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TRAFFIC IMPACT ANALYSIS
PROPOSED CLARIAN HEALTH HOSPITAL
1-465 & U.S. 31
CARMEL, INDIANA
PREPARED FOR
CLARIAN HEALTH
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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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
COPYRIGHT
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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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
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TABLE OF CONTENTS
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LIST OF FIGURES............................................................................................................................. .............................. II
CERTIFICATION ...... .... ..... ........ ........... ..... ..... .............. .......... ......................... ......... ............... ....... .................. .............. III
INTRODUCTION ....... ... ....................... ... ... ............................. .... .............. ...... ............ ............ ........................ .................. 1
PURPOSE............................................................................................................................. ............ ............................... 1
SCOPE OF WORK .......... .......... .................. .... ........ .......... ...... ................. ........................ ....... ............ .............................. 1
DESCRIPTION OF THE PROJECT. ............. ........... .................... ........................ ........................ ........ .................. ................2
STUDY AREA.............. ..... ........ ......... ......................................... .............. ................ ....... ...... ........................ .................. 4
DESCRIPTION OF THE ABUTTING STREET SYSTEM ......................................................................................................... 4
TRAFFIC DATA ............ ... ............................ .......................... ..... .......... .......... ..... ...... ........ .... ........................ ...... ............5
GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ................................................................................... 5
TABLE 1 - GENERA TED TRIPS FOR PROPOSED DEVELOPMENT...................................................................................5
INTERNAL TRIPS.......... ..................... ........ ..... ................ ............................... ................. ....... ........ .........:..... ...................7
PASS-BY TRIPS ......................................,........................................................................................................... .. .......... 7
ANNUAL GROWTH RATE FOR BACKGROUND TRAFFIC ...................................................................................................7
TABLE 2 - ANNUAL GROWTH RATES FOR BACKGROUND TRAFFIC ........................................................................... 7
PEAK HOUR ......................... .......... .......... ........ ... ........... .... ... ..................... ... .... .............. ...... ..........................................7
ASSIGNMENT AND DISTRIBUTION OF GENERA TED TRIPS ............................................................................................... 8
PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SYSTEM ............................................................8
YEAR 20] 2 TRAFFIC VOLUMES. ..... .......... ..................... ........................................ ...... ......... ............ .............................. 8
CAPACITY ANALYSIS ................................................................................... ........................ .........................:.............. 11
DESCRIPTION OF LEVELS OF SERVICE ..........................................................................................................................11
CAPACITY ANALYSES SCENARIOS............... ............ ............. ... ............. ........ ....... ........... ................. ...... ............... ........ 13
TABLE 3 - LEVEL OF SERVICE SUMMARY: U.S. 3] & ] 06TH STREET ........................................................................ 18
TABLE 4 - LEVEL OF SERVICE SUMMARY: U.S. 3] & ] 03RD STREET .......................................................................19
TABLE 5 - LEVEL OF SERVICE SUMMARY : PENNSYLVANIA STREET & I06TH STREET .............................................. 21
TABLE 6 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA STREET & ] 03RD STREET .............................................. 22
TABLE 7 - LEVEL OF SERVICE SUMMARY: COLLEGE AVENUE & 1 03RD STREET ...................................................... 24
TABLE 8 - LEVEL OF SERVICE SUMMARY: COLLEGE AVENUE & PENNSYLVANIA PARKWAy.................................. 25
TABLE 9 - LEVEL OF SERVICE SUMMARY: COLLEGE AVENUE & ] 01 ST STREET .......................................................26
TABLE 10 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA PARKWAY & ACCESS DRIVE 1................................... 27
TABLE] 1 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA PARKWAY & ACCESS DRIVE 2...................................28
TABLE] 2 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA P ARKWA Y & ACCESS DRIVE 3...................................29
TABLE 13 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA PARKWAY & ACCESS DRIVE 4................................... 30
CONCLUSIONS................................................................... .......................................................................... ................. 31
RECOMMENDATIONS ............. ..................................... ... .................. ........... .... ......... ... ........................... ... ....................38
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ClARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
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LIST OF FIGURES
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FIGURE 1: AREA MAP............................... ........ ................ ........................ ............. ........... ...... .................. ......................3
FIGURE 2: EXISTING INTERSECTION GEOMETRICS. ............. ........ .......... .... ... ............ ......... ........... ............. .................. .... 6
FIGURE 3: ASSIGNMENT AND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES FIGURE 4: GENERATED TRAFFIC
VOLUMES FOR PROPOSED DEVELOPMENT .... .......... ......... .... ....... ........ .......... .... ... ......... ........................................9
FIGURE 4: GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ................................................................ 10
FIGURE 5: EXISTING TRAFFIC VOLUMES ...................................................................................................................... 14
FIGURE 6: SUM OF EXISTING AND PROPOSED DEVELOPMENT TRAFFIC VOLUMES ....................................................... 15
FIGURE 7: YEAR 2012 TRAFFIC VOLUMES ...................................................................................................................16
FIGURE 8: SUM OF YEAR 2012 AND PROPOSED DEVELOPMENT TRAFFIC VOLUMES .................................................... 17
FIGURE 9: PROPOSED INTERSECTION GEOMETRICS FOR SCENARIO 2 (EXISTING AND PROPOSED DEVELOPMENT
TRAFFIC VOLUMES). ..................... ........ ........ .......................... ..... ...... ... ..... .... .......... ........................ ................... 41
FIGURE 10: PROPOSED INTERSECTION GEOMETRICS FOR SCENARIO 4 (YEAR 2012 AND PROPOSED DEVELOPMENT
TRAFFIC VOLUMES)........................................................................................................................... ................. 42
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CLARIAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
CERTIFICATION
I certify that this TRAFFIC IMPACT ANALYSIS has been prepared by me and under my immediate
supervision and that I have experience and training in the field of traffic and transportation
engmeenng.
A&F ENGINEERING Co., INC.
d 10. /::.-A Jl
Steven J. Fehribach, P.E.
Indiana Registration 890237
/;?: ~# 1!f-----
R. Matt Brown P .E.
Indiana Registration 10200056
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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
INTRODUCTION
This TRAFFIC IMPACT ANALYSIS, prepared at the request of the Cannel Department of Community
Services on behalf of Clarian Health, is for a proposed hospital and medical offices that will be
located just north ofI-465 and east of U.S. 31.
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 make traffic volume counts at the following locations:
. U.S. 31 & 106th Street
. U.S. 31 & 103rd Street
. Pennsylvania Street & 106th Street
. Pennsylvania Street & 103rd Street
. College Avenue & 103rd Street
. College Avenue & Pennsylvania Parkway
. College Avenue & 101 st Street
Second, to estimate the number of new trips that will be generated by the proposed development.
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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
Third, to assign the generated traffic volumes to the driveways and/or roadways that will serve to
provide access to the proposed development.
Fourth, to distribute the generated traffic volumes from the proposed development onto the public
roadway system and intersections that have been identified in the study area.
Fifth, to prepare an analysis including a capacity analysis and level of service analysis for each
intersection included in the study area for each of the following scenarios:
SCENARIO 1: Existing Conditions - Based on existing roadway conditions and traffic
volumes.
SCENARIO 2: Proposed Development - Add the traffic volumes that will be generated by
the proposed development to the existing traffic volumes.
SCENARIO 3: Year 2012 - Project the existing traffic volumes ten years forward using a
growth rate.
SCENARIO 4: Year 2012 with Proposed Development - Add the traffic volumes that will
be generated by the proposed development to the projected year 2012 traffic
volumes.
Finally, to prepare a TRAFFIC IMPACT ANALYSIS documenting all data, analyses, conclusions
and recommendations to provide for the safe and efficient movement of traffic through the study
area.
DESCRIPTION OF THE PROJECT
The proposed development will be located in the northeast quadrant of U.S. 31 and 1-465 in Carmel,
Indiana. As proposed, the development will consist of 374,732 square feet of hospital use and
156,058 square feet of medical office land use. Figure 1 is an area map of the proposed site.
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CLARIAN HEALTH
NORTH HOSPITAL
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106TH ST.
103RD ST.
102ND ST.
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FIGURE 1
AREA MAP
cg 2002. A&F EngiDeering_Co.. LLC
CLARIAN HEALTH -NORTH HOSPITAL TRAFFIC IMPACT ANALYSIS
1 STUDY AREA
The study area defined for this analysis will include the following intersections:
' • U.S. 31 & 106th Street
• U.S. 31 & 103rd Street
• Pennsylvania Street& 106th Street
• Pennsylvania Street& 103rd Street
• College Avenue & 103rd Street
• College Avenue & Pennsylvania Parkway
• College Avenue& 101St Street
• All Proposed Access Points
1 DESCRIPTION OF THE ABUTTING STREET SYSTEM
' This proposed development would be served by the public roadway system that includes I-465, U.S.
31, 106th Street, 103rd Street, College Avenue and Pennsylvania Parkway.
' I-465—is a major Interstate loop that surrounds the greater Indianapolis metropolitan area.
U.S. 31 — is a north-south, four-lane divided highway that runs the entire length of Indiana and
' serves as a major arterial to several mid-size cities throughout the state. This roadway becomes
Meridian Street within the Indianapolis City limits.
' 106TH STREET - is an east-west, 2-lane roadway that serves several residential developments
within the City of Carmel. The posted speed limit along this roadway in the vicinity of the site is
35 mph.
' 103RD STREET-is a minor east-west 2-lane roadway. The posted speed limit along this roadway
in the vicinity of the site is 35 mph.
' COLLEGE AVENUE - is a north-south, 2-lane roadway that serves many residential areas
throughout Marion County and Hamilton County. The posted speed limit along this roadway in
the vicinity of the site is 35 mph. t* e`c7
PENNSYLVANIA PARKWAY/STREET- Pennsylvania Parkway is an east-west 4-lane roadway that
becomes Pennsylvania Street north of 103rd Street. The posted speed limit along this roadway in
the vicinity of the site is 35 mph.
U.S. 31 & 106th Street - This intersection is currently controlled with an automatic traffic signal.
tThe existing intersection geometrics are illustrated on Figure 2.
U.S. 3] & 103rd Street - This intersection is currently controlled with an automatic traffic signal.
The existing intersection geometrics are illustrated on Figure 2.
Pennsylvania Street & 106th Street - This intersection is currently controlled with an automatic
' traffic signal. The existing intersection geometrics are illustrated on Figure 2.
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IHEALTH -NORTH HOSPITAL TRAFFIC IMPACT ANALYSIS
IPennsylvania Street & 103rd Street - This intersection is currently controlled as a four-way stop.
' The existing intersection geometries are illustrated on Figure 2.
College Avenue & 103rd Street- This intersection is currently controlled with an automatic traffic
Isignal. The existing intersection geometries are illustrated on Figure 2.
College Avenue & Pennsylvania Parkway - This "T-intersection" is currently controlled with
Pennsylvania Parkway stopping for College Avenue. The existing intersection geometries are
illustrated on Figure 2.
College Avenue & 1015` Street - This "T-intersection" is currently controlled with 101st Street
stopping for College Avenue. The existing intersection geometries are illustrated on Figure 2.
I TRAFFIC DATA
Peak hour manual turning movement traffic volume counts were made at each of the study
intersections by A&F Engineering Co., LLC. The traffic volume counts include an hourly total
Iof all "through" traffic and all "turning" traffic at the intersection. The traffic volume counts
were made during the hours of 6:00 AM to 9:00 AM and 3:00 PM to 6:00 PM in October 2002.
IThese counts are included in Appendix A.
IGENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT
The estimate of traffic to be generated by the proposed development is a function of the
Idevelopment size and of the character of the land use. Trip Generation report was used to calculate
the number of trips that will be generated by the proposed development. This report is a
1 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.
ITable 1 summarizes the trips that will be generated by the proposed development.
ITABLE 1 -GENERATED TRIPS FOR PROPOSED DEVELOPMENT
DEVELOPMENT_INFORMAT ION GENERATED TRIPS
ILAND USE ITE AM AM PM PM
CODE SIZE ENTER EXIT ENTER EXIT
Hospital 610 374,732 SF 273 101 87 277
Medical Office 720 156,058 SF 303 76 154 417
TOTAL 576 177 241 /694 0
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I i Trip Generation, Institute of Transportation Engineers, Sixth Edition, 1997.
I 5
' CLARIAN HEALTH -NORTH HOSPITAL TRAFFIC IMPACT ANALYSIS
INTERNAL TRIPS
An internal trip results when a trip is made between two land uses without using the roadway
' system. A small number of internal trips might occur between the land uses considered in this
study. However,these trips are assumed to be negligible in order to create a worst case scenario.
PASS-BY TRIPS
' Pass-by trips are trips already on the roadway system that decide to enter a land use. These trips
are typically associated with retail land uses. The proposed development will consist of medical
' uses only. Therefore, no reduction is applied for pass-by trips.
' ANNUAL GROWTH RATE FOR BACKGROUND TRAFFIC
In order to forecast future background traffic volumes, annual growth rates were determined on a
street by street basis. The following table summarizes the annual growth rate used on each study
roadway.
' TABLE 2-ANNUAL GROWTH RATES FOR BACKGROUND TRAFFIC
ANNUAL
STUDY ROADWAY GROWTH RATE 4°
U.S. 31 1.0%per Year \..
' 106th Street 2.5 %per Year
College Avenue 2.5 %per Year
101st Street 0.25 %per Year
' 103rd Street 0.25 %per Year O`•
Pennsylvania Parkway/Street (0.25 %per Year r
PEAK HOUR
The peak hour is based on the traffic volume counts collected at the study intersections. The peak
' hour varies by intersection. Throughout this analysis, all references to the peak hour will be for the
peak hour at the individual intersections to represent the "worst case"scenario.
' CLARIAN HEALTH -NORTH HOSPITAL TRAFFIC IMPACT ANALYSIS
ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS
The study methodology used to determine the traffic volumes, from the proposed development, that
will be added to the street system is defined as follows:
1. The volume of traffic that will enter and exit the site must be assigned to the various access
' points and to the public street system. Using the traffic volume data collected for this
analysis, traffic to and from the proposed new site has been assigned to the proposed
driveways and to the public street system that will be serving the site.
' 2. To determine the volumes of traffic that will be added to the public roadway system, the
generated traffic must be distributed by direction to the public roadways at their
intersection with the driveway. For the proposed development, the distribution was based
on the existing traffic patterns and the assignment of generated traffic.
The assignment and distribution of generated traffic volumes for the proposed development are
shown on Figure 3.
PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET
SYSTEM
Generated traffic volumes that can be expected from the proposed development have been
prepared for each of the proposed access points and for each of the study area intersections. The
peak hour generated traffic volumes are shown on Figure 4. These data are based.on the
' previously discussed trip generation data, assignment of generated traffic, and distribution of
generated traffic.
YEAR 2012 TRAFFIC VOLUMES
' To evaluate the future impact of this development on the public roadway system, the existing
traffic volumes must be projected forward to a design year. The design year used for this project
will be year 2012. The year 2012 projected traffic volumes are shown on Figure 6.
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LEGEND
00 = A..... PEAK HOUR
(00) = P..... PEAK HOUR
* = NEGLIGIBLE
CLARIAN HEALTH
NORTH HOSPITAL
106TH ST.
.... 138 (541)
. * (*)
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FIGURE 4
GENERA TED TRAFFIC VOLUMES
FOR PROPOSED DEVELOPMENT
@ 2002. A&F Engineering Co., LLC
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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIc IMPACT ANALYSIS
CAPACITY ANALYSIS
The "efficiency" of an intersection is based on its ability to accommodate the traffic volumes that
approach the intersection. The "efficiency" of an intersection is designated by the Level-of-
Service (LOS) of the intersection. The LOS of an intersection is determined by a series of
calculations commonly called a "capacity analysis". Input data into a capacity analysis include
traffic volumes, intersection geometry, number and use of lanes and, in the case of signalized
intersections, traffic signal timing. To determine the level of service at each of the study
intersections, a capacity analysis has been made using the recognized computer program based
on the Highway Capacity Manual (HCMi.
DESCRIPTI0N 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 Transportation Research Board, National Research Council, Washington, DC, 2000.
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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT 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 Delav (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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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
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.
An analysis has been made for the AM peak hour and PM peak hour for each of the study
intersections for each of the following scenarios:
SCENARIO I: Existing Traffic Volumes - These are the traffic volumes that were obtained
in October 2002. Figure 5 is a summary of these traffic volumes at the
study intersections.
SCENARIO 2: Year 2012 Traffic Volumes + Proposed Development Traffic Volumes -
Figure 6 is a summary of these traffic volumes at the study intersections for
the peak hour.
SCENARIO 3: Year 2012 Traffic Volumes - Figure 7 is a summary of these traffic volumes
at the study intersections for the peak hour.
SCENARIO 4: Year 2012 Traffic Volumes + Proposed Deve/opment Traffic Volumes -
Figure 8 is a summary of these traffic volumes at the study intersections for
the peak hour.
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 - U.S. 31 & 106th Street
Table 4 - U.S. 31 & 103rd Street
Table 5 - Pennsylvania Street & 106th Street
Table 6 - Pennsylvania Street & 103rd Street
Table 7 - College A venue & 103rd Street
Table 8 - College Avenue & Pennsylvania Parkway
Table 9 - College Avenue & 101 st Street
Table 10 - Pennsylvania Parkway & Access Drive 1
Table 11 - Pennsylvania Parkway & Access Drive 2
Table 12 - Pennsylvania Parkway & Access Drive 3
Table 13 - Pennsylvania Parkway & Access Drive 4
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FIGURE 6
SUM OF EXISTING & GENERATED
TRAFFIC VOLUMES
i FOR PROPOSED DEVELOPMENT
I
@ 2002, A&F Engineering Co., LLC
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CLARIAN HEALTH
NORTH HOSPITAL
16
FIGURE 7
YEAR 2012 TRAFFIC VOLUMES
@ 2002, A&F EngiDeering Co., LLC
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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
TABLE 3 - LEVEL OF SERVICE SUMMARY: U.S. 31 & 106TH STREET
AM PEAK HOUR
MOVEMENT SCENARIO
1 IA 2A 3A 3B 4B
Northbound Approach C D D D C C
Southbound Approach F D E D C C
Eastbound Approach E D D E D D
Westbound Approach F E E F F F
Intersection F D D E D D
PM PEAK HOUR
MOVEMENT SCENARIO
1 IA 2A 3A 3B 4B
Northbound Approach C C C D C C
Southbound Approach F C C D C C
Eastbound Approach E D E E D D
Westbound Approach F F F F F F
Intersection F D D E D D
SCENARIO 1:
SCENARIO 1 A:
SCENARIO 2A:
SCENARIO 3A:
SCENARIO 3B:
SCENARIO 4B:
Existing Traffic Volumes with Existing Conditions
Existing Traffic Volumes with*
. One additional southbound through lane
Sum of Existing and Proposed Development Traffic Volumes with*
. One additional southbound through lane
Sum of Existing and Year 2012 Traffic Volumes with*
. One additional southbound through lane
Sum of Existing and Year 2012 Traffic Volumes with*
. Two additional southbound through lanes
. One additional northbound through lane
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes
with*
. Two additional southbound through lanes
. One additional northbound through lane
* All additions for each scenario are made from the existing conditions.
]8
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o
o
D
o
o
o
o
o
o
o
o
o
o
o
o
o
o
CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
TABLE 4 - LEVEL OF SERVICE SUMMARY: U.S. 31 & 103RD STREET
AM PEAK HOUR
MOVEMENT SCENARIO
1 2 2A 2B 3 3A 4B 4C
Northbound Approach D D D C E C C C
Southbound Approach D D C C D C C C
Eastbound Approach D D D D D D D D
Westbound Approach F F F D F D E E
Intersection D D D C E C C C
PM PEAK HOUR
MOVEMENT SCENARIO
1 2 2A 2B 3 3A 4B 4C
Northbound Approach C D D D D C D C
Southbound Approach C E D D D C D C
Eastbound Approach F F F D F E D D
Westbound Approach F F F E F F F E
Intersection D F F D E D D D
Note: See next page for scenario descriptions.
19
o
o
o
o
o
o
o
o
o
o
o
D
o
o
o
o
D
o
o
CLARlAN HEALm - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
SCENARIO 1:
SCENARIO 2:
SCENARIO 2A:
SCENARIO 2B:
SCENARIO 3:
SCENARIO 3A:
SCENARIO 4B:
SCENARIO 4C:
Existing Traffic Volumes with Existing Conditions
Sum of Existing and Proposed Development Traffic Volumes with Existing
Conditions
Sum of Existing and Proposed Development Traffic Volumes with*
. One additional northbound through lane
. One additional southbound through lane
Sum of Existing and Proposed Development Traffic Volumes with*
. One additional northbound through lane
. One additional southbound through lane
· One additional westbound left-turn lane
Sum of Existing and Year 2012 Traffic Volumes with Existing Conditions
Sum of Existing and Year 2012 Traffic Volumes with*
. One additional northbound through lane
. One additional southbound through lane
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes
with*
. One additional northbound through lane
. One additional southbound through lane
. One additional westbound left-turn lane
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes
with*
. One additional northbound through lane
. One additional southbound through lane
. Two additional westbound left-turn lanes
* All additions for each scenario are made from the existing conditions.
20
o
o
o
o
o
D
o
o
o
o
o
o
o
o
o
o
o
o
D
CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
TABLE 5 - LEVEL OF SERVICE SUMMARY: PENNSYL VANIA STREET & 106TH STREET
. MOVEMENT SCENARIO
1 2 3 4
Northbound Approach D D D D
Southbound Approach C C D D
Eastbound Approach C C D D
Westbound Approach C C D D
Intersection C C D D
AM PEAK HOUR
MOVEMENT SCENARIO
1 2 3 4
Northbound Approach D D C C
Southbound Approach B B D C
Eastbound Approach C D C D
Westbound Approach B C B B
Intersection C D C C
PM PEAK HOUR
SCENARIO 1 :
Existing Traffic Volumes with Existing Conditions
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Existing Conditions
SCENARIO 3:
Sum of Existing and Year 2012 Traffic Volumes with Planned
Conditions*
SCENARIO 4:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Planned Conditions*
* The planned conditions consist of the following:
. The addition of a northbound left-turn lane
. One additional northbound through lane
. The replacement of the southbound right-turn lane by an additional southbound through
lane
21
o
o
o
D
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
ClARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
TABLE 6 - LEVEL OF SERVICE SUMMARY: PENNSYL VANIA STREET & 1 03RD STREET
AM PEAK HOUR
MOVEMENT SCENARIO
1 2 2S 2R 3 4S 4R
Northbound Approach B E C A B C A
Southbound Approach B C D A B D A
Eastbound Approach B F B A B A A
Westbound Approach B B B A B B A
Intersection B F C A B C A
PM PEAK HOUR
MOVEMENT SCENARIO
1 2 2S 2R 3 4S 4R
Northbound Approach B F B B B B B
Southbound Approach C D C A C C A
Eastbound Approach B F C A B B A
Westbound Approach B B C A B C A
Intersection B F C A B B A
Note: See next page for scenario descriptions.
22
o
o
o
o
o
o
o
o
o
o
o
D
o
o
o
o
D
o
o
CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
SCENARIO 1 :
SCENARIO 2:
SCENARIO 2S:
SCENARIO 2R:
SCENARIO 3:
SCENARIO 4S:
SCENARIO 4R:
Existing Traffic Volumes with Existing Conditions
Sum of Existing and Proposed Development Traffic Volumes with
Existing Conditions
Sum of Existing and Proposed Development Traffic Volumes with
Proposed Traffic Signal Conditions*
Sum of Existing and Proposed Development Traffic Volumes with
Proposed Roundabout Conditions*
Sum of Existing and Year 2012 Traffic Volumes with Existing Conditions
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Proposed Traffic Signal Conditions*
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Proposed Roundabout Conditions*
* If a traffic signal control is to be used at this intersection, the following intersection geometries
are proposed:
. Northbound Approach - Two left-turn lanes and a shared
through/right-turn lane
. Southbound Approach - One shared lane
. Eastbound Approach - One left-turn lane, one through lane and one
right-turn lane
. Westbound Approach - One left-turn lane and a shared through/right-
turn lane
* If a roundabout is to be constructed at this intersection, the following conditions are proposed:
. All approaches and departures should include two lanes
. The minimum circulatory roadway width should be 28 feet.
23
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
Cl-ARIAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
TABLE 7 - LEVEL OF SERVICE SUMMARY: COLLEGE A VENUE & I 03RD STREET
MOVEMENT SCENARIO
1 2 3 4
Northbound Approach A A A A
Southbound Approach A A B B
Eastbound Approach B B B B
Westbound Approach B B B B
Intersection A A B B
AM PEAK HOUR
MOVEMENT SCENARIO
1 2 3 4
Northbound Approach A A B B
Southbound Approach A A A A
Eastbound Approach B B B B
Westbound Approach B B B B
Intersection A A B B
PM PEAK HOUR
SCENARIO I:
Existing Traffic Volumes with Existing Conditions
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Existing Conditions
SCENARIO 3:
Sum of Existing and Year 2012 Traffic Volumes with Existing Conditions
SCENARIO 4:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Existing Conditions
24
o
o
o
o
D
o
o
o
o
o
o
D
o
o
o
D
D
o
o
CLARIAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
TABLE 8 - LEVEL OF SERVICE SUMMARY: COLLEGE A VENUE & PENNSYLVANIA PARKWAY
AM PEAK HOUR
MOVEMENT SCENARIO
1 2 3 4
Northbound Left-Turn A A A A
Eastbound Approach B B C C
PM PEAK HOUR
MOVEMENT SCENARIO
1 2 3 4
Northbound Left-Turn A A A A
Eastbound Approach C C C C
SCENARIO 1 :
Existing Traffic Volumes with Existing Conditions
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Existing Conditions
SCENARIO 3:
Sum of Existing and Year 2012 Traffic Volumes with Existing Conditions
SCENARIO 4:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Existing Conditions
25
D
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
TABLE 9 - LEVEL OF SERVICE SUMMARY: COLLEGE A VENUE & 101 ST STREET
AM PEAK HOUR
MOVEMENT SCENARIO
I 2 3 4
Northbound Left-Turn --- A --- B
Southbound Left-Turn A A A A
Eastbound Approach --- D --- E
Westbound Approach E F F F
PM PEAK HOUR
MOVEMENT SCENARIO
I 2 3 4
Northbound Left-Turn --- B --- B
Southbound Left-Turn B B B B
Eastbound Approach --- F --- F
Westbound Approach F F F F
SCENARIO 1:
Existing Traffic Volumes with Existing Conditions
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Proposed Conditions*
SCENARIO 3:
Sum of Existing and Year 2012 Traffic Volumes with Existing Conditions
SCENARIO 4:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Proposed Conditions*
* The proposed conditions consist of the following:
. The addition of a northbound left-turn lane
. The addition of a southbound right-turn lane
. The emergency access constructed as one outbound lane and one inbound lane
26
D
D
D
D
D
D
o
o
o
o
D
o
o
o
o
D
o
D
o
CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
TABLE 10- LEVEL OF SERVICE SUMMARY: PENNSYL VANIA P ARKW A Y & ACCESS DRIVE 1
AM PEAK HOUR
MOVEMENT SCENARIO
2 4
Northbound Approach C C
Westbound Left-Turn A A
MOVEMENT SCENARIO
2 4
Northbound Approach C C
Westbound Left-Turn A A
PM PEAK HOUR
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Proposed Conditions*
SCENARIO 4:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Proposed Conditions*
* The proposed conditions consist of the following:
. The addition of a westbound left-turn lane
. The access constructed as one outbound lane and one inbound lane
27
o
o
o
o
o
o
o
o
D
D
D
D
o
D
D
o
o
D
o
CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
TABLE 11 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA PARKWAY & ACCESS DRIVE 2
AM PEAK HOUR
MOVEMENT SCENARIO
2 4
Northbound Approach B B
Westbound Left-Turn A A
PM PEAK HOUR
MOVEMENT SCENARIO
2 4
Northbound Approach C C
Westbound Left-Turn A A
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Proposed Conditions*
SCENARIO 4:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Proposed Conditions*
* The proposed conditions consist of the following:
. The addition of a westbound left-turn lane
. The access constructed as two outbound lanes two one inbound lanes
28
o
o
D
D
D
D
D
D
o
D
o
D
D
D
D
D
D
o
D
CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIc IMPACT ANALYSIS
TABLE 12 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA P ARKW A Y & ACCESS DRIVE 3
AM PEAK HOUR
MOVEMENT SCENARIO
2 4
Northbound Approach B B
Westbound Left-Turn A A
PM PEAK HOUR
MOVEMENT SCENARIO
2 4
Northbound Approach B C
Westbound Left-Turn A A
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Proposed Conditions*
SCENARIO 4:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Proposed Conditions*
* The proposed conditions consist of the following:
. The addition of a westbound left-turn lane
. The access constructed as two outbound lanes and two inbound lanes
29
D
D
o
o
o
o
o
o
o
o
D
o
o
o
D
o
o
o
o
CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
TABLE 13 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA PARKWAY & ACCESS DRIVE 4
MOVEMENT SCENARIO
2 4
Northbound Approach A A
Westbound Left-Turn A A
AM PEAK HOUR
MOVEMENT SCENARIO
2 4
Northbound Approach A A
Westbound Left-Turn A A
PM PEAK HOUR
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Proposed Conditions*
SCENARIO 4A:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Proposed Conditions*
* The proposed conditions consist of the following:
. The addition of a westbound left-turn lane
. The access constructed as two outbound lanes and one inbound lane
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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
CONCLUSIONS
The conclusions that follow are based on existing traffic volume data, trip generation, assignment
and distribution of generated traffic, capacity analyses with the resulting levels of service that have
been prepared for each of the study intersections, and the field review conducted at the site. These
conclusions apply only to the AM peak hour and PM peak hour that were addressed in this analysis.
These peak hours are when the largest volumes oftraffic 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.
1. u.s. 31 & 106TI1 STREET
Scenario 1 Analysis: Existing Traffic Volumes
Scenario 1 Results: In order to achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:
. One additional southbound through lane
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: In order to achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:
. One additional southbound through lane
Scenario 3 Analysis: Year 2012 Traffic Volumes
Scenario 3 Results: In order to achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:
. Two additional southbound through lanes
. One additional northbound through lane
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: In order to achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:
. Two additional southbound through lanes
. One additional northbound through lane
3]
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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
2. U.S. 31 & 103RD STREET
Scenario 1 Analysis: Existing Traffic Volumes
Scenario 1 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: In order to achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:
. One additional northbound through lane
. One additional southbound through lane
. One additional westbound left-turn lane
Scenario 3 Analysis: Year 2012 Traffic Volumes
Scenario 3 Results: In order to achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:
. One additional northbound through lane
. One additional southbound through lane
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: In order to achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:
. One additional northbound through lane
. One additional southbound through lane
. Two additional westbound left-turn lanes
3. PENNSYLVANIA STREET & 106TH STREET
Scenario 1 Analysis: Existing Traffic Volumes
Scenario 1 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
Scenario 3 Analysis: Year 2012 Traffic Volumes
Scenario 3 Results: In order to achieve acceptable levels of service during the peak
hours the following modifications are needed to the existing
intersection conditions:
. One additional northbound through lane
. One additional northbound left-turn lane
. Modify the existing southbound right-turn lane to
become a shared through/right-turn lane
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: In order to achieve acceptable levels of service during the peak
hours the following modifications are needed to the existing
intersection conditions:
. One additional northbound through lane
. One additional northbound left-turn lane
. Modify the existing southbound right-turn lane to
become a shared through/right-turn lane
4. PENNSYLVANIA STREET & 103RD STREET
Scenario 1 Analysis: Existing Traffic Volumes
Scenario 1 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: Acceptable levels of service can be achieved through the addition of
a traffic signal or a roundabout at this intersection. In either case
addition geometric improvements should also be made. The
following summarizes these improvements for each case.
If a traffic signal is installed at this location then the intersection should be
reconstructed to include the following lanes:
Northbound: Two left-turn lanes, one shared through/right-turn lane
Southbound: One left-turn lane, one through lane & one right-turn lane
Eastbound: One left-turn lane, one through lane & one right-turn lane
Westbound: One left-turn lane, one shared through/right-turn lane
If a roundabout is constructed at this location then all approaches and all
departures should be constructed to include two lanes. In addition, the
roundabout should be constructed to include at least 28 feet of circulatory
roadway width.
Scenario 3 Analysis: Year 2012 Traffic Volumes
Scenario 3 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
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CLARIAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
Scenario 4 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: Acceptable levels of service can be achieved through the addition of
a traffic signal or a roundabout at this intersection. In either case
addition geometric improvements should also be made. The
following summarizes these improvements for each case.
If a traffic signal is installed at this location then the intersection should be
reconstructed to include the following lanes:
Northbound: Two left-turn lanes, one shared through/right-turn lane
Southbound: One left-turn lane, one through lane & one right-turn lane
Eastbound: One left-turn lane, one through lane & one right-turn lane
Westbound: One left-turn lane, one shared through/right-turn lane
If a roundabout is constructed at this location then all approaches and all
departures should be constructed to include two lanes. In addition, the
roundabout should be constructed to include at least 28 feet of circulatory
roadway width.
5. COLLEGE AVENUE & 103RD STREET
Scenario 1 Analysis: Existing Traffic Volumes
Scenario 1 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 3 Analysis: Year 2012 Traffic Volumes
Scenario 3 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
6. COLLEGE AVENUE & PENNSYLVANIA PARKWAY
Scenario 1 Analysis: Existing Traffic Volumes
Scenario I Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
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ClARIAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
Scenario 2. Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 3 Analysis: Year 2012 Traffic Volumes
Scenario 3 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
7. COLLEGE A VENUE & 101 ST STREET
Scenario 1 Analysis: Existing Traffic Volumes
Scenario 1 Results: The westbound approach experiences delays during the peak hours
due to the amount of through traffic along College A venue. These
delays cannot be substantially reduced with geometric
improvements.
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: The development of the proposed site will add a west leg to this
intersection through the development of an emergency access
drive. In order to facilitate the movement of traffic into this access,
a northbound left-turn lane and a southbound right-turn lane should
be developed along College Avenue. However, the analysis of this
intersection including the additional west leg and the
improvements along College A venue has shown that the eastbound
and westbound approaches will experience delays during the peak
hour. In addition, further analysis has shown that these delays
cannot be substantially reduced with additional geometric
improvements.
Scenario 3 Analysis: Year 2012 Traffic Volumes
Scenario 3 Results: The westbound approach experiences delays during the peak hours
due to the amount of through traffic along College A venue. These
delays cannot be substantially reduced with geometric
improvements.
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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: The development of the proposed site will add a west leg to this
intersection through the development of an emergency access
drive. In order to facilitate the movement of traffic into this
access, a northbound left-turn lane and a southbound right-turn
lane should be developed along College Avenue. However, the
analysis of this intersection including the additional west leg and
the improvements along College Avenue has shown that the
eastbound and westbound approaches will experience delays
during the peak hour. In addition, further analysis has shown that
these delays cannot be substantially reduced ~ith additional
geometric improvements.
8. PENNSYLVANIA PARKWAY & ACCESS DRIVE 1
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: This intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
. The addition of a westbound left-turn lane along
Pennsylvania Parkway
. The development of the access drive to include one
inbound lane and one outbound lane
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: This intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
. The addition of a westbound left-turn lane along
Pennsylvania Parkway
. The development of the access drive to include one
inbound lane and one outbound lane
9 . PENNSYLVANIA PARKWAY & ACCESS DRIVE 2
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: This intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
. The addition of a westbound left-turn lane along
Pennsylvania Parkway
. The development of the access drive to include two
outbound lanes and two inbound lanes
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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: This intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
. The addition of a westbound left-turn lane along
Pennsylvania Parkway
. The development of the access drive to include two
outbound lanes and two inbound lanes
1 o. PENNSYLVANIA P ARKW A Y & ACCESS DRIVE 3
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: This intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
. The addition of a westbound left-turn lane along
Pennsylvania Parkway
. The development of the access drive to include two
outbound lanes and two inbound lanes
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: This intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
. The addition of a westbound left-turn lane along
Pennsylvania Parkway
. The development of the access drive to include two
outbound lanes and two inbound lanes
I 1. PENNSYLVANIA PARKWAY & ACCESS DRIVE 4
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: This intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
. The addition of a westbound left-turn lane along
Pennsylvania Parkway
. The development of the access drive to include two
outbound lanes and one inbound lane
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ClARIAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: This intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
. The addition of a westbound left-turn lane along
Pennsylvania Parkway
. The development of the access drive to include two
outbound lanes and one inbound lane
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.
All recommendations are in addition to the existing geometric conditions that exist today.
1. U.S. 31 & 1 06TH STREET
. An additional southbound through lane should be added to this intersection in order to provide
additional capacity. This additional lane is necessary with or without the proposed
development. The recommended intersection schematic is shown on Figure 9.
. Two additional southbound through lanes and one additional northbound through will be
necessary as background area traffic increases over the next ten years. These additional lanes
will also provide sufficient capacity for the added proposed development traffic volumes. These
improvements are shown on Figure 10.
2. U.S. 31 & I 03RD STREET
. When the proposed development traffic is added to the existing traffic at this intersection, the
following lane additions are needed to achieve an acceptable level of service at this location:
. One additional northbound through lane
. One additional southbound through lane
. One additional westbound left-turn lane
The recommended intersection geometries are graphically summarized on Figure 9.
. When the proposed development traffic is added to the projected year 2012 traffic volumes at
this intersection, the following lane additions are needed to achieve an acceptable level of
service at this location:
. One additional northbound through lane
. One additional southbound through lane
. Two additional westbound left-turn lanes
The recommended intersection geometries are graphically summarized on Figure 10.
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CLARlAN HEALTH - NORm HOSPITAL
TRAFFIC IMPACT ANALYSIS
3. PENNSYLVANIA STREET & 106TH STREET
. Improvements are not needed at this intersection due to the existing and/or proposed
development traffic volumes.
. The following intersection additions/modifications are needed to adequately accommodate the
projected year 2012 traffic volumes.
. One additional northbound through lane
. One additional northbound left-turn lane
. Modify the existing southbound right-turn lane to become a
shared through/right-turn lane
These additions/modifications will provide sufficient capacity for the added proposed development
traffic volumes. Figure 10 summarizes these improvements.
4. PENNSYLVANIA STREET & 103RD STREET
. In order to accommodate the increased traffic from the proposed development, a traffic signal or
a roundabout is recommended at this intersection. If a traffic signal is installed the intersection
should be constructed to include the following:
Northbound: Two left-turn lanes, one shared through/right-turn lane
Southbound: One left-turn lane, one through lane & one right-turn lane
Eastbound: One left-turn lane, one through lane & one right-turn lane
Westbound: One left-turn lane, one shared through/right-turn lane
These geometrics are summarized on Figure 9 and Figure 10..
On the other hand, if a roundabout is constructed, all approaches and all departures should
consist of two lanes and the circulatory roadway should be at least 28 feet in width.
5. COLLEGE AVENUE & 103RD STREET
. Improvements are not needed at this intersection due to the existing and/or proposed
development traffic volumes.
. Improvements are not needed at this intersection due to the year 2012 and/or proposed
development traffic volumes.
6. COLLEGE AVENUE & PENNSYLVANIA P ARKW A Y
. Improvements are not needed at this intersection due to the existing and/or proposed
development traffic volumes.
. Improvements are not needed at this intersection due to the year 2012 and/or proposed
development traffic volumes.
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CLARIAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
7. COLLEGE AVENUE & 101 ST STREET
. In conjunction with the development of the proposed site, a west leg will be added to this
intersection in order to provide emergency access into the proposed site. In addition, a left-turn
lane and a right-turn lane are needed along College Avenue to facilitate the safe and efficient
entrance of emergency vehicles into this site. Figure 9 and Figure 10 illustrate the proposed
geometries at this location.
8. PENNSYLVANIA PARKWAY & ACCESS DRIVE 1
. In conjunction with the development of the proposed site, a westbound left-turn lane should be
constructed along Pennsylvania Parkway in order to facilitate the safe and efficient entrance of
vehicles into this site.
. The proposed access drive should be constructed to include one inbound lane and one outbound
lane.
9. PENNSYL VANIA P ARKW A Y & ACCESS DRIVE 2
. In conjunction with the development of the proposed site, a westbound left-turn lane should be
constructed along Pennsylvania Parkway in order to facilitate the safe and efficient entrance of
vehicles into this site.
. The proposed access drive should be constructed to include two inbound lanes and two
outbound lanes.
1 o. PENNSYLVANIA P ARKW A Y & ACCESS DRIVE 3
. In conjunction with the development of the proposed site, a westbound left-turn lane should be
constructed along Pennsylvania Parkway in order to facilitate the safe and efficient entrance of
vehicles into this site.
. The proposed access drive should be constructed to include two inbound lanes and two
outbound lanes.
11. PENNSYLVANIA PARKWAY & ACCESS DRIVE 4
. In conjunction with the development of the proposed site, a westbound left-turn lane should be
constructed along Pennsylvania Parkway in order to facilitate the safe and efficient entrance of
vehicles into this site.
. The proposed access drive should be constructed to include one inbound lane and two outQound
lanes.
40
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106TH STREET AND US 31
~~Z{:fj - ADDEO III'RCNEUENTS
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A/'tD ADDED TRAFRC SIGNAL
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106TH STREET
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103RD. STREET AND US 31
106TH STREET AND PENNSYL VANIA STREET
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PROPOSED WEST LEG 101ST. STREET
PENNSYL VANIA PKWY.
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I r~~ - ADDED IUI'ROVBENTS
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PENNSYL VANIA PKWY. AND COLLEGE A VENUE
101ST. STREET AND COLLEGE A VENUE
FIGURE 9
PROPOSED INTERSECTION
I GEOMETRICS FOR SCENARIO 2
(EXISTING AND PROPOSED DEVELOPMENT
; TRAFFIC VOLUMES)
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106TH STREET AND US 31
!a~iJgi - ADDED AIF'ROVEJENTS
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NORTH HOSPITAL
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~;,.J:.~ - ADDED M'ROVEJIENTS
NO AIPRCWEMENTS /<ECESSARY
I
106TH. STREET AND PENNSYL VANIA STREET
103RD. STREET AND US 31
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PROPOSED WEST LEG ,
101ST. STREET
PENNSYL VANIA Al(WY
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20 MPH
NO AIPROtIEMENTS NECESSARY
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103RD. STREET AND COLLEGE A VENUE
PENNSYL VANIA PKWY. AND COLLEGE A VENUE
101ST. STREET AND COLLEGE A VENUE
FIGURE
10
I
I PROPOSED INTERSECTION
I GEOMETRICS FOR SCENARIO 4
(VEAl R 2012 AND PROPOSED DEVELOPMENT
I TRAFFIC VOLUMES)
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TRAFFIC IMPACT ANALYSIS
PROPOSED CLARIAN HEALTH HOSPITAL
1-465 & U.S. 31
ApPENDIX A
CARMEL, INDIANA
PREPARED FOR
CLARIAN HEALTH
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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CLAR.IAN HEALTH - NORTH HOSPITAL
TRAFFICIMPACf ANALYSIS
ApPENDIX A
This document contains the traffic data that were used in the TRAFFIC IMPACT ANALYSIS for the
proposed development.
Included is the intersection turning movement 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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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
ApPENDIX A
TABLE OF CONTENTS
U.S. 31 & 106TH STREET ............................................................................ ..................................................................... 1
U.S. 31 & 1 03RD STREET.... ........................................................................................................................................... 17
PENNSYLVANIA STREET & 106TH STREET .................................................. ...................................................................37
PENNSYLVANIA STREET & 1 03RD STREET.....................................................................................................................49
COLLEGE AVENUE & 1 03RD STREET ........................................................................................................................... ] ] 5
COLLEGE AVENUE & PENNSYLVANIA P ARKW A Y ..................................... ................................................................. 127
COLLEGE AVENUE & 101 ST STREET ........................................................................................................................... 139
PENNSYLVANIA PARKWAY & ACCESS DRIVE 1 ......................................................................................................... 149
PENNSYLVANIA PARKWAY & ACCESS DRIVE 2 .........................................................................................................156
PENNSYLVANIA PARKWAY & ACCESS DRIVE 3 ......................................................................................................... 161
PENNSYLVANIA PARKWAY & ACCESS DRIVE 4 ......................................................................................................... 166
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CLARIAN HEALllI - NORllI HOSPITAL
TRAFFIc IMPACf ANALYSIS
u.s. 31 & 106TH STREET
INTERSECTION DATA
TRAFFIC VOLUME COUNTS
AND
CAPACITY ANALYSES
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
U.S. 31 & 106TH STREET (06)
:OCTOBER 16, 2002
NORTHBOUND
EASTBOUND
SOUTHBOUND
WESTBOUND
PEAK HOUR DATA
AM PEAK OFF PEAK PM PEAK
HR BEGIN 7:15 AM HR BEGIN 4:30 PM
L T R TOT L T R TOT L T R TOT
177 2321 376 2874 139 2220 364 2723
131 155 146 432 111 256 175 542
30 2558 120 2708 48 2222 47 2317
233 221 31 485 351 202 35 588
HOUR SUMMARY
HOUR NB SB NB+SB EB WB EB+WB TOTAL
- AM -
6- 7 1402 1659 3061 172 196 368 3429
7- 8 2639 2554 5193 456 473 929 6122
8- 9 2468 2254 4722 435 436 871 5593
- PM -
3- 4 2092 1761 3853 449 369 818 4671
4- 5 2491 2187 4678 533 564 1097 5775
5- 6 2789 2058 4847 496 519 1015 5862
TOTAL 13881 12473 26354 2541 2557 5098 31452
44.1% 39.7% 83.8% 8.1% 8.1% 16.2% 100.0%
- AM PEAK VOLUMES -
15-MIN 761 698 124 136
HOUR 2874 2708 456 487
PHF 0.94 0.97 0.92 0.90
- PM PEAK VOLUMES -
15-MIN 720 610 146 158
HOUR 2789 2317 556 588
PHF 0.97 0.95 0.95 0.93
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TRAFFIC VOLUME SUMMARY D
CLIENT CLARIAN HEALTH
LOCATION U.S. 31 & 106TH STREET (06) 0
DATE :OCTOBER 16, 2002
DIRECTION OF TRAVEL NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK
AM
6- 7 71 1 72 1119 82 1201 125 4 129 1315 87 1402
7- 8 154 10 164 2041 92 2133 336 6 342 2531 108 263
8- 9 146 15 161 1883 135 2018 284 5 289 2313 155 246
PM
3- 4 112 5 117 1722 109 1831 141 3 144 1975 117 2092
4- 5 129 2 131 2016 69 2085 270 5 275 2415 76 249
5- 6 164 1 165 2171 62 2233 389 2 391 2724 65 278
PASSENGER 776 10952 1545 13273 0
95.8% 95.2% 98.4% 95.6%
TRUCK 34 549 25 608
4.2% 4.8% 1. 6% 4.4% 0
BOTH 810 11501 1570 13881
5.8% 82.9% 11.3% 100.0% 0
DIRECTION OF TRAVEL : EASTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK
AM
6- 7 34 2 36 42 1 43 91 2 93 167 5
7- 8 154 4 158 142 4 146 152 0 152 448 8
8- 9 95 7 102 151 15 166 164 3 167 410 25
PM
3- 4 84 5 89 172 9 181 170 9 179 426 23
4- 5 101 2 103 220 8 228 195 7 202 516 17
5- 6 115 0 115 242 3 245 133 3 136 490 6
PASSENGER 583 969 905 2457 D
96.7% 96.0% 97.4% 96.7%
TRUCK 20 40 24 84
3.3% 4.0% 2.6% 3.3% 0
BOTH 603 1009 929 2541
23.7% 39.7% 36.6% 100.0% D
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
U.S. 31 & 106TH STREET (06)
:OCTOBER 16, 2002
DIRECTION OF TRAVEL : SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 6 1 7 1547 38 1585 65 2 67 1618 41 1659
7- 8 23 0 23 2352 71 2423 107 1 108 2482 72 2554
8- 9 47 3 50 1980 124 2104 96 4 100 2123 131 2254
PM
3- 4 30 1 31 1526 146 1672 57 1 58 1613 148 1761
4- 5 37 1 38 1984 122 2106 41 2 43 2062 125 2187
5- 6 47 0 47 1862 101 1963 48 0 48 1957 101 2058
PASSENGER 190 11251 414 11855
96.9% 94.9% 97.6% 95.0%
TRUCK 6 602 10 618
3.1% 5.1% 2.4% 5.0%
BOTH 196 11853 424 12473
1. 6% 95.0% 3.4% 100.0%
DIRECTION OF TRAVEL WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 120 3 123 66 4 70 3 0 3 189 7 ,196
7- 8 242 2 244 201 5 206 23 0 23 466 7 473
8- 9 190 10 200 187 16 203 31 2 33 408 28 436
PM
3- 4 177 6 183 144 6 150 33 3 36 354 15 369
4- 5 345 0 345 179 4 183 36 0 36 560 4 564
5- 6 297 3 300 180 6 186 32 1 33 509 10 519
PASSENGER 1371 957 158 2486
98.3% 95.9% 96.3% 97.2%
TRUCK 24 41 6 71
1. 7% 4.1% 3.7% 2.8%
BOTH 1395 998 164 2557
54.6% 39.0% 6.4% 100.0%
4
SHORT REPORT
General Information lSite Information
fA.nalyst RMB Intersection US 31 & 106th Street
!Agency or Co. A&F Engineering fA.rea Type All other areas
Date Performed 11/1/02 ~urisdiction Carmel
ime Period AM Peak fA.nalysis Year Existing
Volume and Timing Input
EB WB NB SB
LT TH RT IT TH RT IT TH RT IT TH RT
Num. of Lanes 1 2 1 1 1 1 2 3 1 2 2 1
Lane group L T R L T R L T R L T R
Volume (vph) 131 155 146 233 221 31 177 2321 376 30 2558 120
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 30 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 73 0 15 0 188 0 60
lane Width 120 12.0 12.0 12.0 120 10.0 12.0 120 12.0 12.0 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 O' 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 30 30 3.0
Phasing Exel left EW Perm 03 04 Excl. left Thru & RT 07 08
Timing G = 7.0 G = 110 G= G= G= 7.0 G = 77.0 G= G=
y= 3 Y = 5 y= y= y = 5 y= 5 y= y=
Duration of Analysis (hrs) = 025 ~ycle Length C = 120.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj flow rate 146 172 81 259 246 18 197 2579 209 33 2842 67
lane group cap. 160 315 141 180 166 132 195 3170 987 195 2206 987
vIe ratio 091 055 057 1.44 1.48 0.14 1.01 0.81 021 0.17 1.29 0.07
Green ratio 0.17 0.09 0.09 0.17 0.09 0.09 0.06 0.64 0.64 0.06 0.64 0.64
Unif delay d1 46.9 521 52.3 50.8 54.5 50.1 56.5 16.1 8.9 53.7 21.5 8.1
Delay factor k 0.43 0.15 0.17 0.50 0.50 0.11 050 0.35 0.11 0.11 0.50 0.11
Increm. delay d2 46.5 2.0 5.6 2261 f2462 0.5 67.1 1.7 0.1 0.4 133.3 0.0
PF factor 1000 1000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1000
Control delay 93.4 541 57.9 f276.9 ~00.7 50.6 123.6 17.8 9.0 54.1 154.8 8.1
lane group LOS F 0 E F F 0 F B A 0 F A
Appreh delay 692 280.3 242 150.3
Approach lOS E F C F
Intersec delay 1006 Intersection LOS F
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SHORT REPORT
General Information lSite Information
Analyst RMB Intersection US 31 & 106th Street
A.gency or Co. A&F Engineering Area Type All other areas
Date Performed 11/1/02 Jurisdiction Carmel
ime Period PM Peak Analysis Year Existing
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 2 1 1 1 1 2 3 1 2 2 1
Lane group L T R L T R L T R L T R
1V0lume (vph) 111 256 175 351 202 35 139 2220 364 48 2222 47
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 090 0..90 0.90 0.90 0.90 0.90 0.90 0..90
Actuated (P/A) A A A A A A A A A A A A
Startup lost time 2.0 2.0. 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0. 2.0
Ext. eft. green 2.0. 2.0 2.0. 20 2.0 20. 2.0. 20. 2.0. 20. 2.0. 2.0.
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 3.0 3.0 30 3.0 30 3.0 30 30 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 87 0 17 0 182 0 23
Lane Width 12.0 120 12.0 12.0 120 10.0 120 120 120 12.0 12.0. 12.0
Par king/Grade/Parking N 0 N N a N N a N N a N
Parking/hr
Bus stops/hr a a a a 0 a a a a a a a
Unit Extension 30. 30 30 3.0 30. 30. 30. 30 30. 30. 3.0. 3.0.
Phasing Excl Left EW Perm 03 04 Excl Left Thru & RT 07 08
Timing G= 11.0. G= 11.0. G= G= G= 70. G= 730 G= G=
. y = 3 y= 5 Y= y= y= 5 Y = 5 Y:: Y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
fA,dj flow rate 123 284 98 390. 224 20. 154 2467 20.2 53 2469 27
Lane group cap. 218 315 141 218 166 132 195 30.05 936 195 2091 936
'!v/e ratio 0.56 0.90. 0..70. 1.79 1.35 0..15 0..79 0.82 0.22 0..27 1.18 0..0.3 !'
k;reen ratio 0.21 0..0.9 0..0.9 0.21 0.0.9 0..0.9 0..06 0.61 0.61 0..0.6 0..61 0..61
Unif. delay d1 40..9 54.0. 52.9 452 54.5 50.2 558 18.4 10.6 54.1 23.5 9.4
Delay factor k 0.16 0..42 0..26 0.50. 0..50. 0.11 0.34 0.36 0..11 0.11 0..50 0.11
Increm. delay d2 3.4 27.4 13.9 3729 1916 0.5 193 1.9 0.1 0..8 86.6 0..0.
PF factor 1.0.0.0. 10.0.0. 1.0.0.0. 10.0.0. 1.00.0. 100.0. 100.0. 1. 0.00 1.000 1.000 1. 000 1000
:ontro! delay 44.3 81.3 66.7 418.1 246.1 50.7 751 20.3 10..7 548 110.1 9.4
Lane group LOS 0 F E F F 0 E C B 0 F A
[Apprch delay 69.5 3457 226 1079
f\pproach LOS E F C F
Intersec delay 91. 1 Intersection LOS F
HCSlono1^1
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Ver>lOn 4 Ie
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fiJe://C :\Documents%20and%20Settings\tvandenberg.DELL 15\Local%20Settings\ T emp\s2k: 1 117/2002
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SHORT REPORT
General Information Site Information
!Analyst RMB Intersection US 31 & la6th Street
IAgency or Co. A&F Engineering Area Type All other areas
Date Performed 11/110.2 Jurisdiction Carmel
ime Period AM Peak Analysis Year Existing wi LOS Imprv.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 2 1 1 1 1 2 3 1 2 3 1
Lane group L T R L T R L T R L T R
Volume (vph 131 155 146 233 221 31 177 2321 376 30. ?558 120.
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90.
Actuated (P/A) A A A A A A A A A A A A
Startup lost time 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0.
Exl. eft. qreen 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0.
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0. 3.0. 3,0. 3.0. 3.0. 3.0. 3,0. 30. 3,0. 3D 3.0. 3.0.
Ped/Bike/RTOR Volume 0. 73 0. 15 0. 188 0. 60.
Lane Width 120. 12,0. 12.0. 120. 12,0. 100. 12,0. 12.0. 12,0. 12.0. 12,0. 12.0.
Parking/Grade/Parking N a N N 0. N N 0. N N 0. N
Parking/hr
Bus stops/hr 0. a 0. 0. 0. a a a a a 0. a
Unit Extension 3,0. 3,0. 3.0. 30. 3D 3,0. 3.0. 3,0. 30. 3,0. 3,0. 3.0.
Phasing Excl. Left EW Perm 03 04 Excl. Left Thru & RT 07 08
Timing G= 70. G = 21.0. G= G= G= 70. G = 66.0. G= G=
Y = 3 Y= 5 Y= Y= Y= 5 Y = 5 Y= Y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 119.0.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB 5B
Adj flow rate 146 172 81 259 246 18 197 2579 20.9 33 2842 67
Lane group cap. 179 60.7 271 285 319 253 196 2740. i 853 196 2740. 853
v/c ratio 0..82 0..28 0.,30. 0.91 0.77 0.07 101 0,94 025 0.17 1.04 0.0.8 c
Green ratio 026 0..18 0..18 0.26 0..18 018 0.06 0..55 0.55 0..06 055 0.55
Unit delay d1 423 42.5 42.6 44,8 467 40,9 56,0. 24.7 13.7 532 26.5 12.3
Delay factor k 0.,36 0..11 0..11 0.43 0,32 011 0.,50 0..45 D. 11 0..11 0..50 0..11
Increm. delay d2 24,5 0.3 0..6 30.8 110. 0.,1 65.6 7.5 0.2 0.4 27.8 0.0.
PF factor 1. ODD 1. aDO 1.000. 1.0.0.0. 1,000. 1. 0.0.0 1,0.00. 1. DaD 1. 000. 1. DaD 1.0.0.0. 1. 00.0.
Control delay 667 42.7 43.2 756 578 410. 1216 321 138 53.6 543 12.4
Lane group LOS E 0 0 E E 0 F C B 0 0 B
Apprch delay 51.6 660 36,8 53.3
Approach LOS 0 E 0 0
Intersec delay 470 Intersection LOS 0
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 106th Street
Agency or Co. A&F Engineering ~rea Type All other areas
Date Performed 1111102 Uurisdiction Carmel
Time Period PM Peak Analysis Year Existing wi LOS fmprv.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 2 1 1 1 1 2 3 1 2 3 1
Lane group L T R L T R L T R L T R
Volume (vph) 111 256 175 351 202 35 139 2220 364 48 2222 47
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 090
I\ctuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext eff green 2.0 20 2.0 2.0 20 20 20 20 20 20 2.0 2.0
I\rrivaltype 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 30 3.0 3,0 3.0 3.0 3.0 3.0 30 30 30 3.0
Ped/Blke/RTOR Volume 0 87 0 17 0 182 0 23
Lane Width 120 12.0 12.0 12.0 12.0 100 120 120 120 120 120 120
Parking/G rade/P arking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 30 30 3.0 3.0 30 3.0 3.0 30 30 30
PhasIng ExcL Left EW Perm 03 04 Excl Left Thru & RT 07 08
Iriming G= 12.0 G = 110 G= G= G= 7.0 G = 550 G= G=
y = 3 Y = 5 Y= Y= Y = 5 Y = 5 Y= Y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 103.0
Lane Group Capacity. Control Delay. and LOS Determination.
EB WB NB SB
Adj flow rate 123 284 98 390 224 20 154 2467 202 53 2469 27
Lane group cap. 270 367 164 270 193 153 227 2638 821 227 2638 821
vlc ratio 046 0.77 0.60 144 1.16 0.13 0.68 0.94 025 0.23 094 003
Green ratio 0.25 0.11 011 0.25 0.11 0.11 0.07 0.53 0.53 0.07 053 053
Unif delay d1 315 44.8 43.9 383 46.0 41.7 46.9 22.3 129 45.5 22.4 11.4
Delay factor k 0.11 032 019 0.50 050 0.11 0.25 0.45 0.11 0.11 0.45 0.11
Jncrem delay d2 1.2 99 59 219.7 114.7 04 79 71 02 05 72 00
PF factor 1.000 1.000 1.000 1000 1.000 1.000 1000 1000 1000 1.000 1000 1000
Control delay 32.7 54.7 498 258.0 160.7 42.1 548 29.5 130 460 295 114
lane group LOS C 0 0 F F 0 0 C B 0 C B
Apprch delay 484 2168 29.7 297
Approach LOS 0 F C C
Intersec. delay 494 Intersection LOS 0
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SHORT REPORT
General Information Site Information
fL\nalyst RMB Intersection US 31 & 106th Street
Area Type All other areas
iAgency or Co. A&F Engineering Jurisdiction Carmel
Date Performed 1111/02
rrime Period AM Peak Analysis Year Existing +Prop wi LOS
Imprv.
Volume and Timin~ Input
EB WB. NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 2 1 1 1 1 2 3 1 2 3 1
Lane group L T R L T R L T R L T R
Volume (v ph) 131 155 146 233 221 57 177 2348 376 116 2645 120
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. green 20 2.0 2.0 2.0 2.0 20 20 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 30 3.0 30 30 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 73 0 28 0 188 0 60
Lane Width 12.0 12.0 120 120 120 10.0 12.0 12.0 12.0 12.0 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 30 3.0 3.0 30 3.0
Phasing Excl. Left EW Perm 03 04 Exd Left Thru & RT 07 08
Timing G= 9.0 G = 18.0 G= G= G= 70 G = 68.0 G= G=
Y= 3 Y = 5 y= y= Y= 5 y = 5 y= y=
Duration of Analysis (hrs) = 0.25 Cycle Lenqth C = 120.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 146 172 81 . 259 246 32 197 2609 209 129 2939 67
Lane group cap. 189 516 231 280 272 215 195 2799 872 195 2799 872
vie ratio 0.77 033 035 0.93 0.90 015 1.01 093 024 0.66 1.05 0.08 ~,
Green ratio 0.25 0.15 0.15 025 0.15 015 0.06 057 057 0.06 0.57 0.57
Unit delay d 1 38.1 45.6 45.8 458 502 443 56.5 23.9 13.0 55.3 26.0 11.8
Delay factor k 0.32 011 0.11 044 043 0.11 0.50 0.45 0.11 0.24 0.50 0.11
Inerem delay d2 17.8 0.4 0.9 34.6 31.0 03 67.1 6.5 0.1 8.1 32.0 0.0
PF factor 1. 000 1000 1. 000 1. 000 1. 000 1000 1. 000 1000 1.000 1.000 1000 1.000
Control delay 559 46.0 467 804 811 447 1236 30.4 13.2 63.4 58.0 11.8
Lane group LOS E D D F F 0 F C B E E B
Apprch delay 49.8 786 35.3 57.2
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Approach LOS 0 E D E
Intersee. delay 491 Intersection LOS D
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 106th Street
Agency or Co A&F Engineering Area Type All other areas
Date Performed 1111102 Jurisdiction Carmel
Time Period PM Peak Analysis Year Existing + Prop wi LOS Imprv.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 2 1 1 1 1 2 3 1 2 3 1
Lane group L T R L T R L T R L T R
Volume (vph) 111 256 175 351 202 139 139 2324 364 84 2258 47
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90. 0.90. 0.90. 0..90
Actuated (P/A) A A A A A A A A A A A A
Startup lost time 2.0. 2.0. 2.0. 2.0 2.0 2.0 2.0 2.0. 2.0. 2.0. 2.0. 2.0.
Ex!. eft. Qreen 2.0 2.0. 2.0. 2.0 2.0 2.0 2.0 2.0 2.0 2.0. 20. 2.0
IArrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 30 3.0. 3.0 3.0 3.0 30 30. 3.0 30 3.0. 30.
Ped/Bike/RTOR Volume a 87 a 69 a 182 0 23
Lane Width 120. 12.0 12.0. 12.0 120. 100. 120. 12.0. 12.0. 120 120. 120.
Parking/Grade/Parking N 0 N N 0 N N a N N 0 N
Parking/hr
Bus stops/hr a 0 0 0 0 0 0 a 0 0 0 0
Unit Extension 3.0 30 30. 3.0. 3.0 30 3.0 30. 30. 3.0 30. 30.
Phasinq Exd Left EW Perm 03 04 Excl. Left Thru & RT 07 08
Timing G = 120 G= 10.0 G= G= G = 7.0 G = 57. 0 G= G=
y= 3 Y = 5 Y= y= Y = 5 Y = 5 Y= Y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 104.0
Lane Group Capacity, Control Delav, and LOS Determination
EB WB NB SB
iAdj flow rate 123 284 98 390. 224 78 154 2582 202 93 250.9 27
Lane group cap. 268 331 148 268 174 138 224 270.8 843 224 270.8 843
rv/c ratio 0.46 086 0.66 1.46 129 057 0.69 0..95 0.24 0.42 0.93 0.03
Green ratio 0.24 0.10 0.10 024 0.10 0.10 0.07 055 055 0.07 0.55 055
Unif delay d1 32.7 46.3 45.4 378 47.0 44.9 47.4 222 122 465 21.6 10.8
Delay factor k 0.11 0.39 0.24 0.50 0.50 0.16 0.26 0.46 O. 11 011 0.44 0.11
Increm delay d2 12 19.6 105 224.4 1655 53 8.5 89 0.1 1.2 62 0.0
PF factor 1. 00.0 10.0.0. 1. 0.0.0. 1. 0.00 1. GOO 1. 0.0.0. 1. 000 1. 000 1. 0.0.0 1. 000. 1.000 1.0.00.
Control delay 340 659 55.9 ?622 212.5 50..2 56.0 31.1 12.4 47.8 27.8 108
Lane group LOS C E E F F D E C B D C B
Apprch delay 562 2222 31.1 28.4
!Approach LOS E F C C
Intersec delay 51.5 Intersection LOS D
HCSZOOOH1
Copvnghl <&:. 2000 UniverSltv of Florida. All Rlghls Reserved
Vef5.jon 4 Ie
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fjle:!/C :\Documents%20and%20Settings\tvandenberg.DELL 15\Local%20Settings\ T emp\s2k: 1117/2002
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Cop'flghl~' 2000 Umvrntv of Ffonda, All Righls Reser-'ed
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, SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 10.6th Street
Agency or Co, A&F Engineering Area Type All other areas
Date Performed 111110.2 Jurisdiction Carmel
Time Period AM Peak Analysis Year Yr, 20.12 wi LOS Imprv.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 2 1 1 1 1 2 3 1 2 3 1
Lane group L T R L T R L T R L T R
Volume (vph) 164 194 183 291 276 39 221 2553 470. 38 2814 150
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0..90 0..90. 0.90. 0.90. 0.90. 0..90. 0..90 0..90 0.90
~ctuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0. 2.0 2.0. 2.0 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0.
Ext. eft. green 2.0. 2.0 2.0 2.0 2.0 2.0 2.0 2.0. 2.0 2.0. 2.0 2.0.
~rrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 3.0 3.0 3.0 3.0. 3.0. 3.0 3.0. 3.0. 30 30. 3.0.
Ped/Bike/RTOR Volume a 91 a 19 a 235 0 75
Lane Width 120 120 120. 12.0. 120. 100 12.0. 120. 120 12.0. 120. 12.0
Parking/Grade/Parking N a N N a N N a N N a N
Parking/hr
Bus stops/hr a a a a a a 0. a a a a a
Unit Extension 30. 3.0. 30 3.0. 3.0. 3.0. 30. 3.0. 30. 30. 30. 3.0.
Phasing Excl. Left EW Perm 0.3 0.4 Exel Left Thru & RT 0.7 0.8
[riming G= 80. G = 14.0. G= G= G = 70. G = 73.0. G= G=
Y = 3 Y = 5 Y= Y= Y= 5 Y = 5 Y= Y=
Duration of Analysis (hrs) = 0. 25 Cycle Length C = 120.0.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB S8
fA.dj. flow rate 182 216 102 323 30.7 22 246 2837 261 42 3127 83
Lane group cap. 175 40.1 179 20.7 211 168 195 30.0.5 936 195 30.0.5 936
~/c ratio 1.0.4 0.54 0..57 1.56 1.45 0..13 126 0.94 0.28 022 10.4 0.0.9
k;reen ratio 0..21 0..12 0..12 0.21 0..12 0..12 0.0.6 0..61 0..61 0..0.6 0..61 0..61
Unit. delay d 1 45.2 50.0. 50.2 49.3 53.0. 47.5 565 21.6 111 53.9 23.5 97
Delay factor k 0..50. 0..14 0..16 0.50. 0..50. 0..11 0..50. 0..46 0.11 0. 11 0.50 0. 11
Increm delay d2 79.0. 1.5 4.3 274.4 '?29. 1 0.4 152.1 7.2 0.2 0.6 282 0..0.
PF factor 1.0.0.0. 1.0.0.0. 10.0.0. 10.0.0. 1.0.0.0. 1.0.0.0. 10.0.0. 10.0.0. 1.0.0.0. 1.0.0.0. 10.0.0. 1.0.0.0.
Control delay 1242 51.4 54.4 [323 8 282.1 47.9 20.86 28.8 112 54.4 517 9.8
Lane group LOS F 0 0 F F 0 F C B 0 0 A
Apprch delay 785 2948 . 40.7 50.7
Approach LOS E F 0 0
Intersec delay 687 Intersection LOS E
11
fiIe:l/C:\Documents%20and%20Settings\tvandenberg.DELL 15\LocaI%20Senings\ T emp\s2k } 117/2002
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Short Report
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 1D6th Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/1/0.2 Jurisdiction Carmel
Time Period PM Peak Analysis Year Yr. 20.12 wlLOS Imprv.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT IT TH RT
Num. of lanes 1 2 1 1 1 1 2 3 1 2 3 1
lane group L T R L T R L T R L T R
Volume (vph) 139 320. 219 439 253 44 174 2442 455 60. 2444 59
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0..90. 0.90. 0..90. 0.90. 0..90. 0..90. 0..90. 0.90. 0.90. 0..90. 0..90.
I\ctuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0. 2.0. 20. 2.0. 20. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0.
Ext. eft. green 2.0. 20. 20. 2.0. 2.0. 20. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0.
I\rrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3D 3.0. 3D 3D 3D 3.0. 3D 3.0. 3D 3D 3.0. 3.0.
Ped/Bike/RTOR Volume 0. 109 0. 22 0. 227 0. 29
lane Width 120. 120. 120. 120. 120. 10.0. 12.0. 120. 12.0. 120. 12.0. 12.0.
Park i ng/Grade/Parking N 0. N N 0. N N 0. N N 0. N
Parking/hr
Bus stops/hr 0. 0. 0. a a a a 0. a a a 0.
Unit Extension 3.0. 30. 30. 30. 3D 30. 3.0. 3D 3.0. 30. 3.0. 3.0.
Phasing Exd Left EW Perm 03 04 Excl Left Thru & RT 07 08
rriming G = 120. G= 130. G= G= G= 70. G = 640. G= G=
y= 3 Y = 5 y= y= y = 5 y= 5 y= y=
Duration of Analysis (hrs) = 0.25 Cycle length C = 114.0.
Lane Group Capacity, Control Delav, and LOS Determination
EB WB NB SB
Adj. flow rate 154 356 122 488 281 24 193 2713 253 67 2716 33
Lane group cap 244 392 175 244 20.6 164 20.5 2773 863 205 2773 863
vlc ratio 0..63 0.91 0..70. 20.0. 136 0.15 0..94 0.98 0..29 0.33 0..98 0.04 ,.'
Green ratio 0..25 0. 11 0..11 0..25 0..11 011 0.0.6 0.56 0..56 0..06 0..56 0.56
Unif. delay d 1 363 499 48.6 40.2 50.5 455 53.3 24.3 13.1 51.2 24.4 11.2
Delay factor k 0.21 0.43 0.26 0..50. 050 0..11 045 048 0.11 0. 11 048 0. 11
Increm. delay d2 52 24.4 11.5 464.3 1918 04 464 124 0.2 0.9 12.6 0.0
PF factor 10.00 100.0 1000 100.0. 1.0.0.0. 1000 100.0. 1.0.0.0 10.00 1000 1000 1000
Control delay 415 744 60.1 5045 2423 459 997 36.8 13.3 52.2 37.0. 112
Lane group LOS 0 E E F F 0 F 0 B 0 0 B
~pprch. delay 636 3977 387 37.1
Approach LOS E F 0 0
Intersec delay 787 Intersection LOS E
HCS70001M
Copvnght <C 2000 lImw,,,,'. of tlondJ. ,\11 RIghts Rc,crv..d
Version 4 Ie
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fiIe://C:\Documents%20and%20Settings\tvandenberg.DELL I 5\Local%20Settings\ T emp\s2... 11/7/2002
HCS;OOOl~l
Copynghl <C ]000 Uni\'eI~lty of f1011da~ All RIghts Reserved
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 106th Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 111110.2 Jurisdiction Carmel
Time Period AM Peak Analysis Year Yr. 20.12 wi Additonallmprv.
Volume and Timing Input
EB WB NB SB
LT TH RT LT. TH RT LT TH RT LT TH RT
Num. of Lanes 1 2 1 1 1 1 2 4 1 2 4 1
Lane group L T R L T R L T R L T R
~olume (vph) 164 194 183 291 276 39 221 2553 470. 38 2814 150.
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0.90.
~etuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 20. 2.0. 2.0
Ext eft. qreen 2~D 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0
~rrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3D 3D 3.0 3D 3.0. 3D 3.0 3.0. 3.0. 3D 3.0 3.0.
Ped/Bike/RTOR Volume 0 91 0. 19 0. 235 0. 75
Lane Width 12.0. 12~0 12.0. 12.0. 12.0. 10..0 120 120. 120. 12~D 12.0 12.0.
Parking/Grade/Parking N 0. N N 0. N N 0. N N 0. N
Parking/hr
Bus stops/hr 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.
Unit Extension 3D 30 30 3.0. 3D 3D 30 3.0. 3D 3D 3.0. 3.0.
Phasinq Excl. Left EW Perm 03 04 Exel Left Thru & RT 07 08
Timing G::: 10..0. G::: 220. G::: G::: G::: 8.0. G::: 59.0. G::: G:::
V::: 3 V::: 5 V::: V::: Y::: 5 Y::: 5 Y= V:::
Duration of Analysis (hrs ::: 0..25 Cycle Lenqth C ::: 117.0.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj~ flow rate 182 216 10.2 323 30.7 22 246 2837 261 42 3127 83
Lane group cap. 209 646 289 324 340. 270. 228 3322 776 228 3322 776
,,/e ratio 0.87 033 035 1.0.0 0.90. 0.0.8 1~08 0.85 0..34 0. 18 0..94 0..11 ,~
Green ratio 0..30. 0..19 0..19 0.30. 0.19 0..19 0.0.7 0..50. 0..50. 00.7 0..50 0..50.
Unif delay d1 34.0. 412 41.3 43.8 465 39.2 54.5 25.3 17.3 514 27.4 15.2
Delay factor k 0.40 0..11 0..11 0..50 0..42 0..11 0.50. 039 011 011 0..45 0..11
Increm delay d2 30..4 0.3 0..7 49.1 261 0.1 82.2 2.4 0.3 0..4 6.4 0..1
PF factor 1. 0.0.0. 1.0.0.0. 1.0.0.0. 1.00.0. 1. 0.0.0. 1. 0.0.0. 1. 0.0.0. 10.0.0. 1.0.0.0. 1.0.0.0. 1. 0.00. 1.0.0.0.
Control delay 64.5 41.5 421 929 726 393 136.7 27.6 176 51.8 33.7 15.3
Lane group LOS E 0 0 F E 0 F C B 0 C B
~pprch delay 50..0. 81.5 . 349 33.5
~pproach LOS 0 F C C
Intersec delay 392 Intersection LOS 0
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fi 1e:l/C:\Documents%20and%20Settings\tvandenberg. DELL 15\Local%20Set1ings\ T emp\s2k: I] /7/2002
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--.f-- r. ../... .....
SHORT REPORT
General Information ~ite Information
IAnalyst RMB Intersection US 31 & 1a6th Street
Area Type All other areas
fA,gency or Co. A&F Engineering Jurisdiction Carmel
Date Performed 111110.2
ifime Period PM Peak Analysis Year Yr 20.12 wi Additional
Imprv
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 2 1 1 1 1 2 4 1 2 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 139 320. 219 439 253 44 174 2442 455 60. 12444 59
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0..90. 0.90. 0.90. 0..90. 0.90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90.
Actuated (P/A) A A A A A A A A A A A A
Startup lost time 2.0. 2.0. 2.0. 20. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0.
Ext. eft. Qreen 2.0. 20. 2.0. 2.0. 2.0. 2.0. 2.0. 20. 20. 2.0. 2.0. 2.0.
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0. 3.0. 30. 3D 3D 3D 30. 3D 3.0. 30. 3.0. 3.0.
Ped/Bike/RTOR Volume a 10.9 a 22 a 227 a 29
Lane Width 12.0. 12.0. 120. 120. 120. 10.0. 120. 12.0. 120. 120. 12.0. 12.0.
Parking/Grade/Parking N a N N 0. N N 0. N N a N
Parking/hr
Bus stops/hr a a 0. a 0. 0. 0. 0. 0. a a a
Unit Extension 30. 30. 3.0. 30. 30. 30. 3.0. 3.0. 3D 3.0. 3.0. 3.0.
Phasinq Exel. left EW Perm 03 04 Excl left Thru & RT 07 08
Timing G = 142 G = 120. G= G= G= 70. G = 420. G= G=
Y= 3 Y = 5 Y= y= Y = 5 Y = 5 y= Y=
Duration of Analysis (hrs) = 0..25 Cycle Lenqth C = 932
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 154 356 122 488 281 24 193 2713 253 67 2716 33
lane group cap. 340. 443 198 340. 233 185 250. 2968 693 250. 2968 693
.-
vIe ratio 0..45 0..80. 0.62 1.44 121 0.13 0.77 0.91 0.37 0.27 0..92 0.0.5
Green ratio 0.31 0.13 0..13 0.31 0.13 0..13 0..0.8 0.45 0..45 0..0.8 0..45 0..45
Unit. delay d 1 24.8 39.5 38.4 31.4 40.6 360. 42.3 239 168 40..7 23.9 14.4
Delay factor k 0..11 0.35 0.20. 0..50. 0.50. 0..11 0.32 0.43 0. 11 0.11 0..43 0..11
Inerem. delay d2 1.0. 10.3 5.7 212.0. 1260. 0.3 138 50. 0.3 0.6 50. 0..0.
PF factor 10.0.0. 10.0.0. 1. 0.0.0. 10.0.0. 10.0.0. 10.0.0. 10.0.0. 1. 0.0.0. 1.0.0.0. 10.0.0. 1.0.0.0. 1.0.0.0.
Control delay 25.8 49.8 441 243.5 166.6 363 562 289 172 41.3 28.9 14.4
Lane group LOS C 0 0 F F 0 E C B 0 C B
Apprch delay 428 20.99 296 29.1
Approach LOS 0 F C C
Intersee. delay 499 Intersection LOS 0
HCSl0001'l
Cop)"nghl 02000 Um\'f?"'1)" of FI<'"d3. All RighI' Reserwd
VersIOn 4lc
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fiJe:l/C:\Documents%20and%20Sertings\tvandenberg.DELL] 5\Local%20Settings\ T emp\s21C ]] 17/2002
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Version 4 Ie
Short Report
SHORT REPORT
General Information Site Information
Analyst TSV Intersection US 31 & 106th Street
Agency or Co. A&F Engineering V\rea Type All other areas
Date Performed 111610.2 ~urisdiction Carmel
:rime Period AM Peak fAnalysis Year Yr. 20.12 fPD wi Add.
Imprv.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 2 1 1 1 1 2 4 1 2 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 164 194 183 291 276 65 221 2580. 470. 124 ~9a1 150.
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0.90 0..90 0..90 0..90. 0.90. 0.90. 0.90 0.90 0..90 0.90 0..90
A.ctuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0. 2.0 2.0. 2.0. 2.0 2.0 2.0 2.0 2.0
Ext. eft. green 2.0 2.0. 2.0 2.0. 2.0. 2.0 2.0. 2.0. 2.0 2.0 2.0 2.0
A.rrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0. 3.0. 3.0. 3.0. 30. 3.0. 3.0 3.0 3.0. 3.0
Ped/Bike/RTOR Volume 0 91 a 32 a 235 0 75
Lane Width 12.0 12.0 12.0. 120 12.0. 10.0. 12.0 120. 120. 12.0. 12.0. 12.0
Parking/Grade/Parking N 0 N N a N N a N N 0 N
Parking/hr
Bus stops/hr a a 0 a 0 0 0 0 a 0 0 a
Unit Extension 3.0. 3.0 3.0 3.0. 3.0 3.0 30. 30. 30 30 3.0 30
Phasing Excl. Left EW Perm 03 04 Excl. Left Thru & RT 07 08
Timing G = 10..0 G = 19.0 G= G= G= 8.0 G = 58. a G= G=
Y = 3 Y= 5 Y= Y= Y = 5 Y = 5 Y= Y=
Duration of Analysis (hrs = 025 Cycle Length C = 1130
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj flow rate 182 216 102 323 307 37 246 2867 261 138 3223 83
Lane group cap. 216 578 259 30.7 304 241 236 3381 789 236 3381 789
v/c ratio 0.84 0.37 0.39 1.05 10.1 015 104 0.85 0.33 0.58 0.95 0..11
Green ratio 0.28 0.17 0.17 028 017 017 00.7 0.51 0.51 00.7 0..51 0.51
Unif delay d 1 34.1 41.7 41.9 43.1 47.0 40..1 52.5 23.7 16.1 50.9 26.2 14.1
Delay factor k 0.38 0.11 0.11 0..50 0.50 011 0.50. 0.38 O. 11 0.18 0.46 0.11
Increm delay d2 249 0.4 10 65.7 541 0.3 70..1 22 0.2 3.7 7.4 0..1
PF factor 1.0.00 1.000 10.0.0 1.0.00 1.000 1.000. 10.0.0 10.0.0 10.00. 10.00 1.0.0.0 1.00.0.
Control delay 59.0 42.1 429 108.8 101.1 40..4 122.6 259 16.4 54.6 336 142
Lane group LOS E 0 0 F F 0 F C B 0 C B
A.pprch delay 48.4 10.1.5 322 340
A.pproach LOS 0 F C C
Intersec. delay 398 Intersection LOS 0
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SHORT REPORT
General Information Site Information
~nalyst TSV Intersection US 31 & 106th Street
Area Type All other areas
~gency or Co. A&F Engineering Jurisdiction Carmel
Date Performed 1116102
Time Period PM Peak Analysis Year Yr. 20121- PO wi Add.
Imprv.
Volume and TiminQ Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 2 1 1 1 1 2 4 1 2 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 139 320 219 439 253 148 174 7546 455 96 2480 59
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
~ctuated (P/A) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 20 2.0 2.0 20 20 20 20 2.0
Ex!. eft. qreen 2.0 2.0 2.0 2.0 2.0. 20 2.0 2.0 20 2.0 2.0 2.0
Arrival tv pe 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 30 3.0 3.0 30 30 30 30 30 3.0 3.0
Ped/Bike/RTOR Volume 0 109 0 74 0 227 a 29
Lane Width 12.0 120 120 120. 120 100. 120 120. 120 120. 120. 120.
Parking/Grade/Parking N 0 N N 0 N N 0 N N a N
Parking/hr
Bus stops/hr a 0 a 0 0 0 0 a 0 0 0 a
Unit Extension 3.0. 30 3.0. 30 3.0 30. 3.0 30 30 30 30. 30.
PhasinQ Exel. Left EW Perm 03 04 Exel. Left Thru & RT 07 08
Timing G= 15.0 G = 12.0 G= G= G= 70 G = 43 a G= G=
y= 3 Y = '5 y= y= y= 5 Y = 5 y= y=
Duration of Analysis (hrs) = 0.25 Cycle LenQth C = 950
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. now rate 154 356 122 488 281 82 193 2829 253 107 2756 33
Lane group cap. 347 434 194 347 229 181 246 2981 696 246 2981 696
v/c ratio 0..44 0.82 0.63 1.41 123 0..45 078 0.95 0.36 0.43 0..92 0.05
Green ratio 0..32 0.13 0..13 0.32 0.13 0..13 007 0.45 0.45 007 0.45 0.45
Unit. delay d 1 25.1 40.4 394 31.5 41.5 385 433 249 170 42.1 245 14.5
Delay factor k 0.11 0.36 0.21 050 0.50 0.11 0.33 0.46 0. 11 0.11 0.44 0.11
Increm delay d2 0.9 11.9 64 199.3 1345 18 153 77 03 12 56 GO
PF factor 1.000 1.000 1.0.0.0. 1.0.00. 1000 1. 000 1. 00.0 1.000 1.000. 1. 000 1. 000 1000
Control delay 260. 523 458 230.8 1760 40.3 585 327 17.4 43.3 30.1 14.6
Lane group LOS C 0 0 F F 0 E C B 0 C B
Apprch delay 447 1943 330 30.4
Approach LOS 0 F C C
Intersec delay 50.9 Intersection LOS 0
JfCS20001~'
Copyright C 2000 Umn/5ilV of Flond3. All RIf'h15 R.'.I'.d
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CLARlAN HEAL TIl - NORTIl HOSPITAL
TRAFFlc IMPACT ANAL YSJS
u.s. 31 & 103RD STREET
INTERSECTION DATA
TRAFFIC VOLUME COUNTS
AND
CAPACITY ANALYSES
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & U.S. 31 (04)
OCTOBER 21, 2002
PEAK HOUR DATA
AM PEAK OFF PEAK PM PEAK
HR BEGIN 7:15 AM HR BEGIN 4:30 PM
L T R TOT L T R TOT L T R TOT
336 2707 394 3437 60 2579 269 2908
10 23 29 62 77 53 317 447
47 2802 44 2893 21 2647 15 2683
143 63 17 223 363 37 30 430
NORTHBOUND
EASTBOUND
SOUTHBOUND
WESTBOUND
HOUR SUMMARY
HOUR NB SB NB+SB EB WB EB+WB TOTAL
- AM -
6- 7 1512 1716 3228 12 70 82 3310
7- 8 3169 2828 5997 55 204 259 6256
8- 9 2835 2282 5117 62 206 268 5385
- PM -
3- 4 2142 1984 4126 158 240 398 4524
4- 5 2585 2385 4970 339 400 739 5709
5- 6 2989 2482 5471 402 342 744 6215
TOTAL 15232 13677 28909 1028 1462 2490 31399
48.5% 43.6% 92.1% 3.3% 4.7% 7.9% 100.0%
- AM PEAK VOLUMES -
15-MIN 963 806 24 66
HOUR 3437 2893 80 249
PHF 0.89 0.90 0.83 0.94
- PM PEAK VOLUMES -
15-MIN 781 730 140 126
HOUR 3001 2683 447 430
PHF 0.96 0.92 0.80 0.85
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0
A & F ENGINEERING CO., INC. D
TRAFPI C VOLUME SUMMARY 0
CLIENT CLARIAN HEALTH
LOCATION 103RD STREET & U.S. 31 (04) 0
DATE OCTOBER 21, 2002
DIRECTION OF TRAVEL NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK
AM
6- 7 104 2 106 1218 74 1292 III 3 114 1433 79 1512
7- 8 295 3 298 2390 129 2519 350 2 352 3035 134 316
8- 9 257 4 261 2071 166 2237 335 2 337 2663 172 283
PM
3- 4 49 2 51 1876 78 1954 137 0 137 2062 80 2142
4- 5 68 2 70 2232 88 2320 194 1 195 2494 91 258
5- 6 64 1 65 2587 58 2645 277 2 279 2928 61 298
PASSENGER 837 12374 1404 14615 D
98.4% 95.4% 99.3% 95.9%
TRUCK 14 593 10 617
1. 6% 4.6% 0.7% 4.1% 0
BOTH 851 12967 1414 15232
5.6% 85.1% 9.3% 100.0% D
DIRECTION OF TRAVEL : EASTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK
AM
6- 7 3 0 3 0 0 0 9 0 9 12 0
7- 8 8 0 8 17 1 18 28 1 29 53 2
8- 9 13 1 14 17 2 19 29 0 29 59 3
PM
3- 4 17 1 18 22 1 23 114 3 117 153 5
4- 5 46 1 47 38 2 40 248 4 252 332 7
5- 6 77 1 78 52 0 52 270 2 272 399 3
PASSENGER 164 146 698 1008 D
97.6% 96.1% 98.6% 98.1%
TRUCK 4 6 10 20
2.4% 3.9% 1.4% 1. 9% 0
BOTH 168 152 708 1028
16.3% 14.8% 68.9% 100.0% 0
-.-- .. 0
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & U.S. 31 (04)
OCTOBER 21, 2002
DIRECTION OF TRAVEL
SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 13 0 13 1639 50 1689 14 0 14 1666 50 1716
7- 8 39 2 41 2681 72 2753 34 0 34 2754 74 2828
8- 9 42 0 42 2066 114 2180 59 1 60 2167 115 2282
PM
3- 4 16 0 16 1843 117 1960 8 0 8 1867 117 1984
4- 5 21 0 21 2221 119 2340 22 2 24 2264 121 2385
5- 6 25 0 25 2327 116 2443 14 0 14 2366 116 2482
PASSENGER 156 12777 151 13084
98.7% 95.6% 98.1% 95.7%
TRUCK 2 588 3 593
1. 3% 4.4% 1. 9% 4.3%
BOTH 158 13365 154 13677
1.2% 97.7% 1.1% 100.0%
DIRECTION OF TRAVEL WESTBOUND
HOUR LEFT , THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM .
6- 7 52 1 53 14 0 14 3 0 3 69 1 70
7- 8 130 5 135 53 1 54 14 1 15 197 7 204
8- 9 125 1 126 60 1 61 18 1 19 203 3 206
PM
3- 4 197 0 197 20 0 20 21 2 23 238 2 240
4- 5 347 1 348 25 1 26 25 1 26 397 3 400
5- 6 276 1 277 34 0 34 31 0 31 341 1 342
PASSENGER 1127 206 112 1445
99.2% 98.6% 95.7% 98.8%
TRUCK 9 3 5 17
0.8% 1.4% 4.3% 1. 2%
BOTH 1136 209 117 1462
77.7% 14.3% 8.0% 100.0%
20
HCS;OOOH1
Copvright <<:;. 2000 Uniw",tv of FlolJda, ,\11 Righ" R"erwd
V€'r~ion 4 Ie
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J..AM~1-
SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 103rd Street
Agency or Co. A&F Engineering iArea Type All other areas
Date Performed 11/4/02 ~urisdiction Carmel
Time Period AM Peak ~nalysis Year Existing
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 1 1 1 2 3 1 1 3 1
Lane group L T R L T R L T R L T R
~olume (vph) 10 23 29 143 63 17 336 2707 394 47 2802 44
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
~etuated (PIA) A A A A A A A A A A A A
~tartup lost time 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
IArrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 3.0 30 30 30 30 3.0 3.0 3.0 30 3.0 3.0
Ped/Bike/RTOR Volume 0 14 0 8 0 197 0 22
Lane Width 120 12.0 120 120 12.0 12.0 12.0 120 120 120 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 30 30 3.0 30 30 30 3.0 3.0 3.0 3.0 30 3.0
Phasinq Exd Left EW Perm 03 04 Exel. Left Thru & RT 07 08
Timing G= 7.0 G = 7.0 G= G= G= 13.0 G = 70.0 G= G=
Y = 3 Y = 5 Y= Y= Y = 5 Y = 5 Y= Y=
Duration of Analysis (hrs) = 0.25 CYcle LenQth C = 115.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj flow rate 11 26 17 159 70 10 373 3008 219 52 3113 24
Lane group cap. 168 110 94 168 110 94 377 3007 936 194 3007 936
vIe ratio 007 024 018 095 0.64 011 099 1.00 0.23 027 1.04 003
Green ratio 015 006 0.06 0.15 0.06 006 0.11 0.61 061 0.11 0.61 0.61
Unif. delay d 1 42.1 51.5 513 48.4 528 51.0 50.9 22.5 10.3 466 22.5 8.9
Delay factor k O. 11 0.11 011 046 022 011 049 0.50 011 0.11 0.50 0.11
Inerem. delay d2 0.2 1.1 0.9 53.7 116 05 434 16.5 0.1 07 264 0.0
PF factor 1000 1000 1.000 1.000 1000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Control delay 423 526 522 102.1 643 51.5 94.3 390 104 47.4 48.9 90
Lane group LOS 0 0 0 F E 0 F 0 B 0 0 A
Apprch delay 50.4 890 430 486
Approach LOS 0 F 0 0
Intersee delay 47.1 Intersection LOS 0
21
fiJe://C: \Documents%20and%20Set1ings\1vandenberg. DELL! 5\Local%20Settings\T emp\s2... ] J 17 /2002
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Short Report
Page 1 of]
a.. P.M 51-
SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 103rd Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/4/02 lJurisdiction Carmel
trime Period PM Peak IAnalysis Year Existing
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT IT TH RT
Num. of lanes 1 1 1 1 1 1 2 3 1 1 3 1
lane group L T R L T R L T R L T R
VOlume (vph) 77 53 317 363 37 30 60 2579 269 21 2647 15
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PIA) A A A A A A A A A A A A
startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Exl. eft. green 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival tYpe 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 30 30 30 3.0 3.0 30 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 158 0 15 0 134 0 7
lane Width 12.0 12.0 120 12.0 120 120 120 120 12.0 120 120 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 30 30 30 30 30 3.0 30 3.0 30 3.0
Phasinq Excl. left EW Perm 03 04 Excl left Thru & RT 07 08
triming G = 11.0 G= 11.0 G= G= G= 7.0 G = 730 G= G=
Y= 3 y= 5 Y= Y= Y = 5 Y = 5 Y= y=
Duration of Analysis (hrs) = 0.25 Cycle lenqth C = 120.0
Lane Group Capacity. Control Delay. and LOS Determination
EB WB NB SB
Adj flow rate 86 59 177 403 41 17 67 2866 150 23 2941 9
lane group cap. 257 166 141 256 166 141 195 300.5 936 10.0. 30.0.5 936 '..
y/e ratio 0.33 0..36 126 157 025 012 0.34 095 0.16 023 0.98 00.1 :.
IGreen ratio 021 0.09 0.09 021 0.0.9 009 006 061 061 0.06 061 061
Unit delay d1 39.7 512 545 48.4 507 501 54.3 21.9 102 539 227 9.3
Delay factor k 011 011 050. 050 011 011 0.11 0.46 0. 11 0. 11 0.48 0.11
Increm. delay d2 0.8 13 160.0. 276.4 08 0.4 1 1 82 01 12 11.9 0.0
PF factor 1. 000 1000. 1000 1000 1000 1000 1000 1000 10.00 1000 1.000 1000
Control delay 40.5 525 2145 3248 514 50.4 554 301 103 55.1 34.6 9.3
lane group lOS 0 0 F F 0 0 E C B E C A
IApprch delay 138.3 2903 29.7 34.7
Approach lOS F F C C
Intersec. delay 546 Intersection lOS 0
HCS.'OOOTM
Copynghl fid :?Ooo Um\.~"J'" of Flonda. All R.ghlS R050rwd
Vo,-"ion 4Jc
22
fiJe:!/C: \Documents%20and%20Settings\tvandenberg.DELL 15\Local%20Settings\ T emp\s2k, 1117/2002
HCSl0001M
Copnight 02000 Unl\er5;ty of Flood3. All RJghts Reserwd
Ver:s.ion 4. Ie
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~Aft'1s~
SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 103rd Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/4/02 Jurisdiction Carmel
Time Period AM Peak Analysis Year Existing+Proposed
Volume and Timing Input
EB WB NB SB
LT TH RT IT TH RT LT TH RT LT TH RT
Num. of lanes 1 1 1 1 1 1 2 3 1 1 3 1
ane group L T R L T R L T R L T R
Volume (vph) 10 23 29 256 63 44 336 2707 763 134 ')802 44
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 090 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 20 2.0 20 2.0 2.0 2.0
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 30 3.0 3.0 30 30 30 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 14 0 22 0 381 0 22
lane Width 12.0 12.0 120 12.0 120 12.0 120 120 120 120 120 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 3.0 30 30 3.0 30 3.0 3.0 30 3.0 3.0 30 3.0
PhasinQ Exel. Left EW Perm 03 04 Exd Left Thru & RT 07 08
Timing G = 8.0 G= 7.0 G= G= G= 10.0 G = 770 G= G=
Y= 3 Y= 5 Y= y= Y = 5 Y = 5 Y= Y=
Duration of Analysis (hrs) = 025 ~ycle LenQth C = 120.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB 5B
I\dj. flow rate 11 26 17 284 70 24 373 3008 424 149 3113 24
Lane group cap. 175 106 90 175 106 90 278 3170 987 143 3170 987 "
v/c ratio 0.06 0.25 0.19 162 066 027 134 0.95 043 104 098 0.02
Green ratio 0.15 006 006 015 0.06 006 008 064 064 0.08 0.64 0.64
Unif. delay d 1 43.7 54.0 53.8 50.8 55.3 54.0 55.0 19.7 10.6 550 20.8 7.8
Delay factor k o. 11 0.11 0.11 0.50 0.24 0.11 0.50 046 0.11 0.50 0.49 0.11
Increm delay d2 02 12 1.0 304.9 142 16 176.0 7.4 0.3 86.8 121 00
PF factor 1.000 1.000 1.000 1000 1000 1000 1.000 1000 1.000 1.000 1.000 1.000
Control delay 439 55.2 548 3558 69.5 55.6 2310 270 109 1418 329 78
Lane group LOS 0 E 0 F E E F C B F C A
I\pprch delay 52.8 2837 452 37. 7
I\pproach LOS 0 F 0 0
Intersec delay 54.0 Intersection LOS 0
23
file:1 Ie :\Documents%20and%20Settings\tvandenberg.DELL 1 S\LocaI%20Settings\ T emp\s2k 1 117/2002
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:}.. P A-'\ Sd-
SHORT REPORT
General Information Site Information
.
Analyst RMB Intersection US 31 & 103rd Street
IAgency or Co. A&F Engineering IArea Type All other areas
Date Performed 11/4/0.2 lJurisdiction Carmel
[Time Period PM Peak lA.nalysis Year Ex isting+ Proposed
Volume and Timing Input
EB WB NB SB
IT TH RT IT TH RT LT TH RT LT TH RT
Num. of lanes 1 1 1 1 1 1 2 3 1 1 3 1
lane group L T R L T R L T R L T R
~olume (vph) 77 53 317 80.7 37 134 60. 2579 423 57 2647 15
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF . 0..90. 0..90. 0..90. 0..90 0..90. 0..90. 0..90. 0..90. 0.90. 0..90. 0..90 0.90
Actuated (PIA] A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0. 20 20. 2.0. 2.0. 2.0. 2.0. 2.0.
Ext. eft. green 2.0. 2.0 2.0 2.0. 2.0. 20 2.0. 2.0. 2.0 20 2.0. 2.0.
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30. 3.0. 3.0. 3.0 3.0 30. 30. 30. 30. 30. 30. 3.0
Ped/Bike/RTOR Volume 0 158 0 67 a 211 a 7
Lane Width 120. 12.0 12.0 120 12.0. 120. 120. 12.0. 120. 120. 120. 12.0.
Parking/Grade/Parking N 0 N N a N N 0 N N 0 N
Parking/hr
Bus stopslhr a 0 0 0 a 0 a 0 a a 0 a
Unit Extension 3.0 3.0. 3.0 30. 30. 30 3.0. 3.0 30. 30. 30 3.0
Phasing Exct left EW Perm 03 04 Excl. Left Thru & RT 07 08
Timing G = 20.0 G= 7.0. G= G= G= 70. G = 65 a G== G=
Y== 3 Y == 5 Y== Y== y == 5 Y== 5 y== y==
Duration of Analysis (hrs) = 0. 25 Cycle length C == 1170.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 86 59 177 897 41 74 67 2866 236 63 2941 9
lane group cap. 356 108 92 356 108 92 20.0 2744 854 103 2744 854
vIe ratio 0..24 0.55 1.92 2.52 0..38 0.80. 0.34 1.0.4 0.28 0..61 107 0.0.1
preen ratio 0.26 0.0.6 00.6 0.26 0..0.6 0.0.6 0.0.6 0..56 0.56 0.06 056 0.56
Unif. delay d1 342 53.5 55.0. 429 529 54.3 528 260 13.7 53.7 260. 116
Delay factor k 0.11 0.15 0.50. 0..50 0..11 0.35 0. 11 0.50 0. 11 0.20. 0.50 0..11
Increm. delay d2 0..4 57 1453 1 692.1 2.2 388 10 30.2 0..2 10.2 40.2 0.0
PF factor 100.0. 10.0.0 1.0.00. 1.0.00 1.000. 10.00 10.0.0. 10.00 1.00.0 10.0.0 10.0.0. 1.0.00.
Control delay 34.5 592 50.8.1 7350 551 931 538 562 13.8 639 662 116
Lane group LOS C E F F E F 0 IE B E E B
Apprch delay 299.4 660.5 530. 66.0
Approach lOS F F 0 E
Intersec delay 150.6 Intersection LOS F
HCS70001M
Copvrighl <<':' 2000 UOIv."itv ofFlonda, All RIghts Res.f'.d
Ver:>ion 4. Jc
24
fiJe:lIC:\Documents%20and%20Settings\tv<.mdenberg.D.tLL] S\Local%20Set1ings\ T emp\s2k. ] 1/7/2002
HCSZOOOB1
CopVllghl 0 2000 Umw.s,1Y of Florida. 1"11 R.ghls Resened
Vel~ion 4 Je
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SHORT REPORT
General Information Site Information
Analyst TSV Intersection US 31 & 1D3rd Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/0.2 Jurisdiction Carmel
ime Period AM Peak ~naJysis Year Ex isting + Proposed w/lmprov.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 1 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 10 23 29 256 63 44 336 270.7 763 134 280.2 44
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90.
fA.ctuated (P/A) A A A A A A A A A A A A
IStartup lost time 2.0. 2.0. 2.0. 20. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0.
Ext. eft. green 2.0. 20. 2.0. 2.0. 2.0. 2.0. 20. 2.0. 2.0. 2.0. 2.0. 2.0.
fA.rrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0. 3D 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0.
Ped/Bike/RTOR Volume 0. 14 a 22 0. 381 0. 22
Lane Width 12.0. 12.0. 12.0. 12.0. 12.0. 120. 120. 12.0. 12.0. 120. 12.0. 12.0.
Parking/Grade/Parking N a N N 0. N N a N N 0. N
Parking/hr
Bus stopslhr 0. 0. a a a a a a a a a a
Unit Extension 3.0. 3D 3.0. 3.0. 3.0. 3D 30. 3.0. 3D 3.0. 3.0. 3.0.
PhasinQ Exd Left EW Perm 03 04 Exd Left Thru & RT 07 08
Timing G= 8.0. G= 70. G= G= G = 10.0. G = 77.0. G= G=
Y= 3 Y= 5 Y= Y= Y = 5 Y = 5 Y= Y=
Duration of Analysis (hrs) = 0.25 Cycle LenQth C = 120. 0.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj flow rate 11 26 17 284 70. 24 373 30.0.8 424 149 3113 24
Lane group cap. 175 10.6 90. 175 106 90. 278 4227 987 143 4227 987
v/c ratio 0..0.6 0..25 0..19 1.62 0..66 0.27 1.34 0..71 0..43 10.4 0..74 0.0.2
Green ralio 0..15 0..0.6 0..0.6 0..15 0..0.6 0..0.6 0..0.8 0..64 0..64 0.0.8 0..64 0.64
Unit delay d1 43.7 54.0. 53.8 50.8 55.3 54.0. 55.0. 142 106 55.0. 14.6 78
Delay factor k 0..11 D. 11 0..11 0..50. 0..24 0..11 0..50 0.28 0..11 0..50. 0.29 0..11
Increm delay d2 0..2 1.2 1.0. 30.4.9 14.2 16 176.0. 0..6 0..3 86.8 0..7 0..0.
PF factor 1.0.0.0. 1.0.0.0. 10.0.0. 1.000. 1.0.0.0. 10.0.0. 10.0.0. 1.0.0.0. 10.0.0. 1.0.0.0. 10.0.0. 10.0.0.
Control delay 439 55.2 54.8 3558 695 55.6 2310. 14.8 10.9 1418 15.3 78
Lane group LOS 0 E 0 F E E F B B F B A
Apprch delay 52.8 283.7 35.5 210.
Approach LOS 0 F 0 C
Intersec. delay 418 Intersection LOS 0
25
fiIe://C:\Documents%20and%20Settings\tvandenberg.DELL] 5\Local%20Settings\ T einp\s2... ]] /7/2002
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J. P.:v\ S ~ A
SHORT REPORT
General Information Site Information
Analyst TSV Intersection US 31 & to3rd Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/0.2 Jurisdiction Carmel
~ime Period PM Peak Analysis Year Existing+Proposed w/lmprov.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 1 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 77 53 317 80.7 37 134 60. 2579 423 57 2647 15
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0..90. 0.90. 0..90. 0..90. 0..90. 0.90. 0..90. 0.90. 0.90. 0..90. 0.90.
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0.
Ext eft. green 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 20. 20. 2.0. 2.0.
~rrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0. 3.0. 3.0. 30. 3.0. 3D 3D 30. 30. 30. 3.0. 30.
Ped/Bike/RTOR Volume a 158 0. 67 0. 211 a 7
Lane Width 12.0. 12.0. 12.0. 120. 120. 12.0. 12.0. 120. 120. 120 12.0. 120.
Parking/Grade/Parking N 0. N N a N N 0. N N 0. N
Parking/hr
Bus stops/hr a 0. a 0 0 a a 0 0 0 0 0
Unit Extension 3.0 3.0. 30. 3.0. 3.0 30 30. 30. 30 3D 30. 30.
Phasing Excl Left EW Perm 03 04 Exd Left Thru & RT 07 08
Timing G = 30. a G= to. a G= G= G= 7.0. G = 55 a G= G=
Y = 3 y= 5 y= y= Y = 5 Y = 5 y= y=
Duration of Analysis (hrs) = 0..25. Cycle Lenqth C = 120..0.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
~dj flow rate 86 59 177 897 41 74 67 2866 236 63 2941 9
Lane group cap. 518 151 128 517 151 128 195 3019 70.5 100 3019 70.5
~/c ratio 0..17 039 1.38 174 027 058 0.34 095 0.33 0.63 0.97 0.0.1
Green ratio 0..36 0.08 0.08 036 0.08 0..08 0.0.6 046 046 006 0.46 0.46
Unit. delay d1 26.1 52.1 550 39.8 51.6 53.0 54.3 312 20.8 552 318 177
Delay factor k 0..11 a. 11 0.50. 0.50. 0.11 017 011 046 0..11 021 048 0..11
Increm delay d2 0.2 17 !;! 13.3 338.8 10 64 1.1 7.7 03 12.1 111 00
PF factor 1000. 1. 000. 1.000. 1. 0.00. 1000. 1. 0.0.0 1000. 10.00 100.0. 1. 000. 10.00. 1.000.
Control delay 263 538 i?683 3786 526 593 554 38.9 211 673 429 17.7
Lane group LOS C 0 F F 0 E E 0 C E 0 B
Apprch delay 1643 3421 379 433
Approach LOS F F 0 0
lntersec delay 864 Intersection LOS F
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 103rd Street
Area Type All other areas
Agency or Co, A&F Engineering Jurisdiction Carmel
Date Performed 11/4102
Time Period AM Peak Analysis Year Existing+Proposed wi
Improv,
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num, of Lanes 1 1 1 2 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 10 23 29 256 63 44 336 2707 763 134 2802 44
% Heavy veh 5 5 ' 5 5 5 5 5 5 5 5 5 5
PHF 0,90 0.90 0,90 0,90 0.90 0.90 0.90 0.90 0,90 0,90 0.90 0,90
Actuated (P/A) A A A A A A A A A A A A
Startup lost time 2,0 2.0 2,0 2,0 2,0 2.0 2,0 2,0 2,0 2,0 2,0 2.0
Ext eft, green 2,0 2,0 2,0 2.0 2.0 2,0 2,0 2,0 2.0 2.0 2,0 2.0
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3,0 3,0 30 3.0 3.0 30 30 30 3.0 3,0 3,0 30
Ped/Bike/RTOR Volume 0 14 0 22 0 381 0 22
Lane Width 120 120 120 12.0 120 12.0 12,0 12,0 12,0 12,0 12,0 12,0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stopslhr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 30 3,0 30 30 30 3,0 30 3,0 3,0 3,0 3,0 30
PhasinQ Excl. Left EW Perm 03 04 Excl. Left Thru & RT 07 08
Timing G= 140 G= 70 G= G= G= 14.0 G = 610 G= G=
Y = 3 y= 5 y= y= Y = 5 y= 5 y= y=
Duration of Analysis (hrs) = 025 Cvcle Lenqth C = 114,0
Lane Group Cas: acity, Control Delay, and LOS Determination
EB WB NB SB
Adj flow rate 11 26 17 284 70 24 373 3008 424 149 3113 24
Lane group cap 275 111 351 410 111 351 410 3525 1079 211 3525 1079
vie ratio 0,04 023 0,05 0,69 063 007 0.91 0.85 0,39 0.71 088 0.02
Green ratio 021 006 0.23 0,12 0.06 0,23 0,12 0,54 070 0.12 0,54 0.70
Unit. delay d1 359 509 34.3 47.9 522 34,5 49.4 22.7 70 480 23.4 52
Delay factor k 011 0,11 0.11 026 0,21 0,11 0.43 0.39 0.11 0,27 0.41 011
Increm delay d2 01 11 0.1 5.0 11,0 0,1 23.9 22 02 103 30 00
PF factor 1,000 1000 1000 1.000 1,000 1,000 1000 1000 1,000 1,000 1.000 1000
Control delay 35.9 520 34.4 52,9 632 346 733 24,9 72 58,3 263 52
Lane group LOS 0 0 C 0 E C E C A E C A
Apprch delay 43,2 53.7 277 276
Approach lOS 0 0 C C
Intersec, delay 29,1 Intersection LOS C
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 103rd Street
Area Type All other areas
A.gency or Co. A&F Engineering Jurisdiction Carmel
Date Performed 111410.2
Time Period PM Peak A.nalysis Year Existing+Proposed wi
Improv.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of lanes 1 1 1 2 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 77 53 317 80.7 37 134 60. 2579 423 57 7647 15
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0..90. 0..90. 0.90. 0..90. 0.90 0..90. 0.90. 0..90. 0.90. 0..90. 0.90.
A.ctuated (PIA) A A A A A A A A A A A A
Startup lost time 20. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 20. 2.0.
Ex!. eft. green 2.0. 2.0. 2.0. 2.0 2.0. 2.0. 20. 2.0. 2.0. 2.0. 20. 2.0.
V\rrivaltype 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30. 3.0. 3.0. 3.0. 3.0. 30. 3.0. 3.0. 30. 3.0. 3.0. 3.0.
Ped/Bike/RTOR Volume a 158 a 67 a 211 a 7
Lane Width 120. 120. 12.0. 12.0. 12.0. 120. 120. 12.0. 12.0. 120. 120. 120.
Park in g/Grade/Par king N a N N a N N a N N a N
Parking/hr
Bus slopslhr a a a a a a a a a a a a
Unit Extension 3.0. 30. 3.0. 3.0. 3.0. 30. 3.0. 30. 30. 30. 30. 30.
PhaSing Excl. Left EW Perm 03 04 Excl. Left Thru & RT 07 08
Timing G = 310. G = 70. G= G= G= 7.0. G = 530. G= G=
y = 3 y= 5 y= y= Y = 5 Y = 5 y= y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 1160.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
AdJ flow rate 86 59 177 897 41 74 67 2866 236 63 2941 9
Lane group cap. 521 10.9 252 891 10.9 252 20.1 30.10 1180. 104 30.10. 1180.
Iv/c ralio 0.17 0..54 0..10. 10.1 0.38 0.29 0.33 0..95 0.20. 0.61 0.98 0.0.1 I'
Green ratio 0.35 0..0.6 0..16 0..27 0..0.6 0..16 0.0.6 0.46 0..17 0..0.6 0.46 0. 77
Unit delay d 1 256 529 458 425 52.4 42.6 52.3 30..3 3.1 53.2 30..9 32
Delay factor k 0.11 0..14 0.27 0..50. 0.11 0..11 0..11 0..46 0.11 0.19 0..48 0..11
Increm. delay d2 0.2 54 8.5 31.8 2.2 0..1 10. 80. 0..1 9.1 116 0.0.
PF factor 1. aDo. 10.0.0. 10.0.0. 1.0.0.0. 1.0.00. 1.0.0.0. 1.0.0.0. 1.0.0.0. 1. 0.0.0. 10.00. 10.0.0 10.0.0.
Control delay 258 58.3 54.3 743 54.6 43.3 53.2 383 3.8 629 425 32
Lane group LOS C E 0 E 0 0 0 0 A E 0 A
Apprch delay 47.4 71.2 36.1 428
IApproach LOS 0 E 0 0
Intersec delay 44.0. Intersection LOS 0
Hc.<;}OOOlM
Copvrlght i:' 2000 Universirv of florida. All RIghts Reserved
Ve-Jsion 4 Jc
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fiIe://C :\Documents%20and%20Set1ings\tvandenberg.DELL} S\Local%20Settings\ T emp\s2k' }} 17/2002
HCSloao1M
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 103rd Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/4/02 iJurisdiction Carmel
tTime Period AM Peak V\nalysis Year Year 2012
Volume and TiminQ Input
EB WB NB SB
IT TH RT LT TH RT LT TH RT IT TH RT
Num. of lanes 1 1 1 1 1 1 2 3 1 1 3 1
lane group L T R L T R L T R L T R
Volume (vph 10 24 30 147 65 17 344 2978 404 48 3082 45
% Heavv veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90
!Actuated (PIA) A A A A A A A A A A A A
IStartup lost time 2.0. 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0. 2.0. 2.0
Ext. eft. qreen 20 2.0 2.0 2.0. 2.0 2.0 2.0 2.0 2.0 2.0. 2.0 2.0
I\rrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 30. 3.0 30. 3.0. 3.0. 30 3.0 3.0. 3.0 3.0. 3.0
Ped/Bike/RTOR Volume 0 15 a 8 a 20.2 a 22
lane Width 120 120. 120. 12.0 120 12.0 12.0 12.0 120. 12.0 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr a 0 0. 0. 0. 0. 0. 0. 0. 0 0. 0.
Unit Extension 3D 3D 3.0. 3.0. 30 3.0 3.0 3.0 3.0 3.0 3.0 30
Phasinq Excl. Left EW Perm 03 04 Excl. Left Thru & RT 07 0.8
Timing G= 7.0. G= 70. G= G= G = 7.0. G = 810 G= G=
Y = 3 Y = 5 y= Y= Y = 5 y = 5 Y= Y=
Duration of Analysis (hrs) = 0..25 Cycle Lenqth C = 120..0.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
IAdj flow rate 11 27 17 163 72 10 382 330.9 224 53 3424 26
Lane group cap. 160 10.6 90. 160. 106 90. 195 3335 1038 100. 3335 10.38 ".
\lIe ratio 0.07 0.25 0.19 1.0.2 0.68 0.11 196 0..99 0.22 0.53 1.03 0.0.3
Green ratio 0.14 0.06 0.06 0.14 0.06 0.06 0.0.6 0.68 0.68 0.06 068 068
Unit. delay d1 44.6 540. 53.8 51.4 55.4 53.6 56.5 19.2 74 54.9 19.5 6.4
Delay factor k 0.11 0.11 0.11 0..50. 0..25 0.11 0..50. 0..49 0.11 0.13 050 0.11
Increm. delay d2 02 1.3 1.0 76.2 16.2 0.5 4496 13.8 0.1 5.3 22.9 0..0.
PF factor 1000. 100.0. 1000. 10.0.0. 1000 1.000 1000 1.00.0 1.00.0 1.000 1.000 1. ODD
Control delay 448 553 548 1276 716 54.1 506.1 330 75 60.2 42.4 6.5
Lane group LOS 0 E 0 F E 0 F C A E 0 A
Apprch delay 53.0 10.8.1 77.7 42.4
Approach LOS 0 F E 0
Intersec delay 625 Intersection LOS E
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SHORT REPORT
General Information lSite Information
Analyst RMB Intersection US 31 & 103rd Street
Agency or Co. A&F Engineering IArea Type All other areas
Date Performed 11/4/02 Wurisdiction Carmel
Time Period PM Peak iAnalysis Year Year 2012
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT IT TH RT LT TH RT
Num. of Lanes 1 1 1 1 1 1 2 3 1 1 3 1
Lane group L T R L T R L T R L T R
!Volume (vph) 79 54 325 372 38 31 62 2837 276 22 2912 15
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90. 0.90. 0.90 0.90. 0..90 0..90. 0..90. 0..90 0.90. 0.90.
Actuated (PIA) A A A A A A A A A A A A
startup lost time 2.0. 2.0 2.0. 20. 20. 2.0 2.0. 2.0. 2.0. 2.0. 2.0. 2.0.
Ex\. eft. green 2.0. 2.0. 20. 20. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0.
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30. 3D 30. 3.0 30 3.0 3.0 3.0. 3.0. 3.0 3D 30
Ped/Bike/RTOR Volume 0 162 0 15 a 138 0 7
Lane Width 120 12.0 12.0. 120. 12.0 120. 12.0. 120. 12.0 120 120. 12.0.
Parking/Grade/Parking N a N N 0 N N a N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 a 0 a 0 0 0 0
Unit Extension 30 30 30 30 30 30 3.0 3.0. 30. 30 30 3.0.
PhasinQ Exel. Left EW Perm 03 04 Exel. Left Thru & RT 07 08
Timing G= 70 G= 110 G= G= G= 70 G = 770. G= G=
Y = 3 Y = 5 Y= Y= Y = 5 Y = 5 Y= Y=
Duration of Analysis (hrs) = 025 Cycle LenQth C = 120.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj flow rate 88 60 181 413 42 18 69 3152 153 24 3236 9
Lane group cap 199 166 141 197 166 141 195 3170 987 100 3170. 987
v/c ratio 0.44 036 128 2.10. 0..25 013 0..35 0.99 0..16 0.24 1.02 0.0.1
Green ratio 017 009 0.09 017 0.09 0.09 0.06 0.64 064 0.06 0.64 0.64
Unit delay d1 43.2 512 545 50.5 50.7 50.1 543 21.3 8.6 540. 21.5 7.7
Delay factor k 0.11 011 0.50 0.50 011 0.11 0.11 0.50 0..11 011 0.50 0.11
Increm delay d2 16 13 1708 510.3 0.8 04 1. 1 146 0..1 12 215 0.0
PF factor 1000 1000 1000 1.000 100.0 1000 1.000. 10.00. 1000 1000 1000 1000.
K:;ontrol delay 447 525 2253 560.7 515 50.5 554 35.9 86 552 43.0 7.8
Lane group LOS 0 0 F F 0 0 E 0 A E 0 A
Apprch delay 1455 4961 351 43.0
Approach LOS F F 0 0
Intersec delay 727 Intersection LOS E
HCSl0001'-1
C"p\."ght <Q 2000 Um\e'''tv of F1onda. All RIghI> Re,ef\-ed
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Short Report
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 103rd Street 0
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/4102 Jurisdiction Carmel
Time Period AM Peak Analysis Year Year 2012 wi LOS Improv. n
Volume and Timjn~ Input -
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH ~U
Num. of Lanes 1 1 1 1 1 1 2 4 1 1 4
Lane group L T R L T R L T R L T ~
Volume (vph) 10 24 30 147 65 17 344 2978 404 48 3082
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.9
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.( IlII
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 3 3 3 3 3 ~1J
Unit Extension 3.0 3.0 3.0 3.0 30 3.0 3.0 3.0 30 3.0 3.0
Ped/Bike/RTOR Volume 0 15 0 8 0 202 0 22
Lane Width 12.0 12.0 12.0 12.0 120 12.0 12.0 12.0 120 12.0 12.0 1~U
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0
Parking/hr eft
Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0'
Phasing Exel. left EW Perm 03 04 Excl. Left Thru & RT 07 08 i1
iming G= 7.0 G = 14.0 G= G= G = 14.0 G = 67.0 G= G=
Y= 3 Y = 5 Y= Y= Y = 5 Y = 5 Y= Y= -
Duration of Analysis (hrs) = 0.25 Cycle Lenqth C = 120.0 11
Lane Group Capacity, Control Delav, and LOS Determination
EB WB NB SB
Adj. flow rate 11 27 17 163 72 10 382 3309 224 53 3424 2
Lane group cap. 228 211 179 234 211 179 389 3678 859 201 3678 85
.
v/c ratio 0.05 0.13 0.09 0.70 0.34 0.06 0.98 0.90 0.26 0.26 0.93 o.u-
Green ratio 0.20 0.12 0.12 0.20 0.12 0.12 0.12 0.56 0.56 0.12 0.56 0.5
Unit. delay dl 38.8 47.5 47.3 45.2 48.8 47.1 52.9 23.5 13.7 48.3 24.4 11.9
Delay factor k 0.11 0.11 0.11 0.26 0.11 0.11 0.49 0.42 0.11 0.11 0.45 0.1J-
Increm. delay d2 0.1 0.3 0.2 8.7 1.0 0.1 40.7 3.4 0.2 0.7 5.1 0.1
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1000 1.000 1.000 1.0';}l
I-
Control delay 38.8 47.8 47.6 53.9 49.7 47.3 93.6 27.0 13.9 49.0 29.4 11..
lane group LOS 0 0 0 0 0 0 F C B 0 C B
IApprch. delay 45.9 52.4 32.7 29.6 I
IApproach LOS 0 C -
0 C
Intersec. delay 32.0 Intersection LOS C
7(/ Bl Co ",i III <Q 2000 University of Florida. All Riehls Reserved VeTS'
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SHORT REPORT
General Information Isite Information
Analyst RMB Intersection US 31 & 103rd Street
Agency or Co. A&F Eng;neering Area Type All other areas
Date Performed 1114102 Jurisdiction Carmel
Time Period PM Peak Analysis Year Year 2012 wi LOS Improv
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 1 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 79 54 325 372 38 31 62 2837 276 22 2912 15
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0..90 090. 0.90 0.90. 0.90. 0.90 0.90. 0.90 0.90. 0..90. 0..90.
IActuated (P/A) A A A A A A A A A A A A
Startup lost time 2.0. 2.0. 20. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0.
Ext. eft. Qreen 2.0. 20 20 2.0. 20. 2.0. 2.0. 2.0 20 2.0. 2.0. 2.0.
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 30 30. 3.0 30 30. 30. 30 30 3.0 3.0. 3.0
Ped/Bike/RTOR Volume 0 162 0 15 a 138 a 7
Lane Width 12.0. 120 120 120 120 120 12.0 12.0. 120 120 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N a N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 30 3.0 3.0 30 30 30 3.0 3.0 30 30 3.0 3.0
PhasinQ Exel Left EW Perm 03 04 Exel Left Thru & RT 07 08
triming G= 130 G= 150. G= G= G= 7.0 G = 67. 0 G= G=
Y= 3 Y = 5 y= y= y = 5 Y = 5 y= Y=
Duration of Analysis (hrs) = 0.25 Cycle Lenqth C = 1200
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 88 60 181 413 42 18 69 3152 153 24 3236 9
Lane group cap. 329 226 192 327 226 192 195 3678 859 100 3678 859
vie ratio 0.27 027 094 126 019 0.09 0.35 086 0.18 024 0.88 0.01 ":,
Green ratio 026 0.13 013 0.26 013 013 0.06 0.56 0.56 0.06 0.56 056
Unif delay d 1 349 475 521 458 470 465 543 224 130 54.0 23.0 118
Delay factor k 0. 11 0. 11 046 0.50 0.11 0. 11 0.11 0.39 0.11 a. 11 0.41 0.11
Increm. delay d2 04 0.6 48.7 1406 0.4 02 1.1 22 01 1.2 2.8 0.0
PF factor 1.000 1.000 1000 1000 1000 1000 1.000 1000 1000 1000 1000. 10.00.
Control delay 353 48.1 100.7 1864 474 46.7 554 246 131 552 25.8 11.8
Lane group LOS 0 0 F F 0 0 E C B E C B
Apprch delay 73.6 1687 248 260
IApproach LOS E F C C
lntersec. delay 366 Intersection LOS 0
HCS::OOO™
Cc>pynghl <0 2000 UmYeT"lJ of florIda. All RIghts Reserved
Version 4_ lc
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fiJe:l/C:\Documents%20and%20Settings\tvandenberg.DELL 15\Local%20Settings\T emp\s2k' 1] /7/2002
HCS;0001M
Copyright C 7000 UniversITY of Florida, All Rlghls Resened
VersIon 4 Ie
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SHORT REPORT
General Information Site Information
Analyst TSV Intersection US 31 & 103rd Street
Agency or Co, A&F Engineering Area Type All other areas
Date Performed 1116102 Jurisdiction Carmel
~ime Period AM Peak Analysis Year Yr 2011 -+ PO wi Improv,
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 1 1 2 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 10 24 30 260 65 44 344 2978 773 135 3082 45
% Heavv veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90
Actuated (P/A) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0
Ext. eft. Qreen 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 20 20 2.0 2,0
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 30 30 30 30 3.0 30 30 3.0 3.0
Ped/Bike/RTOR Volume 0 15 0 22 0 386 0 22
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 120 120 12.0 120 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 30 30 30 30 30 30 3.0
Phasinq Exel. Left EW Perm 03 04 Exel. Left Thru & RT 07 08
Timing G::: 12.0 G = 7.0 G= G= G = 17.0 G = 68 0 G= G=
Y = 3 Y= 5 Y= y= y= 5 y= 5 y= y:::
Duration of Analysis (hrs) = 0.25 Cycle Length C ::: 1220
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB 5B
Adj flow rate 11 27 17 289 72 24 382 3309 430 150 3424 26
Lane group cap. 228 104 366 328 104 366 465 3671 1072 240 3671 1072
'rile ratio 0.05 0.26 0.05 0.88 0.69 007 082 0.90 0.40 063 0.93 0.02 :'
Green ratio 0.18 0.06 0.24 0.10 0.06 024 014 0.56 070 014 0.56 0.70
Unit. delay d1 41.4 550 35.8 54.3 56.4 360 51.0 240 7.8 495 24.9 57
Delay factor k 0.11 0.11 0.11 0.41 0.26 011 036 0.42 0.11 021 0.45 0.11
Increm delay d2 0.1 13 01 23.1 17.9 . 0.1 113 3.5 02 50 52 0.0
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1000 1.000 1000 1.000 1.000 1.000
Icontrol delay 41.4 56.4 359 77.4 74.4 361 62.3 27.5 80 545 30.1 57
Lane group LOS 0 E 0 E E 0 E C A 0 C A
iApprch. delay 47.0 743 287 309
iApproach LOS 0 E C C
Intersec. delay 320 Intersection LOS C
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~ VM S4A13
SHORT REPORT
General Information Isite Information
IAnalyst TSV Intersection US 31 & 103rd Street
IAgency or Co. A&F Engineering Area Type All other areas
Date Performed 1116102 Jurisdiction Carmel
[rime Period PM Peak Analysis Year Yr 2012 + f'D wi Improv.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 2 1 1 2 4 1 1 4 1
lane group L T R L T R L T R L T R
Volume (vph) 79 54 325 816 38 135 62 /837 430 58 2912 15
% Heavy veh . 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0..90. 0.90. 0.90. 0..90 0..90. 090 0.90 0..90 090 0.90 0.90
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0. 2.0 2.0 2.0. 20. 20 20 20 2.0. 2.0. 2.0
Ext. eft. green 2.0 2.0. 2.0 2.0 2.0 2.0 20 20 20 20. 2.0. 2.0.
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0. 30 30 3.0 3D 3.0 30 30 30 3D 3.0
Ped/Bike/RTOR Volume 0 162 0. 67 0 215 0 7
lane Width 120 12.0 12.0 12.0. 12.0 120 120 120. 120 120 12.0. 12.0
Parking/Grade/Parking N 0. N N 0. N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0. 0 0 0. 0. 0 0. 0 0 0 0
Unit Extension 3.0 3.0. 3D 3.0 30 3D 30 30 3D 3D 3D 3.0.
Phasing Excl. Left EW Perm 03 04 Excl. left Thru & RT 07 08
Timing G = 29.0 G= 70 G= G= G= 70 G = 570 G= G=
Y= 3 Y= 5 Y= Y= Y = 5 Y = 5 Y= Y=
Duration of Analysis (hrs) = 0.25 Cycle lenqth C = 1180
lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj flow rate 88 60 181 90.7 42 76 69 3152 239 64 3236 9
Lane group cap. 483 107 248 820. 107 248 198 3182 1186 102 3182 1/86
vIe ratio 0.18 0.56 0.73 1.1/ 0.39 0.31 0.35 0.99 0.20 0.63 1.02 00.1
Green ratio 0.33 0.06 0.16 0.25 0.06 0.16 0.06 0.48 077 0.06 0.48 077
Unit. delay d 1 28.0 54.0. 47.1 445 53.5 437 533 30.2 37 542 305 3.1
Delay factor k 011 016 0.29 0.50 0. 11 0. 11 0. 11 0.49 0. 11 021 050. 0.11
Increm delay d2 0.2 65 10.4 64.6 2.4 0.7 1.1 138 01 11.6 20.4 0.0.
PF factor 1.000 1. 0.00 1. 000. 1. 000 100.0. 1. 000 1.000 1. 000. 1. 000. 1. 000. 1. 000 1.00.0
Control delay 282 605 575 109.1 558 44.4 544 440 37 659 50.9 3.1
Lane group LOS C E E F E 0 0 0 A E 0 A
IApprch delay 502 102.2 41.4 51.0
Approach lOS 0 F 0 0
Intersec. delay 53.4 Intersection LOS 0
HC5Z0001M
Copyright \D 2000 Um\"ersir,- of florrda. All RIghT> R~'ef\"ed
Version 4.lc
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fiJe://C:\Documents%20and%20Settings\tvandenberg.DELL 15\Local%20Settings\ T eIllP\s2k' ) ) 17/2002
lICS}OOOl\1
Copyright <<) 2000 Uniw"i~ of florida, All Rights Re~erwJ
VeJ~lon 4 ) (
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Short Report
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.J. ANI S4AL
SHORT REPORT
General Information Site Information
Analyst TSV Intersection US 31 & 103rd Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/02 ~urisdiction Carmel
Irime Period AM Peak IAnalysis Year Yr 2012 + p{) wi Improv
Volume and TiminQ Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 3 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 10 24 30 260 65 44 344 2978 773 135 3082 45
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
~ctuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0. 2.0
Ext eft. green 2.0. 2.0 2.0 2.0 2.0. 2.0 2.0. 2.0 2.0 2.0 2.0 20
~rrivaltYpe 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0. 3.0 3.0. 3D 3.0. 3.0 3.0. 3.0 3D 30
Ped/Bike/RTOR Volume 0 15 0 22 0 386 0. 22
Lane Width 12.0. 12.0 12.0 120 12.0. 120. 12.0 12.0 120 120 120 120
Park ing/Grad e/Parking N 0 N N 0. N N 0. N N 0. N
Parking/hr
Bus stops/hr 0. 0. 0. 0. 0. 0 0. 0. 0 0 0. 0.
Unit Extension 3.0. 3.0 3.0. 3.0. 3.0 3D 3.0 30 3D 30 30 3D
Phasinq Exel. left EW Perm 03 04 Exel. Left Thru & RT 07 08
Timing G = 10.0 G = 7.0. G= G= G = 17.0 G = 68 0 G= G=
Y= 3 Y= 5 Y= Y= Y = 5 Y = 5 Y= Y=
Duration of Analysis (hrs) = 0..25 Cycle lenoth C = 120.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
~dj flow rate 11 27 17 289 72 24 382 330.9 430. 150 3424 26
Lane group cap. 203 106 372 391 106 372 472 3733 1064 244 3733 1064
vie ratio 0..0.5 0.25 0.05 0..74 0.68 0.0.6 0..81 0.89 0..40 0.61 092 0.0.2 - k
Green ratio 0..17 0.06 0..24 0.08 0..06 0.24 0.14 0.57 0..69 0..14 0.57 0.69
Unif. delay d1 42.0. 54.0 34.9 53.7 55.4 35.1 49.9 22.6 7.9 48.4 23.5 5.8
Delay factor k 0.11 0.11 0..11 0.30 0..25 0..11 0.35 0.41 0..11 0.20 0.44 0.11
Increm delay d2 0.1 1.3 0..1 7.3 16.2 0.1 10.2 29 0.3 4.6 42 0.0
PF factor 1.000 1.00.0 1.0.00 1.00.0. 1000 1.0.00 1.0.00 10.00 1000. 1000 10.0.0 1. 000
Control delay 42.2 553 349 61.0 71.6 35.1 60..1 256 8.2 530 276 58
lane group LOS D E C E E D E C A 0 C A
A..pprch delay 46.4 61.4 27.0 285
A..pproach LOS 0 E C C
Intersec delay 29.4 Intersection LOS C
. 35 . -
fjle:l/C :\Documents%20and%20Set1mgs\tvandenberg.DELL 15\Local%20Settmgs\ T emp\s2k< 11!7 /2002
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d-- \f}V\ 5 11 A (
SHORT REPORT
General Information Site Information
Analyst TSV Intersection US 31 & 1a3rd Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 111610.2 Jurisdiction Carmel
Irime Period PM Peak Analysis Year Yr 20.12 + pv wi Improv.
Volume and Timinq Input .
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of lanes 1 1 1 3 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 79 54 325 816 38 135 62 2837 430. 58 2912 15
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. 0..90.
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 20. 20.
Ext. eft. Qreen 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 20. 2.0. 2.0.
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0. 3.0. 3.0. 3.0. 30. 3.0. 3D 3D 30. 30. 30. 30.
Ped/Bike/RTOR Volume a 162 a 67 a 215 a 7
Lane Width 12.0. 12.0. 12.0. 12.0. 12.0. 12.0. 120. 12.0. 120. 120. 120. 120.
Parking/Grade/Parking N a N N a N N a N N a N
Parking/hr
Bus stops/hr a a a a a a a a a a a a
Unit Extension 30. 3.0. 3.0. 30. 3.0. 30. 30. 30. 30. 30. 30. 3D
Phasinq Exd Left EW Perm 03 04 Exd Left Thru & RT 07 08
Iriming G = 22. a G = 7.0. G= G= G= 70. G = 570. G= G=
Y= 3 Y= 5 Y= Y= Y = 5 Y = 5 Y= Y=
Duration of Analvsis (hrs) = 0.25 Cvcle Lenqth C = 1110.
Lane Group Capacity, Control Delav, and LOS Determination
EB WB J NB SB
IAdj flow rate 88 60. 181 90.7 42 76 69 3152 239 64 3236 9
Lane group cap. 40.6 114 263 930. 114 263 210. 3383 1164 10.8 3383 1164
Iv/c ratio 0.22 0.53 0.69 0..98 0..37 0.29 0.33 0.93 0..21 0.59 0.96 0.0.1 "
Green ratio 0.29 0..0.6 0..17 0..20. 0.0.6 0.17 0..0.6 0.51 0..76 0..0.6 0.51 0.76
Unif delay d1 29.7 50.4 432 442 499 40..1 49.8 252 39 50.6 25.8 3.3
Delay factor k 0..11 0.13 0..26 0..48 0.11 0..11 0..11 0..45 0..11 018 0.47 0.11
Increm. delay d2 0.3 45 7.4 23.5 20. 0..6 09 5.5 0.1 84 7.8 0.0
PF factor 1.0.00 1. 0.0.0 1. 00.0 1.0.00. 10.00 10.0.0 1.00.0. 1. 00.0. 1. 00.0. 1.00.0. 1. 0.00. 1. 000.
Control delay 30.0. 54.9 50.6 67.8 51.9 40..7 50..7 30..7 40 591 336 33
lane group LOS C 0 0 E 0 0 0 C A E C A
Apprch. delay 45.9 65.1 292 340
Approach LOS 0 E C C
Intersec delay 364 Intersection LOS 0
J/CS1000 1 M
Copvnghl iE' 2000 UmHr,llV of Flonda, All Right~ R"eTved
Ver~ion 4 Ie
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CLARlAN HEALm - NORm HOSPITAL
TRAFFIc IMPACT ANALYSIS
PENNSYLVANIA STREET & 106TH STREET
INTERSECTION DATA
TRAFFIC VOLUME COUNTS
AND
CAPACITY ANALYSES
37 l
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
106TH STREET & PENNSYLVANIA STREET (05)
OCTOBER 17, 2002
NORTHBOUND
EASTBOUND
SOUTHBOUND
WESTBOUND
PEAK HOUR DATA
AM PEAK OFF PEAK PM PEAK
HR BEGIN 7:30 AM HR BEGIN 4:45 PM
L T R TOT L T R TOT L T R TOT
6 207 8 221 22 231 52 305
352 146 37 535 313 433 9 755
28 173 135 336 94 161 281 536
69 381 76 526 13 247 33 293
HOUR SUMMARY
HOUR NB SB NB+SB EB WB EB+WB TOTAL
- AM -
6- 7 37 61 98 166 209 375 473
7- 8 185 275 460 477 484 961 1421
8- 9 166 278 444 429 451 880 1324
- PM -
3- 4 118 307 425 335 269 604 1029
4- 5 190 571 761 525 253 778 1539
5- 6 295 459 754 722 293 1015 1769
TOTAL 991 1951 2942 2654 1959 4613 7555
13.1% 25.8% 38.9% 35.1% 25.9% 61.1% 100.0%
- AM PEAK VOLUMES -
15-MIN 75 104 149 152
HOUR 221 336 535 526
PHF 0.74 0.81 0.90 0.87
- PM PEAK VOLUMES -
15-MIN 88 164 203 81
HOUR 305 604 755 293
PHF 0.87 0.92 0.93 0.90
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A & F ENGINEERING CO., INC. D
TRAFFIC VOLUME SUMMARY 0
CLIENT CLARIAN HEALTH
LOCATION 106TH STREET & PENNSYLVANIA STREET (OS) 0
DATE OCTOBER 1 7 , 2002
DIRECTION OF TRAVEL NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK
AM
6- 7 4 0 4 27 1 28 5 0 5 36 1
7- 8 2 0 2 174 2 176 5 2 7 181 4
8- 9 9 1 10 148 0 148 8 0 8 165 1
PM
3- 4 23 1 24 66 3 69 25 0 25 114 4 11
4- 5 18 0 18 141 1 142 28 2 30 187 3 19
5- 6 17 0 17 230 2 232 46 0 46 293 2 29
PASSENGER 73 786 117 976 D
97.3% 98.9% 96.7% 98.5%
TRUCK 2 9 4 15 0
2.7% 1.1% 3.3% 1. 5%
BOTH 75 795 121 991
7.6% 80.2% 12.2% 100.0% 0
DIRECTION OF TRAVEL : EASTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK
AM
6- 7 100 0 100 56 1 57 8 1 9 164 2
7- 8 302 2 304 146 3 149 24 0 24 472 5
8- 9 246 1 247 142 11 153 29 0 29 417 12
PM
3- 4 79 3 82 233 10 243 9 1 10 321 14
4- 5 161 3 164 348 6 354 7 0 7 516 9
5- 6 291 1 292 414 5 419 10 1 11 715 7
PASSENGER 1179 1339 87 2605 0
99.2% 97.4% 96.7% 98.2%
TRUCK 10 36 3 49 0
0.8% 2.6% 3.3% 1. 8%
BOTH 1189 1375 90 2654
44.8% 51.8% 3.4% 100.0% 0
---- - 0
39
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
106TH STREET & PENNSYLVANIA STREET (05)
OCTOBER 17, 2002
DIRECTION OF TRAVEL
SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 8 0 8 23 0 23 29 1 30 60 1 61
7- 8 25 0 25 133 0 133 117 0 117 275 0 275
8- 9 30 1 31 125 0 125 118 4 122 273 5 278
PM
3- 4 65 0 65 90 1 91 150 1 151 305 2 307
4- 5 73 1 74 194 0 194 301 2 303 568 3 571
5- 6 84 0 84 133 0 133 242 0 242 459 0 459
PASSENGER 285 698 957 1940
99.3% 99.9% 99.2% 99.4%
TRUCK 2 1 8 11
0.7% 0.1% 0.8% 0.6%
BOTH 287 699 965 1951
14.7% 35.8% 49.5% 100.0%
DIRECTION OF TRAVEL WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 9 0 9 166 9 175 25 0 25 200 9 '209
7- 8 45 0 45 363 12 375 63 1 64 471 13 484
8- 9 52 0 52 324 16 340 59 0 59 435 16 451
PM
3- 4 7 0 7 217 13 230 31 1 32 255 14 269
4- 5 15 0 15 206 4 210 28 0 28 249 4 253
5- 6 9 0 9 254 1 255 28 1 29 291 2 293
PASSENGER 137 1530 234 1901
100.0% 96.5% 98.7% 97.0%
TRUCK 0 55 3 58
0.0% 3.5% 1. 3% 3.0%
BOTH 137 1585 237 1959
7.0% 80.9% 12.1% 100.0%
40
Short Report
Page 1 0
3fiM~/
SHORT REPORT
General Information Site Information
Analyst RMB Intersection 106th Street & Penn. U
Agency or Co. A&F Engineering Parkway
Area Type A/f other areas
Date Performed 11/1/02 Jurisdiction Carmel 0
Time Period AM Peak Analysis Year Existing
Volume and Timing Input
EB WB NB SB Rfl
LT TH RT LT TH RT LT TH RT LT TH
Num. of Lanes 1 1 0 1 1 0 0 1 0 1 1 1-
ILane group L TR L TR LTR L T 1~
lVolume (v ph) 352 146 37 69 381 76 6 207 8 28 173
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 o~-o
I\ctuated (PIA) A A A A A A A A A A A
:,tartup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.( 1
I\rrival type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3. r
Ped/Bike/RTOR Volume 0 9 0 19 0 2 0 6h
Lane Width 11.0 11.0 11.0 12.0 110 11.0 12.0 12.
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr iJ
Bus stops/hr 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Phasing Excl. Left EW Perm 03 04 SB Only NS Perm 07 08 U
liming G = 14.0 G = 40.0 G= G= G = 7.0 G = 17.0 G= G=
Y= 3 Y = 5 y= Y= Y= 3 Y = 5 y= Y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 94.0 {}
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 391 193 77 486 244 31 192 76 l
Lane group cap. 457 726 680 755 312 210 520 < 44'-
vIe ratio 0.86 0.27 0.11 0.64 0.78 0.15 0.37 a.1D
Green ratio 0.61 0.43 0.61 0.43 0.18 0.29 0.29 0.2
Unif. delay d1 13.4 17.5 7.9 21.4 36.7 25.7 26.7 25.1
Delay factor k 0.39 0.11 0.11 0.22 0.33 0.11 0.11 0.1 r
Increm. delay d2 14.7 0.2 0.1 1.9 12.2 0.3 0.4 0.2-
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.0
Control delay 28.2 17. 7 8.0 23.3 48.9 260 27.2 25.
Lane group LOS C B A C 0 C C Cn
Apprch. delay 24.7 21.2 48.9 26.6
Approach LOS C C 0 C
lntersec. delay 27.3 Intersection LOS C versio-U
1~1 y s. ,
HCSJOOO
(oP) nghl rQ 2000 Um er . 't: of Flonda. All Rlghls Rescn ed
41
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Page 1 of
3Pn~/
SHORT REPORT
General Information Isite Information
Analyst RMB Intersection 106th Street & Penn.
Parkway
Agency or Co. A&F Engineering ~rea Type All other areas
Date Performed 11/1/02 ~urisdiction Carmel
~ime Period PM Peak fAnalysis Year Existing
Volume and Timing Input
EB WB NB SB
LT TH RT IT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 0 1 1 0 0 1 0 1 1 1
ane group L TR L TR LTR L T R
Volume (vph) 313 433 9 13 247 33 22 231 52 94 161 281
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
IPHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
fActuated (PIA A A A A A A A A A A A A
Istartup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 2 0 8 0 13 0 140
Lane Width 11.0 11.0 11.0 12.0 11.0 11.0 120 12.0
IParking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parkinglhr
Bus stops/hr 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 30 30 3.0 30 3.0
Phasing Exel. Left EW Perm 03 04 SB Only NS Perm 07 08
Timing G = 7.0 G = 35.0 G= G= G = 7.0 G = 23.0 G= G=
Y= 3 Y= 5 Y= Y= Y = 3 Y= 5 Y= Y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 88.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 348 489 14 302 324 104 179 157
ane group cap. 445 694 308 710 435 281 679 577
Iv/c ratio 0.78 0.70 0.05 0.43 0.74 0.37 0.26 0.27
Green ratio 0.51 0.40 0.51 0.40 0.26 0.38 0.38 0.38
Unif. delay d1 21.2 22.2 12.9 19.2 29.8 20.2 19.1 19.1
Delay factor k 0.33 0.27 0.11 0.11 0.30 0.11 0.11 0.11
Increm. delay d2 8.8 3.3 0.1 0.4 6.9 0.8 0.2 0.3
PF factor 1.000 1.000 1.000 1000 1000 1.000 1.000 1.000
~ontrol delay 30.0 25.4 12.9 19.6 36.7 21.0 19.3 19.4
lane group LOS C C B B 0 C B B
Apprch. delay 27.3 19.3 36.7 19.7
Approach LOS C B 0 B
Intersec. delay 25.8 Intersection LOS C
HCS:OOO™
Copyright <i) :WOO Uniwrsitv of Florida. .-\11 Rights Reserwd
Version 4. J r
file://C:\WJNDOWS\TEMP\s2kFl71.TMP
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11/7/02
Short Report
Page 1 LJ
3 11M 5 b
SHORT REPORT
General Information Site Information
IAnalyst RMB Intersection 106th Street & Penn. U
I\gency or Co. A&F Engineering Area Type Parkway
Date Performed 11/1/02 All other areas
ime Period AM Peak Jurisdiction Carmel n
Analysis Year Existing+Proposed
Volume and Timinq Input
EB WB NB SB Ril
LT TH RT LT TH RT LT TH RT LT TH
Num. of Lanes 1 1 0 1 1 0 0 1 0 1 1 1-
Lane group L TR L TR LTR L T 1~-D
Volume (vph) 352 146 123 69 381 76 32 207 8 28 173
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 O:-D
Actuated (PIA) A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Exl. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 . 230ft
Arrival type 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0-
Ped/Bike/RTOR Volume 0 30 0 19 0 2 0 67n
Lane Width 11.0 11.0 11.0 12.0 11.0 11.0 12.0 12.q
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N-
Parkinglhr oD
Bus stops/hr 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Phasing Excl. Left EW Perm 03 04 SB Only NS Perm 07 08 U
ITiming G = 14.0 G = 39.0 G= G= G = 7.0 G = 19.0 G= G=
Y= 3 Y= 5 Y= Y= Y = 3 Y= 5 Y= Y=
Duration of Analysis (hrs) = 0.25 Cycle LenQth C = 95.0 D
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 391 265 77 486 273 31 192 76U
Lane group cap. 436 676 600 728 325 230 553 .. 469
',Jlc ratio 0.90 0.39 0.13 0.67 0.84 0.13 0.35 b.1~D
Green ratio 0.59 0.41 0.59 0.41 0.20 0.31 0.31 0.31
Unit. delay d1 14.6 19.7 8.9 22.7 36.5 25.0 25.6 24.1
Delay factor k 0.42 0.11 0.11 0.24 0.38 0.11 0.11 0.111
Increm. delay d2 20.8 0.4 0.1 2.4 17.5 0.3 0.4 0.2
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.0;D
Control delay 35.4 20.0+ 9.0 25.1 54.1 25.3 26.0 24.3
Lane group LOS D C A C D C C C n'
Apprch delay 29.2 22.9 54.1 25.5 U
Approach LOS C C D C
Intersec. delay 30.4 Intersection LOS C I
> Hi Co .Ii .hl e, 7000 Universilv of Florida. All Ruthts Resernd VeJsion--wc
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SHORT REPORT
General Information Site Information
A.nalyst RMB Intersection 106th Street & Penn.
Parkway
!Agency or Co. A&F Engineering fl\rea Type All other areas
Date Performed 1//1/02 Jurisdiction Carmel
Irime Period PM Peak fl\nalysis Year Ex ist;ng+ Proposed
Volume and TiminQ Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of lanes 1 1 0 1 1 0 0 1 0 1 1 1
ane group L TR L TR LTR L T R
Volume (vph) 313 433 45 13 247 33 126 231 52 94 161 281
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
A.ctuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 2 0 8 0 13 0 140
Lane Width 1/.0 11.0 1/.0 12.0 11.0 11.0 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 30 I 13.0 3.0 3.0
Phasing Exel. Left EW Perm 03 04 SB Only NS Perm 07 08
irning G =: 7.0 G = 35.0 G= G= G= 7.0 G = 34.0 G= G=
Y= 3 Y = 5 y= Y= y == 3 y= 5 y= y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 99.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
A.dj. flow rale 348 529 14 302 440 104 179 157
lane group cap. 373 610 212 631 490 381 804 684
v/c ratio - 0.93 0.87 0.07 0.48 0.90 0.27 0.22 0.23
Green ratio 0.45 0.35 0.45 0.35 0.34 0..44 0..44 0..44
Unit. delay d1 30.6 29.8 18.5 24.9 30..9 18.7 17.0. 17.0.
Delay factor k 0.45 OAG 0..11 0..11 0.42 0..11 0.11 0.11
Increm delay d2 30..1 12.6 0.1 0..6 19.2 0..4 0..1 0.2
PF factor 1.000. 1.000 1.000 1.0.00 1.0.0.0 1.000 1.000 1.000
Control delay 60.7 42.4 18.6 25.5 50..0. 19.1 17.1 17.2
Lane group LOS E 0 B C 0 B B B
Apprch. delay 49.7 25.2 50.0. 17.6 .
Approach LOS 0 C 0 B i
Inlersec delay 39.2 Intersection LOS 0 I
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Copyright <!') 2000 Unl\TJsity of Florida, All RighlS Reserved
Version 4_ J{
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Page] lJ
SHORT REPORT 3/1~5~
General Information Site Information
Intersection 106th Street & Penn. 0
~nalyst RMB Parkway
lAgency or Co. A&F Engineering Area Type All other areas
Date Performed 1111/02 Jurisdiction Carmel 0
trime Period AM Peak Analysis Year Year 2012 wi Planned
Improv.
Volume and Timing Input
EB WB NB SB RiJ
LT TH RT LT TH RT LT TH RT LT TH
Num. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0
ane group L TR L TR L TR L TR I [
Volume (vph) 440 183 46 86 476 95 8 212 10 35 177 16~
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 o;U
Actuated (PIA) A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 U
Arrival type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 11 0 23 0 2 0 42U
lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr JJ
Bus stops/hr 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 11
Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08
Timing G = 25.0 G = 36.0 G= G= G = 7.0 G = 13.0 G= G= -
Y= 3 Y = 5 Y= y= Y = 3 Y = 5 Y= y=
Duration of Analysis (hrs) = 025 Cycle Length C = 97.0 JJ
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB D
Adj. flow rate 489 242 96 609 9 245 39 338
lane group cap. 518 655 778 658 199 458 231 432 __
vlc ratio 0.94 0.37 0.12 0.93 0.05 0.53 0.17 0.78 U
Green ratio 0.66 0.37 0.66 0.37 0.24 0.13 0.24 0.13
Unit. delay d1 27.8 22.2 6.5 29.2 28.8 39.2 29.1 40.6 D
Delay factor k 0.46 0.11 0.11 0.44 0.11 0.14 O. 11 0.33
Increm. delay d2 26.2 0.4 0.1 19.1 0.1 1.2 0.3 9.1
PF factor 1.000 1.000 1.000 1. 000 1.000 1.000 1.000 1.000 I r
Control delay 22.6 6.5 48.3 29.5 49.7 -
54.0 28.9 40.4
ane group lOS 0 C A 0 C 0 C 0
Apprch. delay 43.6 42.7 40.0 47.6
Approach LOS 0 0 0 0 D
Inter sec. delay 43.6 Intersection LOS 0
HCS?OnoH1
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SHORT REPORT
General Information Isite Information
Intersection 106th Street & Penn.
Analyst RMB Parkway
Agency or Co. A&F Engineering ~rea Type All other areas
Date Performed 11/1/02 Wurisdiction Carmel
Time Period PM Peak ~nalysis Year Year 2012 wi Planned
Improv.
Volume and Timing Input
EB WB NB SB
LT TH RT IT TH RT IT TH RT LT TH RT
Num. of lanes 1 1 0 1 1 0 1 2 0 1 2 0
lane group L TR L TR L TR L TR
Volume (vph) 391 541 11 16 309 41 28 237 65 118 165 351
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuat~d (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 2 0 10 a 16 a 87
Lane Width 12.0 12.0 12.0 120 12.0 12.0 12.0 12.0
Park jng/Grade/Par king N a N N 0 N N 0 N N a N
Parking/hr
Bus stops/hr 0 a 0 0 0 0 0 a
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Phasing Excl. Left EW Perm 03 04 Excl. left NS Perm 07 08
Timing G= 80 G = 41.0 G= G= G= 7.0 G = 16.0 G= G=
y= 3 y= 5 Y= y= y= 3 y = 5 y= Y=
Duration of Analysis (hrs) = 0.25 Cycle Length C ::: 88.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
~dj. flow rate 434 611 18 377 31 317 131 476
Lane group cap. 505 841 333 832 219 609 271 567 ...
~/c ratio 0.86 0.73 0.05 0.45 0.14 0.52 0.48 0.84
Green ratio 0.59 0.47 0.59 0.47 0.30 0.18 0.30 0.18
Unit. delay d1 19.9 19.0 10.8 15.9 23.0 32.5 24.0 34.8
Delay factor k 0.39 0.29 0.11 0.11 0.11 0.13 0.11 0.37
Increm. delay d2 139 3.2 0.1 0.4 0.3 0.8 1.4 10.8
PF factor 1. 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Control delay 339 22.2 10.9 16.3 23.3 33.3 25.4 45.6
Lane group LOS C C B B C C C D
Apprch. delay 27.0 16.1 32.4 41.2
Approach LOS C B C D
Intersec. delay 29.6 Intersection LOS C
3
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Short Report
Page I 0.
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SHORT REPORT
General Information Site Information
Intersection 106th Street & Penn. U
I\nalyst TSV Parkway
I\gency or Co. A&F Engineering I\rea Type All other areas
Date Performed 1116102 Jurisdiction Carmel 0
Time Period AM Peak I\nalysis Year Yr 2012 + PD wi Plan.
Improv.
Volume and Timing Input
EB WB NB SB RU
LT TH RT IT TH RT IT TH RT LT TH
Num. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0
Lane group L TR L TR L TR L TR r
Volume (v ph) 440 183 132 86 476 95 34 212 10 35 177 16 r
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 o.n
Actuated (P/A) A A A A A A A A A A A A-
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 U
Arrival type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
'Ped/Bike/RTOR Volume 0 33 0 23 0 2 0 4U
Lane Width 12.0 120 12.0 12.0 12.0 12.0 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr J
Bus stops/hr 0 0 0 0 0 0 0 0
Unit Extension 30 3.0 3.0 3.0 3.0 3.0 3.0 3.0 n
Phasing Exel. left EW Perm 03 04 Exel. left NS Perm 07 08
G = 29.0 G = 40.0 G= G= G = 7.0 G = 15.0 G= G= -
!riming
y= 3 Y = 5 y= y= y= 3 Y = 5 y= y= J
Duration of Analysis (hrs) = 0.25 Cycle length C = 107.0
Lane Group Capacity, Control Delay, and LOS Determination
. WB NB SB
EB W-
Adj. flow rate 489 313 96 609 38 245 39 338
.
lane group cap. 534 641 744 663 185 479 223 452
v/c ratio 0.92 0.49 0.13 0.92 0.21 0.51 0.17 0.75 l
Green ratio 0.67 0.37 0.67 037 0.23 0.14 0.23 0.14 -
Unif. delay d 1 30.4 25.7 7.1 31.9 32.6 42.6 32.4 44.2 {}
Delay factor k 0.43 0.11 0.11 0.44 0.11 0.12 0.11 0.30
Increm. delay d2 20.6 0.6 0.1 17.9 0.6 0.9 0.4 6.8
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11
Control delay 51.0 26.2 7.2 49.9 33.2 435 328 50.9
lane group LOS 0 C A 0 C 0 C 0
Apprch. delay 41.4 44.1 42.1 49.1
Approach lOS 0 0 0 0 -0-
Intersec. delay 43.7 Intersection LOS 0
HC5JOOOB1
Cop'righl <j) 2000 Univnsity of f1orida. All Righls Resened
Version 4.
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.5P.MS YA
SHORT REPORT
General Information Site Information
Intersection 106th Street & Penn.
Analyst TSV Parkway
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 1116102 Jurisdiction Carmel
Time Period PM Peak Analysis Year Yr 2012 + PD wi Plan.
Improv.
Volume and TiminQ Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0
Lane group L TR L TR L TR L TR
Volume (vph) 391 541 47 16 309 41 132 237 65 118 165 351
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (P/A A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. qreen 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 11 0 10 0 16 0 87
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0 0
Unit Extension 3.0 30 3.0 3.0 3.0 3.0 3.0 3.0
Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08
Timing G= 10.0 G = 37.0 G= G= G = 7.0 G = 19.0 G= G=
Y = 3 Y = 5 Y= y= Y = 3 Y= 5 Y= y=
Duration of Analysis (hrs) = 0.25 Cycle Lenqth C = 89.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
I\dj. flow rate 434 641 18 377 147 317 131 476
Lane group cap. 480 745 289 742 239 715 304 666 :
'r-;/c ratio 0.90 0.86 0.06 0.51 0.62 0.44 0.43 0.71
~reen ratio 0.56 0.12 056 0.42 0.33 0.21 0.33 0.21
Unif. delay d1 22.5 23.7 13.4 19.3 23.0 30.1 22.2 32.5
Delay factor k 0.13 0.39 0.11 0.12 0.20 0.11 0.11 0.28
Increm. delay d2 20.1 10.0 0.1 0.6 4.7 0.4 1.0 3.7
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Control delay 42.9 33.7 135 19.8 27. 7 30.8 23.2 36.1
Lane group LOS 0 C 8 8 C C C 0
Apprch. delay 37.4 196 29.8 33.3
Approach LOS 0 8 C C
Intersec. delay 323 Intersection LOS C
HCS;OOOlM
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Velsion 4 J
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CLARlAN JlEALl1l - NORTIJ HOSPITAL
TRAFFIc IMPACT ANAL YSlS
PENNSYLVANIA STREET & 103RD STREET
INTERSECTION DATA
TRAFFIC VOLUME COUNTS
AND
CAPACITY ANALYSES
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & PENNSYLVANIA STREET (07)
OCTOBER 22, 2002
NORTHBOUND
EASTBOUND
SOUTIlBOUND
WESTBOUND
PEAK HOUR DATA
AM PEAK OFF PEAK PM PEAK
HR BEGIN 7:30 AM HR BEGIN 4:30 PM
L T R TOT L T R TOT L T R TOT
93 68 2 163 103 69 5 177
168 79 194 441 119 135 69 323
6 110 66 182 23 98 208 329
7 88 26 121 3 44 14 61
HOUR SUMMARY
HOUR NB SB NB+SB EB WB EB+WB TOTAL
- AM -
6- 7 44 31 75 144 53 197 272
7- 8 124 156 280 350 108 458 738
8- 9 145 121 266 379 77 456 722
- PM -
3- 4 156 132 288 166 25 191 479
4- 5 199 295 494 228 52 280 774
5- 6 172 250 422 333 55 388 810
TOTAL 840 985 1825 1600 370 1970 3795
22.1% 26.0% 48.1% 42.2% 9.7% 51.9% 100.0%
- AM PEAK VOLUMES -
15-MIN 50 66 131 40
HOUR 163 182 441 121
PHF 0.82 0.69 0.84 0.76
- PM PEAK VOLUMES -
15-MIN 66 110 101 27
HOUR 207 330 348 64
PHF 0.78 0.75 0.86 0.59
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A & F ENGINEERING CO., INC.
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & PENNSYLVANIA STREET (07)
OCTOBER 22, 2002
DIRECTION OF TRAVEL
NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTr
AM
6- 7 31 1 32 12 0 12 0 0 0 43 1
7- 8 71 1 72 49 1 50 2 0 2 122 2
8- 9 82 1 83 55 1 56 5 1 6 142 3
PM
3- 4 III 2 113 35 4 39 4 0 4 150 6
4- 5 133 2 135 56 2 58 6 0 6 195 4
5- 6 100 0 100 68 0 68 4 0 4 172 0
PASSENGER 528 275 21 824
98.7% 97.2% 95.5% 98.1%
TRUCK 7 8 1 16
1. 3% 2.8% 4.5% 1. 9%
BOTH 535 283 22 840
63.7% 33.7% 2.6% 100.0%
DIRECTION OF TRAVEL EASTBOUND
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HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOt
AM
6- 7 47 1 48 11 0 11 83 2 85 141 3 ;:.144
7- 8 150 1 151 45 0 45 153 1 154 348 2 ~D
8- 9 131 2 133 71 1 72 172 2 174 374 5
PM
3- 4 53 2 55 47 1 48 63 0 63 163 3 ~D
4- 5 69 0 69 89 1 90 68 1 69 226 2
5- 6 130 1 131 129 0 129 73 0 73 332 1
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PASSENGER 580 392 612 1584 0
98.8% 99.2% 99.0% 99.0%
TRUCK 7 3 6 16 0
1. 2% 0.8% 1. 0% 1. 0%
BOTH 587 395 618 1600
36_7% 24.7% 38.6% 100.0% 0
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & PENNSYLVANIA STREET (07)
OCTOBER 22, 2002
DIRECTION OF TRAVEL
SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 0 0 0 18 0 18 12 1 13 30 1 31
7- 8 3 0 3 97 0 97 56 0 56 156 0 156
8- 9 7 0 7 66 1 67 46 1 47 119 2 121
PM
3- 4 7 1 8 36 4 40 82 2 84 125 7 132
4- 5 10 1 11 70 0 70 211 3 214 291 4 295
5- 6 20 0 20 93 0 93 136 1 137 249 1 250
PASSENGER 47 380 543 970
95.9% 98.7% 98.5% 98.5%
TRUCK 2 5 8 15
4.1% 1.3% 1.5% 1.5%
BOTH 49 385 551 985
5.0% 39.1% 55.9% 100.0%
DIRECTION OF TRAVEL WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM .
6- 7 2 0 2 46 0 46 5 0 5 53 0 53
7- 8 3 0 3 84 0 84 19 2 21 106 2 108
8- 9 13 0 13 44 0 44 20 0 20 77 0 77
PM
3- 4 5 0 5 13 2 15 5 0 5 23 2 25
4- 5 4 0 4 38 0 38 10 0 10 52 0 52
5- 6 2 0 2 40 1 41 12 0 12 54 1 55
PASSENGER 29 265 71 365
100.0% 98.9% 97.3% 98.6%
TRUCK 0 3 2 5
0.0% 1.1% 2.7% 1.4%
BOTH 29 268 73 370
7.8% 72.4% 19.7% 100.0%
52
All-Way Stop Control
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ALL-WAY STOP CONTROL ANALYSIS
General Information ite Information U
I\nalvst RMB ntersection 103rd Slreet & Penn. Pkwy.
I\Qencv/Co. A&F Enqineerina urisdiction Carmel
Date Performed 11/1/02 nalvsis Year IExistinq il
Analvsis Time Period AM Peak
Proiect ID Clarian Heaf/h
EastlWest Street: 103rd SImer lNorth/South Street: Penn. Parkway il
Volume Adiustments and Site Characteristics
I\pproach Eastbound Westbound --
Movement l T R l T R
u'olume 168 79 194 7 88 26 D
YoThrus left lane 50 50
Il,pproach Northbound Southbound
Movement l T R l T R il
~oJume 93 68 2 6 110 66
Yo Thrus left lane 50 50 ..
Eastbound Westbound Northbound Southbound D
11 l2 11 L2 11 l2 11 l2
~onfiguration L TR LTR LT R LTR
PHF 0.90 0.90 0.90 0.90 0.90 0.90 il
low Rate 186 302 132 178 2 201
Yo Heavy Vehicles 5 5 5 5 5 5 -..-
No. lanes 2 1 2 1
Geometry Group 5 4b 5 4b U
Duration, T 0.25
Saturation Headway Ad'ustment Worksheet
Prop. left-Turns 1.0 0.0 0.1 0.6 0.0 0.0 U
Prop. Right-Turns 0.0 0.7 0.2 0.0 1.0 0.4
Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0
hLT .adj 0.5 0.5 0.2 0.2 0.5 0.5 0.2 0.2 U
hRT.adj -0.7 -0.7 -0.6 -0.6 -0.7 -0.7 -0.6 -0.6
"HV.adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7
"adj, computed 6.61 6.61 6.61 6.61 6.61 6.61 l [
Departure Headway and Service Time ..
.
,",d, initial value 3.20 3.20 3.20 3.20 3.20 . 3.20
, initial 0.17 0.27 0.12 0.16 0.00 0.18 U
hd, final value 6.61 6.61 6.61 661 6.61 6.61
x, frnal value 0.34 0.47 0.24 0.35 0.00 0.36
Move.up time, m 2.3 2.3 2.3 2.3 3.3 D
~ervice Time . 4.3 . 3.3 . 4.3 I 3.3 4.3 I 3.3 4.3
ICapacity and level of Service
. D
Eastbound Westbound Northbound Southbound
11 l2 11 l2 11 l2 11 l2
!capacity 436 552 382 428 252 451
Delay 12.70 13.17 11.27 13.33 8.70 12.69 U
os 8 8 8 8 A 8
!APproach: Delay 12.99 11.27 13.28 12.69 11
lOS 8 8 8 8
Intersection Delay 12.75 -
Intersection LOS 8
53
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AIl- Way Stop Control
Page J of
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ALL-WAY STOP CONTROL ANAL YSIS
General Information Site Information
i\i1alvst IRMa Intersection 103Td Street & Penn. Pkwy.
Aoency/Co. IA&F Engineering lJurisdiction Carmel
Date Performed 11/1/02 v-matvsis Year IExisting
Analvsis Time Period !PM Peak
Proiect ID Clarian Health
EasllWest Street: 103Td StTeet !North/South Street: Penn. Parkway
IVolume Adjustments and Site Characteristics
lAPProach Eastbound Westbound
Movement l T R l T R
Volume 119 135 69 3 44 14
Yo Thrus left lane 50 50
Approach Northbound Southbound
Movement l T R l T R
Volume 103 69 5 -23 98 208
Yo Thrus left lane 50 50
Eastbound Westbound Northbound Southbound
11 l2 11 l2 11 l2 11 l2
!Configuration L TR LTR LT R LTR
PHF 0.90 0.90 0.90 0.90 0.90 0.90
Flow Rate 132 226 66 190 5 364
Yo Heavy Vehicles 5 5 5 5 5 5
No. lanes 2 1 2 1
Geometry Group 5 4b 5 4b
Duration. T 025
Isaturation Headwav Ad.ustment Worksheet
Prop. left-Turns 1.0 0.0 00 06 00 0.1
Prop. Right-Turns 0.0 03 0.2 0.0 1.0 06
Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 00 0.0
hLT.adj 0.5 05 02 02 05 0.5 0.2 0.2
hRT -adj -OJ -0.7 -0.6 -06 -0.7 -0.7 -06 -0.6
hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7
jhadj. computed 6.93 6.93 6.93 I 6.93 I 693 I 6.93 I
i/P~5 /
o
o
D
D
D
o
o
o
o
D
D repartu,e Headway an~ Se",'ce Ti+
3.20 3.20 3.20 3.20 3.20 -
d. inilial value 3.20 ..,
Ix. inilial 0.12 0.20 0.06 0.17 0.00 0.32
"'d. final value 6.93 693 6.93 6.93 6.93 6.93
ix. fInal value 0.25 0.39 0.13 0.36 0.01 0.59
Move.up lime. m 2.3 2.3 2.3 2.3
Service Time 4.6 I 39 4.6 I 3.9 I 4.6 r 3.9 I 4.6 I 3.9
o
D ~apacity and level of sf",'ce
o
Eastbound Weslbound Northbound Southbound
11 l2 11 l2 11 12 l1 12
!capacity 382 476 316 440 255 596
Delay 11.97 12.76 10.61 13.21 8.51 16.75
lOS B B B B A C
Approach: Delay 12.47 1061 13.09 16.75
LOS B B B C
Intersection Delay 14.05
Intersection LOS B
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All-Way Stop Control
Page I Q
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ALL-WAY STOP CONTROL ANALYSIS
General Information Site Information U
Analyst RMB Intersection 103rd Street & Penn. PkWy.
AQency/Co. A&F EngineerinQ lJurisdiction Carmel
Date Performed 11/1/02 ~alysis Year 'XistinQ-t Proposed 11
Analysis Time Period AM Peak
IProiectlD Ctarian Health
Ir-- asVWest Street: 103rd Street lNorth/South Street: Penn. Parkway
'olume Adjustments and Site Characteristics I r
\pproach Eastbound Westbound -
vtovement l T R l T R
Volume 168 79 736 7 88 26 D
YoThrus left lane 50 50
Approach Northbound Southbound
Movement l T R l T R
f,tolume 259 68 2 6 110 66 U
Yo Thrus left lane 50 50
Eastbound Westbound Northbound Southbound il
11 L2 11 l2 11 l2 11 l2
K:;onfiguration L TR LTR LT R LTR ..
DHF 0.90 0.90 0.90 0.90 0.90 0.90 11
low Rate 186 904 132 362 2 201
Yo Heavy Vehicles 5 5 5 5 5 5 IIIlI
-
No. lanes 2 1 2 1
Geometry Group 5 4b 5 4b U
Duration, T 0.25
Saturation Headwav Ad'ustment Worksheet
Drop. left. Turns 1.0 0.0 0.1 0.8 0.0 0.0 U
Prop. Right-Turns 0.0 0.9 0.2 0.0 1.0 0.4
Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0
hLT.adj 0.5 0.5 0.2 0.2 0.5 0.5 0.2 0.2 U
hRT.adj -0.7 -0.7 -0.6 -0.6 -0.7 -0.7 -0.6 -0.6
IhHV.adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7
~adj, computed 7.75 7.75 7.75 7.75 7.75 7.75 U
Departure Headwav and Service Time
~d. initial value 3.20 320 3.20 3.20 3.20 3.20 ,,'
, initial 0.17 0.80 0.12 0.32 0.00 0.18 U
ihd. f.nal value 7.75 7.75 7.75 7.75 7.75 7.75
. final value 0.40 1.66 0.31 0.82 0.00 0.45
!Move-up time. m 2.3 2.3 2.3 2.3 4.3D
Iservice Time 5.5 4.3 5.5 I 4.3 5.5 4.3 5.5
Capacity and level of Service
Eastbound Westbound Northbound Southbound D
11 l2 11 l2 11 l2 11 L2
apacity 436 904 382 439 252 432
Delay 15.54 320.66 14.70 38.43 9.75 17.07 U
LOS C F B E A C
Approach: Delay 268.59 14.70 3828 17.07
LOS F 8 E C \ t
Intersection Delay 174.63 -
Inte.section LOS F D
-. ~
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11 nm
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All-Way Stop Control
Page I of:
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All-WAY STOP CONTROL ANALYSIS
General Information ite Information
V\nalyst 'f?M8 ntersection 103rd Street & Penn Pkwy.
Agency/Co. f4&F Engineering urisdiction Carmel
Date Performed 11/1102 . lVlalysis Year lE;tisting + Proposed
Analysis Time Period !PM Peak
Project ID Clarian Health
E asVWest Street 103rd Street INorth/South Street: Penn Parkway
olume Adjustments and Site Characteristics
.pproach Eastbound Westbound
ovemenl l T R l T R
Volume 119 135 295 3 44 14
10Thrus Left Lane 50 50
Approach Northbound Southbound
Movement l T R l T R
IVolume 755 69 5 23 98 208
X,Thrus Left lane 50 50
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 l2 L1 L2
"onfiguration L TR LTR LT R LTR
PHF 0.90 0.90 0.90 0.90 0.90. 0.90
F low Rate 132 477 66 914 5 364
10 Heavy Vehicles 5. 5 5 5 5 5
No. Lanes 2 1 2 1
!Geometry Group 5 4b 5 4b
Duration, T 025
Saturation Headway Ad.ustment Worksheet
Prop. Left.Turns 1.0 0.0 0.0 0.9 0.0 0.1
Prop. Right-Turns 0.0 0.7 02 0.0 1.0 0.6
Prop Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 00
hL T.adj 0.5 05 02 02 05 0.5 02 0.2
hRT.adJ -0.7 -0.7 -06 -0.6 -0.7 -0.7 -06 -0.6
IhHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7
lhadj, computed 8.38 8.38 8.38 I 8.38 I 8.38 I 8.38 I
// P /11..5 J-.
o
D
D
~
D
o
o
D
o
D
o Fepartu,e Headway and Serv;ce T;+
d. initial value I 3.20 3.20 3.20 3.20 3.20 3.20 ...,.
. inilial 0.12 0.42 0.06 0.81 0.00 0.32
hd, final value 8.38 8.38 8-38 8.38 8.38 8.38
;t. final value 0.31 0.98 0.18 2.13 0.01 0.79
Move.up time, m 2.3 2.3 2.3 2.3 I
i
~ervice Time 6.1 I 5.1 6.1 5.1 6.1 I 5.1 6.1 I 5.1 ,
I I I
o
o
Icapacity and level of Service
D
I Eastbound Westbound Northbound Southbound
L1 L2 11 12 L1 12 11 12
apacity 382 488 316 914 255 459
Delay 14.74 6191 14.43 533.01 9.96 33.56
LOS B F B F A 0
Approach: Delay 51.69 14.43 530. 16 33.56
LOS F B F 0
Intersection Delay 27164
Intersection LOS F
o
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Short Report
Page I Q
9' A f.,( 5 2Jl
SHORT REPORT
General Information Site Information
I\nalyst RMB Intersection Penn. Pkwy & 103rd Street
~gency or Co. A&F Engineering Area Type All other areas
pate Performed 11/6/02 Uurisdiction Carmel 0
:rime Period AM Peak Analysis Year Existing+Proposed -
Volume and TiminQ Input
EB WB NB SB RiJ
LT TH RT LT TH RT IT TH RT LT TH
Num. of Lanes 1 1 1 1 1 0 2 1 0 1 1 1
ane group L T R L TR L TR L T R r
volume (v ph) 168 79 650 7 88 26 233 94 2 6 196 66-
% Heavv veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 01D
Actuated (P/A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2~
!Arrival type 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 325 0 6 0 0 0 3D
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr oU
Bus stops/hr 0 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Phasinq Excl. Left EW Perm 03 04 NB Only NS Perm 07 08 t
Timing G = 7.0 G = 38.0 G= G= G = 10.0 G = 14.0 G= G= -
Y = 3 Y= 5 Y= Y= Y= 3 Y = 5 Y= Y=
Duration of Analysis (hrs) = 0.25 Cvcle lenqth C = 85.0 U
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB -37U
Adj. flow rate 187 88 361 8 120 259 106 7 218
ane group cap. 663 809 688 678 787 392 573 205 298 - .253
vIe ratio 0.28 0.11 0.52 0.01 0.15 0.66 0.18 0.03 0.73 o. ~{J-
Green ratio 0.56 0.45 0.45 0.56 0.45 0.12 0.32 0.16 0.16 0.1
Unif. delay d1 9.2 13.7 17.0 8.2 13.9 35.9 21.0 29.8 33.7 30.1J
Delay factor k 0.11 0.11 0.13 0.11 0.11 0.24 0.11 0.11 0.29 0.1-~
Inerem. delay d2 0.2 0.1 0.7 0.0 0.1 4.1 0.2 0.1 8.9 0.3
PF factor 1.000 1.000 1.000 1.000 1000 1.000 1.000 1.000 1.000 1.oq r
Icontrol delay 9.4 13.7 17.7 8.2 140 40.0 21.2 29.9 42.6 30.7
Lane group LOS A B B A B D C C D C
IApprch. delay 14.7 13.7 34.5 40.6
Approach LOS B B C D U
lntersec. delay 24.7 Intersection LOS C
HCS;OOOlM
("op~,ight <E> 2000 Uniw"ity of f1orida. All Rights Resened
Version 4_ J
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111710:
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Short Report
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SHORT REPORT
General Information Isite Information
Analyst RMB Intersection Penn. Pkwy & 103rd Street
~gency or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/02 Jurisdiction Carmel
Irime Period PM Peak Analysis Year Existing+Proposed
Volume and TiminQ Input
EB WB NB 5B
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 1 1 0 2 1 0 1 1 1
Lane group L T R L TR L TR L T R
!Volume (vph) 119 135 259 3 44 14 651 173 5 23 134 208
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 30 3.0 3.0
Ped/Bike/RTOR Volume 0 129 0 3 0 1 0 104
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parkingfhr
Bus stops/hr 0 0 0 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 30 3.0 3.0 3.0 30 3.0 3.0
PhasinQ Excl. Left EW Perm 03 04 NB Only NS Perm 07 08
Timing G= 7.0 G = 9.0 G= G= G = 200 G = 8.0 G= G=
y= 3 Y = 5 y= Y= y = 3 Y = 5 y= y=
Duration of Analysis (hrs) = 0.25 Cycle lenqth C = 60.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 132 150 144 3 61 723 196 26 149 116
Lane group cap. 352 272 231 341 263 1112 932 153 241 .205
vie ratio 0.38 0.55 0.62 0.01 0.23 0.65 0.21 0.17 0.62 '0.57
Green ratio 032 0.15 0.15 0.32 0.15 0.33 0.52 0.13 0.13 0.13
Unit. delay d1 15.4 23.6 23.9 14.2 22.5 17.0 7.9 23.1 24.6 24.4
Delay factor k 0.11 0.15 021 0.11 0.11 0.23 0.11 0.11 0.20 0.16
Inerem. delay d2 OJ 2.4 5.2 0.0 0.5 1.4 0.1 0.5 4.8 3.6
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1000 1.000 1.000 1.000
Control delay 16.1 260 29.1 14.3 22.9 18.4 8.0 23.6 29.3 28.0
Lane group LOS B C C B C B A C C C
Apprch. delay 24.0 22.5 16.2 28.3
!Approach LOS C C B C
Intersec. delay 20.4 Intersection LOS C
HC5l0001M
COP\'lIghl 'D 2000 Universlfy of Florida. All Righls Reserwd
Version 4_1<
58
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] ]/7/02
Akcelik & Associates pty Ltd - aaSIDRA 2.0.0.205
---------------------------------------------------
A&F Engineering
A&F Engineering Registered User No. A0654
Licence Type: Professional, Single Computer
Time and Date of Analysis
10:10 AM, Nov 6,2002
Filename: Z:\2002\02114-clarion\Capacity\Ch4ams2r.OUT
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
aaTraffic SIDRA US Highway Capacity Manual (2000) Version
RUN INFORMATION
* Basic Parameters:
Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Default Values File No. 11
Peak flow period (for performance): 15 minutes
Unit time (for volumes): 60 minutes (Total Flow Period)
Delay definition: Control delay
Geometric delay included
HCM Delay and Queue Models option selected
Level of Service based on: Delay (HCM method)
Queue definition: Back of queue, 95th Percentile
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
DEFAULT PARAMETERS
Default values for some of the important general parameters:
(Default Values File: DEFll.SDF)
I. Basic saturation flow: 1900 tcu/h
This value applies mainly to signalised intersections. For roundabouts
and sign-controlled intersections, it is used for determining capacity
of priority and continuous movements.
2. Through car equivalents for
L EFT
LV HV
Normal 1.053 2.000
Restricted 1.303 2.500
signalised intersections
THROUGH RIG H T
LV HV LV HV
1.000 2.000 1.176 2.000
1.426 2.500
3. Opposed turn
parameters (Roundabout)
Crit. Fol.up Min.
Gap Hdway Deps
V V 2.5
V V 2.5
V V 2.5
% Exit Flow
Opposing
o
o
o
Left turns :
Through
Right turns:
4. Cruise speed= 40 mi/h,
Approach Distance= 1800 ft
5. Queue space per vehicle In
Light vehicles: 25.0
feet
Heavy vehicles: 45.0
59
A full list of input data defaults and ranges IS given In the
o
L-\ AM SJ. R
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Input Guide part of aaSIDRA User Guide.
O Clarian Heal th
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
2, AM PEAK)
o
Table S.O - TRAFFIC FLOW DATA
D
Flow
Scale
------------------------------------------------------------------------
Mov
No.
Left
Through
Right
o
LV HV
LV HV
LV HV
Peak
Flow
Factor
------------------------------------------------------------------------
VEHICLES Demand flows in veh/hour as used by the program
West: West Approach
12 177 9 0 0 0 0 1.00 0.90
11 0 0 83 4 0 0 1.00 0.90
13 0 0 0 0 686 36 1.00 0.90
D
------------------------------------------------------------------------
o South:
South
32
31
33
Approach
246
o
o
13
o
o
o
99
o
o
5
o
o
o
2
o
o
1
1.00
1.00
1. 00
East:
East
22
21
23
Approach
o
93
o
o
o
27
1. 00
1. 00
1. 00
[] ------------------------------------------------------------------------
0.90
0.90
0.90
North:
North
42
41
43
Approach
6
o
o
1
o
o
o
207
o
o
11
o
o
o
70
o
o
4
1.00
1.00
1. 00
o
0.90
0.90
0.90
0.90
0.90
0.90
------------------~-~----------------------------------------------~----
Based on unit time = 60 minutes.
D Flow Scale and Peak Hour Factor effects included in flow values.
Clarian Health
D 103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
D Table R.O - ROUNDABOUT BASIC PARAMETERS
D
----------------------------------------------------------------~------------
Circulating/Exiting Stream
Cent Circ Insc No.of No.of Av.Ent ----------------------------------
Island Width Diam. Circ. Entry Lane Flow %HV Adjust. %Exit Cap.
Diam Lanes Lanes Width (vehl Flow Incl_ Constr.
( ft) ( ft) (ft ) (ft) h) (pcu/h) Effect
West Approach
30 160
[J -----------------------------------------------------------------------------
West:
100
2
2
12.00
232
5.0
232
South:
100
South Approach
30 160
12.00
281
5.0
281
---~--~-~---------------~----------------------------------------------------
N
O East:
100
East Approach
30 160
2
2
12.00
550
5.0
550
~-------------------------------------~--------~-----------------------------
o
N
o
N
D North: North Approach
100 30 160 2 2 12.00 364 5.0 364 0 N
-------~----------------------~----------------------------------------------
O Clarian Heal th
103rd & Penn (Scenario 2, AM PEAK)
60
Intersection ID: 1
Roundabout
o
Turn
Table R.1 - ROUNDABOUT GAP ACCEPTANCE PARAMETERS
D
Lane
No.
---------------------------------------------------------------------
Lane
Type
Circ/
Exit
Flow
(pcu/h)
Intra-
Bunch
Headway
(s)
Prop.
Bunched
Vehicles
Critical
Gap
(s)
o
Follow
Up
Headway
(s)
o
---------------------------------------------------------------------
West:
Left
Thru
Right
West Approach
1 Subdominant
1 Subdominant
2 Dominant
232
232
232
1.38
1. 38
1. 38
0.200
0.200
0.200
5.04
5.04
3.32
2.88
2.88
1. 90
o
---------------------------------------------------------------------
South:
Left
Thru
Right
South Approach
1 Dominant
2 Subdominant
2 Subdominant
281
281
281
2.00
2.00
2.00
0.323
0.323
0.323
3.95
5.17
5.17
2.28
2.99
2.99
o
---------------------------------------------------------------------
o
East: East Approach
Left 1 Subdominant 550 1.63 0.464 4.12 2.51
Thru 1 Subdominant 550 1. 63 0.464 4.12 2.51
2 Dominant 550 1. 63 0.464 3.83 2.32
Right 2 Dominant 550 1. 63 0.464 3.83 2.32
---------------------------------------------------------------------
D
North: North Approach
Left 1 Subdominant 364 1.80 0.366 4.28 2.51
Thru 1 Subdominant 364 1. 80 0.366 4.28 2.51
2 Dominant 364 1. 80 0.366 4.00 2.35
Right 2 Dominant 364 1. 80 0.366 4.00 2.35
o
----------------~----~-----------------------------------------------
o
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
o
Table R.5 - ROUNDABOUT CAPACITY & LEVEL OF SERVICE - aaSIDRA & HCM MODELS
o
aaSIDRA HCM 2000 Lower HCM 2000 Upper
Mov Dem -------------------- -------------~------ ---------~--~-------
No. Flow Cap. Deg. Av. Cap. Deg. Av. Cap. Deg. Av.
(veh (veh Satn Delay LOS (veh Satn Delay LOS (veh Satn Delay LOS
/h) /h) x (see) /h) x (see) /h) x (see)
o
----------------------------------------~-------------~---~------------------
o
West:
12 L
lIT
13R
West Approach
186 660 0.282
87 309 0.282
722 15770.458
12.3
3.8
5.5
B
A
A
- NA
- NA -
- NA - -
- NA -
NA -
- NA -
o
2546 0.458
-------------------------------~-------------------------------
6.6 A
- - - - NA - - - -
- - - - NA - - - -
---------------------------------------~-------------------------------------
South:
32 L
31 T
33 R
South
259
104
3
Approach
1221 0.212
851 0.122
25 0.120
12.1 B
4.1 A
6.3 A
o
- NA -
- NA
- NA -
- NA -
- NA -
- NA -
o
2097 0.212
-------------~----------------------------------------~--------
9.8 A
- - - - NA ~ - - -
- - - - NA - - - -
--------------~-----------~---------------------~---~--~--------------~------
East:
22 L
21 T
23 R
East Approach
8 113 0.071
98 1384 0.071
28 395 0.071
13 .2
4.6
6_7
B
A
A
- NA -
- NA -
- NA - -
- NA -
- NA -
- NA -
o
1892 0.071
--------------------~~------------~-~~~-~--------------~-------
5.5 A
- - - - N~1-
- - - - NA - - -c_ - -~
D
o
North: North Approach
42 L 7 50 0.140 12.6 B - NA - - - NA - -
41 T 218 1565 0.139 4.0 A - NA - - - - - NA -
43 R 74 531 0.139 6.1 A - NA - - - NA
o
2146 0.140
4.7 A
------------------~--------------------------------------------
- - - - NA - - - -
o
- - - - NA - - - -
-------------------~----------~----------------------------------------------
ALL VEHICLES: 8681 0.458
6.9 A
----~------------------------------------------------------------------------
D
- - - - NA - - - -
- - - - NA - - - -
NA Values for this roundabout capacity model have not been calculated
because the model was not applicable for the given roundabout
conditions. Note that the HCM models are only applicable to
single-lane roundabouts with circulating flows less than 1200 veh/h.
Also note that results are not calculated for any of the models for
slip lane or continuous movements. See aaSIDRA Output Guide Appendix
Section A3.8 for roundabout limits.
D
o
o
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
D
Table R.6 - ROUNDABOUT ALTERNATIVE CAPACITY MODELS
-----------------------------------------------------------------
o
aaSIDRA NAASRA 1986 Ger. Linear Ger. GapAcc
Mov Dem ----------- ----------- ----------- ---------~-
No. Flow Cap. Deg. Cap. % Diff Cap. % Diff Cap. % Diff
(veh {veh Satn {veh from (veh from (veh from
/h) /h) x /h} aaSIDRA /h) aaSIDRA Ih) aaSIDRA
-----------------------------------~-----------------------------
D West: West Approach
12 L 186 660 0.282 1010 53.0 431 -34.7 713 8.0
11 T 87 309 0.282 472 52.8 201 -35.0 334 8.1
13 R 722 1577 0.458 1482 - 6.0 632 -59.9 1047 -33.6
0 ----------------------------~----------------------
2546 0.458 2964 16.4 1264 -50.4 2094 -17.8
-----------------------------~--~---------~---------------~------
D
South:
32 L
31 T
33 R
1422
1372
40
South
259
104
3
Approach
1221 0.212
8510.122
25 0.120
D
16.5
61.2
60.0
620
598
17
-49.2
-29.7
-32.0
1007
971
28
-17.5
14.1
12.0
2097 0.212 2834
------~--------------------------------------------
-4.3
35.1 1235 -41.1 2006
-----------------------------------------------------------------
D
East:
22 L
21 T
23 R
135
1650
471
East Approach
8 113
98 1384
28 395
0.071
0.071
0.071
19.5
19.2
19.2
66
804
230
-41.6
-41.9
-41.8
96
1173
335
-15.0
-15.2
-15.2
1892
2256
---------------------------------------------------
-15.2
D North:
42 L
41 T
43 R
0.071
19.2
1100
-41.9
1604
--------~---------------------------~-------------
North
7
218
74
Approach
50 0.140
1565 0.139
531 0.139
62
1927
654
o
24.0
23.1
23.2
28
870
295
-44.0
-44.4
-44.4
44
1368
464
-12.0
-12.6
-12.6
D ALL VEHICLES:
2146 0.140 2643
---------------------------------------------------
23.2 1193 -44.4 1876 -12.6
8681
0.458 10697
-----------------------------------------------
4792
23.2
$
-44.8 7580 -12.7
---------------------~-------------~--------------------
D Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
O Intersection ID: 1
Roundabout
62
--------------------------------------------------------------------
Mov Dem Total %HV Adjust. Total Prac. Prac. Lane Deg.
No. Flow Opng Opng Cap. Deg. Spare Util Satn
(veh Flow Flow (veh Satn Cap.
/h) (veh/h) (pcu/h) /h) xp (% ) ( %) x
--------------------------------------------------------------------
West: West Approach
12 L 186 232 5.0 232 660 0.85 202 62 0.282
11 T 87 232 5.0 232 309 0.85 202 62 0.282
13 R 722 232 5.0 232 1577 0.85 86 100 0.458*
--------------------------------------------------------------------
South: South Approach
32 L 259 281 5.0 281 1221 0.85 301 100 0.212
31 T 104 281 5.0 281 851 0.85 596 58 0.122
33 R 3 281 5.0 281 25 0.85 608 58 0.120
--------------------------------------------------------------------
East: East Approach
22 L 8 550 5.0 550 113 0.85 1101 100 0.071
21 T 98 550 5.0 550 1384 0.85 1100 100 0.071
23 R 28 550 5.0 550 395 0.85 1099 100 0.071
--------------------------------------------------------------------
North:
42 L
41 T
43 R
North Approach
7 364
218 364
74 364
364
364
364
50
1565
531
0.85
0.85
0.85
507
510
510
100
100
100
0.140
0.139
0.139
5.0
5.0
5.0
--------------------------------------------------------------------
D
o
o
o
o
o
o
D
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
Table S.3 - INTERSECTION PARAMETERS
D
---~-------------------------------------~------~-----------------~-------
D
Intersection Level of Service
Worst movement Level of Service
Average intersection delay (s)
Largest average movement delay (s)
Largest back of queue, 95% (ft)
Performance Index
Degree of saturation (highest)
Practical Spare Capacity (lowest)
Total vehicle capacity, all lanes (veh/h)
Total vehicle flow (veh/h)
Total person flow (pers/h)
Total vehicle delay (veh~h/h)
Total person delay (pers~h/h)
Total effective vehicle stops (veh/h)
Total effective person stops (pers/h)
Total vehicle travel (veh-mi/h)
Total cost (S/h)
Total fuel (ga/h)
Total C02 (kg/h)
A
B
6.9
13.2
83
37.77
0.458
86 %
8682
1794
2691
3.42
5.13
1896
2844
730.9
524.69
26.8
254.26
o
o
o
o
o
C1arian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
..
Table S.5 - MOVEMENT PERFORMANCE
o
o
Aver.
Speed
(mph)
o
Mov
No.
Total Total Aver. Prop.
Delay Delay Delay Queued
(veh-h/h) (pers-h/h) (sec)
Eff. Longest Queue
Stop 95% Back
Rate (vehs) (ft)
Perf.
Index
----------------------------~---------------------------------------------
West: West Approach
63
o
12 L 0.64 0.96 12.3 0.39 1.39 1.7 43 4.71 43.6
11 T 0.09 0.14 3.8 0.39 0.78 1.7 43 1. 64 50.0
13 R 1.10 1. 65 5.5 0.36 1. 00 3.2 83 14.38 48.2
--------------------------------------------------------------------------
South: South Approach
32 L 0.87 1. 31 12.1 0.39 1. 35 1.3 34 6.41 43.6
31 T 0.12 0.18 4.1 0.41 0.84 0.7 18 2.01 49.8.
33 R 0.01 0.01 6.3 0.41 1. 07 0.7 18 0.06 48.0
o
o
o
--------------------------------------------------------------------------
------------~-------------------------------------------------------------
o
East:
22
21
23
O North:
42 L
41 T
43 R
East
L
T
R
Approach
0.03
0.12
0.05
0.04
0.19
0.08
13 .2
4.6
6.7
0.49
0.49
0.48
1. 43
0.94
1.15
0.4
0.4
0.4
10
10
10
0.21
1.95
0.60
43.2
49.2
47.5
North Approach
0.02 0.04
0.24 0.36
0.13 0.19
12.6
4.0
6.1
0.43
0.42
0.42
1.39
0.82
1. 08
0.8
0.8
0.8
0.18
4.10
1.53
43.5
49.7
47.9
O Clarian Health
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
[J Table S.G - INTERSECTION PERFORMANCE
2, AM PEAK)
o
---------------------------~---~-----------------------------------------
Total
Flow
(veh/h)
Deg.
Satn
x
Total Total Aver. Prop.
Delay Delay Delay Queued
(veh-h/h) (pers-h/h) (see)
Eff. Longest Perf.
Stop Queue Index
Rate (ft)
Aver.
Speed
(mph)
O West:
995
---------~---------------------------------------------------------------
83
West Approach
0.458 1.83
2.74
6.6
0.375
1. 06
20.72
29.4
-------------------------------------------------------------------------
South:
o 366
South Approach
0.212 0.99
1. 49
9.8
0.397
1.20
34
8.48
28.1
East:
134
-~----------------------------------~-~-----~----------------------------
1. 02
East Approach
o . 071 0 . 21
0.31
10
o ---------------------------------------------------------------
North:
299
5.5
0.492
2.75
30.1
North Approach
0.140 0.39
30.5
0.58
4.7
0.428
0.89
21
5.82
o -------------------------------------------------------------------------
INTERSECTION (persons):
2691 0.458
5.13
6.9
0.397
1. 06
37.77
47.2
--------------------------------,----------------~-------~----------------
D Queue values in this table are 95% back of queue (feet).
Clarian Health
D103rd & P:nn (Scenario
Intersect~on ID: 1
Roundabout
2, AM PEAK)
D Table S. 7 - LANE PERFORMANCE
----------------------------------------------------------------
D-~:~~~--~:~~-~~~~~~~~-------------------------------------------
1 LT 12, 273 969 0.282 9.6 0.60 1.7 43
11
O 2 R 11, 722 1577 0.458
13
----------------~-----------------------------
o Lane
No.
Dem Q u e u e
Flow Cap Deg. Aver. Eft. 95% Back Short
Mov (veh (veh Satn Delay Stop ----------- Lane
No. /h) /h) x (see) Rate (vehs) (ft) (ft )
5.5
0.50
3.2
83
64
South: South Approach
1 L 32, 259 1221 0.212 12.1 0.68 1.3 34
31
2 TR 31, 107 875 0.122 4.2 0.42 0.7 18
33
o
o
----------------------------------------------------------------
East: East Approach
1 LT 22, 63 895 0.071 5.8 0.51 0.4 10
21
2 TR 21, 71 998 0.071 5.3 0.50 0.4 10
23
D
----------------------------------------------------------------
o
North: North Approach
1 LT 42, 143 1026 0.139 4.4 0.43 0.8 21
41
2 TR 41, 156 1121 0.139 4.9 0.46 0.8 21
43
D
----------------------------------------------------------------
o
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
D
Table S.8 - LANE FLOW AND CAPACITY INFORMATION
D
Min Tot
Lan Mov Dem Flow (veh/h) Cap Cap Oeg. Lane
No. No. -----------~------- (veh (veh Satn Util
Lef Thru Rig Tot /h) ih) x %
o
West: West Approach
1 LT 12, 186 87 0 273 150 969 0.282 62P
11
2 R 11, 0 0 722 722 150 1577 0.458 100
13
D
D
South:
1 L
South Approach
32, 259 0 0 259 150 1221 0.212 100
31
31, 0 104 3 107 107 875 0.122 58P
33
D
2 TR
East:
1 LT
East Approach
22, 8 55 0 63 63 895 0.071 100
21
21, 0 43 28 71 71 998 0.071 100
23
o
2 TR
o
North: North Approach
1 LT 42, 7 136 0 143 143 1026 0.139 100
41
2 TR 41, 0 82 74 156 150 1121 0.139 100
43
o
P Lane under-utilisation found by the 'Program"
D
For roundabouts, the capacity value for continuous movements is obtained as
the basic saturation flow without any adjustments. Saturation flow scale
applies if specified.
D
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection 10: 1
Roundabout
o
65
D
Table S.10 - MOVEMENT CAPACITY ANO PERFORMANCE SUMMARY
[J ------------------------------------------------
o
Mov
No.
Dem
Flow
(veh
/h)
Mov
Typ
Total
Cap.
(veh
/h)
Lane
Util
Deg.
Satn
Aver.
Delay
x
(see)
Eft.
Stop
Rate
95%
Back of
Queue
(veh)
Perf.
Index
(% )
------------------------------------------------------------------
[J West: West Approach
12 L 186 660 62 0.282 12.3 1.39 1.7 4.71
11 T 87 309 62 0.282 3.8 0.78 1.7 1.64
13 R 722 1577 100 0.458* 5.5 1.00 3.2 14.38
D ------------------------------------------------------------------
South: South Approach
32 L 259 1221 100 0.212 12.1 1.35 1.3 6.41
31 T 104 851 58 0.122 4.1 0.84 0.7 2.01
0 33 R 3 25 58 0.120 6.3 1.07 0.7 0.06
------------------------------------------------------------------
East: East Approach
0 22 L 8 113 100 0.071 13.2 1.43 0.4 0.21
21 T 98 1384 100 0.071 4.6 0.94 0.4 1.95
23 R 28 395 100 0.071 6.7 1.15 0.4 0.60
------------------------------------------------------------------
O North:
42 L
41 T
43 R
North Approach
7 50
218 1565
74 531
100
100
100
0.140
0.139
0.139
12.6
4.0
6.1
1.39
0.82
1.08
0.8
0.8
0.8
0.18
4.10
1.53
D --:---------------------------------------------------------------
Maximum degree of saturation
[] Clarian Health
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
D
2, AM PEAK)
Table S.12A - FUEL CONSUMPTION, EMISSIONS AND COST - TOTAL
D --------------------------------------------------------------
Mov Fuel Cost HC CO NOX CO2
No. Total Total Total Total Total Total
gal/h $/h kg/h kg/h kg/h kg/h
-------------------------~------------ ---~-------~------------
West: West Approach
12 L 3.1 62.89 0.043 1.43 0.052 29.1
11 T 1.2 23.39 0.016 0.47 0.020 11.6
13 R 10.5 203.30 0.142 4.58 0.179 99.9
o
o
14.8
--------------------------------------~--------
140.6
289.58
0.201
6.49
0.250
o
South:
32 L
31 T
33 R
Approach
4.3
1.5
0.0
[J --------------------------------------------------------------
South
87.57
27.96
0.84
0.060
0.019
0.001
2.00
0.57
0.02
0.072
0.024
0.001
40.6
13.9
0.4
5.8
------------~--------------~-------------------
54.9
116.37
0.080
2.59
0.097
--------------------~---------~---------~--------------------~
D East: East
22 L
21 T
23 R
D
Approach
0.1
1.4
0.4
2.71
26.34
7_89
0.002
0.018
0.006
0.06
0.57
0.18
0.002
0.023
0.007
1.3
13 .2
3.9
1.9
-----------------------------------------------
18.3
36.94
0.026
0.820.033
---~---------------------------~-----------------------~----~-
North: North
O 42 L
41 T
43 R
Approach
0.1
3.1
1.1
2.37
58.60
20.84
0.002
0.040
0.015
0.05
1. 21
0.48
0_002
0.051
0.019
1.1
29.1
10.3
4.3
o --------uu_____u_____u_____u__u_____~~~: 66 n~~~~________
40.5
-----------------------------------------------
81.81
0.056
INTERSECTION:
26.8
--------------------------------------------------------------
254.3
D
524.69
0.363
PARAMETERS USED IN COST CALCULATIONS
11.64
Pump price of fuel (S/US gal)
Fuel resource cost factor
Ratio of running cost to fuel cost
Average income (S/h)
Time value factor
Average occupancy (persons/veh)
Light vehicle mass (1000 lb)
Heavy vehicle mass (1000 lb)
Light vehicle idle fuel rate (US gal/h)
Heavy vehicle idle fuel rate (US gal/h)
0.451
0.850
0.50
3.0
23.00
0.60
1.5
1.4
11.0
0.360
0.530
o
D
o
D
The idle fuel and vehicle mass parameters given above are the default
values (data given in RIDES may override some of these parameters) .
D
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
o
D
Table S.12B - FUEL CONSUMPTION, EMISSIONS AND COST - RATE
o
--------------------------------------------------------------
Mov Fuel Cost HC CO NOX CO2
No. Eft. Rate Rate Rate Rate Rate
mpg $/mi g/Jun g/km g/Jun g/km
------------------------------~------------------~------------
West: West Approach
12 L 259.6 0.49 0.338 11.16 0.402 227.0
11 T 286.3 0.42 0.282 8.44 0.357 205.8
13 R 273.5 0.44 0.306 9.88 0.385 215.4
271.7
0.45
0.311
10.01
0.386
D
o
216.9
------------------~------~------------------------------------
o
South:
32 L
31 T
33 R
South Approach
259.6
28S.7
273.0
266.3
0.49
0.42
0.44
0.47
0.338
0.283
0.308
0.323
11.16
8.S3
10.01
10.44
0.401
0.359
0.388
0.390
226.9
206.2
218.3
o
--------------------------------------------------------------
221.3
East:
22
21
23
East
L
T
R
Approach
258.8
283.1
271.3
278.9
0.49
0.42
0.44
0.43
0.340
0.288
0.311
0.296
11.32
8.98
10.29
9.40
0.40S
0.368
0.394
0.376
228.3
208.2
217 .1
o
--------------------------------------------------------------
211.3
o
North: North
42 L
41 T
43 R
Approach
2S9.4
285.1
272.5
281.2
0.49
0.42
0.44
0.42
0.338
0.285
0.309
0.292
11.22
8.63
10.07
9.05
0.403
0.361
0.389
0.369
228.0
206.7
216.3
o
209.6
o
--------------~-----------------------------------------------
216.2
INTERSECTION: 272.6
0.45
0.309
9.90
0.383
-------------------------~------------------------------------
o
Clarian Health
l03rd & Penn (Scenario 2, AM PEAK)
Intersection ID: I
Roundabout
67
o
o
Lane
No.
o Table S .14 - SUMMARY OF INPUT AND OUTPUT DATA
-------------------------------------~----------------
Demand Flow (veh/h)
%HV
Adj. Eff Grn
Basic (secs)
Satf. 1st 2nd
Deg
Sat
Aver. Longest Shrt
Delay Queue Lane
(sec) ( f t) (ft)
o ----------~----~----~------------------------------~----------------------
West:
1 LT
D 2 R
West Approach
186 87
Tot
722
273 .
722
5
5
0.282
0.458
9.6
5.5
43
83
186
87
------------------------------------------------------------------
83
722
995
5
0.458
6.6
--------------------------------------------------------------------------
D South:
1 L
2 TR
South Approach
259
104 3
259
107
5
6
0.212
0.122
12.1
4.2
------------------------------------------------------------------
34
18
D 259 104 3 366 5 0.212 9.8 34
--------------------------------------------------------------------------
East:
D 1 LT
2 TR
North:
1 LT
2 TR
D
East Approach
8 55
43 28
63
71
6
4
0.071
0.071
5.8
5.3
10
10
8
98
------------------------------------------------------------------
10
North Approach
7 136
82
28
134
5
0.071
5.5
0.139
0.139
4.4
4.9
o
ALL VEHICLES
7 218
------------------------------------------------------------------
21
74
143
156
5
0.139
4.7
--------------------------------------~--------------~----~----------~----
-------------~-----~~----------------~------------~---------------------~~-
74
299
t1ax
Queue
83
--------------------------------------------------------------------------
-------------------------------------------~---------~--------------------
Mov
Typ
Total
Flow
(veh
Ih)
Total
Flow
1794
%
HV
5
Total flow period = 60 minutes.
o
Max
X
0.458
Aver.
Delay
6.9
Peak flow period = 15 minutes.
Queue values in this table are 95% back of queue (feet).
O Note: Basic Saturation Flows are not adjusted at roundabouts or sign~
controlled intersections and apply only to continuous lanes.
O Clarian Health
. 103rd & Penn (Scenario
Intersection ID: 1
Roundabout
[J Table S.15 - CAPACITY AND LEVEL OF SERVICE
2, AM PEAK)
[J
Mov
No.
---~--------~----------------~----------------~---
LOS
Total
Cap.
(veh
Ih)
Deg.
of
Satn
(v Ic)
Aver.
Delay
(sec)
[J --------------------------------------------------
[J
West:
12 L
11 T
13 R
West
Approach
186
87
722
660
309
1577
2546
0.282
0.282
0.458*
12.3
3.8
5.5
B
A
A
--------------------------------------------------
A
n South:
~ 32 L
31 T
33 R
o
995
South
Approach
259
104
3
366
1221
851
25
2097
0.458
6.6
0.212
0.122
0.120
12.1
4.1
6.3
0.212
9.8
B
A
A
6~
East: East
22 L
21 T
23 R
Approach
8
98
28
134
North:
42 L
41 T
43 R
North Approach
7
218
74
299
ALL VEHICLES:
1794
113
1384
395
1892
50
1565
531
2146
8682
0.071
0.071
0.071
0.071
0.140
0.139
0.139
0.140
0.458
13 .2
4.6
6.7
5.5
12.6
4.0
6.1
4.7
6.9
o
B
A
A
D
A
D
B
A
A
D
A
D
A
Level of Service calculations are based on
average control delay including geometric delay (HCM criteria),
independent of the current delay definition used.
For the criteria, refer to the "Level of ServiceM topic in the
aaSIDRA Output Guide or the Output section of the on-line help.
* Maximum vie ratio, or critical green periods
D
D
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
Table D.O - GEOMETRIC DELAY DATA
From
Approach
To
Approach
West:
West Approach
South
East
North
South:
South Approach
West
East
North
East:
East Approach
West
South
North
North:
North Approach
West
South
East
Negn Negn
Radius Speed
(ft) (mph)
117.2
190.4
62.0
62.0
117.2
190.4
190.4
62.0
117 .2
117.2
190.4
62.0
22.0
28.1
16.0
16.0
22.0
28.1
28.1
16.0
22.0
22.0
28.1
16.0
Negn
Dist.
(ft )
61. 9
151.5
243.5
243.5
61. 9
151.5
151.5
243.5
61. 9
61.9
151.5
243.5
D
D
Appr.
Dist.
(ft)
o
Downstream
Distance
(ft )
1800
1800
1800
D
311
323
469
o
1800
1800
1800
469
311
323
o
1800
1800
1800
o
323
469
311
1800
1800
1800
o
311
323
469
o
Downstream distance is distance travelled from the stopline until exit
cruise speed is reached (includes negotiation distance) _ Acceleration
distance is weighted for light and heavy vehicles. The same distance
applies for both stopped and unstopped vehicles.
D
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
Table D.l - LANE DELAYS
D
69
o
o
---------------------------------------------------------------------------
D
Lane
No.
Mov
No.
Deg.
Satn
x
Stop-line Delay
1st 2nd Total
d1 d2 dSL
Delay
Acc.
Dec.
dn
(seconds/veh) ---------~------
Queuing Stopd
Total MvUp (Idle) Geom Control
dq dqrn di dig dic
---------------------------------------------------------------~-----------
o
West: West Approach
1 LT 12, 0.282 1.4 0.0 1.4 2.2 0.0 0.0 0.0 10.9 9.6
11 2.4
2 R 11, 0.458 0.8 0.0 0.8 2.3 0.0 0.0 0.0 0.0 5.5
13 4.7
o
---------------------------------------------------------------------------
o
South: South Approach
1 L 32, 0.212 1.2 0.0 1.2 1.9 0.0 0.0 0.0 10.9 12.1
31 0.0
2 TR 31, 0.122 1.7 0.0 1.7 3.0 0.0 0.0 0.0 2.4 4.2
33 4.7
o
---------------------------------------------------------------------------
East: East Approach
1 LT 22, 0.071 2.3 0.0 2.3 3.5 0.0 0.0 0.0 10.9 5.8
21 2.4
2 TR 21, 0.071 2.0 0.0 2.0 3.3 0.0 0.0 0.0 2.4 5.3
23 4.7
o
---------------------------------------------------------------------------
North: North Approach
0 1 LT 42, 0.139 1.6 0.0 1.6 3.1 0.0 0.0 0.0 10.9 4.4
41 2.4
2 TR 41, 0.139 1.4 0.0 1.4 2.9 0.0 0.0 0.0 2.4 4.9
43 4.7
o
-----------~------------~--------------------------------~----------~------
dn is average stop-start delay for all vehicles queued and unqueued
O Clarian Heal th
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
D
Table D.2 - LANE STOPS
D
-------~-----------~-----------------------------------
Lane
No.
Deg.
Satn
-- Effective Stop Rate --
Geom. Overall
hig h
hel
he2
Prop.
Queued
pq
Queue
Move-up
Rate
hqrn
D -------------------------------------------------------
West:
1 LT
2 R
West Approach
0.282 0.27 0.00
0.458 0.23 0.00
0.33
0.27
0.60
0.50
0.395
0.367
0.00
0.00
D -------------------------------------------------------
South: South Approach
1 L 0.212 0.26 0.00
2 TR 0.122 0.28 0.00
0.42
0.15
0.68
0.42
0.391
0.411
0.00
0.00
D -------------------------------------------------------
East:
1 LT
2 TR
East Approach
0.071 0.36 0.00
0.071 0.34 0.00
0.15
0.16
0.51
0.50
0.497
0.487
0.00
0.00
lJ -------------------------------------------------------
North: North Approach
1 LT 0.139 0.28 0.00
2 TR 0.139 0.27 0.00
0.15
0.19
0.43
0.46
0.433
0.423
0.00
0.00
o
hg is the average value for all movements in a shared lane
hqrn is average queue move-up rate for all vehicles queued and unqueued
Clarian Health
O 103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
70
Roundabout
Table D.3 - LANE QUEUES
Lane
No.
West:
1 LT
2 R
Deg.
Satn
x
Ovrfl. Average (veh)
Queue -----------------
No Nb1 Nb2 Nb
West Approach
0.282 0.0
0.458 0.0
0.5
1.0
South: South Approach
1 L 0.212 0.0 0.4
2 TR 0.122 0.0 0.2
East:
1 LT
2 TR
East Approach
0.071 0.0 0.1
0.071 0.0 0.1
North: North Approach
1 LT 0.139 0.0 0.3
2 TR 0.139 0.0 0.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
1.0
0.4
0.2
0.1
0.1
0.3
0.3
70%
1.0
1.9
0.8
0.4
0.2
0.2
Percentile (veh)
0.5
0.5
85%
1.2
2.3
0.9
0.5
90%
1.3
2.6
1.1
0.6
0.3
0.3
0.3
0.3
95%
1.7
3.2
1.3
0.7
0.4
0.4
0.8
0.8
Values printed in this table are back of queue (vehicles).
0.6
0.6
0.7
0.7
98%
1.9
3.7
o
D
Queue
Stor.
Ratio
o
0.02
0.05
o
1.5
0.8
o
0.02
0.01
0.5
0.5
o
0.01
0.01
0.9
0.9
D
0.01
0.01
D
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
Table D.4 - MOVEMENT SPEEDS (mph)
App. Speeds
Mov ------------
No. Cruise Negn
Queue Move-up
Exit Speeds ------------- Av. Section Spd
West:
12
11
13
South:
32
31
33
East:
22
21
23
North:
42
41
43
Negn Cruise
West Approach
35.0 16.0
35.0 28.1
35.0 22.0
16.0
28.1
22.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
1st
Grn
2nd
Grn
Running Overall
27.1
31. 0
30.0
27.1
31. 0
29.8
26.9
30.6
29.5
27 .0
30.9
29.8
27.1
31. 0
30.0
27.1
31. 0
29.8
26.9
30.6
29.5
27.0
30.9
29.8
"Running Speed" is the average speed excluding stopped periods.
South
35.0
35.0
35.0
Approach
16.0 16.0
28.1 28.1
22.0 22.0
East Approach
35.0 16.0
35.0 28.1
35.0 22.0
16.0
28.1
22.0
North
35.0
35.0
35.0
Approach
16.0 16.0
28.1 28.1
22.0 22.0
--- End of aaSIDRA Outpllt ---
71
o
o
o
o
o
o
o
o
o
o
D
o
Akcelik & Associates Pty Ltd - aaSIDRA 2.0.0.205
o
-----------------~-------------~-------------------
!\&F Engineering
A&F Engineering Registered User No. A0654
Licence Type: Professional, Single Computer
o
Time and Date of Analysis
1:14 PM, Nov 6,2002
D
Filename: Z:\2002\02114-clarion\Capacity\Ch4pms2r.OUT
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
D
aaTraffic SIDRA US Highway Capacity Manual (2000) Version
o
RUN INFORMATION
o
* Basic Parameters:
Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Default Values File No. 11
Peak flow period (for performance): 15 minutes
Unit time (for volumes): 60 minutes (Total Flow Period)
Delay definition: Control delay
Geometric delay included
HCM Delay and Queue Models option selected
Level of Service based on: Delay (HCM method)
Queue definition: Back of queue, 95th Percentile
o
o
y p)l\ SJ.. {\
D
D
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
D
DEFAULT PARAMETERS
D
Default values for some of the important general parameters:
(Default Values File: DEFl1.SDF)
1. Basic saturation flow: 1900 tcu/h
D
This value applies mainly to signalised intersections. For roundabouts
and sign-controlled intersections, it is used for determining Capacity
of priority and continuous movements.
D
2. Through car equivalents for
L EFT
LV HV
Normal 1.053 2.000
Restricted 1.303 2.500
signalised intersections
THROUGH RIG H T
LV HV LV HV
1.000 2.000 1.176 2.000
1.426 2.500
D
3. Opposed turn
parameters (Roundabout)
Crit. Fol.up Min.
Gap Hdway Deps
V V 2.5
V V 2.5
V V 2.5
% Exit Flow
Opposing
o
o
o
D
Left turns :
Through
Right turns:
D
4. Cruise speed= 40 mi/h,
Approach Distance= 1800 ft
o
5. Queue space per vehicle ln
Light vehicles: 25.0
feet
Heavy vehicles: d5.0
72
A full list of input data defaults and ranges ~S given ln the
Input Guide part of aaSIDRA User Guide.
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
Table S.O - TRAFFIC FLOW DATA
Mov
No.
LV HV
Left
Through
LV HV
Right
LV HV
Flow
Scale
D
o
o
Peak
Flow
Factor
o
o
------------------------------------------------------------------------
VEHICLES Demand flows in veh/hour as used by the program
West: West Approach
12 126 7 0 0 0 0 1. 00 0.90
11 0 0 143 7 0 0 1.00 0.90
13 0 0 0 0 273 14 1. 00 0.90
South:
South
32
31
33
Approach
687
o
o
East: East Approach
22
21
23
North:
North
42
41
43
Approach
24
o
o
36
o
o
3
o
o
o
183
o
1
o
o
o
46
o
o
10
o
o
o
5
o
o
1
1. 00
1.00
1. 00
1
o
o
o
141
o
o
2
o
o
o
15
o
o
1
1. 00
1. 00
1.00
o
7
o
o
o
220
o
o
12
1. 00
1. 00
1. 00
Based on unit time = 60 minutes.
Flow Scale and Peak Hour Factor effects included in flow values.
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
Table R.O - ROUNDABOUT BASIC PARAMETERS
o
0.90
0.90
0.90
D
0.90
0.90
0.90
D
D
0.90
0.90
0.90
o
o
o
D
D
Circulating/Exiting Stream
Cent Circ Insc No.of No.of Av.Ent --------------------~-------------
Island Width Diam. Circ. Entry Lane Flow %HV Adjust. %Exit Cap.
Diam Lanes Lanes Width (veh/ Flow Incl. Constr.
(ft ) (ft ) (ft ) (ft ) h) (pcu/h) Effect
West:
100
South:
100
East:
100
North:
100
West Approach
30 160
South Approach
30 160 2
East Approach
30 160
North Approach
30 160 2
2
2
2
12.00
2
12.00
2
12.00
2
12.00
Clarian Health
103rd & PenD (Scenario 2, PM PEAK)
178
308
1048
776
73
5.0
5.0
5.0
5.0
178
308
1048
776
o
o
N
D
o
N
o
o
N
o
D
N
o
o
Intersection ID: 1
Roundabout
o
Table R.1 - ROUNDABOUT GAP ACCEPTANCE PARAMETERS
---------------------------------------------------------------------
0 Turn Lane Lane Circ! Intra- Prop. Critical Follow
No. Type Exit Bunch Bunched Gap Up
Flow Headway Vehicles ( s) Headway
(pcu!h) (s) (s)
D ---------------------------------------------------------------------
West: West Approach
Left 1 Subdominant 178 2.00 0.219 4.29 2.43
Thru 1 Subdominant 178 2.00 0.219 4.29 2.43
0 2 Dominant 178 2.00 0.219 3.77 2.14
Right 2 Dominant 178 2.00 0.219 3.77 2.14
---------------------------------------------------------------------
South: South Approach
D Left 1 Dominant 308 1. 74 0.311 3.52 2.04
Thru 2 Subdominant 308 1. 74 0.311 5.71 3.31
Right 2 Subdominant 308 1. 74 0.311 5.71 3.31
o
---------------------------------------------------------------------
East:
Left
Thru
o
Right
--------------------------------------------~----------------------
o
North:
Left
Thru
Right
East Approach
1 Subdominant 1048 1. 59 0.685 3.61 2.42
1 Subdominant 1048 1. 59 0.685 3.61 2.42
2 Dominant 1048 1. 59 0.685 3.19 2.14
2 Dominant 1048 1. 59 0.685 3.19 2.14
North Approach
1 Subdominant
1 Subdominant
2 Dominant
776
776
776
1.95
1.95
1.95
0.651
0.651
0.651
3.97
3.97
3.52
2.52
2.52
2.24
---------------------------------------------------------------------
D
o
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
D Table R.5 - ROUNDABOUT CAPACITY & LEVEL OF SERVICE - aaSIDRA & HCM MODELS
--------------~--~------------~~--~----------------------~-------------------
o
Mov
No.
aaSIDRA
HCM 2000 Lower
HCM 2000 Upper
Dem
Flow
(veh
/h)
-------~--~--------- -------~------------ --------------------
Cap.
(veh
/h)
Deg. Av. Cap.
Satn Delay LOS (veh
x (see) /h)
Deg. Av. Cap.
Satn Delay LOS (veh
x (see) /h)
Deg. Av.
Satn Delay LOS
x (see)
-----------------------------------------------------------------------------
O West:
12 L
11 T
13 R
o
West Approach
133 611 0.218
150 689 0.218
287 13190.218
11.7 B
3.2 A
5.3 A
- NA
- NA
- NA
- NA
- NA -
- - NA
---------------------------------------------------------------
2619 0.218
6.2 A
- - - - NA - - - -
- - - - NA - - - -
-------------------------------------------~---------------------------------
O SO~~h ~
31 T
33 R
D
South Approach
723 1384 0.522 12.4 B - - - NA - NA -
193 737 0.262 4.9 A - - - - NA - - NA -
6 23 0.261 7.1 A - NA - NA -
---------------------------------------------------------------
2144 0.522 10.8 B
- - - - NA - - - -
- - - - NA - - - -
--~--------------------------------------------------------------------------
o
East:
22 L
21 T
23 R
East Approach
4 76 0.053
48 908 0.053
16 303 0.053
16.1
7.2
9.1
B
A
A
- NA -
- NA
- - NA
- NA
- NA -
- NA
-------~---~---------------------------------------------------
[J ---------------------------------~
1287 0.053
8.2
- - - - NA .
____________ 74
- - - - NA -_ . .c:. - ..,. - .
-------~-------------------
North:
42 L
41 T
43 R
North
25
148
232
Approach
95 0.263
563 0.263
772 0.301
1430 0.301
ALL VEHICLES: 7480 0.522
16.3
7.7
9.4
9.2 A
9.1 A
D
B
A
A
- NA
- NA -
- NA -
- NA -
- NA
- NA - -
o
- - - - NA - - - -
- - - - NA - - - -
- - - - NA - - - -
- - - - NA - - - -
o
NA Values for this roundabout capacity model have not been calculated
because the model was not applicable for the given roundabout
conditions. Note that the HCM models are only applicable to
single-lane roundabouts with circulating flows less than 1200 veh/h.
Also note that results are not calculated for any of the models for
slip lane or continuous movements. See aaSIDRA Output Guide Appendix
Section A3.8 for roundabout limits.
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
o
o
o
o
Table R.6 - ROUNDABOUT ALTERNATIVE CAPACITY MODELS
Q
aaSIDRA NAASRA 1986 Ger. Linear Ger. GapAcc
Mov Dem ----------- ----------- ----------- -----------
No. Flow Cap. Deg. Cap. % Diff Cap. % Diff Cap. % Diff
(veh (veh Satn (veh from (veh from (veh from
/h) /h) x Ih) aaSIDRA /h) aaSIDRA /h) aaSIDRA
West:
12 L
11 T
13R
West Approach
133 611
150 689
287 1319
0.218
0.218
0.218
728
821
1552
2619 0.218 3101
South:
32 L
31 T
33 R
South
723
193
6
Approach
1384 0.522
737 0.262
23 0.261
1391
1342
42
2144 0.522 2775
East:
22 L
21 T
23 R
East Approach
4 76
48 908
16 303
0.053
0.053
0.053
86
1031
344
1287 0.053 1461
D
19.1
19.2
17.7
303
342
645
D
-50.4
- 50.4
-51.1
513
578
1092
-16.0
-16.1
-17.2
o
18.4 1290 -50.7 2183 -16.6
0.5
82.1
82.6
613
591
18
o
-55.7
-19.8
-21.7
986
951
30
-28.8
29.0
30.4
29.4 1222 -43.0 1967
o
-c8.3
13 .2
13.5
13.5
-30.3
-30.2
-30.4
D
59
708
236
-22.4
-22.0
-22.1
53
634
211
13.5
898 -30.2 1003 -22.1
o
North: North Approach
42 L 25 95 0.263 135 42.1 76 -20.0 95 0.0
41 T 148 563 0.263 801 42.3 448 -20.4 565 0.4
43 R 232 772 0.301 934 21. 0 523 -32.3 659 -14.6
~~-----------------------------------~-------------
1430 0.301 1870 30.8 1047 -.26.8 1319 -7.8
ALL VEHICLES: 7480 0.522 9207
D
23.1 4457 -40.4 6472 -13.5
o
D
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
o
75
o
%HV
--------------------------------------------------------------------
Deg.
Satn
D
Mov
No.
Total
Cap.
(veh
/h)
Dem
Flow
(veh
/h)
Total
Opng
Flow
(veh/h)
Adjust.
Opng
Flow
(pcu/h)
Prac.
Deg.
Satn
xp
Prac.
Spare
Cap.
(%)
Lane
Util
(% )
x
------------------------------------~-------------------------------
D West: West Approach
12 L 133 178 5.0 178 611 0.85 290 100 0.218
11 T 150 178 5.0 178 689 0.85 290 100 0.218
13 R 287 178 5.0 178 1319 0.85 291 100 0.218
0 ------------------------------------------------------- -------------
South: South Approach
32 L 723 308 5.0 308 1384 0.85 63 100 0.522*
31 T 193 308 5.0 308 737 0.85 225 50 0.262
0 33 R 6 308 5.0 308 23 0.85 226 50 0.261
--------------------------------------------------------------------
East: East Approach
22 L 4 1048 5.0 1048 76 0.85 1515 100 0.053
0 21 T 48 1048 5.0 1048 908 0.85 1508 100 0.053
23 R 16 1048 5.0 1048 303 0.85 1510 100 0.053
--------------------------------------------------------------------
0 North: North Approach
42 L 25 776 5.0 776 95 0.85 223 87 0.263
41 T 148 776 5.0 776 563 0.85 223 87 0.263
43 R 232 776 5.0 776 772 0.85 183 100 0.301
o
---------------------------------------------------------------
o
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
[J Table S.3 - INTERSECTION PARAMETERS
------------------~-------------------------~----~---~-----------~--------
o
Intersection Level of Service
Worst movement Level of Service
Average intersection delay (s)
Largest average movement delay (s)
Largest back of queue, 95% (ft)
Performance Index
Degree of saturation (highest)
Practical Spare Capacity (lowest)
Total vehicle capacity, all lanes (veh/h)
Total vehicle flow (veh/h)
Total person flow (pers/h)
Total vehicle delay (veh-h/h)
Total person delay (pers-h/h)
Total effective vehicle stops (veh/h)
Total effective person stops (pers/h)
Total vehicle travel (veh-mi/h)
Total cost (S/h)
Total fuel (ga/h)
Total C02 (kg/h)
D
o
o
o
A
B
9.1
16.3
106
45.62
0.522
63 %
7479
1965
2948
4.94
7.41
2431
3646
811. 9
598.02
30.3
287.18
o Clarian Health
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
2, PM PEAK)
D
Table 5.5 - MOVEMENT PERFORMANCE
Mov
No.
Total Total Aver. Prop.
Delay Delay Delay Queued
(veh-h/h) (pers-h/h) (sec)
(J --------------------------------------------------------------------------
Aver.
Speed
(mph)
Eff. Longest Queue
Stop 95% Back
Rate (vehs) (ft)
[J ------------------------------------------------
West:
West Approach
Perf.
Index
76
12 L 0.43 0.65 11.7 0.31 1.31 1.3 34 3.24 43.9
11 T 0.13 0.20 3.2 0.31 0.65 1.3 34 2.62 50.6
13 R 0.42 0.63 5.3 0.29 0.93 1.3 34 5.56 48.7
--------------------------------------------------------------------------
South: South Approach
32 L 2.49 3.74 12.4 0.48 1. 40 4.1 106 18.31 43.3
31 T 0.26 0.39 4.9 0.47 1. 00 1.5 40 4.02 49.3
33 R 0.01 0.02 7.1 0.47 1.21 1.5 40 0.14 47.6
o
o
o
East:
22
21
23
East
L
T
R
Approach
0.02
0.10
0.04
0.03
0.14
0.06
16.1
7.2
9.1
0.65
0.65
0.65
1. 57
1.24
1. 34
0.3
0.3
0.3
7
8
8
0.11
1.11
0.38
41.3
47.8
46.2
o
North:
42 L
41 T
43 R
North Approach
0.11 0.17
0.32 0.48
0.61 0.91
16.3
7.7
9.4
0.67
0.67
0.68
1. 67
1. 39
1.47
1.7
1.7
2.0
43
43
53
0.73
3.61
5.80
41.2
47.5
45.9
o
o
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
o
Table S.6 - INTERSECTION PERFORMANCE
o
Total
Flow
(veh/h)
Deg. Total Total Aver. Prop.
Satn Delay Delay Delay Queued
x (veh-h/h) (pers-h/h) (see)
Eff. Longest Perf.
Stop Queue Index
Rate (ft)
Aver.
Speed
(mph)
D
West: West Approach
570 0.218 0.99
1. 48
6.2 0.304 0.95
34
11.43
29.8
D
South: South Approach
922 0.522 2.76
4.14
10.8 0.481 1.32
106
22.46
27.6
o
East: East Approach
68 0.053 0.15
0.23
8.2 0.654 1.29
8
1. 60
29.2
o
North: North Approach
405 0.301 1.04
1. 56
9.2 0.682 1.46
53
10.13
28.6
INTERSECTION (persons):
2948 0.522
7.41
9.1 0.477 1.24
45.62
45.8
D
Queue values in this table are 95% back of queue (feet).
D
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
o
Table S.7 - LANE PERFORMANCE
o
Dem Q u e u e
Flow Cap Deg. Aver. Eff. 95% Back Short
Lane Mov (veh (veh Satn Delay Stop ----------- Lane
No. No. /h) /h) x (see) Rate (vehs) (ft ) (ft)
o
West: West Approach
1 LT 12, 264 1213 0.218 7.5 0.49
11
2 TR II, 306 1407 0.218 5.1 0.46
13
______________________________________________ 77
1.3 34
o
1.3 34
o
0 South: South Approach
1 L 32, 723 1384 0.522 12.4 0.70 4.1 106
0 31
2 TR 31, 199 760 0.262 4.9 0.50 1.5 40
33
-------------------------------------------------------------
o
East: East Approach
1 LT 22, 31 580 0.053 8.7 0.65 0.3 7
21
2 TR 21, 37 705 0.053 7.8 0.64 0.3 8
23
o
----------------------------------------------------------------
o
North: North Approach
1 LT 42, 173 658 0.263 9.0 0.72 1.7 43
41
2 R 41, 232 772 0.301 9.4 0.74 2.0 53
43
o
----------------------------------------------------------------
o
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
o
Table S.8 - LANE FLOW AND CAPACITY INFORMATION
-------------------------------------------------------
Min Tot
0 Lan Mov Dem Flow (veh/h) Cap Cap Deg. Lane
No. No. ------------------- {veh (veh Satn Util
Lef Thru Rig Tot Ih) Ih) x %
-----------------~-----------------------------------
D West: West Approach
1 LT 12, 133 131' 0 264 150 1213 0.218 100
11
2 TR 11, 0 19 287 306 150 1407 0.218 100
0 13
-------------------------------------------------------
South: South Approach
0 1 L 32, 723 0 0 723 150 1384 0.522 100
31
2 TR 31, 0 193 6 199 150 760 0.262 SOP
33
D -------------------------------------------------------
East: East Approach
1 LT 22, 4 27 0 31 31 580 0.053 100
21
2 TR 21, 0 21 16 37 37 705 0.053 100
23
(J _______________________________________________________
North: North Approach
0 1 LT 42, 25 148 0 173 150 658 0.263 87P
41
2 R 41, 0 0 232 232 150 772 0.301 100
43
o --~----------------------------------------------------
Lane under-utilisation found by the "Program"
o
For roundabouts, the capacity value for continuous movements is obtained as
the basic saturation flow without any adjustments. Saturation flow scale
applies if specified.
O Clarian Heal th
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
2, PM PEAK)
o
78
Table S.10 - MOVEMENT CAPACITY AND PERFORMANCE SUMMARY
o
Mov Mov Dem Total Lane Deg. Aver. EfL 95% Perf.
No. Typ Flow Cap. Util Satn Delay Stop Back of Index
(veh (veh Rate Queue
/h) /h) (%) x (see) (veh)
------------------------------------------------------------------
West: West Approach
12 L 133 611 100 0.218 11.7 1.31 1.3 3.24
11 T 150 689 100 0.218 3.2 0.65 1.3 2.62
13 R 287 1319 100 0.218 5.3 0.93 1.3 5.56
South:
32 L
31 T
33 R
South Approach
723 1384
193 737
6 23
100
50
50
0.522*
0.262
0.261
12.4
4.9
7.1
1.40
1.00
1.21
o
o
4.1
1.5
1.5
D
18.31
4.02
0.14
D
East: East Approach
22 L 4 76 100 0.053 16.1 1.57 0.3 0.11
21 T 48 908 100 0.053 7.2 1.24 0.3 1.11
23 R 16 303 100 0.053 9.1 1.34 0.3 0.38
------------------------------------------------------------------
North: North Approach
42 L 25 95 87 0.263 16.3 1.67 1.7 0.73
41 T 148 563 87 0.263 7.7 1.39 1.7 3.61
43 R 232 772 100 0.301 9.4 1. 47 2.0 5.80
* Maximum degree of saturation
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
o
D
o
o
o
Table S.12A - FUEL CONSUMPTION, EMISSIONS AND COST - TOTAL
o
Mov Fuel Cost HC CO NOX CO2
No. Total Total Total Total Total Total
gal/h $/h kgjh kg/h kg/h kg/h
------------------------~-------------------------------------
West: West Approach
12 L 2.2 44.96 0.031 1.01 0.037 20.8
11 T 2.1 40.32 0.027 0.77 0.034 19.8
13 R 4.2 80.80 0.056 1.78 0.070 39.5
8.4
South: South
32 L
31 T
33 R
Approach
12.0
2.7
0.1
14.8
East:
22
21
23
East
L
T
R
Approach
0.1
0.7
0.2
1.0
North: North
42 L
41 T
43 R
Approach
0.4
2.1
3.5
166.08
244.50
51.88
1. 69
298.07
1. 40
12.97
4.54
18.91
8.75
40.13
66.09
0.114
0.169
0.036
0.001
0.206
0.001
0.009
0.003
0.014
0.006
0.029
0.048
3.56
0.140
o
o
80.0
113.6
25.9
0.8
o
5.64
1.11
0.04
0.202
0.046
0.002
140.4
o
6.79
0.249
0.6
6.6
2.3
o
0.03
0.31
0.11
0.001
0.012
0.004
9.5
o
0.45 .0.017
0.20
0.96
1. 63
0.007
0.037
0.061
4.0
20.4
32.9
o
6.0 114.97 0.083 2.79 0.105 57.3
______________________________________________ 79 ____________
o
D
INTERSECTION:
30.3
----~---------------------------------------------------------
287.2
598.02
0.416
o PARAMETERS USED IN COST CALCULATIONS
Pump price of fuel (S/US gal)
Fuel resource cost factor
Ratio of running cost to fuel cost
Average income (S/h)
Time value factor
Average occupancy (persons/veh)
Light vehicle mass (1000 lb)
Heavy vehicle mass (1000 lb)
Light vehicle idle fuel rate (US gal/h)
Heavy vehicle idle fuel rate (US gal/h)
o
o
D
D
13.60
0.512
0.850
0.50
3.0
23.00
0.60
1.5
1.4
11. 0
0.360
0.530
The idle fuel and vehicle mass parameters given above are the default
values (data given in RIDES may override some of these parameters) .
O Clarian Health
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
o
2, PM PEAK)
Table S.12B - FUEL CONSUMPTION, EMISSIONS AND COST - RATE
[J --------------------------------------------------------------
Mov Fuel Cost HC CO NOX CO2
No. Eft. Rate Rate Rate Rate Rate
mpg $/mi g/km g/km g/km g/km
~-------~---~----------------~--------------------------------
Vvest: West Approach
12 L 260.3 0.49 0.336 11.04 0.399 226.4
11 T 289.0 0.42 0.277 7.97 0.347 203.9
13 R 274.9 0.44 0.304 9.64 0.380 214.3
D
o
274.6
----------------------------------------~------
214.6
0.45
0.305
9.55
0.376
-----------------------~--------------------------------------
D South:
32 L
31 T
33 R
South
Approach
258.9
283.6
271.6
o
0.49
0.42
0.44
0.339
0.288
0.311
11.30
8.90
10.25
0.405
0.366
0.393
227.6
207.8
218.0
263.5
-----------------------------------------------
223.6
0.47
0.329
10.82
0.397
--------------------------------------------------------------
O East: East
22 L
21 T
23 R
Approach
254.6
277.6
267.6
o
0.51
0.42
0.44
0.349
0.299
0.319
11.61
9.89
10.85
0.412
0.387
0.407
233.3
212.2
220.3
273.6
-----------------------------------------------
215.4
0.43
0.307
10.22
0.394
--------~-----------------------------------------------------
o
North:
42 L
41 T
43 R
North Approach
254.2
276.4
266.7
0.51
0.42
0.44
0.349
0.301
0_320
11.66
10.04
10.96
0.413
0_391
0.409
231.7
213 .1
221.0
269.3
-----------------------------------------------
218.8
[J --------------------------------------------------------------
INTERSECTION: 268.1
0.44
0.46
0.315
0.319
10.67
10.41
0.403
0.392
~-------------------------------------------------------------
219.8
D
Clarian Health
O 103rd & Penn (Scenario
Intersection ID: 1
Roundabout
2, PM PEAK)
80
Table S.14 - SUMMARY OF INPUT AND OUTPUT DATA
Lane
No.
West:
1 LT
2 TR
South:
1 L
2 TR
East:
1 LT
2 TR
North:
1 LT
2 R
Demand Flow (veh/h)
L
T
R
Tot
Adj. Eff Grn
%HV Basic (sees)
Satf. 1st 2nd
Deg
Sat
x
264
306
570
723
199
6
922
5
5
5
5
6
5
7
5
68
6
0.218
0.218
0.218
0.522
0.262
0.522
0.053
0.053
0.053
0.263
0.301
0.301
o
o
Aver. Longest Shrt
Delay Queue Lane
(see) (ft) (ft)
7.5
5.1
6.2
12.4
4.9
10.8
8.7
7.8
8.2
9.0
9.4
9.2
o
34
34
o
West Approach
133 131
19 287
133 150 287
South Approach
723
193 6
723 193
East Approach
4 27
21 16
4
48
31
37
16
North Approach
25 148 173
232 232
5
5
5
34
106
40
o
ALL VEHICLES
25 148 232
405
106
o
7
8
o
8
43
53
o
-----~--------------------------------------------------------------------
-------~------------------------------------------------------------------
53
o
Total
Flow
1965
%
HV
5
Max
X
0.522
Aver.
Delay
9.1
Max
Queue
106
o
Total flow period = 60 minutes. Peak flow period = 15 minutes.
Queue values in this table are 95% back of queue (feet).
o
Note: Basic Saturation Flows are not adjusted at roundabouts or sign-
controlled intersections and apply only to continuous lanes.
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
Table S.15 - CAPACITY AND LEVEL OF SERVICE
Mov
No.
West: West
12 L
11 T
13 R
South:
32 L
31 T
33 R
Mov
Typ
Total
Flow
(veh
Ih)
Approach
133
150
287
570
South Approach
723
193
6
922
Total
Cap.
(veh
Ih)
611
689
1319
2619
1384
737
23
2144
Deg.
of
Satn
(vie)
0.218
0.218
0.218
0.218
0.522*
0.262
0.261
0.522
Aver.
Delay
(see)
11.7
3.2
5.3
6.2
12.4
4.9
7.1
10.8
LOS
B
A
A
A
B
A
A
81
o
o
o
o
o
o
o
o
o
--------------------------------------------------
Level of Service calculations are based on
average control delay including geometric delay (HCM criteria),
independent of the current delay definition used.
For the criteria, refer to the "Level of Service" topic in the
aaSIDRA Output Guide or the Output section of the on-line help.
Maximum vie ratio, or critical green periods
o
East: East
22 L
21 T
23 R
Approach
4
48
16
o
North:
42 L
41 T
43 R
North
Approach
25
148
232
D
D
405
ALL VEHICLES:
1965
D
o
,.
76
908
303
68
1287
0.053
0.053
0.053
0.053
0.263
0.263
0.301
0.301
0.522
D Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
o
95
563
772
1430
7479
Table D.O - GEOMETRIC DELAY DATA
16.1
7.2
9.1
8.2
16.3
7.7
9.4
9.2
9.1
B
A
A
A
B
A
A
A
A
o
---------------------------------~-------------~---------------
From
Approach
To
Approach
---------------------------------------------------------------
o
West:
West Approach
South
East
North
D
Negn Negn
Radius Speed
( f t ) (mph)
117.2
190.4
62.0
22.0
28.1
16.0
Negn
Dist.
(ft )
61.9
151.5
243.5
Appr.
Dist.
( ft)
1800
1800
1800
South:
-------------------------------------------------
South Approach
West
East
North
D
62.0
117.2
190.4
16.0
22.0
28.1
243.5
61.9
151.5
1800
1800
1800
Downstream
Distance
(ft)
311
323
469
469
311
323
East:
---------------------------------------------------------------
o
East Approach
West
South
North
190.4
62.0
117.2
28.1
16.0
22.0
151.5
243.5
61.9
1800
1800
1800
323
469
311
North
---------------------------------------------------------------
D
North:
Approach
West
South
East
117.2
190.4
62.0
22.0
28.1
16.0
61.9
151.5
243.5
1800
1800
1800
D ---------------------------------------------------------------
311
323
469
D
Downstream distance is distance travelled from the stopline until exit
cruise speed is reached (includes negotiation distance). Acceleration
distance is weighted for light and heavy vehicles. The same distance
applies for both stopped and unstopped vehicles.
O Clarian Health
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
o
Table D.1 - LANE DELAYS
2, PM PEAK)
82
o
Lane
No.
Mov
No.
Deg.
Satn
x
Stop-line Delay
1st 2nd Total
d1 d2 dSL
Delay
Acc.
pec.
dn
(seconds/veh) ----------------
Queuing Stopd
Total MvUp (Idle) Geom Control
dq dqrn di dig dic
o
West: West Approach
1 LT 12, 0.218 0.8 0.0 0.8 1.9 0.0 0.0 0.0 10.9 7.5
11 2.4
2 TR 11, 0.218 0.6 0.0 0.6 1.8 0.0 0.0 0.0 2.4 5.1
13 4.7
D
o
South: South Approach
1 L 32, 0.522 1.5 0.0 1.5 2.4 0.0 0.0 0.0 10.9 12.4
31 0.0
2 TR 31, 0.262 2.4 0.0 2.4 3.4 0.0 0.0 0.0 2.4 4.9
33 4.7
o
East: East Approach
1 LT 22, 0.053 5.1 0.0 5.1 4.6 0.6 0.0 0.6 10.9 8.7
21 2.4
2 TR 21, 0.053 4.4 0.0 4.4 4.4 0.2 0.0 0.2 2.4 7.8
23 4.7
D
o
North: North Approach
1 LT 42, 0.263 5.3 0.0 5.3 4.7 0.6 0.0 0.6 10.9 9.0
41 2.4
2 R 41, 0.301 4.8 0.0 4.8 4.2 0.5 0.0 0.5 0.0 9.4
43 4.7
o
dn is average stop-start delay for all vehicles queued and unqueued
o
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
o
o
Table D.2 - LANE STOPS
Queue
Deg. -- Effective Stop Rate - - Prop. Move-up
Lane Satn Geom. Overall Queued Rate
No. x hel he2 hig h pq hqrn
o
West:
1 LT
2 TR
West Approach
0.218 0.17 0.00
0.218 0.16 0.00
o
0.32
0.29
0.49
0.46
0.315
0.295
0.00
0.00
o
South: South Approach
1 L 0.522 0.35 0.00
2 TR 0.262 0.37 0.00
0.36
0.13
0.70
0.50
0.482
0.477
0.00
0.00
o
East:
1 LT
2 TR
East Approach
0.053 0.55 0.00
0.053 0.52 0.00
0.10
0.11
0.65
0.64
0.656
0.653
0.00
0.00
D
North: North Approach
1 LT 0.263 0.62 0.00
2 R 0.301 0.60 0.00
0.10
0.13
0.72
0.74
0.679
0.683
0.00
0.00
D
hg is the average value for all movements in a shared lane
hqrn is average queue move-up rate for all vehicles queued and unqueued
o
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
83
o
o
o
Roundabout
Table D.3 - LANE QUEUES
---------------------------------------------------------------------------
D
Lane
No.
---------------------------------------------------------------------------
98%
Queue
Stor.
Ratio
D
West:
1 LT
2 TR
Deg.
Satn
x
Ovrfl. Average (veh)
Queue -----------------
No Nb1 Nb2 Nb
70%
85%
Percentile (veh)
95%
West Approach
0.218 0.0 0.4
0.218 0.0 0.4
-----------------------------
0.0
0.0
0.4
0.4
0.8
0.8
0.9
0.9
1.0
1.1
90%
1.3
1.3
1.5
1.5
0.02
0.02
---------------------------------------------------------------------------
D
South: South Approach
1 L 0.522 0.0 1.3
2 TR 0.262 0.0 0.5
0.0
0.0
1.3
0.5
2.4
0.9
2.9
1.1
3.3
1.2
4.1
1.5
4.7
1.8
---------------------------------------------------------------------------
0.06
0.02
u
East:
1 LT
2 TR
East Approach
0.053 0.0 0.1
0.053 0.0 0.1
0.0
0.0
0.1
0.1
0.2
0.2
0.2
0.2
0.2
0.2
0.3
0.3
0.3
0.3
---------------------------------------------------------------------------
0.00
0.00
D
North: North Approach
1 LT 0.263 0.0 0.5
2 R 0.301 0.0 0.6
0.0
0.0
0.5
0.6
1.0
1.2
1.2
1.4
1.3
1.6
1.7
2.0
1.9
2.4
---------------------------------------------------------------------------
0.02
0.03
[J Values printed in this table are back of queue (vehicles).
D Clarian Heal th
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
D Table D.4 . MOVEMENT SPEEDS Croph)
2, PM PEAK)
o
-----------------------------------------------------------------
Mov
No.
App.' Speeds
Queue Move-up
Cruise
Negn
Exit Speeds
2nd
Grn
Av. Section Spd
Negn Cruise
1st
Grn
Running Overall
(J -----------------------------------------------------------------
West:
12
11
13
West Approach
35.0 16.0
35.0 28.1
35.0 22.0
16.0
28.1
22.0
35.0
35.0
35.0
27.3
31. 5
30.3
~ -----------------------------------------------------------------
27.3
31. 5
30.3
D
South:
32
31
33
South
35.0
35.0
35.0
Approach
16.0 16.0
28.1 28.1
22.0 22.0
35.0
35.0
35.0
26.9
30.7
29.6
26.9
30.7
29.6
-----------------------------------------------------------------
o
East:
22
21
23
East Approach
35.0 16.0
35.0 28.1
35.0 22.0
16.0
28.1
22.0
35.0
35.0
35.0
26.5
29.8
28.9
25.7
29.7
28.7
o -----------------------------------------------------------------
North:
42
41
43
North
35.0
35.0
35.0
Approach
16.0 16.0
28.1 28.1
22.0 22.0
35.0
35.0
35.0
26.5
29.7
28.8
o -----------------------------------------------------------------
25.6
29.5
28.5
o
"Running Speed" is the average speed excluding stopped periods.
[J
--- End of aaSIDRA Output ---
84
All-Way Stop Control
Page] J:J:
f/ M15
ALL-WAY STOP CONTROL ANAL YSIS
General Information Site Information n
Inalyst ~MB Intersection 1031d Street & Penn. Pkwy.
\oeocy/Co. D,&F Engineering urisdiction Carmet
ate Performed 11/1/02 f-\fIalysis Year Yeal 2012
Inalvsis Time Period D,M Peak U
Proiect 10 Clarian Heallh
East/West Street: 103rd Street lNorth/South Street: Penn. Parkway
Volume Adjustments and Site Characteristics U
~pproach Eastbound Westbound
Movement l T R l T R
~olume 172 81 199 7 90. 27 f1
1'. Thrus left lane 50. 50
!Approach Northbound Southbound -
Movement l T R l T R
volume 95 70. 2 6 113 68
I'.Thrus left lane 50 50. .
Eastbound Westbound Northbound Southbound
11 l2 11 l2 11 l2 11 l2
onfiguration L TR LTR LT R LTR ...
PHF 0..90. 0..90. 0..90. 0..90. 0..90. 0..90.
Flow Rate 191 311 137 182 2 20.6 U
1'. Heavy Vehicles 5 5 5 5 5 5
No. lanes 2 1 2 1
Geometry Group 5 4b 5 4b -0
Duration, T 0.25
Saturation Headway Ad'ustment Worksheet
Prop. left-Turns 1.0. 0..0. 0..1 0..6 0..0. 0..0. D
Prop. Right-Turns 0..0. 0..7 0.2 0..0. 1.0. 0.:4
Prop. Heavy Vehicle 0..0. 0..0. 0..0. 00 0.0. 0..0.
hLT-adj 0..5 0..5 0.2 0..2 0..5 0..5 0..2 0..2 D
hRT -adj -0..7 -0..7 -0.6 -0..6 -0..7 -0..7 -0..6 -0._6
hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7
hadj, computed 6.67 6.67 6.67 667 667 6.67 D
Departure Headway and Service Time
hd, initial value 3.20. 3.20. 3.20. 3.20. 3.20. 3.20. '-
, initial 0..17 0..28 0..12 0.16 0.0.0. 0..18 D
hd, final value 6.67 6.67 6.67 6.67 6.67 6.67
, final value 0..35 0..49 0.25 0..36 0..0.0. 0..37
Move-up time, m 2.3 2.3 2.3 2.3 f1
Service Time 4.4 3.4 4.4 3.4 4.4 I 3.4 4.4 3.4
Capacity and level of Service -
Eastbound Westbound Northbound Southbound D
11 l2 11 l2 11 l2 11 l2
apacily '441 561 387 432 252 456
Delay 12.98 13.66 1150. 13.64 8.78 13.0.1 D
LOS B B B B A B
!Approach: Delay 13.40. 11.50. 13.59 13.0.1
LOS B B B B U
Intersection Delay 13.10.
Intersection LOS B
85
o
file:l/C:\ WINDOWS\TEMP\u2kE3 74. TMP
J1 /7 /O~
o All- Way Stop Control
Page I of:
o
Rt15 3
ALL-WAY STOP CONTROL ANALYSIS
General Information ~ite Information
nalvsl RMB nlerseclion 103rd Street & Penn. Pkwv.
\oencv/Co. A&F Enoineerino urisdiclion Carmel
ate Performed 11/1/02 Vlalvsis Year Year 2012
Inalvsis Time Period PM Peak
Proiect ID Clarian Heaffh
EasVWest Street: 103rd Street lNorth/South Street: Penn. Parkway
Volume Adiustments and Site Characteristics
I\oDroach Eastbound Westbound
Movement l T R l T R
lJolume 122 138 71 3 45 14
Y.Thrus left lane 50 50
lAooroach Northbound Southbound
Movement l T R l T R
Ivolume 106 71 5 24 100 213
Yo Thrus Left lane 50 50
Eastbound Westbound Northbound Southbound
11 l2 11 l2 11 l2 11 l2
!configuration L TR LTR LT R LTR
PHF 0.90 0.90 0.90 0.90 0.90 0.90
low Rate 135 231 68 195 5 373
Yo Heavy Vehicles 5 5 5 5 5 5
No. lanes 2 1 2 1
Geometry Group 5 4b 5 4b
Duration, T 0.25
Saturation Headway Ad"ustment Worksheet
Prop. left.Turns 1.0 0.0 00 0.6 00 0.1
Prop. Right. Turns 00 03 0.2 0.0 1.0 0.6
Drop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0
l T.adj 05 05 0.2 02 0.5 0.5 0.2 0.2
hRT .adj -07 -0.7 -0.6 -0.6 -0.7 -07 -0.6 -0.6
IhHV.adj 17 17 17 17 1.7 1.7 1.7 1.7
Ihadj, compuled 7.00 700 7.00 7.00 7.00 7.00
. .
~
o
o
o
o
o
o
o
D
o
o
o IOeparture Headway and Service Time
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20
.
, initial 0.12 0.21 0.06 0.17 0.00 0.33 .;;
hd, fInal value 7.00 7.00 7.00 7.00 7.00 7.00
, fInal value 0.26 0.40 0.13 0.37 0.01 0.61
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 4.7 I 4.0 4.7 4.0 4.7 I 4.0 4.7 I 4.0
. .
o
o !capacity and level of Service
Eastbound Westbound Northbound Southbound
l1 l2 II l2 11 l2 11 lZ
!capacity 385 481 318 445 255 590
Delay 12.16 13.07 10.77 1353 8.58 17.57
LOS B B B B A C
Approach: Delay 12.74 10.77 13.41 17.57
LOS B B B C
Intersection Delay 14.53
Intersection lOS B
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SHORT REPORT
~enerallnformation Site Information
!Analyst RMB Intersection Penn. Pkwy & 103rd Street
IAgency or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/02 Jurisdiction Carmel
ime Period AM Peak Analysis Year Existing+Proposed
Volume and TiminQ Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 1 1 0 2 1 0 1 1. 1
lane group L T R L TR L TR L T R
Volume (vph) 168 79 650 7 88 26 233 94 2 6 196 66
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90. 0.90. 0.90 0.90. 0.90. 0..90 0.90 0.90 0..90 0..90. 0..90 0.90.
Actuated (P/A) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0. 2.0 2.0 2.0. 2.0. 2.0. 2.0 2.0.
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0. 2.0. 2.0 20. 2.0
Arrival type 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0. 3.0. 3.0 3.0. 3.0 3.0 30 3.0. 3.0.
Ped/Bike/RTOR Volume 0 325 0. 6 0. 0 0 33
Lane Width 12.0. 12.0 12.0. 12.0 120. 12.0 12.0 12.0. 12.0. 120
Parking/Grade/Parking N 0. N N 0 N N 0 N N 0. N
Parking/hr
Bus stops/hr 0 0. 0 0 0. 0 0 0 0. 0.
Unit Extension 3D 3.0 30 3.0 3.0. 3.0 3.0. 3.0 3.0. 3.0.
Phasing Exel. left EW Perm 03 04 NB Only NS Perm 07 08
:riming G= 7.0 G = 38.0 G= G= G == 100 G == 14.0. G== G=
Y== 3 Y== 5 Y== Y== Y == 3 Y == 5 Y== Y=
Duration of Analysis (hrs = 0.25 Cycle Length C == 85.0.
Lane Group Capacity, Control Dela'J , and LOS Determination
EB WB NB SB
!Adj. flow rate 187 88 361 8 120. 259 10$ 7 218 37
Lane group cap. 663 80.9 959 678 787 392 573 205 298 253
~/c ratio 0..28 0..11 0.38 0..01 0.15 0.66 0.18 0..03 0..73 0..15
~reen ratio 0..56 0..45 0.62 0..56 0..45 0.12 0.32 0.16 0..16 0..16
Unif. delay d1 9.2 13.7 79 8.2 13.9 35.9 210 29.8 33.7 30.4
Delay factor k 0.11 0..11 0..11 0..11 0..11 0.24 O. 11 0.11 0..29 0.11
Increm. delay d2 0..2 0.1 0.2 0.0. 0.1 4. 1 0.2 0.1 8.9 0.3
PF factor 1. 00.0 1.0.00 1.000 1.000 1.000 1000 1. 000 1.000 1000 1.000
~ontrol delay 9.4 13.7 8.1 82 14.0 40.0 212 299 42.6 30.7
Lane group LOS A B A A B 0 C C 0 C
!Apprch. delay 9.3 13.7 345 406
!Approach lOS A B C 0
Intersec. delay 222 Intersection LOS C
Page ] of] 0
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Short Report
HCS10001M
Cop)oghl C>?OOO UnivelSllV of FIOIida. All Rights Reserved
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Y rAI\ 5Y-45
SHORT REPORT
General Information Site Information
.
Analyst RMB Intersection Penn. Pkwy & 103rd Street
fA,gency or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/02 Jurisdiction Carmel
Irime Period PM Peak Analysis Year Ex isting + Proposed
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 1 1 0 2 1 0 1 1 1
Lane group L T R L TR L TR L T R
Volume (vph) 119 135 259 3 44 14 651 173 5 23 134 208
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0..90 0..90. 0..90. 0..90. 0.90 0..90. 0.90 0.90. 0.90 0..90 0.90.
lActuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0. 2.0 2.0 2.0 2.0. 20 2.0 2.0 2.0. 2.0.
Ext. eft. !]reen 2.0. 2.0. 2.0. 2.0 2.0. 2.0 2.0 2.0. 2.0. 2.0
~rrival type 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0. 3.0. 3.0 30. 30 3.0. 3.0 3.0. 30. 3.0.
Ped/Bike/RTOR Volume 0 129 0 3 a 1 a 104
Lane Width 12.0. 120. 120 120 120. 120 12.0 120 12.0 12.0
Parking/Grade/Parking N a N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr a a a 0 0 0 0 0 0 a
Unit Extension 3.0. 30 3.0 30. 30. 30 3.0 3.0. 3.0 3.0.
Phasin!] Excl. Left EW Perm 03 04 NB Only NS Perm 07 08
Timing G= 7.0 G = 9.0 G= G= G = 20 a G= 8.0 G= G=
Y= 3 Y = 5 Y= Y= Y = 3 Y = 5 Y= Y=
Duration of Analysis (hrs) = 0.25 Cycle LenQth C = 600
lane Group Capacity, Control Dela~, and lOS Determination
EB WB NB SB
lAdj. flow rate 132 150 144 3 61 723 196 26 149 116
Lane group cap. 352 272 872 341 263 1112 932 153 241 205
~/c ratio 0.38 0..55 0.17 0.01 0.23 065 0.21 0. 17 0.62 0.57
Green ratio 0.32 0.15 0..57 032 0.15 033 052 0.13 0.13 0.13
Unit. delay d1 15.4 23.6 62 14.2 22.5 170 79 23.1 24.6 24.4
Delay factor k 0.11 0.15 0.11 011 0.11 0.23 0. 11 0.11 0.20 0.16
Increm. delay d2 0.7 2.4 01 0.0 0.5 1.4 0.1 0.5 48 3.6
PF factor 1.0.0.0 10.00 1000. 1000 1. 000 1. 00.0 1000 1000 1. 000 1.000
!control delay 16.1 260. 6.3 143 229 18.4 80 23.6 293 28.0
Lane group LOS B C A B C B A C C C
Apprch. delay 163 225 162 283
Approach LOS B C B C
Intersec. delay 185 Intersection LOS B
HC57000™
Copyright <07000 Univer,,'Y of F londa. All RIghts Reserved
Version 4. Ie
88
fiJe://C:\Documents%20and%20Settings\tvandenberg.DELL I S\Local%20Settings\ T einp\s2... I 1/8/2002
Akcelik & Associates pty Ltd - aaSIDRA 2.0.0.205
A&F Engineering
A&F Engineering Registered User No. A0654
Licence Type: Professional, Single Computer
Time and Date of Analysis
7:35 AM, Nov 7,2002
Filename: Z:\2002\02114-clarion\Capacity\Ch4ams4ar.OUT
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
aaTraffic SIDRA US Highway Capacity Manual (2000) Version
RUN INFORMATION
* Basic Parameters:
Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Default Values File No. 11
Peak flow period (for performance): 15 minutes
Unit time (for volumes): 60 minutes (Total Flow Period)
Delay definition: Control delay
Geometric delay included
HCM Delay and Queue Models option selected
Level of Service based on: Delay (HCM method)
Queue definition: Back of queue, 95th Percentile
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
DEFAULT PARAMETERS
Default values for some of the important general parameters:
(Default Values File: DEF11.SDF)
1. Basic saturation flow: 1900 tcu/h
This value applies mainly to signalised intersections. For roundabouts
and sign-controlled intersections, it is used for determining capacity
of priority and continuous movements.
2. Through car equivalents for
L EFT
LV HV
Normal 1.053 2.000
Restricted 1.303 2.500
signalised intersections
THROUGH RIG H T
LV HV LV HV
1.000 2.000 1.176 2.000
1.426 2.500
3. Opposed turn
parameters (Roundabout)
Crit. Fol.up Min.
Gap Hdway Deps
V V 2.5
V V 2.5
V V 2.5
% Exit Flow
Opposing
o
o
o
Left turns :
Through
Right turns:
4. Cruise speed= 40 mi/h, Approach Distance= 1800 ft
5. Queue space per vehicle in feet
Light vehicles: 25.0 Heavy vehicles: 4S.0
89
A full list of input data defaults and ranges IS given in the
D
~AM ~L\;\\\
D
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Input Guide part of aaSIDRA User Guide.
O Clarian Heal th
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
4A, AM PEAK)
o
Table S.O - TRAFFIC FLOW DATA
D
Flow
Scale
---------------------------------------~--------------------------------
Mov
No.
Left
Through
Right
LV HV
LV HV
LV HV
D
Peak
Flow
Factor
------------------------------------------------------------------------
VEHICLES Demand flows in veh/hour as used by the program
West: West Approach
12 182 10 0 0 0 0 1.00 0.90
11 0 0 86 4 0 0 1.00 0.90
13 0 0 0 0 691 36 1.00 0.90
D
------------------------------------------------------------------------
o South:
South
32
31
33
Approach
248
o
o
13
o
o
o
101
o
o
5
o
o
o
2
o
o
1
1.00
1.00
1.00
East:
East
22
21
23
Approach
o
95
o
o
o
29
1.00
1.00
J .00
[J ----------------------------------------------------------------------
0.90
0.90
0.90
North:
North
42
41
43
Approach
6
o
o
1
o
o
o
2JO
o
o
11
o
o
o
72
o
o
4
J.OO
J .00
J .00
D
0.90
0.90
0.90
0.90
0.90
0.90
----~------~------------------------------------------------~-----------
Based on unit time = 60 minutes.
D Flow Scale and Peak Hour Factor effects included in flow values.
Clarian Health
D 103rd & Penn (Scenario
Intersection ID: 1
Roundabout
4A, AM PEAK)
D Table R.O - ROUNDABOUT BASIC PARAMETERS
------------------~-------------~------~----------~---~----------------------
Circulating/Exiting ':'-
Stream
Cent Circ Insc No.of No.of Av.Ent ----------------------------------
Island Width Diam. Circ. Entry Lane Flow %HV Adjust. %Exit Cap.
Diam Lanes Lanes Width (veh/ Flow Incl. Constr.
(ft ) (ft) ( ft) ( f t) h) (pcu/h) Effect
D
D -----------------------------------------------------------------------------
West: West Approach
100 30 160 2 2 12.00 236 5.0 236 0 N
(J ;~:~~~--~~:~~-~~~~~~~~-------------------------------------------------------
100 30 160 2 2 12.00 288 5.0 288 0 N
D East:
100
559
----------------------~-------------------------------~----------------------
N
East Approach
30 160
2
2
12.00
559
5.0 c
o
------------------------------------~------------~---------------------------
North: North Approach
O 100 30 160 2 2 12.00 369 5.0 369 0 N
---------------------------------------------------------------------------~-
O Clarian Heal th
103rd & Penn (Scenario 4A, AM PEAK)
90
Intersection ID: 1
Roundabout
o
Turn
Table R.l - ROUNDABOUT GAP ACCEPTANCE PARAMETERS
o
West:
Left
Thru
Right.
South:
Left
Thru
Right
Lane
No.
Lane
Type
Circ/
Exit
Flow
(pcu/h)
236
236
236
288
288
288
Intra-
Bunch
Headway
(s)
Critical
Gap
(s)
o
West Approach
1 Subdominant
1 Subdominant
2 Dominant
South Approach
1 Dominant
2 Subdominant
2 Subdominant
Follow
Up
Headway
(s)
Prop.
Bunched
Vehicles
1. 38
1. 38
1.38
0.203
0.203
0.203
D
4.99
4.99
3.32
2.86
2.86
1.90
o
2.00
2.00
2.00
3.95
5.15
5.15
o
2.28
2.98
2.98
0.329
0.329
0.329
East: East Approach
Left 1 Subdominant 559 1. 63 0.469 4.11 2.50
Thru 1 Subdominant 559 1. 63 0.469 4.11 2.50
2 Dominant 559 1. 63 0.4 69 3.81 2.32
Right 2 Dominant 559 1. 63 0.469 3.81 2.32
o
D
North: North Approach
Left 1 Subdominant 369 1. 80 0.370 4.28 2.51
Thru 1 Subdominant 369 1. 80 0.370 4.28 2.51
2 Dominant 369 1. 80 0.370 3.99 2.34
Right 2 Dominant 369 1. 80 0.370 3.99 2.34
o
o
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
o
Table R.5 - ROUNDABOUT CAPACITY & LEVEL OF SERVICE - aaSIDRA & HCM MODELS
D
aaSIDRA HCM 2000 Lower HCM 2000 Upper
Mov Dem -------------------- -------------------- --------------------
No. Flow Cap. Deg. Av. Cap. Deg. Av. Cap. Deg. Av.
(veh (veh Satn Delay LOS (veh Satn Delay LOS (veh Satn Delay LOS
/h) /h) x (see) /h) x (see) /h) x (see)
West:
12 L
11 T
13R
South:
32 L
31 T
33 R
East:
22 L
21 T
23 R
West Approach
192 663 0.290
90 311 0.289
727 1571 0.463
2545 0.463
South
261
106
3
Approach
1214 0.215
850 0.125
24 0.125
12.3
3.8
5.5
6.6 A
12.2
4.1
6.4
9.8 A
13.3
4.6
6.7
D
B
A
A
o
2088 0.215
East Approach
8 109 0.073
100 1365 0.073
30 410 0.073
NA -
- - - - NA -
NA
- - - - NA -
- - NA - -
- - NA
o
- - - - NA - - - -
- - - - NA - - - -
B
A
A
o
NA -
- NA - -
- - - - NA
- - NA - -
- - NA -
NA -
- - - - NA ~ - - -
D
- - - - NA - - - -
B
A
A
- NA - -
- NA
- NA
o
- NA -
- - NA
-NA--
1884 0.073 5.6 A - - - - NA -
----------------------------------------------~1
- - - - NA ~. m-' . - '- '. '
D
o North:
42 L
o ~; ~
o
North
7
221
76
Approach
49 0.143
1557 0.142
535 0.142
ALL VEHICLES: 8658 0.463
2141 0.143
o
12.6 B
4.0 A
6.1 A
4.7 A
6.9 A
- NA
NA
- NA
- - - - NA - - - -
- - - - NA - - - -
- NA
- NA
- NA
- - - - NA - - - -
- - - - NA - - - -
NA Values for this roundabout capacity model have not been calculated
because the model was not applicable for the given roundabout
conditions. Note that the HCM models are only applicable to
single-lane roundabouts with circulating flows less than 1200 veh/h.
Also note that results are not calculated for any of the models for
slip lane or continuous movements. See aaSIDRA Output Guide Appendix
Section A3.8 for roundabout limits.
D
D
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
o
o
Table R.6 - ROUNDABOUT ALTERNATIVE CAPACITY MODELS
o
Mov
No.
aaSIDRA NAASRA 1986 Ger. Linear Ger. GapAcc
Dem ----------- ----------- ----------- ----------~
Flow Cap. Deg. Cap. % Diff Cap. % Diff Cap. % Diff
(veh (veh Satn (veh from (veh from (veh from
/h) Ih) x Ih) aaSIDRA /h) aaSIDRA Ih) aaSIDRA
0 West: West Approach
12 L 192 663 0.290 1005 51. 6 429 -35.3 710 7.1
11 T 90 311 0.289 471 51. 4 201 -35.4 333 7.1
13 R 727 1571 0.463 1478 -5.9 631 -59.8 1044 -33.5
D ---------~-----------------------------------------
2545 0.463 2954 16.1 1261 -50.5 2087 -18.0
--~-------------------~------------------------------------------
D
South:
32 L
31 T
33 R
South
261
106
3
Approach
1214 0.215
850 0.125
24 0.125
1415
1365
39
16.6
60.6
62.5
618
596
17
-49.1
-29.9
-29.2
1001
966
27
-17.5
13.6
12.5
D -----------------------__________________________________________
o
East:
22 L
21 T
23 R
2088
0.215
2819
130
1624
487
35.0
19.3
19.0
18.8
1231
-41.0
64
794
238
-41.3
-41.8
-42.0
1994
92
1155
346
-4.5
-15.6
-15.4
-15.6
D ------------------------------------------------------------
D
North:
42 L
41 T
43 R
East Approach
8 109
100 1365
30 410
0.073
0.073
0.073
2241
61
1916
659
ALL VEHICLES:
8658
2141 0.143 2636
18.9
24.5
23.1
23.2
1096
27
867
298
-41.8
-44.9
-44.3
-44.3
1593
43
1360
468
-15.4
-12.2
-12.7
-12.5
23.0
23.1 1192 -44.3 1871 -12.6
-12.9
[] ---------------------------------------------------------
1884
0.073
0.463 10650
4780
-44.8
7545
-------------------------------~---------------------------------
North
7
221
76
Approach
49 0.143
1557 0.142
535 0.142
D Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
[] Intersection ID: 1
Roundabout
92
o
Mov Dem Total %HV Adjust. Total Prac. Prac. Lane Deg.
No. Flow Opng Opng Cap. Deg. Spare util Satn
(veh Flow Flow (veh Satn Cap.
/h) (veh/h) (pcu/h) /h) xp (%) (%) x
--------------------------------------------------------------------
West: West Approach
12 L 192 236 5.0 236 663 0.85 194 63 0.290
11 T 90 236 5.0 236 311 0.85 194 63 0.289
13 R 727 236 5.0 236 1571 0.85 84 100 0.463*
South:
32 L
31 T
33 R
East:
22 L
21T
23 R
North:
42 L
41 T
43 R
South Approach
261 288
106 288
3 288
288
288
288
1214
850
24
D
D
0.85
0.85
0.85
o
5.0
5.0
5.0
295
582
580
100
58
58
0.215
0.125
0.125
D
East Approach
8 559
100 559
30 559
5.0
5.0
5.0
559
559
559
109
1365
410
0.85
0.85
0.85
1058
1060
1062
100
100
100
0.073
0.073
0.073
o
North Approach
7 369
221 369
76 369
369
369
369
49
1557
535
0.85
0.85
0.85
495
499
498
o
5.0
5.0
5.0
100
100
100
0.143
0.142
0.142
D
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
Table S.3 - INTERSECTION PARAMETERS
Intersection Level of Service
Worst movement Level of Service
Average intersection delay (s)
Largest average movement delay (s)
Largest back of queue, 95% (ft)
Performance Index
Degree of saturation (highest)
Practical Spare Capacity (lowest)
Total vehicle capacity, all lanes (veh/h)
Total vehicle flow (veh/h)
Total person flow (pers/h)
Total vehicle delay (veh-h/h)
Total person delay (pers-h/h)
Total effective vehicle stops (veh/h)
Total effective person stops (pers/h)
Total vehicle travel (veh-mi/h)
Total cost (S/h)
Total fuel (ga/h)
Total C02 (kg/h)
D
o
A
B
6.9
13.3
84
38.42
0.463
84 %
8658
1821
2732
3.48
5.22
1933
2899
741.9
532.62
27.2
258.17
o
o
o
o
o
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
Tabl e S. 5 - MOVEMENT PERFORMANCE
Mov
No.
o
o
Perf.
Index
D
Total Total Aver. Prop.
Delay Delay Delay Queued
(veh-h/h) (pers-hih) (see)
Eff. Longest Queue
Stop 95% Baek
Rate (vehs) (ft)
Aver.
Speed
(mph)
D
West: West Approach
93
o
12 L
11 T
DR
D
0.66
0.10
1.11
0.99
0.14
1. 66
12.3
3.8
5.5
0.39
0.39
0.37
1.40
0.79
1. 01
1.7
1.7
3.2
44
44
84
4.87
1. 69
14.50
43;6
49.9
48.2
----------------------------------~---------------------------------------
South:
32 L
31 T
33 R
D
South Approach
0.88 1.32
0.12 0.18
0.01 0.01
12.2
4.1
6.4
0.39
0.41
0.41
1.36
0.85
1.07
1.3
0.7
0.7
35
18
18
6.47
2.05
0.06
43.6
49.8
47.9
--------------------------------------------------------------------------
D
East:
22
21
23
o
East
L
T
R
Approach
0.03
0.13
0.06
0.04
0.19
0.08
13 .3
4.6
6.7
0.50
0.49
0.49
1.44
0.95
1.15
0.4
0.4
0.4
11
11
11
0.21
1.99
0.64
43.2
49.2
47.5
--------------------------------------------------------------------------
North:
42 L
41 T
43 R
o
North Approach
0.02 0.04
0.24 0.37
0.13 0.19
12.6
4.0
6.1
0.43
0.43
0.42
1.40
0.82
1. 08
0.8
0.8
0.8
22
22
22
0.18
4.17
1.58
43.5
49.7
47.9
--------------------------------------------------------------------------
D
C1arian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
o
Table S.6 - INTERSECTION PERFORMANCE
o
-------------------------------------------------------------------------
Total
Flow
(veh/h)
Deg.
Satn
x
Total Total Aver. Prop.
Delay Delay Delay Queued
(veh-h/h) (pers-h/h) (see)
Eff. Longest Perf.
Stop Queue Index
Rate (ft)
Aver.
Speed
(mph)
D W~~~~
----------~~-----~~---------------------------------~--------------~-----
29.4
West Approach
0.463 1-86
2.79
6.6
0.379
1-06
84
21_06
D
South:
370
-~-----~-------~-------~-------------------------------------------------
28.1
South Approach
0.215 1.01
1. 51
9.8 0.403 1.21
35
8.59
-------------------~-----------------------------------------------------
East:
138
o
North:
304
East Approach
0_073 0_21
0.32
5.6
0.496
1. 03
11
2.84
30_1
------------~------------------------------------------------------------
30.5
North Approach
0.143 0.40
0.60
4.7
0.431
0.90
22
5.93
[J -------------------------------------------------------------------------
INTERSECTION (persons):
2732 0.463
5.22
6.9
0.401
1. 06
38.42
-------------------------------------------------------------~-----------
47.2
(j Queue values in this table are 95% back of queue (feet).
Clarian Health
n 103rd & Penn (Scenario 4A, AM PEAK)
~ Intersection ID: 1
Roundabout
D Table S.7 - LANE PERFORMANCE
----------------------------------------------------------------
o
Lane
No.
Mov
No.
Dem
Flow
(veh
/h)
Cap
(veh
Ih)
Deg.
Satn
x
Aver.
Delay
(see)
Eft.
Stop
Rate
[j ----------------------------------------------
West: i'vest Approach
1 LT 12, 282 974 0.290 9.6 0.60
11
2 R 11, 727 1571 0_463 5.5 0.50
13
u
__ __ 94
Que u e
95% Back
(vehs) (ft)
1.7 44
3.2
84
Short
Lane
(ft)
South: South Approach
1 L 32, 261 1214 0.215 12.2 0.68 1.3 35
31
2 TR 31, 109 874 0.125 4.2 0.43 0.7 18
33
o
D
East: East Approach
1 LT 22, 65 890 0.073 5.8 0.52 0.4 11
21
2 TR 21, 73 993 0.073 5.4 0.51 0.4 11
23
D
o
North: North Approach
1 LT 42, 145 1023 0.142 4.5 0.43 0.8 22
41
2 TR 41, 159 1118 0.142 5.0 0.47 0.8 22
43
o
D
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
D
Table S.8 - LANE FLOW AND CAPACITY INFORMATION
D
Min Tot
Lan Mov Dem Flow (veh/h) Cap Cap Deg. Lane
No. No. --------------~---- (veh (veh Satn Util
Lef Thru Rig Tot /h) /h) x %
D
West: West Approach
1 LT 12, 192 90 0 282 150 974 0.290 63P
11
2 R 11, 0 0 727 727 150 1571 0.463 100
13
D
o
South: South Approach
1 L 32, 261 0 0 261 150 1214 0.215 100
31
2 TR 31, 0 106 3 109 109 874 0.125 58P
33
o
East: East Approach
1 LT 22, 8 57 0 65 65 890 0.073 100
21
2 TR 21, 0 43 30 73 73 993 0.073 100
23
o
o
North: North Approach
1 LT 42, 7 138 0 145 145 1023 0.142 100
41
2 TR 41, 0 83 76 159 150 1118 0.142 100
43
o
P Lane under-utilisation found by the "Program"
o
For roundabouts, the capacity value for continuous movements is obtained as
the basic saturation flow without any adjustments. Saturation flow scale
applies if specified.
o
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
D
95
Table S.10 - MOVEMENT CAPACITY AND PERFORMANCE SUMMARY
D
D
Mov
Typ
------------------~-----------------------------------------------
Perf.
Index
D
Mov
No.
Dem
Flow
(veh
/h)
Total
Cap.
(veh
/h)
Lane
Util
Deg.
Satn
Aver.
Delay
x
(see)
Eft.
Stop
Rate
95%
Back of
Queue
(veh)
------------------------------------------------------------------
(% )
0 West: West Approach
12 L 192 663 63 0.290 12.3 1.40 1.7 4.87
11 T 90 311 63 0.289 3.8 0.79 1.7 1.69
13 R 727 1571 100 0.463* 5.5 1.01 3.2 14.50
0 ------------------------------------------------------------ ------
South: South Approach
32 L 261 1214 100 0.215 12.2 1.36 1.3 6.47
31 T 106 850 58 0.125 4.1 0.85 0.7 2.05
0 33 R 3 24 58 0.125 6.4 1.07 0.7 0.06
------------------------------------------------------------------
East: East Approach
D 22 L 8 109 100 0.073 13 .3 1.44 0.4 0.21
21 T 100 1365 100 0.073 4.6 0.95 0.4 1.99
23 R 30 410 100 0.073 6.7 1.15 0.4 0.64
------------------------------------------------------------------
O North:
42 L
41 T
43 R
North Approach
7 49
221 1557
76 535
100
100
100
0.143
0.142
0.142
12.6
4.0
6.1
1.40
0.82
1.08
0.8
0.8
0.8
0.18
4.17
1.58
o --:---------------------------------------------------------------
Maximum degree of saturation
D Clarian Health
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
D
4A, A11 PEAK)
Table S.12A - FUEL CONSUMPTION, EMISSIONS AND COST - TOTAL
D --------------------------------------------------------------
Mov Fuel Cost HC CO NOX CO2
No. Total Total Total Total Total Total
gal/h $/h kg/h kg/h kg/h kg/h
------------------------------------~-------------------------
West: West Approach
12 L 3.2 64.92 0.045 1. 48 0.053 30.1
11 T 1.3 24.19 0.016 0.49 0.021 12.0
13 R 10.6 204.71 0.143 4.62 0.180 100.6
D
o
15.0
-----~~----------------------------------------
142.7
293.82
0.204
6.59
0.254
D
South:
32 L
31 T
33 R
Approach
4.3
1.5
0.0
D --------------------------------------------------------------
South
88.25
28.49
0.84
0.061
0.019
0.001
2.01
0.59
0.02
0.072
0.025
0.001
40.9
14.1
0.4
5.8
---------------------------------------~-------
55.4
117.58
0.081
2.62
0.098
------------------~------------~------------------------------
0 East: East
22 L
21 T
23 R
0
Approach
0.1
1.4
0.4
2.71
26.88
8.45
0.002
0.019
0.006
0.06
0.58
0.20
0.002
0.024
0.008
1.3
13.5
4.2
2.0
-----------------------------------------------
18.9
38.04
0.027
0.84
0.034
--------------------------------------------------------------
o
North:
42 L
41 T
43 R
Approach
0.1
3.1
1 .1
North
2.37
59.41
21.40
0.002
0.041
0.015
0.05
1. 23
0.49
0.002
0.052
0.019
1.1
29.5
10.6
-----------------------------------------------
O 4.3 83.18 0.057 1.78 0.073 41.2
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ _ _ _ _ _ _ _ _ _ _ _ _ .96 ". _ _ _ _ _ _ _ _ _ _ _ _
INTERSECTION:
27.2
-------------------------------------------------
0.458
532.62
0.369
PARAMETERS USED IN COST CALCULATIONS
11.83
Pump price of fuel ($/US gal)
Fuel resource cost factor
Ratio of running cost to fuel cost
Average income ($/h)
Time value factor
Average occupancy (persons/veh)
Light vehicle mass (1000 lb)
Heavy vehicle mass (1000 lb)
Light vehicle idle fuel rate (US gal/h)
Heavy vehicle idle fuel rate (US gal/h)
0.850
0.50
3.0
23.00
0.60
1.5
1.4
11.0
0.360
0.530
258.2
D
D
o
o
o
The idle fuel and vehicle mass parameters given above are the default
values (data given in RIDES may override some of these parameters) .
o
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
o
o
Table S.12B - FUEL CONSUMPTION, EMISSIONS AND COST - RATE
--------------------------------------------------------------
D
Mov Fuel Cost HC CO NOX CO2
No. Eft. Rate Rate Rate Rate Rate
mpg $/mi g/krn g/krn g/krn g/krn
--------------------------------------------------------------
West: West Approach
12 L 259.6 0.49 0.338 11.17 0.402 227.0
11 T 286.2 0.42 0.283 8.45 0.357 205.9
13 R 273.5 0.44 0.307 9.89 0.386 215.5
271.6
South:
32 L
31 T
33 R
South Approach
259.6
285.6
272.9
266.3
East:
22
21
23
East
L
T
R
Approach
258.8
282.9
271.2
278.7
0.45
0.49
0.42
0.44
0.47
0.49
0.42
0.44
0.43
0.311
0.338
0.284
0.308
0.323
0.340
0.289
0.311
0.297
10.02
11.17
8.55
10.03
10.44
11.33
9.01
10.30
9.43
0.386
0.402
0.359
0.389
0.390
0.405
0.369
0.395
0.377
o
216.9
o
227.0
206.3
218.3
o
221.3
o
228.4
208.2
217.1
o
--------------------------------------------------------------
211. 4
D
North: North
42 L
41 T
43 R
Approach
259.3
285.0
272.4
281.1
INTERSECTION: 272.5
0.49
0.42
0.44
0.42
0.45
0.338
0.285
0.309
0.292
0.309
11.23
8.65
10.08
9.07
9.91
0.403
0.361
0.390
0.369
0.384
228.0
206.7
216.3
D
209.6
o
216.2
o
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
97
o
o
Lane
No.
Table S.14 - SUMMARY OF INPUT AND OUTPUT DATA
o
Adj. Eff Grn
Basic (sees)
Satf. 1st 2nd
x
--------------------------------------------------------------------------
o
L
T
Demand Flow (veh/h)
Tot
R
%HV
Deg
Sat
Aver. Longest Shrt
Delay Queue Lane
( see) ( f t ) ( ft )
--------------------------------------------------------------------------
West:
1 LT
2 R
D
West Approach
192 90
727
282
727
5
5
0.290
0.463
9.6
5.5
44
84
192
90
------------------------------------------------------------------
84
727
1009
5
0.463
6.6
--------------------------------------------------------------------------
D
South:
1 L
2 TR
D
South Approach
261
106 3
261
109
5
6
0.215
0.125
12.2
4.2
35
18
------------------------------------------------------------------
35
261 106
3
370
5
0.215
9.8
--------------------------------------------------------------------------
D
East:
1 LT
2 TR
North:
1 LT
2 TR
East Approach
8 57
43 30
65
73
6
4
0.073
0.073
5.8
5.4
11
11
8 100
------------------------------------------------------------------
11
North Approach
7 138
83
30
138
5
0.073
5.6
4.5
5.0
22
22
[J ==========:========::=====================================================
76
145
159
0.142
0.142
ALL VEHICLES
221
------------------------------------------------------------------
D
304
Total
Flow
1821
0.142
%
HV
5
Max
X
0.463
4.7
Aver.
Delay
6.9
22
Max
Queue
84
-----------------------------~----------~-------~----~--------~-----------
---------------------------------~~---~~----------------------------------
Total flow period = 60 minutes. Peak flow period = 15 minutes.
[J Queue values in this table are 95% back of queue (feet).
D
Note: Basic Saturation Flows are not adjusted at roundabouts or sign-
controlled intersections and apply only to continuous lanes.
Clarian Health
D 103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
(J Table S.15 - CAPACITY AND LEVEL OF SERVICE
D
Mov
No.
---------------------~------------------~---------
o
West:
12 L
11 T
l3R
Mov
Typ
Total
Flow
(veh
/h)
Total
Cap.
(veh
Ih)
663
311
1571
2545
Deg. Aver. LOS
of Delay
Satn
(vie) (see)
0.290
0.289
0.463*
12.3
3.8
5.5
West
Approach
192
90
727
0.463
6.6
A
1009
-----------------------------~---------~----------
D South: South Approach
32 L 261 1214 0.215 12.2 B
31 T 106 850 0.125 4.1 A
33 R 3 24 0.125 6.4 A
[J ------------------~-----------------
370 2088 0.215 9.8 98
Level of Service calculations are based on
average control delay including geometric delay (HCM criteria),
independent of the current delay definition used.
For the criteria, refer to the "Level of Service" topic in the
aaSIDRA Output Guide or the Output section of the on-line help.
Maximum vie ratio, or critical green periods
East: East
22 L
21 T
23 R
Approach
8
100
30
138
North:
42 L
41 T
43 R
North Approach
7
221
76
304
ALL VEHICLES:
1821
*
109
1365
410
1884
49
1557
535
2141
8658
0.073
0.073
0.073
0.073
0.143
0.142
0.142
0.143
0.463
13.3
4.6
6.7
5.6
12.6
4.0
6.1
4.7
6.9
D
B
A
A
D
A
o
B
A
A
o
A
A
o
D
D
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
Table D.O - GEOMETRIC DELAY DATA
From
Approach
To
Approach
West:
West Approach
South
East
North
South:
South Approach
West
East
North
East:
East Approach
West
South
North
North:
North Approach
West
South
East
Negn Negn
Radius Speed
(ft) (mph)
117.2
190.4
62.0
62.0
117.2
190.4
190.4
62.0
117.2
117.2
190.4
62.0
22.0
28.1
16.0
16.0
22.0
28.1
28.1
16.0
22.0
22.0
28.1
16.0
Negn
Dist.
(ft)
61. 9
151.5
243.5
243.5
61. 9
151.5
151.5
243.5
61. 9
61. 9
151.5
243.5
D
D
Appr.
Dist.
(ft)
Downstream
Distance
(ft)
o
1800
1800
1800
o
311
323
469
o
1800
1800
1800
469
311
323
o
1800
1800
1800
323
469
311
o
1800
1800
1800
o
311
323
469
o
Downstream distance is distance travelled from the stopline until exit
cruise speed is reached (includes negotiation distance). Acceleration
distance is weighted for light and heavy vehicles. The same distance
applies for both stopped and unstopped vehicles.
o
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
Table D.l - LANE DELAYS
o
99
o
[J _____________________________
o
Lane
No.
----------------------------------------------
Mov
No.
Deg.
Satn
x
Stop-line Delay
1st 2nd Total
d1 d2 dSL
Delay
Acc.
Dec.
dn
(seconds/veh) ---------------_
Queuing Stopd
Total MvUp (Idle) Geom Control
dq dqm di dig dic
o
West:
1 LT
-----------------------------------------------------~-~-----------~-------
West Approach
12, 0.290 1.4 0.0 1.4 2.3 0.0 0.0 0.0 10.9 9.6
11 2.4
11, 0.463 0.8 0.0 0.8 2.3 0.0 0.0 0.0 0.0 5.5
13 4.7
2 R
(J ---------------------------------------------------------------------------
South: South Approach
D 1 L 32, 0.215 1.2 0.0 1.2 2.0 0.0 0.0 0.0 10.9 12.2
31 0.0
2 TR 31, 0.125 1.7 0.0 1.7 3.0 0.0 0.0 0.0 2.4 4.2
33 4.7
East:
1 LT
[J ---------------------------------------------------------------------------
o
2 TR
East Approach
22, 0.073 2.3 0.0 2.3 3.5 0.0 0.0 0.0 10.9 5.8
21 2.4
21, 0.073 2.1 0.0 2.1 3.3 0.0 0.0 0.0 2.4 5.4
23 4.7
---------------------------------------------------------------------------
North: North Approach
0 1 LT 42, 0.142 1.6 0.0 1.6 3.1 0.0 0.0 0.0 10.9 4.5
41 2.4
2 TR 41, 0.142 1.5 0.0 1.5 2.9 0.0 0.0 0.0 2.4 5.0
43 4.7
(J ---------------------------------------------------------------------------
dn is average stop-start delay for all vehicles queued and unqueued
O Clarian Heal th
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
D
4A, AM PEAK)
Table D.2 - LANE STOPS
(J -------------------------------------------------------
Queue
Deg. -- Effective Stop Rate -- Prop. Move-up
Lane Satn Geom. Overall Queued Rate
No. x hel he2 hig h pq hqm
West:
1 LT
2 R
D -------------------------------------------------------
(J -------------------------------------------------------
West Approach
0.290 0.27 0.00
0.463 0.24 0.00
0.33
0.27
0.60
0.50
0.398
0.371
0.00
0.00
South: South Approach
1 L 0.215 0.26 0.00
2 TR 0.125 0.28 0.00
~ -------------------------------------------------------
East:
1 LT
2 TR
0.41
0.15
0.68
0.43
0.397
0.416
0.00
0.00
East Approach
0.073 0.37 0.00
0.073 0.35 0.00
0.15
0.16
0.52
0.51
0.501
0.492
0.00
0.00
[J -------------------------------------------------------
North: North Approach
1 LT 0.142 0.28 0.00
2 TR 0.142 0.28 0.00
[J ---------------------------------------________________
0.15
0.19
0.43
0.47
0.436
0.426
0.00
0.00
o
hg is the average value for all movements in a shared lane
hqm is average queue move-up rate for all vehicles queued and unqueued
O Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection 1D: 1
100
Roundabout
Table D.3 - LANE QUEUES
o
---------------------------------------------------------------------------
D
Lane
No.
Deg.
Satn
x
Ovrfl. Average (veh)
Queue -----------------
No Nb1 Nb2 Nb
70%
Percentile (veh)
85%
90%
95%
98%
Queue
Stor.
Ratio
-0
---------------------------------------------------------------------------
West:
1 LT
2 R
West Approach
0.290 0.0
0.463 0.0
0.5
1.0
0.0
0.0
0.5
1.0
1.0
1.9
1.2
2.3
1.4
2.6
1.7
3.2
2.0
3.7
0.02
0.05
D
---------------------------------------------------------------------------
South: South Approach
1 L 0.215 0.0 0.4
2 TR 0.125 0.0 0.2
0.0
0.0
0.4
0.2
0.8
0.4
1.0
0.5
1.1
0.6
1.3
0.7
1.6
0.8
o
0.02
0.01
---------------------------------------------------------------------------
East:
1 LT
2 TR
East Approach
0.073 0.0
0.073 0.0
0.1
0.1
North: North Approach
1 LT 0.142 0.0 0.3
2 TR 0.142 0.0 0.3
0.0
0.0
0.1
0.1
0.2
0.2
0.5
0.5
0.3
0.3
0.3
0.3
0.6
0.6
0.7
0.7
0.4
0.4
0.8
0.8
Values printed in this table are back of queue (vehicles).
0.0
0.0
0.3
0.3
Clarian Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
Table D.4 - MOVEMENT SPEEDS (mph)
App. Speeds
Mov ------------
No. Cruise Negn
Queue Move-up
Exit Speeds ------------- Av. Section Spd
West:
12
11
13
South:
32
31
33
East:
22
21
23
North:
42
41
43
Negn Cruise
West Approach
35.0 16.0
35.0 28.1
35.0 22.0
16.0
28.1
22.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
35.0
1st
Grn
2nd
Grn
Running Overall
27.1
31. 0
30.0
27.1
30.9
29.8
26.9
30.6
29.5
27.0
30.9
29.7
27.1
31. 0
30.0
27.1
30.9
29.8
26.9
30.6
29.5
27.0
30.9
29.7
"Running Speed" is the average speed excluding stopped periods.
South
35.0
35.0
35.0
Approach
16.0 16.0
28.1 28.1
22.0 22.0
East Approach
35.0 16.0
35.0 28.1
35.0 22.0
16.0
28.1
22.0
North
35.0
3S.0
35.0
Approach
16.0 16.0
28.1 28.1
22.0 22.0
--- End of aaSIDRA Output ---
101
0.5
0.5
0.01
0.01
o
1.0
1.0
D
0.01
0.01
o
D
o
o
o
o
o
D
o
o
o
D
o
Akcelik & Associates Pty Ltd - aaSIDRA 2.0.0.205
o
---------------------------------------------------
A&F Engineering
A&F Engineering Registered User No. A0654
Licence Type: Professional, Single Computer
o
Time and Date of Analysis
7:55 AM, Nov 8,2002
Filename: Z:\2002\02114-clarion\Capacity\CH4pMS4AR.OUT
o
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: 1
o
aaTraffic SIDRA US Highway Capacity Manual (2000) Version
D
RUN INFORMATION
o
~ Basic Parameters:
Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Default Values File No. 11
Peak flow period (for performance): 15 minutes
Unit time (for volumes): 60 minutes (Total Flow Period)
Delay definition: Control delay
Geometric delay included
HCM Delay and Queue Models option selected
Level of Service based on: Delay (HeM method)
Queue definition: Back of queue, 95th Percentile
o
o
D
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection 1D: 1
o
D
DEFAULT PARAMETERS
o
Default values for some of the important general parameters:
(Default Values File: DEFll.SDF)
1. Basic saturation flow: 1900 tcu/h
D
This value applies mainly to signalised intersections. For roundabouts
and sign-controlled intersections, it is used for determining capacity
of priority and continuous movements.
D
2. Through car equivalents for
L EFT
LV HV
Normal 1.053 2.000
Restricted ].303 2.500
signalised intersections
THROUGH RIG H T
LV HV LV HV
1.000 2.000 1.]76 2.000
1.426 2.500
o
3. Opposed turn
parameters
Crit.
Gap
V
V
V
(Roundabout)
Fol.up Min.
Hdway Deps
V 2.5
V 2.5
V 2.5
% Exit Flow
Opposing
o
o
o
o
Left turns :
Through
Right turns:
o
4. Cruise speed= 40 milh, Approach Distance= 1800 ft
o
s. Queue space per vehicle in feet
Light vehicles: 25.0 Heavy vehicles: 45.0
102
A full list of input data defaults and rangeJ 1S given in the
l-~ P;\l1 S '-\ A F\
Input Guide part of aaSIDRA User Guide.
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection 10: 1
Roundabout
Table S.O - TRAFFIC FLOW DATA
Mov
No.
LV HV
Left
Through
LV HV
Right
LV HV
Flow
Scale
o
D
o
Peak
Flow
Factor
D
o
------------------------------------------------------------------------
VEHICLES Demand flows in veh/hour as used by the program
West: West Approach
12 129 7 0 0 0 0 1.00 0.90
11 0 0 146 8 0 0 1.00 0.90
13 0 0 0 0 276 14 1.00 0.90
South:
South
32
31
33
Approach
690
o
o
East: East Approach
22
21
23
North:
North
42
41
43
Approach
2S
o
o
36
o
o
3
o
o
o
18S
o
o
10
o
o
o
5
o
2
o
o
o
IS
o
o
1
1.00
1. 00
1.00
1
o
o
o
48
o
o
8
o
o
o
22S
o
o
1
1.00
1. 00
1. 00
1
o
o
o
144
o
o
o
12
1. 00
1. 00
1.00
Based on unit time = 60 minutes.
Flow Scale and Peak Hour Factor effects included in flow values.
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: 1
Roundabout
Table R.O - ROUNDABOUT BASIC PARAMETERS
o
0.90
0.90
0.90
D
0.90
0.90
0.90
o
o
0.90
0.90
0.90
o
D
o
o
Circulating/Exiting Stream
Cent Circ Insc No.of No.of AV.Ent ----------------------------------
Island Width Diam. Circ. Entry Lane Flow %HV Adjust. %Exit Cap.
Diam Lanes Lanes Width (veh/ Flow Incl. Constr.
(ft ) (ft ) (ft) (ft) h) (pcu/h) Effect
West:
100
South:
100
East:
100
North:
100
West Approach
30160
South Approach
30 160 2
East Approach
30 160
North Approach
30 160 2
2
2
2
12.00
2
12.00
2
12.00
2
12.00
Clarian Health
l03rd & Penn (Scenario 4A, PM PEAK)
181
316
1057
780
103
S.O
S.O
S.O
S.O
181
316
10S7
780
o
o
o
N
o
D
N
o
o
N
o
o
N
D
o
Intersection 10: 1
Roundabout
[j Table R.l - ROUNDABOUT GAP ACCEPTANCE PARAMETERS
---------------------------------------------------------------------
0 Turn Lane Lane Circl Intra- Prop. Critical Follow
No. Type Exit Bunch Bunched Gap Up
Flow Headway Vehicles (s) Headway
(pcu/h) (s) (s)
D ---------------------------------------------------------------------
West: West Approach
Left 1 Subdominant 181 2.00 0.222 4.29 2.43
Thru 1 Subdominant 181 2.00 0.222 4.29 2.43
0 2 Dominant 181 2.00 0.222 3.77 2.14
Right 2 Dominant 181 2.00 0.222 3.77 2.14
---------------------------------------------------------------------
D South:
Left
Thru
Right
South Approach
1 Dominant
2 Subdominant
2 Subdominant
316
316
316
1. 73
1.73
1.73
0.316
0.316
0.316
3.53
5.69
5.69
2.05
3.31
3.31
---------------------------------------------------------------------
o
East: East Approach
Left 1 Subdominant 1057 1. 59 0.688 3.60 2.42
Thru 1 Subdominant 1057 1. 59 0.688 3.60 2.42
2 Dominant 1057 1.59 0.688 3.18 2.14
Right 2 Dominant 1057 1. 59 0.688 3.18 2.14
o _____________________________________________________________________
North:
OLe f t
Thru
Right
North Approach
1 Subdominant
1 Subdominant
2 Dominant
780
780
780
1. 95
1. 95
1. 95
0.653
0.653
0.653
3.96
3.96
3.52
2.52
2.52
2.24
--------------------------------------------------------------------~
D
Clarian Health
]03rd & Penn (Scenario
O Intersection 10: 1
Roundabout
4A, PJ'.1 PEAK)
o Table R.5 - ROUNDABOUT CAPACITY & LEVEL OF SERVICE - aaSIDRA & HCM MODELS
---~------------~--------------------------------~---------------------------
aaSIDRA HCM 2000 Lower HCM 2000 Upper
0 f'1ov Dem -------------------- -------------------- --------------------
No. FloH Cap. Deg. Av. Cap. Deg. Av. Cap. Deg. Av.
(veh (veh Satn Delay LOS (veh Satn Delay LOS (veh Satn Delay LOS
/h) /h) x (see) /h) x (see) /h) x (see)
D
West:
12 L
11 T
13 R
West Approach
136 612 0.222
154 693 0.222
290 1305 0.222
11.7
3.2
5.3
- NA -
- NA -
- NA -
- - NA -
- NA -
- NA -
26]0 0.222
---------------------------------------------------------------
- - - - NA - - - -
South
726
195
6
Approach
1369 0.530
734 0.266
23 0.261
6.3
A
- - - - NA - - - -
--~--~---------~-------------------------------------------------
D South:
32 L
3] T
33 R
o
12.5
4.9
7.2
B
A
A
- NA -
- NA -
- NA -
- NA -
- NA - -
- NA -
--~----------------~-------------------------------------------
East Approach
4 73 0.055
SO 910 0.055
]6 291 0.055
16.2
7.3
9.1
2126 0.530 10.8 B
- - - - NA 7 - - -
- - - - NA - - - -
--------------------~------------------------------~-------------------------
B
A
A
- NA -
- NA -
- NA -
- NA -
NA
NA
East:
O 22 L
2] T
23 R
o ---------------=~~~-~~~==---~~~--~---=-=-=-=-~~04 ________=_=_=_=_~~_~~:~=_=_-
North:
42 L
41 T
43 R
North
26
152
237
Approach
95 0.274
557 0.273
767 0.309
16.3 B
7.8 A
9.5 A
o
- NA - -
NA
- NA - -
NA
- NA
- NA
D
1419 0.309
---------------------------------------------------------------
- - - - NA - - - -
- - - - NA - - - -
9.3 A
-----------------------------------------------------------------------------
- - - - NA - - - -
- - - - NA - - - -
o
ALL VEHICLES: 7429 0.530
9.1 A
-----------------------------------------------------------------------------
o
NA Values for this roundabout capacity model have not been calculated
because the model was not applicable for the given roundabout
conditions. Note that the HCM models are only applicable to
single-lane roundabouts with circulating flows less than 1200 veh/h.
Also note that results are not calculated for any of the models for
slip lane or continuous movements. See aaSIDRA Output Guide Appendix
Section A3.8 for roundabout limits.
o
o
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: 1
Roundabout
o
Table R.6 - ROUNDABOUT ALTERNATIVE CAPACITY MODELS
Q
-----------------------------------------------------------------
aaSIDRA NAASRA 1986 Ger. Linear Ger. GapAcc
Mov Dem --------~-- ----------- ----------- -----------
No. Flow Cap. Deg. Cap. % Diff Cap. 0 Diff Cap. % Diff
-0
(veh (veh Satn (veh from (veh from (veh from
/h) /h} x /h) aaSIDRA /h} aaSIDRA /h} aaSIDRA
D
----------------------------------~-----~-----------~------------
West:
12 L
11 T
13 R
West Approach
136 612
154 693
290 1305
0.222
0.222
0.222
725
821
1546
2610 0.222 3092
South:
32 L
31 T
33 R
South
726
195
6
Approach
1369 0.530
734 0.266
23 0.261
1382
1334
41
2126 0.530 2757
East:
22 L
21 T
23 R
East Approach
4 73
50 910
16 291
0.055
0.055
0.055
83
1036
332
1274 0.055 1451
18.S
]8.5
]8.5
302
342
644
-50.7
-50.6
-50.7
510
578
1088
-16.7
-16.6
-16.6
o
18.5 1288 -50.7 2176 -16.6
o
0.9
81.7
78.3
611
590
18
979
946
29
-28.5
28.9
26.1
o
o
-55.4
-19.6
-21.7
29.7 1219 -42.7 1954
-8.1
13.7
13.8
14. 1
51
640
205
-30.1
-29.7
-29.6
-21.9
-21.9
-22.0
o
57
711
227
13.9
896 -29.7
995 -21.9
o
North: North Approach
42 L 26 95 0.274 136 43.2 76 -20.0 96 1.1
41 T 152 557 0.273 794 42.5 446 -19.9 561 0.7
43 R 237 767 0.309 932 21.5 523 -31.8 657 -}4.3
---------------------------------------------------
1419 0.309 1862 31.2 1045 -26.4 1314 -7.4
ALL VEHICLES: 7429 0.530 9162
D
23.3 4448 ~40.1 6439 -13.3
o
o
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: 1
Roundabout
o
105
o
----------------------------------------------------------------
Mov Dem Total %HV Adjust. Total Prac. Prac. Lane Deg.
0 No. Flow Opng Opng Cap. Deg. Spare Util Satn
(veh Flow Flow (veh Satn Cap.
/h) (veh/h) (pcu/h) /h) xp (%) (% ) x
--------------------------------------------------------------------
0 West: West Approach
12 L 136 181 5.0 181 612 0.85 283 100 0.222
11 T 154 181 5.0 181 693 0.85 283 100 0.222
0 13 R 290 181 5.0 181 1305 0.85 283 100 0.222
------------------------------------------------------------------
South: South Approach
32 L 726 316 5.0 316 1369 0.85 60 100 0.530*
0 31 T 195 316 5.0 316 734 0.85 220 50 0.266
33 R 6 316 5.0 316 23 0.85 226 50 0.261
--------------------------------------------------------------------
D
East: East
22 L
21 T
23 R
73
910
291
Approach
4 1057
50 1057
16 1057
1057
1057
1057
5.0
5.0
5.0
O North:
42 L
41 T
43 R
North Approach
26 780
152 780
237 780
5.0
5.0
5.0
780
780
780
95
557
767
o
0.85
0.85
0.85
1451
1447
1446
100
100
100
0.055
0.055
0.055
0.85
0.85
0.85
211
211
175
88
88
100
0.274
0.273
0.309
o
C1arian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: 1
Roundabout
o
Table S.3 - INTERSECTION PARAMETERS
---~------~-~----------------~-----~~-~-----------------------------------
Intersection Level of Service
Worst movement Level of Service
Average intersection delay (s)
Largest average movement delay (s)
Largest back of queue, 95% (ft)
Performance Index
Degree of saturation (highest)
Practical Spare Capacity (lowest)
Total vehicle capacity, all lanes (veh/h)
Total vehicle flow (veh/h)
Total person flow (pers/h)
Total vehicle delay (veh-h/h)
Total person delay (pers-h/h)
Total effective vehicle stops (veh/h)
Total effective person stops (pers/h)
Total vehicle travel (veh-mi/h)
Total cost ($/h)
Total fuel (ga/h)
Total C02 (kg/h)
o Clarian Heal th
103rd & Penn (Scenario 4A, PM PEAK)
O Intersection ID: 1
Roundabout
o
D
o
o
D
o Table S. 5 - MOVEf-:JENT PERFORMANCE
A
B
9.1
16.3
108
46.39
0.530
60 %
7429
1992
2988
5.03
7.55
2478
3717
822.9
606.03
30.7
291.14
Mov
No.
---------~--------------~-----------~-------------------------------------
Perf.
Index
Total Total Aver. Prop.
Delay Delay Delay Queued
(veh-h/h) (pers-h/h) (see)
Eff. Longest Queue
Stop 95% Back
Rate (vehs) (ft)
Aver.
Speed
(mph)
[J -----------------------------------------------
West:
West Approach
106
12 L 0.44 0.67 11. 7 0.31 1. 31 1.3 34 3.31 43.9
11 T 0.14 0.21 3.2 0.31 0.66 1.3 35 2.70 50.6
13 R 0.43 0.64 5.3 0.29 0.93 1.3 35 5.63 48.7
----------------------------------- ~----------------------------- ---------
South: South Approach
32 L 2.51 3.77 12.5 0.49 1. 41 4.2 108 18.45 43.3
31 T 0.27 0.40 4.9 0.48 1. 01 1.6 41 4.08 49.3
33 R 0.01 0.02 7.2 0.48 1.22 1.6 41 0.14 47.5
o
D
--------------------------------------------------------------------------
o
East:
22
21
23
East
L
T
R
Approach
0.02
0.10
0.04
16.2
7.3
9.1
0.65
0.65
0.65
1. 57
1. 25
1. 35
0.3
0.3
0.3
8
8
8
0.11
1.16
0.38
0.03
0.15
0.06
41. 2
47.8
46.1
o
--------------------------------------------------------------------------
North:
42 L
41 T
43 R
North Approach
0.12 0.18
0.33 0.49
0.62 0.94
16.3
7.8
9.5
0.68
0.68
0.68
1. 68
1. 40
1. 48
1.7
1.7
2.1
45
45
54
0.76
3.72
5.94
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: 1
Roundabout
Table S.6 - INTERSECTION PERFORMANCE
Total
Flow
(veh/h)
Deg. Total Total Aver. Prop.
Satn Delay Delay Delay Queued
x (veh-h/h) (pers-h/h) (see)
Eff. Longest Perf.
Stop Queue Index
Rate (ft)
West: West Approach
580 0.222 1.01
35
11.65
1. 51
6.3 0.308 0.95
South: South Approach
927 0.530 2.79
10.8 0.490 1.33
108
22.67
4.19
East: East Approach
70 0.055 0.16
8
1. 65
0.24
8.2 0.657 1.29
North: North Approach
415 0.309 1.07
9.3 0.685 1.46
54
10.42
1. 61
INTERSECTION (persons):
2988 0.530
7.55
9.1 0.484 1.24
46.39
Queue values in this table are 95% back of queue (feet).
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: 1
Roundabout
Table S.7 - LANE PERFORMANCE
Lane
No.
Dem
Flow
(veh
Ih)
Que u e
95% Back
Short
Lane
(ft )
Eft.
Stop
Rate
Cap Deg.
(veh Satn
Ih) x
Aver.
Delay
(see)
Mov
No.
(vehs) (ft)
West: West Approach
1 LT 12, 269 1209 0.222 7.5 0.50 1.3 34
1J
2 TR 1J, 311 1401 0.222 5.1 0.46 1.3 35
13 107
41.1
47.4
45.8
o
o
o
o
Aver.
Speed
(mph)
o
29.7
o
27.6
o
29.2
o
o
28.6
45.7
o
D
o
o
D
o
0 South: South Approach
1 L 32, 726 1369 0.530 12.5 0.71 4.2 108
0 31
2 TR 31, 201 757 0.266 5.0 0.51 1.6 41
33
o
East:
1 LT
East Approach
22, 32 575 0.055 8.7 0.66 0.3 8
21
21, 38 699 0.055 7.8 0.64 0.3 8
23
2 TR
[J ----------------------------------------------------------------
North: North Approach
1 LT 42, 178 653 0.273 9.0 0.72 1.7 45
D 41
2 R 41, 237 767 0.309 9.5 0.74 2.1 54
43
D ----------------------------------------------------------------
Clarian Health
O 103rd & Penn (Scenario
Intersection 10: 1
Roundabout
4A, PM PEAK)
[J Table S.8 - LANE FLOW AND CAPACITY INFORMATION
Min Tot
0 Lan Mov Oem Flow (veh/h) Cap Cap Deg. Lane
No. No. --------------~---- ( veh (veh Satn Util
Lef Thru Rig Tot /h) Ih) x 0
-0
[J
West:
1 LT
2 TR
West Approach
12, 136 133 0 269 150 1209 0.222 100
11
11, 0 21 290 311 150 1401 0.222 100
13
o -------------------------------------------------------
South: South Approach
D 1 L 32, 726 0 0 726 150 1369 0.530 100
31
2 TR 31, 0 195 6 201 150 757 0.266 50P
33
East:
1 LT
D -------------------------------------------------------
o
2 TR
East Approach
22, 4 28 0 32 32 575 0.055 100
21
..
21, 0 22 16 38 38 699 0.055 100
23
North: North Approach
0 1 LT 42, 26 152 0 178 150 653 0.273 88P
41
2 R 41, 0 0 237 237 150 767 0.309 100
43
[J --~----------------------------------------------------
Lane under-utilisation found by the "Program"
o
For roundabouts, the capacity value for continuous movements is obtained as
the basic saturation flow without any adjustments. Saturation flow scale
applies if specified.
O Clarian Heal th
103rd & Penn (Scenario
Intersection 10: 1
Roundabout
D
4A, PM PEAK)
Table S.10 - MOVEMENT CAPACITY AND PERFORr~NCE SUMMARY
108
o
-------- ----------------------------------------------------------
Mov Mov Dem Total Lane Deg. Aver. Eft. 95% Perf.
No. Typ Flow Cap. Util Satn Delay Stop Back of Index
(veh (veh Rate Queue
Ih) Ih) (% ) x (see) (veh)
West:
12 L
11 T
13R
West
Approach
136
154
290
612
693
1305
100
100
100
0.222
0.222
0.222
11. 7
3.2
5.3
1. 31
0.66
0.93
o
1.3
1.3
1.3
o
3.31
2.70
5.63
4.2
1.6
1.6
o
------------------------------------------------------------------
South:
32 L
31 T
33 R
South Approach
726 1369
195 734
6 23
100
50
50
0.530*
0.266
0.261
12.5
4.9
7.2
1. 41
1. 01
1.22
18.45
4.08
0.14
o
East: East Approach
22 L 4 73 100 0.055 16.2 1.57 0.3 0.11
21 T 50 910 100 0.055 7.3 1. 25 0.3 1. 16
23 R 16 291 100 0.055 9.1 1.35 0.3 0.38
------------------------------------------------------------------
North: North Approach
42 L 26 95 88 0.274 16.3 1. 68 1.7 0.76
41 T 152 557 88 0.273 7.8 1. 40 1.7 3.72
43 R 237 767 100 0.309 9.5 1. 48 2.1 5.94
*
Maximum degree of saturation
o
o
o
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection 10: 1
Roundabout
o
o
Table S.12A - FUEL CONSUMPTION, EMISSIONS AND COST - TOTAL
o
Mov Fuel Cost HC CO NOX CO2
No. Total Total Total Total Total Total
gal/h $/h kg/h kg/h kg/h kg/h
--------------------------------------------------------------
West: West Approach
12 L 2.2 45.98 0.032 1. 04 0.037 21.3
11 T 2.1 41.39 0.028 0.80 0.035 20.3
13 R 4.2 81.65 0.057 1. 80 0.071 39.9
8.6
Sout h : Sout h
32 L
31 T
33 R
Approach
12.0
2.8
0.1
14.9
East:
22
21
23
Approach
0.1
0.7
0.2
East
L
T
R
1.0
North: North
42 L
41 T
43 R
Approach
0.4
2.2
3.5
6.2
169.02
245.52
52.42
1. 69
299.63
1. 40
13.51
4.55
19.46
9.11
41.25
67.57
117.92
0.116
0.170
0.036
0.001
0.208
0.001
0.010
0.003
0.014
0.006
0.030
0.049
0.085
3.63
5.67
1.12
0.04
6.84
0.03
0.32
0.11
0.46
0.21
0.99
1. 67
0.143
0.203
0.046
0.002
0.251
0.001
0.013
0.004
0.018
0.007
0.038
0.062
2.871090.108
o
D
81. 5
114.1
26.2
0.8
D
141.1
o
0.6
6.9
2.3
D
9.8
o
4.2
20.9
33.6
D
58.8
o
o
INTERSECTION:
30.7
--------------------------------------------------------------
291.1
606.03
0.422
[J PARAMETERS USED IN COST CALCULATIONS
Pump price of fuel ($/US gal)
Fuel resource cost factor
Ratio of running cost to fuel cost
Average income ($/h)
Time value factor
Average occupancy (persons/veh)
Light vehicle mass (1000 lb)
Heavy vehicle mass (1000 lb)
Light vehicle idle fuel rate (US gal/h)
Heavy vehicle idle fuel rate (US gal/h)
o
D
o
o
13.80
0.520
0.850
0.50
3.0
23.00
0.60
1.5
1.4
11.0
0.360
0.530
The idle fuel and vehicle mass parameters given above are the default
values (data given in RIDES may override some of these parameters) .
O Clarian Health
103rd & Penn (Scenario
Intersection ID: 1
Roundabout
o
4A, PM PEAK)
Table S.12B - FUEL CONSUMPTION, EMISSIONS AND COST - RATE
[J --------------------------------------------------------------
Mov Fuel Cost HC CO NOX CO2
No. Eff. Rate Rate Rate Rate Rate
mpg $/mi g/km g/km g/km g/km
----------------------~---~-----------------------------------
West: West Approach
]2 L 260.2 0.49 0.336 1].04 0.399 226.4
Jl T 288.9 0.42 0.278 7.99 0.347 204.0
13 R 274.8 0.44 0.304 9.65 0.380 214.4
o
D
274.5
0.45
0.305
9.56
0.376
---------------------------------------------------------
214.6
D South:
32 L
31 T
33 R
South
Approach
258.8
283.4
271.5
o
263.4
D Eas~~
21
23
East
L
T
R
Approach
254.5
277.4
267.4
D
273.6
--------------------------------------------------------------
215.4
D
North: North
42 L
41 T
43 R
Approach
254. ]
276.3
266.5
o ----------------
269.1
INTERSECTION: 268.0
0.49
0.42
0.44
0.47
0.5]
0.42
0.44
0.43
0.5]
0.42
0.44
0.44
0.46
0.340
0.288
0.311
0.329
0.349
0.299
0.3]9
0.307
0.350
0.302
0.321
0.3]6
0.319
]1.32
8.93
]0.26
]0.83
1] .62
9.9]
10.86
10.23
11.67
]0.06
] 0.97
10.69
] 0.42
0.405
0.367
0.394
0.397
0.412
0.388
0.407
0.394
0.414
0.391
0.410
0.403
0.392
227.7
207.9
218.0
223.7
233.4
212.3
220.5
231.8
213.3
221. ]
218.9
--------------------------------------------------------------
219.8
[J
Clarian Health
O 103rd & Penn (Scenario
Intersection ID: 1
Roundabout
4A, Pf1 PEAK)
110
Table 5.14 - SUMMARY OF INPUT AND OUTPUT DATA
Lane
No.
Demand Flow (veh/h)
L
T
R
Tot
Adj. Eff Grn
%HV Basic (sees)
Sat f. 1 st 2nd
Deg
Sat
x
o
D
Aver. Longest Shrt
Delay Queue Lane
(see) (ft) (ft).
D
--------------------------------------------------------------------------
West:
1 LT
2 TR
West Approach
136 133
21 290
136 154 290
269
311
580
5
5
5
0.222
0.222
0.222
7.5
5.1
6.3
34
35
D
--------------------------------------------------------------------------
35
South:
1 L
2 TR
South Approach
726
195 6
726 195
726
201
6
927
5
5
5
0.530
0.266
0.530
12.5
5.0
10.8
108
41
o
--------------------------------------------------------------------------
108
D
East:
1 LT
2 TR
East Approach
4 28
22 16
4
50
32
38
16
70
7
5
6
0.055
0.055
0.055
8.7
7.8
8.2
8
8
D
8
45
54
D
--------------------------------------------------------------------------
North:
1 LT
2 R
North Approach
26 152
237
ALL VEHICLES
26 152 237
178
237
415
5
5
5
0.273
0.309
0.309
9.0
9.5
9.3
--------------------------------------------------------------------------
-----~--------------------------------------------------------------------
54
D
Max
Queue
108
o
Total
Flow
1992
o
"
HV
5
Max
X
0.530
Aver.
Delay
9.1
--------------------------------------------------------------------------
-----~~-------------------------------------------------------------------
Total flow period = 60 minutes. Peak flow period = 15 minutes.
Queue values in this table are 95% back of queue (feet).
o
Note: Basic Saturation Flows are not adjusted at roundabouts or sign-
controlled intersections and apply only to continuous lanes.
o
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: 1
Roundabout
Table 5.15 - CAPACITY AND LEVEL OF SERVICE
Mov
No.
West: West
12 L
11 T
13 R
South:
32 L
31 T
33 R
Mov
Typ
Total
Flow
(veh
Ih)
Approach
136
154
290
580
South
Approach
726
195
6
Total
Cap.
(veh
/h)
612
693
1305
2610
1369
734
23
927
2126
Deg.
of
Satn
(vie)
0.222
0.222
0.222
0.222
0.530~
0.266
0.261
0.530
Aver.
Delay
(see)
11.7
3.2
5.3
6.3
12.5
4.9
7.2
10.8
LOS
B
A
A
A
B
A
.A
111
o
o
o
o
o
o
D
[J ------------------------------____________________
o
East:
22L
21 T
23 R
Approach
4
50
16
East
73
910
291
0.055
0.055
0.055
16.2
7.3
9.1
B
A
A
North
[j ------------------------------------------------~-
o
North:
42 L
41 T
43 R
Approach
26
152
237
415
70
1274
0.055
0.274
0.273
0.309
0.309
8.2
16.3
7.8
9.5
9.3
B
A
A
[J ------------------------------------------------;-
A
Level of Service calculations are based on
average control delay including geometric delay (HCM criteria),
independent of the current delay definition used.
For the criteria, refer to the "Level of Servicew topic in the
aaSIDRA Output Guide or the Output section of the on-line help.
Maximum vlc ratio, or critical green periods
ALL VEHICLES:
1992
D
o
*
95
557
767
1419
7429
0.530
u.... Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: 1
Roundabout
u
Table D.O - GEOMETRIC DELAY DATA
9.1
u
---~-----------------------------------------------------------
From
Approach
To
Approach
---------~-----------------------------------------------------
D
West:
West
Approach
South
East
North
Negn Negn
Radius Speed
(ft) (mph)
117.2
190.4
62.0
22.0
28.1
16.0
Negn
Dist.
(ft)
61. 9
151.5
243.5
Appr.
Dist.
(f t )
]800
]800
]800
Downstream
Distance
(ft )
South
lJ ---------------------------------------------------------------
311
323
469
South:
Approach
West
East
North
[j -------------------------------------------
243.5
61. 9
151.5
East:
East Approach
West
South
North
D
62.0
117.2
190.4
190.4
62.0
117.2
16.0
22.0
28.1
28.1
16.0
22.0
151.5
243.5
61. 9
1800
]800
]800
1800
1800
1800
469
311
323
323
469
311
---------------------------------------------------------------
D
North: North Approach
West
South
(J ------------------:~~~----~~~~---=~~~--=~=~=---:~~~------~~~---
117.2
190.4
22.0
28.1
61. 9
151.5
1800
]800
311
323
D
Downstream distance is distance travelled from the stopline until exit
cruise speed is reached (includes negotiation distance). Acceleration
distance is weighted for light and heavy vehicles. The same distance
applies for both stopped and unstopped vehicles.
D
Clarian Health
103rd & Penn (Scenario
Intersection 10: 1
Roundabout
o
Table 0.1 - LANE DELAYS
4A, PM PEAK)
112
---------------------------------------------------------------------------
o
Lane
No.
Mov
No.
Deg.
Satn
x
Stop-line Delay
1st 2nd Total
dl d2 dSL
Delay
Acc.
Dec.
dn
(seconds/veh) ----------------
Queuing Stopd
Total MvUp (Idle) Geom Control
dq dqm di dig dic
o
---------------------------------------------------------------------------
West: West Approach
1 LT 12, 0.222 0.8 0.0 0.8 1.9 0.0 0.0 0.0 10.9 7.5
11 2.4
2 TR 11, 0.222 0.6 0.0 0.6 1.9 0.0 0.0 0.0 2.4 5.1
13 4.7
o
South: South Approach
1 L 32, 0.530 1.5 0.0 1.5 2.4 0.0 0.0 0.0 10.9 12.5
31 0.0
2 TR 31, 0.266 2.5 0.0 2.5 3.5 0.0 0.0 0.0 2.4 5.0
33 4.7
o
------------~--------------------------------------------------------------
o
---------------------------------------------------------------------------
East: East Approach
1 LT 22, 0.055 5.2 0.0 5.2 4.6 0.6 0.0 0.6 10.9 8.7
21 2.4
2 TR 21, 0.055 4.5 0.0 4.5 4.5 0.2 0.0 0.2 2.4 7.8
23 4.7
o
o
North: North Approach
1 LT 42, 0.273 5.4 0.0 5.4 4.7 0.7 0.0 0.7 10.9 9.0
41 2.4
2 R 41, 0.309 4.8 0.0 4.8 4.2 0.6 0.0 0.6 0.0 9.5
43 4.7
D
dn is average stop-start delay for all vehicles queued and unqueued
o
---------------------------------------------------------------------------
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection 10: 1
Roundabout
o
o
Table 0.2 - LANE STOPS
Lane
No.
Deg.
Satn
x
-- Effective Stop Rate --
Geom. Overall
hel he2 hig h
Prop.
Queued
pg
Queue
r1ove-up
Rate
hqm
o
West:
1 LT
2 TR
West Approach
0.222 0.18 0.00
0.222 0.17 0.00
D
0.32
0.29
0.50
0.46
0.319
0.299
0.00
0.00
o
South: South Approach
1 L 0.530 0.36 0.00
2 TR 0.266 0.38 0.00
0.35
0.13
0.71
0.51
0.492
0.482
0.00
0.00
D
East:
I LT
2 TR
East Approach
0.055 0.55 0.00
0.055 0.53 0.00
0.10
0.11
0.66
0.64
0.659
0.656
0.00
0.00
o
North: North Approach
1 LT 0.273 0.62 0.00
2 R 0.309 0.61 0.00
0.10
0.13
0.72
0.74
0.683
0.687
0.00
0.00
o
hg is the average value for all movements in a shared lane
hgm is average queue move-up rate for all vehicles queued and unqueued
o
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: 1
113
o
D
Roundabout
o Tabl e D. 3 - LANE QUEUES
Lane
No.
Deg.
Satn
Ovrfl. Average (veh)
Queue -----------------
No Nbl Nb2 Nb
70%
Percentile (veh)
o ----------~----------------------------------------------------------------
98%
Queue
StOT.
Ratio
West:
1 LT
2 TR
West Approach
0.222 0.0
0.222 0.0
0.4
0.4
0.0
0.0
0.4
0.4
0.8
0.8
85%
90%
95%
1.3
1.3
[J ___________________________________________________________________________
1.5
1.6
0.02
0.02
D
South: South Approach
1 L 0.530 0.0 1.3
2 TR 0.266 0.0 0.5
D
East:
1 LT
2 TR
East Approach
0.055 0.0 0.1
0.055 0.0 0.1
o
North: North Approach
1 LT 0.273 0.0 0.5
2 R 0.309 0.0 0.7
0.0
0.0
0.0
0.0
0.0
0.0
1.3
0.5
2.4
0.9
0.9
1.0
1.1
1.1
4.2
1.6
0.3
0.3
1.7
2.1
[J Values printed in this table are back of queue (vehicles).
0.1
0.1
0.2
0.2
3.0
1.1
3.4
1.3
4.8
1.8
0.06
0.02
0.5
0.7
1.0
1.2
0.2
0.2
0.2
0.3
0.3
0.4
0.00
0.00
1.2
1.5
1.4
1.7
2.0
2.4
0.02
0.03
D Clarian Health
103rd & Penn (Scenario
Intersection 1D: ]
Roundabout
o Tabl e D. 4 - MOVEMENT SPEEDS (mph)
D
Mov
No.
App. Speeds
4A, PM PEAK}
Cruise Negn
Exit Speeds
Negn Cruise
Queue Move-up
1 st 2nd
Grn Grn
Av. Section Spd
Running Overall
D -----------------------------------------------------------------
West:
12
11
13
West Approach
35.016.0
35.0 28.1
35.0 22.0
16.0
28.1
22 .0
35.0
35.0
35.0
27.3
31. 4
30.2
D -----------------------------------------------------------------
27 .3
31.4
30.2
D
South:
32
31
33
D
East:
22
21
23
South
35.0
35.0
35.0
Approach
16.0 16.0
28.] 28.1
22.0 22.0
35.0
35.0
35.0
35.0
35.0
35.0
26.9
30.6
29.5
26.5
29.8
28.9
26.9
30.6
29.5
25.6
29.7
28.7
North:
42
41
43
D -----------------------------------------------------------------
East Approach
35.0 16.0
35.0 28.1
35.0 22.0
]6.0
28.1
22.0
35.0
35.0
35.0
26.4
29.7
28.8
D -----------------------------------------------------------------
25.6
29.5
28.5
North
35.0
35.0
35.0
Approach
16.0 16.0
28.1 28.1
22.0 22.0
o
"Running Speed" is the average speed excluding stopped periods.
o
--- End of aaS1DRA Output ---
114
o
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D
o
o
o
o
o
o
o
D
o
D
o
o
o
o
o
o
CLARIAN IlEALTH - NORTH HOSPITAL
TRAme IMPACT ANALYSIS
COLLEGE AVENUE & 103RD STREET
INTERSECTION DATA
TRAFFIC VOLUME COUNTS
AND
CAPACITY ANALYSES
115
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! D
D
A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & COLLEGE AVENUE (02)
OCTOBER 16, 2002
NORTHBOUND
EASTBOUND
SOUTHBOUND
WESTBOUND
PEAK HOUR DATA
I
I AM PEAK OFF PEAK PM PEAK
I HR BEGIN 7:30 AM HR BEGIN 4 :45 PM
I L T R TOT L T R TOT L T R TOT
I
I 25 357 3 385 19 578 11 608
I 34 9 21 64 80 34 23 137
I 7 499 49 555 26 394 52 472
I 31 16 11 58 15 12 11 38
I
HOUR SUMMARY
HOUR NB SB NB+SB EB WB EB+WB TOTAL
- AM -
6- 7 100 157 257 21 37 58 315
7- 8 339 488 827 71 61 132 959
8- 9 292 436 728 48 34 82 810
- PM -
3- 4 338 291 629 82 21 103 732
4- 5 458 412 870 92 31 123 993
5- 6 582 429 1011 120 31 151 1162
TOTAL 2109 2213 4322 434 215 649 4971
42.4% 44.5% 86.9% 8.7% 4.3% 13.1% 100.0%
- AM PEAK VOLUMES -
15-MIN 153 163 24 23
HOUR 385 555 74 61
PHF 0.63 0.85 0.77 0.66
- PM PEAK VOLUMES -
15-MIN 175 138 40 10
HOUR 608 472 137 38
PHF 0.87 0.86 0.86 0.95
116
TRAFFIC VOLUME SUMMARY
o
D
D
D
A & F ENGINEERING CO., INC.
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & COLLEGE AVENUE (02)
OCTOBER 16, 2002
DIRECTION OF TRAVEL
NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOT
AM
6- 7 5 0 5 94 0 94 1 0 1 100 0 100
7- 8 13 0 13 318 3 321 2 3 5 333 6 33C
8- 9 23 0 23 265 3 268 1 0 1 289 3 29
PM
3- 4 14 2 16 304 9 313 8 1 9 326 12 33
4- 5 22 0 22 423 4 427 9 0 9 454 4 45
5- 6 17 0 17 553 2 555 10 0 10 580 2 58
PASSENGER 94 1957 31 2082 D
97.9% 98.9% 88.6% 98.7%
TRUCK 2 21 4 27 D
2.1% 1.1% 11.4% 1.3%
BOTH 96 1978 35 2109
4.6% 93.8% 1. 7% 100.0% D
DIRECTION
OF TRAVEL : EASTBOUND I
HOUR LEFT THRU RIGHT TOTAL ..
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTfl
AM ~
.
6- 7 9 0 9 1 0 1 11 0 11 21 0 21
7- 8 39 2 41 11 0 11 19 0 19 69 2 ~D
8- 9 26 1 27 3 0 3 17 1 18 46 2
PM
3- 4 43 6 49 21 1 22 10 1 11 74 8 :0
4- 5 57 1 58 17 1 18 16 0 16 90 2
5- 6 63 0 63 33 0 33 24 0 24 120 0 12
PASSENGER 237 86 97 420 0
96.0% 97.7% 98.0% 96.8%
TRUCK 10 2 2 14 0
4.0% 2.3% 2.0% 3.2%
BOTH 247 88 99 434
56.9% 20.3% 22.8% 100.0% D
117 D
,----
D
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o
o
o
o
o
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o
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o
o
D
A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & COLLEGE AVENUE (02)
OCTOBER 16, 2002
DIRECTION OF TRAVEL
SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 5 0 5 141 0 141 11 0 11 157 0 157
7- 8 10 2 12 434 9 443 31 2 33 475 13 488
8- 9 8 0 8 381 9 390 38 0 38 427 9 436
PM
3- 4 15 1 16 250 5 255 18 2 20 283 8 291
4- 5 20 1 21 325 2 327 64 0 64 409 3 412
5- 6 22 0 22 360 0 360 47 0 47 429 0 429
PASSENGER 80 1891 209 2180
95.2% 98.7% 98.1% 98.5%
TRUCK 4 25 4 33
4.8% 1. 3% 1. 9% 1. 5%
BOTH 84 1916 213 2213
3.8% 86.6% 9.6% 100.0%
DIRECTION OF TRAVEL WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 ..
11 0 11 16 0 16 10 0 10 37 0 37
7- 8 22 1 23 21 1 22 16 0 16 59 2 61
8- 9 18 0 18 9 0 9 7 0 7 34 0 34
PM
3- 4 6 1 7 4 0 4 10 0 10 20 1 21
4- 5 10 1 11 10 1 11 9 0 9 29 2 31
5- 6 13 0 13 10 0 10 8 0 8 31 0 31
PASSENGER 80 70 60 210
96.4% 97.2% 100.0% 97.7%
TRUCK 3 2 0 5
3.6% 2.8% 0.0% 2.3%
BOTH 83 72 60 215
38.6% 33.5% 27.9% 100.0%
_.4_ .
118 -
Short Report
Page 1 J:)
SAM SI
SHORT REPORT
General Information Site Information
V\nalyst RMB Intersection College Ave. & 103rd Street U
V\gency or Co. A&F Engineering Area Type All other areas
Date Performed 11/1/02 Jurisdiction Carmel 0
Irime Period AM Peak V\nalysis Year Existing
Volume and Timing Input
EB WB NB SB RTD
IT TH RT LT TH RT LT TH RT LT TH
Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0
Lane group It-TR LTR L TR L TR 49D
Volume (vph) 34 9 21 80 34 23 25 357 3 7 499
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 O:U
Actuated (PIA) A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 D
Arrival type 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 5 0 5 0 0 0 12-0-
Lane Width 12.0 12.0 10.0 12.0 10.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr D
Bus stops/hr 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
Phasing EW Perm 02 03 04 NS Perm 06 07 08 U
Timing G = 15.0 G= G= G= G = 35.0 G= G= G=
Y= 5 Y= Y= Y= Y = 5 Y= Y= Y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 60.0 0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 66 147 28 400 8 595 I [
Lane group cap. 345 345 342 1054 487 1045 -
v/c ratio 0.19 0.43 0.08 0.38 0.02 0.57 ~..
Green ratio 0.25 0.25 0.58 0.58 0.58 0.58
Unif. delay d1 17.7 18.9 5.5 6.7 5.3 7.8 IT
Delay factor k 0.11 0.11 0.11 0.11 0.11 0.16
Increm. delay d2 0.3 0.8 0.1 0.2 0.0 0.7
,
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 D
Control delay 18.0 19.7 5.6 6.9 5.3 8.5
Lane group LOS B B A A A A D
Apprch. delay 18.0 19.7 6.8 8.5
Approach LOS B B A A
Intersec. delay 9.8 Intersection LOS A I l
<;' Bl Co ni hI ~ 2000 lIni'eJsi "r F1mida. All Ri hIs Reserved Version ,,(
He. 000
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ry
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fiJe:l/C:\ WfNDOWS\ TEMP\s2k73 37 TMP
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Short Report
Page 1 of.
~PM<;I
SHORT REPORT
General Information Site Information
Analyst RMB Intersection College Ave. & 103rd Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/1/02 Jurisdiction Carmel
Time Period PM Peak Analysis Year Existing
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0
Lane group TR LTR L TR L TR
Volume (vph) 80 34 23 15 12 11 19 578 11 26 394 52
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 5 0 2 0 2 0 13
Lane Width 12.0 12.0 10.0 12.0 10.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parkinglhr
Bus stops/hr 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
Phasing EW Perm 02 03 04 NS Perm 06 07 08
triming G = 15.0 G= G= G= G = 35.0 G= G= G=
Y = 5 Y= Y= Y= Y = 5 Y= Y= y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 60.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 147 40 21 652 29 481
Lane group cap. 352 378 425 1053 303 1041 .
vlc ratio 0.42 0.11 0.05 0.62 0.10 0.46
Green ratio 0.25 0.25 0.58 0.58 0.58 0.58
Unif. delay d1 18.8 17.3 5.4 8.2 5.5 7.1
Delay factor k 0.11 0.11 0.11 0.20 0.11 0.11
Increm. delay d2 0.8 0.1 0.0 1.1 0.1 0.3
PF factor 1.000 1. 000 1.000 1.000 1.000 1. 000
Control delay 19.6 17.5 5.4 93 5.7 7.5
Lane group LOS B B A A A A
IApprch. delay 19.6 17.5 9.2 7.4
~pproach LOS B B A A
Intersec. delay 9.9 Intersection LOS A
}JCSl0001M
C0P}T1ghl 'i) 2000 University of Florida. All RighlS R=rwd
Vers.jem4.J(
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Short Report
Page 1 00
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SHORT REPORT -
General Information Site Information D
I\nalyst RMB Intersection Coffege Ave. & 103rd Street
I\gency or Co. A&F Engineering IArea Type All other areas
Date Performed 11/1/02 ~urisdiction Carmel 0
ime Period AM Peak IAnalysis Year Existing+ Proposed
Volume and Timinq Input
EB WB NB SB RT-D
LT TH RT IT TH RT IT TH RT IT TH
Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0
ane group ....TR LTR L TR L TR 49D
Volume (vph) 34 9 21 80 34 23 25 361 3 7 510
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 01U
Actuated (PIA) A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. qreen 2.0 2.0 2.0 2.0 2.0 2.0 -{]
fL\rrival type 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 5 0 5 0 0 0 12-0
Lane Width 12.0 12.0 10.0 12.0 10.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
iParking/hr -D
Bus stops/hr 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
PhasinQ EW Perm 02 03 04 NS Perm 06 07 08 U
Iriming G = 15.0 G= G= G= G = 35.0 G= G= G=
Y = 5 Y= Y= Y= Y = 5 Y= Y= Y=
Duration of Analysis (hrs) = 0.25 . Cycle Length C = 60.0 =D
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 66 147 28 404 8 608 I r
484 1045 -
Lane group cap. 345 345 333 1055
v/c ratio 0.19 0.43 0.08 0.38 0.02 0.58
Green ratio 0.25 0.25 0.58 0.58 0.58 0.58
Unit. delay d 1 17.7 18.9 5.5 6.7 5.3 7.9 D
Delay factor k 0.11 0.11 0.11 0.11 0.11 0.17
Increm delay d2 0.3 0.8 0.1 0.2 0.0 0.8
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 -0-
Control delay 18.0 19.7 5.6 6.9 5.3 8.7
Lane group LOS B B A A A A -0-
Apprch. delay 18.0 19.7 6.9 8.7
Approach LOS B B A A
Intersec. delay 9.8 Intersection LOS A I r
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S-P#l -5 Z-
SHORT REPORT
General Information Site Information
[Analyst RMB Intersection College Ave. & 103rd Street
lAgency or Co. A&F Engineering Area Type All other areas
Date Performed 11/1/02 Jurisdiction Carmel
rrime Period PM Peak Analysis Year Existing + Proposed
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0
Lane group ILTR LTR L TR L TR
lVolume (vph) 80 34 23 15 12 11 19 592 11 26 399 52
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (P/A) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0
Ex!. eft. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 i
!Arrival type 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 5 0 2 0 2 0 13
Lane Width 12.0 12.0 10.0 120 10.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
PhasinQ EW Perm 02 03 04 NS Perm 06 07 08
Timing G = 15.0 G= G= G= G = 35.0 G= G= G=
Y = 5 Y= Y= Y= Y= 5 Y= Y= Y=
Duration ot Analysis (hrs) = 0.25 Cycle LenQth C = 60.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
!Adj. flow rate 147 40 21 668 29 486
Lane group cap. 352 378 421 1053 292 1042
v/c ratio 0.42 0.11 0.05 063 0.10 0.47 o.
Green ratio 0.25 0.25 0.58 0.58 0.58 0.58
Unit. delay d1 18.8 17.3 5.4 8.3 5.5 7.2
Delay factor k 0.11 0.11 0.11 0.21 0.11 0.11
Increm. delay d2 0.8 0.1 0.0 1.3 0.1 0.3
PF factor 1.000 1. 000 1.000 1.000 1.000 1.000
Control delay 19.6 17.5 5.4 95 5.7 7.5
Lane group LOS B B A A A A
lApprch. delay 19.6 17.5 9.4 7.4
IApproach LOS B B A A
Intersec. delay 10.0- Intersection LOS A
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SHORT REPORT
General Information Site Information
~nalyst RMB Intersection College Ave. & 103rd Street U
~gencyor Co. A&F Engineering A.rea Type All other areas
Date Performed 11/1/02 Jurisdiction Carmel D
!Time Period AM Peak A.nalysis Year Year 2012
Volume and Timing Input
EB WB NB SB RTil
LT TH RT LT TH RT LT TH RT LT TH
Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0-
Lane group TR LTR L TR L TR 50D
Volume (vph) 35 9 22 82 35 24 26 446 3 7 624
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 o:-U
Actuated (PIA) A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0
Exl. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 il
Arrival type 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 -
Ped/Bike/RTOR Volume 0 5 0 6 0 0 0 12[1
Lane Width 12.0 12.0 10.0 12.0 10.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
..
Parkinglhr {J
Bus stops/hr 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
. Phasing EW Perm 02 03 04 NS Perm 06 07 08 U
Timing 'G = 15.0 G= G= G= G = 35.0 G= G= G=
Y= 5 Y= Y= Y= Y= 5 Y= Y= Y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 60.0 0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 68 150 29 499 8 735 I l
Lane group cap. 343 344 247 1055 411 1046 -
vIe ratio 0.20 0.44 0.12 0.47 0.02 0.70 D
Green ratio 0.25 0.25 0.58 0.58 0.58 0.58
Unif. delay d1 17.8 18.9 5.6 7.2 5.3 8.8
Delay factor k 0.11 0.11 0.11 0.11 0.11 0.27 [}
lncrem. delay d2 0.3 0.9 0.2 0.3 0.0 2.1 -
PF factor 1.000 1.000 1.000 1.000 1.000 1.000
Control delay 18.0 19.8 5.8 7.5 5.3 11.0
Lane group LOS B B A A A B -0-
~pprch. delay 18.0 19.8. 7.4 10.9
~pproach LOS B B A B
lntersec. delay 10.9 Intersection LOS B I l
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SHORT REPORT
General Information Site Information
~nalyst RMB Intersection College Ave. & 103rd Street
~gency or Co. A&F Engineering Area Type All other areas
Date Performed 11/1/02 Jurisdiction Carmel
!rime Period PM Peak Analysis Year Year 2012
Volume and Timinq Input
EB WB NB SB
LT TH RT IT TH RT LT TH RT LT TH RT
Num. of Lanes 0. 1 0. 0 1 0 1 1 0 1 1 0.
ILane group TR LTR L TR L TR
1V0lume (vph) 82 35 24 15 12 11 19 723 11 27 493 53
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90. 0.90 0.90 0.90. 0..90 0.90. 0.90 0.90 0.90 0.90 0.90.
IActuated (P/A) A A A A A A A A A A A A
Istartup lost time 2.0 2.0. 2.0. 2.0. 2.0. 2.0
Ext. eft. oreen 2.0 2.0 2.0. 2.0 2.0 2.0
lAfrival tvpe 3 3 3 3 3 3
Unit Extension 3.0. 3.0. 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0. 6 0 2 0 2 0 13
Lane Width 12.0 12.0 10.0 12.0 10.0 12.0
Parking/Grade/Parking N 0 N N a N N 0 N N 0 N
Parkinglhr
Bus stops/hr 0 0 0 a 0 0
Unit Extension 3.0. 3.0 3.0 3.0 3.0 3.0
Phasinq EW Perm 02 03 04 NS Perm 06 07 08
!riming G = 15.0 G= G= G= G = 35.0 G= G= G=
y = 5 y= y= Y= Y = 5 Y= y= y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 60.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 150 40 21 813 30 592
Lane group cap. 352 378 344 1053 196 1044
v/c ratio 0.43 0.11 0.06 0.77 0..15 0..57 :,
Green ratio 025 0..25 0.58 0.58 0.58 0..58
Unif. delay d 1 18.9 17.3 5.4 9.5 5.7 7.8
Delay factor k 0..11 0.11 0..11 0..32 0..11 0..16
!ncrem. delay d2 0.8 0.1 0.1 3.6 0.4 0.7
PF factor 1.000. 1.0.00 1.00.0. 1. 000. 1000 1.000
Control delay 19.7 17.5 5.5 13.1 6.1 8.5
Lane group LOS 8 8 A 8 A A
Apprch. delay 19.7 17.5 12.9 8.4
Approach LOS 8 8 8 A
Intersec. delay 11.9 Intersection LOS 8
Copyright rt;. 7000 Uni\eTsiry of F1onda. All Righls Reser>ed
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SHORT REPORT
General Information Site Information
~nalyst TSV Intersection College Ave. & 103rd Street D
~gency or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/02 Jurisdiction Carmel
[Time Period AM Peak Analysis Year Yr 2012 + .Po 11
Volume and Timing Input -
EB WB NB 5B Rf1
LT TH RT LT TH RT LT TH RT LT TH
Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 o.
Lane group LTR LTR L TR L TR soD
Volume (vph) 35 9 22 82 35 24 26 450 3 7 635
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.9l It
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 -
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 U
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 5 0 6 0 0 0 12
lane Width 12.0 12.0 10.0 12.0 10.0 12.0 [
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N-
Parking/hr D
Bus stops/hr 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
Phasing EW Perm 02 03 04 NS Perm 06 07 08 {}
Timing G = 15.0 G= G= G= G = 35.0 G= G= G=
Y= 5 Y= Y= Y= Y= 5 y= y= y=
Duration of Analysis (hrs) = 025 Cycle length C = 60.0 11
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 68 150 29 503 8 748 G
lane group cap. 343 344 239 1055 408 1046 .
-
v/c ratio 0.20 044 0.12 0.48 0.02 0.72. .
D
Green ratio 0.25 0.25 0.58 0.58 0.58 0.58
Unif. delay d1 17.8 18.9 5.6 7.2 5.3 8.9
Delay factor k 0.11 0.11 0.11 0.11 0.11 0.28 U
Increm. delay d2 0.3 0.9 0.2 0.3 0.0 2.4
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 {}
Control delay 18.0 19.8 5.8 7.6 5.3 11.3
lane group lOS B B A A A B
Apprch. delay 18.0 19.8 7.5 11.2 1
Approach lOS -
B B A B
Intersec. delay 11.1 Intersection lOS B
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SHORT REPORT
General Information Site Information
Analyst TSV Intersection College Ave. & to3rd Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/02 Jurisdiction Carmel
Time Period PM Peak Analysis Year Yr 2012 -t pO
Volume and TiminQ Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0
Lane group ...TR LTR L TR L TR
~olume (vph) 82 35 24 15 12 11 19 737 11 27 498 53
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PIA) A A A A A A A A A A A A
~tartup lost time 2.0 2.0 2.0 2.0 2.0 2.0
Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0
~rrival type 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 6 0 2 0 2 0 13
Lane Width 12.0 120 10.0 12.0 to. 0 12.0
Par king/Gr ade/Par king N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr , 0 0 0 0 0 0
Unit Extension 30 3.0 3.0 3.0 3.0 3.0
Phasing EW Perm 02 03 04 NS Perm 06 07 08
lTiming G= 15.0 G= G= G= G = 35.0 G= G= G=
Y = 5 y= y= y= y= 5 y= Y= y=
Duration of Analysis (hrs) = 025 K:ycle Length C = 60.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 150 40 21 829 30 597
Lane group cap. 352 378 341 1053 185 1044
vlc ratio 0.43 0.11 0.06 0.79 0.16 0.57 '. '"
Green ratio 0.25 0.25 0.58 0.58 0.58 0.58
Unit. delay d1 18.9 17.3 5.4 9.6 5.8 7.8
Delay factor k 0.11 0.11 0.11 0.33 0.11 0.17
Increm delay d2 08 0.1 0.1 4.1 0.4 0.8
PF factor 1.000 1. 000 1.000 1.000 1.000 1.000
Control delay 19.7 17.5 5.5 13.7 6.2 86
Lane group LOS B B A B A A
Apprch. delay 19.7 17.5 13.5 8.5
Approach LOS B B B A
Intersec. delay 123 Intersection LOS B
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CLARlANHEALTII -NORTII HOSPITAL
TRAme IMPACT ANALYSIS
COLLEGE AVENUE & PENNSYLVANIA PARKWAY
INTERSECTION DATA
TRAFFIC VOLUME COUNTS
AND
CAPACITY ANALYSES
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
COLLEGE AVENUE & PENNSYLVANIA PKWY (03)
OCTOBER 23, 2002
PEAK HOUR DATA
AM PEAK
HR BEGIN 7:30 AM
L T R TOT
OFF PEAK
PM PEAK
HR BEGIN 4:30 PM
L T R TOT
L
T R
TOT
NORTHBOUND
EASTBOUND
SOUTHBOUND
129 277 406
4 140 144
415 14 429
67 594 661
19 197 216
400 3 403
HOUR SUMMARY
HOUR NB SB NB+SB EB TOTAL
- AM -
6- 7 120 156 276 12 288
7- 8 355 381 736 116 852
8- 9 370 338 708 68 776
- PM -
3- 4 366 253 619 94 713
4- 5 514 342 856 164 1020
5- 6 617 379 996 175 1171
TOTAL 2342 1849 4191 629 4820
48.6% 38.4% 87.0% 13.0% 100.0%
- AM PEAK VOLUMES -
15-MIN 108 121 54
HOUR 406 429 144
PHF 0.94 0.89 0.67
- PM PEAK VOLUMES -
15-MIN 193 III 64
HOUR 672 403 216
PHF 0.87 0.91 0.84
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CLIENT
LOCATION
DATE
CLARIAN HEALTH
COLLEGE AVENUE & PENNSYLVANIA PKWY (03)
OCTOBER 23, 2002
DIRECTION OF TRAVEL
NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTHi
AM
6- 7 32 0 32 88 0 88 120 0
7- 8 105 1 106 246 3 249 351 4
8- 9 104 0 104 262 4 266 366 4
PM
3- 4 41 2 43 314 9 323 355 11
4- 5 54 1 55 447 12 459 501 13 ':>1
5- 6 57 0 57 553 7 560 610 7 61
PASSENGER 393 1910 2303 0
99.0% 98.2% 98.3%
TRUCK 4 35 39 D
1. 0% 1. 8% 1. 7%
BOTH 397 1945 2342
17.0% 83.0% 100.0% 0
DIRECTION OF TRAVEL
: n
HOUR LEFT THRU RIGHT TOTAL ~
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOT~1
AM U
c
6- 7 0 0 0 11 1 12 11 1 12
.-
7- 8 1 1 2 114 0 114 115 1 l~O
8- 9 3 0 3 63 2 65 66 2
PM
3- 4 13 0 13 78 3 81 91 3 9Q
4- 5 19 0 19 143 2 145 162 2 16
5- 6 14 0 14 161 0 161 175 0 17 ·
EASTBOUND
PASSENGER 50 570 620 D
98.0% 98.6% 98.6%
TRUCK 1 8 9 0
2.0% 1. 4% 1.4%
BOTH 51 578 629
8.1% 91.9% 100.0% 0
129 0
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TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
COLLEGE AVENUE & PENNSYLVANIA PKWY (03)
OCTOBER 23, 2002
DIRECTION OF TRAVEL
SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 142 1 143 13 0 13 155 1 156
7- 8 362 5 367 14 0 14 376 5 381
8- 9 318 8 326 11 1 12 329 9 338
PM
3- 4 240 10 250 3 0 3 243 10 253
4- 5 335 4 339 3 0 3 338 4 342
5- 6 372 4 376 3 0 3 375 4 379
PASSENGER 1769 47 1816
98.2% 97.9% 98.2%
TRUCK 32 1 33
1.8% 2.1% 1-8%
BOTH 1801 48 1849
97.4% 2.6% 100.0%
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Two-Way Stop Control
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information Coflege Ave. & Penn. parkw-D
fA.nalyst RMB Intersection
Agency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Analysis Year Existing n
!Analysis Time Period AM Peak
Project Description Clarian Health -
East/West Street: Penn. Parkway ]North/South Street: Cofleae A venue
Intersection Orientation: North-South IStudy Period (hr5t 0.25
~ehicle Volumes and Adjustments -
Major Street Northbound Southbound 11
Movement 1 2 3 4 5 6
L T R L T R -
~olume 129 277 0 0 415 14
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 U
Hourly Flow Rate, HFR 143 307 0 0 461 15
Percent Heavy Vehicles 5 - -- 0 -- --
Median Type Undivided U
RT Channelized 0 0
Lanes 1 1 0 0 1 1
Configuration L T T R
Upstream Siqnal 0 0 .
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12 D
L T R L T R
Volume 0 0 0 4 0 140
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 D
Hourly Flow Rate, HFR 0 0 0 4 0 155
Percent Heavy Vehicles 0 0 0 5 0 5
Percent Grade (%) 0 0 D
Flared Approach N N
Storage 0 0
RT Channelized 0 0 UI
Lanes 0 0 0 1 0 1
!Configuration L R.
Delay, Queue length, and level of Service UI
IApproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 1hl
Lane Configuration L L RI
Iv (vph) 143 4 155-
!C (m) (vph) 1071 214 59~1
Iv/c 0.13 0.02 0.2
195% queue length 0.46 0.06 1.04
!Control Delay 89 22.1 1~{}1
LOS A C
IApproach Delay n - 13.4
IApproach LOS -- -- B UI
>
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TWO-WAY STOP CONTROL SUMMARY
General Information Isite Information
I\nalyst RMB Intersection College Ave. & Penn Parkway
I\gency/Co. A&F Engineering ~urisdiction Carmel
Date Performed 11/1/02 ~nalysis Year Existing
!Analysis Time Period PM Peak
Project Description C/arian Health
EasUWest Street: Penn Parkway lNorth/South Street: Colleqe A venue
Intersection Orientation: North-South Istudy 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 67 594 0 0 400 3
Peak-Hour Factor, PHF 0..90 0..90 0.90 0..90. 0..90. 0..90
Hourly Flow Rate, HFR 74 660 a a 444 3
Percent Heavy Vehicles 5 -- -- 0 n -
Median Type Undivided
RT Channelized a a
Lanes 1 1 0 0 1 1
K;onfiguration L T T R
Upstream Signal 0 a
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 0 a 19 a 197
Peak-Hour Factor, PHF 0..90. 0..90. 0..90. 0.90. 0.90. 0.90.
Hourly Flow Rate, HFR 0 0 a 21 a 218 :
Percent Heavy Vehicles 0 0 0 5 0 5 i
Percent Grade (%) 0 a
Flared Approach N N I
Storage 0 0 I
RT Channelized a 0
Lanes 0 0 0 1 0 1
Configuration L R ~:
Delay, Queue lenqth, and level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
~ (vph) 74 21 218
C (m) (vph) 10.98 175 608
'vie 0..0.7 0.12 0.36
95% queue length 0.22 0.40 1.62
Control Delay 8.5 28.4 14.2
LOS A 0 B
Approach Delay -- -- 15.4
V\pproach LOS -- .- C
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information College Ave. & Penn. parkwV
I\nalyst RMB Intersection
I\gency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Analysis Year Existing+Proposed n
I\nalysis Time Period AM Peak
Project Description Clarian Health -
EasVWest Street: Penn. Parkway North/South Street: Colleqe A venue f1
Intersection Orientation: North-South Istudy Period (hrs): 0.25
Vehicle Volumes and Adjustments -
Major Street Northbound Southbound n
Movement 1 2 3 4 5 6
L T R L T R -
.
Volume 152 277 0 0 415 25 JJ
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 168 307 0 0 461 27
Percent Heavy Vehicles 5 -- -- 0 -- --
Median Type Undivided U
RT Channelized 0 0
Lanes 1 1 0 0 1 1
Configuration L T T R -U-
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8. 9 10 11 12 -U-
L T R L T R
Volume 0 0 0 8 0 147
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 U
Hourly Flow Rate, HFR 0 0 0 8 0 163
Percent Heavy Vehicles 0 0 0 5 0 5
Percent Grade (%) 0 0 -0-
Flared Approach N N
!Storage 0 0
RT Channelized 0 0 1 L
Lanes 0 0 0 1 0 1 -
Configuration L R.
Delay, Queue lenQth, and level of Service I t
iApproach NB SB Westbound Eastbound ...
Movement 1 4 7 8 9 10 11 12fl
Lane Configuration L L Rl
~ (vph) 168 8 163
C (m) (vph) 1060 194 5940
Iv/c 0.16 0.04 0.27
95% queue length 0.56 0.13 1.11
Control Delay 9.0 24.4 '~3D
LOS A C
iApproach Delay -- -- 13.9
Approach LOS n -- B I l
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst RMB Intersection College Ave. & Penn. Parkway
~gency/Co. A&F Engineering lJurisdiction Carmel
Date Performed 11/1/02 Analysis Year Ex;st;ng + Proposed
Analysis Time Period PM Peak
Project Description Clar;an Health
EasVWest Street: Penn. Parkway North/South Street: College A venue
Intersection Orientation: North-South Jstudy 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 77 594 0 0 400 8
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 85 660 0 0 444 8
Percent Heavy Vehicles 5 -- -- 0 -- --
Median Type Undivided
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 33 0 225
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 0 0 36 0 250
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 S8 Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
v (vph) 85 36 250
C (m) (vph) 1093 168 608
vlc 0.08 0.21 0.41
95% queue length 0.25 0.78 2~01
Control Delay 8.6 32.2 15.0-
LOS A 0 B
Approach Delay -- -- 17.2
Approach LOS -- -- C
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information College Ave. & Penn. parkwi,J-
I\nalyst RMB Intersection
I\gency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Analysis Year Year 2012 n
Analysis Time Period AM Peak
Project Description Clarian Health -
EasVWest Street Penn. Parkway North/South Street: College A venue n
Intersection Orientation: North-South IStudy Period (hrs): 0.25
lVehicle Volumes and Adjustments -
Major Street Northbound Southbound fl-
Movement 1 2 3 4 5 6
L T R L T R -
Volume 132 346 0 0 519 14 f1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 146 384 0 0 576 15 ..
Percent Heavy Vehicles 5 -- -- 0 -- --
Median Type Undivided I
RT Channelized 0 0 ..
Lanes 1 1 0 0 1 1
Configuration L T T R U
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12 U'
L T R L T R
N'olume 0 0 0 4 0 144
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 090 0.90 U
Hourly Flow Rate, HFR 0 0 0 4 0 160
Percent Heavy Vehicles 0 0 0 5 0 5
Percent Grade (%) 0 0 D
Flared Approach N N
Storage 0 0
RT Channelized 0 0 I [
Lanes 0 0 0 1 0 1 -
.
Configuration L R/
Delay, Queue Length, and Level of Service I r
Approach NB SB Westbound Eastbound -
Movement 1 4 7 8 9 10 11 12D
Lane Configuration L L R L
v (vph) 146 4 160
C (m) (vph) 970 160 511 -0
vlc 0.15 0.03 0.31 .
95% queue length' 0.53 0.08 1.33
Control Delay 9.4 28.1 1~2-lJ
LOS A 0
Approach Delay - -- 15.5
Approach LOS -- -- C I [
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst RMB Intersection College Ave. & Penn. Parkway
Agency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Analysis Year Year 2012
Analysis Time Period PM Peak
Project Description Clarian Health
East/West Street: Penn. Parkway lNorth/South Street: Colleqe A venue
Intersection Orientation: North-South IStudy Period (hrs): 025
Vehicle Volumes and Adjustments
Major Street. Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 69 743 0 0 500 3
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 76 825 0 0 555 3
Percent Heavy Vehicles 5 -- -- 0 - -
Median Type Undivided
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 19 0 202
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 0 0 21 0 224
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
iApproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
~ (vph) 76 21 224 I
C (m) (vph) 998 116 526 i
':-J/c 0.08 0.18 0.43 :
95% queue length 025 0.63 2.11
Control Delay 8.9 42.8 16.8 .
LOS A E C
Approach Delay - - 19.0
Approach LOS -- -- C
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Two-Way Stop Control
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information . ;ij
!Analyst TSV Intersection College Ave. & Penn. Parkw
~gency/Co. A&F Engineering lJurisdiction Carmel
bate Performed 11/6/02 IAnalysis Year Yr 2012 + PfJ Q
!Analysis Time Period AM Peak
Project Description Clarian Health
EasVWest Street: Penn. Parkway INorth/South Street: College Avenue f1
Intersection Orientation: North-South IStudy Period (hrs): 0.25
lVehicle Volumes and Adjustments -
Major Street Northbound Southbound i1
Movement 1 2 3 4 5 6
L T R L T R -
Volume 155 346 0 0 519 25 n
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 172 384 0 0 576 27 -
Percent Heavy Vehicles 5 -- -- 0 -- -- ~
Median Type Undivided I [
RT Channelized 0 0 ..
anes 1 1 0 0 1 1
Configuration L T T R I [
Upstream Signal 0 0 ..
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12 U
L T R L T R
~olume 0 0 0 8 0 151
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 -u-
Hourly Flow Rate, HFR 0 0 0 8 0 167
Percent Heavy Vehicles 0 0 0 5 0 5
Percent Grade (%) 0 0 -0-
Flared Approach N N
IStorage 0 0
RT Channelized 0 0 I [I
Lanes 0 0 0 1 0 1 -
Configuration L R,'
Delay, Queue lenqth, and level of Service I rl
IApproach NB 5B Westbound Eastbound -
Movement 1 4 7 8 9 10 11 ~lJ-1
Lane Configuration L L
IV (v ph) 172 8 167
C (m) (vph) 960 143 51rJl
vie 0.18 0.06 0.3
95% queue length 0.65 0.18 1.41
Control Delay 96 31.7 1~D1
LOS A 0
IApproach Delay -- n 16.2
IApproach LOS -- -- C I [
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
ftxnalyst TSV Intersection College Ave. & Penn. Parkway
ftxgency/Co. A&F Engineering Uurisdiction Carmel
Date Performed 11/6/02 Analysis Year Yr 2012 + PfJ
ftxnalysis Time Period PM Peak
Project Description Clarian Health
East/West Street: Penn. Parkway North/South Street: Colleae Avenue
Intersection Orientation: North-South IStudy 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 79 743 0 0 500 8
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 87 825 0 0 555 8
Percent Heavy Vehicles 5 -- -- a -- --
Median Type Undivided
RT Channelized 0 0
Lanes 1 1 0 0 1 1
k::onfiguration 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 33 0 230 I
Peak-Hour Factor, PHF 0.90 090 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 0 0 36 0 255
Percent Heavy Vehicles 0 0 0 5 0 5 I
Percent Grade (%) 0 0
Flared Approach N N
Istorage 0 0
RT Channelized 0 0
Lanes 0 0 0 1 0 1
lConfiguration L R ..
Delay, Queue Lenqth, and Level of Service
ftxpproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
tv (vph) 87 36 255
C (m) (vph) 994 112 526
'rv/c 0.09 0.32 0.48
~5% queue length 029 126 2.62
k::ontrol Delay 90 51.7 18.1
LOS A F C
Approach Delay -- n 22.3
Approach LOS -- - C
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CLARIAN llEALrn - NORTII HOSPITAL
TRAFFIc IMPACT ANAL YS1S
COLLEGE AVENUE & IOlsT STREET
INTERSECTION DATA
TRAFFIC VOLUME COUNTS
AND
CAPACITY ANALYSES
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
101ST STREET & COLLEGE AVENUE (01)
OCTOBER 15, 2002
NORTHBOUND
SOUTHBOUND
WESTBOUND
PEAK HOUR DATA
AM PEAK OFF PEAK PM PEAK
HR BEGIN 7:30 AM HR BEGIN 4:45 PM
L T R TOT L T R TOT L T R TOT
537 7 544 858 47 905
3 736 739 12 814 826
45 2 47 15 9 24
HOUR SUMMARY
HOUR NB SB NB+SB WB TOTAL
- AM -
6- 7 125 161 286 29 315
7- 8 435 592 1027 52 1079
8- 9 456 572 1028 25 1053
- PM -
3- 4 428 354 782 12 794
4- 5 647 594 1241 21 1262
5- 6 850 795 1645 26 1671
TOTAL 2941 3068 6009 165 6174
47.6% 49.7% 97.3% 2.7% 100.0%
- AM PEAK VOLUMES -
15-MIN 184 215 18
HOUR 544 739 52
PHF 0.74 0.86 0.72
- PM PEAK VOLUMES -
15-MIN 245 276 9
HOUR 905 854 26
PHF 0.92 0.77 0.72
140
0
A & F ENGINEERING CO., INC. 0
TRAFFIC VOLUME SUMMARY 0
CLIENT CLARIAN HEALTH
LOCATION 101ST STREET & COLLEGE AVENUE (01) 0
DATE OCTOBER 15, 2002
DIRECTION OF TRAVEL NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 121 2 123 2 0 2 123 2 125
7- 8 425 7 432 3 0 3 428 7 430
8- 9 441 7 448 7 1 8 448 8 45
PM
3- 4 393 11 404 24 0 24 417 11 4~
4- 5 612 4 616 29 2 31 641 6 64
5- 6 805 0 805 45 0 45 850 0 8
PASSENGER 2797 110 2907 D
98.9% 97.3% 98.8%
TRUCK 31 3 34 D
1.1% 2.7% 1.2%
BOTH 2828 113 2941
96.2% 3.8% 100.0% 0
DIRECTION OF TRAVEL : SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 1 0 1 160 0 160
7- 8 1 0 1 589 2 591
8- 9 6 0 6 561 5 566
PM
3- 4 5 0 5 345 4 349
4- 5 6 0 6 584 4 588
5- 6 12 0 12 783 0 783
PASSENGER 31 3022
100.0% 99.5%
TRUCK 0 15
0.0% 0.5%
BOTH 31 3037
1. 0% 99.0%
141
161 O_~ 161
590 2 ~tJ
567 5
350 4 354
590 4 ;U
795 0
3053 0
99.5%
15 D
0.5%
3068
100.0% D
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
101ST STREET & COLLEGE AVENUE (01)
OCTOBER 15, 2002
DIRECTION OF TRAVEL
WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 25 0 25 4 0 4 29 0 29
7- 8 48 0 48 3 1 4 51 1 52
8- 9 23 0 23 1 1 2 24 1 25
PM
3- 4 9 0 9 2 1 3 11 1 12
4- 5 14 1 15 6 0 6 20 1 21
5- 6 15 0 15 11 0 11 26 0 26
PASSENGER 134 27 161
99.3% 90.0% 97.6%
TRUCK 1 3 4
0.7% 10.0% 2.4%
BOTH 135 30 165
81.8% 18.2% 100.0%
142
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~O-WAYSTOPCONTROlSUMMARY
General Information Site Information
I\nalyst RMB Intersection College Ave. & 101st Street
I\gency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Analysis Year Existing D
Analysis Time Period AM Peak
Project Description C/arian Health
East/West Street: 101st Street North/South Street: Colleae A venue
Intersection Orientation: North-South IStudy Period hrs): 0.25 0
Vehicle Volumes and Adjustments
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6 U
L T R L T R
Volume 0 537 7 3 736 0
Peak-Hour Factor. PHF 0.90 0.90 0.90 0.90 0.90 0.90 D
Hourly Flow Rate. HFR 0 596 7 3 817 0
Percent Heavy Vehicles 0 - -- 5 - -
Median Type Undivided D
RT Channelized 0 0
Lanes 0 1 0 1 1 0
Configuration TR L T n
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12 D
L T R L T R
lVolume 45 0 2 0 0 0
Peak-Hour Factor. PHF 0.90 0.90 0.90 0.90 0.90 0,90 i1
Hourly Flow Rate, HFR 50 0 2 0 0 0
Percent Heavy Vehicles 5 0 5 0 0 0 -
Percent Grade (%) 0 0 i1
Flared Approach N N
Storage 0 0
RT Channelized 0 0 -Q
lanes 0 0 0 0 0 0
Configuration LR
Delay. Queue lenqth. and level of Service =
Approach NB 5B Westbound Eastbound -
Movement 1 4 7 8 9 10 11 12
lane Configuration L LR U
v (vph) 3 52
C (m) (vph) 960 151 -
v/c 0.00 0.34
95% queue length 0.01 1.41 -
Control Delay 8.8 40.9 D
lOS A E
Approach Delay - -- 40.9
Approach LOS -- -- E
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TWO-WAY STOP CONTROL SUMMARY
General Information lSite Information
iAnalyst RMB Intersection College Ave. & 101st Street
Agency/Co. A&F Engineering Wurisdiction Carmel
Date Performed 11/1/02 f'\nalysis Year Existing
Analysis Time Period PM Peak
Project Description Clarian Health
EastlWest Street: 101st Street North/South Street: College A venue
Intersection Orientation: North-South IStudy 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
~olume 0 858 47 12 814 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 953 52 13 904 0
Percent Heavy Vehicles 0 -- -- 5 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 1 1 0
Configuration TR L T
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 15 0 9 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 16 0 10 0 0 0 j
Percent Heavy Vehicles 5 0 5 0 0 0
Percent Grade (%) 0 0
Flared Approach N N
~torage 0 0
RT Channelized 0 0 .
Lanes 0 0 0 0 0 0
Configuration LR ."
Delav, Queue LenQth, and level of Service
Approach NB SB Westbound Eastbound ,
Movement 1 4 7 8 9 10 11 12
Lane Configuration L LR ,
v (vph) 13 26
C (m) (vph) 678 103 ,
Iv/c 0.02 0.25 i
195% queue length 0.06 0.92 :
I
Control Delay 10.4 51.4 I
I
LOS B F J
lApproach Delay h -- 51.4 ,
i
lApproach LOS -- -- F !
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fj le://C:\ WINDOWS\ TEMP\u2kB065. TMP
]J 17/0::
Two-Way Stop Control
Page] JJ
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information .
Analyst RMB Intersection College Ave. & 101st Street
~gency/Co. A&F Engineering Jurisdiction ' Carmel
Date Performed 11/1/02 ~nalysis Year Existing+Proposed
IAnalysis Time Period AM Peak
Project Description Clarian Health
EastlWest Street: 101 st Street lNorth/South Street: Co/leoe A venue
Intersection Orientation: North-South Istudv Period (hrs): 0.25 dJ
~ehicle Volumes and Adiustments
Major Street Northbound Southbound
Movement 1 2 3 4 5 6 U
L T R L T R
Volume 1 560 7 3 743 1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 U
Hourly Flow Rate, HFR 1 622 7 3 825 1
Percent Heavy Vehicles 5 -- -- 5 -- -
Median Type Undivided D
RT Channelized 0 0
Lanes 1 1 0 1 1 0
Configuration L TR L TR D
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12 D
L T R L T R
Volume 45 0 2 1 1 1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 D
Hourly Flow Rate, HFR 50 0 2 1 1 1
Percent Heavy Vehicles 5 5 5 5 5 5
Percent Grade (%) 0 0 D
Flared Approach N N
Storage 0 0
RT Channelized 0 0 -0-
Lanes 0 1 0 0 1 0
Configuration LTR LTR .
Delay, Queue len~th, and level of Service U
l\pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L LTR LTR I [I
" (vph) 1 3 . 52 3 III
C (m) (vph) 792 939 107 148 11
vlc 0.00 0.00 0.49 0.02
95% queue length 000 0.01 2.16 0.06
Control Delay 9.6 8.8 67.0 29.8 D
LOS A A F 0
Approach Delay - -- 67.0 29.8
Approach LOS -- -- F 0 D
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst RMB Intersection College Ave. & 101st Street
Agency/Co. A &F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Analysis Year Existing+ Proposed
Analysis Time Period PM Peak
Project Description Clarian Health
East/West Street: 101 st Street /North/South Street: Co/lege Avenue
Intersection Orientation: North-South IStudy 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 1 868 47 12 842 1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 1 964 52 13 935 1
Percent Heavy Vehicles 5 -- -- 5 - -
Median Type Undivided
RT Channelized 0 0
lanes 1 1 0 1 1 0
Configuration L TR L TR
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 . 11 12
L T R l T R
Volume 15 0 9 1 1 1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 16 0 10 1 1 1
Percent Heavy Vehicles 5 5 5 5 5 5
Percent Grade (%) 0 0
Flared Approach N N
Istorage 0 0
RT Channelized 0 0
lanes 0 1 0 0 1 0
Configuration LTR LTR
Delay, Queue len<Jth, and level of Service
Approach NB S8 Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
lane Configuration L L LTR LTR
" (vph) 1 13 26 3
C (m) (vph) 720 671 68 71
'r-;/c 0.00 0.02 038 0.04
195% queue length 0.00 0.06 1.45 0.13
Control Delay 10.0+ 10.5 87.6 57.9
lOS B B F F
Approach Delay -- -- 87.6 57.9
Approach LOS -- -- F F
Page 1 of2
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Version 4_ I (
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Two-Way Stop Control
Page I 00.
'74V/s3 n
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information College Ave. & 101st Street U
!Analyst RMB Intersection
IAgency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Analysis Year Year 2012 n
Analysis Time Period AM Peak
Proiect Description Clarian Health
EastJWest Street 101 st Street North/South Street: Colleqe Avenue fl
Intersection Orientation: North-South IStudy Period (hrs): 0.25
Vehicle Volumes and Adjustments -
Major Street Northbound Southbound il
Movement 1 2 3 4 5 6
l T R l T R
Volume 0 671 7 3 920 0 J1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 745 7 3 1022 0 iIIIII
Percent Heavy Vehicles 0 -- -- 5 -- - D
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 1 1 0
Configuration TR L T U
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12 U
l T R l T R
Volume 46 0 2 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 U
Hourly Flow Rate, HFR 51 0 2 0 0 0
Percent Heavy Vehicles 5 0 5 0 0 0
Percent Grade (%) 0 0 D
Flared Approach N N
Storage 0 0
RT Channelized 0 0 I
Lanes 0 0 0 0 0 A. iIIIII
Configuration LR "
Delav, Queue lenQth, and level of Service I Ii
IApproach NB SB Westbound Eastbound -,
I
Movement 1 4 7 8 9 10 11 12{]
Lane Configuration L LR
tv (vph) 3 53
C (m) (vph) 844 92 {]
tv/e 0.00 058
195% queue length 0.01 2.64
Control Delay 9.3 87.5 U
LOS A F
IApproach Delay - - 87.5 Il
IApproach LOS -- - F
iIIIII
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst RMB Intersection College Ave. & 101s1 Street
Agency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 f\nalysis Year Year 2012
Analysis Time Period PM Peak
Project Description Clarian Health
EasVWest Street: 101st Street North/South Street: College A venue
Intersection Orientation: North-South IStudy 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 0 1073 48 12 1018 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 1192 53 13 1131 0
Percent Heavy Vehicles 0 - -- 5 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 1 1 0
Configuration TR L T
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
~olume 15 0 9 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 16 0 10 0 0 0
Percent Heavy Vehicles 5 0 5 0 0 0
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
Configuration LR . .'
. .
Delay, Queue lenqth, and level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L LR
v (vph) 13 26
C (m) (vph) 549 53
v/c 0.02 0.49
95% queue length 0.07 1.86
Control Delay 11.7 126.0
LOS B F
Approach Delay -- -- 126.0
Approach LOS -- -- F
C"p\~ight 'f:' :000 l'ni\ClSity of Fk'rida. All Rights Reserved
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CLARIAN HEALTIJ - NORTIJ HOSPITAL
TRAFFlc IMPACT ANALYSIS
PENNSYLVANIA P ARKW A Y & ACCESS DRIVE 1
INTERSECTION DATA
CAPACITY ANALYSES
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
V\nalyst RMB Intersection Penn. . Pkwy. & Access 1
IAQency/Co. A&F Enaineerina Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Existing+Proposed
IAnalysis Time Period AM Peak
Project Description Clarian Health
EastlWest Street: Pennsylvania Parkway North/South Street: Access 1 ;
Intersection Orientation: East-West Istudy Period hrs): 0.25 i
Vehicle Volumes and Adiustments I
Maior Street Eastbound Westbound i
Movement 1 2 3 4 5 6 !
L T R L T R !
Volume 0 594 92 1 281 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 660 102 1 312 0
Percent Heavy Vehicles 0 -- -- 5 h --
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0
Configuration T TR L T
Upstream Sional 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
lVolume 28 0 1 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 31 0 1 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 O~~:C,.
Configuration LR
Delav, Queue lenqth, and level of Service
IApproach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L LR
Iv (vph) 1 32
Ie (m) (vph) 827 376
Iv/c 0.00 0.09
95% queue length 0.00 0.28
Control Delay 9.4 15.5
LOS A C
Approach Delay -- - 15.5
Approach LOS - -- C
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information {J
Analyst RMB Intersection Penn. Pkwy. & Access 1
Agency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Existing+ Proposed D
Analysis Time Period IPM Peak
Proiect Description Clarian Health
EasllWest Street: Pennsylvania Parkway INorth/South Street: Access 1 r
IStudy Period (hrs): .
Intersection Orientation: East-West 0.25 U
Vehicle Volumes and Adjustments
Major Street Eastbound Westbound U
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 404 38 1 551 0 D
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 448 42 1 612 0
Percent Heavy Vehicles 0 -- -- 5 -- -- D
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0 -0-
Configuration T TR L T
Upstream Signal 0 0
Minor Street Northbound Southbound -0-
Movement 7 8 9 10 11 12
L T R l T R
~olume 111 0 1 0 0 0 -n-
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 123 0 1 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5 l1
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0 D
RT Channelized 0 0
Lanes 0 0 0 0 0 0
Configuration LR 0
Delay, Queue length, and level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12lJ-
Lane Configuration L LR
v (vph) 1 124
C (m) (vph) 1049 441 I
v/c 0.00 0.28 -
95% queue length 0.00 1.14 D
Control Delay 8.4 16.3
LOS A C
Approach Delay -- -- 16.3 {}
Approach LOS -- h C
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TWO-WA Y STOP CONTROL SUMMARY
General Information Site Information
IAnalyst TSV Intersection College Ave. & 101st Street
IAgency/Co. A&F Engineering lJurisdiction Carmel
Date Performed 11/6/02 IAnalysis Year Yr 2012 + fD
IAnalysis Time Period AM Peak
Proiect Description Clarian Health
EastlWest Street: 101 st Street NorthlSouth Street: Colleqe A venue
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 1 694 7 3 927 1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 1 771 7 3 1030 1
Percent Heavy Vehicles 5 -- -- 5 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 1 1 0 1 1 0
Configuration L TR L TR
Upstream Siqnal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 46 1 2 1 1 1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 51 1 2 1 1 1
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 0 1 0 0 1 0
Configuration LTR LTR .'
Delav, Queue lenQth, and level of Service
!Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L LTR LTR
Iv (vph) 1 3 54 3
C (m) (vph) 662 825 60 89
Iv/e 0.00 0.00 0.90 0.03
95% queue length 000 0.01 4.14 0.10
Control Delay 10.4 9.4 200.0 46.9
LOS B A F E
Approach Delay - -- 200.0 46.9
Approach LOS -- -- F E
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst TSV Intersection College Ave. & 101 st Street
Agency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/6/0.2 Analysis Year Yr 20.12 + PD
fA,nalysis Time Period PM Peak
Project Description Clarian Health
EasVWest Street: 10.1 st Street INorth/South Street: College A venue
Intersection Orientation: North-South IStudy Period hrs): 0..25 I b
Vehicle Volumes and Adjustments lIIII
Major Street Northbound Southbound D
Movement 1 2 3 4 5 6
L T R L T R
Volume 1 1083 48 12 1046 1
Peak-Hour Factor, PHF 0..90. 0..90. 0..90. 0..90. 0..90. 0..90. U
Hourly Flow Rate, HFR 1 120.3 53 13 1162 1
Percent Heavy Vehicles 5 -- -- 5 -- -
Median Type Undivided l}
RT Channelized 0. a
Lanes 1 1 0. 1 1 a
Configuration L TR L TR {}
Upstream Signal 0. 0.
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12 -D-
L T R L T R
Volume 15 1 9 1 1 1
Peak-Hour Factor, PHF 0.90. 0..90. 0..90. 0..90. 0..90. 0..90. {}
Hourly Flow Rate, HFR 16 1 10. 1 1 1
Percent Heavy Vehicles 5 5 5 5 5 5
Percent Grade (%) 0. 0. -0-
Flared Approach N N
Storage 0. 0.
RT Channelized 0. a -0-
Lanes 0. 1 0. 0. 1 a
Configuration LTR LTR . .
Delay, Queue Lenqth, and Level of Service U
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L LTR LTR I[
v (vph) 1 13 27 3 -
C (m) (vph) 590. 544 32 34 l}
v/c 0..0.0. 0..0.2 0..84 0..0.9
95% queue length 0..0.1 0..0.7 2.88 0..27
Control Delay 11.1 11.8 292.0. 120..9 {]
LOS 8 8 F F
Approach Delay h -- 292.0. 120..9 I
Approach LOS -- n F F UJ
'>
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TWO-WA Y STOP CONTROL SUMMARY
General Information Site Information
~nalvst TSV Intersection IPenn. Pkwy. & Access 1
lAQency/Co. A&F Engineerinq Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Yr 2012 + PO
V\nalvsis Time Period AM Peak
Project Description Clarian Health
EasUWest Street: Pennsylvania Parkway North/South Street: Access 1
Intersection Orientation: East-West IStudy Period (hrs): 0.25
!vehicle Volumes and Adjustments
Maior Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 598 92 1 284 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 664 102 1 315 0
Percent Heavy Vehicles 0 -- -- 5 -- --
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2-c- 0
Configuration T TR L T
Upstream Siqnal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 28 0 1 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 090 0.90 0.90 0.90
Hourly Flow Rate, HFR 31 0 1 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0:... :
Configuration LR 0-
Delav. Queue len~th, and level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L LR :
Iv (vph) 1 32
C (m) (vph) 824 374
!v/c 0.00 0.09
195% queue length 000 0.28
Control Delay 9.4 15.5 ;
LOS A C !
Approach Delay -- -- 155 i
Approach LOS h -- C
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information n
I\nalvst TSV Intersection Penn. Pkwy. & Access 1 ~
I\gency/Co. iA&F Engineering lJurisdiction Carmel
Date Performed 11/6/02 ~nalysis Year Yr 2012 +fD n
I\nalysis Time Period IPM Peak L
Proiect Description Clarian Health
EasVWest Street: Pennsylvania Parkway North/South Street: Access 1 D
Intersection Orientation: East-West IStudy Period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Eastbound Westbound U
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 409 38 1 613 0 {}
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 454 42 1 681 0
Percent Heavy Vehicles 0 -- u 5 -- - -0-
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0 i}
Configuration T TR L T
Upstream Signal 0 0
Minor Street Northbound Southbound l1
Movement 7 8 9 10 11 12
L T R L T R
lVolume 111 0 1 0 0 0 n-
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 123 0 1 0 0 0 -
Percent Heavy Vehicles 5 0 5 5 0 5 i1
Percent Grade (%) 0 0
Flared Approach N N -
Storage 0 0 -0-
RT Channelized 0 0
Lanes 0 0 0 0 0 a"..
Configuration LR {}
Delay, Queue Length, and level of Service
iApproach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12.0-
Lane Configuration L LR
Iv (vph) 1 124
C (m) (v ph) 1043 427 IL
Iv/e 0.00 0.29 iii
195% queue length 0.00 1.19 iI
Control Delay 8.5 16.8
LOS A C
iApproach Delay -- -- 16.8 fr
!Approach LOS -- - C
J!CS,'UOU1M
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CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIClMPACT ANALYSlS
PENNSYLVANIA P ARKW A Y & ACCESS DRIVE 2
INTERSECTION DATA
CAPACITY ANALYSES
156
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
I.A:nalvst RMB Intersection Penn. Pkwy. & Access 2
lAoencv/Co. A&F Enqineerinq Uurisdiction Carmel
Date Performed 11/6/02 iAnalysis Year Existing + Proposed
I.A:nalvsis Time Period AM Peak
Proiect Description Clarian Health
EasVWest Street: Pennsylvania Parkway INorth/South Street: Access 2
Intersection Orientation: East-West IStudv Period hrs): 0.25
Vehicle Volumes and Adiustments
Maior Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 369 225 11 212 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 410 250 12 235 0
Percent Heavy Vehicles 0 -- -- 5 -- --
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0
Configuration T TR L T
Upstream Siqnal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
!volume 69 0 4 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 76 0 4 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 a
Flared Approach N N
Storage 0 a
RT Channelized a a
Lanes 1 a 1 0 a a
Configuration L R
Delav, Queue lenqth, and level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9. 10 11 12
Lane Configuration L L R
Iv (vph) 12 76 4
C (m) (vph) 904 456 657
Iv/c 0.01 0.17 0..01
S5% queue length 0.04 0.59 0..02
Control Delay 90 14.5 10.5
LOS A B B
~pproach Delay n n 14.3
Approach LOS -- n B
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157
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TWO-WAY STOP CONTROL SUMMARY
General Information :>ite Information n
Analyst RMB Intersection Penn. Pkwy. & Access 2 ~
AQency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Existing+ Proposed I'
Analysis Time Period PM Peak L
Project Description Clarian Health
EasVWest Street: Pennsylvania Parkway . North/South Street: Access 2 11
Intersection Orientation: East-West Study Period hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Eastbound Westbound D
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 310 94 6 280 0 il
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 344 104 6 311 0
Percent Heavy Vehicles 0 -- -- 5 -- -- il
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0 il
Configuration T TR L T
Upstream Signal 0 0 -
--
Minor Street Northbound Southbound n
Movement 7 8 9 10 11 12
L T R L T R -
~olume 271 0 14 0 0 0 f1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 301 0 15 0 0 0 -
Percent Heavy Vehicles 5 0 5 5 0 5 n
Percent Grade (%) 0 0
Flared Approach N N -
Storage 0 0 D
RT Channelized 0 0
Lanes 1 0 1 0 0 CJ'..
Configuration L R ,. D
Delay, Queue length, and level of Service
~pproach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12D
Lane Configuration L L R
'v (vph) 6 301 15
C (m) (vph) 1088 525 770 U
vie 0.01 0.57 0.02
95% queue length 0.02 3.57 0.06 11
Control Delay 8.3 20.7 9.8
LOS A C A -
Approach Delay -- n 20.1 D
Approach LOS -- -- C
J/CS.70001M
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst TSV Intersection Penn. Pkwy. & Access 2
I\Qency/Co. A&F Engineering ~urisdiction Carmel
Date Performed 11/6/02 ~nalysis Year Yr 2012+ f!Q
I\nalysis Time Period AM Peak
Project Description Clarian Health
EasVWest Street: Pennsylvania Parkway NorthlSouth Street: Access 2
Intersection Orientation: East-West IStudy Period hrs): 0.25
~ehicle Volumes and Adjustments
Major Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 373 225 11 215 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 414 250 12 238 0
Percent Heavy Vehicles 0 -- - 5 -- --
Median Type Raised curb
RT Channelized 0 0
lanes 0 2 0 1 2 0
Configuration T TR L T
Upstream Signal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
l T R L T R
[Volume 69 0 5 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 76 0 5 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 1 0 1 0 0 d
Configuration L R
Delay, Queue length, and Level of Service
V\pproach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
lane Configuration L L R
v (vph) 12 76 5
C (m) (vph) 901 453 655
"/c 0.01 0.17 0.01
195% queue length 0.04 0.60 0.02
Control Delay 9.0 14.5 10.5
LOS A B B
lApproach Delay - n 14.3
!Approach LOS - - B
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information dJ
Analyst TSV Intersection Penn. Pkwy. & Access 2
AfJency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Yr 2012 + VO D
Analysis Time Period PM Peak
Project Description Clarian Health
EasVWest Street: Pennsylvania Parkway North/South Street: Access 2 D
Intersection Orientation: East-West IStudy Period hrs): 0.25
Vehicle Volumes and Adjustments
Maior Street Eastbound Westbound U
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 315 94 6 342 0 -0-
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 350 104 6 380 0
Percent Heavy Vehicles 0 -- u 5 -- -- D
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0 D
Configuration T TR L T
Upstream SifJnal 0 0
Minor Street Northbound Southbound D
Movement 7 8 9 10 11 12
L T R L T R -
Volume 271 0 14 0 0 0 i1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 301 0 15 0 0 0 -
Percent Heavy Vehicles 5 0 5 5 0 5 i1
Percent Grade (%) 0 0
Flared Approach N N -
Storage 0 0 -0-
RT Channelized 0 0
Lanes 1 0 1 0 0 (}
Configuration L R , 0
Delay, Queue length, and level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12-D-
Lane ConfIguration L L R
v (vph) 6 301 15
C (m) (vph) 1082 509 767 -U-
IV/c 0.01 0.59 0.02
95% queue length 0.02 3.79 006 n
Control Delay 8.3 21.8 9.8
LOS A C A -
IApproach Delay -- -- 21.2 -0-
!Approach LOS -- -- C
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CLARIAN HEALTII - NORTIl HOSPITAL
TRAFFlClMPACf ANALYS1S
PENNSYLVANIA PARKWAY & ACCESS DRIVE 3
INTERSECTION DATA
CAPACITY ANALYSES
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TWO-WAY STOP CONTROL SUMMARY
Generallntormation Site Information
[Analyst RMB Intersection Penn. Pkwy. & Access 3
[Aoency/Co. A&F Engineerina Uurisdiction Carmel
Date Performed 11/6/02 [Analysis Year Existing+Proposed
!l\nalysis Time Period AM Peak
Proiect Description Clarian Health
East/West Street Pennsvlvania Parkway North/South Street: Access 3
Intersection Orientation: East- West IStudy Period (hrs): 0.25 i
Ivehicle Volumes and Adjustments
Maior Street Eastbound Westbound I
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 148 225 17 154 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 164 250 18 171 0
Percent Heavy Vehicles 0 -- -- 5 -- --
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0
Configuration T TR L T
Upstream Siqnal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 69 0 5 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 090 090 0.90
Hourly Flow Rate, HFR 76 0 5 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 1 0 1 0 0 0'.,
Configuration L R .'-
Delay, Queue lenqth, and level of Service
lA.pproach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
:v (vph) 18 76 5
C (m) (vph) 1120 607 790
vlc 0.02 0.13 0.01
95% queue length 0.05 0.43 0.02
Control Delay 83 11.8 9.6
LOS A B A
Approach Delay - - 11.6
Approach LOS - - B
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information I
~nalyst RMB Intersection Penn. Pkwy. & Access 3 I-
Agency/Co. A&F Engineering Jurisdiction Carmel
pate Performed 11/6/02 Analysis Year Existing+ Proposed I
~nalysis Time Period PM Peak L
Project Description Clarian Health
EasVWest Street: Pennsylvania Parkway INorth/South Street: Access 3 {J
Intersection Orientation: East-West IStudy Period hrs): 0.25
~ehicle Volumes and Adjustments
Maior Street Eastbound Westbound -0
Movement 1 2 3 4 5 6
L T R l T R
lVolume 0 230 94 7 76 0 {)
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 255 104 7 84 0
Percent Heavy Vehicles 0 -- -- 5 -- -- il
Median Type Raised curb
RT Channelized 0 0
lanes 0 2 0 1 2 0 il
Configuration T TR L T
Upstream SiQnal 0 0 -
Minor Street Northbound Southbound il
Movement 7 8 9 10 11 12
l T R l T R -
Volume 210 0 21 0 0 0 f1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 233 0 23 0 0 0 -
Percent Heavy Vehicles 5 0 5 5 0 5 ~
Percent Grade (%) 0 0 I
Flared Approach N N -
Storage 0 0 -0
RT Channelized 0 0
lanes 1 0 1 0 0 0
Configuration L R D
Delay, Queue lenQth, and level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12-0-
lane Configuration L L R
(vph) 7 233 23
C (m) (vph) 1175 624 822 U
!V/c 0.01 0.37 0.03
95% queue length 0.02 1.73 0.09 11
Control Delay 8.1 14.2 9.5
lOS A B A -
IApproach Delay -- -- 13.7 D
IApproach lOS -- -- B
HCS7000' \1
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst TSV Intersection Penn. Pkwy. & Access 3
Aqency/Co. ~ &F Enqineerinq Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Yr 2012+ P.D
Analysis Time Period ~M Peak
Project Description Clarian Health
EastlWest Street: Pennsylvania Parkway /North/South Street: Access 3
Intersection Orientation: East-West IStudy Period hrs): 0.25
!vehicle Volumes and Adjustments
Major Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 152 225 17 157 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 168 250 18 174 0
Percent Heavy Vehicles 0 -- -- 5 -- --
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0
Configuration T TR L T
Upstream Siqnal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 69 0 5 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 76 0 5 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grade ('Yo) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 1 0 1 0 0 0
Configuration L R , i
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Delay, Queue lenQth, and level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
Iv (vph) 18 76 5
C (m) (vph) 1116 603 788
'vlc 0.02 0.13 0.01
95% queue length 0.05 0.43 0.02
Control Delay 8.3 11.8 9.6
LOS A B A
!Approach Delay -- -- 11.7
!Approach LOS -- -- B
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TWO-WAY STOP CONTROL SUMMARY
General Information !site Information =0
Analyst TSV Intersection 1Penn. Pkwy. & Access 3
Agency/Co. A&F Engineerino Uurisdiction Carmel
Date Penormed 11/6/02 IAnalysis Year Yr 2012 + I'D II
Analysis Time Period PM Peak
Project Description Clarian Health
EasVWest Street: Pennsylvania Parkway North/South Street: Access 3 n
Intersection Orientation: East-West IstudY Period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Eastbound Westbound D
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 235 94 7 78 0 il
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 261 104 7 86 0 -
Percent Heavy Vehicles 0 -- -- 5 -- -- il
Median Type Raised curb
RT Channelized 0 0 -
Lanes 0 2 0 1 2 0 il
!configuration T TR L T
Upstream Signal 0 0 -
Minor Street Northbound Southbound f1
Movement 7 8 9 10 11 12
L T R L T R -
Volume 270 0 21 o. 0 0 rt
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 300 0 23 0 0 0 -
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 0 I [
Flared Approach N N -
Storage 0 0 III
RT Channelized 0 0
Lanes 1 0 1 0 0 o.
Configuration L R :' 01
Delay, Queue length, and level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12 -0-1
Lane Configuration L L R
v (vph) 7 300 23
C (m) (vph) 1169 619 820 UI
vlc 0.01 0.48 0.03
95% queue length 0.02 2.65 0.09
Control Delay 8.1 16.2 9.5 In
LOS A C A -
Approach Delay -- -- 15.7 D
Approach LOS -- -- C
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CLARlANHEALrn -NORrnHosPITAL
TRAFACIMPACT ANALYSIS
PENNSYLVANIA PARKWAY & ACCESS DRIVE 4
INTERSECTION DATA
CAPACITY ANALYSES
166
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TWO-WA Y STOP CONTROL SUMMARY
General Information Site Information
IAnalyst RMB Intersection Penn. Pkwy. & Access 4
iAgency/Co. A&F Engineering !Jurisdiction Carmel
Date Performed 11/6/02 IAnalysis Year Existing + Proposed :
I
!Analysis Time Period AM Peak ,
Project Description Clarian Health ;
EasVWest Street: Pennsylvania Parkway North/South Street: Access 4
Intersection Orientation: East-West ~tudy Period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
~olume 0 153 1 6 171 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 170 1 6 190 0
Percent Heavy Vehicles 0 -- -- 5 -- --
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0
Configuration T TR L T
Upstream Signal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
~olume 1 0 2 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 1 0 2 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 1 0 1 0 0 0
Configuration L R '"
Delay, Queue length, and level of Service
IApproach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
v (vph) 6 1 2
C (m) (vph) 1382 701 946
vlc 0.00 0.00 000
95% queue length 001 0.00 0.01
Control Delay 76 10.1 88
LOS A B A
Approach Delay h h 9.3
Approach LOS -- -- A
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Two-Way Stop Control
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information {J
!Analyst RMB Intersection Penn. Pkwy. & Access 4
!Aqency/Co. A&F Enqineerinq Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Existing+ Proposed -D
!Analysis Time Period IPM Peak
Project Description Clarian Health
East/West Street: Pennsylvania Parkway 1N0rth/South Street: Access 4 {]
Intersection Orientation: East-West IStudy Period (hrs): 0.25
Vehicle Volumes and Adjustments
Maior Street . Eastbound Westbound U
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 251 1 2 83 0 D
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 278 1 2 92 0
Percent Heavy Vehicles 0 -- -- 5 -- - -0
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0 -0
Configuration T TR L T
Upstream Siqnal 0 0
Minor Street Northbound Southbound fl
Movement 7 8 9 10 11 12
L T R L T R
Volume 1 0 7 0 0 0 il
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 1 0 7 0 0 0 -
Percent Heavy Vehicles 5 0 5 5 0 5 fl
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0 -0
RT Channelized 0 0
Lanes 1 0 1 0 0 0
Configuration L R {}
Delay, Queue Lenath, and level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12U
Lane Configuration L L R
~ (vph) 2 1 7
C (m) (vph) 1259 648 873 11
~/c 0.00 0.00 0.01 --
~5% queue length 0.00 0.00 0.02 -0
Control Delay 7.9 10.6 9.2
LOS A B A
Approach Delay -- n 9.3 a
Approach LOS -- -- A
HCS,'(l(lOl ~I
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst TSV Intersection Penn. Pkwy. & Access 4
lAqency/Co. IA&F Engineerina !Jurisdiction Carmel
Date Performed 11/6/02 !A.nalysis Year Yr 2012 + .PO
Analysis Time Period lAM Peak i
Project Description Clarian Health
EastfWest Street: Pennsylvania Parkway North/South Street: Access 4
Intersection Orientation: East-West Istudy Period (hrs): 0.25
Vehicle Volumes and Adiustments
Major Street Eastbound Westbound
Movement 1 2 3 4 5 6
l T R l T R
Volume 0 157 1 6 174 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 174 1 6 193 0
Percent Heavy Vehicles 0 -- -- 5 -- --
Median Type Raised curb
RT Channelized 0 0
lanes 0 2 0 1 2 0
Configuration T TR L T
Upstream Signal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
l T R l T R
Volume 1 a 2 0 a 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90. 0.90
Hourly Flow Rate, HFR 1 0 2 0 a a
Percent Heavy Vehicles 5 0 5 5 a 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
lanes 1 0 1 0 0 O.
Configuration L R
Delay, Queue lenath, and level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
lane Configuration L L R
v (vph) 6 1 2
C (m) (vph) 1377 698 943
vie 0.00 0.00 0.00.
195% queue length 0.01 0.00 0.01
Control Delay 7.6 10..2 8.8
LOS A B A
Approach Delay - u 9.3
Approach LOS - -- A
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~O-WAYSTOPCONTROLSUMMARY ..
General Information Site Information Q
Analyst TSV Intersection [Penn. Pkwy. & Access 4
Agency/Co. ~&F Engineering lJurisdiction Carmel
Date Performed 11/6/02 !Analysis Year Yr 2012 +Pv D
Analysis Time Period IPM Peak
Project Description Clarian Health .
East/West Street: Pennsylvania Parkway North/South Street: Access 4 -'---
Intersection Orientation: East-West !study Period (hrs): 0.25 ...
Vehicle Volumes and Adjustments
Maior Street Eastbound Westbound U
Movement 1 2 3 4 5 6
L T R L T R
~olume 0 256 1 2 85 0 U
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 284 1 2 94 0
Percent Heavy Vehicles 0 - -- 5 -- -- {}
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0 -U
Configuration T TR L T
Upstream Siqnal 0 0
Minor Street Northbound Southbound -0..
Movement 7 8 9 10 11 12
L T R L T R
Volume 1 0 7 0 0 0 D
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 1 0 7 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5 D
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0 -0-
RT Channelized 0 , 0
Lanes 1 0 1 0 0 (J.
, .
Configuration L R 01
Delay, Queue lenQth, and level of Service
IApproach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12UI
Lane Configuration L L R
tv (vph) 2 1 7 111
C (m) (vph) 1253 643 870
vlc 0.00 0.00 0.01 -
95% queue length 0.00 0.00 0.02 111
Control Delay 7.9 10.6 92
LOS A B A
Approach Delay -- -- 9.4 -01
Approach LOS - -- A
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