Item 7C First Financial Study
Traffic Impact Analysis
To Serve
First Financial Bank
FM 1709 and White Chapel Blvd.
Southlake, TX
April 28, 2010
Prepared By
Traffic Impact Analysis – v2.0 Page 2
First Financial Bank in Southlake, Texas April 28, 2010
Traffic Impact Analysis – v2.0 Page 3
First Financial Bank in Southlake, Texas April 28, 2010
I. Introduction
Boydston Designs, Inc. has prepared this study at the request of First Financial Bank
for the purpose of constructing a driveway onto FM 1709 in Southlake, Texas.
Because this driveway is eventually anticipated to serve more than 100 parking
spaces, the Southlake Driveway Ordinance required that this study be conducted.
The driveway that is the focus of this study will be located west of the future First
Financial Bank site, located at the southwest corner of the intersection of FM 1709
and White Chapel Blvd. Access between this proposed driveway and the future First
Financial Bank site will be provided by means of an existing common access
easement.
This proposed driveway onto FM 1709 will be shared with an adjoining 7.05 acre site,
referred to hereafter as the Church Family property because of the owner’s name.
The Church Family property is assumed to develop as general office space. It is likely
that the proposed driveway onto FM 1709 will serve as the primary means of access
to the Church Family property and to the First Financial site. A vicinity map depicting
the First Financial site and the Church Family property is shown below.
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First Financial Bank in Southlake, Texas April 28, 2010
II. Study Procedure and Methodology
This Traffic Impact Analysis has been prepared by Boydston Designs, Inc. (BDI) on
behalf of First Financial Bank for review by TXDOT and the City of Southlake. The
development under consideration consists of a 1.609 acre First Financial Bank site
containing 8100 (+/-) square feet of gross floor area with four drive-through lanes.
Since the anticipated primary means of roadway access for the Church Family
property is the proposed driveway onto FM 1709, the impact of future development of
the Church Family property was considered in this TIA. At this time, there are no
known development plans for the Church Family property. Therefore, at the request
of the City of Southlake, it has been assumed that the property will develop as general
office buildings with a density of 10,000 square feet per acre.
This TIA addresses the access to these sites from the proposed driveway onto FM
1709, the effects of the generated traffic on the intersection of FM 1709 and White
Chapel Blvd., and the need for improvements to FM 1709 to assist in mitigating the
resulting increase in traffic volume. Additionally, estimates of future traffic volumes
utilizing the proposed driveway onto White Chapel Blvd. have been provided.
In order to estimate future traffic volumes and levels of service in the nearby
intersection, new traffic counts have been conducted. BDI took 24-hour directional
counts on FM 1709 west of White Chapel Blvd. as well as AM and PM peak turning
movements at the intersection of FM 1709 and White Chapel Blvd. A five percent
annual growth rate was then assumed in order to extrapolate future background
traffic volumes. Trip generation on the site was determined based on 71,000 square
feet of general office buildings and a drive-in bank with four lanes. Since the bank
has access to White Chapel Blvd., it has been assumed in this study that traffic can
also enter and exit the Church Family property from this drive, although no access
easement across the First Financial site currently exists. Trip generation for this
composite area has been determined in accordance with Trip Generation, 7th Ed. and
Trip Generation Handbook, 2nd Ed. published by the Institute of Transportation
Engineers (ITE). The site-generated trips were added to the projected background
traffic volumes to estimate total traffic volumes.
For the intersection of FM 1709 and White Chapel Blvd., peak hour intersection
analyses were conducted for the projected build-out year, 2011, and five years into
the future. Finally, recommendations for improvements to the site and to FM 1709
have been made based on the total projected traffic volumes.
III. Existing Roadway Conditions
The area of study is located south of FM 1709 and west of White Chapel Blvd. FM
1709 is a seven lane undivided road with three lanes of travel each in the eastbound
and westbound directions with a dedicated center left turn lane. Dedicated right turn
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First Financial Bank in Southlake, Texas April 28, 2010
lanes are also present at the intersection with White Chapel Blvd. North of FM 1709,
White Chapel Blvd. is built to a five lane undivided standard, with two lanes each in
the northbound and southbound directions and a dedicated center left turn lane for a
distance of approximately 1,100 feet. South of FM 1709, White Chapel Blvd. is built
to a four lane divided standard with intermittent median breaks for deceleration and
left turn lanes for a distance of approximately 1,000 feet. A median is located at the
proposed driveway onto White Chapel Blvd. Beyond these distances, White Chapel
Blvd. is a two lane undivided road. The speed limits on FM 1709 is 45 mph. The
speed limit on White Chapel Blvd is 40 mph north of FM 1709 and 30 mph south of
FM 1709.
IV. Future Roadway Conditions
FM 1709 and the portion of White Chapel Blvd. south of FM 1709 are constructed
according to their ultimate development standards as shown in the City of Southlake
2025 Master Thoroughfare plan. The 2025 plan indicates that the width of White
Chapel Blvd. north of FM 1709 is to be determined by a traffic study. No information
regarding the status of this study is currently available.
Construction of a median along FM 1709 is being planned by the City of Southlake
and TXDOT. However, it is not anticipated that a median opening and left turn lane
will be constructed to allow left turning movements into the proposed driveway on the
Church Family property. Also, no median opening is anticipated at the proposed
driveway onto White Chapel Blvd. Therefore, all traffic entering the property will
access it via right turning movements.
V. Existing Traffic Patterns
BDI collected AM and PM peak hour turning movements at the intersection of FM
1709 and White Chapel Blvd. on Wednesday, February 3, 2010. 24-hour directional
counts were taken on FM 1709 just west of the intersection with White Chapel Blvd.
on Tuesday, February 2, 2010. The 24-hour counts on FM 1709 are as follows:
Eastbound: 24,141 vehicles
Westbound: 23,452 vehicles
Total: 47,593 vehicles
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First Financial Bank in Southlake, Texas April 28, 2010
VI. Proposed Land Uses and Estimated Trip Generation
The land uses for the proposed bank site and Church Family property are shown in
the table below:
Table 1 – Proposed Land Uses and Densities
Land Use ITE Code Density
Drive-In Bank 912 8,100 s.f. (4 lanes)
General Office 710 71,000 s.f.
Bank traffic was estimated based on the number of drive-in lanes rather than the
gross floor area, as a significant portion of the proposed bank is to be used as office
space. Therefore, trip generation is expected to correlate more strongly with the
number of drive-in lanes than the gross floor area of the bank. As suggested by the
City of Southlake, it has been assumed that the Church Family property will develop
as general office space with a density of 10,000 square feet per acre. This is a typical
and expected land use for this area, although it should be noted that other, more
intense land uses are possible for the Church Family property.
Estimated trip generation on the proposed bank site and future general office
development are shown in the table below:
Table 2 – Projected Trip Generation for Study Area
AM Peak Hour of Adjacent
Street Traffic
PM Peak Hour of Adjacent
Street Traffic 24-Hour Land Use
(Density)
In Out Total In Out Total Total
Drive-In Bank 45 33 78 102 102 204 1578
8,100 sf (4 lanes)
General Office 126 17 143 27 131 158 1024
(71,000 sf)
The table above was developed based on Trip Generation, 7th Ed., published by the
Institute of Transportation Engineers. Best fit curves were used to estimate trip
generation where they were supplied in the manual.
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First Financial Bank in Southlake, Texas April 28, 2010
VII. Distribution of Site-Generated Traffic
In developing this Traffic Impact Analysis, BDI assumed the following trip distributions
for both the proposed bank and the general office development/Church Family
property:
To and from the East via FM 1709: 35%
To and from the West via FM 1709: 30%
To and from the South via White Chapel Blvd: 20%
To and from the North via White Chapel Blvd: 15%
Site traffic approaching from the north and leaving to either the south or west was
assigned to the proposed driveway from the bank site onto White Chapel Blvd. Traffic
entering and leaving from all other directions was assigned to the shared driveway
onto FM 1709. Because of the anticipated median construction, turning movements
at this driveway are expected to be limited to right-in/right-out movements.
Figure 1 below shows the distribution of the generated trips along FM 1709 and the
intersection with White Chapel Blvd.
Figure 1
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First Financial Bank in Southlake, Texas April 28, 2010
To estimate the total post-development traffic volumes, BDI increased the
background traffic volumes at a five percent annual rate for one year to determine the
build-out year (2011) background volume and for six years to determine the
background volume five years after the build-out year. Total development trips at the
AM (0700-0800) and PM (1700-1800) peak hours were then added to the estimated
background volumes for future years to estimate the total traffic volumes in 2011 and
2016. This data is shown in Appendix A.
VIII. Intersection Analyses
Boydston Designs analyzed the intersection of FM 1709 and White Chapel Blvd.
under the following conditions:
• Existing Conditions (2010) during AM and PM peak hours
• Background conditions for build-out year (2011) during AM and PM peak
hours, assuming 5% annual growth for one year
• Background conditions five years after build-out year (2016) during AM and
PM peak hours, assuming 5% annual growth for six years
• Resulting traffic conditions considering trip generation from proposed
development in build-out year (2011) during AM and PM peak hours
• Resulting traffic conditions considering trip generation from proposed
development five years after build-out year (2016) during AM and PM peaks
Additionally, Boydston Designs analyzed the proposed driveways onto FM 1709 and
onto White Chapel Blvd. during the following conditions:
• Build-out year (2011) conditions during AM and PM peak hours
• Conditions five years after build-out year during AM and PM peak hours
The analyses were conducted with the use of the Synchro 7 software, which utilizes
standard methods as specified in the 2000 Highway Capacity Manual. Levels of
service, as defined for signalized and un-signalized intersections, are given in Table
3 below.
Table 3 – Levels of Service and Corresponding Delays
LOS Signalized Intersection Unsignalized
Intersection
A ≤10 sec ≤10 sec
B 10-20 sec 10-15 sec
C 20-35 sec 15-25 sec
D 35-55 sec 25-35 sec
E 55-80 sec 35-50 sec
F ≥ 80 sec ≥ 50 sec
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First Financial Bank in Southlake, Texas April 28, 2010
To assist with interpretation of the Synchro 7 reports, FIgure 2 below depicts the
turning movement labels assigned by Synchro to the various possible directions of
travel at the intersection of FM 1709 and White Chapel Blvd., as well as the
intersection of FM 1709 and the proposed driveway. The Synchro 7 output for the
various study scenarios is located in Appendix A of this report.
Figure 2
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First Financial Bank in Southlake, Texas April 28, 2010
An intersection operating with a level of service “A” allows vehicles to pass through
with minimal delay. As the delay per vehicle increases, the intersection operates with
more and more frequent congestion. With a level of service “E,” the intersection
delay per vehicle is approximately one minute. An intersection with a level of service
“E” has very little additional capacity. As vehicle congestion increases, the
intersection operates with less and less efficiency, and driver frustration increases
substantially. At a level of service “F,” the orderly flow of traffic begins to substantially
break down. Refer to the Highway Capacity Manual for additional description of the
levels of service.
On the following pages, Table 4 shows the results of the existing conditions analysis
for the intersection of FM 1709 and White Chapel. Table 5 shows the traffic
conditions for the build-out year (2011), and Table 6 shows the projected traffic
conditions for the fifth year after build-out (2016).
Currently, the study intersection operates with an overall LOS of “B” during the AM
peak hour and “C” during the PM peak hour. For the total traffic during the build-out
year (2011), the predicted LOS is “C” during the AM peak and “E” during the PM
peak. In the fifth year after build-out (2016), the intersection is projected to function at
an overall LOS of “F” during both the AM and PM peaks.
.
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First Financial Bank in Southlake, Texas April 28, 2010
Table 4 – Existing Traffic Delays per Vehicle and Levels of Service at
FM 1709 & White Chapel Blvd.
Existing Traffic -
2010
AM/PM
Delay
Approach and
Movement
(s/veh)
LOS
Eastbound
Left 66.3 E
378.5 F
Through 11.2 B
6.8 A
Right 1.8 A
1.3 A
Westbound
Left 18.9 B
170.7 F
Through 6.1 A
13.3 B
Right 2.2 A
1.4 A
Northbound
Left 19.1 B
37.2 D
Through/Right 21.9 C
18.1 B
Southbound
Left 63.2 E
24.4 C
Through 19.3 B
26.8 C
Right 5.3 A
44.6 D
16.5 B Intersection
31.8 C
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First Financial Bank in Southlake, Texas April 28, 2010
Table 5 – Traffic Delays per Vehicle and Levels of Service for
Build-Out Year (2011)
FM 1709 & White Chapel Blvd.
2011 Background 2011 Total
AM/PM AM/PM
Delay Delay
Approach and
Movement
(s/veh)
LOS
(s/veh)
LOS
Eastbound
Left 93.1 F 149.8 F
415.5 F 488.9 F
Through 11.8 B 12.3 B
7.0 A 7.9 A
Right 1.7 A 1.8 A
1.3 A 1.5 A
Westbound
Left 24.0 C 19.8 B
258.9 F 398.6 F
Through 6.2 A 6.3 A
15.6 B 22.4 C
Right 2.7 A 2.6 A
1.4 A 1.5 A
Northbound
Left 21.1 C 22.9 C
43.7 D 128.5 F
Through/Right 24.5 C 22.5 C
18.9 B 17.3 B
Southbound
Left 103.0 F 87.0 F
25.2 C 21.5 C
Through 21.3 C 20.2 C
27.6 C 24.6 C
Right 5.5 A 7.1 A
49.8 D 38.6 D
20.3 C 23.8 C Intersection
37.7 D 52.1 D
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First Financial Bank in Southlake, Texas April 28, 2010
Table 6 – Traffic Delays per Vehicle and Levels of Service five years
After Build-Out Year (2016)
FM 1709 & White Chapel Blvd.
2016 Background 2016 Total
AM/PM AM/PM
Delay Delay
Approach and
Movement
(s/veh)
LOS
(s/veh)
LOS
Eastbound
Left 480.2 F 553.8 F
555.5 F 689.8 F
Through 40.9 D 42.6 D
9.1 A 9.5 A
Right 3.5 A 2.37 A
2.0 A 2.1 A
Westbound
Left 173.0 F 29.6 C
604.8 F 604.8 F
Through 11.9 B 6.8 A
113.4 F 120.7 F
Right 6.1 A 4.7 A
1.5 A 1.5 A
Northbound
Left 33.7 C 27.2 C
100.9 F 416.0 F
Through/Right 38.7 D 27.6 C
19.5 B 19.6 B
Southbound
Left 309.0 F 297.2 F
26.8 C 26.8 C
Through 33.0 C 21.5 C
28.6 C 30.8 C
Right 18.4 B 14.6 B
80.3 F 80.3 F
72.3 E 73.0 E Intersection
102.5 F 122.0 F
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First Financial Bank in Southlake, Texas April 28, 2010
Driveway Analysis
Tables 7 and 8 below illustrate the levels of service and average delays for the
proposed shared driveways onto FM 1709 and onto White Chapel Blvd.,
respectively. In all development scenarios, the traffic entering each driveway has a
LOS of “A”. In the build-out year, the outbound traffic during the peak hour moves
with a LOS of “C” for the driveway onto FM 1709 and with a LOS of “B” for the
driveway onto White Chapel. In the peak hour five years after the build-out year, the
outbound turning movement onto FM 1709 operates with a LOS of “D” while the
outbound turning movement onto White Chapel operates with a LOS of “B”.
Table 7 – Traffic Delays per Vehicle and Levels of Service
Proposed Driveway at FM 1709
Build-Out Year (2011) Five Years After Build-
Out (2016)
AM/PM AM/PM
Delay Delay
Approach and
Movement
(s/veh)
LOS
(s/veh)
LOS
Northbound
Right 21.1 C 30.9 D
18.7 C 25.9 D
Table 8 – Traffic Delays per Vehicle and Levels of Service
Proposed Driveway at White Chapel Blvd.
Build-Out Year
(2011)
Five Years After
Build-Out (2016)
AM/PM AM/PM
Delay Delay
Approach and
Movement
(s/veh)
LOS
(s/veh)
LOS
Eastbound
Right 9.4 A 9.6 A
12.1 B 13.4 B
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First Financial Bank in Southlake, Texas April 28, 2010
IX. Access Spacing Along FM 1709 and White Chapel
The proposed First Financial Bank site and Church Family property will share a
single driveway onto FM 1709. Once the median is constructed, the traffic entering
and leaving this driveway will be restricted to right-in and right-out turning movements
only. The centerline of this proposed driveway is located approximately 505’ west of
the curb line of White Chapel Blvd, and its most easterly curb return is located
approximately 35’ west of the beginning of the transition for the dedicated eastbound
right turn lane in FM 1709. The nearest existing driveway is located approximately
515’ (centerline to centerline) west of the proposed driveway.
City of Southlake driveway separation requirements along FM 1709 require a
minimum centerline driveway spacing of 500’. TXDOT access management
requirements specify a minimum edge to edge driveway spacing of 360’ at a speed
limit of 45 mph. The proposed driveway location meets both requirements.
Another shared driveway onto White Chapel Blvd. will be located on the bank
property. The centerline of this proposed driveway is approximately 250’ south of the
southerly curb line of FM 1709 and approximately 255’ north of the nearest driveway
to the south, as measured along the curb line of White Chapel Blvd. This proposed
spacing complies with the City of Southlake driveway ordinance.
X. Deceleration Lane Requirements
The TXDOT Access Management manual requires that a right-turn deceleration lane
be provided when the right turning volume for a street or driveway is in excess of 60
vehicles per hour. This applies for speeds greater than or equal to 45 mph. Because
the majority of traffic entering the site must utilize the proposed driveway onto FM
1709, it is easily seen that the TXDOT volume requirement for a right-turn
deceleration lane is exceeded in the AM peak hour of the adjacent street. Therefore,
a right-turn deceleration lane is needed for this proposed driveway along FM 1709.
The City of Southlake Driveway Ordinance requires a deceleration lane for speeds
limits greater than 40 mph with more than 40 right turning movements per hour, or for
any driveway projected to have 50 or more right-turn ingress movements per hour.
The number of estimated right-turn ingress movements into the proposed driveway
onto White Chapel Blvd. is approximately 26 vehicles per hour during the design hour
(AM peak). Therefore, no deceleration lane is required along White Chapel Blvd.
No opening in the future median to allow direct left-turn access into the proposed
driveway is requested, as there does not appear to be adequate spacing from the
intersection of FM 1709 and White Chapel Blvd. to provide one. Further, no
additional median opening is requested on White Chapel Blvd. for the same reason.
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First Financial Bank in Southlake, Texas April 28, 2010
XI. Sight Distances Along FM 1709 and White Chapel
A detailed survey of FM 1709 and White Chapel to establish sight distances has not
been conducted as a part of this study. However, from field visits and photographs
taken of the site, the sight distance from the proposed driveway onto FM 1709 to the
west appears to be in excess of 1,000 feet. The sight distance to the east appears to
be in excess of 700 feet. FM 1709 has minimal curvature or elevation change to both
the east and west, and the existing geometry will allow for adequate sight distance for
the proposed driveway. The sight distance from the proposed driveway onto White
Chapel to the north is approximately 350 feet, while the sight distance to the south is
approximately 300 feet.
XII. Recommendations to Improve Future Traffic Conditions
As a result of the future traffic conditions forecast in this TIA, BDI recommends the
following improvements to the site to improve the flow of traffic in the future:
• Provide a right-turn deceleration lane for the proposed driveway onto FM
1709. In addition, a right-turn deceleration lane is required by TXDOT access
management criteria.
• A Stop sign and stop bars should be provided at the proposed driveway exits
onto FM 1709 and onto White Chapel. Right-turn only signs should be
provided in the future median of FM 1709 and in the median of White Chapel
Blvd.
• The developers of the Church Family property and First Financial Bank are
urged to continue their attempts to provide for common access easements
with the Medical Villas development to the west of their property and the
Presbyterian church property to the south and east owned by Nmen Ltd.
Common access easements in one or both of these areas would allow more
direct access to their property for traffic approaching their property from FM
1709 to the east and from the north and south directions on White Chapel
Blvd. These common access easements would also help to relieve
congestion at the intersection of FM 1709 and White Chapel Blvd. It must be
noted that while efforts to provide such access agreements have been
ongoing for several months, final cross-access agreements have not been
forthcoming.
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First Financial Bank in Southlake, Texas April 28, 2010
XIII. Summary
First Financial Bank commissioned BDI to provide this Traffic Impact Analysis in
order to construct driveways onto FM 1709 and White Chapel Blvd. Because First
Financial Bank shares the proposed driveways with the adjacent property (referred to
as the Church Family property), the fully developed conditions of the adjacent
property needed to be considered. The City of Southlake recommended that an
assumption of 10,000 square feet of general office development per acre be applied
to the Church Family property.
BDI collected 24-hour directional counts for FM 1709 and AM and PM peak hour
turning movements for the intersection of FM 1709 and White Chapel Blvd. BDI then
estimated the trips generated by the proposed bank and Church Family property in
accordance with the Institute of Transportation Engineers’ Trip Generation, 7th.
Edition and distributed these trips along the adjacent roadways as recommended by
the City of Southlake. Future traffic volumes for FM 1709 and the intersection were
estimated based on a five percent annual growth rate, and the site generated trips
were added to these estimated volumes to project traffic conditions for the build-out
year and five years afterward. The Synchro 7 software, which uses accepted
Highway Capacity Manual methodology, was used to estimate future levels of
service and intersection delay times based on projected traffic volumes.
The proposed driveway locations were evaluated based on TXDOT and City of
Southlake access spacing criteria, sight distance criteria, and deceleration lane
requirements. As a result of this analysis, a right turn deceleration lane serving the
proposed driveway onto FM 1709, appropriate signage and pavement markings, and
additional cross-access easements serving the Church Family property have been
recommended.
Appendix A
Synchro 7 Output
Existing Volumes (2010) - AM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 313 2166 62 47 799 171 63 375 110 130 127 133
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.850 0.850 0.966 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 3419 0 1770 1863 1583
Flt Permitted 0.305 0.111 0.669 0.341
Satd. Flow (perm) 568 5085 1583 207 5085 1583 1246 3419 0 635 1863 1583
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 67 146 5 145
Link Speed (mph) 45 45 30 40
Link Distance (ft) 415 590 342 350
Travel Time (s) 6.3 8.9 7.8 6.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 340 2354 67 51 868 186 68 408 120 141 138 145
Shared Lane Traffic (%)
Lane Group Flow (vph) 340 2354 67 51 868 186 68 528 0 141 138 145
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 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm Perm
Protected Phases 4826
Permitted Phases 4 4 8 8 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 0.0 20.0 20.0 20.0
Total Split (%) 66.7% 66.7% 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 0.0% 33.3% 33.3% 33.3%
Maximum Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr)00000000 000
Act Effct Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.60 0.60 0.27 0.27 0.27 0.27 0.27
v/c Ratio 1.00 0.77 0.07 0.41 0.28 0.18 0.20 0.58 0.83 0.28 0.27
Control Delay 66.3 11.2 1.8 18.9 6.1 2.2 19.1 21.9 63.2 19.3 5.3
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 66.3 11.2 1.8 18.9 6.1 2.2 19.1 21.9 63.2 19.3 5.3
L O S EBABAABC EBA
Existing Volumes (2010) - AM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 17.7 6.0 21.5 29.1
Approach LOS B A C C
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 16.5 Intersection LOS: B
Intersection Capacity Utilization 79.6% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 3: FM 1709 & White Chapel Blvd.
Existing Volumes (2010) - PM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 182 1348 166 192 2529 115 116 177 94 75 235 301
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.850 0.850 0.948 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 3355 0 1770 1863 1583
Flt Permitted 0.098 0.143 0.448 0.550
Satd. Flow (perm) 183 5085 1583 266 5085 1583 835 3355 0 1025 1863 1583
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 180 125 48 2
Link Speed (mph) 45 45 30 40
Link Distance (ft) 415 590 342 350
Travel Time (s) 6.3 8.9 7.8 6.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 198 1465 180 209 2749 125 126 192 102 82 255 327
Shared Lane Traffic (%)
Lane Group Flow (vph) 198 1465 180 209 2749 125 126 294 0 82 255 327
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 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm Perm
Protected Phases 4826
Permitted Phases 4 4 8 8 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 45.0 45.0 45.0 45.0 45.0 45.0 20.0 20.0 0.0 20.0 20.0 20.0
Total Split (%) 69.2% 69.2% 69.2% 69.2% 69.2% 69.2% 30.8% 30.8% 0.0% 30.8% 30.8% 30.8%
Maximum Green (s) 41.0 41.0 41.0 41.0 41.0 41.0 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr)00000000 000
Act Effct Green (s) 41.0 41.0 41.0 41.0 41.0 41.0 16.0 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.25 0.25 0.25 0.25 0.25
v/c Ratio 1.72 0.46 0.17 1.24 0.86 0.12 0.61 0.34 0.33 0.56 0.84
Control Delay 378.5 6.8 1.3 170.7 13.3 1.4 37.2 18.1 24.4 26.8 44.6
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 378.5 6.8 1.3 170.7 13.3 1.4 37.2 18.1 24.4 26.8 44.6
LOS F A A F B A D B C C D
Existing Volumes (2010) - PM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 46.2 23.5 23.8 35.3
Approach LOS DCCD
Intersection Summary
Area Type: Other
Cycle Length: 65
Actuated Cycle Length: 65
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 65
Control Type: Pretimed
Maximum v/c Ratio: 1.72
Intersection Signal Delay: 31.8 Intersection LOS: C
Intersection Capacity Utilization 91.1% ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 3: FM 1709 & White Chapel Blvd.
Background Volumes (2011) - AM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 329 2274 65 49 839 180 66 394 116 137 133 140
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.850 0.850 0.966 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 3419 0 1770 1863 1583
Flt Permitted 0.288 0.100 0.657 0.307
Satd. Flow (perm) 536 5085 1583 186 5085 1583 1224 3419 0 572 1863 1583
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 71 126 4 152
Link Speed (mph) 45 45 30 40
Link Distance (ft) 415 590 342 350
Travel Time (s) 6.3 8.9 7.8 6.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 358 2472 71 53 912 196 72 428 126 149 145 152
Shared Lane Traffic (%)
Lane Group Flow (vph) 358 2472 71 53 912 196 72 554 0 149 145 152
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 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm Perm
Protected Phases 4826
Permitted Phases 4 4 8 8 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 44.0 44.0 44.0 44.0 44.0 44.0 21.0 21.0 0.0 21.0 21.0 21.0
Total Split (%) 67.7% 67.7% 67.7% 67.7% 67.7% 67.7% 32.3% 32.3% 0.0% 32.3% 32.3% 32.3%
Maximum Green (s) 40.0 40.0 40.0 40.0 40.0 40.0 17.0 17.0 17.0 17.0 17.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr)00000000 000
Act Effct Green (s) 40.0 40.0 40.0 40.0 40.0 40.0 17.0 17.0 17.0 17.0 17.0
Actuated g/C Ratio 0.62 0.62 0.62 0.62 0.62 0.62 0.26 0.26 0.26 0.26 0.26
v/c Ratio 1.08 0.79 0.07 0.46 0.29 0.19 0.22 0.62 0.99 0.30 0.29
Control Delay 93.1 11.8 1.7 24.0 6.2 2.7 21.1 24.5 103.0 21.3 5.5
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 93.1 11.8 1.7 24.0 6.2 2.7 21.1 24.5 103.0 21.3 5.5
LOS F B A C A A C C F C A
Background Volumes (2011) - AM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 21.6 6.4 24.1 43.2
Approach LOS C A C D
Intersection Summary
Area Type: Other
Cycle Length: 65
Actuated Cycle Length: 65
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 65
Control Type: Pretimed
Maximum v/c Ratio: 1.08
Intersection Signal Delay: 20.3 Intersection LOS: C
Intersection Capacity Utilization 82.8% ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 3: FM 1709 & White Chapel Blvd.
Background Volumes (2011) - PM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 191 1415 174 202 2655 121 122 186 99 79 247 316
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.850 0.850 0.948 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 3355 0 1770 1863 1583
Flt Permitted 0.098 0.129 0.424 0.532
Satd. Flow (perm) 183 5085 1583 240 5085 1583 790 3355 0 991 1863 1583
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 189 132 41 2
Link Speed (mph) 45 45 30 40
Link Distance (ft) 415 590 342 350
Travel Time (s) 6.3 8.9 7.8 6.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 208 1538 189 220 2886 132 133 202 108 86 268 343
Shared Lane Traffic (%)
Lane Group Flow (vph) 208 1538 189 220 2886 132 133 310 0 86 268 343
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 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm Perm
Protected Phases 4826
Permitted Phases 4 4 8 8 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 45.0 45.0 45.0 45.0 45.0 45.0 20.0 20.0 0.0 20.0 20.0 20.0
Total Split (%) 69.2% 69.2% 69.2% 69.2% 69.2% 69.2% 30.8% 30.8% 0.0% 30.8% 30.8% 30.8%
Maximum Green (s) 41.0 41.0 41.0 41.0 41.0 41.0 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr)00000000 000
Act Effct Green (s) 41.0 41.0 41.0 41.0 41.0 41.0 16.0 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.63 0.25 0.25 0.25 0.25 0.25
v/c Ratio 1.81 0.48 0.18 1.46 0.90 0.13 0.69 0.36 0.35 0.58 0.88
Control Delay 415.5 7.0 1.3 258.9 15.6 1.4 43.7 18.9 25.2 27.6 49.8
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 415.5 7.0 1.3 258.9 15.6 1.4 43.7 18.9 25.2 27.6 49.8
LOS F A A F B A D B C C D
Background Volumes (2011) - PM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 50.3 31.6 26.4 38.2
Approach LOS DCCD
Intersection Summary
Area Type: Other
Cycle Length: 65
Actuated Cycle Length: 65
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 65
Control Type: Pretimed
Maximum v/c Ratio: 1.81
Intersection Signal Delay: 37.7 Intersection LOS: D
Intersection Capacity Utilization 95.0% ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 3: FM 1709 & White Chapel Blvd.
Background Volumes (2016) - AM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 419 2903 83 63 1071 229 84 503 147 174 170 178
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.850 0.850 0.966 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 3419 0 1770 1863 1583
Flt Permitted 0.199 0.054 0.550 0.208
Satd. Flow (perm) 371 5085 1583 101 5085 1583 1025 3419 0 387 1863 1583
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 67 111 1 89
Link Speed (mph) 45 45 30 40
Link Distance (ft) 415 590 342 350
Travel Time (s) 6.3 8.9 7.8 6.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 455 3155 90 68 1164 249 91 547 160 189 185 193
Shared Lane Traffic (%)
Lane Group Flow (vph) 455 3155 90 68 1164 249 91 707 0 189 185 193
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 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm Perm
Protected Phases 4826
Permitted Phases 4 4 8 8 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 78.0 78.0 78.0 78.0 78.0 78.0 42.0 42.0 0.0 42.0 42.0 42.0
Total Split (%) 65.0% 65.0% 65.0% 65.0% 65.0% 65.0% 35.0% 35.0% 0.0% 35.0% 35.0% 35.0%
Maximum Green (s) 74.0 74.0 74.0 74.0 74.0 74.0 38.0 38.0 38.0 38.0 38.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr)00000000 000
Act Effct Green (s) 74.0 74.0 74.0 74.0 74.0 74.0 38.0 38.0 38.0 38.0 38.0
Actuated g/C Ratio 0.62 0.62 0.62 0.62 0.62 0.62 0.32 0.32 0.32 0.32 0.32
v/c Ratio 1.99 1.01 0.09 1.10 0.37 0.24 0.28 0.65 1.54 0.31 0.34
Control Delay 480.2 40.9 3.5 173.0 11.9 6.1 33.7 38.7 309.0 33.0 18.4
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 480.2 40.9 3.5 173.0 11.9 6.1 33.7 38.7 309.0 33.0 18.4
L O S FDAFBACD FCB
Background Volumes (2016) - AM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 94.0 18.3 38.1 120.0
Approach LOS F B D F
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 120
Control Type: Pretimed
Maximum v/c Ratio: 1.99
Intersection Signal Delay: 72.3 Intersection LOS: E
Intersection Capacity Utilization 101.2% ICU Level of Service G
Analysis Period (min) 15
Splits and Phases: 3: FM 1709 & White Chapel Blvd.
Background Volumes (2016) - PM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 244 1806 222 257 3389 154 155 237 126 101 315 403
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.850 0.850 0.948 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 3355 0 1770 1863 1583
Flt Permitted 0.111 0.111 0.336 0.462
Satd. Flow (perm) 207 5085 1583 207 5085 1583 626 3355 0 861 1863 1583
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 204 167 12
Link Speed (mph) 45 45 30 40
Link Distance (ft) 415 590 342 350
Travel Time (s) 6.3 8.9 7.8 6.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 265 1963 241 279 3684 167 168 258 137 110 342 438
Shared Lane Traffic (%)
Lane Group Flow (vph) 265 1963 241 279 3684 167 168 395 0 110 342 438
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 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm Perm
Protected Phases 4826
Permitted Phases 4 4 8 8 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 0.0 20.0 20.0 20.0
Total Split (%) 66.7% 66.7% 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 0.0% 33.3% 33.3% 33.3%
Maximum Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr)00000000 000
Act Effct Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.60 0.60 0.27 0.27 0.27 0.27 0.27
v/c Ratio 2.14 0.64 0.23 2.25 1.21 0.16 1.01 0.44 0.48 0.69 1.04
Control Delay 555.5 9.1 2.0 604.8 113.4 1.5 100.9 19.5 26.8 28.6 80.3
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 555.5 9.1 2.0 604.8 113.4 1.5 100.9 19.5 26.8 28.6 80.3
L O S FAAFFAFB CCF
Background Volumes (2016) - PM Peak
3: FM 1709 & White Chapel Blvd.3/15/2010
Baseline Synchro 7 - Light: Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 67.0 142.1 43.8 53.8
Approach LOS E F D D
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 2.25
Intersection Signal Delay: 102.5 Intersection LOS: F
Intersection Capacity Utilization 117.5% ICU Level of Service H
Analysis Period (min) 15
Splits and Phases: 3: FM 1709 & White Chapel Blvd.
Total Volumes (2011) - AM Peak - Proposed Driveway Onto FM 1709
3: FM 1709 & White Chapel Blvd.4/27/2010
Baseline Synchro 7 - Light: Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 337 2292 65 49 899 180 115 394 116 137 159 140
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.850 0.850 0.966 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 3419 0 1770 1863 1583
Flt Permitted 0.266 0.111 0.620 0.319
Satd. Flow (perm) 495 5085 1583 207 5085 1583 1155 3419 0 594 1863 1583
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 71 131 3 127
Link Speed (mph) 45 45 30 40
Link Distance (ft) 415 590 222 350
Travel Time (s) 6.3 8.9 5.0 6.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 366 2491 71 53 977 196 125 428 126 149 173 152
Shared Lane Traffic (%)
Lane Group Flow (vph) 366 2491 71 53 977 196 125 554 0 149 173 152
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 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm Perm
Protected Phases 4826
Permitted Phases 4 4 8 8 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 0.0 20.0 20.0 20.0
Total Split (%) 66.7% 66.7% 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 0.0% 33.3% 33.3% 33.3%
Maximum Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr)00000000 000
Act Effct Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.60 0.60 0.27 0.27 0.27 0.27 0.27
v/c Ratio 1.23 0.82 0.07 0.43 0.32 0.20 0.41 0.61 0.94 0.35 0.30
Control Delay 149.8 12.3 1.8 19.8 6.3 2.6 22.9 22.5 87.0 20.2 7.1
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 149.8 12.3 1.8 19.8 6.3 2.6 22.9 22.5 87.0 20.2 7.1
L O S FBABAACC FCA
Total Volumes (2011) - AM Peak - Proposed Driveway Onto FM 1709
3: FM 1709 & White Chapel Blvd.4/27/2010
Baseline Synchro 7 - Light: Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 29.2 6.3 22.5 37.0
Approach LOS C A C D
Stops (vph) 240 1640 7 36 397 29 93 423 104 124 35
Fuel Used(gal) 14 34 0 1 13 2 1 6 4 3 1
CO Emissions (g/hr) 1009 2388 24 72 927 132 87 388 292 190 91
NOx Emissions (g/hr) 196 465 5 14 180 26 17 76 57 37 18
VOC Emissions (g/hr) 234 553 5 17 215 31 20 90 68 44 21
Dilemma Vehicles (#) 0 191 0 0 75 0 0 0 0 13 0
Queue Length 50th (ft) ~169 224 0 9 55 9 37 91 53 50 7
Queue Length 95th (ft) #209 289 12 #54 75 30 80 137 #152 97 44
Internal Link Dist (ft) 335 510 142 270
Turn Bay Length (ft)
Base Capacity (vph) 297 3051 978 124 3051 1002 308 914 158 497 515
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 1.23 0.82 0.07 0.43 0.32 0.20 0.41 0.61 0.94 0.35 0.30
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 65
Control Type: Pretimed
Maximum v/c Ratio: 1.23
Intersection Signal Delay: 23.8 Intersection LOS: C
Intersection Capacity Utilization 83.1% ICU Level of Service E
Analysis Period (min) 15
~ 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.
Splits and Phases: 3: FM 1709 & White Chapel Blvd.
Total Volumes (2011) - PM Peak - Intersection of FM 1709 and White Chapel
3: FM 1709 & White Chapel Blvd.4/27/2010
Baseline Synchro 7 - Light: Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 226 1497 174 202 2700 121 218 186 99 79 266 316
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.850 0.850 0.948 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 3355 0 1770 1863 1583
Flt Permitted 0.111 0.111 0.422 0.550
Satd. Flow (perm) 207 5085 1583 207 5085 1583 786 3355 0 1025 1863 1583
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 189 132 28 1
Link Speed (mph) 45 45 30 40
Link Distance (ft) 415 590 222 350
Travel Time (s) 6.3 8.9 5.0 6.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 246 1627 189 220 2935 132 237 202 108 86 289 343
Shared Lane Traffic (%)
Lane Group Flow (vph) 246 1627 189 220 2935 132 237 310 0 86 289 343
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 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm Perm
Protected Phases 4826
Permitted Phases 4 4 8 8 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 0.0 20.0 20.0 20.0
Total Split (%) 66.7% 66.7% 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 0.0% 33.3% 33.3% 33.3%
Maximum Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr)00000000 000
Act Effct Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.60 0.60 0.27 0.27 0.27 0.27 0.27
v/c Ratio 1.98 0.53 0.18 1.77 0.96 0.13 1.13 0.34 0.32 0.58 0.81
Control Delay 488.9 7.9 1.5 398.6 22.4 1.5 128.5 17.3 21.5 24.6 38.6
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 488.9 7.9 1.5 398.6 22.4 1.5 128.5 17.3 21.5 24.6 38.6
L O S FAAFCAFB CCD
Total Volumes (2011) - PM Peak - Intersection of FM 1709 and White Chapel
3: FM 1709 & White Chapel Blvd.4/27/2010
Baseline Synchro 7 - Light: Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 64.7 46.7 65.5 30.9
Approach LOS E D E C
Stops (vph) 172 789 14 147 2127 11 166 198 62 225 266
Fuel Used(gal) 25 17 1 20 60 1 7 3 1 5 7
CO Emissions (g/hr) 1777 1220 58 1386 4213 80 489 181 96 347 474
NOx Emissions (g/hr) 346 237 11 270 820 15 95 35 19 68 92
VOC Emissions (g/hr) 412 283 14 321 976 18 113 42 22 80 110
Dilemma Vehicles (#) 0 125 0 0 217 0 0 0 0 22 0
Queue Length 50th (ft) ~100 109 0 ~79 318 0 ~103 42 25 90 115
Queue Length 95th (ft) #225 142 19 #199 #495 16 #222 72 59 159 #243
Internal Link Dist (ft) 335 510 142 270
Turn Bay Length (ft)
Base Capacity (vph) 124 3051 1025 124 3051 1003 210 915 273 497 423
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 1.98 0.53 0.18 1.77 0.96 0.13 1.13 0.34 0.32 0.58 0.81
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 55
Control Type: Pretimed
Maximum v/c Ratio: 1.98
Intersection Signal Delay: 52.1 Intersection LOS: D
Intersection Capacity Utilization 104.1% ICU Level of Service G
Analysis Period (min) 15
~ 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.
Splits and Phases: 3: FM 1709 & White Chapel Blvd.
Total Volumes (2016) - AM Peak - Intersection of FM 1709 and White Chapel
3: FM 1709 & White Chapel Blvd.4/27/2010
Baseline Synchro 7 - Light: Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 427 2921 83 63 1131 229 133 503 147 174 196 178
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.850 0.850 0.966 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 3419 0 1770 1863 1583
Flt Permitted 0.192 0.111 0.550 0.250
Satd. Flow (perm) 358 5085 1583 207 5085 1583 1025 3419 0 466 1863 1583
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 90 71 1 71
Link Speed (mph) 45 45 30 40
Link Distance (ft) 415 590 222 350
Travel Time (s) 6.3 8.9 5.0 6.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 464 3175 90 68 1229 249 145 547 160 189 213 193
Shared Lane Traffic (%)
Lane Group Flow (vph) 464 3175 90 68 1229 249 145 707 0 189 213 193
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 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm Perm
Protected Phases 4826
Permitted Phases 4 4 8 8 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 0.0 20.0 20.0 20.0
Total Split (%) 66.7% 66.7% 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 0.0% 33.3% 33.3% 33.3%
Maximum Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr)00000000 000
Act Effct Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.60 0.60 0.27 0.27 0.27 0.27 0.27
v/c Ratio 2.16 1.04 0.09 0.55 0.40 0.25 0.53 0.78 1.52 0.43 0.41
Control Delay 553.8 42.6 1.7 29.6 6.8 4.7 27.2 27.6 297.2 21.5 14.6
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 553.8 42.6 1.7 29.6 6.8 4.7 27.2 27.6 297.2 21.5 14.6
L O S FDACAACC FCB
Total Volumes (2016) - AM Peak - Intersection of FM 1709 and White Chapel
3: FM 1709 & White Chapel Blvd.4/27/2010
Baseline Synchro 7 - Light: Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 105.2 7.5 27.5 106.8
Approach LOS F A C F
Stops (vph) 350 2348 9 44 532 71 115 561 130 157 92
Fuel Used(gal) 54 65 0 1 17 3 2 8 13 3 2
CO Emissions (g/hr) 3774 4527 30 100 1202 205 112 551 890 241 167
NOx Emissions (g/hr) 734 881 6 19 234 40 22 107 173 47 32
VOC Emissions (g/hr) 875 1049 7 23 279 47 26 128 206 56 39
Dilemma Vehicles (#) 0 226 0 0 94 0 0 0 0 17 0
Queue Length 50th (ft) ~205 ~470 0 13 74 25 45 123 ~99 63 35
Queue Length 95th (ft) #366 #564 13 #73 98 53 96 #188 #207 118 84
Internal Link Dist (ft) 335 510 142 270
Turn Bay Length (ft)
Base Capacity (vph) 215 3051 986 124 3051 978 273 912 124 497 474
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 2.16 1.04 0.09 0.55 0.40 0.25 0.53 0.78 1.52 0.43 0.41
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 120
Control Type: Pretimed
Maximum v/c Ratio: 2.16
Intersection Signal Delay: 73.0 Intersection LOS: E
Intersection Capacity Utilization 101.5% ICU Level of Service G
Analysis Period (min) 15
~ 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.
Splits and Phases: 3: FM 1709 & White Chapel Blvd.
Total Volumes (2016) - PM Peak - Intersection of FM 1709 and White Chapel Blvd.
3: FM 1709 & White Chapel Blvd.4/28/2010
Baseline Synchro 7 - Light: Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 279 1888 222 257 3434 154 251 237 126 101 334 403
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 0.95 0.95 1.00 1.00 1.00
Frt 0.850 0.850 0.948 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1770 5085 1583 1770 5085 1583 1770 3355 0 1770 1863 1583
Flt Permitted 0.111 0.111 0.302 0.462
Satd. Flow (perm) 207 5085 1583 207 5085 1583 563 3355 0 861 1863 1583
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 183 167 10
Link Speed (mph) 45 45 30 40
Link Distance (ft) 415 590 222 350
Travel Time (s) 6.3 8.9 5.0 6.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 303 2052 241 279 3733 167 273 258 137 110 363 438
Shared Lane Traffic (%)
Lane Group Flow (vph) 303 2052 241 279 3733 167 273 395 0 110 363 438
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 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm Perm
Protected Phases 4826
Permitted Phases 4 4 8 8 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 0.0 20.0 20.0 20.0
Total Split (%) 66.7% 66.7% 66.7% 66.7% 66.7% 66.7% 33.3% 33.3% 0.0% 33.3% 33.3% 33.3%
Maximum Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
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 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr)00000000 000
Act Effct Green (s) 36.0 36.0 36.0 36.0 36.0 36.0 16.0 16.0 16.0 16.0 16.0
Actuated g/C Ratio 0.60 0.60 0.60 0.60 0.60 0.60 0.27 0.27 0.27 0.27 0.27
v/c Ratio 2.44 0.67 0.24 2.25 1.22 0.16 1.82 0.44 0.48 0.73 1.04
Control Delay 689.8 9.5 2.3 604.8 120.7 1.5 416.0 19.6 26.8 30.8 80.3
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 689.8 9.5 2.3 604.8 120.7 1.5 416.0 19.6 26.8 30.8 80.3
L O S FAAFFAFB CCF
Total Volumes (2016) - PM Peak - Intersection of FM 1709 and White Chapel Blvd.
3: FM 1709 & White Chapel Blvd.4/28/2010
Baseline Synchro 7 - Light: Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Approach Delay 88.2 148.3 181.6 54.1
Approach LOS F F F D
Stops (vph) 244 1144 29 211 2746 13 197 279 85 283 326
Fuel Used(gal) 43 24 1 36 146 1 23 4 2 7 12
CO Emissions (g/hr) 3019 1711 87 2539 10199 100 1592 253 135 466 835
NOx Emissions (g/hr) 587 333 17 494 1984 20 310 49 26 91 163
VOC Emissions (g/hr) 700 397 20 588 2364 23 369 59 31 108 194
Dilemma Vehicles (#) 0 157 0 0 234 0 0 0 0 27 0
Queue Length 50th (ft) ~146 157 8 ~127 ~629 0 ~154 60 33 119 ~177
Queue Length 95th (ft) #283 203 31 #259 #723 18 #281 96 78 #231 #330
Internal Link Dist (ft) 335 510 142 270
Turn Bay Length (ft)
Base Capacity (vph) 124 3051 1023 124 3051 1017 150 902 230 497 422
Starvation Cap Reductn 00000000 000
Spillback Cap Reductn 00000000 000
Storage Cap Reductn 00000000 000
Reduced v/c Ratio 2.44 0.67 0.24 2.25 1.22 0.16 1.82 0.44 0.48 0.73 1.04
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 65
Control Type: Pretimed
Maximum v/c Ratio: 2.44
Intersection Signal Delay: 122.0 Intersection LOS: F
Intersection Capacity Utilization 126.6% ICU Level of Service H
Analysis Period (min) 15
~ 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.
Splits and Phases: 3: FM 1709 & White Chapel Blvd.
Total Volumes (2011) - AM Peak - Proposed Driveway Onto FM 1709
1: Int 4/27/2010
Baseline Synchro 7 - Light: Report
Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 2694 145 0 1128 0 25
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2928 158 0 1226 0 27
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 532
pX, platoon unblocked 0.93
vC, conflicting volume 3086 3337 976
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 3086 3250 976
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 89
cM capacity (veh/h) 104 7 251
Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1
Volume Total 976 976 976 158 409 409 409 27
Volume Left 00000000
Volume Right 0 0 0 158 0 0 0 27
cSH 1700 1700 1700 1700 1700 1700 1700 251
Volume to Capacity 0.57 0.57 0.57 0.09 0.24 0.24 0.24 0.11
Queue Length 95th (ft)00000009
Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21.1
Lane LOS C
Approach Delay (s) 0.0 0.0 21.1
Approach LOS C
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 62.1% ICU Level of Service B
Analysis Period (min) 15
Total Volumes (2011) - PM Peak - Proposed Driveway Onto FM 1709
1: Int 4/27/2010
Baseline Synchro 7 - Light: Report
Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 1897 110 0 1128 0 117
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2062 120 0 1226 0 127
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 532
pX, platoon unblocked
vC, conflicting volume 2182 2471 687
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2182 2471 687
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 67
cM capacity (veh/h) 240 25 389
Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1
Volume Total 687 687 687 120 409 409 409 127
Volume Left 00000000
Volume Right 0 0 0 120 0 0 0 127
cSH 1700 1700 1700 1700 1700 1700 1700 389
Volume to Capacity 0.40 0.40 0.40 0.07 0.24 0.24 0.24 0.33
Queue Length 95th (ft)0000000 3 5
Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 18.7
Lane LOS C
Approach Delay (s) 0.0 0.0 18.7
Approach LOS C
Intersection Summary
Average Delay 0.7
Intersection Capacity Utilization 50.6% ICU Level of Service A
Analysis Period (min) 15
Total Volumes (2016) - AM Peak - Proposed Driveway onto FM 1709
1: Int 4/27/2010
Baseline Synchro 7 - Light: Report
Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 3431 145 0 1128 0 25
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 3729 158 0 1226 0 27
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 532
pX, platoon unblocked 0.93
vC, conflicting volume 3887 4138 1243
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 3887 4112 1243
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 84
cM capacity (veh/h) 49 2 166
Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1
Volume Total 1243 1243 1243 158 409 409 409 27
Volume Left 00000000
Volume Right 0 0 0 158 0 0 0 27
cSH 1700 1700 1700 1700 1700 1700 1700 166
Volume to Capacity 0.73 0.73 0.73 0.09 0.24 0.24 0.24 0.16
Queue Length 95th (ft)0000000 1 4
Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30.9
Lane LOS D
Approach Delay (s) 0.0 0.0 30.9
Approach LOS D
Intersection Summary
Average Delay 0.2
Intersection Capacity Utilization 76.3% ICU Level of Service D
Analysis Period (min) 15
Total Volumes (2016) - PM Peak - Proposed Driveway Onto FM 1709
1: Int 4/28/2010
Baseline Synchro 7 - Light: Report
Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 2389 110 0 4088 0 117
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2597 120 0 4443 0 127
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 532
pX, platoon unblocked 0.42
vC, conflicting volume 2716 4078 866
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 2716 3493 866
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 57
cM capacity (veh/h) 147 2 297
Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1
Volume Total 866 866 866 120 1481 1481 1481 127
Volume Left 00000000
Volume Right 0 0 0 120 0 0 0 127
cSH 1700 1700 1700 1700 1700 1700 1700 297
Volume to Capacity 0.51 0.51 0.51 0.07 0.87 0.87 0.87 0.43
Queue Length 95th (ft)0000000 5 1
Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.9
Lane LOS D
Approach Delay (s) 0.0 0.0 25.9
Approach LOS D
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 82.3% ICU Level of Service E
Analysis Period (min) 15
Total Volumes (2011) - AM Peak - Proposed Driveway Onto White Chapel
13: White Chapel Blvd. & 4/28/2010
Baseline Synchro 7 - Light: Report
Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 0 25 0 0 273 26
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 27 0 0 297 28
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 222
pX, platoon unblocked
vC, conflicting volume 311 162 325
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 311 162 325
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 97 100
cM capacity (veh/h) 657 854 1231
Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 27 0 0 198 127
Volume Left 00000
Volume Right 27 0 0 0 28
cSH 854 1700 1700 1700 1700
Volume to Capacity 0.03 0.00 0.00 0.12 0.07
Queue Length 95th (ft)20000
Control Delay (s) 9.4 0.0 0.0 0.0 0.0
Lane LOS A
Approach Delay (s) 9.4 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.7
Intersection Capacity Utilization 18.4% ICU Level of Service A
Analysis Period (min) 15
Total Volumes (2011) - PM Peak - Proposed Driveway Onto White Chapel Blvd.
13: White Chapel Blvd. & 4/28/2010
Baseline Synchro 7 - Light: Report
Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 0 117 0 0 642 19
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 127 0 0 698 21
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 222
pX, platoon unblocked
vC, conflicting volume 708 359 718
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 708 359 718
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 80 100
cM capacity (veh/h) 369 637 879
Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 127 0 0 465 253
Volume Left 00000
Volume Right 127 0 0 0 21
cSH 637 1700 1700 1700 1700
Volume to Capacity 0.20 0.00 0.00 0.27 0.15
Queue Length 95th (ft) 18 0000
Control Delay (s) 12.1 0.0 0.0 0.0 0.0
Lane LOS B
Approach Delay (s) 12.1 0.0 0.0
Approach LOS B
Intersection Summary
Average Delay 1.8
Intersection Capacity Utilization 32.3% ICU Level of Service A
Analysis Period (min) 15
Total Volumes (2016) - AM Peak - Proposed Driveway onto White Chapel
13: White Chapel Blvd. & 4/28/2010
Baseline Synchro 7 - Light: Report
Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 0 25 0 0 342 26
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 27 0 0 372 28
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 222
pX, platoon unblocked
vC, conflicting volume 386 200 400
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 386 200 400
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 97 100
cM capacity (veh/h) 590 808 1155
Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 27 0 0 248 152
Volume Left 00000
Volume Right 27 0 0 0 28
cSH 808 1700 1700 1700 1700
Volume to Capacity 0.03 0.00 0.00 0.15 0.09
Queue Length 95th (ft)30000
Control Delay (s) 9.6 0.0 0.0 0.0 0.0
Lane LOS A
Approach Delay (s) 9.6 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 20.3% ICU Level of Service A
Analysis Period (min) 15
Total Volumes (2016) - PM Peak - Proposed Driveway Onto White Chapel Blvd.
13: White Chapel Blvd. & 4/28/2010
Baseline Synchro 7 - Light: Report
Page 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 0 117 0 0 813 19
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 127 0 0 884 21
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 222
pX, platoon unblocked
vC, conflicting volume 894 452 904
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 894 452 904
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 77 100
cM capacity (veh/h) 281 555 748
Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 127 0 0 589 315
Volume Left 00000
Volume Right 127 0 0 0 21
cSH 555 1700 1700 1700 1700
Volume to Capacity 0.23 0.00 0.00 0.35 0.19
Queue Length 95th (ft) 22 0000
Control Delay (s) 13.4 0.0 0.0 0.0 0.0
Lane LOS B
Approach Delay (s) 13.4 0.0 0.0
Approach LOS B
Intersection Summary
Average Delay 1.7
Intersection Capacity Utilization 37.0% ICU Level of Service A
Analysis Period (min) 15
Appendix B
Traffic Count Data