HomeMy WebLinkAboutTraffic Operations Analysis
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PROPOSED:CHER:RY CRE/EK E-STATES /
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PREPARED ,FOR, '
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PL~TINUM PROPERTIE,S
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A&F ENGINEERING CO.. LLC,
'CONSUL. TING ENGINEERS
, 8425 KEYSTONE CROSSING, SUITE 200
INDIANAPOLIS, INDIANA 46240
~(317) 202-0,864
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PLATINUM PROPERTIES, LLC.
9551 Delegate's Row
Indianapolis, IN 46240
Phone: 818-2900 Fax: 818-2910
Letter of Transmittal
To: City of Carmel
Department of Community Services
One Civic Square
Carmel, Indiana 46032
From: Tim Walter, P.E.
Date: November 8, 2002
A TTN: Jon Dobosciewicz
Project: Cherry Creek Estates
RE: Traffic Study
We are sending you IZI attached 0 under separate cover via personal delivery the documents as listed:
COPIES
20
DESCRIPTION
~~~...~~9i..~.~~~.i.~9.g~:,I~~ff.i.~..QP~E~.!ig~~~.~_~I}'.~.i.~B~pg!:!.m
these are transmitted for your action as indicated below:
IZI for your use and/or file
o for review & comment
IZI as requested
o approved as noted
o returned for corrections
o please sign & return original and
o Retain one copy for your file
o
copIes
REMARKS:
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copy to File.
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If enclosures are not as noted, kindly notify us immediately.
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TRAFFIC OPERATIONS ANALYSIS
PROPOSED CHERRY CREEK ESTATES
HAZEL DELL PKWY & AVIAN WAY
CARMEL, INDIANA
PREPARED FOR
PLATINUM PROPERTIES
NOVEMBER 2002
PREPARED By:
A & F ENGINEERING CO., LLC
CONSULTING ENGINEERS
8425 KEYSTONE CROSSING, SUITE 200
INDIANAPOLIS, IN 46240
PHONE 317-202-0864
FAX 317-202-0908
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
COPYRlGHT
This Analysis and the ideas, designs and concepts contained herein are the
exclusive intellectual property of A&F Engineering Co., LLC. and are not
to be used or reproduced in whole or in part, without the written consent
of A&F Engineering Co., LLC.
@2002, A&F Engineering Co., LLC.
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
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TABLE OF CONTENTS
LIST OF FIGURES.................................................................................................................................... ........................ II
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CERTIFICATION............................. ............................................ ................................................................................... .111
INTRODUCTION ....... ....................................................... ...................................................... .... ............................. ........ ..1
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PURPOSE................................................................................................. ............... ......................................................... 1
SCOPE OF WORK.............................................................................................. .............................................. .................1
DESCRIPTION OF THE PROJECT ... ...... ........................................................... .......................... .......... .......... ........ .... .... .....2
STUDY AREA... ...................... ..................................................................... ............................. ................... ................. ...4
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DESCRIPTION OF THE ABUTTING STREET SYSTEM .................................................... ............... ................. ..... .... .............4
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TRAFFIC DATA ................... ........................................................................................... ........................... ..... ...... ...........4
GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ...................................................................................5
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TABLE 1 - GENERATED TRIPS FOR PROPOSED DEVELOPMENT ...................................................................................5
INTERNAL TRIPS....................................................................................................................................... ......................5
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PASs-BY TRIPS.................................................................. ............................................................................................. 5
ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS ................................ .... ......................... .... ........... .... .... ............ 6
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PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SYSTEM ............................................................6
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ESTIMATED TRAFFIC SHIFTING TO STUDY INTERSECTION ..............................................................................................6
CAPACITY ANALySIS.................. .............................. ....................................................................................................1 0
DESCRIPTION OF LEVELS OF SERViCE......................................................... ................. ...................................... ...........10
CAPACITY ANALYSES SCENARIOS .... .......................................................... ........ ......................................... ........... ......12
TABLE 2 - LEVEL OF SERVICE SUMMARY: HAZEL DELL PARKWAY AND AVIAN WAY /PROPOSEDDRIVE..............16
PROPOSED DRIVE SEGMENT ANALYSIS ........................................................................................................................17
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TABLE 3 - LEVEL OF SERVICE SUMMARY: PROPOSED DRIVE - HAZEL DELL P ARKW A Y TO EAST BORDER OF
PROPOSED SITE................................................. ................................................................. ..................................... .17
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CONCLUSIONS ....................................................................................................................................... ..... .................. 18
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RECOMMENDATIONS ...... .... .............. ................................... ..... .................. .... ........... ...................... ... .................. ..... ...19
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
LIST OF FIGURES
FIGURE 1: AREA MAP ............ ................................... ...... ....... ............ ........................ ................ ...... .... ...........................3
FIGURE 2: ASSIGNMENT AND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT......... 7
FIGURE 3: GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT...................................................................8
FIGURE 4: ESTIMATED TRAFFIC SHIFTING TO STUDY INTERSECTION .............................................................................9
FIGURE 5 (SCENARIO 1): EXISTING TRAFFIC VOLUMES................................................................................................13
FIGURE 6 (SCENARIO 2): SUM OF EXISTING AND GENERATED TRAFFIC VOLUMES....................................................... 14
FIGURE 7 (SCENARIO 3): SUM OF EXISTING, GENERATED AND SHIFTED TRAFFIC VOLUMES .......................................15
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PLATINUM PROPERTIES
TRAFFIC OPERATIONS ANALYSIS
CERTIFICATION
I certify that this TRAFFIC OPERATIONS ANALYSIS has been prepared by me and under my
immediate supervision and that I have experience and training in the field of traffic and
transportation engineering.
A&F ENGINEERING Co., LLC.
~ ~ 12-./1
Steven J. Fehribach, P.E.
Indiana Registration 890237
--r-OW\ 'V~
Thomas S. Vandenberg, E.I.
Transportation Engineer
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
INTRODUCTION
This TRAFFIC OPERATIONS ANALYSIS, prepared at the request of Platinum Properties, is for the
proposed Cherry Creek Estates residential development which will be located east of Hazel Dell
Parkway between 146th Street and the existing Cherry Tree Road 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. These conclusions will determine the modifications required if 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 that 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 traffic volume counts at the intersection of Hazel Dell Parkway & Avian Way.
Second, to estimate the number of new trips that will be generated by the proposed development.
Third, to assign the generated traffic volumes to the driveways and/or roadways that will provide
access to the proposed development.
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
Fourth, to distribute the generated traffic volumes from the proposed site onto the public roadway
system and intersections identified in the study area.
Fifth, to determine the amount of traffic from existing neighboring residential sites that will shift to
the development's study intersection.
Sixth, to prepare a capacity analysis and level of service analysis for the study intersection
considering each of the following scenarios:
SCENARIO 1 : Existing Conditions - Based on existing roadway conditions and traffic
volumes.
SCENARIO 2: Proposed Development - New traffic volumes that will be generated by the
proposed development added to the existing traffic volumes.
SCENARIO 3: Proposed Development & Shifted Traffic - New traffic volumes that will be
generated by the proposed development, as well as the shifted traffic
volumes, added to the existing traffic volumes.
Seventh, to prepare a segment analysis for the proposed drive considering Scenario 3 traffic
volumes.
Finally, to prepare a TRAFFIC OPERATIONS ANALYSIS documenting all data, analyses,
conclusions and recommendations to provide for the safe and efficient movement of traffic
through the study area.
DESCRIPTION OF THE PROJECT
The proposed development will be located east of Hazel Dell Parkway between 146th Street and the
existing Cherry Tree Road in Carmel, Indiana. The segment of Cherry Tree Road between Hazel
Dell Parkway and Streamside Drive will be removed. Traffic currently using this segment will be
able to use the development's proposed north drive that connects to Hazel Dell Parkway at Avian
Way. This will most likely be traffic from Spring Creek, the residential area north ofthe proposed
development. As proposed, the development will consist of 273 single-family dwelling units.
Figure 1 is an area map of the proposed development.
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DRIVE SITE
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I 131ST STREET
CHERRY CREEK ESTATES
CARMEL, IN
E 146TH STREET
FIGURE 1
AREA MAP
@A &. F Engineering Co., LLC 2002
"ALL Rights Reserved"
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
STUDY AREA
The study area has been defined to include the intersection of Hazel Dell Parkway & Avian Way
/ Proposed Drive. Figure 1 shows the study intersection.
DESCRIPTION OF THE ABUTTING STREET SYSTEM
This proposed development would be served by the public roadway system that includes Hazel Dell
Parkway
HAZEL DELL PARKWAY - is a north/south two-lane road within Carmel, IN. The posted speed limit
in the vicinity of the site along this roadway is 35 mph when Cherry Tree Elementary is not in
session. The speed limit is 25 mph between 7:00 AM to 7:00 PM on school days.
Hazel Dell Parkway & Avian Way - This T-intersection has Avian Way stopping for Hazel Dell
Parkway. The northbound approach consists of one left-turn lane and one through lane. The
southbound approach consists of one right-turn lane and one through lane. The right-turn lane
continues south to Cherry Tree Elementary. The eastbound approach consists of one left-turn
lane and one right turn lane.
TRAFFIC DATA
Peak hour traffic volume counts were made by A&F Engineering Co., LLC at the study
intersection. The counts include an hourly total of all "through" traffic and all "turning" traffic at
the intersection. The counts were made during the hours of 6:00 AM to 9:00 AM and 3:00 PM
to 6:00 PM in August and October of 2002. These traffic volume counts are summarized on
Figure 5 and are included in Appendix A.
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
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 type ofland use. Trip Generationl 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 1 is a summary
of the trips that will be generated by the proposed development.
TABLE 1 - GENERA TED TRIPS FOR PROPOSED DEVELOPMENT
DEVELOPMENT INFORMATION GENERA TED TRIPS
ITE AM AM PM PM
LAND USE CODE SIZE ENTER EXIT ENTER EXIT
Single-Family 210 273 DU 50 150 170 96
INTERNAL TRIPS
An internal trip results when a trip is made between two land uses without traversing the roadway
system. Since the development will consist of residential land use only, no reduction 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. The
development will consist of single-family homes, which are destination land uses. Therefore, no
reduction will be applied for pass-by trips.
I Trip Generation, Institute of Transportation Engineers (ITE), Sixth Edition, 1997.
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS
Traffic volumes will be generated by the proposed development and added to the public street
system. The study methodology used to determine the traffic volumes is defined as follows:
1. The volume of traffic that will enter and exit the site must be assigned to the various access
points and to the public street system. Using the existing traffic volume data collected for
this analysis, traffic to and from the proposed new site has been assigned to the proposed
driveways and to the public street system that will be serving the site.
2. To determine the volumes of traffic that will be added to the public roadway system, the
generated traffic must be distributed by direction to the public roadway's 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 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.
ESTIMATED TRAFFIC SHIFTING TO STUDY INTERSECTION
The segment of Cherry Tree Road between Hazel Dell Parkway and Streamside Drive will be
removed. Traffic currently using this segment will be able to use the development's proposed north
drive that connects to Hazel Dell Parkway at Avian Way. Spring Creek is a residential area north of
the proposed development. If the site is developed as proposed, Spring Creek will have access to
the development's proposed drive. Therefore, traffic from Spring Creek may use the proposed drive
and study intersection. Figure 4 shows the shifted traffic volumes.
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E 146TH STREET
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131ST STREET
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LEGEND
FIGURE 2
ASSIGNMENT & DISTRIBUTION
OF GENERATED TRAFFIC VOLUMES
FOR PROPOSED DEVELOPMENT
* = NEGLIGIBLE
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CHERRY CREEK ESTATES
CARMEL, IN
@A &. r Engineering Co., LLC 2002
"ALL Rights Reserved"
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CHERRY CREEK ESTATES
CARMEL, IN
E. 146TH STREET
FIGURE 3
GENERA TED TRAFFIC VOLUMES
FOR PROPOSED DEVELOPMENT
@A &. F Engineering Co., LLC 2002
"ALL Rights Reserved"
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FIGURE 4
ESTIMA TED TRAFFIC SHIFTING
TO STUDY INTERSECTION
CHERRY CREEK EST A TES
CARMEL, IN
@A &. r Engineering Co., llC 2002
"All Rights Reserved"
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
CAPACITY ANALYSIS
The "efficiency" of an intersection is based on its ability to accommodate the traffic volumes that
approach the intersection. It is defined by the Level-of-Service (LOS) of the intersection. The
LOS is determined by a series of calculations commonly called a "capacity analysis". Input data
into a capacity analysis include traffic volumes, intersection geometry, number and use of lanes
and, in the case of signalized intersections, traffic signal timing. To determine the LOS at each
of the study intersections, a capacity analysis has been made using the recognized computer
program based on the Highway Capacity Manual (HCMl.
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 or equal to 10.0
seconds per vehicle. This occurs when progression is extremely favorable,
and most vehicles arrive during the green phase. Most vehicles do not
stop at all.
Level of Service B - Describes operations with delay in the range of 10.1 to 20.0 seconds per
vehicle. This generally occurs with good progression. More vehicles stop
than LOS A, causing higher levels of average delay.
Level of Service C - Describes operation with delay in the range of 20.1 seconds to 35.0
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.
2 Highway Capacity Manual (HCM) Transportation Research Board, National Research Council,
Washington, DC, 2000.
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
Level of Service D - Describes operations with delay in the range of 35.1 to 55.0 seconds per
vehicle. At level of service D, the influence of congestion becomes more
noticeable. Longer delays may result from some combinations of
unfavorable progresSIOn. Many vehicles stop, and the proportion of
vehicles not stopping declines.
Level of Service E - Describes operations with delay in the range of 55.1 to 80.0 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.
Level of Service F - Describes operations with delay in excess of 80.0 seconds per vehicle.
This is considered to be unacceptable to most drivers. This condition
often occurs with oversaturation, i.e., when arrival flow rates exceed the
capacity of the intersection. Poor progression and long cycle lengths may
also be major contributing causes to such delay levels.
The following list shows the delays related to the levels of service for unsignalized intersections:
Level of Service
A
B
C
D
E
F
Control Delay (seconds/vehicle)
Less than or equal to 10
Between 10.1 and 15
Between 15.1 and 25
Between 25.1 and 35
Between 35.1 and 50
greater than 50
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
CAPACITY ANALYSES SCENARIOS
To evaluate the proposed development's effect on the public street system, the existing and
generated traffic volumes must be obtained to form a series of scenarios. 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.
An analysis was made for the AM peak hour and PM peak hour for each of the study
intersections considering the following scenarios:
SCENARIO I: Existing Traffic Volumes - These are the existing traffic volumes that were
obtained in October 2002. Figure 5 is a summary of the existing traffic
volumes at the study intersections for the AM and PM peak hours.
SCENARIO 2: Sum of Existing and Generated Traffic Volumes - Generated traffic volumes
from the proposed development added to the existing volumes. Figure 6 is a
summary of these traffic volumes at the study intersections for the AM and
PM peak hours.
SCENARIO 3: Sum of Existing, Generated and Shifted Traffic Volumes - Generated traffic
volumes from the proposed development, as well as the shifted traffic
volumes, added to the existing volumes. Figure 7 is a summary of these
traffic volumes at the study intersections for the AM and PM peak hours.
The requested analyses have been completed and the computer solutions showing the level of
service results are included in Appendix A. The following table included in this report summarizes
the results of the level of service analysis:
Table 2 - Hazel Dell Parkway & Avian Way / Proposed Drive
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* = NEGLIGIBLE
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CHERRY CREEK EST A TES
CARMEL, IN
E 146TH STREET
FIGURE 5 (SCENARIO 1)
EXISTING TRAFFIC VOLUMES
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@A Be F Engineering Co., LLC 2002
"ALL Rights Reserved"
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* = NEGLIGIBLE
FIGURE 6 (SCENARIO 2)
SUM OF EXISTING & GENERA TED
TRAFFIC VOLUMES
CHERRY CREEK ESTATES
CARMEL, IN
@A & r Engineering Co., LLC 2002
.. ALL Rights Reserved"
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E. 146TH STREET
FIGURE 7 (SCENARIO 3)
SUM OF EXISTING, GENERA TED
AND SHIFTED TRAFFIC VOLUMES
CHERRY CREEK EST A TES
CARMEL, IN
15
@A & F Engineering Co., LLC 2002
"ALL Rights Reserved"
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
TABLE 2 - LEVEL OF SERVICE SUMMARY: HAZEL DELL P ARKW A Y AND AVIAN WAY / PROPOSED
DRIVE
AM PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3
Northbound Left-Turn B B B
Southbound Left-Turn - A A
Eastbound Approach C C C
Westbound Approach - C C
PM PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2 SCENARIO 3
Northbound Left-Turn A A A
Southbound Left-Turn - B B
Eastbound Approach B C C
Westbound Approach - C C
SCENARIO 1: Existing Traffic V olurnes with Existing Intersection Geometries and Existing
Stop Sign Control
SCENARIO 2: Sum of Existing and Generated Traffic Volumes with Proposed Intersection
Improvements* and Stop Sign Control
SCENARIO 3: Sum of Existing, Generated and Shifted Traffic Volumes with Proposed
Intersection Improvements* and Stop Sign Control
* The proposed intersection improvements consist of the following:
. The addition of a left-turn lane in the southbound approach
. The proposed drive developed as two outbound lanes and one inbound lane
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
PROPOSED DRIVE SEGMENT ANALYSIS
An analysis was made for the AM peak hour and PM peak hour for the proposed drive. To
determine the Level-of-Service (LOS) for the segment, a capacity analysis was made using the
recognized computer program based on the Highway Capacity Manual (HCM). The proposed
drive was analyzed from Hazel Dell Parkway to the east border of the proposed site. It is
planned that this roadway will be constructed as a two 16 foot lanes, a 12 foot median and I foot
curbs. The following scenario was considered for the analysis:
SCENARIO 3: Sum of Existing, Generated and Shifted Traffic Volumes - Generated traffic
volumes from the proposed development, as well as the shifted traffic
volumes, added to the existing volumes.
The requested analyses have been completed and the computer solutions showing the level of
service results are included in Appendix A. Table 3 summarizes the results of the level of service
analysis:
TABLE 3 - LEVEL OF SERVICE SUMMARY: PROPOSED DRIVE - HAZEL DELL P ARKW A Y TO EAST
BORDER OF PROPOSED SITE
MOVEMENT SCENARIO 3
AM Peak Hour B
PM Peak Hour B
SCENARIO 3: Sum of Existing, Generated and Shifted Traffic Volumes with Proposed Roadway
Configuration
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
CONCLUSIONS
The conclusions that follow are based on:
. Existing Traffic Volume Data
. Trip Generation
. Assignment and Distribution of Generated Traffic
. Capacity Analysis with the Resulting Levels of Service for Each of the Study Intersections
. 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. If the resulting level
of service is adequate during these time periods, it can generally be assumed that the remaining 22
hours will have levels of service equal to or better than the peak hours. This occurs because the
roadway traffic volumes during the remaining 22 hours will be equal to or less than the peak hour
traffic volumes.
1. HAZEL DELL P ARKW A Y AND AVIAN WAY / PROPOSED DRNE
Existing Traffic Volumes with Existing Geometries and Existing Stop Sign Control
(Scenario 1) - A review ofthe level of service for each of the intersection approaches, with
the existing traffic volumes and existing intersection geometries, has shown that all
approaches to this intersection operate at acceptable levels of service during the peak hours.
Sum of Existing and Generated Traffic Volumes with Proposed Intersection Improvements
and Stop Sign Control (Scenario 2) - When the traffic volumes from the proposed
development are added to the existing traffic volumes, all approaches to this intersection
will continue to operate at acceptable levels of service during the peak hours with the
following intersection improvements:
. The addition of a left-turn lane in the southbound approach
. The proposed drive developed as two outbound lanes and one inbound lane
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PLATINUM PROPERTIES
~COPERATIONSANALYms
Sum of Existing, Generated and Shifted Traffic Volumes with Proposed Intersection
Improvements and Stop Sign Control (Scenario 3) - When the proposed development traffic
volumes and the estimated shifted traffic volumes are added to the existing traffic volumes,
all approaches to this intersection will continue to operate at acceptable levels of service
during the peak hours with the following intersection improvements:
. The addition of a left-turn lane in the southbound approach
. The proposed drive developed as two outbound lanes and one inbound lane
2. PROPOSED DRIVE: HAZEL DELL P ARKW A Y TO EAST BORDER OF PROPOSED SITE
Sum of Existing, Generated and Shifted Traffic Volumes with Proposed Roadway
Corifiguration (Scenario 3) - When the proposed development traffic volumes and the
estimated shifted traffic volumes are added to the existing traffic volumes, the proposed
drive will operate at acceptable levels of service with the following roadway configuration:
. Two-lane roadway with 16 foot lanes
. 12 foot median
. 1 foot curbs
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.
HAZEL DELL P ARKW A Y AND AVIAN WAY / PROPOSED DRIVE
The following intersection improvements are recommended:
. The addition of a left-turn lane in the southbound approach
. The proposed drive developed as two outbound lanes and one inbound lane
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
ApPENDIX A
This document contains the traffic data that were used in the TRAFFlC OPERATIONS ANALYSIS for
the proposed development.
Included are the intersection traffic volume counts and the intersection capacity analyses for each of
the study intersections for the AM peak hour and PM peak hour.
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
ApPENDIX A
TABLE OF CONTENTS
HAZEL DELL PARKWAY AND AVIAN WAY / PROPOSED DRIVE.......................................................................................1
PROPOSED DRIVE: HAZEL DELL P ARKW A Y TO EAST BORDER OF PROPOSED SITE .......................................................14
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANALYSIS
HAZEL DELL P ARKW A Y AND AVIAN WAY /
PROPOSED DRIVE.
INTERSECTION DATA
TRAFFIC VOLUME COUNTS
AND
CAPACITY ANALYSES
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
PLATINUM PROPERTIES
HAZEL DELL ROAD & AVIAN WAY (01)
OCTOBER 30, 2002
PEAK HOUR DATA
AM PEAK
HR BEGIN 7:15 AM
L T R TOT
OFF PEAK
PM PEAK
HR BEGIN 3:15 PM
L T R TOT
T R
TOT
L
NORTHBOUND
EASTBOUND
SOUTHBOUND
49
6
49
34 40
6 6
20
4
5
20
81 85
5
HOUR SUMMARY
HOUR NB SB NB+SB EB TOTAL
- AM -
6- 7 1 1 2 20 22
7- 8 12 4 16 71 87
8- 9 17 5 22 60 82
- PM -
3- 4 36 6 42 38 80
4- 5 36 7 43 26 69
5- 6 34 10 44 29 73
TOTAL 136 33 169 244 413
32.9% 8.0% 40.9% 59.1% 100.0%
- AM PEAK VOLUMES -
15-MIN 12 2 42
HOUR 21 6 85
PHF 0.44 0.75 0.51
- PM PEAK VOLUMES -
15-MIN 16 3 15
HOUR 49 10 41
PHF 0.77 0.83 0.68
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
PLATINUM PROPERTIES
HAZEL DELL ROAD & AVIAN WAY (01)
OCTOBER 30, 2002
SOUTHBOUND
DIRECTION OF TRAVEL
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 1 0 1 1 0 1
7- 8 1 3 4 1 3 4
8- 9 4 1 5 4 1 5
PM
3- 4 6 0 6 6 0 6
4- 5 7 0 7 7 0 7
5- 6 10 0 10 10 0 10
PASSENGER 6 23 29
60.0% 100.0% 87.9%
TRUCK 4 0 4
40.0% 0.0% 12.1%
BOTH 10 23 33
30.3% 69.7% 100.0%
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
PLATINUM PROPERTIES
HAZEL DELL ROAD & AVIAN WAY (01)
OCTOBER 30, 2002
NORTHBOUND
DIRECTION OF TRAVEL
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 1 0 1 1 0 1
7- 8 12 0 12 12 0 12
8- 9 17 0 17 17 0 17
PM
3- 4 35 1 36 35 1 36
4- 5 36 0 36 36 0 36
5- 6 34 0 34 34 0 34
PASSENGER 135 135
99.3% 99.3%
TRUCK 1 1
0.7% 0.7%
BOTH 136 136
100.0% 100.0%
DIRECTION OF TRAVEL : EASTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 1 0 1 19 0 19 20 0 20
7- 8 5 0 5 63 3 66 68 3 71
8- 9 2 0 2 56 2 58 58 2 60
PM
3- 4 3 1 4 32 2 34 35 3 38
4- 5 9 1 10 15 1 16 24 2 26
5- 6 7 0 7 22 0 22 29 0 29
PASSENGER 27 207 234
93.1% 96.3% 95.9%
TRUCK 2 8 10
6.9% 3.7% 4.1%
BOTH 29 215 244
11.9% 88.1% 100.0%
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A & F ENGINEERING CO., INC.
24 HOUR TRAFFIC VOLUMES
CLIENT
LOCATION
DATE
\>\t.;t~Y\>41"\ ~f(;?Cir+;e;:..S
\-I GI:;1 0-1 \)a-\\ Pkw)l y Nc...--th o-t: A"~l\iI't W~y
AUGUST 12, 2002
HOUR NB SB NB+SB TOTAL
- AM -
12- 1 34 16 50 50
1- 2 12 4 16 16
2- 3 8 6 14 14
3- 4 4 8 12 12
4- 5 10 17 27 27
5- 6 30 87 117 117
6- 7 140 362 502 502
7- 8 244 882 1126 1126
8- 9 275 546 821 821
9-10 250 338 588 588
10-11 253 278 531 531
11-12 304 300 604 604
- PM -
12- 1 294 321 615 615
1- 2 292 276 568 568
2- 3 334 309 643 643
3- 4 376 317 693 693
4- 5 570 322 892 892
5- 6 799 377 1176 1176
6- 7 504 280 784 784
7- 8 343 250 593 593
8- 9 258 189 447 447
9-10 214 142 356 356
10-11 110 60 170 170
11-12 42 32 74 74
TOTAL 5700 5719 11419 11419
%TOTAL 49.9% 50.1% 100.0% 100.0%
- AM PEAK VOLUMES -
15-MINUTE 88 259
HOUR 283 895
PHF 0.80 0.86
PH BEGIN 7:30 7:00
- MID PEAK VOLUMES -
IS-MINUTE 91 91
HOUR 319 325
PHF 0.88 0.89
PH BEGIN 11:00 12:00
- PM PEAK VOLUMES -
IS-MINUTE 227 118
HOUR 807 396
PHF 0.89 0.84
PH BEGIN 5:00 5:00
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A & F ENGINEERING CO., INC.
24 HOUR TRAFFIC VOLUMES
CLIENT P\..A.T ~NY..N' ?'-"'?CL..- "t;a~
LOCATION H~'"ZQ.1 D<>,I I'kwy.J Ned"I-. of Av;""' Wo.t
DIRECTION OF TRAVEL : NORTHBOUND
8/05 8/06 8/07 8/08 8/09 WEEKDAY 8/10 8/11
HOUR MON TUE WED THR FRI AVERAGE SAT SUN
2002
- AM -
12- 1 30 37 34
1- 2 10 13 12
2- 3 10 5 8
3- 4 2 7 4
4- 5 9 12 10
5- 6 33 28 30
6- 7 139 141 140
7- 8 250 237 244
8- 9 271 279 275
9-10 256 244 250
10-11 239 267 253
11-12 288 319 304
- PM -
12- 1 311 276 294
1- 2 276 309 292
2- 3 322 346 334
3- 4 381 372 376
4- 5 569 571 570
5- 6 791 807 799
6- 7 519 489 504
7- 8 333 353 343
8- 9 251 264 258
9-10 207 221 214
10-11 102 118 110
11-12 34 49 42
TOTAL 5711 5700
%AVG DAY 100% 100%
- AM PEAK VOLUMES -
IS-MINUTE 81 88 88
HOUR 271 283 283
PHF 0.84 0.80 0.80
PH BEGIN 8:00 7:30 7:30
- MID PEAK VOLUMES -
IS-MINUTE 95 75 91 91
HOUR 311 288 319 319
PHF 0.82 0.96 0.88 0.88
PH BEGIN 12:00 11:00 11:00 11:00
- PM PEAK VOLUMES -
IS-MINUTE 219 227 227
HOUR 791 807 807
PHF 0.90 0.89 0.89
PH BEGIN 5:00 5:00 5:00
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A & F ENGINEERING CO., INC.
24 HOUR TRAFFIC VOLUMES
CLIENT P\o.-t;",v.1'I'l \)l'Or,co,r--t;OCY
LOCATION Hl\?.lt\ \)1).1\ Pkw'1' Nu<+~ or AV;Il" Wo..'f .
DIRECTION OF TRAVEL : SOUTHBOUND
8/05 8/06 8/07 8/08 8/09 WEEKDAY 8/10 8/11
HOUR MON TUE WED THR FRI AVERAGE SAT SUN
2002
- AM -
12- 1 18 15 16
1- 2 4 5 4
2- 3 8 5 6
3- 4 9 7 8
4- 5 19 15 17
5- 6 79 95 87
6- 7 352 371 362
7- 8 895 868 882
8- 9 527 564 546
9-10 357 320 338
10-11 273 284 278
11-12 290 310 300
- PM -
12- 1 325 317 321
1- 2 279 272 276
2- 3 307 311 309
3- 4 317 317 317
4- 5 312 333 322
5- 6 396 358 377
6- 7 262 298 280
7- 8 226 273 250
8- 9 187 191 189
9-10 133 152 142
10-11 54 66 60
11-12 36 28 32
TOTAL 5746 5719
%AVG DAY 100% 100%
- AM PEAK VOLUMES -
15-MINUTE 259 241 259
HOUR 895 868 895
PHF 0.86 0.90 0.86
PH BEGIN 7:00 7:00 7:00
- MID PEAK VOLUMES -
15-MINUTE 91 92 91 91
HOUR 325 317 310 325
PHF 0.89 0.86 0.85 0.89
PH BEGIN 12:00 12:00 11:00 12:00
- PM PEAK VOLUMES -
15-MINUTE 118 107 118
HOUR 396 358 396
PHF 0.84 0.84 0.84
PH BEGIN 5:00 5:00 5:00
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Two-Way Stop Control
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TWO-WAY STOP CONTROL SUMMARY
General Information Isite Information
IAnalyst TSV Intersection Hazel Dell & A vian Way
IAgency/Co. A&F Engineering Co., LLC ~urisdiction Carmel, IN
Date Performed 11/4/2002 IAnalysis Year Sc 1 - Ex
IAnalysis Time Period AM Peak
Project Description Platinum Properties
EastlWest Street Avian Way North/South Street Hazel Dell Pkwv
Intersection Orientation: North-South IStudy Period (hrs): 0.25
Vehicle Volumes and Adjustments
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 20 244 0 0 882 5
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 22 271 0 0 980 5
Percent Heavy Vehicles 5 - - 0 -- -
Median Type Raised curb
RT Channelized 0 0
Lanes 1 1 0 0 1 1
Configuration L T T R
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
lVolume 0 0 0 4 0 81
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 0 0 4 0 90
Percent Heavy Vehicles 0 0 0 5 0 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 1 0 1
Configuration L R
Delay, Queue length, and level of Service
!Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
Iv (vph) 22 4 90
~ (m) (vph) 689 283 299
Iv/c 0.03 0.01 0.30
95% queue length 0.10 0.04 1.23
~ontrol Delay 10.4 17.9 22.1
LOS B C C
IApproach Delay - - 22.0
IApproach LOS - - C
>
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Two- Way Stop Control
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst TSV Intersection Hazel Dell & A vian Way
Agency/Co. A&F Engineering Co., LLC Jurisdiction Carmel, IN
Date Performed 11/412002 Analysis Year Sc 1-Ex
Analysis Time Period PM Peak
Proiect Description Platinum Properties
EastlWest Street: Avian Way North/South Street: Hazel Dell Pkwy
Intersection Orientation: North-South Study Period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 49 799 0 0 377 6
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 54 887 0 0 418 6
Percent Heavy Vehicles 5 - - 0 - -
Median Type Raised curb
RT Channelized 0 0
Lanes 1 1 0 0 1 1
Configuration L T T R
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 0 0 6 0 34
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 0 0 6 0 37
Percent Heavy Vehicles 0 0 0 5 0 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 1 0 1
Configuration L R
Delay, Queue Length, and Level of Service
~pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
" (vph) 54 6 37
k:; (m) (vph) 1119 259 629
~/c 0.05 0.02 0.06
[95% queue length 0.15 0.07 0.19
K:;ontrol Delay 8.4 19.2 11.1
LOS A C B
~pproach Delay - - 12.2
~pproach LOS - - B
>
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Two-Way Stop Control
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
I\nalyst TSV Intersection Hazel Dell & A vian Way
I\gency/Co. A&F Engineering Co., LLC Jurisdiction Carmel, IN
Date Performed 11/4/2002 I\nalysis Year Sc 2 - Ex + Gen
I\nalvsis Time Period AM Peak
Proiect Description Platinum Properties
EastlWest Street: Avian Way INorth/South Street: Hazel Dell Pkwy
Intersection Orientation: North-South IStudy Period (hrs): 0.25
~ehicle Volumes and Adjustments
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
!Volume 20 244 7 28 882 5
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 22 271 7 31 980 5
Percent Heavy Vehicles 5 - - 5 - -
Median Type Raised curb
RT Channelized 0 0
Lanes 1 1 0 1 1 1
~onfjgu ration L TR L T R
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 21 5 84 4 5 81
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 23 5 93 4 5 90
Percent Heavy Vehicles 5 5 5 5 5 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 1 1 0 1 1 0
Configuration L TR L TR
Delav, Queue Lenath and Level of Service
~pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L L TR L TR
r.r (vph) 22 31 23 98 4 95
~ (m) (vph) 689 1268 129 675 198 295
r.r/c 0.03 0.02 0.18 0.15 0.02 0.32
~5% queue length 0.10 0.08 0.62 0.51 0.06 1.35
Control Delay 10.4 7.9 38.9 11.2 23.6 22.9
LOS B A E B C C
Approach Delay - - 16.5 22.9
Approach LOS - - C C
>
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Two-Way Stop Control
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
fA.nalyst TSV Intersection Hazel Dell & A vian Way
fA.gency/Co. A&F Engineering Co., LLC Jurisdiction Carmel, IN
Date Performed 11/4/2002 Analysis Year Sc 2 - Ex + Gen
fA.nalysis Time Period PM Peak
Project Description Platinum Properties
EastlWest Street: Avian Way INorth/South Street: Hazel Dell Pkwy
Intersection Orientation: North-South IStudy Period (hrs): 0.25
Vehicle Volumes and Adjustments
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 49 799 24 95 377 6
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 54 887 26 105 418 6
Percent Heavy Vehicles 5 - - 5 - -
Median Type Raised curb
RT Channelized 0 0
Lanes 1 1 0 1 1 1
Configuration L TR L T R
Upstream SiQnal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 13 5 54 6 5 34
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 14 5 60 6 5 37
Percent Heavy Vehicles 5 5 5 5 5 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 1 1 0 1 1 0
Configu ration L TR L TR
Delay, Queue Length and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L L TR L TR
v (vph) 54 105 14 65 6 42
C (m) (vph) 1119 734 159 313 90 454
vlc 0.05 0.14 0.09 0.21 0.07 0.09
95% queue length 0.15 0.50 0.29 0.77 0.21 0.30
Control Delay 8.4 10.7 29.8 19.5 47.8 13.7
LOS A B D C E B
Approach Delay - - 21.3 18.0
Approach LOS -- - C C
>
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Two-Way Stop Control
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst TSV Intersection Hazel Dell & A vian Way
Agency/Co. A&F Engineering Co., LLC Jurisdiction Carmel, IN
Date Performed 11/4/2002 Analysis Year Sc 3 - ExGenShft
Analysis Time Period AM Peak
Project Description Platinum Properties
EastlWest Street: Avian Way INorth/South Street: Hazel Dell Pkwv
Intersection Orientation: North-South !study Period ThrSf: 0.25
lVehicle Volumes and Adjustments
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
rvolume 20 244 9 28 882 5
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 22 271 10 31 980 5
Percent Heavy Vehicles 5 - - 5 - -
Median Type Raised curb
RT Channelized 0 0
Lanes 1 1 0 1 1 1
~onfiguration L TR L T R
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 28 5 84 4 5 81
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 31 5 93 4 5 90
Percent Heavy Vehicles 5 5 5 5 5 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 1 1 0 1 1 0
lConfiguration L TR L TR
Delay, Queue Length and Level of Service
~pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L L TR L TR
!v (vph) 22 31 31 98 4 95
K:; (m) (vph) 689 1264 129 673 197 295
!v/c 0.03 0.02 0.24 0.15 0.02 0.32
~5% queue length 0.10 0.08 0.89 0.51 0.06 1.35
K:;ontrol Delay 10.4 7.9 41.5 11.3 23.7 22.9
LOS B A E B C C
fA,pproach Delay -- - 18.5 22.9
fA,pproach LOS - - C C
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Two-Way Stop Control
Page I of2
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst TSV Intersection Hazel Dell & A vian Way
Agency/Co. A&F Engineering Co., LLC Jurisdiction Carmel, IN
Date Performed 11/4/20.0.2 Analysis Year Sc 3 - ExGenShft
Analysis Time Period PM Peak
Project Description Platinum Properties
EastlWest Street: Avian Way North/South Street: Hazel Dell Pkwy
Intersection Orientation: North-South IStudy Period (hrs): 0..25
~ehicle Volumes and Adjustments
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
l T R l T R
!Volume 49 799 31 95 377 6
Peak-Hour Factor, PHF 0..90. 0..90. 0..90. 0..90. 0..90. 0..90.
Hourly Flow Rate, HFR 54 887 34 10.5 418 6
Percent Heavy Vehicles 5 - - 5 -- -
Median Type Raised curb
RT Channelized 0. a
lanes 1 1 a 1 1 1
~onfjguration L TR L T R
Upstream Signal a a
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 17 5 54 6 5 34
Peak-Hour Factor, PHF 0..90. 0..90. 0..90. 0..90. 0.90. 0..90.
Hourly Flow Rate, HFR 18 5 60. 6 5 37
Percent Heavy Vehicles 5 5 5 5 5 5
Percent Grade (%) a a
Flared Approach N N
Storage a 0.
RT Channelized a a
Lanes 1 1 a 1 1 0.
lConfiguration L TR L TR
Delay, Queue Len~th and level of Service
~pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L L TR L TR
~ (vph) 54 10.5 18 65 6 42
C (m) (vph) 1119 729 158 312 89 451
v/c 0..0.5 0..14 0..11 0..21 0..0.7 0..0.9
95% queue length 0..15 0..50. 0..38 0..77 0..21 0..31
Control Delay 8.4 10..8 30..7 19.5 48.4 13.8
LOS A B D C E B
Approach Delay - - 22.0. 18.1
Approach LOS -- - C C
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PLATINUM PROPERTIES
TRAFFIc OPERATIONS ANAL YSIS
PROPOSED DRIVE: HAZEL DELL PARKWAY TO
EAST BORDER OF PROPOSED SITE
SEGMENT DATA
CAPACITY ANALYSES
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Analyst TSV
O Agency/Co. A&F Engineering
Date Performed 1117/2002
Analysis Time Period AM Peak
O Highway Proposed Drive
FromlTo Hazel Dell to East Site Border
Jurisdiction Carmel, IN
Analysis Year Sc 3 - ExGenShft
o Description Cherry Creek Estates
HCS2000: Two-lane Highways Release 4.1 c
Fax:
Two-Way Two-lane Highway Segment Analysis
Input Data
O Highway class Class 2
Shoulder width 1.0
lane width 16.0
O Segment length 0.7
Terrain type level
Grade: Length mi
Up/down %
D Two-way hourly volume, V 149
Directional split 75 1 25 %
ft Peak-hour factor, PHF 0.90
ft % Trucks and buses 5 %
mi % Recreational vehicles 5 %
% No-passing zones 100 %
Access points/mi 0 Imi
veh/h
D Average Travel Speed
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.7
D PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.966
Two-way flow rate,(note-1) vp 171 pc/h
O Highest directional split proportion (note-2) 128 pclh
Free-Flow Speed from Field Measurement:
Field measured speed, SFM
D Observed volume, Vf
Estimated Free-Flow Speed:
Base free-flow speed, BFFS
Adj. for lane and shoulder width, flS
o Adj. for access points, fA
Free-flow speed, FFS
D Adjustment for no-passing zones, fnp 3.0 mi/h
Average travel speed, A TS 36.5 mi/h
mi/h
veh/h
45.0 mi/h
4.2 mi/h
0.0 mi/h
40.8 milh
Percent Time-Spent-Following
D Grade adjustment factor, fG
PCE for trucks, ET
O PCE for RVs, ER
Heavy-vehicle adjustment factor, fHV
Two-way flow rate,(note-1) vp
Highest directional split proportion (note-2)
o Base percent time-spent-following, BPTSF
1.00
1.1
1.0
0.995
166 pc/h
125
13.6
%
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o Adj.for directional distribution and no-passing zones, fdlnp 28.3
Percent time-spent-following, PTSF 41.8 %
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Level of Service and Other Performance Measures
Level of service, LOS
Volume to capacity ratio, vlc
Peak 15-min vehicle-miles of travel, VMT15
Peak-hour vehicle-miles of travel, VMT60
Peak 15-min total travel time, TT15
B
0.05
29 veh-mi
104 veh-mi
0.8 veh-h
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
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HCS2000: Two-Lane Highways Release 4.1 c
Fax:
Two-Way Two-Lane Highway Segment Analysis
Analyst TSV
Agency/Co. A&F Engineering
Date Performed 11nt2002
Analysis Time Period PM Peak
Highway Proposed Drive
FromlTo Hazel Dell to East Site Border
Jurisdiction Carmel, IN
Analysis Year Sc 3 - ExGenShft
Description Cherry Creek Estates
Input Data
Highway class Class 2
Shoulder width
Lane width
Segment length
Terrain type
Grade: Length
Up/down
1.0 ft Peak-hour factor, PHF 0.90
16.0 ft % Trucks and buses 5 %
0.7 mi % Recreational vehicles 5 %
Level % No-passing zones 100 %
mi Access points/mi 0 /mi
%
Two-way hourly volume, V 197
Directional split 64 / 36 %
veh/h
Average Travel Speed
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.7
peE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.966
Two-way flow rate,(note-1) vp 227 pdh
Highest directional split proportion (note-2) 145 pclh
Free-Flow Speed from Field Measurement:
Field measured speed, SFM
Observed volume, Vf
Estimated Free-Flow Speed:
Base free-flow speed, BFFS
Adj. for lane and shoulder width, fLS
Adj. for access points, fA
milh
veh/h
45.0 mi/h
4.2 mi/h
0.0 mi/h
Free-flow speed, FFS
40.8 milh
Adjustment for no-passing zones, fnp
Average travel speed, A TS
3.6 mi/h
35.4 mi/h
Percent Time-Spent-Following
Grade adjustment factor, fG
PCE for trucks, ET
PCE for RVs, ER
Heavy-vehicle adjustment factor, fHV
Two-way flow rate,(note-1) vp
Highest directional split proportion (note-2)
Base percent time-spent-following, BPTSF
1.00
1.1
1.0
0.995
220 pclh
141
17.6
%
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U Adj.for directional distribution and no-passing zones, fdlnp 23.9
Percent time-spent-following, PTSF 41.5 %
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Level of Service and Other Performance Measures
Level of service, LOS
Volume to capacity ratio, vlc
Peak 15-min vehicle-miles of travel, VMT15
Peak-hour vehicle-miles of travel, VMT60
Peak 15-min total travel time, TT15
B
0.07
1.1
38 veh-mi
138 veh-mi
veh-h
Notes:
1. If vp >= 3200 pcIh, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
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