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HomeMy WebLinkAboutTraffic Operations Analysis - Merchants Square TRAFFIC OPERATIONS
ANALYSIS
MERCHANTS SQUARE SHOPPING CENTER
CARMEL, INDIANA
LOCATED AT KEYSTONE AVENUE
BETWEEN 116th STREET & CARMEL DRIVE
PREPARED FOR
A THE LINDER COMPANY
A
SEPTEMBER '1996
PREPARED BY:
A & F ENGINEERING CO., INC.
CONSULTING ENGINEERS
5172 EAST 65TH STREET
INDIANAPOLIS, IN 46220
fA (317) 842-0864
p
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
II TABLE OF CONTENTS
LIST OF FIGURES ii
CERTIFICATION iii
fl INTRODUCTION 1
PURPOSE 1
II SCOPE OF WORK 1
DESCRIPTION OF THE PROJECT 2
n STUDY AREA 4
DESCRIPTION OF THE ABUTTING STREET SYSTEM 4
TRAFFIC DATA 5
11 GENERATED TRAFFIC FOR PROPOSED DEVELOPMENT 5
TABLE 1 -GENERATED TRIPS FOR PROPOSED DEVELOPMENT 5
11 INTERNAL TRIPS 6
Pass-BY TRAFFIC 6
nPEAK HOUR 6
ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS 6
n PROPOSED DEVELOPMENT GENERATED TRIPS ADDED To THE STREET SYSTEM 8
CAPACITY ANALYSIS 8
CAPACITY ANALYSES SCENARIOS 8
PTABLE 2 -LEVEL OF SERVICE SUMMARY-116TH STREET AND AAA WAY 13
TABLE 3 -LEVEL OF SERVICE SUMMARY-116TH STREET AND MERCHANTS SQUARE CENTER DR. 14
ITABLE 4 -LEVEL OF SERVICE SUMMARY-116TH STREET AND MERCHANTS SQUARE EAST DR. 15
TABLE 5 -LEVEL OF SERVICE SUMMARY-AAA WAY AND MEDICAL DRIVE 16
I TABLE 6-LEVEL OF SERVICE SUMMARY-AAA WAY AND NORTH LOOP DRIVE 17
TABLE 7 -LEVEL OF SERVICE SUMMARY-KEYSTONE WAY AND LOOP ROAD 18
N TABLE 8 -LEVEL OF SERVICE SUMMARY-MERCHANTS SQUARE EAST DRIVE AND LOOP ROAD 19
TABLE 9 -LEVEL OF SERVICE SUMMARY-CARMEL DRIVE AND AAA WAY 20
TABLE 10 -LEVEL OF SERVICE SUMMARY-CARMEL DRIVE AND KEYSTONE WAY 21
ITABLE 11 -LEVEL OF SERVICE SUMMARY-RANGELINE ROAD AND MEDICAL DRIVE 22
CONCLUSIONS 23
INRECOMMENDATIONS 26
SUMMARY 27
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
11
LIST OF FIGURES
FIGURE 1: CONCEPTUAL PLAN OF PROPOSED SITE 3
FIGURE 2: ASSIGNMENT AND DISTRIBUTION OF GENERATED TRAFFIC VOLUMES 7
FIGURE 3: GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT 9
FIGURE 4: EXISTING TRAFFIC VOLUMES 11
FIGURE 5: SUM OF EXISTING AND PROPOSED DEVELOPMENT TRAFFIC VOLUMES 12
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
CERTIFICATION
I certify that this TRAFFIC OPERATIONS ANALYSIS has been prepared by me and under by immediate
supervision and that I have experience and training in the field of traffic and transportation engineering.
A 8L F ENGINEERING CO., INC.
F f,,,
//// 1/ ' No. 12855
= STATE OF
William J.(Fehribach, P.E. I •,/.,4. v•
fI
President �«-••-•''" fONAt.
��
Indiana Registration 12855
iii
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
INTRODUCTION
This TRAFFIC OPERATIONS ANALYSIS, prepared at the request of Mr. Craig S. Hessee representing
The Linder Company, is for the proposed reconstruction of Keystone Square Shopping Center located
at Keystone Avenue and 116th Street in Carmel, Indiana.
PURPOSE
The purpose of this analysis is to determine what effect traffic generated by the proposed development,
when fully occupied, will have on the existing adjacent roadway system. This analysis will identify any
roadway deficiencies that may exist today or that may occur when this site is developed.
Conclusions will be reached that will determine if the roadway system can accommodate the
anticipated traffic volumes or will determine the modifications that will be required to the system if it is
determined there will be deficiencies in the system resulting from the increased traffic volumes.
Recommendations will be made that will address the conclusions resulting from this analysis. These
recommendations will address feasible roadway system improvements which will accommodate the
proposed development traffic volumes such that there will be safe ingress and egress, to and from the
proposed development, with minimal interference to traffic on the public street system.
SCOPE OF WORK
The scope of work for this analysis is:
First, to make traffic volume counts at the following intersections:
• 116th Street and AAA Way
• 116th Street and Merchants Square Center Drive
_ • 116th Street and Merchants Square East Drive
• AAA Way and Medical Drive
• AAA Way and North Loop Road
• Keystone Way and Loop Road
• Merchants Square East Drive and Loop Road
• Carmel Drive and AAA Way
• Carmel Drive and Keystone Way
• Rangeline Road and Medical Drive
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
Second, to estimate the number of new trips that will be generated by the reconstruction of the
shopping center.
Third, to assign the generated traffic volumes to the driveways and/or roadways that will serve to
provide access to the shopping center.
Fourth, to distribute the generated traffic volumes onto the public roadway system and intersections
that have been identified as 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 new traffic volumes that will be generated by
the reconstruction of the shopping center to the existing traffic volumes.
Finally, to prepare a TRAFFIC OPERATIONS ANALYSIS documenting all data, analyses, conclusions
and recommendations to provide for the safe and efficient movement of traffic through the study area.
DESCRIPTION OF THE PROJECT
The proposed Merchants Square Shopping Center involves the reconstruction of the Keystone Square
Shopping Center. The existing shopping center is located in Carmel, Indiana and is bordered by
Carmel Drive to the north, Keystone Avenue to the east, and 116th Street to the south. The proposed
reconstruction consists of adding approximately 37,000 square feet of new gross floor area to the
existing shopping center. A new building consisting of 26 201 . . - -- _ _ ail gross floor area is
proposed to be located in the northwest quadrant of Medical Drive and AAA Way as part of the
reconstruction project. Another part of the proposed reconstruction includes removing the center
access point along 116th Street. In addition, the intersection of AAA Way and 116th Street is
proposed to operate as a full access point with a traffic signal. Figure 1 is an area map and conceptual
plan of the proposed reconstruction including the access points.
2
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
STUDY AREA
The study area for this analysis will include the following intersections:
• 116th Street and AAA Way
• 116th Street and Merchants Square Center Drive
• 116th Street and Merchants Square East Drive
• AAA Way and Medical Drive
• AAA Way and North Loop Road
• Keystone Way and Loop Road
• Merchants Square East Drive and Loop Road
• Carmel Drive and AAA Way
• Carmel Drive and Keystone Way
• Rangeline Road and Medical Drive
DESCRIPTION OF THE ABUTTING STREET SYSTEM
This proposed development will be served by the public roadway system that includes Rangeline Road,
Carmel Drive, 116th Street, AAA Way, and Medical Drive.
RANGELINE ROAD - is a north-south four lane roadway. The intersection of Rangeline Road and
Medical Drive is controlled by a two-phase traffic signal.
CARMEL DRIVE - is an east-west four lane roadway. The intersection of Cannel Drive and AAA Way
is controlled by a two-phase signal, and the intersection of Cannel Drive and Keystone Way is stop
sign controlled with Keystone Way stopping for Carmel Drive.
116TH STREET - is an east-west two lane roadway with a center lane for left-turns. The access drives
into the shopping center are stop sign controlled with the access drives stopping for 116th Street.
The AAA Way access drive is currently marked as exit only.
AAA WAY - is a north-south drive providing internal access to the Keystone Square Shopping
Center. The intersection of AAA Way and Medical Drive is controlled by an all-way stop.
MEDICAL DRIVE - is an east-west drive providing internal access to offices along with the
Keystone Square Shopping Center.
4
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
TRAFFIC DATA
Peak hour manual turning movement traffic volume counts were made at each of the study
intersections. These traffic volume counts include an hourly total of all "through" traffic and all
"turning" traffic at the intersection. These traffic volume counts were made during the hours of
11:00 AM to 1:00 PM, and 4:00 PM to 8:00 PM in September 1996. The traffic volume counts are
included in Appendix A.
GENERATED TRAFFIC FOR PROPOSED DEVELOPMENT
The estimate of traffic to be generated by the proposed development is a function of the development
size and of the character of the land use. Trip Generation' report was used to calculate the number of
trips that will be generated by the retail section of the proposed development. This report is a
M compilation of trip data for various land uses as collected by transportation professionals throughout
the United States in order to establish the average number of trips generated by various land uses.
Table 1 is a summary of the trips that will be generated by proposed development.
TABLE 1 - GENERATED TRIPS FOR PROPOSED DEVELOPMENT
GENERATED TRIPS
. NOON NOON PM PM
LAND USE ITE CODE EN TER EXIT EN TER EXIT
Existing 820 ( 311,575 SF 683 568 677 676
Proposed 820 348,677 SF 733 609 727 727
New 50 41 50 51
The "New" trips were determined by subtracting the trips generated by the existing square footage
from the trips generated by the proposed square footage.
Trip Generation, Institute of Transportation Engineers, Fifth Edition, January 1991.
5
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
INTERNAL TRIPS
An internal trip results when a trip is made between two land uses without using the roadway system.
Any internal trips for the development are included in the trip generation for a shopping center.
Therefore, no reduction will be applied for internal trips.
PASS-BY TRAFFIC
Pass-by traffic is traffic that already exists on the roadway system and decides to enter a land use. For
this analysis, no reduction will be applied for pass-by traffic.
PEAK HOUR
Based on the existing traffic volumes that were collected for this analysis, the adjacent street peak
hours vary between 11:30 AM to 12:30 PM and 4:15 PM to 6:00 PM. The actual peak hour at each
intersection will be used for this 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 existing traffic volumes, traffic to and from
the proposed site was 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.
Figure 2 shows the assignment and distribution of the generated traffic volumes.
6
THE UNDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE
STREET SYSTEM
Generated traffic volumes that can be expected from the proposed development have been prepared for
each of the proposed access points and for each of the study area intersections. The Peak Hour
generated traffic volumes are shown on Figure 3. These data are based on the previously discussed
trip generation data, assignment of generated traffic, and distribution of generated traffic. The
generated traffic volumes include the new traffic volumes only.
CAPACITY ANALYSIS
The "efficiency" of an intersection is based on its ability to accommodate the traffic volumes that
approach the intersection. The "efficiency" of an intersection is designated by the Level-of-
Service (LOS) of the intersection. The LOS of an intersection is determined by a series of
calculations commonly called a "capacity analysis". Input data into a capacity analysis include
traffic volumes, intersection geometry, number and use of lanes and, in the case of signalized
intersections, traffic signal timing. To determine the level of service at each of the study
intersections, a capacity analysis has been made using the recognized computer program based on
the Highway capacity Manual (HCM)2.
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.
2 Transportation Research Board, National Research Council, Washington, DC, Special Report
209, 1985.
8
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
An analysis has been made for the Noon Peak Hour and PM Peak Hour for each of the study
intersections for each of the following scenarios:
SCENARIO 1: Existing Traffic Volumes-These are the traffic volumes that were obtained in
September 1996. Figure 4 is a summary of these traffic volumes at the study
intersections.
SCENARIO 2: Existing Traffic Volumes + Proposed Development Traffic Volumes-
�' Figure 5 is a summary of these traffic volumes at the study intersections for the
peak hour.
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 2 - 116th Street and AAA Way
Table 3 - 116th Street and Merchants Square Center Drive
Table 4 - 116th Street and Merchants Square East Drive
Table 5 - AAA Way and Medical Drive
Table 6 - AAA Way and North Loop Road
Table 7 -Keystone Way and Loop Road
Table 8 -Merchants Square East Drive and Loop Road
Table 9 - Carmel Drive and AAA Way
Table 10 - Carmel Drive and Keystone Way
Table 11 - Rangeline Road and Medical Drive
10
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
TABLE 2 - LEVEL OF SERVICE SUMMARY-116TH STREET AND AAA WAY
_ NOON PEAK HOUR
MOVEMENT SCE .° ' I 1 SCENARIO 2
Southbound Left E B
Southbound Right B
Southbound Approach - B
Eastbound Left A B
Eastbound Approach - A
Westbound Approach - A
Intersection - B
PM PEAK HOUR
MOVEMENT SCE % 1 SCENARIO 2
Southbound Left !E B
Southbound Right B B
Southbound Approach - B
Eastbound Left A A
Eastbound Approach - B
Westbound Approach - A
Intersection - B
SCENARIO 1: Existing Traffic Volumes with Existing Conditions
SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with a Traffic Signal
Installed and the Center Drive along 116th Street Removed
13
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
N
TABLE 3 - LEVEL OF SERVICE SUMMARY-116TH STREET AND MERCHANTS SQUARE CENTER DR.
NOON PEAK HOUR
MOVEMENT
SCENAA- 1 SCENARIO 2
Southbound Left
Southbound Right -
Eastbound Left A _
11
PM PEAK HOUR
MOVEMENT • 0All• 0 1 SCENARIO 2
Southbound Left -
Southbound Right B -
Eastbound Left A -
p
SCENARIO 1: Existing Traffic Volumes with Existing Conditions
SCENARIO 2: This Access Point will be Removed with the Proposed Reconstruction.
11
N
N
N
N
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
TABLE 4 - LEVEL OF SERVICE SUMMARY-1 16TH STREET AND MERCHANTS SQUARE EAST DR.
n
NOON PEAK HOUR
MOVEMENT SCENA O 1CSCENARIO 2
Southbound Left F / F
Southbound Right A
11 Eastbound Left B A
I'
PM PEAK HOUR
flMOVEMENT SCENARIO 1 SCENARIO 2
Southbound Left F F
Southbound Right A A
11 Eastbound Left A A
n
fl
SCENARIO 1: Existing Traffic Volumes with Existing Conditions
11 SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with a Traffic Signal
at AAA Way and the Center Drive Removed
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
1
TABLE 5 - LEVEL OF SERVICE S I •4'Y-' ' • WAY AND MEDICAL DRIVE 7
off.
NOON PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Approach A A
Southbound Approach A A
Eastbound Approach A A
Westbound Approach A A
Intersection A A
I
PM PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Approach A A
Southbound Approach A A
Eastbound Approach A A
Westbound Approach A A
Intersection A A
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SCENARIO 1: Existing Traffic Volumes with Existing Conditions
SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing
Conditions
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111
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
TABLE 6 - LEVEL OF SERVICE SUMMARY-AAA WAY AND NORTH LOOP DRIVE
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NOON PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Left A A
Southbound Left A A
Eastbound Approach C C
Westbound Approach B B
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PM PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Left A A
Southbound Left A A
Eastbound Approach C C
Westbound Approach A B
N
N
SCENARIO 1: Existing Traffic Volumes with Existing Conditions
SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing
P P
Conditions
p
p
p
p
N 17
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
TABLE 7 - LEVEL OF SERVICE SUMMARY-KEYSTONE WAY AND LOOP ROAD
NOON PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Approach A A
Southbound Approach A A
Eastbound Approach A A
Westbound Approach B B
Intersection A A
1
PM PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Approach A A
Southbound Approach A A
Eastbound Approach A A
Westbound Approach A A
Intersection A A
1
SCENARIO 1: Existing Traffic Volumes with Existing Conditions
SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing
Conditions
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
TABLE 8 - LEVEL OF SERVICE SUMMARY-MERCHANTS SQUARE EAST DRIVE AND LOOP ROAD
n
NOON PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Left A A
Southbound Left A -
Eastbound Approach A A
Westbound Approach B B
1
n
PM PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Left A A
Southbound Left A -
Eastbound Approach A A
Westbound Approach B A
II
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SCENARIO l: Existing Traffic Volumes with Existing Conditions
SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with the Southbound
Approach of the Intersection Closed due to the Proposed Reconfiguration of the
Parking Lot
N
p
N
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
TABLE 9 - LEVEL OF SERVICE SUMMARY-CARMEL DRIVE AND AAA WAY
1'
NOON PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Approach B B
Southbound Approach B B
Eastbound Approach B B
Westbound Approach B B
Intersection B B
n
PM PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Approach C C
Southbound Approach B B
Eastbound Approach B B
Westbound Approach B B
Intersection B B
1
SCENARIO 1: Existing Traffic Volumes with Existing Conditions
_ SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing
Conditions
20
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
TABLE 10 - LEVEL OF SERVICE SUMMARY-CARMEL DRIVE AND KEYSTONE WAY
_ NOON PEAK HOUR
MOVEMENT SCENARIO 1 SC�� • 'a •
Northbound Left D D
Northbound
Through/Right B :
Southbound Left E E
Southbound
Through/Right A A
Eastbound Left A A
Westbound Left A A
PM PEAK HOUR
MOVEMENT SCENARIO 1 SC 1'. : .
Northbound Left F F
Northbound
Through/Right B B
Southbound Left F F
Southbound
Through/Right B B
Eastbound Left A A
Westbound Left C C
SCENARIO 1: Existing Traffic Volumes with Existing Conditions
SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing
Conditions
... 21
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
TABLE 11 - LEVEL OF SERVICE SUMNIARY-RANGELINE ROAD AND MEDICAL DRIVE
NOON PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Approach A A
Southbound Approach B B
Eastbound Approach B
Westbound Approach B C
Intersection B
PM PEAK HOUR
MOVEMENT SCENARIO 1 SCENARIO 2
Northbound Approach B B
Southbound Approach B B
Eastbound Approach B B
Westbound Approach B B
Intersection B B
SCENARIO 1: Existing Traffic Volumes with Existing Conditions
SCENARIO 2: Sum of Existing and Proposed Development Traffic Volumes with Existing
Conditions
22
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS 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 Noon Peak Hour and PM Peak Hour that were addressed in this analysis.
These peak hours are when the largest volumes of traffic will occur. Therefore, if the resulting level of
service is adequate during these time periods, it can generally be assumed the remaining 22 hours will
have levels of service that are better than the peak hour, since the existing street traffic volumes will be
less during the other 22 hours.
1. 116TH STREET AND AAA WAY
Existing (Scenario 1) - A review of the level of service for each of the intersection
approaches, with the existing traffic volumes and existing geometrics, has shown that the
'— southbound left movement operates below acceptable levels.
Proposed Development(Scenario 2) - When the proposed development generated traffic
volumes are added to the existing traffic volumes, this intersection will operate above
acceptable levels with the proposed traffic signal and geometrics.
2. 116TH STREET AND MERCHANTS SQUARE CENTER DRIVE
Existing (Scenario 1) - A review of the level of service for each of the intersection
approaches, with the existing traffic volumes and existing geometrics, has shown that the
southbound left movement is operating below acceptable levels.
Proposed Development(Scenario 2) - The center access drive will be removed with the
proposed reconstruction.
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
3. 1 16TH STREET AND MERCHANTS SQUARE EAST DRIVE
Existing (Scenario 1) - A review of the level of service for each of the intersection
approaches, with the existing traffic volumes and existing geometrics, has shown that the
southbound left movement is operating below acceptable levels.
Proposed Development(Scenario 2) -When the proposed development generated traffic
volumes are added to the existing traffic volumes, the southbound left movement will continue
to operate below acceptable levels.
4. AAA WAY AND MEDICAL DRIVE
Existing (Scenario 1) - A review of the level of service for each of the intersection
approaches, with the existing traffic volumes and existing geometrics, has shown this
intersection is operating above acceptable levels.
Proposed Development(Scenario 2) - When the proposed development generated traffic
volumes are added to the existing traffic volumes, this intersection will continue to operate
above acceptable levels with the existing conditions.
5. AAA WAY AND NORTH LOOP ROAD
Existing (Scenario 1) - A review of the level of service for each of the intersection
approaches, with the existing traffic volumes and existing geometrics, has shown this
intersection is operating above acceptable levels.
Proposed Development(Scenario 2) - When the proposed development generated traffic
volumes are added to the existing traffic volumes, this intersection will continue to operate
above acceptable levels with the existing conditions.
24
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
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6. KEYSTONE WAY AND LOOP ROAD
Existing (Scenario 1) - A review of the level of service for each of the intersection
approaches, with the existing traffic volumes and existing geometrics, has shown this
intersection is operating above acceptable levels.
11
Proposed Development(Scenario 2) - When the proposed development generated traffic
flvolumes are added to the existing traffic volumes, this intersection will continue to operate
above acceptable levels with the existing conditions.
7. MERCHANTS SQUARE EAST DRIVE AND LOOP ROAD
® Existing (Scenario 1) - A review of the level of service for each of the intersection
Il approaches, with the existing traffic volumes and existing geometrics, has shown this
intersection is operating above acceptable levels.
Proposed Development(Scenario 2) - When the proposed development generated traffic
volumes are added to the existing traffic volumes, this intersection will continue to operate
above acceptable levels.
8. CARMEL DRIVE AND AAA WAY
Existing (Scenario I) - A review of the level of service for each of the intersection
approaches, with the existing traffic volumes and existing geometrics, has shown this
intersection is operating above acceptable levels.
Proposed Development(Scenario 2) - When the proposed development generated traffic
volumes are added to the existing traffic volumes, this intersection will continue to operate
above acceptable levels with the existing conditions.
25
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
9. CARMEL DRIVE AND KEYSTONE WAY
Existing (Scenario 1) - A review of the level of service for each of the intersection
approaches, with the existing traffic volumes and existing geometrics, has shown that the
northbound and southbound lefts are operating below acceptable levels.
Proposed Development(Scenario 2) - When the proposed development generated traffic
volumes are added to the existing traffic volumes, the northbound and southbound lefts will
continue to operate below acceptable levels.
10.RANGELINE ROAD AND MEDICAL DRIVE
Existing (Scenario 1) - A review of the level of service for each of the intersection
approaches, with the existing traffic volumes and existing geometrics, has shown this
intersection is operating above acceptable levels.
Proposed Development(Scenario 2) - When the proposed development generated traffic
volumes are added to the existing traffic volumes, this intersection will continue to operate
above acceptable levels with the existing conditions.
RECOMMENDATIONS
Based on this analysis and the conclusions, the following recommendations are made to insure that the
roadway system will operate at acceptable levels of service if the site is developed as proposed.
• Construct the AAA Way access point along 116th Street with two outbound lanes and one
inbound lane. These lanes should be twelve feet in width.
• Construct a right-turn lane along 116th Street at the AAA Way access point.
• Install the proposed traffic signal at the AAA Way access point along 116th Street.
26
THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
SUMMARY
The proposed reconstruction of the shopping center will add only 37,102 square feet of new retail
space to the existing shopping center. Therefore, the new traffic volumes generated by the proposed
reconstruction will be minimal.
The proposed development will not adversely effect the operations of the public roadway system to a
greater extent than it is operating today. Moreover, the proposed signal at 116th Street and AAA Way
will improve access to the shopping center along 116th Street.
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THE LINDER COMPANY-MERCHANTS SQUARE SHOPPING CENTER TRAFFIC OPERATIONS ANALYSIS
— APPENDIX A
This document contains the traffic data that were used in the TRAFFIC OPERATIONS ANALYSIS for
the proposed reconstruction of the shopping center.
Included are the intersection turning movement traffic volumes counts and the intersection capacity
analyses for each of the study intersections for the Noon Peak Hour and PM Peak Hour.
- 116th STREET
- AAA WAY
A & F ENGINEERING CO. , INC.
-
TRAFFIC VOLUME SUMMARY
_ CLIENT : THE LINDER COMPANY
LOCATION : 116TH STREET & AAA DRIVE (1)
DATE : SEPTEMBER 9, 1996
DIRECTION OF TRAVEL : EASTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 1 0 1 542 82 624 543 82 625
PM
"" 12- 1 3 0 3 570 64 634 573 64 637
4- 5 0 0 0 808 31 839 808 31 839
5- 6 0 0 0 909 32 941 909 32 941
- 6- 7 0 0 0 524 11 535 524 11 535
7- 8 4 1 5 344 9 353 348 10 358
PASSENGER 8 3697 3705
88 . 9% 94 . 2% 94 . 2%
1 TRUCK 1 229 230
11. 1% 5. 8% 5 . 8%
I BOTH 9 3926 3935
0. 2% 99 . 8% 100 . 0%
r DIRECTION OF TRAVEL : SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
rPASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
r 11-12 32 0 32 72 5 77 104 5 109
PM
12- 1 41 2 43 105 8 113 146 10 156
4- 5 33 1 34 65 4 69 98 5 103
- 5- 6 28 0 28 51 2 53 79 2 81
6- 7 28 0 28 31 1 32 59 1 60
7- 8 16 1 17 41 0 41 57 1 58
-
PASSENGER 178 365 543
97 . 8% 94 . 8% 95 . 8%
TRUCK 4 20 24
7 2 . 2% 5 . 2% 4 . 2%
BOTH 182 385 567
32 . 1% 67 . 9% 100 . 0%
r
2
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : 116TH STREET & AAA DRIVE (1)
DATE : SEPTEMBER 9 , 1996
-
DIRECTION OF TRAVEL : WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
- PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 402 36 438 0 0 0 402 36 438
PM
12- 1 606 16 622 0 0 0 606 16 622
4- 5 448 15 463 2 0 2 450 15 465
_ 5- 6 496 11 507 0 0 0 496 11 507
6- 7 410 4 414 0 0 0 410 4 414
7- 8 337 3 340 1 0 1 338 3 341
- PASSENGER 2699 3 2702
96. 9% 100 . 0% 97 . 0%
TRUCK 85 0 85
3 . 1% 0 . 0% 3 . 0%
BOTH 2784 3 2787
99 . 9% 0 . 1% 100. 0%
I
L
I
I
I
I
I3
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : 116TH STREET & AAA DRIVE (1)
DATE : SEPTEMBER 9 , 1996
-
PEAK HOUR DATA
- AM PEAK OFF PEAK PM PEAK
HR BEGIN 11:45 AM HR BEGIN 4:45 PM
L T R TOT L T R TOT L T R TOT
-
EASTBOUND 3 720 723 0 1056 1056
SOUTHBOUND 46 113 159 26 68 94
WESTBOUND 598 0 598 525 1 526
HOUR SUMMARY
-
HOUR SB EB WB EB+WB TOTAL
- AM -
- 11-12 109 625 438 1063 1172
- PM -
12- 1 156 637 622 1259 1415
4- 5 103 839 465 1304 1407
-
5- 6 81 941 507 1448 1529
6- 7 60 535 414 949 1009
7- 8 58 358 341 699 757
-
TOTAL 567 3935 2787 6722 7289
7 . 8% 54 . 0% 38 . 2% 92 . 2% 100 . 0%
- - OFF PEAK VOLUMES -
15-MIN 45 208 165
HOUR 159 723 622
PHF 0 . 88 0 . 87 0 . 94
- PM PEAK VOLUMES -
15-MIN 32 292 162
HOUR 107 1056 526
PHF 0. 84 0 . 90 0 . 81
4
HCS: Unsignalized Intersections Release 2 . 1c LC1NS1.HCO Page 1
— A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
— Ph: (317) 842-0864
Streets: (N-S) AAA DRIVE (E-W) 116TH STREET (1)
Major Street DirectionEW
__ Length of Time Analyzed60 (min)
Analyst KAS
Date of Analysis 9/18/96
Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1)
— Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 1 1 0 0 1 0 0 0 0 1 0 1
Stop/Yield N N
Volumes 3 720 598 46 113
— PHF . 95 . 95 . 95 . 95 . 95
Grade 0 0 0
MC ' s (%)
— SU/RV' s (%)
CV' s (%)
PCE' s 1. 10 1. 10 1. 10
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5 . 50 2 . 60
Through Traffic Minor Road 6 . 00 3 . 30
— Left Turn Minor Road 6. 50 3 . 40
5
HCS: Unsignalized Intersections Release 2 . 1c LC1NS1.HCO Page 2
Worksheet for TWSC Intersection
— Step 1 : RT from Minor Street NB SB
Conflicting Flows: (vph) 629
Potential Capacity: (pcph) 665
— Movement Capacity: (pcph) 665
Prob. of Queue-Free State: 0.80
Step 2 : LT from Major Street WB EB
Conflicting Flows: (vph) 629
Potential Capacity: (pcph) 860
Movement Capacity: (pcph) 860
Prob. of Queue-Free State: 1. 00
Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1390
Potential Capacity: (pcph) 166
Major LT, Minor TH
— Impedance Factor: 1. 00
Adjusted Impedance Factor: 1. 00
Capacity Adjustment Factor
due to Impeding Movements 1. 00
— Movement Capacity: (pcph) 165
Intersection Performance Summary
—
Avg. 95%
Flow Move Shared Total Queue Approach
— Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
SB L 53 165 32 . 1 1. 5 E
— 14 . 1
SB R 131 665 6 . 7 0. 8 B
EB L 3 860 4 . 2 0 . 0 A 0. 0
—
Intersection Delay = 1. 5 sec/veh
6
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-19-1996
A & F ENGINEERING CO. , INC.
Streets: (E-W) 116TH STREET (N-S) AAA DRIVE (1)
Analyst: KAS File Name: LC1NS2 .HC9
Area Type: Other 9-18-96 NOON PK
—
Comment: EXTG+GEN TRAF VOLS & PROP COND (SCENARIO 2)
Eastbound Westbound Northbound Southbound
— L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 1 1 1 1 1 1
Volumes 216 723 496 55 148 224
— Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vols 7 27 112
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left
Thru * Thru
I
Right Right
Peds Peds
WB Left SB Left *
I Thru * Thru
Right * Right *
Peds Peds
NB Right EB Right
r SB Right WB Right
Green 41. 5A Green 10 . 5A
Yellow/AR 4 . 0 Yellow/AR 4 . 0
Cycle Length: 60 secs Phase combination order: #1 #5
r
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 307 433 0. 740 0 . 708 9 . 7 B 4 . 7 A
T 1320 1863 0. 577 0 . 708 3 . 3 A
r. WB T 1320 1863 0. 396 0 . 708 2 . 4 A 2 . 4 A
R 1121 1583 0. 027 0. 708 1 . 7 A
SB L 339 1770 0. 460 0 . 192 14 . 6 B 14 . 4 B
R 303 1583 0. 389 0 . 192 14 . 1 B
—
Intersection Delay = 5 . 5 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6. 0 sec Critical v/c (x) = 0. 680
7
r
r
7
HCS: Unsignalized Intersections Release 2 . 1c LC1PMS1 .HCO Page 1
A & F ENGINEERING CO. , INC.
— 5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) AAA DRIVE (E-W) 116TH STREET (1)
Major Street DirectionEW
Length of Time Analyzed60 (min)
_ Analyst KAS
Date of Analysis 9/18/96
Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN1)
Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
- No. Lanes 1 1 0 0 1 0 0 0 0 1 0 1
Stop/Yield N N
Volumes 0 1056 525 26 68
— PHF . 95 . 95 . 95 . 95 . 95
Grade 0 0 0
MC's (%)
SU/RV' s (%)
— CV' s (%)
PCE' s 1. 10 1. 10 1. 10
Adjustment Factors
— Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5. 50 2 . 60
Through Traffic Minor Road 6 . 00 3 . 30
Left Turn Minor Road 6. 50 3 . 40
8
HCS: Unsignalized Intersections Release 2 . 1c LC1PMS1.HCO Page 2
Worksheet for TWSC Intersection
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph) 553
Potential Capacity: (pcph) 726
Movement Capacity: (pcph) 726
Prob. of Queue-Free State: 0 .89
Step 2 : LT from Major Street WB EB
Conflicting Flows: (vph) 553
Potential Capacity: (pcph) 934
Movement Capacity: (pcph) 934
Prob. of Queue-Free State: 1. 00
Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1665
Potential Capacity: (pcph) 115
Major LT, Minor TH
Impedance Factor: 1. 00
Adjusted Impedance Factor: 1. 00
Capacity Adjustment Factor
due to Impeding Movements 1. 00
Movement Capacity: (pcph) 115
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
SB L 30 115 42 . 3 1. 1 E
15.7
SB R 79 726 5 . 6 0 . 3 B
EB L 0 934 3 . 9 0 . 0 A 0. 0
Intersection Delay = 0 . 9 sec/veh
9
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-19-1996
A & F ENGINEERING CO. , INC.
Streets: (E-W) 116TH STREET (N-S) AAA DRIVE (1)
Analyst: KAS File Name: LC1PMS2 .HC9
a Area Type: Other 9-18-96 PM PEAK
Comment: EXTG+GEN TRAF VOLS & PROP COND (SCENARIO 2)
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 1 1 1 1 1 1
Volumes 119 1059 461 55 101 174
— Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vols 7 27 137
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left
— Thru * Thru
Right Right
Peds Peds
WB Left SB Left *
_ Thru * Thru
Right * Right *
Peds Peds
NB Right EB Right
-- SB Right WB Right
Green 42 . OA Green 10 . OA
Yellow/AR 4 . 0 Yellow/AR 4 . 0
Cycle Length: 60 secs Phase combination order: #1 #5
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 353 493 0. 354 0 . 717 2 . 4 A 6 . 8 B
T 1335 1863 0 . 835 0. 717 7 . 3 B
WB T 1335 1863 0 . 363 0 . 717 2 . 2 A 2 . 1 A
I
R 1134 1583 0 . 026 0. 717 1 . 6 A
SB L 324 1770 0 . 327 0 . 183 14 . 0 B 13 . 8 B
R 290 1583 0 . 134 0 . 183 13 . 3 B
IIntersection Delay = 6 . 0 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 732
r
I
,....1
..._
10
r
116th STREET
MERCHANTS SQUARE CENTER
- DRIVE
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : 116TH STREET & MERCHANTS SQUARE CENTER DRIVE (2)
DATE : SEPTEMBER 10, 1996
DESIGN DATA
+ + + +
AM PEAK OFF PEAK PM PEAK
LEFT RIGHT TOTAL LEFT RIGHT TOTAL LEFT RIGHT TOTAL
+ + + +
IN 114 43 157 73 45 118
OUT 30 38 68 33 50 83
+ + + +
-- HOUR SUMMARY
+ + + +
HOUR IN OUT IN+OUT I TOTAL
- + + + +
- AM -
11-12 119 48 167 167
- PM -
- 12- 1 153 68 221 221
4- 5 109 55 164 164
5- 6 101 75 176 176
6- 7 72 44 116 116
7- 8 55 30 85 85
+ + + +
TOTAL 609 320 929 929
65 . 6% 34 . 4% 100. 0% 100. 0%
- OFF PEAK VOLUMES -
15-MIN 51 20
HOUR 153 68
PHF 0 . 75 0 . 85
- PM PEAK VOLUMES -
-
15-MIN 33 23
HOUR 117 83
PHF 0. 89 0. 90
12
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : 116TH STREET & MERCHANTS SQUARE CENTER DRIVE (2)
DATE : SEPTEMBER 10, 1996
DIRECTION OF TRAVEL : IN
+ + + + +
HOUR LEFT RIGHT TOTAL
- PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
+ + + + +
AM
- 11-12 73 3 76 43 0 43 116 3 119
PM
12- 1 113 0 113 40 0 40 153 0 153
4- 5 65 1 66 43 0 43 108 1 109
5- 6 66 1 67 34 0 34 100 1 101
6- 7 39 0 39 33 0 33 72 0 72
7- 8 25 0 25 30 0 30 55 0 55
+ + + +
PASSENGER 381 223 604
98 . 7% 100. 0% 99 . 2%
- TRUCK 5 0 5
1. 3% 0. 0% 0 .8%
TOTAL 386 223 609
63 . 4% 36. 6% 100 . 0%
DIRECTION OF TRAVEL : OUT
- + + + + +
HOUR LEFT RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
+ + + + +
-- AM
11-12 19 0 19 29 0 29 48 0 48
PM
12- 1 30 0 30 38 0 38 68 0 68
- 4- 5 18 0 18 35 2 37 53 2 55
5- 6 30 0 30 45 0 45 75 0 75
6- 7 18 0 18 25 1 26 43 1 44
_ 7- 8 12 0 12 18 0 18 30 0 30
+ + + + +
PASSENGER 127 190 317
100 . 0% 98 . 4% 99 . 1%
TRUCK 0 3 3
0. 0% 1. 6% 0 . 9%
I TOTAL 127 193 320
39 . 7% 60. 3% 100 . 0%
I
13
r
r
HCS: Unsignalized Intersections Release 2 . 1c LC2NS1.HCO Page 1
A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) MERCH SQ CENTER DR (E-W) 116TH STREET (2)
Major Street DirectionEW
Length of Time Analyzed60 (min)
Analyst KAS
Date of Analysis 9/18/96
Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1)
Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
—
No. Lanes 1 1 0 0 1 1 0 0 0 1 0 1
Stop/Yield N N
Volumes 114 766 560 43 30 38
PHF . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0
MC ' s (%)
SU/RV' s (%)
CV' s (%)
PCE ' s 1. 10 1. 10 1. 10
Adjustment Factors
—
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5 . 50 2 . 60
Through Traffic Minor Road 6 . 00 3 . 30
Left Turn Minor Road 6 . 50 3 . 40
14
HCS: Unsignalized Intersections Release 2 . 1c LC2NS1.HCO Page 2
Worksheet for TWSC Intersection
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph) 589
Potential Capacity: (pcph) 696
— Movement Capacity: (pcph) 696
Prob. of Queue-Free State: 0 . 94
Step 2 : LT from Major Street WB EB
Conflicting Flows: (vph) 634
Potential Capacity: (pcph) 855
— Movement Capacity: (pcph) 855
Prob. of Queue-Free State: 0. 85
Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1538
Potential Capacity: (pcph) 136
Major LT, Minor TH
— Impedance Factor: 0 . 85
Adjusted Impedance Factor: 0 . 85
Capacity Adjustment Factor
due to Impeding Movements 0 . 85
Movement Capacity: (pcph) 115
_ Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
— Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
SB L 35 115 44 . 9 1. 4 E
— 22 . 9
SB R 44 696 5. 5 0. 1 B
EB L 132 855 5. 0 0. 6 A 0 . 6
Intersection Delay = 1. 4 sec/veh
— 15
HCS: Unsignalized Intersections Release 2 . 1c LC2PMS1.HCO Page 1
A & F ENGINEERING CO. , INC.
—
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
—
Streets: (N-S) MERCH SQ CENTER DR (E-W) 116TH STREET (2)
Major Street DirectionEW
Length of Time Analyzed60 (min)
— Analyst KAS
Date of Analysis 9/18/96
Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN1)
Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 0 0 1 1 0 0 0 1 0 1
Stop/Yield N N
Volumes 73 1082 475 45 33 50
— PHF . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0
MC' s (%)
SU/RV' s (%)
(%)
PCE' s 1. 10 1. 10 1. 10
IAdjustment Factors
I
Vehicle Critical
Gap (tg) Follow-up
Maneuver Time (tf)
Left Turn Major Road 5 . 00 2 . 10
r Right Turn Minor Road 5. 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
Left Turn Minor Road 6 . 50 3 . 40
r
r
r
16
HCS: Unsignalized Intersections Release 2 . 1c LC2PMS1.HCO Page 2
Worksheet for TWSC Intersection
— Step 1 : RT from Minor Street NB SB
Conflicting Flows: (vph) 500
Potential Capacity: (pcph) 773
— Movement Capacity: (pcph) 773
Prob. of Queue-Free State: 0. 92
Step 2 : LT from Major Street WB EB
Conflicting Flows: (vph) 547
Potential Capacity: (pcph) 941
Movement Capacity: (pcph) 941
Prob. of Queue-Free State: 0 . 91
Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1740
Potential Capacity: (pcph) 104
Major LT, Minor TH
— Impedance Factor: 0. 91
Adjusted Impedance Factor: 0. 91
Capacity Adjustment Factor
due to Impeding Movements 0. 91
— Movement Capacity: (pcph) 95
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
— Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
SB L 39 95 63 . 7 2 . 0 F
— 28 . 3
SB R 58 773 5 . 0 0. 2 B
EB L 85 941 4 . 2 0. 2 A 0 . 3
—
Intersection Delay = 1. 5 sec/veh
17
116th STREET
MERCHANTS SQUARE EAST
DRIVE
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : 116TH STREET & MERCHANTS SQUARE EAST DRIVE (3)
DATE : SEPTEMBER 9, 1996
DESIGN DATA
+ + + +
AM PEAK OFF PEAK PM PEAK
LEFT RIGHT TOTAL LEFT RIGHT TOTAL LEFT RIGHT TOTAL
+ + -r +
IN 159 170 329 73 169 242
OUT 128 161 289 76 77 153
+ + + +
HOUR SUMMARY
+ + + +
HOUR I IN OUT IN+OUT TOTAL
- + + + +
- AM -
11-12 298 142 440 440
- PM -
-
12- 1 308 289 597 597
4- 5 217 114 331 331
5- 6 235 153 388 388
6- 7 249 154 403 403
7- 8 167 184 351 351
+ + + +
TOTAL 1474 1036 2510 2510
58 . 7% 41. 3% 100. 0% 100. 0%
- OFF PEAK VOLUMES -
15-MIN 88 91
HOUR 329 289
PHF 0. 93 0. 79
- - PM PEAK VOLUMES -
15-MIN 75 45
HOUR 242 153
PHF 0. 81 0. 85
19
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
r CLIENTTHE CINDER COMPANY
LOCATION : 116TH STREET & MERCHANTS SQUARE EAST DRIVE (3)
DATE : SEPTEMBER 9, 1996
wDIRECTION OF TRAVEL : IN
+ + + + +
HOUR LEFT RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
+ + + + +
AM
11-12 129 2 131 165 2 167 294 4 298
rPM
12- 1 145 1 146 160 2 162 305 3 308
4- 5 71 0 71 145 1 146 216 1 217
r 5- 6 65 1 66 168 1 169 233
247 2 235
6- 7 90 1 91 157 1 158 2 249
7- 8 55 0 55 112 0 112 167 0 167
+ + + + +
PASSENGER 555 907 1462
99 . 1% 99 . 2% 99 . 2%
r TRUCK 5 7 12
0. 9% 0. 8% 0 . 8%
TOTAL 560 914 1474
r38 . 0% 62 . 0% 100 . 0%
DIRECTION OF TRAVEL : OUT
- + + + + +
HOUR LEFT RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
- + + + + +
AM
11-12 88 0 88 53 1 54 141 1 142
PM
_ 12- 1 125 3 128 160 1 161 285 4 289
4- 5 66 1 67 47 0 47 113 1 114
5- 6 76 0 76 77 0 77 153 0 153
6- 7 90 1 91 62 1 63 152 2 154
r7- 8 108 0 108 76 0 76 184 0 184
+ + + + +
PASSENGER 553 475 1028
- 99 . 1% 99 . 4% 99 . 2%
TRUCK 5 3 8
0 . 9% 0. 6% 0 . 8%
TOTAL 558 478 1036
53 . 9% 46. 1% 100 . 0%
7
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1
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HCS: Unsignalized Intersections Release 2 . 1c LC3NS1.HCO Page 1
A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) MERCH SQ EAST DRIVE (E-W) 116TH STREET (3)
Major Street DirectionEW
Length of Time Analyzed60 (min)
Analyst KAS
Date of Analysis 9/18/96
Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1)
Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 0 0 1 1 0 0 0 1 0 1
Stop/Yield N N
Volumes 159 796 399 170 128 161
PHF . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0
MC' s (%)
SU/RV' s (%)
CV' s (%)
PCE' s 1. 10 1. 10 1. 10
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
Left Turn Major Road 5 . 00 2 . 10
Right Turn Minor Road 5 . 50 2 . 60
Through Traffic Minor Road 6 . 00 3 . 30
Left Turn Minor Road 6 . 50 3 . 40
21
HCS: Unsignalized Intersections Release 2 . 1c LC3NS1.HCO Page 2
Worksheet for TWSC Intersection
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph) 420
Potential Capacity: (pcph) 848
Movement Capacity: (pcph) 848
Prob. of Queue-Free State: 0 . 78
Step 2 : LT from Major Street WB EB
Conflicting Flows: (vph) 599
Potential Capacity: (pcph) 888
Movement Capacity: (pcph) 888
Prob. of Queue-Free State: 0. 79
Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1514
Potential Capacity: (pcph) 141
Major LT, Minor TH
Impedance Factor: 0. 79
Adjusted Impedance Factor: 0. 79
Capacity Adjustment Factor
due to Impeding Movements 0 . 79
— Movement Capacity: (pcph) 112
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
SB L 149 112 736 . 1 24 . 7 F
329 . 1
SB R 186 848 5 . 4 1. 0 B
EB L 184 888 5 . 1 0 . 9 B 0 . 9
Intersection Delay = 52 . 9 sec/veh
22
HCS: Unsignalized Intersections Release 2 . 1c LC3NS2 .HCO Page 1
A & F ENGINEERING CO. , INC.
— 5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) MERCH SQ EAST DRIVE (E-W) 116TH STREET (3)
Major Street DirectionEW
Length of Time Analyzed60 (min)
Analyst KAS
Date of Analysis 9/18/96
Other Information NOON EXTG+GEN TRAF VOL&PROP COND(SCEN2)
Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 1 1 0 0 1 1 0 0 0 1 0 1
Stop/Yield N N
Volumes 72 868 401 167 63 97
PHF . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0
MC' s (%)
SU/RV' s (%)
CV' s (%)
PCE' s 1. 10 1. 10 1. 10
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
Left Turn Major Road 5 . 00 2 . 10
Right Turn Minor Road 5 . 50 2 . 60
Through Traffic Minor Road 6 . 00 3 . 30
Left Turn Minor Road 6. 50 3 . 40
23
HCS: Unsignalized Intersections Release 2 . 1c LC3NS2 .HCO Page 2
Worksheet for TWSC Intersection
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph) 422
Potential Capacity: (pcph) 846
Movement Capacity: (pcph) 846
Prob. of Queue-Free State: 0 . 87
Step 2 : LT from Major Street WB EB
Conflicting Flows: (vph) 598
Potential Capacity: (pcph) 889
Movement Capacity: (pcph) 889
Prob. of Queue-Free State: 0.91
Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1500
Potential Capacity: (pcph) 143
Major LT, Minor TH
-- Impedance Factor: 0. 91
Adjusted Impedance Factor: 0. 91
Capacity Adjustment Factor
due to Impeding Movements 0. 91
Movement Capacity: (pcph) 129
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
SB L 73 129 62 . 7 3 . 5 F
-- 27 . 7
SB R 112 846 4 . 9 0 . 5 A
EB L 84 889 4 . 5 0. 3 A 0 . 3
Intersection Delay = 2 . 8 sec/veh
24
HCS: Unsignalized Intersections Release 2 . 1c LC3PMS1.HCO Page 1
A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) MERCH SQ EAST DRIVE (E-W) 116TH STREET (3)
Major Street DirectionEW
Length of Time Analyzed60 (min)
Analyst KAS
Date of Analysis 9/18/96
Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1)
Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 0 0 1 1 0 0 0 1 0 1
Stop/Yield N N
Volumes 73 1115 398 169 76 77
_ PHF . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0
MC' s (%)
SU/RV' s (%)
— CV' s
PCE' s (%) 1. 10 1. 10 1. 10
Adjustment Factors
— Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
Left Turn Major Road 5 . 00 2 . 10
Right Turn Minor Road 5. 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
Left Turn Minor Road 6 . 50 3 . 40
25
HCS: Unsignalized Intersections Release 2 . 1c LC3PMS1.HCO Page 2
Worksheet for TWSC Intersection
— Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph) 419
Potential Capacity: (pcph) 849
— Movement Capacity: (pcph) 849
Prob. of Queue-Free State: 0. 90
Step 2 : LT from Major Street WB EB
Conflicting Flows: (vph) 597
Potential Capacity: (pcph) 890
Movement Capacity: (pcph) 890
Prob. of Queue-Free State: 0. 90
Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1759
Potential Capacity: (pcph) 101
Major LT, Minor TH
Impedance Factor: 0. 90
Adjusted Impedance Factor: 0 . 90
Capacity Adjustment Factor
due to Impeding Movements 0 . 90
Movement Capacity: (pcph) 91
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
— Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
SB L 88 91 274 . 0 9 . 7 F
— 138 . 5
SB R 89 849 4 . 7 0 . 3 A
EB L 85 890 4 . 5 0 . 3 A 0 . 3
—
Intersection Delay = 11. 3 sec/veh
26
HCS: Unsignalized Intersections Release 2 . 1c LC3PMS2 .HCO Page 1
_ A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) MERCH SQ EAST DRIVE (E-W) 116TH STREET (3)
Major Street DirectionEW
Length of Time Analyzed60 (min)
— Analyst KAS
Date of Analysis 9/18/96
Other Information PM EXTG+GEN TRAF VOL&PROP COND(SCEN2)
_ Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
—
No. Lanes 1 1 0 0 1 1 0 0 0 1 0 1
Stop/Yield N N
Volumes 39 1157 401 168 44 62
— PHF . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0
MC' s (%)
SU/RV' s (%)
— CV' s (%) 1. 10 1. 10
PCE' s 1. 10
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
— Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5. 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
Left Turn Minor Road 6. 50 3 . 40
27
HCS: Unsignalized Intersections Release 2 . 1c LC3PMS2 .HCO Page 2
Worksheet for TWSC Intersection
— Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph) 422
Potential Capacity: (pcph) 846
— Movement Capacity: (pcph) 846
Prob. of Queue-Free State: 0 . 91
Step 2 : LT from Major Street WB EB
Conflicting Flows: (vph) 599
Potential Capacity: (pcph) 888
Movement Capacity: (pcph) 888
Prob. of Queue-Free State: 0. 95
Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1770
Potential Capacity: (pcph) 100
Major LT, Minor TH
— Impedance Factor: 0 . 95
Adjusted Impedance Factor: 0. 95
Capacity Adjustment Factor
due to Impeding Movements 0. 95
—
Movement Capacity: (pcph) 95
Intersection Performance Summary
—
Avg. 95%
Flow Move Shared Total Queue Approach
— Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
SB L 51 95 79 . 7 3 . 0 F
— 35 . 8
SB R 72 846 4 . 7 0. 2 A
EB L 45 888 4 . 3 0 . 0 A 0 . 1
—
Intersection Delay = 2 . 1 sec/veh
28
AAA WAY
MEDICAL DRIVE
- A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : AAA DRIVE & MEDICAL DRIVE (4)
DATE : SEPTEMBER 12 , 1996
PEAK HOUR DATA
- I I
AM PEAK OFF PEAK PM PEAK
HR BEGIN 11:30 AM HR BEGIN 4:30 PM
L T R TOT L T R TOT L T R TOT
-
NORTHBOUND 24 40 4 68 15 23 2 40
EASTBOUND 50 61 51 162 46 66 22 134
SOUTHBOUND 47 95 50 192 23 114 30 167
- WESTBOUND 8 36 29 73 7 26 41 74
HOUR SUMMARY
-
HOUR NB SB NB+SB EB WB EB+WB TOTAL
- - AM -
11-12 66 162 228 129 72 201 429
- PM -
^, 12- 1 58 199 257 164 57 221 478
4- 5 46 134 180 156 63 219 399
5- 6 24 184 208 103 56 159 367
6- 7 19 67 86 57 34 91 177
.- 7- 8 9 61 70 36 20 56 126
TOTAL 222 807 1029 645 302 947 1976
11. 2% 40 . 8% 52 . 1% 32 . 6% 15 . 3% 47 . 9% 100 . 0%
- OFF PEAK VOLUMES -
15-MIN 24 60 61 25
HOUR 68 199 164 73
-
PHF 0. 71 0 . 83 0. 67 0 . 73
- PM PEAK VOLUMES -
- 15-MIN 16 64 44 29
HOUR 46 184 156 74
PHF 0 . 72 0 . 72 0. 89 0. 64
- 30
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
- CLIENT : THE LINDER COMPANY
LOCATION : AAA DRIVE & MEDICAL DRIVE (4)
DATE : SEPTEMBER 12 , 1996
- DIRECTION OF TRAVEL : NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 19 0 19 42 2 44 3 0 3 64 2 66
- PM
12- 1 26 0 26 29 0 29 3 0 3 58 0 58
4- 5 18 0 18 28 0 28 0 0 0 46 0 46
5- 6 9 0 9 13 0 13 2 0 2 24 0 24
- 6- 7 10 0 10 8 0 8 1 0 1 19 0 19
7- 8 5 0 5 4 0 4 0 0 0 9 0 9
PASSENGER 87 124 9 220
-
100. 0% 98 . 4% 100. 0% 99 . 1%
TRUCK 0 2 0 2
-
0. 0% 1. 6% 0. 0% 0. 9%
BOTH 87 126 9 222
39 . 2% 56. 8% 4 . 1% 100 . 0%
DIRECTION OF TRAVEL : EASTBOUND
- HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
- 11-12 39 2 41 46 0 46 41 1 42 126 3 129
PM
12- 1 42 3 45 65 2 67 50 2 52 157 7 164
4- 5 54 2 56 67 2 69 31 0 31 152 4 156
5- 6 34 0 34 48 4 52 15 2 17 97 6 103
6- 7 12 0 12 34 0 34 11 0 11 57 0 57
7- 8 6 0 6 21 0 21 9 0 9 36 0 36
-
PASSENGER 187 281 157 625
96. 4% 97 . 2% 96. 9% 96. 9%
- TRUCK 7 8 5 20
3 . 6% 2 . 8% 3 . 1% 3 . 1%
BOTH 194 289 162 645
-
30. 1% 44 . 8% 25 . 1% 100. 0%
31
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : AAA DRIVE & MEDICAL DRIVE (4)
DATE : SEPTEMBER 12 , 1996
-
DIRECTION OF TRAVEL : SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
- PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 33 1 34 85 7 92 34 2 36 152 10 162
PM
H 12- 1 35 1 36 99 8 107 56 0 56 190 9 199
4- 5 21 1 22 82 6 88 22 2 24 125 9 134
5- 6 26 1 27 124 0 124 32 1 33 182 2 184
6- 7 17 0 17 39 0 39 11 0 11 67 0 67
7- 8 10 0 10 39 1 40 11 0 11 60 1 61
"I PASSENGER 142 468 166 776
97 . 3% 95. 5% 97 . 1% 96 . 2%
TRUCK 4 22 5 31
"' 2 . 7% 4 . 5% 2 . 9% 3 . 8%
BOTH 146 490 171 807
18 . 1% 60. 7% 21. 2% 100. 0%
DIRECTION OF TRAVEL : WESTBOUND
-
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 10 0 10 35 1 36 26 0 26 71 1 72
PM
12- 1 8 1 9 20 0 20 26 2 28 54 3 57
M 4- 5 12 0 12 19 0 19 32 0 32 63 0 63
5- 6 4 0 4 22 0 22 29 1 30 55 1 56
6- 7 0 0 0 17 0 17 16 1 17 33 1 34
7- 8 1 0 1 13 0 13 6 0 6 20 0 20
-
PASSENGER 35 126 135 296
97 . 2% 99 . 2% 97 . 1% 98 . 0%
-
TRUCK 1 1 4 6
2 . 8% 0. 8% 2 . 9% 2 . 0%
BOTH 36 127 139 302
1/11 11. 9% 42 . 1% 46 . 0% 100. 0%
32
HCS: Unsignalized Intersections Release 2 . 1c LC4NS1.HCO Page 1
A & F ENGINEERING CO. , INC.
-" 5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) AAA DRIVE (E-W) MEDICAL DRIVE (4)
Analyst KAS
Date of Analysis 9/18/96
- Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1)
All-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
- L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Volumes 50 61 51 8 36 29 24 40 4 47 95 50
PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Volume Summary and Capacity Analysis WorkSheet
-
EB WB NB SB
LT Flow Rate 53 8 25 49
- RT Flow Rate 54 31 4 53
Approach Flow Rate 171 77 71 202
Proportion LT 0. 31 0. 10 0 . 35 0. 24
Proportion RT 0 . 32 0. 40 0. 06 0. 26
I Opposing Approach Flow Rate 77 171 202 71
Conflicting Approaches Flow Rate 273 273 248 248
Proportion, Subject Approach Flow Rate 0. 33 0. 15 0 . 14 0. 39
Proportion, Opposing Approach Flow Rate 0 . 15 0. 33 0 . 39 0. 14
I Lanes on Subject Approach 1 1 1 1
Lanes on Opposing Approach 1 1 1 1
LT, Opposing Approach 8 53 49 25
RT, Opposing Approach 31 54 53 4
r LT, Conflicting Approaches 74 74 61 61
RT, Conflicting Approaches 57 57 85 85
Proportion LT, Opposing Approach 0 . 10 0 . 31 0 . 24 0 . 35
I Proportion RT, Opposing Approach 0 . 40 0 . 32 0 . 26 0. 06
Proportion LT, Conflicting Approaches 0 . 27 0 . 27 0 . 25 0. 25
Proportion RT, Conflicting Approaches 0 . 21 0 . 21 0 . 34 0. 34
Approach Capacity 562 429 516 518
I
Intersection Performance Summary
r Approach Approach V/C Average
Movement Flow Rate Capacity Ratio Total Delay LOS
rEB 171 562 0. 30 3 . 2 A
WB 77 429 0. 18 2 . 0 A
NB 71 516 0. 14 1. 7 A
SB 202 518 0. 39 4 . 4 A
rIntersection Delay = 3 . 3
Level of Service (Intersection) = A
0-
33
HCS: Unsignalized Intersections Release 2 . 1c LC4NS2 .HCO Page 1
A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
-
Streets: (N-S) AAA DRIVE (E-W) MEDICAL DRIVE (4)
Analyst KAS
Date of Analysis 9/18/96
-- Other Information NOON EXTG+GEN TRAF VOL&EXTG COND(SC2)
All-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
- L T R L T R L T R L T R
----
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Volumes 53 65 54 8 39 31 27 42 4 49 98 53
PHF . 95 . 95 . 95 . 95 . 95 . : 5 . 95 . 95 . 95 . 95 . 95 . 95
Volume Summary and Capacity Analysis WorkSheet
-
EB WB NB SB
LT Flow Rate 56 8 28 52
- RT Flow Rate 57 33 4 56
Approach Flow Rate 181 82 76 211
Proportion LT 0. 31 0 . 10 0. 37 0. 25
Proportion RT 0. 31 0 . 40 0 . 05 0 . 27
'- Opposing Approach Flow Rate 82 181 211 76
Conflicting Approaches Flow Rate 287 287 263 263
Proportion, Subject Approach Flow Rate 0 . 33 0 . 15 0 . 14 0 . 38
Proportion, Opposing Approach Flow Rate 0 . 15 0 . 33 0. 38 0. 14
Lanes on Subject Approach 1 1 1 1
Lanes on Opposing Approach 1 1 1 1
LT, Opposing Approach 8 56 52 28
_ RT, Opposing Approach 33 57 56 4
LT, Conflicting Approaches 80 80 64 64
RT, Conflicting Approaches 60 60 90 90
Proportion LT, Opposing Approach 0 . 10 0 . 31 0 . 25 0. 37
- Proportion RT, Opposing Approach 0. 40 0 . 31 0 . 27 0. 05
Proportion LT, Conflicting Approaches 0. 28 0 . 28 0 .24 0. 24
Proportion RT, Conflicting Approaches 0 . 21 0 . 21 0 . 34 0 . 34
Approach Capacity 564 429 516 510
Intersection Performance Summary
-
Approach Approach V/C Average
Movement Flow Rate Capacity Ratio Total Delay LOS
-. EB 181 564 0 . 32 3 . 4 A
WB 82 429 0 . 19 2 . 1 A
NB 76 516 0 . 15 1. 8 A
SB 211 510 0.41 4 . 8 A
Intersection Delay = 3 . 5
Level of Service (Intersection) = A
34
HCS: Unsignalized Intersections Release 2 . 1c LC4PMS1.HCO Page 1
_ A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets:
(N-S) AAA DRIVE (E-W) MEDICAL DRIVE (4)
Analyst KAS
Date of Analysis 9/18/96
-- Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1)
All-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
-- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
-
Volumes 46 66 22 7 26 41 15 23 2 23 114 30
PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Volume Summary and Capacity Analysis WorkSheet
EB WB NB SB
LT Flow Rate 48 7 16 24
- RT Flow Rate 23 43 2 32
Approach Flow Rate 140 77 42 176
Proportion LT 0. 34 0 . 09 0 . 38 0. 14
-
Proportion RT 0 . 16 0. 56 0. 05 0. 18
Opposing Approach Flow Rate 77 140 176 42
Conflicting Approaches Flow Rate 218 218 217 217
Proportion, Subject Approach Flow Rate 0 . 32 0. 18 0 . 10 0. 40
-
Proportion, Opposing Approach Flow Rate 0. 18 0 . 32 0. 40 0. 10
Lanes on Subject Approach 1 1 1 1
Lanes on Opposing Approach 1 1 1 1
LT, Opposing Approach 7 48 24 16
-- RT, Opposing Approach 43 23 32 2
LT, Conflicting Approaches 40 40 55 55
RT, Conflicting Approaches 34 34 66 66
Proportion LT, Opposing Approach 0 . 09 0. 34 0 . 14 0. 38
- Proportion RT, Opposing Approach 0 . 56 0 . 16 0 . 18 0. 05
Proportion LT, Conflicting Approaches 0. 18 0. 18 0. 25 0. 25
Proportion RT, Conflicting Approaches 0 . 16 0 . 16 0 . 30 0. 30
-
Approach Capacity 622 424 490 483
Intersection Performance Summary
Approach Approach V/C Average
Movement Flow Rate Capacity Ratio Total Delay LOS
- EB 140 622 0. 23 2 . 4 A
WB 77 424 0. 18 2 . 0 A
NB 42 490 0. 09 1. 4 A
SB 176 483 0. 36 4 . 0 A
Intersection Delay = 2 . 9
Level of Service (Intersection) = A
35
HCS: Unsignalized Intersections Release 2 . 1c LC4PMS2 .HCO Page 1
A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) AAA DRIVE (E-W) MEDICAL DRIVE (4)
Analyst KAS
Date of Analysis 9/18/96
- Other Information PM EXTG+GEN TRAF VOL&EXTG COND(SC2)
All-way Stop-controlled Intersection
_ Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Volumes 49 70 25 7 30 43 18 26 2 25 117 33
PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Volume Summary and Capacity Analysis WorkSheet
EB WB NB SB
LT Flow Rate 52 7 19 26
- RT Flow Rate 26 45 2 35
Approach Flow Rate 152 84 48 184
Proportion LT 0 . 34 0 . 08 0 . 40 0 . 14
Proportion RT 0 . 17 0 . 54 0 . 04 0 . 19
- Opposing Approach Flow Rate 84 152 184 48
Conflicting Approaches Flow Rate 232 232 236 236
Proportion, Subject Approach Flow Rate 0 . 32 0 . 18 0. 10 0 . 39
Proportion, Opposing Approach Flow Rate 0. 18 0 . 32 0 . 39 0 . 10
-
Lanes on Subject Approach 1 1 1 1
Lanes on Opposing Approach 1 1 1 1
LT, Opposing Approach 7 52 26 19
RT, Opposing Approach 45 26 35 2
LT, Conflicting Approaches 45 45 59 59
RT, Conflicting Approaches 37 37 71 71
Proportion LT, Opposing Approach 0 . 08 0. 34 0 . 14 0 . 40
- Proportion RT, Opposing Approach 0 . 54 0. 17 0 . 19 0 . 04
Proportion LT, Conflicting Approaches 0. 19 0. 19 0. 25 0 . 25
Proportion RT, Conflicting Approaches 0 . 16 0. 16 0 . 30 0 . 30
Approach Capacity 622 428 489 470
-
Intersection Performance Summary
Approach Approach V/C Average
Movement Flow Rate Capacity Ratio Total Delay LOS
-- EB 152 622 0. 24 2 . 5 A
WB 84 428 0 . 20 2 . 1 A
NB 48 489 0. 10 1 . 5 A
SB 184 470 0. 39 4 . 4 A
Intersection Delay = 3 . 1
Level of Service (Intersection) = A
36
AAA WAY
NORTH LOOP ROAD
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : AAA DRIVE & NORTH LOOP ROAD (5)
DATE : SEPTEMBER 13 , 1996
PEAK HOUR DATA
1 I 1 1
- AM PEAK OFF PEAK PM PEAK
HR BEGIN 12:00 AM HR BEGIN 4:30 PM
L T R TOT L T R TOT L T R TOT
-
NORTHBOUND 5 206 5 216 3 234 6 243
EASTBOUND 9 2 3 14 20 1 2 23
SOUTHBOUND 121 248 5 374 72 182 13 267
WESTBOUND 28 3 196 227 17 1 165 183
HOUR SUMMARY
HOUR NB SB NB+SB EB WB EB+WB TOTAL
- AM -
11-12 196 285 481 25 121 146 627
- PM -
12- 1 216 374 590 14 227 241 831
-
4- 5 214 256 470 28 165 193 663
5- 6 223 245 468 14 176 190 658
6- 7 113 138 251 2 106 108 359
- 7- 8 81 112 193 1 70 71 264
TOTAL 1043 1410 2453 84 865 949 3402
30 . 7% 41. 4% 72 . 1% 2 . 5% 25 . 4% 27 . 9% 100. 0%
- OFF PEAK VOLUMES -
15-MIN 66 115 7 75
HOUR 237 374 25 227
-
PHF 0 . 90 0. 81 0 . 89 0 . 76
- PM PEAK VOLUMES -
15-MIN 66 76 10 55
-
HOUR 243 274 28 183
PHF 0. 92 0. 90 0 . 70 0 . 83
38
- A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
- CLIENT : THE LINDER COMPANY
LOCATION : AAA DRIVE & NORTH LOOP ROAD (5)
DATE : SEPTEMBER 13 , 1996
- DIRECTION OF TRAVEL : NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
-
AM
11-12 7 1 8 169 10 179 9 0 9 185 11 196
- PM
12- 1 5 0 5 196 10 206 5 0 5 206 10 216
4- 5 3 1 4 199 3 202 8 0 8 210 4 214
5- 6 1 0 1 218 2 220 2 0 2 221 2 223
- 6- 7 0 0 0 109 0 109 3 1 4 112 1 113
7- 8 0 0 0 80 0 80 1 0 1 81 0 81
PASSENGER 16 971 28 1015
- 88 . 9% 97 . 5% 96. 6% 97 . 3%
TRUCK 2 25 1 28
11. 1% 2 . 5% 3 . 4% 2 . 7%
-
BOTH 18 996 29 1043
1. 7% 95. 5% 2 . 8% 100 . 0%
DIRECTION OF TRAVEL : EASTBOUND
- HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 15 2 17 2 0 2 5 1 6 22 3 25
PM
12- 1 9 0 9 2 0 2 3 0 3 14 0 14
4- 5 24 3 27 0 0 0 1 0 1 25 3 28
5- 6 8 0 8 1 0 1 5 0 5 14 0 14
6- 7 1 0 1 0 0 0 1 0 1 2 0 2
7- 8 0 0 0 0 0 0 1 0 1 1 0 1
-
PASSENGER 57 5 16 78
91. 9% 100 . 0% 94 . 1% 92 . 9%
- TRUCK 5 0 1 6
8 . 1% 0. 0% 5. 9% 7 . 1%
- BOTH 62 5 17 84
73 . 8% 6. 0% 20. 2% 100 . 0%
_. 3 9
"- A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
-
CLIENT : THE LINDER COMPANY
LOCATION : AAA DRIVE & NORTH LOOP ROAD (5)
DATE : SEPTEMBER 13 , 1996
-
DIRECTION OF TRAVEL : SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
- PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 58 4 62 198 7 205 16 2 18 272 13 285
"" PM
12- 1 120 1 121 242 6 248 5 0 5 367 7 374
4- 5 72 0 72 160 8 168 16 0 16 248 8 256
- 5- 6 60 2 62 166 5 171 3 9 12 229 16 245
6- 7 30 0 30 104 3 107 1 0 1 135 3 138
7- 8 48 0 48 63 1 64 0 0 0 111 1 112
-
PASSENGER 388 933 41 1362
98 . 2% 96. 9% 78 . 8% 96. 6%
TRUCK 7 30 11 48
-- 1. 8% 3 . 1% 21. 2% 3 . 4%
BOTH 395 963 52 1410
28 . 0% 68 . 3% 3 . 7% 100 . 0%
DIRECTION OF TRAVEL : WESTBOUND
-
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
-
AM
11-12 13 0 13 3 0 3 99 6 105 115 6 121
PM
12- 1 28 0 28 3 0 3 190 6 196 221 6 227
- 4- 5 19 2 21 1 0 1 140 3 143 160 5 165
5- 6 12 2 14 0 0 0 160 2 162 172 4 176
6- 7 5 1 6 0 0 0 100 0 100 105 1 106
7- 8 9 0 9 0 0 0 61 0 61 70 0 70
-
PASSENGER 86 7 750 843
94 . 5% 100. 0% 97 . 8% 97 . 5%
-
TRUCK 5 0 17 22
5 . 5% 0. 0% 2 . 2% 2 . 5%
- BOTH 91 7 767 865
10. 5% 0. 8% 88 . 7% 100. 0%
40
HCS: Unsignalized Intersections Release 2 . 1c LC5NS1.HCO Page 1
A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) AAA DRIVE (E-W) NORTH LOOP ROAD (5)
Major Street DirectionNS
Length of Time Analyzed60 (min)
Analyst KAS
Date of Analysis 9/18/96
Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1)
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Stop/Yield N N
Volumes 5 206 5 121 248 5 9 2 3 28 3 196
PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0 0
MC' s (%)
SU/RV' s (%)
CV' s (%)
PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5 . 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
Left Turn Minor Road 6. 50 3 . 40
41
HCS: Unsignalized Intersections Release 2 . 1c LC5NS1 .HCO Page 2
Worksheet for TWSC Intersection
_ Step 1 : RT from Minor Street WB EB
Conflicting Flows: (vph) 220 264
Potential Capacity: (pcph) 1071 1018
Movement Capacity: (pcph) 1071 1018
Prob. of Queue-Free State: 0. 79 1. 00
Step 2 : LT from Major Street SB NB
Conflicting Flows: (vph) 222 266
Potential Capacity: (pcph) 1344 1280
Movement Capacity: (pcph) 1344 1280
—
Prob. of Queue-Free State: 0. 90 1. 00
TH Saturation Flow Rate: (pcphpl) 1700 1700
RT Saturation Flow Rate: (pcphpl) 1700 1700
Major LT Shared Lane Prob.
—
of Queue-Free State: 0. 88 0. 99
Step 3 : TH from Minor Street WB EB
Conflicting Flows: (vph) 618 618
Potential Capacity: (pcph) 517 517
Capacity Adjustment Factor
— due to Impeding Movements 0. 87 0 . 87
Movement Capacity: (pcph) 451 451
Prob. of Queue-Free State: 0. 99 1. 00
—
Step 4 : LT from Minor Street WB EB
Conflicting Flows: (vph) 618 720
Potential Capacity: (pcph) 464 405
—
Major LT, Minor TH
Impedance Factor: 0. 87 0 . 87
Adjusted Impedance Factor: 0. 90 0. 90
— Capacity Adjustment Factor
due to Impeding Movements 0. 90 0 . 71
Movement Capacity: (pcph) 416 286
42
HCS: Unsignalized Intersections Release 2 . 1c LC5NS1.HC0 Page 3
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
EB L 10 286 >
EB T 2 451 > 354 10. 6 0 . 0 C 10. 6
EB R 3 1018 >
WB L 32 416 >
WB T 3 451 > 887 5. 8 1. 4 B 5. 8
WB R 227 1071 >
NB L 6 1280 2 . 8 0. 0 A 0. 1
SB L 140 1344 3 . 0 0. 3 A 1. 0
Intersection Delay = 2 . 2 sec/veh
I
t
I
I
1
I
43
I
HCS: Unsignalized Intersections Release 2 . 1c LC5NS2 .HCO Page 1
A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) AAA DRIVE (E-W) NORTH LOOP ROAD (5)
Major Street DirectionNS
_. Length of Time Analyzed60 (min)
Analyst KAS
Date of Analysis 9/18/96
Other Information NOON EXTG+GEN TRAF VOL&EXTG COND(SC2)
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Stop/Yield N N
Volumes 5 212 5 125 257 5 9 2 3 28 3 201
PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0 0
MC ' s (%)
SU/RV' s (%)
CV' s (%)
PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1 . 10 1. 10
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
Left Turn Major Road 5 . 00 2 . 10
Right Turn Minor Road 5 . 50 2 . 60
Through Traffic Minor Road 6 . 00 3 . 30
Left Turn Minor Road 6 . 50 3 . 40
44
HCS: Unsignalized Intersections Release 2 . 1c LC5NS2 .HCO Page 2
Worksheet for TWSC Intersection
Step 1: RT from Minor Street WB EB
—
Conflicting Flows: (vph) 226 274
Potential Capacity: (pcph) 1064 1006
Movement Capacity: (pcph) 1064 1006
Prob. of Queue-Free State: 0. 78 1. 00
Step 2 : LT from Major Street SB NB
Conflicting Flows: (vph) 228 276
Potential Capacity: (pcph) 1335 1266
_ Movement Capacity: (pcph) 1335 1266
Prob. of Queue-Free State: 0. 89 1. 00
TH Saturation Flow Rate: (pcphpl) 1700 1700
RT Saturation Flow Rate: (pcphpl) 1700 1700
Major LT Shared Lane Prob.
—
of Queue-Free State: 0. 87 0. 99
Step 3 : TH from Minor Street WB EB
Conflicting Flows: (vph) 638 638
Potential Capacity: (pcph) 505 505
Capacity Adjustment Factor
due to Impeding Movements 0. 87 0. 87
Movement Capacity: (pcph) 437 437
Prob. of Queue-Free State: 0. 99 1. 00
"- Step 4 : LT from Minor Street WB EB
Conflicting Flows: (vph) 638 744
Potential Capacity: (pcph) 452 393
—
Major LT, Minor TH
Impedance Factor: 0 . 86 0. 86
Adjusted Impedance Factor: 0. 89 0 . 89
— Capacity Adjustment Factor
due to Impeding Movements 0. 89 0 . 70
Movement Capacity: (pcph) 403 274
45
HCS: Unsignalized Intersections Release 2 . 1c LC5NS2 .HCO Page 3
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
EB L 10 274 >
EB T 2 437 > 340 11. 1 0 . 0 C 11. 1
EB R 3 1006 >
WB L 32 403 >
WB T 3 437 > 878 5. 9 1. 5 B 5. 9
WB R 233 1064 >
NB L 6 1266 2 . 9 0. 0 A 0 . 1
SB L 145 1335 3 . 0 0 . 3 A 1. 0
Intersection Delay = 2 . 2 sec/veh
46
HCS: Unsignalized Intersections Release 2 . 1c LC5PMS1.HC0 Page 1
A & F ENGINEERING CO. , INC.
r 5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
IStreets: (N-S) AAA DRIVE (E-W) NORTH LOOP ROAD (5)
Major Street DirectionNS
II Length of Time Analyzed60 (min)
Analyst KAS
Date of Analysis 9/18/96
Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1)
r+ Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Stop/Yield N N
Volumes 3 234 6 72 182 13 20 1 2 17 1 165
I PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0 0
MC' s (%)
., SU/RV' s (%)
CV' s (%)
PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10
Adjustment Factors
PI
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5 . 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
— Left Turn Minor Road 6 . 50 3 . 40
1
I
1
_ 47
HCS: Unsignalized Intersections Release 2 . 1c LC5PMS1.HC0 Page 2
Worksheet for TWSC Intersection
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph) 249 199
Potential Capacity: (pcph) 1036 1098
— Movement Capacity: (pcph) 1036 1098
Prob. of Queue-Free State: 0. 82 1. 00
Step 2 : LT from Major Street SB NB
Conflicting Flows: (vph) 252 206
Potential Capacity: (pcph) 1300 1367
Movement Capacity: (pcph) 1300 1367
Prob. of Queue-Free State: 0. 94 1. 00
TH Saturation Flow Rate: (pcphpl) 1700 1700
RT Saturation Flow Rate: (pcphpl) 1700 1700
— Major LT Shared Lane Prob.
of Queue-Free State: 0. 93 1. 00
Step 3 : TH from Minor Street WB EB
Conflicting Flows: (vph) 534 530
Potential Capacity: (pcph) 572 575
Capacity Adjustment Factor
— due to Impeding Movements 0. 92 0. 92
Movement Capacity: (pcph) 529 531
Prob. of Queue-Free State: 1. 00 1. 00
—
Step 4 : LT from Minor Street WB EB
Conflicting Flows: (vph) 528 614
—
Potential Capacity: (pcph) 524 467
Major LT, Minor TH
Impedance Factor: 0.92 0 . 92
Adjusted Impedance Factor: 0. 94 0. 94
— Capacity Adjustment Factor
due to Impeding Movements 0. 94 0. 77
Movement Capacity: (pcph) 492 358
.- 48
HCS: Unsignalized Intersections Release 2 . 1c LC5PMS1.HCO Page 3
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
EB L 23 358 >
EB T 1 531 > 383 10. 1 0. 1 C 10. 1
EB R 2 1098 >
WB L 20 492 >
WB T 1 529 > 934 5. 0 1. 0 A 5 . 0
—
WB R 191 1036 >
NB L 3 1367 2 . 6 0. 0 A 0. 0
SB L 84 1300 3 . 0 0. 1 A 0. 8
—
Intersection Delay = 1. 9 sec/veh
49
HCS: Unsignalized Intersections Release 2 . 1c LC5PMS2 .HC0 Page 1
A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) AAA DRIVE (E-W) NORTH LOOP ROAD (5)
Major Street DirectionNS
— Length of Time Analyzed60 (min)
Analyst KAS
Date of Analysis 9/18/96
Other Information PM EXTG+GEN TRAF VOL&EXTG COND(SC2)
— Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
----
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Stop/Yield N
_ Volumes 3 241 6 76 191 13 20 1 2 17 1 172
PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0 0
MC' s (%)
-- SU/RV' s (%)
CV' s (%)
PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10
—
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5. 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
— Left Turn Minor Road 6. 50 3 . 40
50
HCS: Unsignalized Intersections Release 2 . 1c LC5PMS2 .HCO Page 2
Worksheet for TWSC Intersection
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph) 257 208
Potential Capacity: (pcph) 1026 1086
_ Movement Capacity: (pcph) 1026 1086
Prob. of Queue-Free State: 0. 81 1. 00
Step 2 : LT from Major Street SB NB
Conflicting Flows: (vph) 260 215
Potential Capacity: (pcph) 1289 1354
Movement Capacity: (pcph) 1289 1354
- Prob. of Queue-Free State: 0.93 1. 00
TH Saturation Flow Rate: (pcphpl) 1700 1700
RT Saturation Flow Rate: (pcphpl) 1700 1700
Major LT Shared Lane Prob.
—
of Queue-Free State: 0 . 92 1. 00
Step 3 : TH from Minor Street WB EB
Conflicting Flows: (vph) 555 551
Potential Capacity: (pcph) 558 561
Capacity Adjustment Factor
— due to Impeding Movements 0. 92 0. 92
Movement Capacity: (pcph) 513 516
Prob. of Queue-Free State: 1. 00 1. 00
— Step 4 : LT from Minor Street WB EB
Conflicting Flows: (vph) 550 639
Potential Capacity: (pcph) 509 452
—
Major LT, Minor TH
Impedance Factor: 0. 92 0. 92
Adjusted Impedance Factor: 0. 94 0. 94
Capacity Adjustment Factor
due to Impeding Movements 0. 94 0. 76
Movement Capacity: (pcph) 476 341
51
HCS: Unsignalized Intersections Release 2 . 1c LC5PMS2 .HCO Page 3
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
EB L 23 341 >
EB T 1 516 > 365 10. 6 0. 1 C 10. 6
EB R 2 1086 >
—
WB L 20 476 >
WB T 1 513 > 925 5. 1 1. 1 B 5. 1
_ WB R 199 1026 >
NB L 3 1354 2 . 7 0. 0 A 0. 0
SB L 88 1289 3 . 0 0. 1 A 0. 8
Intersection Delay = 2 . 0 sec/veh
52
KEYSTONE WAY
LOOP ROAD
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : KEYSTONE WAY & LOOP ROAD (6)
DATE : SEPTEMBER 10, 1996
PEAK HOUR DATA
- 1 i 1 I
AM PEAK OFF PEAK PM PEAK
HR BEGIN 12:00 AM HR BEGIN 5:00 PM
L T R TOT L T R TOT L T R TOT
NORTHBOUND 9 157 7 173 5 138 2 145
EASTBOUND 28 13 5 46 13 6 6 25
SOUTHBOUND 40 156 45 241 29 105 24 158
- WESTBOUND 6 15 53 74 8 20 22 50
HOUR SUMMARY
HOUR NB SB NB+SB EB WB EB+WB TOTAL
- - AM -
11-12 112 240 352 34 45 79 431
- PM -
- 12- 1 173 241 414 46 74 120 534
4- 5 138 165 303 19 33 52 355
5- 6 145 158 303 25 50 75 378
6- 7 126 133 259 11 40 51 310
-" 7- 8 112 138 250 13 43 56 306
TOTAL 806 1075 1881 148 285 433 2314
34 . 8% 46. 5% 81. 3% 6. 4% 12 . 3% 18 . 7% 100. 0%
-
- OFF PEAK VOLUMES -
15-MIN 53 79 15 20
- HOUR 173 247 51 74
PHF 0. 82 0. 78 0.85 0 . 93
- PM PEAK VOLUMES -
-- 15-MIN 47 48 13 15
HOUR 149 165 28 50
PHF 0.79 0. 86 0. 54 0. 83
54
7
- A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
- CLIENT : THE LINDER COMPANY
LOCATION : KEYSTONE WAY & LOOP ROAD (6)
DATE : SEPTEMBER 10, 1996
- DIRECTION OF TRAVEL : NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 3 0 3 104 2 106 2 1 3 109 3 112
- PM
12- 1 9 0 9 150 7 157 6 1 7 165 8 173
4- 5 2 0 2 130 6 136 0 0 0 132 6 138
5- 6 2 3 5 130 8 138 2 0 2 134 11 145
- 6- 7 0 0 0 123 0 123 3 0 3 126 0 126
7- 8 0 0 0 111 0 111 1 0 1 112 0 112
PASSENGER 16 748 14 778
84 .2% 97 . 0% 87 . 5% 96. 5%
TRUCK 3 23 2 28
15. 8% 3 . 0% 12 . 5% 3 . 5%
-
BOTH 19 771 16 806
2 . 4% 95. 7% 2 . 0% 100. 0%
r" DIRECTION OF TRAVEL : EASTBOUND
F HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
r 11-12 20 0 20 10 0 10 4 0 4 34 0 34
PM
12- 1 27 1 28 13 0 13 5 0 5 45 1 46
- 4- 5 10 0 10 5 0 5 4 0 4 19 0 19
5- 6 13 0 13 6 0 6 6 0 6 25 0 25
6- 7 6 0 6 3 0 3 2 0 2 11 0 11
7- 8 10 0 10 0 0 0 3 0 3 13 0 13
-
PASSENGER 86 37 24 147
98 . 9% 100. 0% 100. 0% 99 . 3%
- TRUCK 1 0 0 1
1. 1% 0. 0% 0. 0% 0. 7%
BOTH 87 37 24 148
58 . 8% 25. 0% 16 . 2% 100. 0%
r
55
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : KEYSTONE WAY & LOOP ROAD (6)
DATE : SEPTEMBER 10, 1996
DIRECTION OF TRAVEL : SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
_ 11-12 58 0 58 147 1 148 33 1 34 238 2 240
PM
12- 1 40 0 40 150 6 156 44 1 45 234 7 241
4- 5 22 0 22 120 4 124 19 0 19 161 4 165
- 5- 6 29 0 29 103 2 105 24 0 24 156 2 158
6- 7 35 0 35 89 0 89 9 0 9 133 0 133
7- 8 24 0 24 95 0 95 19 0 19 138 0 138
- PASSENGER 208 704 148 1060
100 . 0% 98 .2% 98 . 7% 98 . 6%
TRUCK 0 13 2 15
-
0 . 0% 1.8% 1. 3% 1. 4%
BOTH 208 717 150 1075
19 . 3% 66.7% 14 . 0% 100 . 0%
-
DIRECTION OF TRAVEL : WESTBOUND
-
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 8 0 8 10 1 11 25 1 26 43 2 45
PM
- 12- 1 6 0 6 15 0 15 47 6 53 68 6 74
4- 5 3 0 3 13 0 13 17 0 17 33 0 33
5- 6 8 0 8 20 0 20 22 0 22 50 0 50
6- 7 1 0 1 8 0 8 31 0 31 40 0 40
- 7- 8 3 0 3 8 0 8 31 1 32 42 1 43
PASSENGER 29 74 173 276
100. 0% 98. 7% 95 . 6% 96. 8%
TRUCK 0 1 8 9
0. 0% 1. 3% 4 . 4% 3 . 2%
BOTH 29 75 181 285
10. 2% 26. 3% 63 . 5% 100 . 0%
56
i
HCS: Unsignalized Intersections Release 2 . 1c LC6NS1.HCO Page 1
A & F ENGINEERING CO. , INC.
-
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
-
Streets: (N-S) KEYSTONE WAYS (E-W) LOOP ROAD (6)
Analyst
Date of Analysis 9/18/96
- Other Information NOON EXTG TRAF VOLS & EXTG COND (SCENT)
All-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
---- ---- ---- ---- -
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Volumes 9. 95 195 . 95 . 95 15657 7 40
PF .95 .95 . 95 . 95 .95 . 95 .95 . 95
Volume Summary and Capacity Analysis WorkSheet
NB SB EB WB
w
LT Flow Rate g 42 29 69 47 5 56
11 RT Flow Rate 181 253 48 78
Approach Flow Rate 0 . 05 0. 17 0. 60 0. 08
Proportion LT 0 . 04 0 . 19 0 . 10 0.72
111 Proportion RT 181 78 48
Opposing Approach Flow Rate 126 126 434 434
Conflicting Approaches Flow Rate 253
Proportion, Subject Approach Flow Rate 0 . 32 0 . 45 0 . 09 0. 14
Proportion, Opposing Approach Flow Rate 0. 45 0 . 32 0 . 14 0 . 09
Lanes on Subject Approach 1 1 1 1
Lanes on Opposing Approach 42 9 6 21
LT, Opposing Approach 56 9
RT, Opposing Approach 47 35 3 7 51 515
LT, Conflicting Approaches
4
RT, Conflicting Approaches 61 61 54 5roach 0 . 17 0 . 05 0 . 08 0 . 604
Proportion LT, Opposing App
-- Proportion RT, Opposing Approach 0. 19 0. 04 0.72 0. 10
Proportion LT, Conflicting Approaches 0. 28 0 . 28 0 . 12 0 . 12
Proportion RT, Conflicting Approaches 0. 48 0848 0412 0 . 11
12
Approach Capacity
-
Intersection Performance Summary
I
Approach Approach V/C Average ----
Movement Flow Rate Capacity Ratio Total Delay
LOS
II NB
181 789 0. 23 2 . 4 A
SB
EB 833
406 0. 30
0. 12 3 . 2 A
SB 253
48 1. 6 A WB 78 141 0. 55 8 . 2 B
I Intersection Delay = 3 . 5
Level of Service (Intersection) = A
II
57
II
I
HCS: Unsignalized Intersections Release 2 . 1c LC6NS2 .HCO Page 1
- A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) KEYSTONE WAY (E-W) LOOP ROAD (6)
Analyst KAS
Date of Analysis 9/18/96
- Other Information NOON EXTG+GEN TRAF VOL&EXTG COND(SC2)
All-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
- L T R L T R L T R L T R
---- ---- ---- ---- -
--- ---- ---- ---- --
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Volumes 9 160 7 41 160 46 28 13 5 6 15 54
. 95
PHF . 95 . 95 . 95 . 95 . 95 .95 . 95 .95 .95 . 95 . 95
Volume Summary and Capacity Analysis WorkSheet
NB SB EB WB
LT Flow Rate 9 43 29 6
- RT Flow Rate 7 48 5 57
184 248 48 79
Approach Flow Rate 0. 05 0 59 0 . 60 0. 79
Proportion LT 0. 04 0 . 19 0 . 10 0. 72
Proportion RT 259 184 79 48
Opposing Approach Flow Rate 259 127 443 443
Conflicting Approaches Flow Rate
Proportion, Subject Approach Flow Rate 0. 32 0 . 45 0 . 08 0. 14
- Proportion, Opposing Approach Flow Rate 0.45 0 . 32 00 . 14 0. 08
Lanes on Subject Approach 1 1
1 1 1 1
Lanes on Opposing Approach 43 9 6 21
LT, Opposing Approach 48 7 57 9
- RT, Opposing Approach 35 35 57 55
LT, Conflicting Approaches
RT, Conflicting Approaches
62 62 55 55
Proportion LT, Opposing Approach 0. 17 0. 05 0. 08 0. 60
- Proportion RT, Opposing Approach 0. 19 0 . 04 0 .72 0. 10
Proportion LT, Conflicting Approaches 0. 28 0 . 28 0 . 12 0. 12
Proportion RT, Conflicting Approaches 0. 49 0 .849 07412. 12 0 . 12
12
Approach Capacity
Intersection Performance Summary
I
Approach Approach V/C Average ----
Movement Flow Rate Capacity Ratio Total Delay LOS
I
184
259 792
837 0. 23
0. 31 2 . 4 A
NB 3 . 2 A
SB A
EB 48 405 0. 12 1. 6
WB
79 139 0 . 57 8 . 7 B
I Intersection Delay = 3 . 6
Level of Service (Intersection) = A
U
58
HCS: Unsignalized Intersections Release 2 . 1c LC6PMS1.HCO Page 1
A & F ENGINEERING CO. , INC.
- 5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) KEYSTONE WAY (E-W) LOOP ROAD (6)
Analyst KAS
Date of Analysis 9/18/96
- Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1)
All-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- -
--- ---- ---- ---
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Volumes . 95
138 2 29 105 24 13 6 6 8 20 22
PHF . 95 . 95 . 95 .95 . 95 . 95 . 95 .95 . 95 .95 . 95
Volume Summary and Capacity Analysis WorkSheet
- NB SB EB WB
LT Flow Rate 5 31 14 8
25 6 23
- RT Flow Rate 2 152 1 5 26 53
Approach Flow Rate
Proportion LT 0. 03 0 . 19 0 .54 0. 15
Proportion RT 0. 01 0. 15 0 .23 0. 44
- Opposing Approach Flow Rate 167 152 52 26
Conflicting Approaches Flow Rate 78 78 319 319
Proportion, Subject Approach Flow Rate 0 . 38 0. 42 0 . 07 0. 13
Proportion, Opposing Approach Flow Rate 0 . 42 0. 38 0 . 13 0. 07
' -Lanes on Subject Approach 1 1 1 1 1 1
Lanes on Opposing Approach 31 5 8 14
LT, Opposing Approach
- RT, Opposing Approach 21 2 234
22 22 36 36
LT, Conflicting Approaches
RT, Conflicting Approaches 29 29 27 27
Proportion LT, Opposing Approach 0. 19 0. 03 0. 15 0 . 54
II Proportion RT, Opposing Approach 0. 15 0. 01 0. 44 0 . 23
Proportion LT, Conflicting Approaches 0 . 28 0. 28 0. 11 0 . 11
Proportion RT, Conflicting Approaches 0 . 37 0808 0208 0. 08
App153
779 Approach Capacity
IIIntersection Performance Summary
Approach Approach V/C Average ----
Movement Flow Rate Capacity Ratio Total Delay LOS
- 152 779 0. 20 2 . 1 A
NB 2 . 2 A
EB SB 126 808 0. 21
141 291 0. 09 1. 4 A
WB 52 153 0. 34 3 . 6 A
Intersection Delay = 2 . 3
NIII II:
Level of Service (Intersection) = A
59
HCS: Unsignalized Intersections Release 2 . 1c LC6PMS2 .HCO Page 1
- A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) KEYSTONE WAY (E-W) LOOP ROAD (6)
Analyst KAS
Date of Analysis 9/18/96
- Other Information PM EXTG+GEN TRAF VOL&EXTG COND(SC2)
All-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
- L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Volumes 5 142 2 30 109 25 14 7 7 8 20 23
PHF . 95 . 95 . 95 .95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 .95
Volume Summary and Capacity Analysis WorkSheet
NB SB EB WB
LT Flow Rate 5 32 15 8
- RT Flow Rate 2 26 7 24
Approach Flow Rate 156 173 29 53
Proportion LT 0. 03 0 . 18 0. 52 0. 15
Proportion RT 0. 01 0 . 15 0 . 24 0.45
Opposing Approach Flow Rate 173 156 53 29
Conflicting Approaches Flow Rate 82 82 329 329
Proportion, Subject Approach Flow Rate 0. 38 0 . 42 0. 07 0. 13
Proportion, Opposing Approach Flow Rate 0. 42 0 . 38 0. 13 0. 07
Lanes on Subject Approach 1 1 1 1
Lanes on Opposing Approach 1 1 1 1
LT, Opposing Approach 32 5 8 15
- RT, Opposing Approach 26 2 24 7
LT, Conflicting Approaches 23 23 37 37
RT, Conflicting Approaches 31 31 28 28
Proportion LT, Opposing Approach 0 . 18 0. 03 0. 15 0.52
- Proportion RT, Opposing Approach 0. 15 0 . 01 0. 45 0 . 24
Proportion LT, Conflicting Approaches 0. 28 0 . 28 0 . 11 0. 11
Proportion RT, Conflicting Approaches 0. 38 0 . 38 0. 09 0. 09
Approach Capacity 778 809 298 163
-
Intersection Performance Summary
Approach Approach V/C Average
Movement Flow Rate Capacity Ratio Total Delay LOS
- NB 156 778 0 .20 2 . 1 A
SB 173 809 0.21 2 . 3 A
EB 29 298 0. 10 1. 4 A
WB 53 163 0. 33 3 . 4 A
Intersection Delay = 2 . 3
Level of Service (Intersection) = A
60
A
A
A
A
MERCHANTS SQUARE EAST
DRIVE
A &
A
LOOP ROAD
A
1
A
A
1
A
A
A
' R ,
A
-
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : 116TH STREET EAST DRIVE & LOOP ROAD (7)
DATE : SEPTEMBER 12 , 1996
PEAK HOUR DATA
i
AM PEAK OFF PEAK PM PEAK
HR BEGIN 11:45 AM HR BEGIN 5:00 PM
L T R TOT L T R TOT L T R TOT
-
NORTHBOUND 47 141 111 299 15 129 37 181
EASTBOUND 7 25 38 70 19 31 34 84
SOUTHBOUND 10 105 5 120 9 73 5 87
WESTBOUND 118 35 10 163 36 20 4 60
HOUR SUMMARY
HOUR NB SB NB+SB EB WB EB+WB TOTAL
-. - AM -
11-12 235 85 320 72 88 160 480
- PM -
-
12- 1 279 108 387 80 182 262 649
4- 5 195 85 280 45 49 94 374
5- 6 181 87 268 84 60 144 412
6- 7 226 114 340 52 103 155 495
- 7- 8 137 69 206 44 64 108 314
TOTAL 1253 548 1801 377 546 923 2724
46. 0% 20. 1% 66. 1% 13 . 8% 20. 0% 33 . 9% 100. 0%
- OFF PEAK VOLUMES -
15-MIN 90 33 25 55
HOUR 299 120 80 182
-
PHF 0. 83 0. 91 0. 80 0. 83
- PM PEAK VOLUMES -
15-MIN 59 25 35 22
HOUR 199 94 84 60
PHF 0. 84 0. 94 0 . 60 0. 68
62
- A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
- CLIENT : THE LINDER COMPANY
LOCATION : 116TH STREET EAST DRIVE & LOOP ROAD (7)
DATE : SEPTEMBER 12 , 1996
- DIRECTION OF TRAVEL : NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 42 3 45 112 8 120 67 3 70 221 14 235
- PM
12- 1 38 2 40 127 7 134 100 5 105 265 14 279
4- 5 21 1 22 131 1 132 39 2 41 191 4 195
5- 6 14 1 15 128 1 129 37 0 37 179 2 181
- 6- 7 38 1 39 110 2 112 75 0 75 223 3 226
7- 8 19 0 19 83 0 83 35 0 35 137 0 137
PASSENGER 172 691 353 1216
95. 6% 97 . 3% 97 . 2% 97 . 0%
TRUCK 8 19 10 37
-
4 . 4% 2 . 7% 2 . 8% 3 . 0%
BOTH 180 710 363 1253
14 . 4% 56. 7% 29 . 0% 100. 0%
DIRECTION OF TRAVEL : EASTBOUND
- HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
- AM
11-12 9 0 9 28 0 28 33 2 35 70 2 72
PM
12- 1 8 1 9 27 5 32 37 2 39 72 8 80
- 4- 5 7 0 7 12 0 12 25 1 26 44 1 45
5- 6 19 0 19 31 0 31 34 0 34 84 0 84
6- 7 7 0 7 17 0 17 28 0 28 52 0 52
7- 8 7 0 7 14 0 14 23 0 23 44 0 44
PASSENGER 57 129 180 366
98 . 3% 96. 3% 97 . 3% 97 . 1%
- TRUCK 1 5 5 11
1.7% 3 .7% 2 . 7% 2 . 9%
BOTH 58 134 185 377
-
15. 4% 35.5% 49 . 1% 100. 0%
- 63
N
A & F ENGINEERING CO. , INC.
fA TRAFFIC VOLUME SUMMARY
CLIENT THE CINDER COMPANY
�l LOCATION : 116TH STREET EAST DRIVE & LOOP ROAD (7)
DATE : SEPTEMBER 12 , 1996
-
DIRECTION OF TRAVEL : SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 13 0 13 67 2 69 3 0 3 83 2 85
PM
12- 1 9 0 9 94 2 96 3 0 3 106 2 108
4- 5 5 1 6 77 1 78 1 0 1 83 2 85
5- 6 9 0 9 72 1 73 5 0 5 86 1 87
7 6- 7 6 0 6 105 1 106 2 0 2 113 1 114
7- 8 11 0 11 57 0 57 1 0 1 69 0 69
- PASSENGER 53 472 15 540
98 . 1% 98 . 5% 100. 0% 98 . 5%
TRUCK 1 7 0 8
1. 9% 1.5% 0. 0% 1. 5%
ivii
BOTH 54 479 15 548
9.9% 87 .4% 2 . 7% 100 . 0%
DIRECTION OF TRAVEL : WESTBOUND
-
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
-
AM
11-12 42 10 52 24 2 26 9 1 10 75 13 88
PM
12- 1 127 7 134 30 2 32 15 1 16 172 10 182
PI 4- 5 29 0 29 10 1 11 9 0 9 48 1 49
5- 6 36 0 36 20 0 20 4 0 4 60 0 60
6- 7 75 0 75 21 0 21 7 0 7 103 0 103
7- 8 48 1 49 11 0 11 4 0 4 63 1 64
PASSENGER 357 116 48 521
95.2% 95. 9% 96. 0% 95. 4%
TRUCK 18 5 2 25
4 . 8% 4 . 1% 4 . 0% 4 . 6%
BOTH 375 121 50 546
68 . 7% 22 .2% 9 . 2% 100. 0%
- 64
HCS: Unsignalized Intersections Release 2 . 1c LC7NS1.HC0 Page 1
A & F ENGINEERING CO. , INC.
— 5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
—
Streets: (N-S) MERCH SQ EAST DRIVE (E-W) LOOP ROAD (7)
Major Street DirectionNS
Length of Time Analyzed60 (min)
— Analyst KAS
Date of Analysis 9/18/96
Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1)
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
-L- T R L T R L T R L T R
No. Lanes 0 > 1 1 0 > 1 < 0 0 >
1 < 0 0 > 1 < 0
Stop/Yield N N
Volumes 47 141 111 10 105 5 7 25 38 118 35 10
—
PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0 0
MC' s (%)
SU/RV' s (%)
— CV' s (%)
PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10
Adjustment Factors
— Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
Left Turn Major Road 5 . 00 2 . 10
Right Turn Minor Road 5. 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
Left Turn Minor Road 6. 50 3 . 40
— 65
HCS: Unsignalized Intersections Release 2 . 1c LC7NS1.HC0 Page 2
Worksheet for TWSC Intersection
Step 1 : RT from Minor Street WB EB
Conflicting Flows: (vph) 148 114
Potential Capacity: (pcph) 1165 1212
— Movement Capacity: (pcph) 1165 1212
Prob. of Queue-Free State: 0. 99 0.96
Step 2 : LT from Major Street SB NB
Conflicting Flows: (vph) 265 116
Potential Capacity: (pcph) 1282 1509
Movement Capacity: (pcph) 1282 1509
Prob. of Queue-Free State: 0.99 0. 96
TH Saturation Flow Rate: (pcphpl) 1700 1700
RT Saturation Flow Rate: (pcphpl) 1700
Major LT Shared Lane Prob.
of Queue-Free State: 0. 99 0. 96
Step 3 : TH from Minor Street WB EB
Conflicting Flows: (vph) 324 438
Potential Capacity: (pcph) 738 643
Capacity Adjustment Factor
— due to Impeding Movements 0. 95 0. 95
Movement Capacity: (pcph) 702 612
Prob. of Queue-Free State: 0. 94 0 . 95
—
Step 4 : LT from Minor Street WB EB
Conflicting Flows: (vph) 354 346
—
Potential Capacity: (pcph) 660 668
Major LT, Minor TH
Impedance Factor: 0. 91 0 . 90
Adjusted Impedance Factor: 0. 93 0. 92
— Capacity Adjustment Factor
due to Impeding Movements 0.89 0. 91
Movement Capacity: (pcph) 590 608
66
HCS: Unsignalized Intersections Release 2 . 1c LC7NS1.HCO Page 3
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
EB L 8 608 >
EB T 29 612 > 836 4 .8 0. 3 A 4 . 8
EB R 44 1212 >
WB L 136 590 >
WB T 41 702 > 632 8. 1 1. 5 B 8 . 1
_ WB R 12 1165 >
NB L 54 1509 2 . 5 0. 0 A 0.4
SB L 12 1282 2 .8 0. 0 A 0. 2
—
Intersection Delay = 2 . 8 sec/veh
— 67
HCS: Unsignalized Intersections Release 2 . 1c LC7NS2 .HCO Page 1
— A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) MERCH SQ EAST DRIVE (E-W) LOOP ROAD (7)
Major Street DirectionNS
Length of Time Analyzed60 (min)
-- Analyst KAS
Date of Analysis 9/18/96
Other Information NOON EXTG+PROP TRAF VOL&PROP COND(SC2)
Two-way Stop-controlled Intersection
—
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
No. Lanes 1 0 1 0 0 0 0 1 < 0 0 > 1 0
Stop/Yield N N
Volumes 72 167 32 38 122 45
PHF . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0
MC' s (%)
SU/RV' s (%)
CV' s (%)
PCE ' s 1. 10 1. 10 1. 10 1. 10 1. 10
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
— Left Turn Major Road 5. 50 2 . 10
Right Turn Minor Road 5 . 50 2 . 60
Through Traffic Minor Road 6 . 50 3 . 30
Left Turn Minor Road 7 . 00 3 . 40
68
HCS: Unsignalized Intersections Release 2 . 1c LC7NS2 .HCO Page 2
Worksheet for TWSC Intersection
_ Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph) 0
Potential Capacity: (pcph) 1385
Movement Capacity: (pcph) 1385
Prob. of Queue-Free State: 0 . 97
Step 2 : LT from Major Street SB NB
Conflicting Flows: (vph) 0
Potential Capacity: (pcph) 1714
_ Movement Capacity: (pcph) 1714
Prob. of Queue-Free State: 0 . 95
Step 3 : TH from Minor Street WB EB
Conflicting Flows: (vph) 76 252
Potential Capacity: (pcph) 985 777
Capacity Adjustment Factor
— due to Impeding Movements 0. 95 0 . 95
Movement Capacity: (pcph) 937 739
Prob. of Queue-Free State: 0. 94 0. 95
— Step 4 : LT from Minor Street WB EB
Conflicting Flows: (vph) 113
Potential Capacity: (pcph) 897
—
Major LT, Minor TH
Impedance Factor: 0. 90
Adjusted Impedance Factor: 0. 93
— Capacity Adjustment Factor
due to Impeding Movements 0. 90
Movement Capacity: (pcph) 804
Intersection Performance Summary
Avg. 95%
—
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
—
EB T 37 739 > 4 . 0
EB R 44 1385 > 990 4 . 0 0 . 2 A
— WB L 141 804 > 836 5. 6 1. 0 B
WB T 52 937 > 5. 6
NB L 84 1714 2 . 2 0. 0 A 0 . 7
—
Intersection Delay = 2 . 9 sec/veh
69
HCS: Unsignalized Intersections Release 2 . 1c LC7PMS1.HC0
—
A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) MERCH SQ EAST DRIVE (E-W) LOOP ROAD (7)
Major Street DirectionNS
Length of Time Analyzed60 (min)
Analyst KAS
Date of Analysis 9/18/96
Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1)
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
-L-- T R L T R L T R L T R
---- ---- ---- ----
No. Lanes 0 > 1 1 0 > 1 < 0 0 > 1 < 0 0 > 1 < 0
Stop/Yield N
Volumes 15 129 37 9 73 5 19 31 34 36 20 4
PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0
MC's (%) 0
SU/RV' s (%)
— CV' s (%)
PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10
Adjustment Factors
—
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
— Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5 . 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
Left Turn Minor Road 6. 50 3 . 40
- 70
HCS: Unsignalized Intersections Release 2 . 1c LC7PMS1.HC0 Page 2
Worksheet for TWSC Intersection
—
Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph) 136 80
Potential Capacity: (pcph) 1181 1261
— Movement Capacity: (pcph) 1181 1261
Prob. of Queue-Free State: 1. 00 0. 97
Step 2 : LT from Major Street SB NB
Conflicting Flows: (vph) 175 82
Potential Capacity: (pcph) 1415 1567
Movement Capacity: (pcph) 1415 1567
Prob. of Queue-Free State: 0.99 0. 99
TH Saturation Flow Rate: (pcphpl) 1700 1700
RT Saturation Flow Rate: (pcphpl) 1700
—
Major LT Shared Lane Prob.
of Queue-Free State: 0. 99 0.99
Step 3 : TH from Minor Street WB EB
Conflicting Flows: (vph) 243 280
Potential Capacity: (pcph) 813 778
Capacity Adjustment Factor
— due to Impeding Movements 0.98 0. 98
Movement Capacity: (pcph) 797 763
Prob. of Queue-Free State: 0. 97 0. 95
— Step 4 : LT from Minor Street WB EB
Conflicting Flows: (vph) 274 252
—
Potential Capacity: (pcph) 735 757
Major LT, Minor TH
Impedance Factor: 0. 93 0. 95
Adjusted Impedance Factor: 0. 95 0. 96
— Capacity Adjustment Factor
due to Impeding Movements 0.92 0. 96
Movement Capacity: (pcph) 676 727
71
HCS: Unsignalized Intersections Release 2 . 1c LC7PMS1.HC0 Page 3
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
EB L 22 727 >
EB T 36 763 > 898 4 . 5 0. 3 A 4 . 5
EB R 40 1261 >
WB L 42 676 >
WB T 23 797 > 731 5. 4 0. 3 B 5. 4
WB R 4 1181 >
NB L 18 1567 2 . 3 0. 0 A 0. 2
SB L 10 1415 2 . 6 0. 0 A 0. 3
Intersection Delay = 1. 8 sec/veh
72
HCS: Unsignalized Intersections Release 2 . 1c LC7PMS2 .HCO Page 1
—
A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) MERCH SQ EAST DRIVE (E-W) LOOP ROAD (7)
Major Street DirectionNS
Length of Time Analyzed60 (min)
— Analyst KAS
Date of Analysis 9/18/96
Other Information PM EXTG+PROP TRAF VOL&PROP COND(SC2)
Two-way Stop-controlled Intersection
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
No. Lanes 1 0 1 0 0 0 0 1 < 0 0 > 1 0
Stop/Yield N N
Volumes 62 145 50 25 81 24
— PHF . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0
MC ' s (%)
SU/RV' s (%)
CV' s (%)
PCE ' s 1. 10 1. 10 1. 10 1. 10 1. 10
Adjustment Factors
—
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
— Left Turn Major Road 5 . 50 2 . 10
Right Turn Minor Road 5. 50 2 . 60
Through Traffic Minor Road 6. 50 3 . 30
Left Turn Minor Road 7 . 00 3 . 40
— 73
HCS: Unsignalized Intersections Release 2 . 1c LC7PMS2 .HC0 Page 2
Worksheet for TWSC Intersection
— Step 1: RT from Minor Street WB EB
Conflicting Flows: (vph) 0
Potential Capacity: (pcph) 1385
— Movement Capacity: (pcph) 1385
Prob. of Queue-Free State: 0 . 98
Step 2 : LT from Major Street SB NB
Conflicting Flows: (vph) 0
Potential Capacity: (pcph) 1714
— Movement Capacity: (pcph) 1714
Prob. of Queue-Free State: 0. 96
Step 3 : TH from Minor Street WB EB
Conflicting Flows: (vph) 65 218
Potential Capacity: (pcph) 999 813
Capacity Adjustment Factor
"- due to Impeding Movements 0. 96 0. 96
Movement Capacity: (pcph) 957 779
Prob. of Queue-Free State: 0. 97 0 . 93
—
Step 4 : LT from Minor Street WB EB
Conflicting Flows: (vph) 104
— Potential Capacity: (pcph) 909
Major LT, Minor TH
Impedance Factor: 0 . 89
Adjusted Impedance Factor: 0 . 91
— Capacity Adjustment Factor
due to Impeding Movements 0 . 89
Movement Capacity: (pcph) 813
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
EB T 58 779 > 4 . 4
EB R 29 1385 > 912 4 . 4 0. 3 A
— WB L 94 813 > 842 5. 0 0 . 5 A
WB T 28 957 > 5. 0
NB L 72 1714 2 . 2 0. 0 A 0. 7
Intersection Delay = 2 . 6 sec/veh
— 74
- CARMEL DRIVE
AAA WAY
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : CARMEL DRIVE & AAA DRIVE (8)
DATE : SEPTEMBER 16, 1996
PEAK HOUR DATA
AM PEAK OFF PEAK PM PEAK
HR BEGIN 11:45 AM HR BEGIN 4:15 PM
L T R TOT L T R TOT L T R TOT
NORTHBOUND 234 37 105 376 188 60 180 428
EASTBOUND 102 626 145 873 142 706 122 970
SOUTHBOUND 74 29 65 168 139 42 78 259
- WESTBOUND 153 560 20 733 134 500 16 650
HOUR SUMMARY
HOUR NB SB NB+SB EB WB EB+WB TOTAL
- AM -
11-12 356 134 490 759 639 1398 1888
- PM -
-
12- 1 351 161 512 836 742 1578 2090
4- 5 404 222 626 873 635 1508 2134
5- 6 387 242 629 902 539 1441 2070
6- 7 247 175 422 529 398 927 1349
- 7- 8 152 101 253 415 321 736 989
TOTAL 1897 1035 2932 4314 3274 7588 10520
18 . 0% 9 . 8% 27 . 9% 41. 0% 31. 1% 72 . 1% 100. 0%
- OFF PEAK VOLUMES -
15-MIN 106 46 233 209
HOUR 391 168 873 742
PHF 0. 92 0. 91 0. 94 0. 89
- PM PEAK VOLUMES -
_ 15-MIN 111 82 285 182
HOUR 428 259 970 650
PHF 0. 96 0. 79 0. 85 0. 89
76
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
- CLIENT : THE LINDER COMPANY
LOCATION : CARMEL DRIVE & AAA DRIVE (8)
DATE : SEPTEMBER 16, 1996
-- DIRECTION OF TRAVEL : NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 219 3 222 30 1 31 97 6 103 346 10 356
PM
12- 1 208 0 208 42 1 43 99 1 100 349 2 351
4- 5 183 1 184 56 3 59 160 1 161 399 5 404
5- 6 161 0 161 49 1 50 176 0 176 386 1 387
6- 7 116 0 116 25 0 25 106 0 106 247 0 247
7- 8 91 1 92 29 0 29 31 0 31 151 1 152
PASSENGER 978 231 669 1878
- 99 . 5% 97.5% 98 . 8% 99 . 0%
TRUCK 5 6 8
9
0.5% 2 . 5% 1. 2% 1. 0%1
BOTH 983 237 677 1897
51. 8% 12 . 5% 35. 7% 100. 0%
DIRECTION OF TRAVEL : EASTBOUND
- HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
- 11-12 100 2 102 515 13 528 125 4 129 740 19 759
PM
12- 1 98 1 99 600 11 611 122 4 126 820 16 836
4- 5 137 0 137 613 5 618 118 0 118 868 5 873
5- 6 129 1 130 670 0 670 102 0 102 901 1 902
6- 7 77 0 77 391 2 393 59 0 59 527 2 529
7- 8 59 0 59 313 2 315 41 0 41 413 2 415
PASSENGER 600 3102 567 4269
99. 3% 98. 9% 98 . 6% 99 . 0%
- TRUCK 4 33 8 45
0. 7% 1. 1% 1. 4% 1. 0%
BOTH 604 3135 575 4314
- 14 . 0% 72 . 7% 13 . 3% 100. 0%
_ 77
-
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
rCLIENT : THE LINDER COMPANY
LOCATION : CARMEL DRIVE & AAA DRIVE (8)
DATE : SEPTEMBER 16, 1996
CDIRECTION OF TRAVEL : SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
111 PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 54 1 55 23 1 24 53 2 55 130 4 134
I
PM
12- 1 72 0 72 31 0 31 54 4 58 157 4 161
4- 5 109 1 110 45 0 45 67 0 67 221 1 222
- 5- 6 135 0 135 31 1 32 75 0 75 241 1 242
6- 7 82 0 82 22 0 22 71 0 71 175 0 175
7- 8 45 0 45 12 0 12 43 1 44 100 1 101
- PASSENGER 497 164 363 1024
99 . 6% 98.8% 98 . 1% 98 . 9%
TRUCK 2 2 7 11
I0.4% 1.2% 1. 9% 1. 1%
BOTH 499 166 370 1035
48 . 2% 16. 0% 35. 7% 100. 0%
P
DIRECTION OF TRAVEL : WESTBOUND
-
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
P AM
11-12 117 2 119 482 21 503 14 3 17 613 26 639
PM
12- 1 137 1 138 568 14 582 20 2 22 725 17 742
I 4- 5 136 0 136 473 6 479 20 0 20 629 6 635
5- 6 91 0 91 433 3 436 12 0 12 536 3 539
6- 7 60 0 60 307 5 312 26 0 26 393 5 398
7- 8 28 0 28 277 5 282 11 0 11 316 5 321
PASSENGER 569 2540 103 3212
99 . 5% 97. 9% 95. 4% 98 . 1%
TRUCK 3 54 5
62
0. 5% 2 . 1% 4 . 6% 1. 9%
- BOTH 572 2594 108 3274
17 . 5% 79 . 2% 3 . 3% 100. 0%
- 78
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-18-1996
-
A & F ENGINEERING CO. , INC.
Streets: (E-W) CARMEL DRIVE (N-S) AAA DRIVE (8)
Analyst: KAS File Name: LC8NS1.HC9
- Area Type: Other 9-18-96 NOON PK
Comment: EXTG TRAF VOLS & EXTG COND (SCENARIO 1)
Eastbound Westbound Northbound Southbound
-L-- -T-- -R-- -L- T R L T R L T R
No. Lanes 1 2 1 1 2 1 > 1 1 > 1 <
Volumes 102 626 145 153 560 20 234 37 105 74 29 65
Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vols 72 10 52 16
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
- Thru * Thru *
Right * Right *
Peds Peds
WB Left * SB Left *
- Thru * Thru *
Right * Right *
Peds Peds
NB Right EB Right
SB Right WB Right
Green 28 . 5A Green 23 . 5A
Yellow/AR 4 . 0 Yellow/AR 4 . 0
Cycle Length: 60 secs Phase combination order: #1 #5
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C A roach:
- MI/nits Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 270 550 0. 396 0 .492 6 . 7 B 6. 2 B
T 1831 3725 0. 378 0. 492 6 . 2 B
- R 778 1583 0. 099 0. 492 5. 3 B
WB L 227 462 0. 709 0. 492 14 . 3 B 7 . 7 B
T 1831 3725 0. 337 0. 492 6 . 0 B
R 778 1583 0. 013 0. 492 5 . 0 A
NB LT 393 963 0. 725 0. 408 14 . 1 B 12 . 9 B
R 646 1583 0. 087 0 . 408 7 . 0 B
SB LTR 430 1052 0. 372 0. 408 8 . 3 B 8 . 3 B
Intersection Delay = 8 . 0 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0. 716
79
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-19-1996
A & F ENGINEERING CO. , INC.
Streets: (E-W) CARMEL DRIVE (N-S) AAA DRIVE (8)
Analyst: KAS File Name: LC8NS2 .HC9
Area Type: Other 9-18-96 NOON PK
- Comment: EXTG+GEN TRAF VOLS & EXTG COND (SCENARIO 2)
Eastbound Westbound Northbound Southbound
-L-- -T-- -R-- ---- -
---- - --
---- -- -
No. Lanes 1 2 1 1 2 1 >-1 1-- ---->-1--<----
Volumes 102 629 151 159 560 20 241 38 108 74 30 65
Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vols 75 10 54
16
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
Phase Combination 1 2 Signal Operations
EB Left * 3 4 *5 6 7 8
Thru * NB Left
-- Right * Thru *
Peds Right
WB Left * Peds
Thru * SB Left
- Right * Thru *
Peds Right
NB Right Peds
EB Right
SB Right
-
Green WB Right
28 . OA Green 24 . OA
Yellow/AR 4 . 0 Yellow/AR 4 . 0
Cycle Length: 60 secs Phase combination order: #1 #5
-
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 264 546 0. 405 0.483 7 . 0 B 6 . 4 B
T 1800 3725 0. 386 0. 483 6 . 4 B
R 765 1583 0. 105 0. 483 5. 5 B
- WB L 220 455 0. 759 0. 483 17 . 7 C 8 . 6 B
T 1800 3725 0. 343 0. 483 6. 2 B
R 765 1583 0. 013 0. 483 5. 2 B
-
NB LT 402 966 0. 730 0. 417 14 . 0 B 12 . 9 B
R 660 1583 0. 086 0. 417 6 . 8 B
SB LTR 435 1045 0. 370 0. 417 8 . 0 B 8 . 0 B
Intersection Delay = 8 . 4 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6. 0 sec Critical v/c (x) = 0. 746
80
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c
A & F ENGINEERING CO. , INC. 09-18-1996
Streets: (E-W) CARMEL DRIVE (N-S) AAA DRIVE (8)
Analyst: KAS File Name: LC8PMS1.HC9
Area Type: Other 9-18-96 PM PEAK
- Comment: EXTG TRAF VOLS & EXTG COND (SCENARIO 1)
Eastbound Westbound Northbound Southbound
-LT-- -R-- L T R L T R L T R
-- -
No. Lanes 1 2 1 1 2 1 >-1-- -1-- ---->-1--<----
Volumes 142 706 122 134 500 16 188 60 180 139 42 78
Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vols 61 8 90
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 .100
Signal Operations
Phase Combination 1 2 3 4
EB Left * NB Left * 6 7 8
Thru
- Right * Thru *
Peds Right
WB Left * Peds
Thru * SB Left *
Thru *
- Right *
Peds Right
NB Right Peds
EB Right
-
SB Right WB Right
Green 28 . 5A Green 23 . 5A
Yellow/AR 4 . 0 Yellow/AR 4 . 0
Cycle Length: 60 secs Phase combination order: #1 #5
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 306 623 0.486 0. 492 7 . 6 B 6. 5 B
T 1831 3725 0. 426 0. 492 6 . 4 B
R 778 1583 0. 082 0. 492 5 . 2 B
- WB L 188 382 0. 751 0.492 18 . 3 C 8 . 4 B
T 1831 3725 0. 301 0. 492 5. 9 B
R 778 1583 0. 012 0. 492 5. 0 A
-
NB LT 318 779 0.821 0. 408 20. 9 C 17 . 3 C
R 646 1583 0. 145 0. 408 7 . 2 B
SB LTR 358 877 0. 704 0. 408 13 . 7 B 13 . 7 B
Intersection Delay = 9 . 5 sec/veh Intersection LOS = B
- Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0. 782
81
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c
- A & F ENGINEERING CO. , INC. 09-19-1996
Streets: (E-W) CARMEL DRIVE
Analyst: KAS (N-S) AAA DRIVE (8)
Area Type: Other File Name: LC8PMS2 .HC9
Comment: EXTG+GEN TRAF VOLS & EXTG COND9-18-96(SCENARIO PE
Eastbound Westbound Northbound Southbound
-
L TR L T R L T R L
---- ---- ----
No. Lanes 1 2 1 1 2 1 ---->-1-- -1 ---- -1-- ----
Volumes 142 709 128 140 500 16 197 61 184 139> 143< 78
- Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vols 64 12 . 0 12 92
12 . 0
19
- Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
Phase Combination 1 2 Sig3nOperations
5
EB Left * 4 NB Left * 6 7 8
- Thru * Thru *
Right * Right *
Peds g
WB Left * Peds
- Thru * SB Left *
Right * Thru
Peds Right *
NB Right Peds
EB Right
- SB Right
WB Right
Green
28 . OA Green 24 . OA
Yellow/AR 4 . 0 Yellow/AR 4 . 0
Cycle Length: 60 secs Phase combination order: #1 #5
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB L 300 620 0. 497 0. 483 7 . 9 B 6. 8 B
T 1800 3725 0. 435 0. 483 6. 7 B
- R 765 1583 0. 089 0. 483 5 . 4 B
WB L 182 376 0. 809 0. 483 24 . 0 C 9. 8 B
T 1800 3725 0. 307 0. 483 6. 1 B
R 765 1583 0. 012 0. 483 5. 2 B
NB LT 322 773 0.841 0. 417 22 . 4 C 18 . 4 C
R 660 1583 0. 147 0 . 417 7 . 0 B
SB LTR 359 862 0. 704 0. 417 13 . 5 B 13 . 5 B
_. Intersection Delay = 10. 3 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0. 824
82
CARMEL DRIVE
KEYSTONE WAY
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : CARMEL DRIVE & KEYSTONE WAY (9)
DATE : SEPTEMBER 16, 1996
PEAK HOUR DATA
AM PEAK OFF PEAK
HR BEGIN 12:00 AM PM PEAK
L T R TOT L T HR BEGIN 5:00 PM
- R TOT L T R TOT
NORTHBOUND
EASTBOUND 19 10 146 175 11 1 162 174
SOUTHBOUND 81 467 64 612 14 1099 9 1122
WESTBOUND 41 0 83 124 20 2 40 62
85 395 39 519 108 436 24 568
HOUR SUMMARY
HOUR NB SB NB+SB
EB WB EB+WB TOTAL
11-12 130 107 237AM
12- 1 175 - PM - 474 462 936 1173
• _ 124 299
5- 6 134 62 196 808 519 1131 1430
6- 174 62 236 1122 568 1414 1610
7- 7 134 62 196 515 463 68 1690 1926
148 48 196 409 335 978 117494
TOTAL 744 940
895 465 1360 3940
2953 6893 8253
10. 8% 5. 6% 16. 5% 47. 7% 35. 8% 83 . 5% 100. 0%
15-MIN - OFF PEAK VOLUMES -
47
34
HOUR 178 124 625 519
PHF 0. 95 0. 91 7
91 0. 915 0. 87
15-MIN - PM PEAK VOLUMES -
1�4 18 317 167
HOUROF 62 1122 606
0. 87 0. 86 0. 88
0. 91
84
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : CARMEL DRIVE & KEYSTONE WAY (9)
DATE : SEPTEMBER 16, 1996
DIRECTION OF TRAVEL : SOUTHBOUND
- HOUR LEFT THRU RIGHT
TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 48 1 49 2
1 3 55 0 55 105 2 107
PM
12- 1 37 4 41 0 0 0 83 0 83 120 4 124
4- 5 25 0 25 3 0 3 32 2 34 60 2 62
- 5- 6 20 0 20 2 0 2 38 2 40 60 2 62
6- 7 34 0 34 0 0 0 28 0 28 62 0 62
7- 8 23 1 24 2 0 2 22 0 22 47 1 48
- PASSENGER 187 9 258 454
96. 9% 90. 0% 98 . 5% 97 . 6%
TRUCK 6 1 4 11
- 3 . 1% 10. 0% 1. 5% 2 . 4%
BOTH 193 10 262 465
41. 5% 2 .2% 56. 3% 100. 0%
DIRECTION OF TRAVEL : WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 83 2 85 323 24 347 30 0 30 436 26 462
PM
12- 1 83 2 85 372 23 395 38 1 39 493 26 519
4- 5 117 0 117 439 15 454 34 1 35 590 16 606
5- 6 108 0 108 432 4 436 24 0 24 564 4 568
6- 7 110 0 110 324 4 328 25 0 25 459 4 463
7- 8 76 1 77 246 3 249 9 0 9 331 4 335
PASSENGER 577 2136 160 2873
99 . 1% 96. 7% 98 . 8% 97 . 3%
-
TRUCK 5 73 2 80
0. 9% 3 . 3% 1. 2% 2 . 7%
- BOTH 582 2209 162 2953
19 . 7% 74 . 8% 5. 5% 100. 0%
_ 85
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : CARMEL DRIVE & KEYSTONE WAY (9)
DATE : SEPTEMBER 16, 1996
- DIRECTION OF TRAVEL : NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 13 0 13 10 0 10 107 0 107 130 0 130
- PM
12- 1 19 0 19 10 0 10 143 3 146 172 3 175
4- 5 11 0 11 7 0 7 116 0 116 134 0 134
5- 6 11 0 11 1 0 1 161 1 162 173 1 174
6- 7 16 0 16 2 0 2 116 0 116 134 0 134
7- 8 14 0 14 3 0 3 131 0 131 148 0 148
PASSENGER 84 33 774 891
- 100. 0% 100. 0% 99 . 5% 99. 6%
TRUCK 0 0 4 4
0. 0% 0. 0% 0. 5% 0. 4%
BOTH 84 33 778 895
9 . 4% 3 . 7% 86 . 9% 100. 0%
DIRECTION OF TRAVEL : EASTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
- 11-12 63 1 64 343 7 350 59 1 60 465 9 474
PM
12- 1 81 0 81 456 11 467 63 1 64 600 12 612
-
4- 5 45 0 45 727 10 737 26 0 26 798 10 808
5- 6 14 0 14 1099 0 1099 9 0 9 1122 0 1122
6- 7 24 0 24 463 1 464 27 0 27 514 1 515
7- 8 18 0 18 360 2 362 29 0 29 407 2 409
-
PASSENGER 245 3448 213 3906
99 . 6% 99 . 1% 99 . 1% 99 . 1%
.- TRUCK 1 31 2 34
0. 4% 0. 9% 0. 9% 0. 9%
BOTH 246 3479 215 3940
- 6. 2% 88 . 3% 5. 5% 100. 0%
86
HCS: Unsignalized Intersections Release 2 . 1c LC9NS1 .HCO Page 1
A & F ENGINEERING CO. , INC.
k 5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
I Streets: (N-S) KEYSTONE WAY (E-W) CARMEL DRIVE (9)
Major Street DirectionEW
Length of Time Analyzed60 (min)
Analyst KAS
111 Date of Analysis 9/18/96
Other Information NOON EXTG TRAF VOLS & EXTG COND (SCEN1)
Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
- -LT R L T R L T R L T R
---- ---- ---- ---- _ ____ ____
16 No. Lanes
Stop/Yield 1 2 < 0
N 1 1 < 0N 1 1 < 0 1 1 < 0
Volumes 81 467 64 85 395 39 19 10 146 41 0 83
PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
II Grade 0 0
MC's (%) 0 0
SU/RV' s (%)
— CV' s (%)
PCE 's 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10
PI
Adjustment Factors
111 Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
— Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5. 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
Left Turn Minor Road 6. 50 3 . 40
87
HCS: Unsignalized Intersections Release 2 . 1c LC9NS1.HC0 Page 2
Worksheet for TWSC Intersection
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph) 280 436
Potential Capacity: (pcph) 999 833
- Movement Capacity: (pcph) 999 833
Prob. of Queue-Free State: 0. 83 0. 88
Step 2 : LT from Major Street WB EB
Conflicting Flows: (vph) 559 457
Potential Capacity: (pcph) 928 1038
Movement Capacity: (pcph) 928 1038
Prob. of Queue-Free State: 0. 89 0.91
Step 3 : TH from Minor Street NB SB
Conflicting Flows: (vph) 1156 1170
Potential Capacity: (pcph) 270 265
Capacity Adjustment Factor
- due to Impeding Movements 0. 81 0. 81
Movement Capacity: (pcph) 220 216
Prob. of Queue-Free State: 0 . 95 1. 00
- Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1180 1107
Potential Capacity: (pcph) 220 242
Major LT, Minor TH
Impedance Factor: 0. 81 0. 77
Adjusted Impedance Factor: 0. 86 0. 82
-
Capacity Adjustment Factor
due to Impeding Movements 0. 76 0. 68
Movement Capacity: (pcph) 167 165
Intersection Performance Summary
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
-
NB L 22 167 24 . 8 0 . 4 D
NB T 12 220 > 7 . 8
NB R 169 999 > 809 5 . 7 1. 0 B
-
SB L 47 165 30. 5 1. 3 E
SB T 0 216 > 13 . 3
SB R 96 833 > 833 4 . 9 0. 4 A
EB L 94 1038 3 . 8 0. 2 A 0. 5
WB L 98 928 4 . 3 0 . 3 A 0. 7
Intersection Delay = 2 . 6 sec/veh
88
HCS: Unsignalized Intersections Release 2 . 1c LC9NS2 .HC0 Page 1
A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) KEYSTONE WAY (E-W) CARMEL DRIVE (9)
Major Street DirectionEW
Length of Time Analyzed60 (min)
— Analyst KAS
Date of Analysis 9/18/96
Other Information NOON EXTG+GEN TRAF VOL&EXTG COND(SC2)
Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
-L-- T R L T R L T R L T R
- ---- ---- ---- ----
No. Lanes 1 2 < 0 1 1 < 0 1 1 < 0 1 1 < 0
Stop/Yield N N
Volumes 81 470 67 88 401 39 19 10 150 41 0 83
PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0
MC' s (%) 0 0
SU/RV' s (%)
— CV' s (%)
PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10
Adjustment Factors
—
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
—
Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5 . 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
Left Turn Minor Road 6. 50 3 . 40
89
HCS: Unsignalized Intersections Release 2 . 1c LC9NS2 .HCO Page 2
r
' Worksheet for TWSC Intersection
Step 1: RT from Minor Street NB SB
II
Conflicting Flows: (vph) 283 442
Potential Capacity: (pcph) 995 827
Movement Capacity: (pcph) 995 827
Prob. of Queue-Free State: 0. 83 0. 88
Step 2 : LT from Major Street WB EB
IIConflicting Flows: (vph) 566 463
Potential Capacity: (pcph) 921 1031
Movement Capacity: (pcph) 921 1031
PI Prob. of Queue-Free State: 0.89 0. 91
Step 3 : TH from Minor Street NB SB
Conflicting Flows: (vph) 1172 1186
Potential Capacity: (pcph) 265 260
Capacity Adjustment Factor
11 due to Impeding Movements 0. 81 0. 81
Movement Capacity: (pcph) 214 210
Prob. of Queue-Free State: 0.94 1. 00
- Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1194 1121
Potential Capacity: (pcph) 215 238
Major LT, Minor TH
Impedance Factor: 0. 81 0. 76
Adjusted Impedance Factor: 0. 85 0 . 82
-
Capacity Adjustment Factor
due to Impeding Movements 0. 75 0. 67
Movement Capacity: (pcph) 162 160
Intersection Performance Summary
-
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
-
NB L 22 162 25 . 7 0. 5 D
NB T 12 214 > 7 . 9
NB R 174 995 > 805 5. 8 1. 0 B
SB L 47 160 31. 8 1. 3 E
SB T 0 210 > 13 .8
SB R 96 827 > 827 4 . 9 0. 4 A
EB L 94 1031 3 . 8 0 . 2 A 0 . 5
WB L 102 921 4 . 4 0 . 4 A 0. 7
- Intersection Delay = 2 . 6 sec/veh
d
90
1
HCS: Unsignalized Intersections Release 2 . 1c LC9PMS1.HCO Page 1
A & F ENGINEERING CO. , INC.
"' 5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) KEYSTONE WAY (E-W) CARMEL DRIVE (9)
Major Street DirectionEW
Length of Time Analyzed60 (min)
_ Analyst KAS
Date of Analysis 9/18/96
Other Information PM EXTG TRAF VOLS & EXTG COND (SCEN 1)
Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
-L-- T R L T R L T R L T R
---- ----
No. Lanes 1 2 < 0 1 1 < 0 1 1 < 0 1 1 < 0
Stop/Yield N
Volumes 14 1099 9 108 436 24 11 1 162 20 2 40
_ PHF . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0 0
MC' s (%)
SU/RV's (%)
_ CV's (%)
PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10
Adjustment Factors
—
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
—
Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5. 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
Left Turn Minor Road 6. 50 3 .40
91
HCS: Unsignalized Intersections Release 2 . 1c LC9PMS1.HC0 Page 2
Worksheet for TWSC Intersection
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph) 583 472
Potential Capacity: (pcph) 701 798
Movement Capacity: (pcph) 701 798
Prob. of Queue-Free State: 0. 73 0. 94
Step 2 : LT from Major Street WB EB
Conflicting Flows: (vph) 1166 484
Potential Capacity: (pcph) 477 1008
Movement Capacity: (pcph) 477 1008
Prob. of Queue-Free State: 0.74 0. 98
Step 3 : TH from Minor Street NB SB
-
Conflicting Flows: (vph) 1774 1766
Potential Capacity: (pcph) 128 129
Capacity Adjustment Factor
- due to Impeding Movements 0. 73 0. 73
Movement Capacity: (pcph) 93 94
Prob. of Queue-Free State: 0. 99 0. 98
- Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1784 1758
Potential Capacity: (pcph) 98 102
Major LT, Minor TH
Impedance Factor: 0 . 71 0 . 72
Adjusted Impedance Factor: 0. 78 0. 78
-
Capacity Adjustment Factor
due to Impeding Movements 0. 73 0. 57
Movement Capacity: (pcph) 72 58
Intersection Performance Summary
Avg. 95%
- Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
NB L 13 72 60. 9 0. 6 F
NB T 1 93 > 10 . 7
NB R 188 701 > 678 7 . 4 1. 3 B
-
SB L 23 58 101.4 1. 7 F
SB T 2 94 > 37 . 1
SB R 46 798 > 608 6.4 0. 2 B
EB L 17 1008 3 . 6 0. 0 A 0. 0
WB L 125 477 10. 2 1. 2 C 1. 9
-
Intersection Delay = 2 . 8 sec/veh
92
HCS: Unsignalized Intersections Release 2 . 1c LC9PMS2 .HC0 Page 1
— A & F ENGINEERING CO. , INC.
5172 E. 65TH STREET
INDIANAPOLIS, IN 46220-
Ph: (317) 842-0864
Streets: (N-S) KEYSTONE WAY (E-W) CARMEL DRIVE (9)
Major Street DirectionEW
Length of Time Analyzed60 (min)
— Analyst KAS
Date of Analysis 9/18/96
Other Information PM EXTG+GEN TRAF VOL&EXTG COND(SC2)
Two-way Stop-controlled Intersection
IIEastbound Westbound Northbound Southbound
L T R L T R L T R L T R
fl No. Lanes
Stop/Yield 1 2 < 0N 1 1 < 0N 1 1 < 0 1 1 < 0
Volumes 14 1203 12 111 442 24 11 1 168 20 2 40
PHF . 95 . 95 . 95 . 95 .95 . 95 . 95 . 95 . 95 . 95 . 95 . 95
Grade 0 0 0 0
MC' s (%)
SU/RV' s (%)
-- CV' s (%)
PCE' s 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10 1. 10
Adjustment Factors
—
Vehicle Critical Follow-up
PO Maneuver Gap (tg) Time (tf)
_ Left Turn Major Road 5. 00 2 . 10
Right Turn Minor Road 5. 50 2 . 60
Through Traffic Minor Road 6. 00 3 . 30
Left Turn Minor Road 6.50 3 . 40
ril
k
93
HCS : Unsignalized Intersections Release 2 . 1c LC9PMS2 .HCO Page 2
Worksheet for TWSC Intersection
r Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph) 640 478
Potential Capacity: (pcph) 656 793
Movement Capacity: (pcph) 793
Prob. of Queue-Free State: 0. 70 0. 94
Step 2 : LT from Major Street WB EB
AConflicting Flows: (vph) 1279 490
Potential Capacity: (pcph) 421 1001
Movement Capacity: (pcph) 421 1001
Prob. of Queue-Free State: 0. 69 0. 98
vi
Step 3 : TH from Minor Street NB SB
Conflicting Flows: (vph) 1894 1888
Potential Capacity: (pcph) 111 111
Capacity Adjustment Factor
1 due to Impeding Movements 0. 68 0. 68
Movement Capacity: (pcph) 76 76
Prob. of Queue-Free State: 0. 99 0. 97
IStep 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1904 1876
-
Potential Capacity: (pcph) 84 87
Major LT, Minor TH
Impedance Factor: 0. 66 0. 67
Adjusted Impedance Factor: 0. 74 0. 75
_. Capacity Adjustment Factor
due to Impeding Movements 0. 70 0. 52
Movement Capacity: (pcph) 58 46
Intersection Performance Summary
-
Avg. 95%
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
-
NB L 13 58 79. 8 0. 8 F
NB T 1 76 > 12 . 6
NB R 195 656 > 631 8 . 3 1. 5 B
-
SB L 23 46 150. 7 2 . 3 F
SB T 2 76 > 53 . 3
SB R 46 793 > 569 6 . 9 0. 2 B
EB L 17 1001 3 . 7 0. 0 A 0. 0
WB L 129 421 12 . 3 1. 5 C 2 . 4
- Intersection Delay = 3 . 4 sec/veh
94
RANGELINE ROAD
MEDICAL DRIVE
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : RANGELINE ROAD & MEDICAL DRIVE (10)
DATE : SEPTEMBER 17, 1996
PEAK HOUR DATA
I I 1 I
- AM PEAK OFF PEAK PM PEAK
HR BEGIN 11:30 AM HR BEGIN 4:45 PM
L T R TOT L T R TOT L T R TOT
-
NORTHBOUND 25 747 99 871 32 917 96 1045
EASTBOUND 57 47 25 129 71 32 29 132
SOUTHBOUND 136 659 45 840 69 874 30 973
WESTBOUND 124 38 122 284 112 21 90 223
HOUR SUMMARY
HOUR NB SB NB+SB EB WB EB+WB TOTAL
- AM -
11-12 720 765 1485 86 242 328 1813
- PM -
12- 1 822 843 1665 139 258 397 2062
4- 5 910 857 1767 112 240 352 2119
5- 6 1052 965 2017 140 189 329 2346
6- 7 725 733 1458 92 116 208 1666
-
7- 8 441 656 1097 79 53 132 1229
TOTAL 4670 4819 9489 648 1098 1746 11235
41. 6% 42 . 9% 84 .5% 5. 8% 9 . 8% 15. 5% 100 . 0%
- OFF PEAK VOLUMES -
15-MIN 258 237 51 87
HOUR 871 843 139 284
- PHF 0. 84 0. 89 0. 68 0. 82
- PM PEAK VOLUMES -
15-MIN 305 288 41 67
-
HOUR 1052 973 140 245
PHF 0. 86 0. 84 0. 85 0. 91
96
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : RANGELINE ROAD & MEDICAL DRIVE (10)
DATE : SEPTEMBER 17, 1996
IDIRECTION OF TRAVEL : SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
IPASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 101 2 103 594 31 625 36 1 37 731 34 765
r PM
12- 1 111 2 113 636 48 684 45 1 46 792 51 843
4- 5 62 1 63 730 24 754 39 1 40 831 26 857
5- 6 59 1 60 857 16 873 32 0 32 948 17 965
r6- 7 34 0 34 655 11 666 33 0 33 722 11 733
7- 8 34 0 34 570 22 592 30 0 30 634 22 656
PASSENGER 401 4042 215 4658
1 98 . 5% 96. 4% 98 . 6% 96 . 7%
TRUCK 6 152 3 161
r 1. 5% 3 . 6% 1. 4% 3 . 3%
BOTH 407 4194 218 4819
8 . 4% 87 . 0% 4 . 5% 100 . 0%
I
DIRECTION OF TRAVEL : WESTBOUND
r HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
r 11-12 101 5 106 31 0 31 99 6 105 231 11 242
PM
12- 1 117 4 121 41 0 41 92 4 96 250 8 258
r 4- 5 120 2 122 27 0 27 87 4 91 234 6 240
5- 6 86 0 86 22 0 22 81 0 81 189 0 189
6- 7 51 0 51 15 0 15 50 0 50 116 0 116
7- 8 23 0 23 2 0 2 28 0 28 53 0 53
-
PASSENGER 498 138 437 1073
97 . 8% 100. 0% 96. 9% 97 . 7%
I TRUCK 11 0 14 25
2 . 2% 0. 0% 3 . 1% 2 . 3%
- BOTH 509 138 451 1098
46. 4% 12 . 6% 41. 1% 100. 0%
r
97
A & F ENGINEERING CO. , INC.
TRAFFIC VOLUME SUMMARY
CLIENT : THE LINDER COMPANY
LOCATION : RANGELINE ROAD & MEDICAL DRIVE (10)
DATE : SEPTEMBER 17, 1996
- DIRECTION OF TRAVEL : NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
11-12 24 0 24 555 43 598 91 7 98 670 50 720
PM
12- 1 22 0 22 681 29 710 86 4 90 789 33 822
4- 5 23 2 25 739 38 777 107 1 108 869 41 910
5- 6 27 0 27 914 26 940 85 0 85 1026 26 1052
- 6- 7 19 0 19 637 11 648 56 2 58 712 13 725
7- 8 18 0 18 384 3 387 35 1 36 437 4 441
PASSENGER 133 3910 460 4503
98 . 5% 96. 3% 96. 8% 96. 4%
TRUCK 2 150 15 167
1. 5% 3 . 7% 3 . 2% 3 . 6%
BOTH 135 4060 475 4670
2 . 9% 86. 9% 10. 2% 100. 0%
DIRECTION OF TRAVEL : EASTBOUND
- HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
- 11-12 39 2 41 26 0 26 19 0 19 84 2 86
PM
12- 1 65 0 65 41 0 41 33 0 33 139 0 139
4- 5 56 0 56 32 0 32 24 0 24 112 0 112
-
5- 6 73 0 73 31 1 32 35 0 35 139 1 140
6- 7 36 0 36 32 0 32 24 0 24 92 0 92
7- 8 41 0 41 15 0 15 23 0 23 79 0 79
PASSENGER 310 177 158 645
99 . 4% 99 .4% 100. 0% 99 . 5%
- TRUCK 2 1 0 3
0 . 6% 0. 6% 0 . 0% 0. 5%
BOTH 312 178 158 648
- 48 . 1% 27 . 5% 24 . 4% 100. 0%
98
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-18-1996
A & F ENGINEERING CO. , INC.
Streets: (E-W) MEDICAL DRIVE (N-S) RANGELINE ROAD (10)
Analyst: KAS File Name: LC10NS1.HC9
Area Type: Other 9-18-96 NOON PK
Comment: EXTG TRAF VOLS & EXTG COND (SCENARIO 1)
Eastbound Westbound Northbound Southbound
- L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes > 1 < > 1 < 1 2 < 1 2 <
Volumes 57 47 25 124 38 122 25 747 99 136 659 45
- Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vols 6 30 25 11
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
_ Thru * Thru *
Right * Right *
Peds Peds
WB Left * SB Left *
- Thru * Thru *
Right * Right *
Peds Peds
NB Right EB Right
- SB Right WB Right
Green 18 . OA Green 34 . OA
Yellow/AR 4 . 0 Yellow/AR 4 . 0
Cycle Length: 60 secs Phase combination order: #1 #5
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 384 1213 0. 336 0. 317 10. 3 B 10. 3 B
WB LTR 402 1270 0. 664 0. 317 14 . 3 B 14 . 3 B
- NB L 250 428 0. 104 0. 583 3 . 6 A 4 . 5 A
TR 2144 3675 0. 423 0.583 4 . 6 A
SB L 176 301 0. 814 0. 583 22 . 9 C 7 . 2 B
TR 2158 3699 0. 355 0. 583 4 . 3 A
i Intersection Delay = 7 . 1 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0. 761
I
I
I
I
99
i
I
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-19-1996
A & F ENGINEERING CO. , INC.
Streets: (E-W) MEDICAL DRIVE (N-S) RANGELINE ROAD (10)
Analyst: KAS File Name: LC10NS2 .HC9
- Area Type: Other 9-18-96 NOON PK
Comment: EXTG+GEN TRAF VOLS & EXTG COND (SCENARIO 2)
Eastbound Westbound Northbound Southbound
- L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes > 1 < > 1 < 1 2 < 1 2 <
Volumes 57 48 25 128 39 127 25 747 99 141 659 45
- Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vols 6 32 25 11
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
- Thru * Thru *
Right * Right *
Peds Peds
WB Left * SB Left *
- Thru * Thru *
Right * Right *
Peds Peds
NB Right EB Right
- SB Right WB Right
Green 17 . 5A Green 34 . 5A
Yellow/AR 4 . 0 Yellow/AR 4 . 0
Cycle Length: 60 secs Phase combination order: #1 #5
-
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 372 1207 0. 352 0. 308 10 . 6 B 10 . 6 B
WB LTR 389 1261 0. 710 0. 308 15 . 9 C 15. 9 C
- NB L 254 430 0 . 102 0. 592 3 . 4 A 4 . 3 A
TR 2174 3675 0. 417 0. 592 4 . 4 A
SB L 180 304 0. 823 0. 592 23 . 4 C 7 . 2 B
TR 2189 3699 0 . 350 0. 592 4 . 1 A
-
Intersection Delay = 7 . 3 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0 . 784
_ 100
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 09-18-1996
- A & F ENGINEERING CO. , INC.
Streets: (E-W) MEDICAL DRIVE (N-S) RANGELINE ROAD (10)
Analyst: KAS File Name: LC10PMS1.HC9
Area Type: Other 9-18-96 PM PEAK
Comment: EXTG TRAF VOLS & EXTG COND (SCENARIO 1)
Eastbound Westbound Northbound Southbound
- L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes > 1 < > 1 < 1 2 < 1 2 <
Volumes 71 32 29 112 21 90 32 917 96 69 874 30
- Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vols 7 22 24 7
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
"- Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left * NB Left *
_ Thru * Thru *
Right * Right *
Peds Peds
WB Left * SB Left *
_ Thru * Thru *
Right * Right *
Peds Peds
NB Right EB Right
- SB Right WB Right
Green 22 . OA Green 30 . OA
Yellow/AR 4 . 0 Yellow/AR 4 . 0
Cycle Length: 60 secs Phase combination order: #1 #5
-
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 442 1153 0. 301 0. 383 8 . 5 B 8 . 5 B
WB LTR 463 1209 0.457 0. 383 9 . 5 B 9 . 5 B
- NB L 124 240 0.274 0. 517 5. 6 B 6. 7 B
TR 1904 3685 0. 574 0. 517 6. 8 B
SB L 124 240 0. 589 0. 517 11. 5 B 6. 7 B
TR 1917 3711 0. 517 0. 517 6 . 4 B
- Intersection Delay = 7 . 0 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6. 0 sec Critical v/c (x) = 0. 533
101
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c
A & F ENGINEERING CO. , INC. 09-19-1996
Streets: (E-W) MEDICAL DRIVE (N-S) RANGELINE ROAD (10)
Analyst: KAS File Name: LC10PMS2 .HC9
Area Type: Other 9-18-96 PM PEAK
Comment: EXTG+GEN TRAF VOLS & EXTG COND (SCENARIO 2)
Eastbound Westbound Northbound Southbound
_ -L- -T R L T R L T R L T R
--- ---- ---- ---- ----
No. Lanes > 1 < > 1 < -1-- -2--<---- -1-- -2--<----
Volumes 71 32 29 116 22 95 32 917 96 74 874 30
Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vols 7 24 24
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
Phase Combination 1 2 Signal Operations
EB Left * 3 4 NB Left *5 6 7 8
Thru
' Right * Thru
Peds Right
WB Left * Peds
Thru * SB Left
Right * Thru *
Right *
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green 22 . OA Green 30. OA
Yellow/AR 4 . 0 Yellow/AR 4 . 0
Cycle Length: 60 secs Phase combination order: #1 #5
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C A roach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
EB LTR 437 1139 0. 305 0. 383 8 . 5 B 8 . 5 B
WB LTR 462 1206 0. 476 0. 383 9 . 6 B 9 . 6 B
NB L 124 240 0. 274 0. 517 5 . 6 B 6. 7 B
TR 1904 3685 0. 574 0. 517 6. 8 B
SB L 124 240 0. 629 0. 517 13 . 3 B 6 . 9 B
TR 1917 3711 0. 517 0. 517 6. 4 B
Intersection Delay = 7 . 1 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 6. 0 sec Critical v/c(x) = 0. 564
102