .95 .95 0 No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's 1.10 0 0 N 5O8 .95 0 i N 22 .95 0 0 0 1 0 15 .95 107 .95 0 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 23 HCS: Unsignalized Intersections Release 2.19 DHAC5PM1.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 535 Potential Capacity: (pcph) 742 Movement Capacity: (pcph) 742 Prob. of Queue-Free State: 0.83 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-Free State: TM Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 558 929 929 0.86 1700 0 . 73 Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1454 152 0.73 0.73 0.73 111 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Rate Cap Cap Delay Length Movement (pcph) (pcph) (pcph) (sec/veh) (veh) SB L 18 111 38.7 0.6 SB R 124 742 5.8 0.7 LOS E B Approach Delay (sec/veh) 9.9 EB L 131 929 4.5 0.5 A 0.6 Intersection Delay = 1.1 sec/veh 24 HCS: Unsignalized Intersections Release 2.1g DHAC5AM2.EC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil ~all Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Cherry Tree Road (E-W) 131st Street Major Street Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 3/~/99 Other Information ......... Scenario 2 - Existing+Vacant+2009+Propo sed (AM Peak) Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Eastbound L T R 0 > 1 0 N 88 327 .95 .95 0 1.10 Westbound L T R 0 1 1 N 635 12 .95 .95 0 Northbound L T R 0 0 0 Southbound L T R 1 0 1 37 148 .95 .95 0 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 HCS: Unsignalized Intersections Release 2.1g DHAC5AM2.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 668 Potential Capacity: (pcph) 635 Movement Capacity: (pcph) 635 Prob. of Queue-Free State: 0.73 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) 681 Potential Capacity: (pcph) 812 Movement Capacity: (pcph) 812 Prob. of Queue-Free State: 0.87 TH Saturation Flow Rate: (pcphpl) 1700 Major LT Shared Lane Prob. of Queue-Free State: 0.84 Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impedin~ Movements Movement Capacity: (pcph) 1106 242 0.84 0.84 0.84 204 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) SB L 43 204 22.3 0.9 D 10.7 SB R 172 635 7.8 1.3 B EB L 102 812 5.1 0.4 B 1.1 Intersection Delay = 1.9 sec/veh 26 HCH: Unsignalized Intersections Release 2.1g DHAC5PM2.HC0 Page 1 Cen~er For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Cherry Tree Road (E-W) 131st Street Major Street Direction .... EW Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 3/4/99 Other Information ......... Scenario 2 - Existin~+Vacant+2009+Propo sed (PM Peak) Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Eastbound L T R 0 > 1 0 N 126 759 · 95 .95 0 1.10 Westbound L T R 0 1 N 517 39 .95 .95 0 Northbound L T R 0 0 0 Southbound L T R i 0 25 114 .95 .95 0 1.10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.00 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.00 3.30 Left Turn Minor Road 6.50 3.40 27 HCS: Unsignalized Intersections Release 2.1g DHAC5PM2.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street NB SB Conflicting Flows: (vph) 544 Potential Capacity: (pcph) 734 Movement Capacity: (pcph) 734 Prob. of Queue-Free State: 0.82 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) 585 Potential Capacity: (pcph) 902 Movement Capacity: (pcph) 902 Prob. of Queue-Free State: 0.84 TH Saturation Flow Rate: (pcphpl) 1700 Major LT Shared Lane Prob. of Queue-Free State: 0.69 Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1476 148 0.69 0.69 0.69 103 Intersection Performance Summary Flow Move Rate Cap Movement (pcph) (pcph) SB L 29 103 SB R 132 734 Avg. 95% Shared Total Queue Approach Cap Delay Length LOS Delay (pcph) (sec/veh) (veh) (sec/veh) 48.5 1.2 F 13.6 6.0 0.7 B EB L 146 902 4.8 0.6 A 0.7 Intersection Delay = 1.6 sec/veh DAVIS HOIvIES, L.L.C. - EMERALD CREST SUBDIVlSlON TRAFFIC IMPACTANALYSI$ 146T~I STREET AND CHERRY TREE ROAD INTERSECTION DATA CAPACITY ANALYSES 29 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 146th Street (N-S) Cherry Tree Road Analyst: RMB File Name: DH5AMS1.HC9 Area Type: Other 3-4-99 AM Peak Comment: Scenario ! - Existing+Vacant+2009 ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 < 0 6 708 13 12.0 12.0 3 3.00 3.00 3.00 Westbound Northbound Southbound L T R L T R L T R 1 2 <0 0 > 1 <0 0 > 1 < 0 17 1144 4 16 1 36 8 1 15 12.0 12.0 12.0 12.0 1 9 3 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 5.0A 42.0A Green 10.0A 4.0 4.0 Yellow/AR 4.0 69 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 262 1770 0.023 0.754 2.3 A 4.0 A TR 2316 37!7 0.343 0.623 4.1 A WB L 333 1770 0.054 0.754 1.6 A 5.0 A TR 2321 3724 0.546 0.623 5.0 A NB LTR 233 1459 0.202 0.159 16.3 C 16.3 C SB LTR 229 1436 0.096 0.159 16.0 C 16.0 C Intersection Delay = 5.0 sec/veh Intersection LOS = A Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.440 3O HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation Streets: (E-W) 146th Street (N-S) Cherry Tree Road Analyst: RMB File Name: DHSPMS1.HC9 Area Type: Other 3-4-99 PM Peak Comment: Scenario ! - Existing+Vacant+2009 Eastbound Westbound Northbound Southbound L T R L T R L T R L T R NO. Lanes 1 2 < 0 1 2 < 0 0 > i < 0 0 > 1 < 0 Volumes 18 1344 20 44 1103 13 9 2 23 6 3 8 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 5 3 6 2 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 5.0A 49.0A Green 10.0A 4.0 4.0 Yellow/AR 4.0 76 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: EB WB SB Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 258 1770 0.074 0.776 2.1 A 5.1 B TR 2447 3719 0.614 0.658 5.2 B L 242 1770 0.190 0.776 3.2 A 4.4 A TR 2447 3720 0.503 0.658 4.4 A LTR 215 1483 0.135 0.145 18.3 C 18.3 C LTR 218 1506 0.069 0.145 18.1 C 18.1 C Intersection Delay = 5.0 sec/veh Intersection LOS = A Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.510 3! HCM: SIGNALIZED INTERSECTION SUMM3%RY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation Streets: (E-W) 146th Street (N-S) Cherry Tree Road Analyst: RMB File Name: DH5AMS2.HC9 Area Type: Other 3-4-99 AM Peak Comment: Scenario 2 Existing+Vacant+2009+Proposed Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 2 < 0 1 2 < 0 0 > 1 < 0 0 > 1 < 0 Volumes 6 728 13 17 1150 4 16 1 36 8 1 15 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 3 1 9 3 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3,00 3.00 3.00 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 5.0A 42.0A Green 10.0A 4.0 4.0 Yellow/AR 4.0 69 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: EB Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS L 262 1770 0.023 0.754 2.3 A 4.1 A TR 2317 3718 0.352 0,623 4.1 A L 324 1770 0.056 0,754 1.7 A 5.0 A TR 2321 3724 0.549 0.623 5.0 A LTR 233 1459 0.202 0.159 16.3 C 16.3 C LTR 229 1436 0.096 0.159 16.0 C 16.0 C Intersection Delay = 5.0 sec/veh Intersection LOS = A Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.442 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation Streets: (E-W) 146th Street (N-S} Cherry Tree Road Analyst: RMB File Name: DH5PMS2.HC9 Area Type: Other 3-4-99 PM Peak Comment: Scenario 2 - Existing+Vacant+2009+Proposed Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 2 < 0 1 2 < 0 0 > 1 < 0 0 > 1 < 0 Volumes 18 1357 20 44 1125 13 9 2 23 6 3 8 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 5 3 6 2 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 5.0A 49.0A Green 10.0A 4.0 4,0 Yellow/AR 4.0 76 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Adj Sat v/c g/C Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: EB WB NB SB Lane Group: Mvmts Cap L 257 TR 2447 L 242 TR 2447 LTR 215 LTR 218 Flow Ratio 1770 0 074 3719 0 620 1770 0 190 3720 0 513 1483 0 135 1506 0 069 Approach: Ratio Delay LOS Delay LOS 0.776 2.1 A 5.2 B 0.658 5.2 B 0.776 3.2 A 4.4 A O.658 4.5 A 0.145 18.3 C 18.3 C 0.145 18.1 C 18.1 C Intersection Delay = 5.0 sec/veh Intersection LOS = A Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.514 33 DAVIS HOMES, LLC. - EMERALD CREST SUBDIVISION TRAFFIC I'MPACTANALYSIS 146Ta STREET AND GRAY ROAD INTERSECTION DATA CAPACITY ANALYSES 34 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation Streets: (E-W) 146th Street (N-S) Gray Road Analyst: RMB File Name: DH6AMS1.HC9 Area Type: Other 3-2-99 AM Peak Comment: Scenario 1 -Existing+Vacant+2009 Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 2 < 0 1 2 < 0 1 1 < 0 1 I < 0 Volumes 19 942 211 122 1053 23 239 58 132 32 167 74 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 53 6 33 19 Lost Time 3.00 3.00 3.00 3.00 3.00 3.003.00 3.00 3.00 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * * Thru * * Right * Peds * SB Left * * * Thru * * Right * Peds EB Right WB Right 7.0A 40.0A Green ll.0A 16.0A 4.0 4.0 Yellow/AR 4.0 4.0 90 secs Phase cow~bination order: #1 #2 #5 #6 Intersection Performance Summary Group: Adj Sat v/c g/C Approach: Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Lane Mvmts Cap Flow Ratio Ratio EB L 240 1770 0.083 0.578 TR 1660 3645 0.732 0.456 WB L 240 1770 0.533 0.578 TR 1693 3717 0.698 0.456 NB L 328 1770 0.768 0.356 21 TR 319 1687 0.518 0.189 22 SB L 393 1770 0.087 0.356 12 TR 339 1793 0.691 0.189 26 Intersection Delay = 15.6 sec/veh Lost Time/Cycle, L = 12.0 sec Critical v/c(x) Delay 7.4 14 1 10 7 13 5 LOS Delay LOS B 14.0 B B B 13.3 B B 8 C 22.1 C 4 C 5 B 24.3 C 0 D Intersection LOS = C = 0.773 35 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation Streets: (E-W) 146th Street (N-S) Gray Road Analyst: RMB File Name: DH6PMS1.HC9 Area Type: Other 3-2-99 PM Peak Comment: Scenario 1 -Existing+Vacant+2009 Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No, Lanes 1 2 < 0 1 2 < 0 1 1 < 0 1 1 < 0 Volumes 72 1179 290 122 771 54 218 164 166 21 73 37 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 72 13 41 9 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * * Thru * * Right * Peds * SB Left * * * Thru * * Right * Peds EB Right WB Right 7.0A 40.0A Green 5.0A 20.0A 4.0 4.0 Yellow/AR 4.0 4.0 88 secs Phase combination order: %1%2 #5 #6 Intersection Performance Summary Phase Combination ! EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: EB WB NB SB Lane Group: Adj Sat v/c Mvmts Cap Flow Ratio L 246 1770 0.309 TR 1695 3638 0.910 L 245 1770 0.522 TR 1722 3697 0.521 L 409 1770 0.560 TR 416 1742 0.734 L 205 1770 0.107 TR 426 1784 0.251 g/c Ratio 0.591 0 466 0 591 0 466 0 341 0 239 0 341 0 239 Delay 6.5 19 7 12 1 10 9 16 3 24 5 13 2 17 6 Approach: LOS Delay LOS B 19.1 C C B 11.1 B B C 21.0 C C B 16.9 C C C Intersection Delay = 16 8 sec/veh Intersection LOS = Lost Time/Cycle, L = 12.0 sec Critical v/c(x) 0.857 36 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 146th Street (N-S) Gray Road Analyst: RMB File Name: DH6AMS2.HC9 Area Type: Other 3-2-99 AM Peak Comment: Scenario 2 -Existing+Vacant+2009+Generated ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 < 0 19 944 214 12.0 12.0 53 3.00 3.00 3.00 Westbound L T R 1 2 < 0 122 1058 23 12.0 12.0 5 3.00 3.00 3.00 Northbound L T R 1 1 < 0 248 59 132 12.0 12.0 33 3.00 3.00 3.00 Southbound L T R 1 1 < 0 32 167 74 12.0 12.0 19 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 3 4 NB SB Left Thru Right Peds Left Thru Right Peds EB Right WB Right 5 6 7 8 7.0A 40.0A Green ll.0A 16.0A 4.0 4.0 Yellow/AR 4.0 4.0 90 secs Phase combination order: #1 #2 #5 %6 Intersection Performance Summary Adj Sat v/c Flow Ratio 1770 0 083 3644 0 736 1770 0 533 3716 0 703 1770 0 796 1688 0 521 1770 0 087 1793 0 691 g/c Ratio Delay 0 578 7.5 0 456 14.2 0 578 10.8 0 456 13.6 0 356 23.5 0 189 22.5 0 356 12.5 0 189 26.0 Approach: LOS Delay LOS B 14.1 B B B 13.3 B B C 23.1 C C B 24.3 C D Lane Group: Mvmts Cap L 240 TR 1660 L 240 TR 1693 L 328 TR 319 L 392 TR 339 EB WB NB SB Intersection Delay = 15 8 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.774 37 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 146th Street (N-S) Gray Road Analyst: RMB File Name: DH6PMS2.HC9 Area Type: Other 3-2-99 PM Peak Comment: Scenario 2 -Existing+Vacant+2009+Generated ======================================================================= Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 2 < 0 ' 1 2 < 0 ' 1 1 < 0 ' 1 i < 0 Volumes 72 1184 301 122 774 54 224 164 166 21 74 37 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 75 13 41 9 Lost Time 13.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * * SB Left * * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 7.0A 40.0A Green 5.0A 20.0A Yellow/AR 4.0 4.0 Yellow/AR 4.0 4.0 Cycle Length: 88 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/~ Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 246 1770 0.309 0.591 6.5 B 19.8 C TR 1694 3636 0.920 0.466 20.4 C WB L 245 1770 0.522 0.591 12.2 B 11.1 B TR 1722 3697 0.523 0.466 11.0 B NB L 408 1770 0.578 0.341 16.7 C 21.1 C TR 416 1742 0.734 0.239 24.5 C SB L 205 1770 0.107 0.341 13.2 B 16.9 C TR 426 1785 0.254 0.239 17.6 C Intersection Delay = 17.2 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.862 38 DAVIS HOME,S, LLC - EMERALD CREST SUBDIVISION TRAFFIC IMPACT ANALYSIS 146TM STREET AND RIVER ROAD INTERSECTION DATA CAPACITY ANALYSES 39 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 146th Street (N-S) River Road Analyst: RMB File Name: DH7AMS!.HC9 Area Type: Other 3-2-99 AM Peak Comment: Scenario 1 -Existing+Vacant+2009 ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R ! 2 < 0 25 733 72 12.0 12.0 18 3.00 3.00 3.00 Westbound L T R 1 2 < 0 288 921 64 12.0 12.0 16 3.00 3.00 3.00 Northbound Southbound L T R L T R 1 1 < 0 1 1 < 0 134 95 272 88 45 30 12.0 12.0 12.0 12.0 68 7 3.00 3.00 3.00 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 10.0A 27.0A Green 22.0A 4.0 4.0 Yellow/AR 4.0 71 secs Phase combination order: #1 #2 %5 EB WB NB SB Intersection Performance Lane Group: Adj Sat Mvmts Cap Flow L 379 1770 TR 1454 3687 L 379 1770 TR 1458 3698 L 457 1411 TR 542 1672 L 157 484 TR 572 1766 v/c g/c Ratio Ratio 0.069 0 592 0.598 0 394 0.799 0 592 0.734 0 394 0.308 0 324 0.580 0 324 0.593 0 324 0.126 0 324 Summary Approach: Delay LOS Delay LOS 5.5 B 11.3 B 11.5 B 17.0 C 14.1 B 13.2 B 11.8 B 13.4 B 14.1 B 17.2 C 14.4 B 10.9 B Intersection Delay = 13 1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) 0.729 40 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 146th Street (N-S) River Road Analyst: RMB File Name: DH7PMS1.HC9 Area Type: Other 3-2-99 PM Peak Comment: Scenario 1 -Existing+Vacant+2009 ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 < 0 67 1140 161 12.0 12.0 18 3.00 3.00 3.00~ westbound L T R 1 2 < 0 352 1046 124 12.0 12.0 16 3.00 3.00 3.00 Northbound L 1 125 12.0 3.00 Southbound T R L T R 1 < 0 1 1 <0 52 331 66 51 55 12.0 12.0 12.0 68 7 3.00 3.00 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 13.0A 28.0A Green 20.0A 4.0 4.0 Yellow/AR 0.0 69 secs Phase combination order: #1 #2 #5 Intersection Performance Summary EB WB NB SB Lane Group: Adj Sat v/c Mvmts Cap Flow Ratio L 467 1770 0.152 TR 1540 3663 0.920 L 467 1770 0.794 TR 1544 3673 0.827 L 314 1273 0.421 TR 402 1630 0.824 L 108 438 0.639 TR 425 1727 0.247 Intersection Delay = g/? Ratlo 0.667 0.420 0 667 0 420 0 246 0 0 0 17 246 ~46 246 2 Approach: Delay LOS Delay LOS 5.1 B 18.4 C 19.0 C 17.1 C 14.9 B 14.2 B 14.7 B 22.0 C 24.9 C 23.1 C 17.3 C 13.5 B sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.912 41 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation Streets: (E-W) 146th Street (N-S) River Road Analyst: RMB File Name: DM7AMS2.EC9 Area Type: Other 3-2-99 AM Peak Comment: Scenario 2 -Existing+Vacant+2009+Generated Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 2 < 072 1 2 < 0 1 1 < 0 1 1 < 0 Volumes 25 753 288 927 64 134 95 272 88 45 30 Lane W (ft) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vols 18 16 68 7 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * Peds EB Right WB Right 10.0A 27.0A Green 22,0A 4.0 4.0 Yellow/AR 4.0 71 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Adj Sat v/c Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Lane Group: Mvmts Cap Flow Ratio Ratio Delay EB L 379 1770 0.069 0.592 5.5 TR 1454 3688 0.613 0.394 11.7 WB L 379 1770 0.799 0.592 17.1 TR 1458 3698 0.738 0.394 13.3 NB L 457 1411 0.308 0.324 11.8 TR 542 1672 0.580 0.324 14.1 SB L 157 484 0.593 0.324 17.2 TR 572 1766 0.126 0.324 10.9 Intersection Delay = Approach: LOS Delay LOS B 11.5 B B C 14.1 B B B 13.4 B B C 14.4 B B 13.2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.731 42 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4g 03-11-1999 Center For Microcomputers In Transportation ======================================================================= Streets: (E-W) 146th Street (N-S) River Road Analyst: RMB File Name: DH7PMS2.HC9 Area Type: Other 3-2-99 PM Peak Comment: Scenario 2 -Existing+Vacant+2009+Generated ======================================================================= No. Lanes Volumes Lane W (ft) RTOR Vols Lost Time Eastbound L T R 1 2 < 0 67 1153 161 12.0 12.0 18 3.00 3.00 3.00 Westbound L T R 1 2 < 0 352 1068 124 12.0 12.0 16 3.00 3.00 3.00 Northbound L T R 1 1 < 0 125 52 331 12.0 12.0 68 3.00 3.00 3.00! Southbound L T R 1 1 < 0 66 51 55 12.0 12.0 7 3.00 3.00 3.00 Phase Combination 1 EB Left * Thru Right Peds WB Left * Thru Right Peds NB Right SB Right Green Yellow/AR Cycle Length: Signal Operations 2 3 4 5 6 7 8 * NB Left * * Thru * * Right * Peds * SB Left * * Thru * * Right * Peds EB Right WB Right 13.0A 30.0A Green 20.0A 4.0 4.0 Yellow/AR 0.0 71 secs Phase combination order: %1%2 %5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 454 1770 0.156 0.676 5.1 B 16.4 C TR 1600 3664 0.895 0.437 17.0 C WB L 454 1770 0.817 0.676 19.2 C 14.8 B TR 1604 3674 0.810 0.437 13.6 B NB L 303 1264 0.436 0.239 15.5 C 24.2 C TR 390 1630 0.848 0.239 27.7 D SB L 105 438 0.658 0,239 25.0 C 18.5 C TR 414 1727 0.254 0.239 14.2 B Intersection Delay = 16.8 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.906 43 DAVIS HOMES, LL,C - EMERALD CREST SUBDIVISION TRAFFIC IMPACTANALYSI,g PROPOSED I-IAZEL DELL ROAD ACCESS POINT INTERSECTION DATA CAPACITY ANALYSES 44 HCS: Unsignalized Intersections Release 2.1g DHACC1AM.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil ~all Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Hazel Dell Road (E-W) Hazel Dell Access Major Street Direction .... NS Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 3/2/99 Other Information ......... Scenario 2 - Existing+2009+Vacant+Gener ated (AM Peak) Two-way Stop-controlled Intersection No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound L T R 1 2 0 N 7 509 .95 .95 0 1.10 Southbound L T R 0 2 1 N 900 4 .95 .95 0 Eastbound L 1 13 .95 1.10 Westbound T R L T R 0 1 0 0 0 20 .95 0 1.!0 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 HCS: Unsignalized Intersections Release 2.1g DHACC1AM.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 474 Potential Capacity: (pcph) 796 Movement Capacity: (pcph) 796 Prob. of Queue-Free State: 0.97 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) 951 Potential Capacity: (pcph) 529 Movement Capacity: (pcph) 529 Prob. of Queue-Free State: 0.98 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1490 118 0.98 0.98 0.98 116 Intersection Performance Summary Flow Move Rate Cap Movement (pcph) (pcph) EB L 15 116 EB R 23 796 Avg. 95% Shared Total Queue Approach Cap Delay Length LOS Delay (pcph) (sec/veh) (veh) (sec/veh) 35.6 0.4 E 16.9 4.7 0.0 A NB L 8 529 6.9 0.0 B 0.1 Intersection Delay = 0.4 sec/veh 46 HCS: Unsignalized Intersections Release 2.1g DHACC1PM.HC0 Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N-S) Hazel Dell Road Major Street Direction .... NS Length of Time Analyzed... 60 (min) Analyst ................... RMB Date of Analysis .......... 3/2/99 Other Information ......... Scenario 2 ated (E-W) Hazel Dell Access - Existing+2009+Vacant+Gener (PM Peak) Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R 1 2 22 1065 .95 .95 0 No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's 1.10 0 0 N 2 921 .95 0 1 N 14 .95 1 8 .95 1.10 1 0 12 · 95 0 1.10 0 0 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5.50 2.10 Right Turn Minor Road 5.50 2.60 Through Traffic Minor Road 6.50 3.30 Left Turn Minor Road 7.00 3.40 47 HCS: Unsignalized Intersections Release 2.1g DHACC1PM.HC0 Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 484 Potential Capacity: (pcph) 787 Movement Capacity: (pcph) 787 Prob. of Queue-Free State: 0.98 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) 984 Potential Capacity: (pcph) 508 Movement Capacity: (pcph) 508 Prob. of Queue-Free State: 0.95 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 2112 47 0.95 0.95 0.95 45 Intersection Performance Summary Avg. Flow Move Shared Total Rate Cap Cap Delay Movement (pcph) (pcph) (pcph)(sec/veh) EB L 9 45 99.7 EB R 14 787 4.7 95% Queue Approach Length LOS Delay (veh) (sec/veh) 0.7 F 42.7 0.0 A NB L 25 508 7.5 0.0 B 0.2 Intersection Delay = 0.5 sec/veh 48