HomeMy WebLinkAboutP2186-Traffic-Study-Report-9-29-2022Traffic StudyTraffic StudyTraffic StudyTraffic Study
The Middle The Middle The Middle The Middle
Proposed MixedProposed MixedProposed MixedProposed Mixed----Use DevelopmentUse DevelopmentUse DevelopmentUse Development
prepared for:
Joe White & Associates, Inc.
Rodney Parham Road and
and Anderson Drive
Little Rock, Arkansas
September 29, 2022
Project No.: P-2186
TABLE OF CONTENTS
Section Page
Introduction 1
The Site 3
Existing Traffic Conditions 6
Trip Generation & Site Traffic Projections 8
Traffic Volume Assignments 10
Capacity and Level of Service 14
Summary of Findings 19
APPENDIX
Site Plan
Trip Generation Data
Vehicle Turning Movement Count Data
Capacity and Level of Service Calculations
Page 1
Peters & Associates Engineers, Inc., has conducted a traffic en-
gineering study relating to an office park development (The Mid-
dle) along the south side of Cantrell Road (Highway 10), on the
east side of Rodney Parham Road and on the north side of Sys-
tematics Road in Little Rock, Arkansas. The main points of ac-
cess to serve the site are proposed to be the existing Anderson
Drive, Systematics Drive (via Kent Drive) plus a new access
drive (Drive A) to serve the site with each of these intersecting
Rodney Parham Road in the immediate vicinity of the site. The
site is proposed to be a mixed-use development consisting of
commercial and office land uses. A copy of the site plan is in
included in the Appendix of this report.
This is a report of methodology and findings relating to a traffic
engineering study undertaken to:
• Evaluate existing traffic conditions in the vicinity of the site.
• Determine projected traffic volumes entering and exiting the
proposed development at the nearby study intersections and
the new access drive intersection proposed to serve the site.
• Identify the effects on traffic operations for existing traffic in
combination with site-generated traffic associated with the
development of the site as proposed with 10-year back-
ground traffic volume growth at a rate of 3 percent per year
for 10 years (per City of Little Rock request).
• Evaluate traffic operations for the following conditions:
ο Existing traffic conditions.
ο Projected full build-out 10-year traffic conditions to
include full-build of the site development plus 10-year
background traffic volume growth.
• Evaluate traffic operations for the study intersections and
make recommendations for improvements which may be
necessary and appropriate for acceptable traffic operations
for the projected traffic conditions.
INTRODUCTION
Page 2
In the following sections of this traffic study report are traf-
fic data, study methods, findings and recommendations.
The study is technical in nature. Analysis techniques em-
ployed are those most commonly used in the traffic engi-
neering profession for traffic impact analysis. Certain data
and calculations relative to traffic operational analysis are
referenced in the report. Complete calculations and data are
included in the Appendix of the report.
Page 3
THE SITE The location of The Middle development is within the city
limits of Little Rock, Arkansas along the south side of
Cantrell Road (Highway 10), on the east side of Rodney Par-
ham Road and on the north side of Systematics Road. The
site is just west of I-430.
The proposed development site location and vicinity are
shown on Figures 1 and 2, which follow.
The main points of access to serve the site are proposed to
be the existing Anderson Drive, Systematics Drive (via Kent
Drive) plus a new access drive (Drive A) to serve the site
with each of these intersecting Rodney Parham Road in the
immediate vicinity of the site.
N
Figure 1 – Vicinity Map
SITE
SITE
Page 4
The following photos show the general layout of the study
intersections of Rodney Parham Road and Anderson Drive
and Rodney Parham Road and Systematics Road. Photos
were taken at locations as indicated on the captions.
Figure 2 – Site Location Map
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Rodney Parham Road S I T E
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Anderson Drive Kent
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Page 5
Rodney Parham Road and Systematics Road / Access Drive Rodney Parham S
y
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A
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Rodney Parham Road and Anderson Drive / Access Drive
R odney Parham R oad Anderson Drive N Ac
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Page 6
Traffic count data collected as a part of this study include
AM and PM peak hours vehicle turning movement counts at
the following intersections:
ο Rodney Parham Road and Anderson Drive.
ο Rodney Parham Road and Systematics Road.
The AM and PM peak hours vehicle turning movement
counts made as a part of this study are shown on Figure 3A,
"Existing Traffic Volumes - AM Peak Hour,” and Figure 3B,
"Existing Traffic Volumes - PM Peak Hour.” The peak hours
vehicle turning movement count data for these intersections
are presented in more detail in the Appendix of this report.
EXISTING TRAFFIC
CONDITIONS
Page 7
Figure 3A
Existing Traffic Volumes
AM Peak Hour
Figure 3B
Existing Traffic Volumes
PM Peak Hour
N
N
Page 8
The Trip Generation, an Informational Report, published by
the Institute of Transportation Engineers (ITE) and The Trip
Generation Manual 10th Edition, 2017, were utilized in cal-
culating the magnitude of traffic volumes expected to be
generated by the proposed land uses of this development.
These are reliable sources for this information and are com-
monly used in the traffic engineering profession.
Using the selected trip generation rates, calculations were
made as a part of this study to provide a reliable estimate of
traffic volumes that can be expected to be associated with
the proposed development. These calculations entail apply-
ing the appropriate trip-generation rates to the land uses
proposed or assumed for the development. Results of these
calculations are summarized on Table 1, “Summary of Trip-
Generation.”
These calculations indicate that approximately 4,904 vehicle
trips (combined in and out) per average weekday are pro-
jected to be generated by the proposed development land
uses on this site. Of this total, approximately 302 vehicle
trips are estimated during the traffic conditions of the AM
peak hour and approximately 425 vehicle trips are estimated
during the traffic conditions of the PM peak hour.
The data for these land uses for have been adjusted for
“internal trip capture” (i.e. multi-purpose trips within the site
as opposed to new trips for each site land use) which was
calculated using ITE Trip Generation Manual 9th Edition,
2014 (the 10th Edition does not provide internal trip capture
information) and a copy of the output is included in the Ap-
pendix of this report.
TRIP GENERATION and
SITE TRAFFIC
PROJECTIONS
Page 9
Table 1 – Summary of Trip-Generation
24-HOUR
TWO-WAY PEAK HOUR PEAK HOUR
ASSUMED APPROXIMATE ITE WEEKDAY VOLUME VOLUME
LAND USE SIZE CODE VOLUME ENTER EXIT ENTER EXIT
Retail Commercial 12,000 Sq. Ft. 820 453 7 4 22 24
Furniture Store 4,700 Sq. Ft. 890 30 1 0 1 1
General Office 35,000 Sq. Ft. 710 341 35 6 6 34
Medical Office 35,000 Sq. Ft. 720 1,218 76 21 34 87
Fast-Casual Restaurant with Drive-Thru 2,500 Sq. Ft. 940 1,198 48 49 23 25
High-Turnover Sit-Down Restaurant 3,000 Sq. Ft. 932 337 16 14 18 11
Bank with Drive-Thru 7,000 Sq. Ft. 912 700 39 28 71 72
Hotel 75 Rooms 310 627 21 14 23 22
4,904 243 136 198 276
-39 -38 -19 -30
204 98 179 246
425TOTAL ENTERING + EXITING
*INTERNAL TRIP CAPTURE
302
UNADJUSTED TOTAL DRIVEWAY VOLUMES
AM
ADJUSTED DRIVEWAY VOLUMES
PM
Page 10
TRAFFIC VOLUME
ASSIGNMENTS
Once projected traffic was estimated for the site, directional
distributions were made to reflect the percent of anticipated
thru, left and right-turns at the study intersections. Directional
splits and proposed street assignments at the study intersec-
tions were made based on existing traffic patterns, transporta-
tion network, and expected regional use. Directional distribu-
tion percentages used in this study are shown on Figure 4,
“Directional Distribution - Site Traffic.”
The directional distribution percentages for site traffic have
been equated to percentage turns for each movement at the
study intersections. The site-generated traffic volumes result
from applying the directional distribution percentages to the
corresponding projected site-generated traffic volumes summa-
rized on Table 1.
There are nearby I-430 and Cantrell Road interchange im-
provements by Arkansas Department of Transportation
(ARDOT) just north of the site under construction. Projected
future traffic volumes were not found on the ARDOT improve-
ment plans for this section of Rodney Parham Road. Therefore,
it was requested by the City to include 10-years background
traffic volume growth at a compounded rate of 3 percent per
year for projected volumes included in this study.
The site-generated traffic volumes and corresponding existing
background traffic volumes shown on Figures 3A and 3B have
been combined (plus ten-years background traffic volume
growth) and the results are depicted on Figure 5A, “Projected
10-Year Traffic Volumes - AM Peak Hour,” and Figure 5B,
“Projected 10-Year Traffic Volumes - PM Peak Hour.”
Traffic volumes shown on Figures 3A, 3B, 5A and 5B are the
values used in capacity and level of service calculations con-
ducted as a part of this study. The effect of existing back-
ground traffic (i.e. the adjacent street non-site traffic which
exists) and projected traffic associated with the site develop-
ment as well as background growth has thus been accounted
for in this analysis.
Page 11
N
Rodney Parham Road S I T E Sy
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R
o
a
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Anderson Drive Kent
Dr
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Figure 4
Directional Distribution - Site Traffic
5 0 % E X IT 50% ENTER 50% EXIT 5 0 % E N TE R
Page 12
Figure 5A
Projected 10-Year Traffic Volumes
AM Peak Hour
N
Page 13
N
Figure 5B
Projected 10-Year Traffic Conditions
PM Peak Hour
Page 14
CAPACITY and
LEVEL OF SERVICE
Generally, the "capacity" of a street is a measure of its abil-
ity to accommodate a certain magnitude of moving vehicles.
It is a rate as opposed to a quantity, measured in terms of
vehicles per hour. More specifically, street capacity refers to
the maximum number of vehicles that a street element (e.g.
an intersection) can be expected to accommodate in a given
time period under the prevailing roadway and traffic condi-
tions.
Traffic operational analysis for the study intersections were
evaluated based on the methodologies outlined in the High-
way Capacity Manual, 2010 Edition, published by the Trans-
portation Research Board. The operating conditions at an
intersection are graded by the “level of service” experienced
by drivers. Level of service (LOS) describes the quality of
traffic operating conditions and is rated from “A” to “F”. LOS
“A” represents the most desirable condition with free-flow
movement of traffic with minimal delays. LOS “F” generally
excessive delays to motorists. Intermediate grades of B, C,
D, and E reflect incremental increases in the average delay
per stopped vehicle. Delay is measured in seconds per vehi-
cle. The table below shows the upper limit of delay associ-
ated with each level of service for signalized and un-
signalized intersections.
Intersection Level of Service Delay Thresholds
Level of Service
(LOS) Signalized Un-Signalized
A < 10 Seconds < 10 Seconds
B < 20 Seconds < 15 Seconds
C < 35 Seconds < 25 Seconds
D < 55 Seconds < 35 Seconds
E < 80 Seconds < 50 Seconds
F ≥ 80 Seconds ≥ 50 Seconds
Page 15
The LOS rating deemed acceptable varies by community,
facility type and traffic control device. The study intersec-
tions were evaluated using the Synchro analysis software
package based on Highway Capacity Manual methods. This
computer program has been proven to be reliable when
used to analyze capacity and levels of traffic service under
various operating conditions. Detailed results for all capacity
calculations are included in the Appendix. The adjacent
street weekday AM and PM peak traffic periods were used
for these calculations. Factors included in the analysis are as
follows:
• Existing traffic volumes and patterns.
• Directional distribution of projected traffic volumes.
• Existing and proposed intersection geometry (including
elements such as turn lanes, curb radii, etc.).
• Existing background traffic volumes and projected site-
generated volumes for projected traffic conditions.
• 10-year background traffic volume growth.
• Existing or proposed traffic control.
Page 16
CAPACITY ANALYSIS
Level of Service Analysis Results
Existing Traffic Conditions
Capacity and level of service analysis was performed for ex-
isting traffic volumes, lane geometry and traffic control for
the AM and PM peak hours for the following study intersec-
tions:
ο Rodney Parham Road and Anderson Drive.
ο Rodney Parham Road and Systematics Road.
As indicated in Table 3, “Level of Service Summary – Exist-
ing Traffic Conditions,” all vehicle movements at the study
intersections currently operate at what calculates as an ac-
ceptable LOS “B” or better for existing traffic conditions for
the AM and PM peak hours.
Traffic volumes and existing lane geometry used for this
analysis are shown on Figure 3A, "Existing Traffic Volumes -
AM Peak Hour,” and Figure 3B, "Existing Traffic Volumes -
PM Peak Hour.”
Page 17
Projected 10-Year Traffic Conditions
Capacity and LOS analysis was performed for projected traf-
fic conditions at initial completion of the proposed develop-
ment plus 10-years background traffic volume growth for
the AM and PM peak hours for the following intersections:
ο Rodney Parham Road and Anderson Drive.
ο Rodney Parham Road and Systematics Road.
ο Rodney Parham Road and Drive A.
Traffic volumes and lane geometry used for projected traffic
conditions are shown on Figure 5A, “Projected 10-Year Traf-
fic Volumes - AM Peak Hour,” and Figure 5B, “Projected 10-
Year Traffic Volumes - PM Peak Hour.” The operating condi-
tions projected to exist at the study intersections are sum-
marized in Table 4, “Level of Service Summary - Projected
10-Year Traffic Conditions.”
As indicated in Table 4, for projected 10-year traffic condi-
tions, all vehicle movements at the study intersections are
expected to operate at what calculates as an acceptable LOS
“D” or better for the AM and PM peak hours. Additionally,
the overall LOS at the traffic signal-controlled intersection of
Rodney Parham Road and Systematics Drive is expected to
operate at LOS “B” for the AM and PM peak hours.
For these projected traffic conditions, analysis was con-
ducted with existing lane geometry and traffic control at the
study intersections plus Drive A assumed to be full-
directional and to consist of one inbound lane and one out-
bound lane.
Page 18 Table 4 - Level of Service Summary - Projected Traffic Conditions Table 3 - Level of Service Summary - Existing Traffic Conditions Southeastbound Left-TurnEastbound ThruEastbound Right-TurnNorthwestbound Left-TurnWestbound ThruWestbound Right-TurnNortheastbound Left-TurnNorthbound ThruNorthbound Right-TurnSouthwest bound Left-TurnSouthbound ThruSouthbound Right-TurnOverall IntersectionINTERSECTION PEAK HRAMA A An/a0.8PMA A An/a1.6AMA B A BA7.9PMA B B BA7.8BBA AAvg. Control Delay Seconds / VehicleAEXISTING TRAFFIC CONDITIONSTraffic ControlPEAK HOUR - LEVEL OF SERVICERodney Parham Road and Anderson DriveABAAASIGNALAATWO-WAY "STOP" SIGNRodney Parham Road and Systematics RoadAAAASoutheastbound Left-TurnEastbound ThruEastbound Right-TurnNorthwestbound Left-TurnWestbound ThruWestbound Right-TurnNortheastbound Left-TurnNorthbound ThruNorthbound Right-TurnSouthwest bound Left-TurnSouthbound ThruSouthbound Right-TurnOverall IntersectionINTERSECTION PEAK HRAMD A Cn/a1.9PMC A An/a3.2AMA C B CB13.6PMA B B BB10.4AMB B A An/a0.9PMB B A An/a1.6ONE-WAY "STOP" SIGNAAA B A AB B ARodney Parham Road and Drive AAA B AAvg. Control Delay Seconds / VehiclePEAK HOUR - LEVEL OF SERVICERodney Parham Road and Anderson DriveTWO-WAY "STOP" SIGNA B ACBRodney Parham Road and Systematics RoadSIGNAL PROJECTED TRAFFIC CONDITIONSTraffic Control
Page 19
SUMMARY OF
FINDINGS
Findings of this study are summarized as follows:
• Capacity and level of service analysis was performed for existing
traffic volumes, lane geometry and traffic control for the AM and
PM peak hours for the study intersections. All vehicle movements
at the study intersections currently operate at what calculates as
an acceptable LOS “B” or better for existing traffic conditions for
the AM and PM peak hours.
• For the development as proposed, approximately 4,904 vehicle
trips (combined in and out) per average weekday are projected to
be generated by the proposed development land uses on this site.
Of this total, approximately 302 vehicle trips are estimated during
the traffic conditions of the AM peak hour and approximately 425
vehicle trips are estimated during the traffic conditions of the PM
peak hour.
• Capacity and LOS analysis was performed for projected traffic con-
ditions at initial completion of the proposed development plus 10-
years background traffic volume growth for the AM and PM peak
hours for the study intersections. For projected 10-year traffic con-
ditions, all vehicle movements at the study intersections are ex-
pected to operate at what calculates as an acceptable LOS “D” or
better for the AM and PM peak hours. Additionally, the overall LOS
at the traffic signal-controlled intersection of Rodney Parham Road
and Systematics Drive is expected to operate at LOS “B” for the
AM and PM peak hours. For these projected traffic conditions,
analysis was conducted with existing lane geometry and traffic
control at the study intersections plus Drive A assumed to be full-
directional and to consist of one inbound lane and one outbound
lane
The conclusion of traffic operational findings associated with this study
is that additional traffic expected to be generated by The Middle
mixed-use development can be accommodated by the existing adja-
cent roadways and study intersections with minimal impact to traffic
operations.
APPENDIX
Site Plan
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Trip-Generation Data
ITE TRIP-GENERATION 10TH EDITION
The Middle
Approximately 12,000 Sq. Ft. Retail Shopping Center (ITE 820)
9/8/2022
P2186
Weekday Daily Volume
Weekday AM Peak Hour
of Adjacent Street
Weekday PM Peak Hour
of Adjacent Street
ITE TRIP-GENERATION 10TH EDITION
The Middle
Approximately 4,700 Sq. Ft. Furniture Store (ITE 890)
9/8/2022
P2186
Weekday Daily Volume
Weekday AM Peak Hour
of Adjacent Street
Weekday PM Peak Hour
of Adjacent Street
ITE TRIP-GENERATION 10TH EDITION
The Middle
Approximately 35,000 Sq. General Office (ITE 710)
9/8/2022
P2186
Weekday Daily Volume
Weekday AM Peak Hour
of Adjacent Street
Weekday PM Peak Hour
of Adjacent Street
ITE TRIP-GENERATION 10TH EDITION
The Middle
Approximately 35,000 Sq. Medical Office (ITE 720)
9/8/2022
P2186
Weekday Daily Volume
Weekday AM Peak Hour
of Adjacent Street
Weekday PM Peak Hour
of Adjacent Street
ITE TRIP-GENERATION 10TH EDITION
The Middle
Approximately 2,500 Sq. Ft. Fast Casual Restaurant with Drive-Thru (ITE 940)
9/8/2022
P2186
Weekday Daily Volume
Weekday AM Peak Hour
of Adjacent Street
Weekday PM Peak Hour
of Adjacent Street
N/A
ITE TRIP-GENERATION 10TH EDITION
The Middle
Approximately 3,000 Sq. Ft. Fast High-Turnover Restaurant (ITE 932)
9/8/2022
P2186
Weekday Daily Volume
Weekday AM Peak Hour
of Adjacent Street
Weekday PM Peak Hour
of Adjacent Street
ITE TRIP-GENERATION 10TH EDITION
The Middle
Approximately 7,000 Sq. Ft. Bank with Drive-Thru (ITE 912)
9/8/2022
P2186
Weekday Daily Volume
Weekday AM Peak Hour
of Adjacent Street
Weekday PM Peak Hour
of Adjacent Street
ITE TRIP-GENERATION 10TH EDITION
The Middle
Approximate 75 Room Hotel (ITE 310)
9/8/2022
P2186
Weekday Daily Volume
Weekday AM Peak Hour
of Adjacent Street
Weekday PM Peak Hour
of Adjacent Street
Trip Generation Summary - Full Build
Project:
Alternative:
Open Date:
Analysis Date:
The Middle
The Middle
9/8/2022
9/8/2022
ITE Land Use Enter Exit Enter Exit
Average Daily Trips
Enter Exit TotalTotalTotal
AM Peak Hour of
Adjacent Street Traffic
PM Peak Hour of
Adjacent Street Traffic
820 CENTERSHOPPING 1
12 Gross Leasable Area 1000 SF
4523221257512256256
890 STOREFURNITURE 1
4.7 Gross Floor Area 1000 SF
211101241212
710 OFFICEGENERAL 1
35 Gross Floor Area 1000 SF
5243955748386193193
720 OFFICEMEDICAL 1
35 Gross Floor Area 1000 SF
12590358418661265632633
940 DONUTDT 1
2.5 Gross Floor Area 1000 SF
472423974849
932 RESTAURANTHT 1
3 Gross Floor Area 1000 SF
301218321418381190191
912 BANKDRIVEIN 1
7 Gross Floor Area 1000 SF
17085858537481037518519
310 HOTEL 1
75 Rooms
452223401624613306307
Unadjusted Volume 2111 2107 4218 261 145 406 216 300 516
Internal Capture Trips 0 0 0 42 42 84 29 29 58
0 0 0 0 0 0 9 8 17
2111 2107 4218 219 103 322 178 263 441
Pass-By Trips
Volume Added to Adjacent Streets
Total AM Peak Hour Internal Capture = 21 Percent
Total PM Peak Hour Internal Capture = 11 Percent
1TRIP GENERATION 2014, TRAFFICWARE, LLC
Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012
Vehicle Turning Movement Count Data
Peters & Associates Engineers, Inc.
Peak Hour Turning Movement Count Data
File Name : AM RP S
Site Code : 00000000
Start Date : 08/29/2022
Page No : 1
AM Hour Turning Movement Count Data
Rodney Parham Rd & Systematics Rd
Little Rock, Arkansas
P-2186
Groups Printed- AM Count Data
Rodney Parham Road
From North
Systematics Road
From East
Rodney Parham Road
From South
Access Drive
From West
Start Time Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Int.
Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
07:00 AM 0 13 3 0 16 0 1 0 0 1 11 88 6 0 105 0 0 1 0 1 123
07:15 AM 1 16 1 0 18 0 0 0 0 0 8 88 32 0 128 11 0 3 0 14 160
07:30 AM 4 27 5 0 36 0 0 1 0 1 12 89 48 0 149 49 0 9 0 58 244
07:45 AM 0 15 2 0 17 1 0 3 0 4 30 111 6 0 147 4 0 0 0 4 172
Total 5 71 11 0 87 1 1 4 0 6 61 376 92 0 529 64 0 13 0 77 699
08:00 AM 0 15 6 0 21 1 0 3 0 4 25 102 3 0 130 3 0 1 0 4 159
08:15 AM 0 17 7 0 24 2 0 2 1 5 10 110 3 0 123 0 0 0 0 0 152
08:30 AM 0 21 2 0 23 4 0 1 0 5 5 90 0 0 95 0 0 0 0 0 123
08:45 AM 0 20 6 0 26 0 0 2 0 2 4 81 2 0 87 0 0 0 0 0 115
Total 0 73 21 0 94 7 0 8 1 16 44 383 8 0 435 3 0 1 0 4 549
Grand Total 5 144 32 0 181 8 1 12 1 22 105 759 100 0 964 67 0 14 0 81 1248
Apprch % 2.8 79.6 17.7 0.0 36.4 4.5 54.5 4.5 10.9 78.7 10.4 0.0 82.7 0.0 17.3 0.0
Total % 0.4 11.5 2.6 0.0 14.5 0.6 0.1 1.0 0.1 1.8 8.4 60.8 8.0 0.0 77.2 5.4 0.0 1.1 0.0 6.5
Rodney Parham Road Access Drive Systematics Road Rodney Parham Road
Right
5
Thru
144
Left
32
Peds
0
InOut Total
781 181 962 Right8 Thru1 Left12 Peds1 OutTotalIn137 22 159 Left
100
Thru
759
Right
105
Peds
0
Out TotalIn
223 964 1187 Left14 Thru0 Right67 Peds0 TotalOutIn106 81 187 8/29/2022 7:00:00 AM
8/29/2022 8:45:00 AM
AM Count Data
North
Peters & Associates Engineers, Inc.
Peak Hour Turning Movement Count Data
File Name : AM RP S
Site Code : 00000000
Start Date : 08/29/2022
Page No : 2
AM Hour Turning Movement Count Data
Rodney Parham Rd & Systematics Rd
Little Rock, Arkansas
P-2186
Rodney Parham Road
From North
Systematics Road
From East
Rodney Parham Road
From South
Access Drive
From West
Start Time Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Int.
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection 07:15 AM
Volume 5 73 14 0 92 2 0 7 0 9 75 390 89 0 554 67 0 13 0 80 735
Percent 5.4 79.3 15.2 0.0 22.2 0.0 77.8 0.0 13.5 70.4 16.1 0.0 83.8 0.0 16.3 0.0
07:30
Volume 4 27 5 0 36 0 0 1 0 1 12 89 48 0 149 49 0 9 0 58 244
Peak Factor 0.753
High Int. 07:30 AM 07:45 AM 07:30 AM 07:30 AM
Volume 4 27 5 0 36 1 0 3 0 4 12 89 48 0 149 49 0 9 0 58
Peak Factor 0.639 0.563 0.930 0.345
Rodney Parham Road Access Drive Systematics Road Rodney Parham Road
Right
5
Thru
73
Left
14
Peds
0
InOut Total
405 92 497 Right2 Thru0 Left7 Peds0 OutTotalIn89 9 98 Left
89
Thru
390
Right
75
Peds
0
Out TotalIn
147 554 701 Left13 Thru0 Right67 Peds0 TotalOutIn94 80 174 8/29/2022 7:15:00 AM
8/29/2022 8:00:00 AM
AM Count Data
North
Peters & Associates Engineers, Inc.
Peak Hour Turning Movement Count Data
File Name : PM RP S
Site Code : 00000000
Start Date : 08/23/2022
Page No : 1
PM Hour Turning Movement Count Data
Rodney Parham Rd & Systmatics Rd
Little Rock, Arkansas
P-2186
Groups Printed- PM Count Data
Rodney Parham Road
From North
Systematics Road
From East
Rodney Parham Road
From South
Access Drive
From West
Start Time Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Int.
Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
04:00 PM 0 29 2 0 31 3 0 3 0 6 4 36 2 0 42 3 0 0 0 3 82
04:15 PM 0 32 0 0 32 9 0 2 0 11 3 51 4 0 58 3 0 0 0 3 104
04:30 PM 1 34 1 0 36 9 0 4 0 13 3 45 5 0 53 0 0 1 0 1 103
04:45 PM 0 35 0 0 35 9 0 10 0 19 5 45 8 0 58 3 0 1 0 4 116
Total 1 130 3 0 134 30 0 19 0 49 15 177 19 0 211 9 0 2 0 11 405
05:00 PM 0 37 1 0 38 14 1 11 0 26 4 45 8 0 57 4 0 0 0 4 125
05:15 PM 0 38 0 0 38 6 0 9 0 15 3 68 6 0 77 2 0 1 0 3 133
05:30 PM 0 22 1 0 23 4 0 1 0 5 2 43 5 0 50 2 0 2 0 4 82
05:45 PM 0 17 0 0 17 2 0 2 0 4 4 44 0 0 48 7 0 0 0 7 76
Total 0 114 2 0 116 26 1 23 0 50 13 200 19 0 232 15 0 3 0 18 416
Grand Total 1 244 5 0 250 56 1 42 0 99 28 377 38 0 443 24 0 5 0 29 821
Apprch % 0.4 97.6 2.0 0.0 56.6 1.0 42.4 0.0 6.3 85.1 8.6 0.0 82.8 0.0 17.2 0.0
Total % 0.1 29.7 0.6 0.0 30.5 6.8 0.1 5.1 0.0 12.1 3.4 45.9 4.6 0.0 54.0 2.9 0.0 0.6 0.0 3.5
Rodney Parham Road Access Drive Systematics Road Rodney Parham Road
Right
1
Thru
244
Left
5
Peds
0
InOut Total
438 250 688 Right56 Thru1 Left42 Peds0 OutTotalIn33 99 132 Left
38
Thru
377
Right
28
Peds
0
Out TotalIn
310 443 753 Left5 Thru0 Right24 Peds0 TotalOutIn40 29 69 8/23/2022 4:00:00 PM
8/23/2022 5:45:00 PM
PM Count Data
North
Peters & Associates Engineers, Inc.
Peak Hour Turning Movement Count Data
File Name : PM RP S
Site Code : 00000000
Start Date : 08/23/2022
Page No : 2
PM Hour Turning Movement Count Data
Rodney Parham Rd & Systmatics Rd
Little Rock, Arkansas
P-2186
Rodney Parham Road
From North
Systematics Road
From East
Rodney Parham Road
From South
Access Drive
From West
Start Time Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Int.
Total
Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1
Intersection 04:30 PM
Volume 1 144 2 0 147 38 1 34 0 73 15 203 27 0 245 9 0 3 0 12 477
Percent 0.7 98.0 1.4 0.0 52.1 1.4 46.6 0.0 6.1 82.9 11.0 0.0 75.0 0.0 25.0 0.0
05:15
Volume 0 38 0 0 38 6 0 9 0 15 3 68 6 0 77 2 0 1 0 3 133
Peak Factor 0.897
High Int. 05:00 PM 05:00 PM 05:15 PM 04:45 PM
Volume 0 37 1 0 38 14 1 11 0 26 3 68 6 0 77 3 0 1 0 4
Peak Factor 0.967 0.702 0.795 0.750
Rodney Parham Road Access Drive Systematics Road Rodney Parham Road
Right
1
Thru
144
Left
2
Peds
0
InOut Total
244 147 391 Right38 Thru1 Left34 Peds0 OutTotalIn17 73 90 Left
27
Thru
203
Right
15
Peds
0
Out TotalIn
187 245 432 Left3 Thru0 Right9 Peds0 TotalOutIn29 12 41 8/23/2022 4:30:00 PM
8/23/2022 5:15:00 PM
PM Count Data
North
Peters & Associates Engineers, Inc.
Peak Hour Turning Movement Count Data
File Name : AM RP A
Site Code : 00000000
Start Date : 08/26/2022
Page No : 1
AM Hour Turning Movement Count Data
Rodney Parham Rd & Anderson Dr/Access Dr
Little Rock, Arkansas
P-2186
Groups Printed- AM Count Data
Rodney Parham Road
From North
Anderson Drive
From East
Rodney Parham Road
From South
Access Drive
From West
Start Time Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Int.
Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
07:00 AM 2 18 5 0 25 2 0 1 0 3 4 42 0 0 46 0 0 1 0 1 75
07:15 AM 3 22 5 0 30 3 0 0 0 3 1 84 0 0 85 2 0 5 0 7 125
07:30 AM 4 42 3 0 49 2 0 0 0 2 5 105 0 1 111 3 0 11 0 14 176
07:45 AM 2 18 3 0 23 1 0 0 0 1 9 112 3 0 124 4 0 1 0 5 153
Total 11 100 16 0 127 8 0 1 0 9 19 343 3 1 366 9 0 18 0 27 529
08:00 AM 1 16 7 0 24 2 0 0 0 2 11 106 1 0 118 0 0 0 0 0 144
08:15 AM 0 17 6 0 23 3 0 0 0 3 16 95 2 0 113 0 0 0 0 0 139
08:30 AM 0 20 4 0 24 2 0 0 0 2 8 89 1 0 98 2 0 1 0 3 127
08:45 AM 0 19 2 0 21 1 0 0 0 1 8 79 0 0 87 1 0 0 0 1 110
Total 1 72 19 0 92 8 0 0 0 8 43 369 4 0 416 3 0 1 0 4 520
Grand Total 12 172 35 0 219 16 0 1 0 17 62 712 7 1 782 12 0 19 0 31 1049
Apprch % 5.5 78.5 16.0 0.0 94.1 0.0 5.9 0.0 7.9 91.0 0.9 0.1 38.7 0.0 61.3 0.0
Total % 1.1 16.4 3.3 0.0 20.9 1.5 0.0 0.1 0.0 1.6 5.9 67.9 0.7 0.1 74.5 1.1 0.0 1.8 0.0 3.0
Rodney Parham Road Access Drive Anderson Drive Rodney Parham Road
Right
12
Thru
172
Left
35
Peds
0
InOut Total
747 219 966 Right16 Thru0 Left1 Peds0 OutTotalIn97 17 114 Left
7
Thru
712
Right
62
Peds
1
Out TotalIn
185 782 967 Left19 Thru0 Right12 Peds0 TotalOutIn19 31 50 8/26/2022 7:00:00 AM
8/26/2022 8:45:00 AM
AM Count Data
North
Peters & Associates Engineers, Inc.
Peak Hour Turning Movement Count Data
File Name : AM RP A
Site Code : 00000000
Start Date : 08/26/2022
Page No : 2
AM Hour Turning Movement Count Data
Rodney Parham Rd & Anderson Dr/Access Dr
Little Rock, Arkansas
P-2186
Rodney Parham Road
From North
Anderson Drive
From East
Rodney Parham Road
From South
Access Drive
From West
Start Time Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Int.
Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection 07:30 AM
Volume 7 93 19 0 119 8 0 0 0 8 41 418 6 1 466 7 0 12 0 19 612
Percent 5.9 78.2 16.0 0.0
100.
0 0.0 0.0 0.0 8.8 89.7 1.3 0.2 36.8 0.0 63.2 0.0
07:30
Volume 4 42 3 0 49 2 0 0 0 2 5 105 0 1 111 3 0 11 0 14 176
Peak Factor 0.869
High Int. 07:30 AM 08:15 AM 07:45 AM 07:30 AM
Volume 4 42 3 0 49 3 0 0 0 3 9 112 3 0 124 3 0 11 0 14
Peak Factor 0.607 0.667 0.940 0.339
Rodney Parham Road Access Drive Anderson Drive Rodney Parham Road
Right
7
Thru
93
Left
19
Peds
0
InOut Total
438 119 557 Right8 Thru0 Left0 Peds0 OutTotalIn60 8 68 Left
6
Thru
418
Right
41
Peds
1
Out TotalIn
100 466 566 Left12 Thru0 Right7 Peds0 TotalOutIn13 19 32 8/26/2022 7:30:00 AM
8/26/2022 8:15:00 AM
AM Count Data
North
Peters & Associates Engineers, Inc.
Peak Hour Turning Movement Count Data
File Name : PM RP A
Site Code : 00000000
Start Date : 08/24/2022
Page No : 1
PM Hour Turning Movement Count Data
Rodney Parham Rd & Anderson Dr/Access Dr
Little Rock, Arkansas
P-2186
Groups Printed- PM Count Data
Rodney Parham Road
From North
Anderson Drive
From East
Rodney Parham Road
From South
Access Drive
From West
Start Time Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Int.
Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
04:00 PM 0 0 0 0 0 0 1 0 0 1 1 5 0 0 6 0 0 0 0 0 7
04:15 PM 0 27 5 0 32 12 0 4 0 16 1 72 0 0 73 2 0 0 0 2 123
04:30 PM 0 37 1 0 38 8 0 3 1 12 3 66 1 0 70 1 0 3 0 4 124
04:45 PM 0 19 1 0 20 9 1 4 0 14 0 61 1 0 62 0 0 0 0 0 96
Total 0 83 7 0 90 29 2 11 1 43 5 204 2 0 211 3 0 3 0 6 350
05:00 PM 2 28 1 0 31 10 0 6 0 16 0 51 0 0 51 1 0 0 0 1 99
05:15 PM 0 23 0 0 23 4 1 3 0 8 2 55 1 0 58 1 0 1 0 2 91
05:30 PM 1 16 0 0 17 5 0 2 0 7 0 64 0 0 64 0 0 1 0 1 89
05:45 PM 0 15 1 0 16 3 0 1 0 4 0 35 1 0 36 0 0 0 0 0 56
Total 3 82 2 0 87 22 1 12 0 35 2 205 2 0 209 2 0 2 0 4 335
Grand Total 3 165 9 0 177 51 3 23 1 78 7 409 4 0 420 5 0 5 0 10 685
Apprch % 1.7 93.2 5.1 0.0 65.4 3.8 29.5 1.3 1.7 97.4 1.0 0.0 50.0 0.0 50.0 0.0
Total % 0.4 24.1 1.3 0.0 25.8 7.4 0.4 3.4 0.1 11.4 1.0 59.7 0.6 0.0 61.3 0.7 0.0 0.7 0.0 1.5
Rodney Parham Road Access Drive Anderson Drive Rodney Parham Road
Right
3
Thru
165
Left
9
Peds
0
InOut Total
465 177 642 Right51 Thru3 Left23 Peds1 OutTotalIn16 78 94 Left
4
Thru
409
Right
7
Peds
0
Out TotalIn
193 420 613 Left5 Thru0 Right5 Peds0 TotalOutIn10 10 20 8/24/2022 4:00:00 PM
8/24/2022 5:45:00 PM
PM Count Data
North
Peters & Associates Engineers, Inc.
Peak Hour Turning Movement Count Data
File Name : PM RP A
Site Code : 00000000
Start Date : 08/24/2022
Page No : 2
PM Hour Turning Movement Count Data
Rodney Parham Rd & Anderson Dr/Access Dr
Little Rock, Arkansas
P-2186
Rodney Parham Road
From North
Anderson Drive
From East
Rodney Parham Road
From South
Access Drive
From West
Start Time Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Righ
t Thru Left
Ped
s
App.
Total
Int.
Total
Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1
Intersection 04:15 PM
Volume 2 111 8 0 121 39 1 17 1 58 4 250 2 0 256 4 0 3 0 7 442
Percent 1.7 91.7 6.6 0.0 67.2 1.7 29.3 1.7 1.6 97.7 0.8 0.0 57.1 0.0 42.9 0.0
04:30
Volume 0 37 1 0 38 8 0 3 1 12 3 66 1 0 70 1 0 3 0 4 124
Peak Factor 0.891
High Int. 04:30 PM 04:15 PM 04:15 PM 04:30 PM
Volume 0 37 1 0 38 12 0 4 0 16 1 72 0 0 73 1 0 3 0 4
Peak Factor 0.796 0.906 0.877 0.438
Rodney Parham Road Access Drive Anderson Drive Rodney Parham Road
Right
2
Thru
111
Left
8
Peds
0
InOut Total
292 121 413 Right39 Thru1 Left17 Peds1 OutTotalIn12 58 70 Left
2
Thru
250
Right
4
Peds
0
Out TotalIn
132 256 388 Left3 Thru0 Right4 Peds0 TotalOutIn5 7 12 8/24/2022 4:15:00 PM
8/24/2022 5:00:00 PM
PM Count Data
North
Capacity & Level of Service Calculations
P2186 Existing AM
641841A
n
d
ers
o
n D
riv
e
0
0
8
1
2
0
7 Rodney Parham Road199378939075Systematics Road7021
3
06
7 14735
P2186 Existing AM Rodney Parham Road at Anderson Drive
Page 1
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Lane Configurations
Traffic Volume (veh/h) 12 0700864184119937
Future Volume (Veh/h) 12 0700864184119937
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 13 08009745445211018
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 443
pX, platoon unblocked 0.95 0.95 0.95 0.95 0.95 0.95
vC, conflicting volume 397 660 54 591 642 250 109 499
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 249 527 54 454 507 93 109 357
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 98 100 99 100 100 99 100 98
cM capacity (veh/h) 630 420 1001 451 431 895 1479 1134
Direction, Lane # SE 1 NW 1 NW 2 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3
Volume Total 21 0 9 7 303 196 21 67 42
Volume Left 13 007002100
Volume Right 8090045008
cSH 733 1700 895 1479 1700 1700 1134 1700 1700
Volume to Capacity 0.03 0.00 0.01 0.00 0.18 0.12 0.02 0.04 0.02
Queue Length 95th (ft)201000100
Control Delay (s) 10.1 0.0 9.1 7.4 0.0 0.0 8.2 0.0 0.0
Lane LOS BAAA A
Approach Delay (s) 10.1 9.1 0.1 1.3
Approach LOS B A
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 30.2% ICU Level of Service A
Analysis Period (min) 15
P2186 Existing AM Rodney Parham Road at Systematics Road
Page 1
Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Lane Configurations
Traffic Volume (vph) 13 0 67 7 0 2 89 390 75 14 73 5
Future Volume (vph) 13 0 67 7 0 2 89 390 75 14 73 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0 150 0 150 0
Storage Lanes 0 1 1 0 1 0 2 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 0.95 0.97 0.95 0.95
Frt 0.850 0.940 0.976 0.991
Flt Protected 0.950 0.950 0.971 0.950 0.950
Satd. Flow (prot) 0 1770 1583 1681 1615 0 1770 3454 0 3433 3507 0
Flt Permitted 0.950 0.971 0.700 0.950
Satd. Flow (perm) 0 1863 1583 1681 1615 0 1304 3454 0 3433 3507 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 131 131 17 5
Link Speed (mph) 25 25 40 40
Link Distance (ft) 153 265 289 298
Travel Time (s) 4.2 7.2 4.9 5.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 14 0 73 8 0 2 97 424 82 15 79 5
Shared Lane Traffic (%) 36%
Lane Group Flow (vph) 0 14 73 5 5 0 97 506 0 15 84 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 24 24
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112 12 12
Detector Template Left Thru Right Left Thru Left Thru Left Thru
Leading Detector (ft) 20 100 20 20 100 20 120 20 120
Trailing Detector (ft)00000 00 00
Detector 1 Position(ft)00000 00 00
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 114 114
Detector 2 Size(ft)6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm Split NA Perm NA Prot NA
Protected Phases 3 4 4 2 1 6
Permitted Phases 3 3 2
P2186 Existing AM Rodney Parham Road at Systematics Road
Page 2
Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Detector Phase 33344 22 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 12.0
Minimum Split (s) 32.9 32.9 32.9 32.9 32.9 24.6 24.6 23.3 24.6
Total Split (s) 33.0 33.0 33.0 32.9 32.9 25.8 25.8 23.3 49.1
Total Split (%) 28.7% 28.7% 28.7% 28.6% 28.6% 22.4% 22.4% 20.3% 42.7%
Maximum Green (s) 27.1 27.1 27.1 27.0 27.0 20.2 20.2 18.0 43.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.6 3.6 3.5 3.6
All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.0 2.0 1.8 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.9 5.9 5.9 5.9 5.6 5.6 5.3 5.6
Lead/Lag Lag Lag Lag Lead Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None None None
Act Effct Green (s) 7.2 7.2 6.9 6.9 20.0 20.0 6.9 21.2
Actuated g/C Ratio 0.23 0.23 0.22 0.22 0.63 0.63 0.22 0.67
v/c Ratio 0.03 0.16 0.01 0.01 0.12 0.23 0.02 0.04
Control Delay 17.8 2.4 19.0 0.0 9.9 8.1 18.2 5.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.8 2.4 19.0 0.0 9.9 8.1 18.2 5.7
LOS BABA AA BA
Approach Delay 4.9 9.5 8.4 7.6
Approach LOS AAAA
Stops (vph) 15 4 8 0 50 218 15 33
Fuel Used(gal)0000 14 01
CO Emissions (g/hr)9941 59267 1640
NOx Emissions (g/hr)2210 1152 38
VOC Emissions (g/hr)2210 1462 49
Dilemma Vehicles (#)0000 032 06
Queue Length 50th (ft)2010 823 13
Queue Length 95th (ft) 19 11 10 0 59 115 10 16
Internal Link Dist (ft) 73 185 209 218
Turn Bay Length (ft) 150 150
Base Capacity (vph) 1569 1354 1413 1378 951 2525 2382 3301
Starvation Cap Reductn 0000 00 00
Spillback Cap Reductn 0000 00 00
Storage Cap Reductn 0000 00 00
Reduced v/c Ratio 0.01 0.05 0.00 0.00 0.10 0.20 0.01 0.03
Intersection Summary
Area Type: Other
Cycle Length: 115
Actuated Cycle Length: 31.6
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.23
Intersection Signal Delay: 7.9 Intersection LOS: A
Intersection Capacity Utilization 32.8% ICU Level of Service A
P2186 Existing AM Rodney Parham Road at Systematics Road
Page 3
Analysis Period (min) 15
Splits and Phases: 6: Systematics Road
P2186 Existing PM
22504A
n
d
ers
o
n
D
riv
e
17
1
39
3
0
4 Rodney Parham Road811122720315Systematics Road341383
0
9 21441
P2186 Existing PM Rodney Parham Road at Anderson Drive
Page 1
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Lane Configurations
Traffic Volume (veh/h) 3 0 4 17 1 39 2 250 4 8 111 2
Future Volume (Veh/h) 3 0 4 17 1 39 2 250 4 8 111 2
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 3 0 4 18 1 42 2 272 4 9 121 2
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 305
pX, platoon unblocked 0.99 0.99 0.99 0.99 0.99 0.99
vC, conflicting volume 322 420 62 360 419 138 123 276
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 305 403 62 343 402 119 123 258
tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 99 100 100 97 100 95 100 99
cM capacity (veh/h) 587 527 991 577 528 904 1462 1295
Direction, Lane # SE 1 NW 1 NW 2 NE 1 NE 2 NE 3 SW 1 SW 2 SW 3
Volume Total 7 18 43 2 181 95 9 81 42
Volume Left 3 18 0200900
Volume Right 4 0 42 004002
cSH 765 577 889 1462 1700 1700 1295 1700 1700
Volume to Capacity 0.01 0.03 0.05 0.00 0.11 0.06 0.01 0.05 0.02
Queue Length 95th (ft)124000100
Control Delay (s) 9.7 11.4 9.3 7.5 0.0 0.0 7.8 0.0 0.0
Lane LOS ABAA A
Approach Delay (s) 9.7 9.9 0.1 0.5
Approach LOS A A
Intersection Summary
Average Delay 1.6
Intersection Capacity Utilization 17.0% ICU Level of Service A
Analysis Period (min) 15
P2186 Existing PM Rodney Parham Road at Systematics Road
Page 1
Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Lane Configurations
Traffic Volume (vph) 3 0 9 34 1 38 27 203 15 2 144 1
Future Volume (vph) 3 0 9 34 1 38 27 203 15 2 144 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0 150 0 100 0
Storage Lanes 0 1 1 0 1 0 2 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 0.95 0.97 0.95 0.95
Frt 0.850 0.866 0.990 0.999
Flt Protected 0.950 0.950 0.996 0.950 0.950
Satd. Flow (prot) 0 1770 1583 1681 1526 0 1770 3504 0 3433 3536 0
Flt Permitted 0.950 0.996 0.652 0.950
Satd. Flow (perm) 0 1863 1583 1681 1526 0 1215 3504 0 3433 3536 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 131 41 6 1
Link Speed (mph) 25 25 40 40
Link Distance (ft) 153 265 289 305
Travel Time (s) 4.2 7.2 4.9 5.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 3 0 10 37 1 41 29 221 16 2 157 1
Shared Lane Traffic (%) 10%
Lane Group Flow (vph) 0 3 10 33 46 0 29 237 0 2 158 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 24 24
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112 12 12
Detector Template Left Thru Right Left Thru Left Thru Left Thru
Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft)00000 00 00
Detector 1 Position(ft)00000 00 00
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft)6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm Split NA Perm NA Prot NA
Protected Phases 3 4 4 2 1 6
Permitted Phases 3 3 2
P2186 Existing PM Rodney Parham Road at Systematics Road
Page 2
Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Detector Phase 33344 22 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 12.0
Minimum Split (s) 32.9 32.9 32.9 32.9 32.9 24.6 24.6 23.3 24.6
Total Split (s) 33.0 33.0 33.0 32.9 32.9 25.8 25.8 23.3 49.1
Total Split (%) 28.7% 28.7% 28.7% 28.6% 28.6% 22.4% 22.4% 20.3% 42.7%
Maximum Green (s) 27.1 27.1 27.1 27.0 27.0 20.2 20.2 18.0 43.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.6 3.6 3.5 3.6
All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.0 2.0 1.8 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.9 5.9 5.9 5.9 5.6 5.6 5.3 5.6
Lead/Lag Lag Lag Lag Lead Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None None None
Act Effct Green (s) 7.0 7.0 7.5 7.5 16.9 16.9 7.0 17.9
Actuated g/C Ratio 0.26 0.26 0.28 0.28 0.63 0.63 0.26 0.67
v/c Ratio 0.01 0.02 0.07 0.10 0.04 0.11 0.00 0.07
Control Delay 16.3 0.1 14.3 8.2 10.7 8.1 17.0 5.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.3 0.1 14.3 8.2 10.7 8.1 17.0 5.5
LOS BABA BA BA
Approach Delay 3.9 10.8 8.3 5.6
Approach LOS ABAA
Stops (vph) 6 0 25 17 18 92 4 53
Fuel Used(gal)0000 02 01
CO Emissions (g/hr) 3 1 18 16 20 118 4 69
NOx Emissions (g/hr)1033 423 113
VOC Emissions (g/hr)1044 527 116
Dilemma Vehicles (#)0000 022 013
Queue Length 50th (ft)0010 00 00
Queue Length 95th (ft) 7 0 31 25 25 58 3 29
Internal Link Dist (ft) 73 185 209 225
Turn Bay Length (ft) 150 100
Base Capacity (vph) 1642 1411 1480 1348 984 2839 2701 3394
Starvation Cap Reductn 0000 00 00
Spillback Cap Reductn 0000 00 00
Storage Cap Reductn 0000 00 00
Reduced v/c Ratio 0.00 0.01 0.02 0.03 0.03 0.08 0.00 0.05
Intersection Summary
Area Type: Other
Cycle Length: 115
Actuated Cycle Length: 26.7
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.11
Intersection Signal Delay: 7.8 Intersection LOS: A
Intersection Capacity Utilization 40.8% ICU Level of Service A
P2186 Existing PM Rodney Parham Road at Systematics Road
Page 3
Analysis Period (min) 15
Splits and Phases: 6: Systematics Road
P2186 Projected AM
8603116A
n
d
ers
o
n D
riv
e
12
0
35
1
7
0
9 771479120622105Systematics Road35081
8
09
0 29122761837D
riv
e A
12
20Rodney Parham Road41221
P2186 Projected AM Rodney Parham Road at Anderson Drive
Page 1
Intersection
Int Delay, s/veh 1.9
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Lane Configurations
Traffic Vol, veh/h 17 0 9 12 0 35 8 603 116 77 147 9
Future Vol, veh/h 17 0 9 12 0 35 8 603 116 77 147 9
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - 0 - - 70 - - 70 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 18 0 10 13 0 38 9 655 126 84 160 10
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 679 1132 85 984 1074 391 170 0 0 781 0 0
Stage 1 333 333 - 736 736 -------
Stage 2 346 799 - 248 338 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -
Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 -------
Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 -------
Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -
Pot Cap-1 Maneuver 338 202 957 203 218 608 1405 - - 832 - -
Stage 1 654 642 - 377 423 -------
Stage 2 643 396 - 734 639 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 291 181 957 185 195 608 1405 - - 832 - -
Mov Cap-2 Maneuver 291 181 - 185 195 -------
Stage 1 650 577 - 375 420 -------
Stage 2 599 394 - 653 574 -------
Approach SE NW NE SW
HCM Control Delay, s 15.1 15 0.1 3.2
HCM LOS C C
Minor Lane/Major Mvmt NEL NET NERNWLn1NWLn2SELn1 SWL SWT SWR
Capacity (veh/h) 1405 - - 185 608 383 832 - -
HCM Lane V/C Ratio 0.006 - - 0.071 0.063 0.074 0.101 - -
HCM Control Delay (s) 7.6 - - 25.9 11.3 15.1 9.8 - -
HCM Lane LOS A - - D B C A - -
HCM 95th %tile Q(veh) 0 - - 0.2 0.2 0.2 0.3 - -
P2186 Projected AM Rodney Parham Road at Drive A
Page 1
Intersection
Int Delay, s/veh 0.9
Movement NWL NWR NET NER SWL SWT
Lane Configurations
Traffic Vol, veh/h 12 20 618 37 41 221
Future Vol, veh/h 12 20 618 37 41 221
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 13 22 672 40 45 240
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 902 356 0 0 712 0
Stage 1 692 -----
Stage 2 210 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 277 640 - - 884 -
Stage 1 458 -----
Stage 2 805 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 263 640 - - 884 -
Mov Cap-2 Maneuver 263 -----
Stage 1 458 -----
Stage 2 764 -----
Approach NW NE SW
HCM Control Delay, s 14.4 0 1.5
HCM LOS B
Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT
Capacity (veh/h) - - 416 884 -
HCM Lane V/C Ratio - - 0.084 0.05 -
HCM Control Delay (s) - - 14.4 9.3 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.3 0.2 -
P2186 Projected AM Rodney Parham Road at Systematics Road
Page 1
Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Lane Configurations
Traffic Volume (vph) 18 0 90 35 0 8 120 622 105 29 122 7
Future Volume (vph) 18 0 90 35 0 8 120 622 105 29 122 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0 150 0 100 0
Storage Lanes 0 1 1 0 1 0 2 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 0.95 0.97 0.95 0.95
Frt 0.850 0.941 0.978 0.991
Flt Protected 0.950 0.950 0.970 0.950 0.950
Satd. Flow (prot) 0 1770 1583 1681 1615 0 1770 3461 0 3433 3507 0
Flt Permitted 0.816 0.950 0.970 0.663 0.950
Satd. Flow (perm) 0 1520 1583 1681 1615 0 1235 3461 0 3433 3507 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 131 131 14 6
Link Speed (mph) 25 25 40 40
Link Distance (ft) 153 265 289 305
Travel Time (s) 4.2 7.2 4.9 5.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 20 0 98 38 0 9 130 676 114 32 133 8
Shared Lane Traffic (%) 37%
Lane Group Flow (vph) 0 20 98 24 23 0 130 790 0 32 141 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 24 24
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112 12 12
Detector Template Left Thru Right Left Thru Left Thru Left Thru
Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft)00000 00 00
Detector 1 Position(ft)00000 00 00
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft)6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm Split NA Perm NA Prot NA
Protected Phases 3 4 4 2 1 6
Permitted Phases 3 3 2
P2186 Projected AM Rodney Parham Road at Systematics Road
Page 2
Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Detector Phase 33344 22 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 12.0
Minimum Split (s) 32.9 32.9 32.9 32.9 32.9 24.6 24.6 23.3 24.6
Total Split (s) 33.0 33.0 33.0 32.9 32.9 25.8 25.8 23.3 49.1
Total Split (%) 28.7% 28.7% 28.7% 28.6% 28.6% 22.4% 22.4% 20.3% 42.7%
Maximum Green (s) 27.1 27.1 27.1 27.0 27.0 20.2 20.2 18.0 43.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.6 3.6 3.5 3.6
All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.0 2.0 1.8 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.9 5.9 5.9 5.9 5.6 5.6 5.3 5.6
Lead/Lag Lag Lag Lag Lead Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None None None
Act Effct Green (s) 7.0 7.0 6.9 6.9 24.9 24.9 6.6 28.4
Actuated g/C Ratio 0.14 0.14 0.14 0.14 0.52 0.52 0.14 0.59
v/c Ratio 0.09 0.29 0.10 0.07 0.20 0.44 0.07 0.07
Control Delay 25.7 5.8 25.9 0.4 15.6 14.5 25.2 8.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.7 5.8 25.9 0.4 15.6 14.5 25.2 8.0
LOS CACA BB CA
Approach Delay 9.2 13.4 14.6 11.2
Approach LOS ABBB
Stops (vph) 19 11 21 0 79 473 27 58
Fuel Used(gal)0000 18 01
CO Emissions (g/hr) 13 19 17 3 97 574 33 73
NOx Emissions (g/hr)3431 19112 614
VOC Emissions (g/hr)3441 23133 817
Dilemma Vehicles (#)0000 060 09
Queue Length 50th (ft)5060 2487 412
Queue Length 95th (ft) 25 25 30 0 82 203 17 26
Internal Link Dist (ft) 73 185 209 225
Turn Bay Length (ft) 150 100
Base Capacity (vph) 946 1034 1043 1052 635 1788 1442 2964
Starvation Cap Reductn 0000 00 00
Spillback Cap Reductn 0000 00 00
Storage Cap Reductn 0000 00 00
Reduced v/c Ratio 0.02 0.09 0.02 0.02 0.20 0.44 0.02 0.05
Intersection Summary
Area Type: Other
Cycle Length: 115
Actuated Cycle Length: 48.3
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.44
Intersection Signal Delay: 13.6 Intersection LOS: B
Intersection Capacity Utilization 46.6% ICU Level of Service A
P2186 Projected AM Rodney Parham Road at Systematics Road
Page 3
Analysis Period (min) 15
Splits and Phases: 6: Systematics Road
P2186 Projected PM
338059A
n
d
ers
o
n D
riv
e
52
1
114
4
0
5 5618833635924Systematics Road1101634
01
2 12253146632D
riv
e A
30
49Rodney Parham Road36216
P2186 Projected PM Rodney Parham Road at Anderson Drive
Page 1
Intersection
Int Delay, s/veh 3.2
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Lane Configurations
Traffic Vol, veh/h 4 0 5 52 1 114 3 380 59 56 188 3
Future Vol, veh/h 4 0 5 52 1 114 3 380 59 56 188 3
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - 0 - - 70 - - 70 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 4 0 5 57 1 124 3 413 64 61 204 3
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 541 811 104 675 780 239 207 0 0 477 0 0
Stage 1 328 328 - 451 451 -------
Stage 2 213 483 - 224 329 -------
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - -
Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 -------
Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 -------
Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - -
Pot Cap-1 Maneuver 424 312 931 340 325 762 1361 - - 1082 - -
Stage 1 659 646 - 557 569 -------
Stage 2 769 551 - 758 645 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 338 294 931 323 306 762 1361 - - 1082 - -
Mov Cap-2 Maneuver 338 294 - 323 306 -------
Stage 1 658 610 - 556 568 -------
Stage 2 641 550 - 711 609 -------
Approach SE NW NE SW
HCM Control Delay, s 12 13.1 0.1 1.9
HCM LOS B B
Minor Lane/Major Mvmt NEL NET NERNWLn1NWLn2SELn1 SWL SWT SWR
Capacity (veh/h) 1361 - - 323 752 523 1082 - -
HCM Lane V/C Ratio 0.002 - - 0.175 0.166 0.019 0.056 - -
HCM Control Delay (s) 7.7 - - 18.5 10.7 12 8.5 - -
HCM Lane LOS A - - C B B A - -
HCM 95th %tile Q(veh) 0 - - 0.6 0.6 0.1 0.2 - -
P2186 Projected PM Rodney Parham Road at Drive A
Page 1
Intersection
Int Delay, s/veh 1.6
Movement NWL NWR NET NER SWL SWT
Lane Configurations
Traffic Vol, veh/h 30 49 466 32 36 216
Future Vol, veh/h 30 49 466 32 36 216
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 33 53 507 35 39 235
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 721 271 0 0 542 0
Stage 1 525 -----
Stage 2 196 -----
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 -----
Critical Hdwy Stg 2 5.84 -----
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 362 727 - - 1023 -
Stage 1 558 -----
Stage 2 818 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 348 727 - - 1023 -
Mov Cap-2 Maneuver 348 -----
Stage 1 558 -----
Stage 2 787 -----
Approach NW NE SW
HCM Control Delay, s 13.4 0 1.2
HCM LOS B
Minor Lane/Major Mvmt NET NERNWLn1 SWL SWT
Capacity (veh/h) - - 514 1023 -
HCM Lane V/C Ratio - - 0.167 0.038 -
HCM Control Delay (s) - - 13.4 8.7 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.6 0.1 -
P2186 Projected PM Rodney Parham Road at Systematics Road
Page 1
Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Lane Configurations
Traffic Volume (vph) 4 0 12 110 1 63 36 359 24 12 253 1
Future Volume (vph) 4 0 12 110 1 63 36 359 24 12 253 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 0 150 0 100 0
Storage Lanes 0 1 1 0 1 0 2 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.95 0.95 0.97 0.95 0.95
Frt 0.850 0.888 0.991 0.999
Flt Protected 0.950 0.950 0.988 0.950 0.950
Satd. Flow (prot) 0 1770 1583 1681 1553 0 1770 3507 0 3433 3536 0
Flt Permitted 0.950 0.988 0.582 0.950
Satd. Flow (perm) 0 1863 1583 1681 1553 0 1084 3507 0 3433 3536 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 131 68 5
Link Speed (mph) 25 25 40 40
Link Distance (ft) 153 265 289 306
Travel Time (s) 4.2 7.2 4.9 5.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 4 0 13 120 1 68 39 390 26 13 275 1
Shared Lane Traffic (%) 18%
Lane Group Flow (vph) 0 4 13 98 91 0 39 416 0 13 276 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 24 24
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112 12 12
Detector Template Left Thru Right Left Thru Left Thru Left Thru
Leading Detector (ft) 20 100 20 20 100 20 100 20 100
Trailing Detector (ft)00000 00 00
Detector 1 Position(ft)00000 00 00
Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft)6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm Split NA Perm NA Prot NA
Protected Phases 3 4 4 2 1 6
Permitted Phases 3 3 2
P2186 Projected PM Rodney Parham Road at Systematics Road
Page 2
Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR
Detector Phase 33344 22 16
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 12.0 12.0 5.0 12.0
Minimum Split (s) 32.9 32.9 32.9 32.9 32.9 24.6 24.6 23.3 24.6
Total Split (s) 33.0 33.0 33.0 32.9 32.9 25.8 25.8 23.3 49.1
Total Split (%) 28.7% 28.7% 28.7% 28.6% 28.6% 22.4% 22.4% 20.3% 42.7%
Maximum Green (s) 27.1 27.1 27.1 27.0 27.0 20.2 20.2 18.0 43.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.6 3.6 3.5 3.6
All-Red Time (s) 2.4 2.4 2.4 2.4 2.4 2.0 2.0 1.8 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.9 5.9 5.9 5.9 5.6 5.6 5.3 5.6
Lead/Lag Lag Lag Lag Lead Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None None None
Act Effct Green (s) 6.7 6.7 8.9 8.9 17.1 17.1 6.7 18.3
Actuated g/C Ratio 0.19 0.19 0.25 0.25 0.49 0.49 0.19 0.52
v/c Ratio 0.01 0.03 0.23 0.21 0.07 0.24 0.02 0.15
Control Delay 19.8 0.2 16.4 8.7 12.6 10.8 19.2 8.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.8 0.2 16.4 8.7 12.6 10.8 19.2 8.0
LOS BABA BB BA
Approach Delay 4.8 12.7 11.0 8.5
Approach LOS ABBA
Stops (vph) 7 0 68 30 26 228 14 134
Fuel Used(gal)0010 04 02
CO Emissions (g/hr) 3 1 53 32 29 268 15 158
NOx Emissions (g/hr) 1 0 10 6 6 52 3 31
VOC Emissions (g/hr) 1 0 12 7 7 62 3 37
Dilemma Vehicles (#)0000 035 024
Queue Length 50th (ft) 1 0 13 3 4 22 1 14
Queue Length 95th (ft) 9 0 75 44 33 108 9 53
Internal Link Dist (ft) 73 185 209 226
Turn Bay Length (ft) 150 100
Base Capacity (vph) 1494 1295 1345 1256 703 2277 2060 3309
Starvation Cap Reductn 0000 00 00
Spillback Cap Reductn 0000 00 00
Storage Cap Reductn 0000 00 00
Reduced v/c Ratio 0.00 0.01 0.07 0.07 0.06 0.18 0.01 0.08
Intersection Summary
Area Type: Other
Cycle Length: 115
Actuated Cycle Length: 35.2
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.24
Intersection Signal Delay: 10.4 Intersection LOS: B
Intersection Capacity Utilization 45.9% ICU Level of Service A
P2186 Projected PM Rodney Parham Road at Systematics Road
Page 3
Analysis Period (min) 15
Splits and Phases: 6: Systematics Road