Item 8 - TIATraffic Impact Analysis
ZA20-0067
Mustang Business Park
Southlake, Texas
Initial Submission: February 1, 2021
Updated Submission: March 15, 2021
Kimley-Horn and Associates, Inc.
Dallas, Texas
Project #067806210
Registered Firm F-928
DRAFT
Traffic Impact Analysis
ZA20-0067
Mustang Business Park
Southlake, Texas
Prepared by:
Kimley-Horn and Associates, Inc.
13455 Noel Road, Two Galleria Tower, Suite 700
Dallas, Texas 75240
Registered Firm F-928
Contact:
Scot Johnson, P.E., PTOE
Jake Halter, EIT
972-770-1300
Initial Submission: February 1, 2021
Updated Submission: March 15, 2021
DRAFT
Page i
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
TABLE OF CONTENTS
EXECUTIVE SUMMARY .......................................................................................................... iii
I. INTRODUCTION ................................................................................................................. 1
A. PURPOSE ............................................................................................................................ 1
B. METHODOLOGY ................................................................................................................... 1
II. EXISTING AND FUTURE AREA CONDITIONS ................................................................... 3
A. ROADWAY CHARACTERISTICS ............................................................................................... 3
B. EXISTING STUDY AREA ......................................................................................................... 3
C. PROPOSED SITE IMPROVEMENTS ........................................................................................... 3
D. EXISTING TRAFFIC VOLUMES ................................................................................................. 3
III. PROJECT TRAFFIC CHARACTERISTICS .......................................................................... 7
A. SITE-GENERATED TRAFFIC ................................................................................................... 7
B. TRIP DISTRIBUTION AND ASSIGNMENT .................................................................................... 7
C. DEVELOPMENT OF 2023 BACKGROUND TRAFFIC ..................................................................... 8
D. DEVELOPMENT OF 2023 TOTAL TRAFFIC ................................................................................ 8
E. DEVELOPMENT OF 2028 BACKGROUND AND TOTAL TRAFFIC .................................................... 8
IV. ALL-WAY STOP-CONTROL ANALYSIS ............................................................................ 12
V. TRAFFIC OPERATIONS ANALYSIS ................................................................................. 14
A. ANALYSIS METHODOLOGY .................................................................................................. 14
B. ANALYSIS RESULTS ............................................................................................................ 14
C. 2021 EXISTING TRAFFIC OPERATIONS ................................................................................. 15
D. 2023 BACKGROUND TRAFFIC OPERATIONS .......................................................................... 16
E. 2023 BACKGROUND PLUS SITE-GENERATED TRAFFIC OPERATIONS ........................................ 16
F. 2028 BACKGROUND TRAFFIC OPERATIONS .......................................................................... 16
G. 2028 BACKGROUND PLUS SITE-GENERATED TRAFFIC OPERATIONS ........................................ 16
H. INTERNAL SITE TRAFFIC OPERATIONS .................................................................................. 17
I. INTERNAL STACKING DISTANCE ........................................................................................... 17
VI. CONCLUSIONS AND RECOMMENDATIONS ................................................................... 19
APPENDIX A ........................................................................................................................... 20
A. ROADWAY CHARACTERISTICS ............................................................................................. 20
APPENDIX B ........................................................................................................................... 21
A. ANALYSIS METHODOLOGY .................................................................................................. 21
DRAFT
Page ii
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
LIST OF EXHIBITS
EXHIBIT 1: VICINITY MAP ................................................................................................................... 2
EXHIBIT 2: CONCEPTUAL SITE PLAN ................................................................................................... 2
EXHIBIT 3: LANE ASSIGNMENTS AND INTERSECTION CONTROL .............................................................. 6
EXHIBIT 4: 2021 EXISTING TRAFFIC VOLUMES ..................................................................................... 6
EXHIBIT 5: TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT .................................................................... 9
EXHIBIT 6: SITE-GENERATED TRAFFIC VOLUMES ................................................................................. 9
EXHIBIT 7: 2023 BACKGROUND TRAFFIC VOLUMES ............................................................................ 10
EXHIBIT 8: 2023 BACKGROUND PLUS-SITE GENERATED TRAFFIC VOLUMES ......................................... 10
EXHIBIT 9: 2028 BACKGROUND TRAFFIC VOLUMES ............................................................................ 11
EXHIBIT 10: 2028 BACKGROUND PLUS-SITE GENERATED TRAFFIC VOLUMES ....................................... 11
LIST OF TABLES
TABLE 1 – TRIP GENERATION ............................................................................................................ 7
TABLE 2 – ALL-WAY STOP-CONTROL WARRANT ANALYSIS ................................................................ 13
TABLE 3 – TRAFFIC OPERATIONAL RESULTS – WEEKDAY AM PEAK HOUR ........................................... 15
TABLE 4 – TRAFFIC OPERATIONAL RESULTS – WEEKDAY PM PEAK HOUR ........................................... 15
TABLE 5 – LEVEL OF SERVICE DEFINITIONS ....................................................................................... 21
DRAFT
Page iii
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
EXECUTIVE SUMMARY
March 2021 Update Note: To address comments provided by the City of Southlake, the
Mustang Business Park development plan and the accompanying Traffic Impact Analysis were
revised. The three major areas addressed were site parking concerns, the operation and
configuration of the intersection of Mustang Court and Southwestern Street, and the internal
traffic operations of the site.
The proposed Mustang Business Park development is located northwest of the intersection of
Mustang Court and SH 26 in Southlake, Texas. The site is proposed to be built with 341,000
SF of industrial warehousing uses. This study is intended to identify traffic generation
characteristics, identify potential traffic related impacts on the local street system, and to
develop mitigation measures required for identified impacts.
The following existing intersections were selected to be part of this study:
▪ SH 26 at Mustang Drive/Mustang Court
▪ Southwestern Street at Mustang Court
The site will have access to a proposed extension of Mustang Court into the development, and
it will have six driveways accessing Mustang Court. Each of these paths converge at the
intersection of Southwestern Street and Mustang Court, so this analysis analyzed the
intersection of Southwestern Street and Mustang Court in lieu of the individual driveway
intersections with Mustang Court. The traffic operations at the driveways will be as good as or
better than the operations at the intersection of Southwestern St reet and Mustang Court. The
site also has emergency access to Woodsey Court. This access point will be gated and will not
be used for site traffic.
There are not expected to be any queues developing on the property. In both peak hours, the
rate of vehicles entering the property is less than one per minute, and the rate of vehicles exiting
the property is likewise less than one per minute. The rate of trucks entering and exiting the
property is nearly one per six minutes. Each of the site driveways will experience fewer vehicles
than the intersection of Southwest Street and Mustang Court, so the low -delay and short-queue
operating conditions of Southwest Street can be expected at each of the site driveways.
Therefore, there are not expected to be queueing pr oblems at any on-site movement or
approach.
Traffic operations were analyzed at the study intersections for existing volumes, 2023 and 2028
background traffic volumes, and 2023 and 2028 background plus site-generated traffic volumes.
The future years correspond to the expected buildout year of the site and a key future study
year. Conditions were analyzed for the weekday AM and PM peak hours.
The Mustang Business Park development is expected to generate approximately 66 new
weekday AM peak hour one-way vehicle trips and 69 new weekday PM peak hour one-way
DRAFT
Page iv
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
vehicle trips at buildout. The distribution of the site -generated traffic volumes onto the street
system was based on the surrounding roadway network, existing traffic patterns, an d the
project's proposed access location s.
Based on the analysis presented in this report, the proposed Mustang Business Park
development can be successfully incorporated into the surrounding roadway network. The
proposed site driveways provide the approp riate level of access for the development. The site -
generated traffic does not have a disproportionate effect on the existing vehicle traffic
operations. No improvements to the external roadway network are required for the site.
The intersection of Mustang Court and Southwestern Street does not meet All-Way STOP-
Control traffic volume warrants with existing or future volumes, so the intersection should be
signed as Two-Way STOP-Control. Mustang Court has higher traffic volumes currently and in
the future scenarios, so it should be designated as the main road, and Southwestern Street
should be STOP-Controlled. Mustang Road also travels over the railroad tracks to the southeast
of the intersection, so it is desirable to have the nort hwestbound approach of Mustang Court be
a free, unstopped movement to avoid a situation in which vehicles may queue across the
railroad tracks.
In response to comments provided by the City of Southlake regarding the amount of proposed
parking, the parking totals for the Mustang Business Park development have been revised. The
City sets forth its parking requirements in Section 35 of its Land Development Code. The Land
Development Code establishes parking minimums but does not limit the number of spaces a
development may have. For warehousing uses, the minimum number of required parking
spaces is found in Section 35.b(10). The minimum is calculated as 1 space per 1,000 square
feet of under-roof industrial area and 1 space per each 300 square feet of under-roof office area.
The number of required parking spaces for the Mustang Business Park development is 3 89
spaces, and the development provides 392 spaces. Therefore, the development as proposed
satisfies the parking requirements of the City of Southlake Land Development Code and does
not provide significantly more than the code requires .
DRAFT
Page 1
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
I. INTRODUCTION
A. Purpose
Kimley-Horn was retained to conduct a Traffic Impact Analysis (TIA) of future traf fic
conditions associated with the development of the Mustang Business Park located
northwest of the intersection of Mustang Court and SH 26 . A site vicinity map is provided
as Exhibit 1. Exhibit 2 shows the proposed conceptual site plan. This study is intended
to identify traffic generation characteristics, identify potential traffic related impacts on the
local street system, and to develop mitigation measures required for identified impacts .
B. Methodology
Traffic operations were analyzed at the study intersections for AM and PM peak ho urs for
the following scenarios:
▪ 2021 existing traffic
▪ 2023 background traffic
▪ 2023 background plus site traffic
▪ 2028 background traffic
▪ 2028 background plus site traffic
The capacity analyses were conducted using the SynchroTM software package and its
associated Intersection reports for signalized intersections and Highway Capacity Manual
reports for unsignalized intersections.
DRAFT
LEGEND:
= Study Intersection
EXHIBIT 2
Conceptual Site Plan Not To Scale
EXHIBIT 1
Vicinity Map
North
Not To Scale
North
Mustang Drive
SITE
DRAFT
Page 3
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
II. EXISTING AND FUTURE AREA CONDITIONS
A. Roadway Characteristics
The following signalized intersection was evaluated as part of this study:
▪ SH 26 at Mustang Drive/Mustang Court
The following unsignalized intersection was evaluated as part of this study:
▪ Southwestern Street at Mustang Court
The major study area roadways are described in Appendix A. Exhibit 3 illustrates the
intersection geometry used for the traffic analysis.
B. Existing Study Area
The property is zoned as Light Industrial, and the Future Land Use is designated as
Industrial. The property is currently undeveloped.
C. Proposed Site Improvements
The development as proposed includes 341,000 SF of industrial warehousing uses.
As shown in Exhibit 3, the site has one access point to the external street network.
Mustang Court will be extended through the site, and there will be six drivewa ys which
access Mustang Court, but all will feed into the intersection of Mustang Court and
Southwestern Street. Mustang Court will be a private street northwest of Southwestern
Street.
Intersection sight distance at the proposed driveways will be acceptable, with each on
relatively the flat, straight, and low-speed segment of Mustang Court that runs through the
site.
The development has an emergency access point to Woodsey Court. This access point
will be gated and will not be used for site traffic.
D. Existing Traffic Volumes
24-hour machine counts were collected near the site on SH 26. The raw count sheets, as
well as a comparison between the 24 -hour volumes collected and previous 24-hour
counts, are provided in Volume 2 of this report. The heavy vehicle percentages were
included with the traffic counts and used for this analysis. Where site generated traffic was
present, the heavy vehicle percentages were adjusted accordingly, as e xplained later in
this report.
The 24-hour count showed the daily volume on the roadway link as follows:
• SH 26: 28,869 vehicles per day (vpd), 30% lower than the 2019 traffic volumes taken
at the same location
DRAFT
Page 4
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
Due to the lowered traffic volumes due to the circumstances surrounding COVID -19, the
peak hours of the traffic counts along SH 26 and Mustang Court/Drive were compared to
find an appropriate adjustment factor.
▪ SH 26 NB
• 2019 TxDOT Traffic Counts
▪ AM peak hour: 2,914 vehicles
▪ PM peak hour: 1,485 vehicles
• 2021 Traffic Volumes
▪ AM peak hour: 1,568 vehicles
▪ PM peak hour: 1,057 vehicles
• Adjustment Factors
▪ AM peak hour: 2,914/1,568 = 1.86 (86% increase)
▪ PM peak hour: 1,485/1,057 = 1.40 (40% increase)
▪ SH 26 SB
• 2019 TxDOT Traffic Counts
▪ AM peak hour: 869 vehicles
▪ PM peak hour: 2,383 vehicles
• 2021 Traffic Volumes
▪ AM peak hour: 848 vehicles
▪ PM peak hour: 1,706 vehicles
• Adjustment Factors
▪ AM peak hour: 869/848 = 1.02 (2% increase)
▪ PM peak hour: 2,383/1,706 = 1.40 (140% increase)
▪ Mustang Court (both directions)
• 2019 TxDOT Traffic Counts
▪ AM peak hour: 89 vehicles
▪ PM peak hour: 77 vehicles
• 2021 Traffic Volumes
▪ AM peak hour: 41 vehicles
▪ PM peak hour: 26 vehicles
• Adjustment Factors
▪ AM peak hour: 89/41 = 2.17 (117% increase)
▪ PM peak hour: 77/26 = 2.96 (196% increase)
▪ Mustang Drive (WB)
• 2019 TxDOT Traffic Counts
▪ AM peak hour: 465 vehicles
▪ PM peak hour: 631 vehicles
• 2021 Traffic Volumes
▪ AM peak hour: 374 vehicles
▪ PM peak hour: 400 vehicles
DRAFT
Page 5
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
• Adjustment Factors
▪ AM peak hour: 465/374= 1.24 (24% increase)
▪ PM peak hour: 631/400 = 1.58 (58% increase)
Exhibit 4 shows the existing weekday AM and PM peak hour traffic volumes, adjusted to
account for the impact of COVID-19 on traffic volumes.
DRAFT
LEGEND:
= Signalized = Turn Bay
Intersection
= Stop-Controlled = Driveway Lanes or
Approach Off-Site Improvements
= Travel Lane TWLTL = Two-Way Left Turn Lane
0 13 18 541 123 159 (169)
(6)(50)26 (15)(7)(2020)(207)0 (5)
22 (6)306 (457)
28 (30)
4 26 4 (12)15 2267 730
(3)(6)0 (0)(6)(1019)(344)
LEGEND:
X (Y)
X = Weekday AM Peak Hour Turning Movements
Y = Weekday PM Peak Hour Turning Movements
Volumes may not sum from point to point due to rounding
and presence of smaller driveways not included in analysis.EXHIBIT 4
2021 Adjusted Existing Traffic Volumes Not To Scale
EXHIBIT 3
Lane Assignment and Intersection Control
North
Not To Scale
North
Mustang Court Mustang Drive
S o u t h w e s t e r n
S t r e e t
S H
2 6
(I r a
E
W o o d s
A v e n u e )
Mustang Court Mustang Drive
S o u t h w e s t e r n
S t r e e t
S H
2 6
(I r a
E
W o o d s
A v e n u e )
R a i l r o a d
R a i l r o a d
**
STOP
*
*
*
STOP
STOP
The westbound right-turn
from Mustang Drive to SH
26 is channelized, which
provides an informal 50'
storage bay.
The traffic volumes at the NB
approach of SH 26 were increased
by 86% in the AM peak hour and by
40% in the PM peak hour.
The traffic volumes at the WB
approach of Mustang Drive
were increased by 24% in the
AM peak hour and by 58% in
the PM peak hour.
The traffic volumes at the SB
approach of SH 26 were increased
by 2% in the AM peak hour and by
40% in the PM peak hour.
The traffic volumes at the EB approach of
Mustang Court and at the intersection of Mustang
Court and Southwestern Street were increased by
117% in the AM peak hour and by 196% in the PM
peak hour.
The traffic volumes at the EB approach of
Mustang Court and at the intersection of Mustang
Court and Southwestern Street were increased by
117% in the AM peak hour and by 196% in the PM
peak hour.
DRAFT
Page 7
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
III. PROJECT TRAFFIC CHARACTERISTICS
A. Site-Generated Traffic
Site-generated traffic estimates are determined through a process known as trip
generation. Rates and equations are applied to the proposed land use to estimate traffic
generated by the development during a specific time interval. The acknowledged source
for trip generation rates is the 10 th edition of Trip Generation Manual published by the
Institute of Transportation Engineers (ITE). ITE has established trip rates in nationwide
studies of similar land uses. The trips indicated are actually one-way trips or trip ends,
where one vehicle entering and exiting the site is counted as one inbound trip and one
outbound trip.
No reductions were taken for pass-by trips, internal capture, or multimodal use.
Table 1 shows the resulting daily and weekday AM and PM peak hour trip generation for
the proposed development, showing new external trips.
Table 1 – Trip Generation
The heavy vehicle percentage for Warehousing uses, according to ITE, is 20%. The heavy
vehicle percentage for each movement at the study intersections was calculated using a
weighted average between the site -generated (SG below) traffic and the traffic volumes
and heavy vehicle percentages from the background scenarios (BG below), which are
known from the existing traffic counts.
𝑆𝑜𝑡𝑎𝑙 𝑉𝑜𝑙𝑡𝑙𝑒 𝐺𝑉%=
(𝐵𝐺 𝑆𝑟𝑎𝑒𝑒𝑖𝑐 𝑉𝑜𝑙𝑡𝑙𝑒)∗(𝐵𝐺 𝐺𝑉%)+(𝑆𝐺 𝑉𝑜𝑙𝑡𝑙𝑒)∗(𝑆𝑖𝑡𝑒 𝐺𝑉%)
𝐵𝐺 𝑆𝑟𝑎𝑒𝑒𝑖𝑐 𝑉𝑜𝑙𝑡𝑙𝑒+ 𝑆𝐺 𝑉𝑜𝑙𝑡𝑙𝑒
B. Trip Distribution and Assignment
The distribution of the site-generated traffic volumes in to and out of the site driveways
and onto the street system was based on the area street system characteristics, existing
traffic patterns, relative land use density, and the locations of the proposed driveway
access to/from the site.
The corresponding inbound and outbound traffic assignment, where the directional
distribution is applied using the most probable paths to and from the site, can be found in
Exhibit 5. Exhibit 6 shows the resulting site-generated weekday AM and weekday PM
Daily
One-Way
Trips IN OUT TOTAL IN OUT TOTAL
Warehousing 341,000 SF 150 584 51 15 66 19 50 69
Trip Generation rates based on ITE's Trip Generation Manual , 10th Edition.
PM Peak Hour
One-Way TripsLand Uses Amount Units ITE
Code
AM Peak Hour
One-Way Trips
DRAFT
Page 8
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
peak hour turning movements after multiplying the new external trip generation by the
respective traffic assignment percentages.
C. Development of 2023 Background Traffic
In order to obtain 2023 background traffic, the existing traffic counts and historic counts
near the site were compared to find expected growth trends within the study area. Based
on the recent growth in the area, an annual growth rate of 5% was assumed for the
background traffic through 2023. To calculate the 2023 background traffic, the existing
2021 traffic counts were grown by 5% annually for two years. The resulting 2023
background weekday AM and PM peak hour traffic volumes are shown in Exhibit 7.
D. Development of 2023 Total Traffic
Site traffic volumes were added to the background volume s to represent the estimated
total (background plus site-generated) traffic conditions for the 2023 study year after
completion of the proposed development. Exhibit 8 shows the resulting 2023 weekday
AM and PM peak hour total traffic volumes.
E. Development of 2028 Background and Total Traffic
The background and total traffic volumes in the 2028 study year were calculated in a
similar manner to the 2023 traffic volumes by adding five years of 3% growth over the
2023 background volumes. Exhibit 9 shows the resulting 2028 weekday AM and PM peak
hour background traffic volumes, and Exhibit 10 shows the resulting 2028 weekday AM
and PM peak hour total traffic volumes after the addition of the site -generated traffic.
DRAFT
100%45%35%
(45%)
(100%) (35%)20%
(20%)
LEGEND:
X% (Y%)
X% = Percentage of Inbound Site-Generated Traffic
(Y%) = Percentage of Outbound Site-Generated Traffic
0 0 0 0 (0)23 0 0 0 (0)
(0)(0)(0)51 (19)(9)(0)(0)18 (7)
0 (0)0 (0)
0 (0)7 (23)
15 (50)0 0 0 5 (18)10 0 0
0 (0)(0)(0)(0)3 (10)(4)(0)(0)
LEGEND:
X (Y)
X = Weekday AM Peak Hour Turning Movements
Y = Weekday PM Peak Hour Turning Movements
Volumes may not sum from point to point due to rounding
and presence of smaller driveways not included in analysis.EXHIBIT 6
Site-Generated Traffic Volumes Not To Scale
EXHIBIT 5
Trip Distribution and Traffic Assignment
North
Not To Scale
North
Mustang Court Mustang Drive
S o u t h w e s t e r n
S t r e e t
S H
2 6
(I r a
E
W o o d s
A v e n u e )
Mustang Court Mustang Drive
S o u t h w e s t e r n
S t r e e t
S H
2 6
(I r a
E
W o o d s
A v e n u e )
R a i l r o a d
R a i l r o a d
DRAFT
0 14 20 596 136 175 (186)
(7)(55)29 (17)(8)(2227)(228)0 (6)
24 (7)337 (504)
31 (33)
4 29 4 (13)17 2499 805
(3)(7)0 (0)(7)(1123)(379)
LEGEND:
X (Y)
X = Weekday AM Peak Hour Turning Movements
Y = Weekday PM Peak Hour Turning Movements
Volumes may not sum from point to point due to rounding
and presence of smaller driveways not included in analysis.
0 0 14 29 (17)43 596 136 175 (186)
(0)(7)(55)51 (19)(17)(2227)(228)18 (13)
24 (7)337 (504)
0 (0)38 (56)
15 (50)0 4 29 9 (31)27 2499 805
0 (0)(0)(3)(7)3 (10)(11)(1123)(379)
LEGEND:
X (Y)
X = Weekday AM Peak Hour Turning Movements
Y = Weekday PM Peak Hour Turning Movements
Volumes may not sum from point to point due to rounding
and presence of smaller driveways not included in analysis.EXHIBIT 8
2023 Background Plus Site-Generated Traffic Volumes Not To Scale
EXHIBIT 7
2023 Background Traffic Volumes
North
Not To Scale
North
Mustang Court Mustang Drive
S o u t h w e s t e r n
S t r e e t
S H
2 6
(I r a
E
W o o d s
A v e n u e )
Mustang Court Mustang Drive
S o u t h w e s t e r n
S t r e e t
S H
2 6
(I r a
E
W o o d s
A v e n u e )
R a i l r o a d
R a i l r o a d
DRAFT
0 17 23 691 157 203 (216)
(8)(64)33 (19)(9)(2582)(265)0 (6)
28 (8)391 (584)
36 (38)
5 33 5 (15)19 2897 933
(4)(8)0 (0)(8)(1302)(440)
LEGEND:
X (Y)
X = Weekday AM Peak Hour Turning Movements
Y = Weekday PM Peak Hour Turning Movements
Volumes may not sum from point to point due to rounding
and presence of smaller driveways not included in analysis.
0 0 17 33 (19)46 691 157 203 (216)
(0)(8)(64)51 (19)(18)(2582)(265)18 (13)
28 (8)391 (584)
0 (0)43 (61)
15 (50)0 5 33 10 (33)29 2897 933
0 (0)(0)(4)(8)3 (10)(12)(1302)(440)
LEGEND:
X (Y)
X = Weekday AM Peak Hour Turning Movements
Y = Weekday PM Peak Hour Turning Movements
Volumes may not sum from point to point due to rounding
and presence of smaller driveways not included in analysis.EXHIBIT 10
2028 Background Plus Site-Generated Traffic Volumes Not To Scale
EXHIBIT 9
2028 Background Traffic Volumes
North
Not To Scale
North
Mustang Court Mustang Drive
S o u t h w e s t e r n
S t r e e t
S H
2 6
(I r a
E
W o o d s
A v e n u e )
Mustang Court Mustang Drive
S o u t h w e s t e r n
S t r e e t
S H
2 6
(I r a
E
W o o d s
A v e n u e )
R a i l r o a d
R a i l r o a d
DRAFT
Page 12
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
IV. ALL-WAY STOP-CONTROL ANALYSIS
The Texas Manual on Uniform Traffic Control Devices (TMUTCD) identifies three All-Way
STOP-Control (AWSC) warrants as areas of analysis when investigating if All -Way STOP-
Control would be justified at a location , which are as follows:
▪ Where traffic control signals are justified, AWSC may be used as an interim measure;
▪ 5 or more reported crashes in a 12-month period that are susceptible to correction by
AWSC; or
▪ Minimum volumes:
• The vehicular volume entering the intersection from the total of the major street
approaches averages 300 or more vehicles per hour for any eight hours of the
day; and
• The total minor street volume averages at least 200 vehicles/pedestrians per
hour for the same eight hours with an average delay of 30 seconds per vehicle
during the highest hour.
The satisfaction of a warrant is not a requirement that an intersection should be converted
to AWSC, but rather is a qualifier or an indication that the conversion may be a net benefit
to the community.
Traffic control signals are not justified, so the first area of analysis does not apply. There
is insufficient crash data to analyze the second area of analysis, so the minimum volume
warrant will be investigated here.
The analysis used the existing 24-hour counts along Mustang Court, collected by TxDOT
in 2019, as the basis for the existing traffic volumes . The 24-hour counts were not
distinguished by direction, so it was conservatively assumed that all the traffic was
westbound at the intersection.
There is no existing traffic data for Southwestern Street. Therefore, it was assumed that
the traffic along Mustang Court consists completely of traffic coming from or going to
Southwestern Street. This assumption disregards the fact that some of the drivers along
Mustang Court will use the Public Storage driveway and never reach Southwestern Street.
When determining the volumes along Southwestern Street, it was assumed that the
northbound and southbound approaches we re split evenly. The AWSC warrant sums the
two minor street approaches, so the split between the northern and southern
developments is irrelevant to the end result of the warrant. The northbound leg was
assigned half of the total traffic on Mustang as sout hbound traffic, and the Southern leg
was assigned the remaining half.
To model the proposed development, the analysis used the hourly variation data for
warehousing sites (ITE Land Use 150) from the ITE Trip Generation Manual, 10th Edition.
This data provides hourly percentages of inbound and outbound traffic as a portion of the
DRAFT
Page 13
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
daily traffic so that the hourly traffic can be calculated. These calculations can be found in
Volume 2 of this report.
As shown in Table 2 (and also included in Volume 2 of this report), the average existing
traffic volumes for the top eight hours of the intersection do not meet the warrant volume
criteria. In fact, there is not a single hour in which either the major or minor street reaches
50% of the threshold, even with the conservative assumptions described above. For the
highest eight hours of the Mustang Court traffic, Southwestern Street averages 68
vehicles per hour. For the same eight hours, Mustang Court averages 103 vehicles per
hour. By the TMUTCD criteria, the intersection fails to meet the traffic volume portion of
the AWSC warrant.
All-Way STOP-Control is not recommended for the intersection of Mustang Court and
Southwestern Street.
Table 2 – All-Way STOP-Control Warrant Analysis
N
Year 2019
Analyzed by:
Major Minor Major Minor
Street Street Street Street
6:00 AM 06:00 AM TO 07:00 AM 78 42 26%21%12 14
7:00 AM 07:00 AM TO 08:00 AM 131 90 44%45%1 1
8:00 AM 08:00 AM TO 09:00 AM 99 66 33%33%5 3
9:00 AM 09:00 AM TO 10:00 AM 89 52 30%26%9 9
10:00 AM 10:00 AM TO 11:00 AM 95 58 32%29%7 8
11:00 AM 11:00 AM TO 12:00 PM 93 50 31%25%8 10
12:00 PM 12:00 PM TO 01:00 PM 110 62 37%31%3 6
1:00 PM 01:00 PM TO 02:00 PM 112 74 37%37%3 2
2:00 PM 02:00 PM TO 03:00 PM 90 50 30%25%9 10
3:00 PM 03:00 PM TO 04:00 PM 122 66 41%33%2 3
4:00 PM 04:00 PM TO 05:00 PM 91 48 30%24%9 12
5:00 PM 05:00 PM TO 06:00 PM 98 62 33%31%5 6
6:00 PM 06:00 PM TO 07:00 PM 39 24 13%12%16 16
7:00 PM 07:00 PM TO 08:00 PM 41 36 14%18%15 15
8:00 PM 08:00 PM TO 09:00 PM 51 48 17%24%14 12
9:00 PM 09:00 PM TO 10:00 PM 67 64 22%32%13 5
300 200 103 68
Major Street:
Date:3/8/2021
Minor Street:
24-Hour Volume Summary
City/County:Southlake/Tarrant
State:Texas
85th-percentile speed on the major street exceeds 40 mph? (Y or N)
Mustang Court
Southwestern Blvd
Source:
Created By:Kimley-Horn and Associates, Inc.
Threshold
Total of All
Approaches
Total of Both
Approaches
Major Street
Summary
Met? NO
Minor Street
Total of Both
Approaches
Bicycle
Total of All
Approaches
Values
Kimley-Horn
Warrant 1Pedestrian
TMUTCD, 2011 Edition
Warrant 1
Hourly Rank
Average of Top 8 Hours
Of Minor Street
DRAFT
Page 14
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
V. TRAFFIC OPERATIONS ANALYSIS
Kimley-Horn conducted a traffic operations analysis to determine potential capacity
deficiencies in the 2021, 2023, and 2028 study years at the study intersections. The
acknowledged source for determining overall capacity is the current edition of the Highway
Capacity Manual.
A. Analysis Methodology
Capacity analysis results are listed in terms of Level of Service (LOS). Level of service
and the corresponding analysis methodology are explained in Appendix B.
The signal timing for the signalized intersection is based on Grapevine signal timing
sheets. Timing adjustments were made in the future scenarios to a ccommodate changes
in traffic volumes due to background growth and site traffic, replicating how City staff will
periodically review signal operations in the future.
Calculations for the level of service at the key intersections identified for study are p rovided
in Volume 2 of this report. The analyses assumed the lane geometry and intersection
control shown in Exhibit 3.
At the intersection of Mustang Court and Southwestern Street, the traffic volumes at
Mustang Court are higher than those along Southwestern Street. Additionally, the
westbound approach of Mustang Court is coming from the intersection of SH 26 and
Mustang Court, crossing the DART railroad tracks just over 250’ from Southwestern
Street. For these reasons, Mustang Court should be the primary street at its intersection
with Southwestern Street and should not be STOP-Controlled. If it were STOP-Controlled,
there is a possibility of creating a situation in which vehicles might queue across the
railroad tracks.
B. Analysis Results
Table 3 and Table 4 show the intersection operational results for the weekday AM and
PM peak hours, respectively.
DRAFT
Page 15
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
Table 3 – Traffic Operational Results – Weekday AM Peak Hour
Table 4 – Traffic Operational Results – Weekday PM Peak Hour
C. 2021 Existing Traffic Operations
The analysis of the 2021 existing traffic operations shows that the signalized study
intersection operates with moderate delay in both peak hours at LOS C or better. The SH
26 through volumes are large, but the intersection is well timed to accommodate the
existing traffic flows. As will be shown in the future traffic scenarios, this corridor is
sensitive to increases in ba ckground traffic, and the regional traffic volumes are growing
at a moderately high rate (about 5% year over year). Foreseeing this trend, t he City of
Grapevine is currently in the process of retiming the SH 26 corridor, but since the retiming
process has not yet begun those timings were not ava ilable for this analysis.
DELAY
(SEC/VEH)LOS DELAY
(SEC/VEH)LOS DELAY
(SEC/VEH)LOS DELAY
(SEC/VEH)LOS DELAY
(SEC/VEH)LOS
Mustang - EB 74.8 E 60.3 E 79.1 E 80.5 F 77.4 E
Mustang - WB 45.5 D 47.2 D 49.3 D 68.1 E 74.2 E
SH 26 - NB 25.7 C 26.6 C 35.7 D 25.0 C 39.3 D
SH 26 - SB 10.2 B 11.1 B 12.0 B 18.9 B 19.1 B
Overall 25.7 C 26.6 C 33.8 C 29.2 C 40.3 D
SW - NB*9.5 A 8.6 A 9.7 A 9.6 A 9.8 A
Mustang - WBL 8.1 A 7.3 A 8.2 A 8.1 A 8.2 A
Mustang - EBL ----------
SW - SB*10.4 B 9.5 A 11.5 B 10.8 B 11.8 B
* Stop-Controlled Approach
- No movements in Time Period
INTERSECTION APPROACH
2021
Existing
Traffic
2023
Background
Traffic
2023
Background
plus
Site Traffic
2028
Background
Traffic
2028
Background
plus
Site Traffic
AM Peak Hour AM Peak Hour AM Peak Hour AM Peak Hour AM Peak Hour
Mustang Drive/Court
@
SH 26
(Ira E Woods Avenue)
Mustang Court @
Southwestern Street
Signalized Unsignalized
DELAY
(SEC/VEH)LOS DELAY
(SEC/VEH)LOS DELAY
(SEC/VEH)LOS DELAY
(SEC/VEH)LOS DELAY
(SEC/VEH)LOS
Mustang - EB 64.0 E 65.5 E 65.4 E 67.9 E 69.2 E
Mustang - WB 52.7 D 57.0 E 57.9 E 67.1 E 69.0 E
SH 26 - NB 14.0 B 15.5 B 15.8 B 16.8 B 17.1 B
SH 26 - SB 9.2 A 14.3 B 14.5 B 23.4 C 25.9 C
Overall 17.7 B 21.5 C 22.3 C 28.2 C 30.2 C
SW - NB*9.3 A 9.3 A 9.9 A 9.4 A 10.0 A
Mustang - WBL 8.1 A 8.1 A 8.4 A 8.1 A 8.4 A
Mustang - EBL ----------
SW - SB*9.8 A 10.0 A 11.1 B 10.1 B 11.3 B
* Stop-Controlled Approach
- No movements in Time Period
2023
Background
plus
Site TrafficINTERSECTIONAPPROACH
2021
Existing
Traffic
2023
Background
Traffic
PM Peak Hour PM Peak Hour PM Peak Hour
2028
Background
Traffic
2028
Background
plus
Site Traffic
Mustang Drive/Court
@
SH 26
(Ira E Woods Avenue)
Mustang Court @
Southwestern Street
PM Peak Hour PM Peak Hour
Signalized Unsignalized
DRAFT
Page 16
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
Of the unsignalized study intersection approaches, all operate at LOS A during both peak
hours. There is very little traffic at the intersection of Mustang Court and Southwestern
Street, and LOS A matches the observations made in the field.
D. 2023 Background Traffic Operations
The signalized study intersection experiences more delay with two years of background
growth added to the network. The intersection overall operates at LOS C during both peak
hours. Due to the prioritization of the SH 26 corridor volumes, the Mustang Court and
Drive approaches experience higher delays, operating at LOS E during one or both peak
hours. Neither of these approaches are failing. With a 120 -second traffic signal cycle
length, the vehicles are waiting approximately half of the cycle on average. This is typical
for side street approaches to high -volume corridors like SH 26.
The unsignalized intersection of Southwestern Street and Mustang Court continues to
operate at LOS A during both peak hours, which is optimal from a vehicular standpoint.
E. 2023 Background Plus Site-Generated Traffic Operations
The addition of the site-generated traffic to the 2023 background traffic results in some
additional delay at the intersection of Mustang Drive/Court and SH 26, and there are no
increases in overall level of service. The northbound approach in the AM peak hour
continues experiences a relatively sharp increase in delay even though the site adds only
10 vehicles to the approach. The intersection operates at LOS C or better during both
peak hours, which is better than the industry standard for acceptable operations, LOS D.
The unsignalized intersection also experience some additional delay after the site -
generated traffic is dispersed about the roadway network and the site constructs the
eastbound leg to the intersection. The northbound approach and westbound left-turning
movement continue to operate at LOS A, and the southbound movement changes to LOS
B. LOS B or better is considered to be optimal when analyzing traffic.
The existing street infrastructure is able to handle the site-generated traffic volumes in the
2023 total traffic scenario and needs no alterations .
F. 2028 Background Traffic Operations
The analysis of the 2028 background traffic operations shows that the intersection remains
at LOS C during both peak hours. The north- and southbound approaches of SH 26 to
Mustang Drive/Court are sensitive to the increase in background traffic.
G. 2028 Background Plus Site-Generated Traffic Operations
The addition of the site-generated traffic to the 2028 background traffic results in some
additional delay at the intersection of Mustang Court/Drive and SH 26. The intersection
changes from overall LOS C to D during the AM peak and at LOS C during the PM peak,
both of which are acceptable levels of delay.
DRAFT
Page 17
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
With site traffic, the unsignalized intersection of Mustang Court and Southwestern Street
experiences additional delays at the study approaches. All approaches and movements
operate at LOS B or better during both peak hours. The proposed infrastructure provides
an adequate level of access for the Mustang Business Park to be successfully
incorporated into the surrounding street network of both Southlake and Grapevine.
H. Internal Site Traffic Operations
The development as a whole generates 50 outbound trips in the PM peak hour, so the
rate of vehicles exiting the property is less than one per minute . The southbound approach
of Southwestern Street was modeled with 72 vehicles, which is more than the total
outbound volume of the site and, therefore, more than any of the five site driveways is
projected to experience. In the 2028 background plus site -generated traffic operations
analysis, the southbound approach of Southwestern Street operates at LOS B during both
peak hours, and its 95th-percentile average queue length is less than one vehicle. Since
each of the site driveways is projected to have fewer vehicles than Southwest Street, each
is expected to operate at LOS B or better, and their 95 th-percentile average queue lengths
are also expected to be less than one vehicle. Simply put, each of the driveways is
expected to operate optimally with minimal delays.
I. Internal Stacking Distance
The City of Southlake requires 150’ of stacking distance from the right-of-way line to the
first turning movement. This regulation is intended for developments which have one of
the following conditions present: a STOP -controlled approach that could queue back
across an improperly spaced driveway or an inbound turning movement to a parking area
that could queue back onto the public right-of-way.
To address the first situation, the eastbound approach of Mustang Court to Southwestern
Street does not meet All-Way STOP-Control traffic warrants and should not be STOP -
controlled. There is no possibility of vehicles queueing from Mustang Court across the
internal driveways, blocking their egress.
To address the second situation, the northeastern driveway is the first turning movement
into the site from Mustang Court. The distance between Southwestern Street and the
northeastern driveway is measured to be about 80’. Stacking space is typically required
for movements that must turn across traffic, such as STOP -controlled movements or left-
turns from a street into a driveway. In other words, right -turns from a street into a driveway
do not require any stacking space since there is no conflicting vehicle flow. Right -turning
vehicles are free to access a driveway without waiting. Therefore, the northeast driveway
requires no stacking space for its inbound movement from Mustang Court, and the 150 ’
stacking requirement should not apply. The distance to the first parking area along the
northeast is more than 150’, and the distance to the first gate for truck traffic is over 250’.
Both these distances satisfy the 150’ standard.
DRAFT
Page 18
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
There are projected to be a maximum of 51 inbound vehicles during either peak hour for
the Mustang Business Park development. According to the ITE Trip Generation
Handbook, 3rd Edition, truck trips account for 20% of the weekday traffic at warehousing
sites. Applying this percentage to the proposed development, there are expected to be no
more than 10 truck trips arriving at the site during either peak hour. This is about one truck
every six minutes, or over 500 seconds between truck arrivals. There are at least three
inbound driveways for the site, and each has enough stacking space from Mustang Court
for at least four full length trucks at one time. Vehicles on Mustang court will not be
queueing back from the intersection at Southwestern Street and will no t affect driveway
operations.
DRAFT
Page 19
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
VI. CONCLUSIONS AND RECOMMENDATIONS
Based on the analysis presented in this report, the proposed Mustang Business Park
development, located northwest of the intersection of Mustang Court and SH 26 in Southlake,
Texas, can be successfully incorporated into the surrounding roadway network. The proposed
site driveways provide the appropriate level of access for the development. The site -generated
traffic does not have a disproportionate effect on the exis ting vehicle traffic operations. No
improvements to the external roadway network are required for the site.
The intersection of Mustang Court and Southwestern Street does not meet All -Way STOP-
Control traffic volume warrants with existing or future volumes, so the intersection should be
signed as Two-Way STOP-Control. Mustang Court has higher traffic volumes currently and in
the future scenarios, so it should be designated as the main road, and Southwestern Street
should be STOP-Controlled. Mustang Road also travels over the railroad tracks to the southeast
of the intersection, so it is desirable to have the nort hwestbound approach of Mustang Court be
a free, unstopped movement to avoid a situation in which vehicles may queue across the
railroad tracks.
There are not expected to be any queues developing on the property. In both peak hours, the
rate of vehicles entering the property is less than one per minute, and the rate of vehicles exiting
the property is likewise less than one per minute. The rate of trucks entering and exiting the
property is nearly one per six minutes. Each of the site driveways will experience fewer vehicles
than the intersection of Southwest Street and Mustang Court, so the low -delay and short-queue
operating conditions of Southwest Street can be expected at each of the site driveways.
Therefore, there are not expected to be queueing problems at any on-site movement or
approach.
In response to comments provided by the City of Southlake regarding the amount of proposed
parking, the parking totals for the Mustang Business Park development have been revised. The
City sets forth its parking requirements in Section 35 of its Land Development Code. The Land
Development Code establishes parking minimums but does not limit the number of spaces a
development may have. For warehousing uses, the minimum number of required parking
spaces is found in Section 35.b(10). The minimum is calculated as 1 space per 1,000 square
feet of under-roof industrial area and 1 space per each 300 square feet of under -roof office area.
The number of required parking spaces for the Mustang Business Park development is 389
spaces, and the development provides 392 spaces. Therefore, the development as proposed
satisfies the parking requirements of the City of Southlake Land Development Code and does
not provide significantly more than the code requires.
DRAFT
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
APPENDIX A
A. Roadway Characteristics
The following signalized intersection was evaluated as part of this study:
▪ SH 26 at Mustang Drive/Mustang Court
The following unsignalized intersection was evaluated as part of this study:
▪ Southwestern Street at Mustang Court
The major study area roadways are described below.
SH 26 – is, six-lane divided road that runs northeast-southwest from Grapevine to Fort
Worth. In the project vicinity, SH 26 intersects Pool Road/Brumlow Avenue, Mustang
Drive/Court, and Kimball Avenue/Heritage Avenue other commercial driveways. SH 26 is
located within the City of Grapevine near the development site. On the City of Grapevine
Thoroughfare Plan, SH 26 is designated as a Major Arterial (A*). The speed limit near the
site is 45 mph.
Mustang Court – is a three-lane undivided road that runs northwest-southeast from
Southwestern Street to SH 26, where it enters the City of Grapevine and turns into
Mustang Drive. In the project vicinity, Mustang Court intersects Southwestern Street and
SH 26 while providing access for the developments neighboring the proposed
development. On the City of Southlake Thoroughfare Plan, Mustang Court is not
classified. The speed limit near the site is assumed to be 30 mph. The development plan
includes extending Mustang Court into the site as a private street.
Mustang Drive – is a four-lane undivided road that runs east-west from DFW Airport to
SH 26, past which it enters the City of Southlake and becomes Mustang Court. In the
project vicinity, Mustang Drive intersects SH 26. On the City of Grapevine Thoroughfare
Plan, Mustang Drive is designated as a four-lane Minor Arterial (D). The speed limit near
the site is 35 mph.
Southwestern Street – is a two-lane undivided road that runs northeast-southwest,
serving only the two existing developments on either side of the proposed Mustang
Business Park. In the project vicinity, Southwestern Street intersects Mustang Court. On
the City of Southlake Thoroughfare Plan, Southwestern Street is not classified. The speed
limit near the site is assumed to be 30 mph. The name of Southwest Street is not marked
near the site. It is only known from its label on the Southlake Thoroughfare Plan.
Exhibit 3 illustrates the intersection geometry used for the traffic analysis.
DRAFT
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
APPENDIX B
A. Analysis Methodology
Capacity analysis results are listed in terms of Level of Service (LOS). LOS is a qualitative
term describing operating conditions a driver will experience while traveling on a particular
street or highway during a specific time interval. It ranges from A (very little delay ) to F
(long delays and congestion). Table 5 shows the definition of level of service for signalized
and unsignalized intersections.
Table 5 – Level of Service Definitions
Level of
Service
Signalized Intersection
Average Total Delay
(sec/veh)
Unsignalized Intersection
Average Total Delay
(sec/veh)
A ≤10 ≤10
B >10 and ≤20 >10 and ≤15
C >20 and ≤35 >15 and ≤25
D >35 and ≤55 >25 and ≤35
E >55 and ≤80 >35 and ≤50
F >80 >50
_______________
Definitions provided from the Highway Capacity Manual, Special Report 209, Transportation Research Board, 2010.
Study area intersections were analyzed based on average total delay analysis for
signalized and unsignalized intersections. For the unsignalized analysis, the level of
service (LOS) for a two-way stop-controlled intersection is defined for each movement.
Unlike signalized intersections which define LOS for each approach and for the
intersection as a whole, LOS for two -way stop-controlled intersections is not defined as a
whole.
Signal timings for the signalized intersections are based on Grapevine signal timing
sheets. Timing adjustments were made in the future scenarios to accommodate changes
in traffic volumes due to background growth and site traffic, replicating how City staff will
periodically review signal operations in the future.
The analyses assumed the lane geometry and intersection control shown in Exhibit 3.
The peak hour factors (PHF) for the existing traffic is known from the counts collected at
the site or for the City’s signal timing efforts. The PHFs were not adjusted in the future
traffic scenarios.
DRAFT
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
Comments from the City of Southlake
DRAFT
kimley-horn.com 12750 Merit Drive, Suite 1000, Dallas, TX 75251 972-770-1300
To: Sandra Endy, P.E.
Development Engineer
City of Southlake
From: Scot Johnson, P.E., PTOE
Jake Halter, EIT
Date: March 15, 2021
Subject: Response to TIA Review Comments
Mustang Business Park Development
The following are responses to the City of Southlake Transportation Manager Review comments about
the Mustang Business Park dated December 30, 2020. Additionally, the Traffic Impact Analysis
comments from Lee Engineering, dated February 23, 2021, are included and addressed. The proposed
site plan and TIA have been updated in response to both sets of the comments.
Comments and Responses:
The City of Southlake Transportation Manager Review comments are listed below as underlined text,
with the KH responses in italics. The comments were provided in two sections: Site Plan and Traffic
Impact Analysis.
Site Plan Comments:
1. Please provide a parking summary on the Site Plan which notes the amount of parking required
by Code and the amount of parking proposed.
KH Response: Acknowledged. We will provide.
2. Currently there is only one route to the site despite its adjacency to other access road and land
uses. Investigate feasibility of offering another way to access the site.
KH Response: Acknowledged. The TIA concludes that the single ingress and egress route is sufficient
for site traffic operations. An emergency access point is provided from Woodsey Drive but will not serve
site traffic.
1. The City of Southlake Driveway Ordinance does not recognize driveways to private streets and
alleys as part of Criteria #1 of the TIA Threshold Worksheet, which states that “the development
does not exceed 100 spaces average per driveway”. For this reason, the City requests a traffic
analysis via a technical memorandum which covers the following topics, at a minimum:
a. Trip Generation and Distribution
b. General evaluation of existing lane configuration of Mustang Ct & Southwestern Blvd
and SH 26/Ira E Woods Ave & Mustang Ct/Mustang Dr with regards to handling
proposed traffic to and from the site
c. All-Way Stop analysis for Mustang Ct & Southwestern Blvd
d. Access and circulation for the site (see comment #2)
e. Justification for providing significantly more parking for the site than required by Code.
DRAFT
Page 2
kimley-horn.com 12750 Merit Drive, Suite 1000, Dallas, TX 75251 972-770-1300
KH Response: Acknowledged. The updated TIA addresses each of these points. The All-Way Stop
analysis concludes that the intersection of Mustang Court and Southwestern Street does not meet All-
Way Stop traffic volume warrants. The provided parking was adjusted to be approximately equal to the
City requirement.
2. It is recommended that a copy of this memo be provided to the City of Grapevine, as the traffic
signal at SH 26/Ira E Woods Ave & Mustang Ct/Mustang Dr is within their jurisdiction.
KH Response: Agreed. The City of Grapevine is aware of the TIA and was consulted to obtain current
signal timings for the intersection of SH 26 and Mustang Court. Future signal timing adjustments are
planned for the whole corridor but have not been developed.
Comments and Responses:
The Lee Engineering comments are listed below as underlined text, with the KH responses in italics.
The comments were provided in two sections: informational and action. Only the action comments are
reproduced here since the informational comments required no response. The action comments begin
at comment 7.
Action Comments:
7. The site plan identifies that 452 handicap spaces and 10 standard spaces will be provided.
These numbers should presumably be reversed.
KH Response: Acknowledged and corrected.
8. The site plan shown in Exhibit 2 appears to be out of date compared to the site plan dated
February 1, 2021.
a. Page 3 states that the site will have one access point to the external street network.
The current site plan shows cross-access with the residential street in the northwest
corner (Woodsey Court), which should be mentioned even if it is emergency-access
only.
KH Response: Agreed. The latest site plan is included in the updated TIA. The emergency access to
Woodsey Court has been acknowledged in the TIA.
9. In previous City review comments dated 12-30-2020, the City specified that an All-Way Stop
analysis be provided for the intersection of Mustang Court and Southwestern Street in the traffic
analysis.
a. No analysis or discussion of the traffic control at this intersection was provided as
requested.
b. Exhibit 3 shows stop control on the approaches of Southwestern Street at Mustang
Court. Please provide justification and a recommendation for the stop control and lane
configurations chosen for this intersection.
KH Response: Agreed. The updated TIA includes a traffic volume warrant analysis for All-Way STOP-
Control at the intersection of Mustang Court and Southwestern Street. The intersection does not meet
the warrants, so All-Way STOP-Control should not be installed. The report provides justification for
STOP-Control to be installed on Southwestern Street and for Mustang Court to operate freely.
DRAFT
Page 3
kimley-horn.com 12750 Merit Drive, Suite 1000, Dallas, TX 75251 972-770-1300
10. Mustang Court at Southwestern Street was analyzed with four approaches rather than three
for existing and background scenarios. This correction is unlikely to change the results.
a. The existing and background analysis at this intersection has assumed that right of
way priority is on the Mustang Court approach even though it tees into Southwestern
Street. Typically, the stem of the tee would be assumed to stop in an instance like this.
KH Response: Acknowledged. The intersection currently has no STOP-Control in any direction, so it
was assumed to operate as a T-intersection with Southwestern Street stopping and Mustang Court
being unstopped. In SynchroTM, the only way to model this configuration is to have a zero-volume
approach opposing the westbound approach of Mustang Court. The updated TIA includes justification
for STOP-Control to be installed on Southwestern Street and for Mustang Court to operate freely.
11. On page 4, it appears that NB SH 26 AM adjustment factors are listed incorrectly.
a. AM NB - 2914 / 1,568 = 1.86. A 86% increase not 145%.
b. PM NB - 1485 / 1057 = 1.40. A 40% increase not 144%.
c. PM SB should be a 40% increase.
d. In Exhibit 4, the COVID adjustments listed appear to be correct.
KH Response: Agreed. The analysis used the adjustments as correctly identified by Lee, but the text
included incorrect adjustments. The analysis is not affected by these changes and they are updated in
the revised TIA.
12. The report indicates that adjustments were made to signal timing splits for future scenarios,
although this appears to only be the case for the AM peak hour. However, the same signal
timing should be used when comparing background vs. total traffic scenarios.
KH Response: Agreed. The 2028 background scenario signal timing was updated to match the 2028
background plus site scenario signal timing.
13. At the intersection of Mustang Court/Mustang Drive and SH 26, the incorrect truck percent
appears to be applied for the westbound right turn during the AM peak hour scenarios.
KH Response: Agreed. Corrected in the updated TIA.
14. For the 2023 Background AM peak hour scenario, default truck percentages were utilized (2%).
KH Response: Agreed. Corrected in the updated TIA.
15. In previous City review comments dated 12-30-2020, the City stated that the traffic analysis
should provide justification for providing significantly more parking than required by code.
a. No discussion of parking was included in the study.
b. The Site plan indicates that the site is parked per city code requirements. The site plan
appears to correctly calculate parking spaces and off-street loading required by City of
Southlake ordinance. 460 parking spaces are required, and 462 spaces are provided.
c. An additional 49 parking spaces for semi-trailers are provided.
KH Response: Acknowledged. The site plan is updated to address this comment.
DRAFT
Page 4
kimley-horn.com 12750 Merit Drive, Suite 1000, Dallas, TX 75251 972-770-1300
16. In previous City review comments dated 12-30-2020, the City requested that the traffic analysis
cover the access and circulation for the site, specifically with respect to the site having a single
access route.
a. No discussion of circulation or the feasibility of an additional site access point is
included in the analysis.
KH Response: Acknowledged. The TIA concludes that single access point is sufficient from a traffic
operations perspective. Site circulation and queueing is discussed in the updated TIA.
17. If the new Mustang Court private street extension is considered part of the site and thus a
driveway, there does not appear to be enough internal storage between the Southwestern
Street intersection and the first internal circulation aisles.
KH Response: Acknowledged. A discussion of queueing and internal storage is included in the updated
TIA.
END
DRAFT
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
TRAFFIC COUNTS AND HISTORICAL DATA
Mustang Business Park - Southlake, Texas
Historical Link Volumes and Growth Rates
SH 26 (Ira E Woods Avenue)
Record Year Link Start Link End Source 24-Hour
Volume
Annual
Growth Rate
1 2014 Pool Road/Brumlow Avenue Mustang Drive TxDOT 31,191 -
2 2019 Pool Road/Brumlow Avenue Mustang Drive TxDOT 41,347 5.8%
3 2020 Pool Road/Brumlow Avenue Mustang Drive KHA 28,869 -30.2%
Average Growth 2014 - 2020:0.9%
Mustang Drive
Record Year Link Start Link End Source 24-Hour
Volume
Annual
Growth Rate
1 2014 Timberline Drive SH 26 TxDOT 14,197 -
2 2019 Timberline Drive SH 26 TxDOT 16,740 3.4%
Mustang Court
Record Year Link Start Link End Source 24-Hour
Volume
Annual
Growth Rate
1 2019 Southwestern Street SH 26 TxDOT 1,204 -
DRAFT
TIME 0:00 0:15 0:30 0:45 TOTAL
Date Began:0:00 8 7 7 3 25
1/20/2021 1:00 1 6 3 2 12
2:00 5 6 5 3 19
3:00 4 12 9 13 38
4:00 8 14 26 50 98
5:00 48 75 110 115 348
6:00 157 180 246 237 820
7:00 308 335 430 427 1500
8:00 350 361 320 280 1311
9:00 235 231 238 213 917
10:00 214 182 216 196 808
11:00 222 194 235 214 865
12:00 230 206 216 222 874
13:00 218 212 210 201 841
14:00 218 220 210 230 878
15:00 286 239 286 246 1057
16:00 280 210 256 236 982
17:00 244 250 230 214 938
18:00 175 210 166 135 686
19:00 140 122 106 114 482
20:00 84 87 76 72 319
21:00 64 64 44 42 214
22:00 44 31 27 21 123
23:00 12 14 13 11 50
TOTAL:14,205
The A.M. peak hour from 7:30 to 8:30 is 1,568
The P.M. peak hour from 15:00 to 16:00 is 1,057
NB SH 26 South of Mustang Drive
0
200
400
600
800
1000
1200
1400
1600
V O L U M E
TIME
DRAFT
TIME 0:00 0:15 0:30 0:45 TOTAL
Date Began:0:00 11 9 12 8 40
1/26/2021 1:00 9 7 9 13 38
2:00 8 8 3 7 26
3:00 11 2 10 9 32
4:00 10 5 8 16 39
5:00 11 27 24 34 96
6:00 46 60 87 103 296
7:00 122 139 201 223 685
8:00 230 194 192 194 810
9:00 164 182 163 176 685
10:00 158 168 174 186 686
11:00 156 184 212 167 719
12:00 242 231 228 270 971
13:00 215 237 202 226 880
14:00 232 272 316 272 1092
15:00 294 352 312 328 1286
16:00 428 410 421 385 1644
17:00 448 427 446 349 1670
18:00 358 290 270 218 1136
19:00 221 203 191 152 767
20:00 119 130 109 77 435
21:00 104 90 84 78 356
22:00 56 46 47 34 183
23:00 31 20 25 16 92
TOTAL:14,664
The A.M. peak hour from 7:30 to 8:30 is 848
The P.M. peak hour from 16:45 to 17:45 is 1,706
SB SH 26 South of Mustang Drive
0
200
400
600
800
1000
1200
1400
1600
1800
V O L U M E
TIME
DRAFT
1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC
Wed Jan 20, 2021
Full Length (7 AM-9 AM, 4 PM-6 PM)
All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians, Bicycles on
Crosswalk)
All Movements
ID: 809087, Location: 32.91909, -97.11909
Provided by: C. J. Hensch & Associates Inc.
5215 Sycamore Ave.,
Pasadena, TX, 77503, US
Leg Mustang Court Mustang Drive SH 26 (Ira E Woods Avenue)SH 26 (Ira E Woods Avenue)
Direction Eastbound Westbound Northbound Southbound
Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt
2021-01-20 7:00AM 3 0 0 0 33 0 30 0 31 0 6161 0 2 236 58 1 297297 0 23 83 2 1 109109 0 470470
7:15AM 1 1 0 0 22 0 46 1 26 0 7373 0 0 251 95 2 348348 0 36 91 5 0 132132 0 555555
7:30AM 2 1 0 0 33 0 59 0 38 0 9797 0 1 354 101 0 456456 0 27 119 5 0 151151 0 707707
7:45AM 3 1 0 0 44 0 69 0 32 0 101101 0 0 301 99 1 401401 0 27 162 7 2 198198 0 704704
Hourly Total 9 3 0 0 1212 0 204 1 127 0 332332 0 3 1142 353 4 15021502 0 113 455 19 3 590590 0 24362436
8:00AM 2 0 0 0 22 0 67 0 31 0 9898 0 0 304 89 3 396396 0 23 128 3 1 155155 0 651651
8:15AM 6 0 0 0 66 0 51 0 27 0 7878 0 2 261 104 1 368368 0 39 119 3 1 162162 0 614614
8:30AM 6 0 0 0 66 0 89 1 37 0 127127 0 0 253 80 2 335335 0 26 134 1 1 162162 0 630630
8:45AM 2 0 0 0 22 0 53 1 26 0 8080 0 2 224 64 1 291291 0 15 146 1 1 163163 0 536536
Hourly Total 16 0 0 0 1616 0 260 2 121 0 383383 0 4 1042 337 7 13901390 0 103 527 8 4 642642 0 24312431
4:00PM 5 4 0 0 99 0 92 0 41 0 133133 0 0 190 76 1 267267 0 46 353 1 2 402402 0 811811
4:15PM 2 2 0 0 44 0 96 0 42 0 138138 0 0 150 56 0 206206 0 38 327 4 1 370370 0 718718
4:30PM 2 1 0 0 33 0 77 0 32 0 109109 0 0 180 63 0 243243 0 33 360 1 0 394394 0 749749
4:45PM 3 0 0 0 33 0 76 1 24 0 101101 0 0 150 61 1 212212 0 40 318 3 0 361361 0 677677
Hourly Total 12 7 0 0 1919 0 341 1 139 0 481481 0 0 670 256 2 928928 0 157 1358 9 3 15271527 0 29552955
5:00PM 4 0 0 0 44 0 68 2 29 0 9999 0 0 197 65 2 264264 0 35 429 0 1 465465 0 832832
5:15PM 1 3 0 0 44 0 69 0 22 0 9191 0 0 198 56 1 255255 0 39 339 1 0 379379 0 729729
5:30PM 1 2 0 0 33 0 57 0 25 0 8282 0 2 166 62 1 231231 0 40 370 0 3 413413 0 729729
5:45PM 1 0 0 0 11 0 68 0 33 0 101101 0 0 168 52 1 221221 0 31 281 1 0 313313 0 636636
Hourly Total 7 5 0 0 1212 0 262 2 109 0 373373 0 2 729 235 5 971971 0 145 1419 2 4 15701570 0 29262926
TotalTotal 44 15 0 0 5959 0 1067 6 496 0 15691569 0 9 3583 1181 18 47914791 0 518 3759 38 14 43294329 0 1074810748
% Approach% Approach 74.6%25.4%0%0%---68.0%0.4%31.6%0%---0.2%74.8%24.7%0.4%---12.0%86.8%0.9%0.3%----
% Total% Total 0.4%0.1%0%0%0.5%0.5%-9.9%0.1%4.6%0%14.6%14.6%-0.1%33.3%11.0%0.2%44.6%44.6%-4.8%35.0%0.4%0.1%40.3%40.3%--
LightsLights 6 14 0 0 2020 -1047 6 485 0 15381538 -6 3532 1142 18 46984698 -510 3721 4 14 42494249 -10505
% Lights% Lights 13.6%93.3%0%0%33.9%33.9%-98.1%100%97.8%0%98.0%98.0%-66.7%98.6%96.7%100%98.1%98.1%-98.5%99.0%10.5%100%98.2%98.2%-97.7%
Articulated TrucksArticulated Trucks 34 1 0 0 3535 -3 0 0 0 33 -3 20 1 0 2424 -0 8 32 0 4040 -102
% Articulated Trucks% Articulated Trucks 77.3%6.7%0%0%59.3%59.3%-0.3%0%0%0%0.2%0.2%-33.3%0.6%0.1%0%0.5%0.5%-0%0.2%84.2%0%0.9%0.9%-0.9%
Buses and Single-UnitBuses and Single-Unit
TrucksTrucks 4 0 0 0 44 -17 0 11 0 2828 -0 31 38 0 6969 -8 30 2 0 4040 -141
% Buses and Single-Unit% Buses and Single-Unit
TrucksTrucks 9.1%0%0%0%6.8%6.8%-1.6%0%2.2%0%1.8%1.8%-0%0.9%3.2%0%1.4%1.4%-1.5%0.8%5.3%0%0.9%0.9%-1.3%
Pedestrians -----0 -----0 -----0 -----0
% Pedestrians -------------------------
Bicycles on Crosswalk -----0 -----0 -----0 -----0
% Bicycles on Crosswalk -------------------------
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
1 of 6
DRAFT
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
All-Way STOP-Control Traffic Volume Warrant
DRAFT
N
Year 2019
Analyzed by:
Major Minor Major Minor
Street Street Street Street
6:00 AM 06:00 AM TO 07:00 AM 235 22 78%11%5 14
7:00 AM 07:00 AM TO 08:00 AM 289 46 96%23%1 1
8:00 AM 08:00 AM TO 09:00 AM 217 34 72%17%8 3
9:00 AM 09:00 AM TO 10:00 AM 213 26 71%13%9 9
10:00 AM 10:00 AM TO 11:00 AM 209 30 70%15%10 8
11:00 AM 11:00 AM TO 12:00 PM 223 26 74%13%7 9
12:00 PM 12:00 PM TO 01:00 PM 269 32 90%16%2 5
1:00 PM 01:00 PM TO 02:00 PM 239 38 80%19%4 2
2:00 PM 02:00 PM TO 03:00 PM 230 26 77%13%6 9
3:00 PM 03:00 PM TO 04:00 PM 264 34 88%17%3 3
4:00 PM 04:00 PM TO 05:00 PM 201 24 67%12%11 12
5:00 PM 05:00 PM TO 06:00 PM 184 32 61%16%12 5
6:00 PM 06:00 PM TO 07:00 PM 71 12 24%6%14 16
7:00 PM 07:00 PM TO 08:00 PM 57 18 19%9%16 15
8:00 PM 08:00 PM TO 09:00 PM 63 24 21%12%15 12
9:00 PM 09:00 PM TO 10:00 PM 77 32 26%16%13 5
300 200 247 35
Kimley-Horn
Warrant 1Pedestrian
TMUTCD, 2011 Edition
Warrant 1
Hourly Rank
Average of Top 8 Hours
Of Minor Street
Summary
Met? NO
Minor Street
Total of Both
Approaches
Bicycle
Total of All
Approaches
Values
Mustang Court
Southwestern Blvd
COMMENTS/NOTES:
Source:
Created By:Kimley-Horn and Associates, Inc.
Threshold
Total of All
Approaches
Total of Both
Approaches
Major Street
MULTI-WAY STOP SIGN WARRANT ANALYSIS
City/County:Southlake/Tarrant
State:Texas
85th-percentile speed on the major street exceeds 40 mph? (Y or N)
Major Street:
Date:3/8/2021
Minor Street:
24-Hour Volume Summary
DRAFT
0
100
200
300
400
500
600
700
800
6 :0 0
A M
7 :0 0
A M
8 :0 0
A M
9 :0 0
A M
1 0 :0 0
A M
1 1 :0 0
A M
1 2 :0 0
P M
1 :0 0
P M
2 :0 0
P M
3 :0 0
P M
4 :0 0
P M
5 :0 0
P M
6 :0 0
P M
7 :0 0
P M
8 :0 0
P M
9 :0 0
P M
1 0 :0 0
P M
1 1 :0 0
P M
V e h i c l e s
p e r
H o u r
(v p h )
Traffic Volume for Mustang Court (Major) and
Southwestern Boulevard (Minor)
Major Warrant Volume
Major Hourly Volume
Minor Warrant Volume
Minor Hourly Volume
300 vph Average Required for Major Street (8 hours)
200 vph Average Required for Minor Street (8 hours)
D
R
A
F
T
Mustang Court at Southwestern Boulevard Mustang Court Southwestern Boulevard
Hour Start
ITE 150
Warehousing
Inbound
ITE 150
Warehousing
Outbound
Mustang BP
Inbound
Traffic
Mustang BP
Outbound
Traffic
Calculated
Existing
Industrial
Inbound Traffic
Calculated
Existing
Industrial
Outbound Traffic
Existing
2019
Mustang EB
Existing
2019
Mustang
WB
Projected Site
Traffic
Mustang
EB
Projected Site
Traffic
Mustang
WB
Calculated
Existing Industrial
Traffic
EB
Calculated
Existing Industrial
Traffic
WB
Total
Traffic
Mustang
EB
Total
Traffic
Mustang
WB
Total
Traffic
Mustang
Total
Calculated
2019
Southwestern
NB
Calculated
2019
Southwestern
SB
Total
Traffic
Southwestern
Total
6:00 AM 10%3%57 16 120 34 21 21 16 57 0 120 37 198 235 11 11 22
7:00 AM 10%5%55 29 116 61 45 45 29 55 0 116 74 215 289 23 23 46
8:00 AM 7%5%39 30 82 64 33 33 30 39 0 82 63 154 217 17 17 34
9:00 AM 7%6%41 33 87 70 26 26 33 41 0 87 59 154 213 13 13 26
10:00 AM 6%7%36 38 77 79 29 29 38 36 0 77 67 142 209 15 15 30
11:00 AM 7%8%40 47 85 99 25 25 47 40 0 85 72 151 223 13 13 26
12:00 PM 9%8%52 46 110 98 31 31 46 52 0 110 77 192 269 16 16 32
1:00 PM 7%6%42 34 89 71 37 37 34 42 0 89 71 168 239 19 19 38
2:00 PM 8%6%47 33 100 70 25 25 33 47 0 100 58 172 230 13 13 26
3:00 PM 7%13%40 73 84 155 33 33 73 40 0 84 106 157 264 17 17 34
4:00 PM 5%10%31 57 65 122 24 24 57 31 0 65 81 120 201 12 12 24
5:00 PM 4%9%23 51 48 108 31 31 51 23 0 48 82 102 184 16 16 32
6:00 PM 1%4%8 22 17 47 12 12 22 8 0 17 34 37 71 6 6 12
7:00 PM 1%1%5 5 11 11 18 18 5 5 0 11 23 34 57 9 9 18
8:00 PM 1%1%4 3 8 6 24 24 3 4 0 8 27 36 63 12 12 24
9:00 PM 0%1%2 6 5 12 32 32 6 2 0 5 38 39 77 16 16 32
10:00 PM 1%0%7 2 14 5 14 14 2 7 0 14 16 35 52 7 7 14
569 Site Daily Volume - Mustang Business Park
Inbound Outbound
0%100%% of Trips Using EB Mustang Court
100%0%% of Trips Using WB Mustang Court
1,204 Daily Traffic on Mustang Court (used as a proxy for the total daily trips generated by the industrial developments to the northeast and southwest of the Mustang Business Park site)
Inbound Outbound
0%0%% of Trips Using EB Mustang Court
100%0%% of Trips Using WB Mustang Court
Hourly variation for Multifamily Residential, Retail, and Restaurant sites from ITE Trip Generation, 10th Edition
D
R
A
F
T
1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC
Wed Jan 20, 2021
AM Peak (7:30 AM - 8:30 AM)
All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians, Bicycles on
Crosswalk)
All Movements
ID: 809087, Location: 32.91909, -97.11909
Provided by: C. J. Hensch & Associates
Inc.
5215 Sycamore Ave.,
Pasadena, TX, 77503, US
Leg Mustang Court Mustang Drive SH 26 (Ira E Woods Avenue)SH 26 (Ira E Woods Avenue)
Direction Eastbound Westbound Northbound Southbound
Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt
2021-01-20 7:30AM 2 1 0 0 33 0 59 0 38 0 9797 0 1 354 101 0 456456 0 27 119 5 0 151151 0 707707
7:45AM 3 1 0 0 44 0 69 0 32 0 101101 0 0 301 99 1 401401 0 27 162 7 2 198198 0 704704
8:00AM 2 0 0 0 22 0 67 0 31 0 9898 0 0 304 89 3 396396 0 23 128 3 1 155155 0 651651
8:15AM 6 0 0 0 66 0 51 0 27 0 7878 0 2 261 104 1 368368 0 39 119 3 1 162162 0 614614
TotalTotal 13 2 0 0 1515 0 246 0 128 0 374374 0 3 1220 393 5 16211621 0 116 528 18 4 666666 0 26762676
% Approach% Approach 86.7%13.3%0%0%---65.8%0%34.2%0%---0.2%75.3%24.2%0.3%---17.4%79.3%2.7%0.6%----
% Total% Total 0.5%0.1%0%0%0.6%0.6%-9.2%0%4.8%0%14.0%14.0%-0.1%45.6%14.7%0.2%60.6%60.6%-4.3%19.7%0.7%0.1%24.9%24.9%--
PHFPHF 0.542 0.500 --0.6250.625 -0.891 -0.842 -0.9260.926 -0.375 0.862 0.945 0.417 0.8890.889 -0.744 0.815 0.643 0.500 0.8410.841 -0.946
LightsLights 0 1 0 0 11 -239 0 122 0 361361 -3 1204 375 5 15871587 -115 513 2 4 634634 -2583
% Lights% Lights 0%50.0%0%0%6.7%6.7%-97.2%0%95.3%0%96.5%96.5%-100%98.7%95.4%100%97.9%97.9%-99.1%97.2%11.1%100%95.2%95.2%-96.5%
Articulated TrucksArticulated Trucks 12 1 0 0 1313 -1 0 0 0 11 -0 9 1 0 1010 -0 0 15 0 1515 -39
% Articulated Trucks% Articulated Trucks 92.3%50.0%0%0%86.7%86.7%-0.4%0%0%0%0.3%0.3%-0%0.7%0.3%0%0.6%0.6%-0%0%83.3%0%2.3%2.3%-1.5%
Buses and Single-UnitBuses and Single-Unit
TrucksTrucks 1 0 0 0 11 -6 0 6 0 1212 -0 7 17 0 2424 -1 15 1 0 1717 -54
% Buses and Single-Unit% Buses and Single-Unit
TrucksTrucks 7.7%0%0%0%6.7%6.7%-2.4%0%4.7%0%3.2%3.2%-0%0.6%4.3%0%1.5%1.5%-0.9%2.8%5.6%0%2.6%2.6%-2.0%
Pedestrians -----0 -----0 -----0 -----0
% Pedestrians -------------------------
Bicycles on Crosswalk -----0 -----0 -----0 -----0
% Bicycles on Crosswalk -------------------------
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
3 of 6
DRAFT
1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC1. Mustang Drive/Court at SH 26 (Ira E Woods… - TMC
Wed Jan 20, 2021
PM Peak (4:30 PM - 5:30 PM) - Overall Peak Hour
All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians, Bicycles on
Crosswalk)
All Movements
ID: 809087, Location: 32.91909, -97.11909
Provided by: C. J. Hensch & Associates
Inc.
5215 Sycamore Ave.,
Pasadena, TX, 77503, US
Leg Mustang Court Mustang Drive SH 26 (Ira E Woods Avenue)SH 26 (Ira E Woods Avenue)
Direction Eastbound Westbound Northbound Southbound
Time L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*L T R U AppApp Ped*IntInt
2021-01-20 4:30PM 2 1 0 0 33 0 77 0 32 0 109109 0 0 180 63 0 243243 0 33 360 1 0 394394 0 749749
4:45PM 3 0 0 0 33 0 76 1 24 0 101101 0 0 150 61 1 212212 0 40 318 3 0 361361 0 677677
5:00PM 4 0 0 0 44 0 68 2 29 0 9999 0 0 197 65 2 264264 0 35 429 0 1 465465 0 832832
5:15PM 1 3 0 0 44 0 69 0 22 0 9191 0 0 198 56 1 255255 0 39 339 1 0 379379 0 729729
TotalTotal 10 4 0 0 1414 0 290 3 107 0 400400 0 0 725 245 4 974974 0 147 1446 5 1 15991599 0 29872987
% Approach% Approach 71.4%28.6%0%0%---72.5%0.8%26.8%0%---0%74.4%25.2%0.4%---9.2%90.4%0.3%0.1%----
% Total% Total 0.3%0.1%0%0%0.5%0.5%-9.7%0.1%3.6%0%13.4%13.4%-0%24.3%8.2%0.1%32.6%32.6%-4.9%48.4%0.2%0%53.5%53.5%--
PHFPHF 0.625 0.333 --0.8750.875 -0.942 0.375 0.836 -0.9170.917 --0.915 0.942 0.500 0.9220.922 -0.919 0.843 0.417 0.250 0.8600.860 -0.898
LightsLights 3 4 0 0 77 -288 3 106 0 397397 -0 716 239 4 959959 -147 1442 1 1 15911591 -2954
% Lights% Lights 30.0%100%0%0%50.0%50.0%-99.3%100%99.1%0%99.3%99.3%-0%98.8%97.6%100%98.5%98.5%-100%99.7%20.0%100%99.5%99.5%-98.9%
Articulated TrucksArticulated Trucks 6 0 0 0 66 -1 0 0 0 11 -0 0 0 0 00 -0 2 3 0 55 -12
% Articulated Trucks% Articulated Trucks 60.0%0%0%0%42.9%42.9%-0.3%0%0%0%0.3%0.3%-0%0%0%0%0%0%-0%0.1%60.0%0%0.3%0.3%-0.4%
Buses and Single-UnitBuses and Single-Unit
TrucksTrucks 1 0 0 0 11 -1 0 1 0 22 -0 9 6 0 1515 -0 2 1 0 33 -21
% Buses and Single-Unit% Buses and Single-Unit
TrucksTrucks 10.0%0%0%0%7.1%7.1%-0.3%0%0.9%0%0.5%0.5%-0%1.2%2.4%0%1.5%1.5%-0%0.1%20.0%0%0.2%0.2%-0.7%
Pedestrians -----0 -----0 -----0 -----0
% Pedestrians -------------------------
Bicycles on Crosswalk -----0 -----0 -----0 -----0
% Bicycles on Crosswalk -------------------------
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
5 of 6
DRAFT
2. Mustang Court at Southwestern Boulevard - TMC2. Mustang Court at Southwestern Boulevard - TMC
Wed Jan 20, 2021
Full Length (7 AM-9 AM, 4 PM-6 PM)
All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians,
Bicycles on Crosswalk)
All Movements
ID: 809088, Location: 32.920022, -97.11994
Provided by: C. J. Hensch & Associates
Inc.
5215 Sycamore Ave.,
Pasadena, TX, 77503, US
Leg Mustang Court Southwestern Boulevard Southwestern Boulevard
Direction Westbound Northbound Southbound
Time L R U AppApp Ped*T R U AppApp Ped*L T U AppApp Ped*IntInt
2021-01-20 7:00AM 2 2 0 44 0 0 1 0 11 0 2 1 0 33 0 88
7:15AM 4 2 0 66 0 0 1 0 11 0 1 2 0 33 0 1010
7:30AM 2 4 0 66 0 0 3 0 33 0 0 0 0 00 0 99
7:45AM 5 3 0 88 0 1 3 0 44 0 1 0 0 11 0 1313
Hourly Total 13 11 0 2424 0 1 8 0 99 0 4 3 0 77 0 4040
8:00AM 2 1 0 33 0 1 1 0 22 0 1 0 0 11 0 66
8:15AM 1 4 0 55 0 0 5 0 55 0 4 0 0 44 0 1414
8:30AM 0 1 0 11 0 1 1 0 22 0 3 0 0 33 0 66
8:45AM 1 3 0 44 0 0 1 0 11 0 1 0 0 11 0 66
Hourly Total 4 9 0 1313 0 2 8 0 1010 0 9 0 0 99 0 3232
4:00PM 0 1 0 11 0 1 1 0 22 0 8 1 0 99 0 1212
4:15PM 1 3 0 44 0 0 0 0 00 0 4 0 0 44 0 88
4:30PM 0 0 0 00 0 0 0 0 00 0 3 1 0 44 0 44
4:45PM 1 1 0 22 0 0 1 0 11 0 2 0 0 22 0 55
Hourly Total 2 5 0 77 0 1 2 0 33 0 17 2 0 1919 0 2929
5:00PM 0 0 0 00 0 2 1 0 33 0 0 0 0 00 0 33
5:15PM 0 1 0 11 0 0 0 0 00 0 2 1 0 33 0 44
5:30PM 0 1 0 11 0 0 1 0 11 0 2 0 0 22 0 44
5:45PM 0 1 0 11 0 0 0 0 00 0 1 0 0 11 0 22
Hourly Total 0 3 0 33 0 2 2 0 44 0 5 1 0 66 0 1313
TotalTotal 19 28 0 4747 0 6 20 0 2626 0 35 6 0 4141 0 114114
% Approach% Approach 40.4%59.6%0%---23.1%76.9%0%---85.4%14.6%0%----
% Total% Total 16.7%24.6%0%41.2%41.2%-5.3%17.5%0%22.8%22.8%-30.7%5.3%0%36.0%36.0%--
LightsLights 1 9 0 1010 -5 2 0 77 -15 6 0 2121 -38
% Lights% Lights 5.3%32.1%0%21.3%21.3%-83.3%10.0%0%26.9%26.9%-42.9%100%0%51.2%51.2%-33.3%
Articulated TrucksArticulated Trucks 16 19 0 3535 -0 17 0 1717 -18 0 0 1818 -70
% Articulated Trucks% Articulated Trucks 84.2%67.9%0%74.5%74.5%-0%85.0%0%65.4%65.4%-51.4%0%0%43.9%43.9%-61.4%
Buses and Single-Unit TrucksBuses and Single-Unit Trucks 2 0 0 22 -1 1 0 22 -2 0 0 22 -6
% Buses and Single-Unit Trucks% Buses and Single-Unit Trucks 10.5%0%0%4.3%4.3%-16.7%5.0%0%7.7%7.7%-5.7%0%0%4.9%4.9%-5.3%
Pedestrians ----0 ----0 ----0
% Pedestrians ----------------
Bicycles on Crosswalk ----0 ----0 ----0
% Bicycles on Crosswalk ----------------
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
1 of 6
DRAFT
2. Mustang Court at Southwestern Boulevard - TMC2. Mustang Court at Southwestern Boulevard - TMC
Wed Jan 20, 2021
AM Peak (7:30 AM - 8:30 AM) - Overall Peak Hour
All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians,
Bicycles on Crosswalk)
All Movements
ID: 809088, Location: 32.920022, -97.11994
Provided by: C. J. Hensch & Associates
Inc.
5215 Sycamore Ave.,
Pasadena, TX, 77503, US
Leg Mustang Court Southwestern Boulevard Southwestern Boulevard
Direction Westbound Northbound Southbound
Time L R U AppApp Ped*T R U AppApp Ped*L T U AppApp Ped*IntInt
2021-01-20 7:30AM 2 4 0 66 0 0 3 0 33 0 0 0 0 00 0 99
7:45AM 5 3 0 88 0 1 3 0 44 0 1 0 0 11 0 1313
8:00AM 2 1 0 33 0 1 1 0 22 0 1 0 0 11 0 66
8:15AM 1 4 0 55 0 0 5 0 55 0 4 0 0 44 0 1414
TotalTotal 10 12 0 2222 0 2 12 0 1414 0 6 0 0 66 0 4242
% Approach% Approach 45.5%54.5%0%---14.3%85.7%0%---100%0%0%----
% Total% Total 23.8%28.6%0%52.4%52.4%-4.8%28.6%0%33.3%33.3%-14.3%0%0%14.3%14.3%--
PHFPHF 0.500 0.750 -0.6880.688 -0.500 0.600 -0.7000.700 -0.375 --0.3750.375 -0.750
LightsLights 1 4 0 55 -1 1 0 22 -1 0 0 11 -8
% Lights% Lights 10.0%33.3%0%22.7%22.7%-50.0%8.3%0%14.3%14.3%-16.7%0%0%16.7%16.7%-19.0%
Articulated TrucksArticulated Trucks 7 8 0 1515 -0 11 0 1111 -3 0 0 33 -29
% Articulated Trucks% Articulated Trucks 70.0%66.7%0%68.2%68.2%-0%91.7%0%78.6%78.6%-50.0%0%0%50.0%50.0%-69.0%
Buses and Single-Unit TrucksBuses and Single-Unit Trucks 2 0 0 22 -1 0 0 11 -2 0 0 22 -5
% Buses and Single-Unit Trucks% Buses and Single-Unit Trucks 20.0%0%0%9.1%9.1%-50.0%0%0%7.1%7.1%-33.3%0%0%33.3%33.3%-11.9%
Pedestrians ----0 ----0 ----0
% Pedestrians ----------------
Bicycles on Crosswalk ----0 ----0 ----0
% Bicycles on Crosswalk ----------------
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
3 of 6
DRAFT
2. Mustang Court at Southwestern Boulevard - TMC2. Mustang Court at Southwestern Boulevard - TMC
Wed Jan 20, 2021
PM Peak (4 PM - 5 PM)
All Classes (Lights, Articulated Trucks, Buses and Single-Unit Trucks, Pedestrians,
Bicycles on Crosswalk)
All Movements
ID: 809088, Location: 32.920022, -97.11994
Provided by: C. J. Hensch & Associates
Inc.
5215 Sycamore Ave.,
Pasadena, TX, 77503, US
Leg Mustang Court Southwestern Boulevard Southwestern Boulevard
Direction Westbound Northbound Southbound
Time L R U AppApp Ped*T R U AppApp Ped*L T U AppApp Ped*IntInt
2021-01-20 4:00PM 0 1 0 11 0 1 1 0 22 0 8 1 0 99 0 1212
4:15PM 1 3 0 44 0 0 0 0 00 0 4 0 0 44 0 88
4:30PM 0 0 0 00 0 0 0 0 00 0 3 1 0 44 0 44
4:45PM 1 1 0 22 0 0 1 0 11 0 2 0 0 22 0 55
TotalTotal 2 5 0 77 0 1 2 0 33 0 17 2 0 1919 0 2929
% Approach% Approach 28.6%71.4%0%---33.3%66.7%0%---89.5%10.5%0%----
% Total% Total 6.9%17.2%0%24.1%24.1%-3.4%6.9%0%10.3%10.3%-58.6%6.9%0%65.5%65.5%--
PHFPHF 0.500 0.417 -0.4380.438 -0.250 0.500 -0.3750.375 -0.531 0.500 -0.5280.528 -0.604
LightsLights 0 0 0 00 -1 0 0 11 -9 2 0 1111 -12
% Lights% Lights 0%0%0%0%0%-100%0%0%33.3%33.3%-52.9%100%0%57.9%57.9%-41.4%
Articulated TrucksArticulated Trucks 2 5 0 77 -0 2 0 22 -8 0 0 88 -17
% Articulated Trucks% Articulated Trucks 100%100%0%100%100%-0%100%0%66.7%66.7%-47.1%0%0%42.1%42.1%-58.6%
Buses and Single-Unit TrucksBuses and Single-Unit Trucks 0 0 0 00 -0 0 0 00 -0 0 0 00 -0
% Buses and Single-Unit Trucks% Buses and Single-Unit Trucks 0%0%0%0%0%-0%0%0%0%0%-0%0%0%0%0%-0%
Pedestrians ----0 ----0 ----0
% Pedestrians ----------------
Bicycles on Crosswalk ----0 ----0 ----0
% Bicycles on Crosswalk ----------------
*Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn
5 of 6
DRAFT
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
SynchroTM Output - 2021 Existing Traffic
DRAFT
Mustang Business Park TIA 2021 - Existing - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2021 - Existing - AM Synchro 10 Report
Kimley-Horn and Associates Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)28 4 0 306 0 159 15 2267 730 123 541 18
Future Volume (vph)28 4 0 306 0 159 15 2267 730 123 541 18
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)180 0 0 50 400 600 435 375
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft)25 25 125 120
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950 0.950
Satd. Flow (prot)902 1267 0 1665 1665 1538 1805 5136 1538 1787 5036 854
Flt Permitted 0.950 0.950 0.950 0.423 0.074
Satd. Flow (perm)902 1267 0 1665 1665 1538 804 5136 1538 139 5036 854
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)168 768 123
Link Speed (mph)35 35 45 45
Link Distance (ft)339 734 2698 4576
Travel Time (s)6.6 14.3 40.9 69.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)100%50%0%3%0%5%0%1%5%1%3%89%
Adj. Flow (vph)29 4 0 322 0 167 16 2386 768 129 569 19
Shared Lane Traffic (%)50%
Lane Group Flow (vph)29 4 0 161 161 167 16 2386 768 129 569 19
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)0 0 0 0
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
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 1 2 1 2 1 1 2 1 1 2 1
Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right
Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20
Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20
Detector 1 Type Cl+Ex Cl+Ex 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 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 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 0.0 0.0
Detector 2 Position(ft)94 94 94 94
Detector 2 Size(ft)6 6 6 6
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 Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm
Protected Phases 4 4 3 3 5 2 1 6
Mustang Business Park TIA 2021 - Existing - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2021 - Existing - AM Synchro 10 Report
Kimley-Horn and Associates Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 3 6 2 2 6
Detector Phase 4 4 3 3 3 5 2 2 1 6 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3
Total Split (s)14.0 14.0 28.0 28.0 28.0 15.0 54.0 54.0 24.0 63.0 63.0
Total Split (%)11.7% 11.7%23.3% 23.3% 23.3% 12.5% 45.0% 45.0% 20.0% 52.5% 52.5%
Maximum Green (s)8.4 8.4 22.4 22.4 22.4 9.7 48.7 48.7 18.7 57.7 57.7
Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3
Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)3.0 3.0 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 Max Max None C-Max C-Max
Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0
Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0
Act Effct Green (s)8.3 8.3 16.8 16.8 16.8 81.1 59.2 59.2 77.9 78.6 78.6
Actuated g/C Ratio 0.07 0.07 0.14 0.14 0.14 0.68 0.49 0.49 0.65 0.66 0.66
v/c Ratio 0.47 0.05 0.69 0.69 0.46 0.03 0.94 0.67 0.37 0.17 0.03
Control Delay 77.8 52.8 63.8 63.8 10.7 3.9 31.7 7.5 28.3 6.5 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 77.8 52.8 63.8 63.8 10.7 3.9 31.7 7.5 28.3 6.5 0.1
LOS E D E E B A C A C A A
Approach Delay 74.8 45.7 25.7 10.2
Approach LOS E D C B
Queue Length 50th (ft)22 3 126 126 0 2 ~718 101 27 43 0
Queue Length 95th (ft)#62 15 194 194 59 m2 m#753 m124 m102 m55 m0
Internal Link Dist (ft)259 654 2618 4496
Turn Bay Length (ft)180 50 400 600 435 375
Base Capacity (vph)67 95 310 310 423 633 2535 1148 346 3296 601
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.43 0.04 0.52 0.52 0.39 0.03 0.94 0.67 0.37 0.17 0.03
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow
Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 25.7 Intersection LOS: C
Intersection Capacity Utilization 79.3%ICU Level of Service D
Analysis Period (min) 15
D
R
A
F
T
Mustang Business Park TIA 2021 - Existing - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2021 - Existing - AM Synchro 10 Report
Kimley-Horn and Associates Page 3
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: SH 26 & Mustang
D
R
A
F
T
Mustang Business Park TIA 2021 - Existing - AM
HCM 6th TWSC 1: Southwestern & Mustang
Mustang Business Park TIA 01/20/2021 2021 - Existing - AM Synchro 10 Report
Kimley-Horn and Associates Page 1
Intersection
Int Delay, s/veh 6.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 22 0 26 0 4 26 13 0 0
Future Vol, veh/h 0 0 0 22 0 26 0 4 26 13 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, %0 0 0 90 0 67 0 50 92 83 0 0
Mvmt Flow 0 0 0 29 0 35 0 5 35 17 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 35 0 0 1 0 0 77 94 1 97 77 18
Stage 1 ------1 1 - 76 76 -
Stage 2 ------ 76 93 - 21 1 -
Critical Hdwy 4.1 --5 -- 7.1 7 7.12 7.93 6.5 6.2
Critical Hdwy Stg 1 ------ 6.1 6 - 6.93 5.5 -
Critical Hdwy Stg 2 ------ 6.1 6 - 6.93 5.5 -
Follow-up Hdwy 2.2 -- 3.01 -- 3.5 4.45 4.128 4.247 4 3.3
Pot Cap-1 Maneuver 1589 -- 1195 -- 917 714 871 724 817 1066
Stage 1 ------ 1027 808 - 766 836 -
Stage 2 ------ 938 733 - 824 899 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1589 -- 1195 -- 900 696 871 678 797 1066
Mov Cap-2 Maneuver ------ 900 696 - 678 797 -
Stage 1 ------ 1027 808 - 766 815 -
Stage 2 ------ 915 715 - 786 899 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.7 9.5 10.4
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)843 1589 -- 1195 -- 678
HCM Lane V/C Ratio 0.047 --- 0.025 -- 0.026
HCM Control Delay (s)9.5 0 -- 8.1 0 - 10.4
HCM Lane LOS A A --A A -B
HCM 95th %tile Q(veh)0.1 0 -- 0.1 -- 0.1
D
R
A
F
T
Mustang Business Park TIA 2021 - Existing - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2021 - Existing - PM Synchro 10 Report
Kimley-Horn and Associates Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)30 12 0 457 5 169 6 1019 344 207 2020 7
Future Volume (vph)30 12 0 457 5 169 6 1019 344 207 2020 7
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)180 0 0 50 400 600 435 375
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft)25 25 125 120
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.953 0.950 0.950
Satd. Flow (prot)1062 1900 0 1698 1704 1599 1805 5136 1583 1805 5187 897
Flt Permitted 0.950 0.950 0.953 0.058 0.157
Satd. Flow (perm)1062 1900 0 1698 1704 1599 110 5136 1583 298 5187 897
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)168 382 123
Link Speed (mph)35 35 45 45
Link Distance (ft)339 734 2698 4576
Travel Time (s)6.6 14.3 40.9 69.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%)70%0%0%1%0%1%0%1%2%0%0%80%
Adj. Flow (vph)33 13 0 508 6 188 7 1132 382 230 2244 8
Shared Lane Traffic (%)49%
Lane Group Flow (vph)33 13 0 259 255 188 7 1132 382 230 2244 8
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)0 0 0 0
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
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 1 2 1 2 1 1 2 1 1 2 1
Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right
Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20
Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20
Detector 1 Type Cl+Ex Cl+Ex 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 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 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 0.0 0.0
Detector 2 Position(ft)94 94 94 94
Detector 2 Size(ft)6 6 6 6
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 Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm
Protected Phases 4 4 3 3 5 2 1 6
Mustang Business Park TIA 2021 - Existing - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2021 - Existing - PM Synchro 10 Report
Kimley-Horn and Associates Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 3 6 2 2 6
Detector Phase 4 4 3 3 3 5 2 2 1 6 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3
Total Split (s)17.0 17.0 30.0 30.0 30.0 16.0 50.0 50.0 23.0 57.0 57.0
Total Split (%)14.2% 14.2%25.0% 25.0% 25.0% 13.3% 41.7% 41.7% 19.2% 47.5% 47.5%
Maximum Green (s)11.4 11.4 24.4 24.4 24.4 10.7 44.7 44.7 17.7 51.7 51.7
Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3
Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)3.0 3.0 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 Max Max None C-Max C-Max
Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0
Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0
Act Effct Green (s)8.8 8.8 22.2 22.2 22.2 76.2 54.3 54.3 72.0 75.0 75.0
Actuated g/C Ratio 0.07 0.07 0.18 0.18 0.18 0.64 0.45 0.45 0.60 0.62 0.62
v/c Ratio 0.42 0.09 0.83 0.81 0.44 0.05 0.49 0.41 0.57 0.69 0.01
Control Delay 68.8 51.8 68.6 66.8 11.6 10.7 17.9 2.7 8.8 9.3 0.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 68.8 51.8 68.6 66.8 11.6 10.7 17.9 2.7 8.8 9.3 0.0
LOS E D E E B B B A A A A
Approach Delay 64.0 52.7 14.0 9.2
Approach LOS E D B A
Queue Length 50th (ft)25 10 200 196 13 2 178 17 65 98 0
Queue Length 95th (ft)59 30 #324 #314 77 m5 m206 m36 m48 m51 m0
Internal Link Dist (ft)259 654 2618 4496
Turn Bay Length (ft)180 50 400 600 435 375
Base Capacity (vph)100 180 345 346 458 221 2323 925 401 3240 606
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.33 0.07 0.75 0.74 0.41 0.03 0.49 0.41 0.57 0.69 0.01
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow
Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 17.7 Intersection LOS: B
Intersection Capacity Utilization 76.2%ICU Level of Service D
Analysis Period (min) 15
D
R
A
F
T
Mustang Business Park TIA 2021 - Existing - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2021 - Existing - PM Synchro 10 Report
Kimley-Horn and Associates Page 3
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: SH 26 & Mustang
D
R
A
F
T
Mustang Business Park TIA 2021 - Existing - PM
HCM 6th TWSC 1: Southwestern & Mustang
Mustang Business Park TIA 01/20/2021 2021 - Existing - PM Synchro 10 Report
Kimley-Horn and Associates Page 1
Intersection
Int Delay, s/veh 7.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 6 0 15 0 3 6 50 6 0
Future Vol, veh/h 0 0 0 6 0 15 0 3 6 50 6 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60
Heavy Vehicles, %0 0 0 100 0 100 0 0 100 47 0 0
Mvmt Flow 0 0 0 10 0 25 0 5 10 83 10 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 25 0 0 2 0 0 40 47 2 43 35 13
Stage 1 ------2 2 - 33 33 -
Stage 2 ------ 38 45 - 10 2 -
Critical Hdwy 4.1 -- 5.1 -- 7.1 6.5 7.2 7.57 6.5 6.2
Critical Hdwy Stg 1 ------ 6.1 5.5 - 6.57 5.5 -
Critical Hdwy Stg 2 ------ 6.1 5.5 - 6.57 5.5 -
Follow-up Hdwy 2.2 -- 3.1 -- 3.5 4 4.2 3.923 4 3.3
Pot Cap-1 Maneuver 1603 -- 1159 -- 969 849 855 858 861 1073
Stage 1 ------ 1026 898 - 880 872 -
Stage 2 ------ 982 861 - 906 898 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1603 -- 1159 -- 953 841 855 838 853 1073
Mov Cap-2 Maneuver ------ 953 841 - 838 853 -
Stage 1 ------ 1026 898 - 880 864 -
Stage 2 ------ 962 853 - 890 898 -
Approach EB WB NB SB
HCM Control Delay, s 0 2.3 9.3 9.8
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)850 1603 -- 1159 -- 840
HCM Lane V/C Ratio 0.018 --- 0.009 -- 0.111
HCM Control Delay (s)9.3 0 -- 8.1 0 - 9.8
HCM Lane LOS A A --A A -A
HCM 95th %tile Q(veh)0.1 0 --0 -- 0.4
D
R
A
F
T
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
SynchroTM Output - 2023 Background Traffic
DRAFT
Mustang Business Park TIA 2023 - Background - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background - AM Synchro 10 Report
Kimley-Horn and Associates Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)31 4 0 337 0 175 17 2499 805 136 596 20
Future Volume (vph)31 4 0 337 0 175 17 2499 805 136 596 20
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)180 0 0 50 400 600 435 375
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft)25 25 125 120
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950 0.950
Satd. Flow (prot)902 1267 0 1665 1665 1538 1805 5136 1538 1787 5036 854
Flt Permitted 0.950 0.950 0.950 0.394 0.071
Satd. Flow (perm)902 1267 0 1665 1665 1538 749 5136 1538 134 5036 854
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)168 822 123
Link Speed (mph)35 35 45 45
Link Distance (ft)339 734 2698 4576
Travel Time (s)6.6 14.3 40.9 69.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)100%50%0%3%0%5%0%1%5%1%3%89%
Adj. Flow (vph)33 4 0 355 0 184 18 2631 847 143 627 21
Shared Lane Traffic (%)50%
Lane Group Flow (vph)33 4 0 177 178 184 18 2631 847 143 627 21
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)0 0 0 0
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
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 1 2 1 2 1 1 2 1 1 2 1
Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right
Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20
Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20
Detector 1 Type Cl+Ex Cl+Ex 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 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 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 0.0 0.0
Detector 2 Position(ft)94 94 94 94
Detector 2 Size(ft)6 6 6 6
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 Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm
Protected Phases 4 4 3 3 5 2 1 6
Mustang Business Park TIA 2023 - Background - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background - AM Synchro 10 Report
Kimley-Horn and Associates Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 3 6 2 2 6
Detector Phase 4 4 3 3 3 5 2 2 1 6 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3
Total Split (s)14.0 14.0 27.0 27.0 27.0 15.0 58.0 58.0 21.0 64.0 64.0
Total Split (%)11.7% 11.7%22.5% 22.5% 22.5% 12.5% 48.3% 48.3% 17.5% 53.3% 53.3%
Maximum Green (s)8.4 8.4 21.4 21.4 21.4 9.7 52.7 52.7 15.7 58.7 58.7
Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3
Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)3.0 3.0 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 Max Max None C-Max C-Max
Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0
Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0
Act Effct Green (s)8.1 8.1 17.7 17.7 17.7 80.6 61.7 61.7 77.4 78.0 78.0
Actuated g/C Ratio 0.07 0.07 0.15 0.15 0.15 0.67 0.51 0.51 0.64 0.65 0.65
v/c Ratio 0.54 0.05 0.72 0.73 0.50 0.03 1.00 0.71 0.47 0.19 0.04
Control Delay 85.7 53.2 65.2 65.5 13.3 3.9 32.8 8.6 33.1 6.5 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 85.7 53.2 65.2 65.5 13.3 3.9 32.8 8.6 33.1 6.5 0.1
LOS F D E E B A C A C A A
Approach Delay 82.2 47.6 26.8 11.2
Approach LOS F D C B
Queue Length 50th (ft)25 3 137 138 11 2 ~860 110 41 48 0
Queue Length 95th (ft)#73 15 215 216 75 m2 m#689 m100 m115 m59 m0
Internal Link Dist (ft)259 654 2618 4496
Turn Bay Length (ft)180 50 400 600 435 375
Base Capacity (vph)65 92 296 296 412 596 2639 1190 302 3272 597
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.51 0.04 0.60 0.60 0.45 0.03 1.00 0.71 0.47 0.19 0.04
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow
Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 27.0 Intersection LOS: C
Intersection Capacity Utilization 85.3%ICU Level of Service E
Analysis Period (min) 15
D
R
A
F
T
Mustang Business Park TIA 2023 - Background - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background - AM Synchro 10 Report
Kimley-Horn and Associates Page 3
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: SH 26 & Mustang
D
R
A
F
T
Mustang Business Park TIA 2023 - Background - AM
HCM 6th TWSC 1: Southwestern & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background - AM Synchro 10 Report
Kimley-Horn and Associates Page 1
Intersection
Int Delay, s/veh 6.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 24 0 29 0 4 29 14 0 0
Future Vol, veh/h 0 0 0 24 0 29 0 4 29 14 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, %0 0 0 90 0 67 0 50 92 83 0 0
Mvmt Flow 0 0 0 32 0 39 0 5 39 19 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 39 0 0 1 0 0 85 104 1 107 85 20
Stage 1 ------1 1 - 84 84 -
Stage 2 ------ 84 103 - 23 1 -
Critical Hdwy 4.1 --5 -- 7.1 7 7.12 7.93 6.5 6.2
Critical Hdwy Stg 1 ------ 6.1 6 - 6.93 5.5 -
Critical Hdwy Stg 2 ------ 6.1 6 - 6.93 5.5 -
Follow-up Hdwy 2.2 -- 3.01 -- 3.5 4.45 4.128 4.247 4 3.3
Pot Cap-1 Maneuver 1584 -- 1195 -- 906 704 871 713 809 1064
Stage 1 ------ 1027 808 - 757 829 -
Stage 2 ------ 929 726 - 822 899 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1584 -- 1195 -- 887 685 871 663 787 1064
Mov Cap-2 Maneuver ------ 887 685 - 663 787 -
Stage 1 ------ 1027 808 - 757 807 -
Stage 2 ------ 904 706 - 780 899 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.7 9.5 10.6
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)843 1584 -- 1195 -- 663
HCM Lane V/C Ratio 0.052 --- 0.027 -- 0.028
HCM Control Delay (s)9.5 0 -- 8.1 0 - 10.6
HCM Lane LOS A A --A A -B
HCM 95th %tile Q(veh)0.2 0 -- 0.1 -- 0.1
D
R
A
F
T
Mustang Business Park TIA 2023 - Background - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background - PM Synchro 10 Report
Kimley-Horn and Associates Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)33 13 0 504 6 186 7 1123 379 228 2227 8
Future Volume (vph)33 13 0 504 6 186 7 1123 379 228 2227 8
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)180 0 0 50 400 600 435 375
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft)25 25 125 120
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.954 0.950 0.950
Satd. Flow (prot)1062 1900 0 1698 1705 1599 1805 5136 1583 1805 5187 897
Flt Permitted 0.950 0.950 0.954 0.061 0.117
Satd. Flow (perm)1062 1900 0 1698 1705 1599 116 5136 1583 222 5187 897
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)168 421 123
Link Speed (mph)35 35 45 45
Link Distance (ft)339 734 2698 4576
Travel Time (s)6.6 14.3 40.9 69.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%)70%0%0%1%0%1%0%1%2%0%0%80%
Adj. Flow (vph)37 14 0 560 7 207 8 1248 421 253 2474 9
Shared Lane Traffic (%)49%
Lane Group Flow (vph)37 14 0 286 281 207 8 1248 421 253 2474 9
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)0 0 0 0
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
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 1 2 1 2 1 1 2 1 1 2 1
Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right
Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20
Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20
Detector 1 Type Cl+Ex Cl+Ex 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 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 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 0.0 0.0
Detector 2 Position(ft)94 94 94 94
Detector 2 Size(ft)6 6 6 6
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 Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm
Protected Phases 4 4 3 3 5 2 1 6
Mustang Business Park TIA 2023 - Background - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background - PM Synchro 10 Report
Kimley-Horn and Associates Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 3 6 2 2 6
Detector Phase 4 4 3 3 3 5 2 2 1 6 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3
Total Split (s)17.0 17.0 30.0 30.0 30.0 16.0 50.0 50.0 23.0 57.0 57.0
Total Split (%)14.2% 14.2%25.0% 25.0% 25.0% 13.3% 41.7% 41.7% 19.2% 47.5% 47.5%
Maximum Green (s)11.4 11.4 24.4 24.4 24.4 10.7 44.7 44.7 17.7 51.7 51.7
Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3
Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)3.0 3.0 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 Max Max None C-Max C-Max
Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0
Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0
Act Effct Green (s)9.1 9.1 23.0 23.0 23.0 72.5 50.6 50.6 68.3 71.3 71.3
Actuated g/C Ratio 0.08 0.08 0.19 0.19 0.19 0.60 0.42 0.42 0.57 0.59 0.59
v/c Ratio 0.46 0.10 0.88 0.86 0.47 0.05 0.58 0.46 0.70 0.80 0.02
Control Delay 70.7 51.7 74.1 71.5 13.8 10.7 19.9 2.8 13.2 14.5 0.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 70.7 51.7 74.1 71.5 13.8 10.7 19.9 2.8 13.2 14.5 0.0
LOS E D E E B B B A B B A
Approach Delay 65.5 57.0 15.5 14.3
Approach LOS E E B B
Queue Length 50th (ft)28 10 225 220 25 2 197 16 100 168 0
Queue Length 95th (ft)64 31 #375 #366 95 m5 m218 m33 m55 m48 m0
Internal Link Dist (ft)259 654 2618 4496
Turn Bay Length (ft)180 50 400 600 435 375
Base Capacity (vph)100 180 345 346 458 221 2165 910 359 3080 582
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.37 0.08 0.83 0.81 0.45 0.04 0.58 0.46 0.70 0.80 0.02
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow
Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 21.5 Intersection LOS: C
Intersection Capacity Utilization 81.5%ICU Level of Service D
Analysis Period (min) 15
D
R
A
F
T
Mustang Business Park TIA 2023 - Background - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background - PM Synchro 10 Report
Kimley-Horn and Associates Page 3
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: SH 26 & Mustang
D
R
A
F
T
Mustang Business Park TIA 2023 - Background - PM
HCM 6th TWSC 1: Southwestern & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background - PM Synchro 10 Report
Kimley-Horn and Associates Page 1
Intersection
Int Delay, s/veh 7.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 7 0 17 0 3 7 55 7 0
Future Vol, veh/h 0 0 0 7 0 17 0 3 7 55 7 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60
Heavy Vehicles, %0 0 0 100 0 100 0 0 100 47 0 0
Mvmt Flow 0 0 0 12 0 28 0 5 12 92 12 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 28 0 0 2 0 0 46 54 2 49 40 14
Stage 1 ------2 2 - 38 38 -
Stage 2 ------ 44 52 - 11 2 -
Critical Hdwy 4.1 -- 5.1 -- 7.1 6.5 7.2 7.57 6.5 6.2
Critical Hdwy Stg 1 ------ 6.1 5.5 - 6.57 5.5 -
Critical Hdwy Stg 2 ------ 6.1 5.5 - 6.57 5.5 -
Follow-up Hdwy 2.2 -- 3.1 -- 3.5 4 4.2 3.923 4 3.3
Pot Cap-1 Maneuver 1599 -- 1159 -- 961 841 855 850 856 1072
Stage 1 ------ 1026 898 - 874 867 -
Stage 2 ------ 975 856 - 905 898 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1599 -- 1159 -- 943 832 855 828 847 1072
Mov Cap-2 Maneuver ------ 943 832 - 828 847 -
Stage 1 ------ 1026 898 - 874 857 -
Stage 2 ------ 951 847 - 888 898 -
Approach EB WB NB SB
HCM Control Delay, s 0 2.4 9.3 10
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)848 1599 -- 1159 -- 830
HCM Lane V/C Ratio 0.02 --- 0.01 -- 0.124
HCM Control Delay (s)9.3 0 -- 8.1 0 - 10
HCM Lane LOS A A --A A -B
HCM 95th %tile Q(veh)0.1 0 --0 -- 0.4
D
R
A
F
T
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
SynchroTM Output - 2023 Background Plus Site Traffic
DRAFT
Mustang Business Park TIA 2023 - Background + Site - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background + Site - AM Synchro 10 Report
Kimley-Horn and Associates Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)38 9 3 337 18 175 27 2499 805 136 596 43
Future Volume (vph)38 9 3 337 18 175 27 2499 805 136 596 43
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)180 0 0 50 400 600 435 375
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft)25 25 125 120
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00
Frt 0.962 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.957 0.950 0.950
Satd. Flow (prot)976 1409 0 1665 1649 1538 1687 5136 1538 1787 5036 1062
Flt Permitted 0.950 0.950 0.957 0.390 0.071
Satd. Flow (perm)976 1409 0 1665 1649 1538 693 5136 1538 134 5036 1062
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)3 168 809 123
Link Speed (mph)35 35 45 45
Link Distance (ft)339 734 2698 4576
Travel Time (s)6.6 14.3 40.9 69.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)85%33%20%3%20%5%7%1%5%1%3%52%
Adj. Flow (vph)40 9 3 355 19 184 28 2631 847 143 627 45
Shared Lane Traffic (%)47%
Lane Group Flow (vph)40 12 0 188 186 184 28 2631 847 143 627 45
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)0 0 0 0
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
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 1 2 1 2 1 1 2 1 1 2 1
Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right
Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20
Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20
Detector 1 Type Cl+Ex Cl+Ex 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 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 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 0.0 0.0
Detector 2 Position(ft)94 94 94 94
Detector 2 Size(ft)6 6 6 6
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 Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm
Protected Phases 4 4 3 3 5 2 1 6
Mustang Business Park TIA 2023 - Background + Site - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background + Site - AM Synchro 10 Report
Kimley-Horn and Associates Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 3 6 2 2 6
Detector Phase 4 4 3 3 3 5 2 2 1 6 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3
Total Split (s)14.0 14.0 27.0 27.0 27.0 15.0 59.0 59.0 20.0 64.0 64.0
Total Split (%)11.7% 11.7%22.5% 22.5% 22.5% 12.5% 49.2% 49.2% 16.7% 53.3% 53.3%
Maximum Green (s)8.4 8.4 21.4 21.4 21.4 9.7 53.7 53.7 14.7 58.7 58.7
Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3
Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)3.0 3.0 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 Max Max None C-Max C-Max
Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0
Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0
Act Effct Green (s)8.3 8.3 18.1 18.1 18.1 76.3 59.4 59.4 74.1 72.2 72.2
Actuated g/C Ratio 0.07 0.07 0.15 0.15 0.15 0.64 0.50 0.50 0.62 0.60 0.60
v/c Ratio 0.60 0.12 0.75 0.75 0.49 0.06 1.03 0.72 0.50 0.21 0.07
Control Delay 88.8 47.0 67.1 67.1 13.2 4.0 44.8 8.5 35.0 7.7 0.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 88.8 47.0 67.1 67.1 13.2 4.0 44.8 8.5 35.0 7.7 0.2
LOS F D E E B A D A C A A
Approach Delay 79.1 49.3 35.7 12.0
Approach LOS E D D B
Queue Length 50th (ft)30 7 146 144 11 3 ~858 107 43 47 0
Queue Length 95th (ft)#85 27 229 226 75 m3 m#351 m97 m116 m57 m0
Internal Link Dist (ft)259 654 2618 4496
Turn Bay Length (ft)180 50 400 600 435 375
Base Capacity (vph)71 106 296 294 412 530 2544 1170 285 3031 688
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.56 0.11 0.64 0.63 0.45 0.05 1.03 0.72 0.50 0.21 0.07
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow
Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 33.8 Intersection LOS: C
Intersection Capacity Utilization 85.8%ICU Level of Service E
Analysis Period (min) 15
D
R
A
F
T
Mustang Business Park TIA 2023 - Background + Site - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background + Site - AM Synchro 10 Report
Kimley-Horn and Associates Page 3
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: SH 26 & Mustang
D
R
A
F
T
Mustang Business Park TIA 2023 - Background + Site - AM
HCM 6th TWSC 1: Southwestern & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background + Site - AM Synchro 10 Report
Kimley-Horn and Associates Page 1
Intersection
Int Delay, s/veh 4.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 15 0 24 51 29 0 4 29 14 0 0
Future Vol, veh/h 0 15 0 24 51 29 0 4 29 14 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, %0 20 0 90 20 67 0 50 92 83 0 0
Mvmt Flow 0 20 0 32 68 39 0 5 39 19 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 107 0 0 20 0 0 172 191 20 194 172 88
Stage 1 ------ 20 20 - 152 152 -
Stage 2 ------ 152 171 - 42 20 -
Critical Hdwy 4.1 --5 -- 7.1 7 7.12 7.93 6.5 6.2
Critical Hdwy Stg 1 ------ 6.1 6 - 6.93 5.5 -
Critical Hdwy Stg 2 ------ 6.1 6 - 6.93 5.5 -
Follow-up Hdwy 2.2 -- 3.01 -- 3.5 4.45 4.128 4.247 4 3.3
Pot Cap-1 Maneuver 1497 -- 1173 -- 796 626 848 619 725 976
Stage 1 ------ 1004 792 - 691 775 -
Stage 2 ------ 855 675 - 801 883 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1497 -- 1173 -- 778 608 848 574 704 976
Mov Cap-2 Maneuver ------ 778 608 - 574 704 -
Stage 1 ------ 1004 792 - 691 753 -
Stage 2 ------ 830 655 - 759 883 -
Approach EB WB NB SB
HCM Control Delay, s 0 1.9 9.7 11.5
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)809 1497 -- 1173 -- 574
HCM Lane V/C Ratio 0.054 --- 0.027 -- 0.033
HCM Control Delay (s)9.7 0 -- 8.2 0 - 11.5
HCM Lane LOS A A --A A -B
HCM 95th %tile Q(veh)0.2 0 -- 0.1 -- 0.1
D
R
A
F
T
Mustang Business Park TIA 2023 - Background + Site - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background + Site - PM Synchro 10 Report
Kimley-Horn and Associates Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)56 31 10 504 13 186 11 1123 379 228 2227 17
Future Volume (vph)56 31 10 504 13 186 11 1123 379 228 2227 17
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)180 0 0 50 400 600 435 375
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft)25 25 125 120
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00
Frt 0.963 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.955 0.950 0.950
Satd. Flow (prot)1211 1606 0 1698 1699 1599 1687 5136 1583 1805 5187 1091
Flt Permitted 0.950 0.950 0.955 0.063 0.119
Satd. Flow (perm)1211 1606 0 1698 1699 1599 112 5136 1583 226 5187 1091
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)11 168 421 123
Link Speed (mph)35 35 45 45
Link Distance (ft)339 734 2698 4576
Travel Time (s)6.6 14.3 40.9 69.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%)49%12%20%1%11%1%7%1%2%0%0%48%
Adj. Flow (vph)62 34 11 560 14 207 12 1248 421 253 2474 19
Shared Lane Traffic (%)49%
Lane Group Flow (vph)62 45 0 286 288 207 12 1248 421 253 2474 19
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)0 0 0 0
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
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 1 2 1 2 1 1 2 1 1 2 1
Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right
Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20
Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20
Detector 1 Type Cl+Ex Cl+Ex 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 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 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 0.0 0.0
Detector 2 Position(ft)94 94 94 94
Detector 2 Size(ft)6 6 6 6
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 Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm
Protected Phases 4 4 3 3 5 2 1 6
Mustang Business Park TIA 2023 - Background + Site - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background + Site - PM Synchro 10 Report
Kimley-Horn and Associates Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 3 6 2 2 6
Detector Phase 4 4 3 3 3 5 2 2 1 6 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3
Total Split (s)17.0 17.0 30.0 30.0 30.0 16.0 50.0 50.0 23.0 57.0 57.0
Total Split (%)14.2% 14.2%25.0% 25.0% 25.0% 13.3% 41.7% 41.7% 19.2% 47.5% 47.5%
Maximum Green (s)11.4 11.4 24.4 24.4 24.4 10.7 44.7 44.7 17.7 51.7 51.7
Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3
Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)3.0 3.0 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 Max Max None C-Max C-Max
Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0
Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0
Act Effct Green (s)9.9 9.9 23.1 23.1 23.1 70.7 49.8 49.8 67.5 68.1 68.1
Actuated g/C Ratio 0.08 0.08 0.19 0.19 0.19 0.59 0.42 0.42 0.56 0.57 0.57
v/c Ratio 0.62 0.31 0.87 0.88 0.47 0.08 0.59 0.47 0.70 0.84 0.03
Control Delay 78.8 47.0 73.4 74.3 13.8 11.0 20.3 2.8 13.2 14.8 0.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 78.8 47.0 73.4 74.3 13.8 11.0 20.3 2.8 13.2 14.8 0.0
LOS E D E E B B C A B B A
Approach Delay 65.4 57.9 15.8 14.5
Approach LOS E E B B
Queue Length 50th (ft)47 25 225 227 25 3 198 16 99 168 0
Queue Length 95th (ft)#101 63 #375 #380 95 m7 m218 m32 m54 m48 m0
Internal Link Dist (ft)259 654 2618 4496
Turn Bay Length (ft)180 50 400 600 435 375
Base Capacity (vph)115 162 345 345 458 207 2130 902 359 2944 672
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.54 0.28 0.83 0.83 0.45 0.06 0.59 0.47 0.70 0.84 0.03
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow
Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 22.3 Intersection LOS: C
Intersection Capacity Utilization 81.7%ICU Level of Service D
Analysis Period (min) 15
D
R
A
F
T
Mustang Business Park TIA 2023 - Background + Site - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background + Site - PM Synchro 10 Report
Kimley-Horn and Associates Page 3
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: SH 26 & Mustang
D
R
A
F
T
Mustang Business Park TIA 2023 - Background + Site - PM
HCM 6th TWSC 1: Southwestern & Mustang
Mustang Business Park TIA 01/20/2021 2023 - Background + Site - PM Synchro 10 Report
Kimley-Horn and Associates Page 1
Intersection
Int Delay, s/veh 5.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 50 0 7 19 17 0 3 7 55 7 0
Future Vol, veh/h 0 50 0 7 19 17 0 3 7 55 7 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60
Heavy Vehicles, %0 20 0 100 20 100 0 0 100 47 0 0
Mvmt Flow 0 83 0 12 32 28 0 5 12 92 12 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 60 0 0 83 0 0 159 167 83 162 153 46
Stage 1 ------ 83 83 - 70 70 -
Stage 2 ------ 76 84 - 92 83 -
Critical Hdwy 4.1 -- 5.1 -- 7.1 6.5 7.2 7.57 6.5 6.2
Critical Hdwy Stg 1 ------ 6.1 5.5 - 6.57 5.5 -
Critical Hdwy Stg 2 ------ 6.1 5.5 - 6.57 5.5 -
Follow-up Hdwy 2.2 -- 3.1 -- 3.5 4 4.2 3.923 4 3.3
Pot Cap-1 Maneuver 1556 -- 1070 -- 811 729 762 712 742 1029
Stage 1 ------ 930 830 - 839 841 -
Stage 2 ------ 938 829 - 815 830 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1556 -- 1070 -- 794 720 762 691 733 1029
Mov Cap-2 Maneuver ------ 794 720 - 691 733 -
Stage 1 ------ 930 830 - 839 831 -
Stage 2 ------ 914 819 - 798 830 -
Approach EB WB NB SB
HCM Control Delay, s 0 1.4 9.9 11.1
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)749 1556 -- 1070 -- 695
HCM Lane V/C Ratio 0.022 --- 0.011 -- 0.149
HCM Control Delay (s)9.9 0 -- 8.4 0 - 11.1
HCM Lane LOS A A --A A -B
HCM 95th %tile Q(veh)0.1 0 --0 -- 0.5
D
R
A
F
T
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
SynchroTM Output - 2028 Background Traffic
DRAFT
Mustang Business Park TIA 2028 - Background - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background - AM Synchro 10 Report
Kimley-Horn and Associates Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)36 5 0 391 0 203 19 2897 933 157 691 23
Future Volume (vph)36 5 0 391 0 203 19 2897 933 157 691 23
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)180 0 0 50 400 600 435 375
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft)25 25 125 120
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950 0.950
Satd. Flow (prot)902 1267 0 1665 1665 1615 1805 5136 1538 1787 5036 854
Flt Permitted 0.950 0.950 0.950 0.350 0.062
Satd. Flow (perm)902 1267 0 1665 1665 1615 665 5136 1538 117 5036 854
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)168 851 123
Link Speed (mph)35 35 45 45
Link Distance (ft)339 734 2698 4576
Travel Time (s)6.6 14.3 40.9 69.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)100%50%0%3%4%0%0%1%5%1%3%89%
Adj. Flow (vph)38 5 0 412 0 214 20 3049 982 165 727 24
Shared Lane Traffic (%)50%
Lane Group Flow (vph)38 5 0 206 206 214 20 3049 982 165 727 24
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)0 0 0 0
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
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 1 2 1 2 1 1 2 1 1 2 1
Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right
Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20
Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20
Detector 1 Type Cl+Ex Cl+Ex 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 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 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 0.0 0.0
Detector 2 Position(ft)94 94 94 94
Detector 2 Size(ft)6 6 6 6
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 Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm
Protected Phases 4 4 3 3 5 2 1 6
Mustang Business Park TIA 2028 - Background - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background - AM Synchro 10 Report
Kimley-Horn and Associates Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 3 6 2 2 6
Detector Phase 4 4 3 3 3 5 2 2 1 6 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3
Total Split (s)16.0 16.0 22.0 22.0 22.0 15.0 69.0 69.0 13.0 67.0 67.0
Total Split (%)13.3% 13.3%18.3% 18.3% 18.3% 12.5% 57.5% 57.5% 10.8% 55.8% 55.8%
Maximum Green (s)10.4 10.4 16.4 16.4 16.4 9.7 63.7 63.7 7.7 61.7 61.7
Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3
Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)3.0 3.0 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 Max Max None C-Max C-Max
Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0
Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0
Act Effct Green (s)9.0 9.0 16.3 16.3 16.3 81.1 70.2 70.2 77.9 78.5 78.5
Actuated g/C Ratio 0.08 0.08 0.14 0.14 0.14 0.68 0.58 0.58 0.65 0.65 0.65
v/c Ratio 0.57 0.05 0.92 0.92 0.59 0.04 1.01 0.78 0.90 0.22 0.04
Control Delay 84.2 51.8 93.2 93.2 19.8 3.5 29.2 12.4 77.8 6.1 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 84.2 51.8 93.2 93.2 19.8 3.5 29.2 12.4 77.8 6.1 0.1
LOS F D F F B A C B E A A
Approach Delay 80.5 68.1 25.0 18.9
Approach LOS F E C B
Queue Length 50th (ft)29 4 167 167 32 2 ~972 213 82 56 0
Queue Length 95th (ft)#74 17 #318 #318 111 m2 m262 m58 m#190 m67 m0
Internal Link Dist (ft)259 654 2618 4496
Turn Bay Length (ft)180 50 400 600 435 375
Base Capacity (vph)78 109 227 227 365 548 3006 1253 183 3295 601
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.49 0.05 0.91 0.91 0.59 0.04 1.01 0.78 0.90 0.22 0.04
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow
Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.01
Intersection Signal Delay: 29.2 Intersection LOS: C
Intersection Capacity Utilization 95.7%ICU Level of Service F
Analysis Period (min) 15
D
R
A
F
T
Mustang Business Park TIA 2028 - Background - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background - AM Synchro 10 Report
Kimley-Horn and Associates Page 3
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: SH 26 & Mustang
D
R
A
F
T
Mustang Business Park TIA 2028 - Background - AM
HCM 6th TWSC 1: Southwestern & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background - AM Synchro 10 Report
Kimley-Horn and Associates Page 1
Intersection
Int Delay, s/veh 6.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 28 0 33 0 5 33 17 0 0
Future Vol, veh/h 0 0 0 28 0 33 0 5 33 17 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, %0 0 0 90 0 67 0 50 92 83 0 0
Mvmt Flow 0 0 0 37 0 44 0 7 44 23 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 44 0 0 1 0 0 97 119 1 123 97 22
Stage 1 ------1 1 - 96 96 -
Stage 2 ------ 96 118 - 27 1 -
Critical Hdwy 4.1 --5 -- 7.1 7 7.12 7.93 6.5 6.2
Critical Hdwy Stg 1 ------ 6.1 6 - 6.93 5.5 -
Critical Hdwy Stg 2 ------ 6.1 6 - 6.93 5.5 -
Follow-up Hdwy 2.2 -- 3.01 -- 3.5 4.45 4.128 4.247 4 3.3
Pot Cap-1 Maneuver 1577 -- 1195 -- 890 690 871 695 797 1061
Stage 1 ------ 1027 808 - 745 819 -
Stage 2 ------ 916 714 - 818 899 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1577 -- 1195 -- 869 668 871 639 771 1061
Mov Cap-2 Maneuver ------ 869 668 - 639 771 -
Stage 1 ------ 1027 808 - 745 793 -
Stage 2 ------ 887 691 - 770 899 -
Approach EB WB NB SB
HCM Control Delay, s 0 3.7 9.6 10.8
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)838 1577 -- 1195 -- 639
HCM Lane V/C Ratio 0.06 --- 0.031 -- 0.035
HCM Control Delay (s)9.6 0 -- 8.1 0 - 10.8
HCM Lane LOS A A --A A -B
HCM 95th %tile Q(veh)0.2 0 -- 0.1 -- 0.1
D
R
A
F
T
Mustang Business Park TIA 2028 - Background - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background - PM Synchro 10 Report
Kimley-Horn and Associates Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)38 15 0 584 6 216 8 1302 440 265 2582 9
Future Volume (vph)38 15 0 584 6 216 8 1302 440 265 2582 9
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)180 0 0 50 400 600 435 375
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft)25 25 125 120
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.953 0.950 0.950
Satd. Flow (prot)1062 1900 0 1698 1703 1599 1805 5136 1583 1805 5187 897
Flt Permitted 0.950 0.950 0.953 0.062 0.092
Satd. Flow (perm)1062 1900 0 1698 1703 1599 118 5136 1583 175 5187 897
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)168 489 123
Link Speed (mph)35 35 45 45
Link Distance (ft)339 734 2698 4576
Travel Time (s)6.6 14.3 40.9 69.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%)70%0%0%1%0%1%0%1%2%0%0%80%
Adj. Flow (vph)42 17 0 649 7 240 9 1447 489 294 2869 10
Shared Lane Traffic (%)49%
Lane Group Flow (vph)42 17 0 331 325 240 9 1447 489 294 2869 10
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)0 0 0 0
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
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 1 2 1 2 1 1 2 1 1 2 1
Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right
Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20
Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20
Detector 1 Type Cl+Ex Cl+Ex 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 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 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 0.0 0.0
Detector 2 Position(ft)94 94 94 94
Detector 2 Size(ft)6 6 6 6
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 Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm
Protected Phases 4 4 3 3 5 2 1 6
Mustang Business Park TIA 2028 - Background - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background - PM Synchro 10 Report
Kimley-Horn and Associates Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 3 6 2 2 6
Detector Phase 4 4 3 3 3 5 2 2 1 6 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3
Total Split (s)17.0 17.0 30.0 30.0 30.0 16.0 50.0 50.0 23.0 57.0 57.0
Total Split (%)14.2% 14.2%25.0% 25.0% 25.0% 13.3% 41.7% 41.7% 19.2% 47.5% 47.5%
Maximum Green (s)11.4 11.4 24.4 24.4 24.4 10.7 44.7 44.7 17.7 51.7 51.7
Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3
Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)3.0 3.0 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 Max Max None C-Max C-Max
Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0
Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0
Act Effct Green (s)9.3 9.3 24.4 24.4 24.4 71.0 49.0 49.0 66.7 69.7 69.7
Actuated g/C Ratio 0.08 0.08 0.20 0.20 0.20 0.59 0.41 0.41 0.56 0.58 0.58
v/c Ratio 0.52 0.12 0.96 0.94 0.52 0.06 0.69 0.52 0.87 0.95 0.02
Control Delay 74.4 52.0 87.1 82.9 18.1 10.4 21.6 2.7 19.1 23.9 0.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 74.4 52.0 87.1 82.9 18.1 10.4 21.6 2.7 19.1 23.9 0.0
LOS E D F F B B C A B C A
Approach Delay 67.9 67.1 16.8 23.4
Approach LOS E E B C
Queue Length 50th (ft)32 12 269 263 47 3 230 19 149 289 0
Queue Length 95th (ft)70 36 #464 #449 129 m4 m249 m26 m64 m49 m0
Internal Link Dist (ft)259 654 2618 4496
Turn Bay Length (ft)180 50 400 600 435 375
Base Capacity (vph)100 180 345 346 458 221 2098 936 337 3013 572
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.42 0.09 0.96 0.94 0.52 0.04 0.69 0.52 0.87 0.95 0.02
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow
Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 28.2 Intersection LOS: C
Intersection Capacity Utilization 90.6%ICU Level of Service E
Analysis Period (min) 15
D
R
A
F
T
Mustang Business Park TIA 2028 - Background - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background - PM Synchro 10 Report
Kimley-Horn and Associates Page 3
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: SH 26 & Mustang
D
R
A
F
T
Mustang Business Park TIA 2028 - Background - PM
HCM 6th TWSC 1: Southwestern & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background - PM Synchro 10 Report
Kimley-Horn and Associates Page 1
Intersection
Int Delay, s/veh 8.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 8 0 19 0 4 8 64 8 0
Future Vol, veh/h 0 0 0 8 0 19 0 4 8 64 8 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60
Heavy Vehicles, %0 0 0 100 0 100 0 0 100 47 0 0
Mvmt Flow 0 0 0 13 0 32 0 7 13 107 13 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 32 0 0 2 0 0 51 60 2 54 44 16
Stage 1 ------2 2 - 42 42 -
Stage 2 ------ 49 58 - 12 2 -
Critical Hdwy 4.1 -- 5.1 -- 7.1 6.5 7.2 7.57 6.5 6.2
Critical Hdwy Stg 1 ------ 6.1 5.5 - 6.57 5.5 -
Critical Hdwy Stg 2 ------ 6.1 5.5 - 6.57 5.5 -
Follow-up Hdwy 2.2 -- 3.1 -- 3.5 4 4.2 3.923 4 3.3
Pot Cap-1 Maneuver 1593 -- 1159 -- 953 835 855 844 852 1069
Stage 1 ------ 1026 898 - 870 864 -
Stage 2 ------ 969 851 - 904 898 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1593 -- 1159 -- 934 826 855 819 843 1069
Mov Cap-2 Maneuver ------ 934 826 - 819 843 -
Stage 1 ------ 1026 898 - 870 854 -
Stage 2 ------ 943 842 - 883 898 -
Approach EB WB NB SB
HCM Control Delay, s 0 2.4 9.4 10.1
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)845 1593 -- 1159 -- 822
HCM Lane V/C Ratio 0.024 --- 0.012 -- 0.146
HCM Control Delay (s)9.4 0 -- 8.1 0 - 10.1
HCM Lane LOS A A --A A -B
HCM 95th %tile Q(veh)0.1 0 --0 -- 0.5
D
R
A
F
T
kimley-horn.com 13455 Noel Road, Two Galleria Office Tower, Suite 700, Dallas, TX 75240 972 770 1300
SynchroTM Output - 2028 Background Plus Site Traffic
DRAFT
Mustang Business Park TIA 2028 - Background + Site - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background + Site - AM Synchro 10 Report
Kimley-Horn and Associates Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)43 10 3 391 18 203 29 2897 933 157 691 46
Future Volume (vph)43 10 3 391 18 203 29 2897 933 157 691 46
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)180 0 0 50 400 600 435 375
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft)25 25 125 120
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00
Frt 0.968 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.956 0.950 0.950
Satd. Flow (prot)965 1396 0 1665 1651 1538 1687 5136 1538 1787 5036 1042
Flt Permitted 0.950 0.950 0.956 0.346 0.063
Satd. Flow (perm)965 1396 0 1665 1651 1538 614 5136 1538 119 5036 1042
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)3 168 825 123
Link Speed (mph)35 35 45 45
Link Distance (ft)339 734 2698 4576
Travel Time (s)6.6 14.3 40.9 69.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)87%35%20%3%20%5%7%1%5%1%3%55%
Adj. Flow (vph)45 11 3 412 19 214 31 3049 982 165 727 48
Shared Lane Traffic (%)48%
Lane Group Flow (vph)45 14 0 214 217 214 31 3049 982 165 727 48
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)0 0 0 0
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
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 1 2 1 2 1 1 2 1 1 2 1
Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right
Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20
Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20
Detector 1 Type Cl+Ex Cl+Ex 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 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 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 0.0 0.0
Detector 2 Position(ft)94 94 94 94
Detector 2 Size(ft)6 6 6 6
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 Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm
Protected Phases 4 4 3 3 5 2 1 6
Mustang Business Park TIA 2028 - Background + Site - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background + Site - AM Synchro 10 Report
Kimley-Horn and Associates Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 3 6 2 2 6
Detector Phase 4 4 3 3 3 5 2 2 1 6 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3
Total Split (s)16.0 16.0 22.0 22.0 22.0 15.0 69.0 69.0 13.0 67.0 67.0
Total Split (%)13.3% 13.3%18.3% 18.3% 18.3% 12.5% 57.5% 57.5% 10.8% 55.8% 55.8%
Maximum Green (s)10.4 10.4 16.4 16.4 16.4 9.7 63.7 63.7 7.7 61.7 61.7
Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3
Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)3.0 3.0 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 Max Max None C-Max C-Max
Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0
Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0
Act Effct Green (s)9.2 9.2 16.4 16.4 16.4 77.0 67.2 67.2 74.9 73.0 73.0
Actuated g/C Ratio 0.08 0.08 0.14 0.14 0.14 0.64 0.56 0.56 0.62 0.61 0.61
v/c Ratio 0.62 0.13 0.94 0.96 0.60 0.07 1.06 0.80 0.91 0.24 0.07
Control Delay 87.2 46.0 98.4 103.5 20.5 3.6 48.2 12.9 75.5 7.6 0.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 87.2 46.0 98.4 103.5 20.5 3.6 48.2 12.9 75.5 7.6 0.2
LOS F D F F C A D B E A A
Approach Delay 77.4 74.2 39.3 19.1
Approach LOS E E D B
Queue Length 50th (ft)34 8 174 177 32 3 ~972 217 79 68 0
Queue Length 95th (ft)#86 30 #334 #343 113 m3 m261 m61 m#185 m83 m0
Internal Link Dist (ft)259 654 2618 4496
Turn Bay Length (ft)180 50 400 600 435 375
Base Capacity (vph)83 123 227 225 355 489 2876 1224 181 3062 681
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.54 0.11 0.94 0.96 0.60 0.06 1.06 0.80 0.91 0.24 0.07
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow
Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.06
Intersection Signal Delay: 40.3 Intersection LOS: D
Intersection Capacity Utilization 96.1%ICU Level of Service F
Analysis Period (min) 15
D
R
A
F
T
Mustang Business Park TIA 2028 - Background + Site - AM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background + Site - AM Synchro 10 Report
Kimley-Horn and Associates Page 3
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: SH 26 & Mustang
D
R
A
F
T
Mustang Business Park TIA 2028 - Background + Site - AM
HCM 6th TWSC 1: Southwestern & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background + Site - AM Synchro 10 Report
Kimley-Horn and Associates Page 1
Intersection
Int Delay, s/veh 4.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 15 0 28 51 33 0 5 33 17 0 0
Future Vol, veh/h 0 15 0 28 51 33 0 5 33 17 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 75 75 75 75 75 75 75 75 75 75 75 75
Heavy Vehicles, %0 20 0 90 20 67 0 50 92 83 0 0
Mvmt Flow 0 20 0 37 68 44 0 7 44 23 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 112 0 0 20 0 0 184 206 20 210 184 90
Stage 1 ------ 20 20 - 164 164 -
Stage 2 ------ 164 186 - 46 20 -
Critical Hdwy 4.1 --5 -- 7.1 7 7.12 7.93 6.5 6.2
Critical Hdwy Stg 1 ------ 6.1 6 - 6.93 5.5 -
Critical Hdwy Stg 2 ------ 6.1 6 - 6.93 5.5 -
Follow-up Hdwy 2.2 -- 3.01 -- 3.5 4.45 4.128 4.247 4 3.3
Pot Cap-1 Maneuver 1490 -- 1173 -- 781 614 848 603 714 973
Stage 1 ------ 1004 792 - 680 766 -
Stage 2 ------ 843 664 - 797 883 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1490 -- 1173 -- 761 593 848 552 690 973
Mov Cap-2 Maneuver ------ 761 593 - 552 690 -
Stage 1 ------ 1004 792 - 680 740 -
Stage 2 ------ 814 641 - 749 883 -
Approach EB WB NB SB
HCM Control Delay, s 0 2 9.8 11.8
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)803 1490 -- 1173 -- 552
HCM Lane V/C Ratio 0.063 --- 0.032 -- 0.041
HCM Control Delay (s)9.8 0 -- 8.2 0 - 11.8
HCM Lane LOS A A --A A -B
HCM 95th %tile Q(veh)0.2 0 -- 0.1 -- 0.1
D
R
A
F
T
Mustang Business Park TIA 2028 - Background + Site - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background + Site - PM Synchro 10 Report
Kimley-Horn and Associates Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph)61 33 10 584 13 216 12 1302 440 265 2582 18
Future Volume (vph)61 33 10 584 13 216 12 1302 440 265 2582 18
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft)180 0 0 50 400 600 435 375
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft)25 25 125 120
Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 1.00 0.91 1.00 1.00 0.91 1.00
Frt 0.966 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.954 0.950 0.950
Satd. Flow (prot)1195 1623 0 1698 1698 1599 1687 5136 1583 1805 5187 1077
Flt Permitted 0.950 0.950 0.954 0.064 0.091
Satd. Flow (perm)1195 1623 0 1698 1698 1599 114 5136 1583 173 5187 1077
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)10 168 489 123
Link Speed (mph)35 35 45 45
Link Distance (ft)339 734 2698 4576
Travel Time (s)6.6 14.3 40.9 69.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%)51%11%20%1%11%1%7%1%2%0%0%50%
Adj. Flow (vph)68 37 11 649 14 240 13 1447 489 294 2869 20
Shared Lane Traffic (%)49%
Lane Group Flow (vph)68 48 0 331 332 240 13 1447 489 294 2869 20
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)0 0 0 0
Crosswalk Width(ft)16 16 16 16
Two way Left Turn Lane Yes
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 1 2 1 2 1 1 2 1 1 2 1
Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right
Leading Detector (ft)20 100 20 100 20 20 100 20 20 100 20
Trailing Detector (ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft)0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft)20 6 20 6 20 20 6 20 20 6 20
Detector 1 Type Cl+Ex Cl+Ex 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 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 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 0.0 0.0
Detector 2 Position(ft)94 94 94 94
Detector 2 Size(ft)6 6 6 6
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 Split NA Split NA Perm D.P+P NA Perm D.P+P NA Perm
Protected Phases 4 4 3 3 5 2 1 6
Mustang Business Park TIA 2028 - Background + Site - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background + Site - PM Synchro 10 Report
Kimley-Horn and Associates Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Permitted Phases 3 6 2 2 6
Detector Phase 4 4 3 3 3 5 2 2 1 6 6
Switch Phase
Minimum Initial (s)5.0 5.0 5.0 5.0 5.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s)41.6 41.6 41.6 41.6 41.6 23.3 26.3 26.3 10.3 38.3 38.3
Total Split (s)17.0 17.0 30.0 30.0 30.0 16.0 50.0 50.0 23.0 57.0 57.0
Total Split (%)14.2% 14.2%25.0% 25.0% 25.0% 13.3% 41.7% 41.7% 19.2% 47.5% 47.5%
Maximum Green (s)11.4 11.4 24.4 24.4 24.4 10.7 44.7 44.7 17.7 51.7 51.7
Yellow Time (s)3.6 3.6 3.6 3.6 3.6 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.6 5.6 5.6 5.6 5.3 5.3 5.3 5.3 5.3 5.3
Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lead Lag Lag Lag
Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s)3.0 3.0 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 Max Max None C-Max C-Max
Walk Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Flash Dont Walk (s)32.0 32.0 32.0 32.0 32.0 17.0 17.0 29.0 29.0
Pedestrian Calls (#/hr)0 0 0 0 0 0 0 0 0
Act Effct Green (s)10.2 10.2 24.4 24.4 24.4 69.2 48.4 48.4 66.1 66.7 66.7
Actuated g/C Ratio 0.08 0.08 0.20 0.20 0.20 0.58 0.40 0.40 0.55 0.56 0.56
v/c Ratio 0.67 0.33 0.96 0.96 0.52 0.09 0.70 0.53 0.88 1.00 0.03
Control Delay 83.7 48.6 87.1 87.7 18.1 10.8 22.0 2.8 19.4 26.7 0.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 83.7 48.6 87.1 87.7 18.1 10.8 22.0 2.8 19.4 26.7 0.0
LOS F D F F B B C A B C A
Approach Delay 69.2 69.0 17.1 25.9
Approach LOS E E B C
Queue Length 50th (ft)51 28 269 270 47 4 230 19 150 290 0
Queue Length 95th (ft)#115 67 #464 #464 129 m7 m249 m26 m64 m48 m0
Internal Link Dist (ft)259 654 2618 4496
Turn Bay Length (ft)180 50 400 600 435 375
Base Capacity (vph)113 163 345 345 458 207 2069 929 335 2881 652
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.60 0.29 0.96 0.96 0.52 0.06 0.70 0.53 0.88 1.00 0.03
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 6:NBSB, Start of Yellow
Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 30.2 Intersection LOS: C
Intersection Capacity Utilization 90.7%ICU Level of Service E
Analysis Period (min) 15
D
R
A
F
T
Mustang Business Park TIA 2028 - Background + Site - PM
Lanes, Volumes, Timings 2: SH 26 & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background + Site - PM Synchro 10 Report
Kimley-Horn and Associates Page 3
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 2: SH 26 & Mustang
D
R
A
F
T
Mustang Business Park TIA 2028 - Background + Site - PM
HCM 6th TWSC 1: Southwestern & Mustang
Mustang Business Park TIA 01/20/2021 2028 - Background + Site - PM Synchro 10 Report
Kimley-Horn and Associates Page 1
Intersection
Int Delay, s/veh 5.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 50 0 8 19 19 0 4 8 64 8 0
Future Vol, veh/h 0 50 0 8 19 19 0 4 8 64 8 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized -- None -- None -- None -- None
Storage Length ------------
Veh in Median Storage, # -0 --0 --0 --0 -
Grade, %-0 --0 --0 --0 -
Peak Hour Factor 60 60 60 60 60 60 60 60 60 60 60 60
Heavy Vehicles, %0 20 0 100 20 100 0 0 100 47 0 0
Mvmt Flow 0 83 0 13 32 32 0 7 13 107 13 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 64 0 0 83 0 0 164 173 83 167 157 48
Stage 1 ------ 83 83 - 74 74 -
Stage 2 ------ 81 90 - 93 83 -
Critical Hdwy 4.1 -- 5.1 -- 7.1 6.5 7.2 7.57 6.5 6.2
Critical Hdwy Stg 1 ------ 6.1 5.5 - 6.57 5.5 -
Critical Hdwy Stg 2 ------ 6.1 5.5 - 6.57 5.5 -
Follow-up Hdwy 2.2 -- 3.1 -- 3.5 4 4.2 3.923 4 3.3
Pot Cap-1 Maneuver 1551 -- 1070 -- 805 724 762 706 739 1027
Stage 1 ------ 930 830 - 834 837 -
Stage 2 ------ 932 824 - 814 830 -
Platoon blocked, %----
Mov Cap-1 Maneuver 1551 -- 1070 -- 786 715 762 682 729 1027
Mov Cap-2 Maneuver ------ 786 715 - 682 729 -
Stage 1 ------ 930 830 - 834 826 -
Stage 2 ------ 905 813 - 793 830 -
Approach EB WB NB SB
HCM Control Delay, s 0 1.5 10 11.3
HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)746 1551 -- 1070 -- 687
HCM Lane V/C Ratio 0.027 --- 0.012 -- 0.175
HCM Control Delay (s)10 0 -- 8.4 0 - 11.3
HCM Lane LOS B A --A A -B
HCM 95th %tile Q(veh)0.1 0 --0 -- 0.6
D
R
A
F
T