Item 7 - TIATABLE OF CONTENTS
Introduction .............................................................................................................. 1
Site Accessibility ....................................................................................................... 4
Existing and Background Traffic Volumes ........................................................... 7
Existing Peak Hour Traffic Volumes .......................................................................................... 7
Existing Northbound Stopped Delay on Brock Drive ................................................................ 7
Background Traffic Volumes ................................................................................................... 15
Proposed Development ..........................................................................................18
Existing Trip Generation .......................................................................................................... 18
Total Traffic Volumes ............................................................................................19
Site Traffic Volumes ................................................................................................................. 19
Projected Total Traffic Volumes .............................................................................................. 19
Traffic Analysis ......................................................................................................29
Intersection Capacity and Level of Service .............................................................................. 29
Existing (2019) Traffic Conditions ....................................................................................... 31
Build-Out Year (2021) Total Traffic Conditions – No Brock Drive Access ........................ 32
Build-Out Year (2021) Total Traffic Conditions – With Brock Drive Access ..................... 33
Build-Out Year (2021) Total Traffic Conditions – Additional Analysis .............................. 35
Access Management Analysis ...............................................................................42
Driveway Spacing Evaluation .................................................................................................. 42
Right Turn Deceleration Lane Analysis ................................................................................... 42
Conclusions .............................................................................................................44
Appendix .................................................................................................................46
LIST OF TABLES
Table 1. Historical Daily Traffic Volumes – TxDOT Traffic Count Maps ................................. 15
Table 2. Historical Daily Traffic Volumes – City of Southlake Traffic Counts.......................... 15
Table 3. Trip Generation Characteristics for Existing Church .................................................... 18
Table 4. Level of Service Criteria for Signalized Intersections ................................................... 29
Table 5. Level of Service Criteria for Unsignalized Intersections ............................................... 30
Table 6. Intersection Capacity Analysis Results – Existing (2019) Traffic Conditions .............. 31
Table 7. Intersection Capacity Analysis Results – Build-Out Year (2021) Total Traffic
Conditions – WITHOUT Brock Drive Access ..................................................................... 32
Table 8. Intersection Capacity Analysis Results – Build-Out Year (2021) Total Traffic
Conditions – WITH Brock Drive Access ............................................................................. 33
Table 9. Comparison of Hourly Sunday Traffic Volumes ........................................................... 35
Table 10. Intersection Capacity Analysis Results – Build-Out Year (2021) Sunday (12:00-1:00
PM) Total Traffic Conditions ............................................................................................... 36
Table 11. Right Turn Deceleration Lane Analysis Results.......................................................... 42
LIST OF FIGURES
Figure 1. Vicinity Map of the Study Area ..................................................................................... 2
Figure 2. Proposed Site Plan .......................................................................................................... 3
Figure 3. Existing Intersection Lane Configurations ..................................................................... 5
Figure 4. Proposed Intersection Lane Configurations ................................................................... 6
Figure 5. Existing (2019) Sunday Peak Hour Traffic Volumes..................................................... 9
Figure 6. Existing (2019) Weekday AM Peak Hour Traffic Volumes ........................................ 10
Figure 7. Existing (2019) The Hills Church (SITE) Sunday Peak Hour Traffic Volumes .......... 11
Figure 8. Existing (2019) Background (NON-SITE) Sunday Peak Hour Traffic Volumes ........ 12
Figure 9. Existing (2019) The Hills Church (SITE) Weekday AM Peak Hour Traffic Volumes 13
Figure 10. Existing (2019) Background (NON-SITE) Weekday AM Peak Hour Traffic Volumes
............................................................................................................................................... 14
Figure 11. Build-Out Year (2021) Background (NON-SITE) Sunday Peak Hour Traffic
Volumes ................................................................................................................................ 16
Figure 12. Build-Out Year (2021) Background (NON-SITE) Weekday AM Peak Hour Traffic
Volumes ................................................................................................................................ 17
Figure 13. Build-Out Year (2021) The Hills Church (SITE) – No Brock Drive Access – Sunday
Peak Hour Traffic Volumes .................................................................................................. 20
Figure 14. Build-Out Year (2021) The Hills Church (SITE) – No Brock Drive Access –
Weekday AM Peak Hour Traffic Volumes .......................................................................... 21
Figure 15. Build-Out Year (2021) The Hills Church (SITE) – With Brock Drive Access –
Sunday Peak Hour Traffic Volumes ..................................................................................... 22
Figure 16. Build-Out Year (2021) The Hills Church (SITE) – With Brock Drive Access –
Weekday AM Peak Hour Traffic Volumes .......................................................................... 23
Figure 17. Build-Out Year (2021) Total Sunday Peak Hour Traffic Volumes – No Brock Drive
Access ................................................................................................................................... 24
Figure 18. Build-Out Year (2021) Total Weekday AM Peak Hour Traffic Volumes – No Brock
Drive Access ......................................................................................................................... 25
Figure 19. Build-Out Year (2021) Total Sunday Peak Hour Traffic Volumes – With Brock
Drive Access ......................................................................................................................... 27
Figure 20. Build-Out Year (2021) Total Weekday AM Peak Hour Traffic Volumes – With
Brock Drive Access .............................................................................................................. 28
Figure 21. Build-Out Year (2021) Background (NON-SITE) Sunday (12:00-1:00 PM) Traffic
Volumes ................................................................................................................................ 37
Figure 22. Build-Out Year (2021) The Hills Church (SITE) – No Brock Drive Access – Sunday
(12:00-1:00 PM) Traffic Volumes ........................................................................................ 38
Figure 23. Build-Out Year (2021) The Hills Church (SITE) – With Brock Drive Access –
Sunday (12:00-1:00 PM) Traffic Volumes ........................................................................... 39
Figure 24. Build-Out Year (2021) Total Sunday (12:00-1:00 PM) Traffic Volumes – No Brock
Drive Access ......................................................................................................................... 40
Figure 25. Build-Out Year (2021) Total Sunday (12:00-1:00 PM) Traffic Volumes – With
Brock Drive Access .............................................................................................................. 41
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 1
INTRODUCTION
This traffic study was conducted to analyze the traffic impacts associated with the proposed
expansion of The Hills Church in Southlake, Texas, which will increase the size of the building
by 16,354 ft2 (30,140 ft2 to 46,494 ft2) and increase the seating capacity by 166 seats (440 seats to
606 seats) with completion anticipated to occur in 2021. An aerial image showing the location of
the proposed The Hills Church expansion and the study intersections is shown in Figure 1. The
study area for this project consisted of the following intersections:
Jellico Circle/Watermere Drive and FM 1709
Western Driveway (Driveway 1) and FM 1709
Western Center Driveway (Driveway 2) and FM 1709
Eastern Center Driveway (Driveway 3) and FM 1709
Eastern Driveway (Driveway 4) and FM 1709
River Oaks Drive and FM 1709
Brock Drive and FM 1709
Based on discussions with church representatives, access to Brock Drive is being requested during
the weekday (Mother’s Day Out) and Sunday (church service) periods. During the times access
to Brock Drive is allowed, The Hills Church plans to have personnel at the connection with Brock
Road to prevent vehicles from accessing Brock Drive when there are three (3) northbound vehicles
at the stop bar at the FM 1709 intersection. During all other times, a gate will prohibit access
between the church property and Brock Drive. As discussed with City staff, this study focuses
primarily on church operations on Sunday at the study intersections above. During the weekday
AM operation, the focus was on the church driveways and the two (2) adjacent unsignalized
intersections on FM 1709 at River Oaks Drive and Brock Drive. Analysis of weekday PM
operations was not requested since access to Brock Drive will not be provided during this time
period. A site plan for the development is provided in Figure 2. The following elements were
included in this study:
Data Collection
Collected existing Sunday peak period traffic volumes at the study intersections.
Collected existing weekday AM peak hour traffic volumes at the four (4) Driveway
intersections on FM 1709 and the intersections of River Oaks Drive and Brock Drive with
FM 1709.
Collected delay information for northbound traffic on Brock Drive during the weekday
AM, weekday PM and Sunday peak periods.
Obtained the proposed site plan and information related to planned roadway improvements,
Obtained historical traffic volumes in the vicinity of The Hills Church.
Obtained the proposed site plan and information related to planned on-site improvements.
Traffic Analysis
Assessed the general accessibility of the site.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 2
Estimated the number of trips that will be generated by the proposed The Hills Church
expansion.
Estimated the directional distribution of traffic approaching / departing the proposed The
Hills Church expansion.
Assigned the estimated traffic to the street network, with and without a connection between
The Hills Church property and Brock Drive.
Performed capacity analysis for the critical intersections, with and without a connection
between The Hills Church property and Brock Drive.
Analyzed the impact of the expansion on the area roadways, with and without a connection
between The Hills Church property and Brock Drive.
Recommendations
Determined if any roadway improvements are needed to accommodate projected traffic
generated by the proposed church expansion in the Build-Out Year (2021).
Figure 1. Vicinity Map of the Study Area
Study Intersection The Hills Church
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Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 4
SITE ACCESSIBILITY
Site accessibility describes the ease with which vehicles can get to and from a development. A
site’s accessibility is affected by the geographical location of the development with respect to other
activity areas, the roadway system, and physical restraints such as rivers or lakes. The Hills Church
is located south of FM 1709 and west of Brock Drive. A brief description of the area roadways is
provided below:
FM 1709 (Southlake Boulevard) – FM 1709 is a six-lane divided east-west roadway with a
posted speed limit of 45 miles per hour (mph) in the vicinity of the church. FM 1709 is
classified as an A6D (130’ to 140’ Arterial) in the City of Southlake Master Thoroughfare
Plan. There are currently four (4) right-in/right-out church driveways on FM 1709 within
approximately 575 feet. As part of the proposed expansion plans, the two (2) middle church
driveways will be eliminated.
Brock Drive – Brock Drive is a two-lane undivided north-south cul-de-sac roadway that is
approximately 1,100 feet long. A total of five (5) single-family residences are currently located
on Brock Drive. There is no posted speed limit on Brock Drive so a 30 mph speed limit was
assumed. Brock Drive is not classified in the City of Southlake Master Thoroughfare Plan.
Access from The Hills Church is being proposed to Brock Drive approximately 360 feet south
of FM 1709.
The existing intersection lane configurations are shown in Figure 3. Figure 4 shows the proposed
lane configurations with potential access using Brock Drive and the elimination of two church
driveways on FM 1709.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 7
EXISTING AND BACKGROUND TRAFFIC VOLUMES
Existing Peak Hour Traffic Volumes
Existing Sunday peak period traffic volumes were collected at the study intersections from 8:00 to
11:00 AM on Sunday, October 13, 2019. This time period was selected to include the times of the
two church services on Sunday – 9:00 AM and 10:45 AM. These counts indicated a total of 208
trips were generated by the existing The Hills Church campus during the peak hour of the church
(10:00-11:00 AM) on this Sunday. The existing (2019) Sunday peak hour traffic volumes
collected are shown in Figure 5,
Existing weekday AM peak hour traffic volumes were also collected at the church driveways on
Thursday, October 31, 2019 from 8:00 to 9:30 AM. This time period was selected to collect traffic
volume data at the driveways in the hour before and 30 minutes after the start of the Mother’s Day
Out program (9:00 AM). As directed by City staff, only an analysis of the morning drop-off period
of the Mother’s Day Out program, which runs from 9:00 AM to 2:00 PM on Tuesdays and
Thursdays, was needed. These counts indicated a total of 265 trips were generated by The Hills
Church campus during the peak hour (8:30-9:30 AM). Figure 6 summarizes the existing (2019)
weekday AM peak hour traffic volumes at the church driveways and adjacent River Oaks Drive
and Brock Drive intersections.
These traffic counts indicated low traffic volumes on Brock Drive, with a total of five (5) entering
and two (2) exiting vehicles during the Sunday peak hour and a total of four (4) entering and three
(3) exiting vehicles during the weekday AM peak hour. The raw data sheets for these counts are
included in the Appendix.
For analysis of future year conditions, the existing traffic volumes at the study intersections were
split between The Hills Church (SITE) and Background (NON-SITE) traffic volumes, using the
traffic volumes entering and exiting the church driveways and the existing traffic
patterns/characteristics at the study intersections. The Existing (2019) The Hills Church (SITE)
generated Sunday peak hour traffic volumes at the study area intersections are provided in Figure
7, while Figure 8 summarizes the Background (NON-SITE) Sunday peak hour traffic volumes
under Existing (2019) conditions. Figure 9 summarizes The Hills Church (SITE) generated
weekday AM peak hour traffic volumes at the study area intersections under Existing (2019)
conditions and Figure 10 summarizes the Background (NON-SITE) weekday AM peak hour
traffic volumes under Existing (2019) conditions.
Existing Northbound Stopped Delay on Brock Drive
As requested by City of Southlake staff, the existing stopped delay experienced by northbound
motorists on Brock Drive was collected during a weekday AM (Thursday, October 31, 2019),
weekday PM (Tuesday, October 15, 2019) and Sunday (October 13, 2019) peak period. The
average delay values for northbound traffic on Brock Drive at FM 1709 during the peak hours is
summarized below, with the raw delay data provided in the Appendix.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 8
Weekday AM (8:30-9:30 AM) = 3 NB vehicles @ 5.0 seconds/vehicle
Weekday PM (4:30-5:30 PM) = 2 NB vehicles @ 18.0 seconds/vehicle
Sunday (10:00-11:00 AM) = 2 NB vehicles @ 12.5 seconds/vehicle
During the weekday AM peak hour, the three (3) northbound vehicles arrived within a five-minute
time period. During the weekday PM and Sunday peak hours, there was approximately 40 minutes
in between the arrival of the two (2) northbound vehicles.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 15
Background Traffic Volumes
Historical 24-hour traffic volumes on FM 1709 in the vicinity of The Hills Church were obtained
from TxDOT AADT traffic data online and are summarized in Table 1. Based on this data, traffic
volumes in the vicinity of the church have remained similar over the past five (5) and 10 years
with an average annual growth rate of between zero and 1½ percent (1.5%). Table 2 presents
historical City of Southlake daily traffic volumes on FM 1709 between Pearson Lane and Randol
Mill Avenue, near the location of The Hills Church development. The City data indicates 24-hour
traffic volumes on this section of FM 1709 have remained similar over the past 5-year period.
Table 1. Historical Daily Traffic Volumes – TxDOT Traffic Count Maps
Year FM 1709
(West of Keller Smithfield Rd)
FM 1709
(East of Davis Blvd/FM 1938)
2008 38,000 43,000
2009 38,000 44,000
2010 36,000 38,000
2011 34,000 38,000
2012 38,000 42,000
2013 36,344 41,722
2014 36,612 40,524
2015 39,210 44,539
2016 40,485 42,263
2017 39,122 41,950
2019 39,122 42,793
Average Annual Growth Rate
(5 year / 10 year) 1.5% / 0.3% 0.5% / 0.0%
Table 2. Historical Daily Traffic Volumes – City of Southlake Traffic Counts
Year
FM 1709
(Between Randol Mill and Pearson)
21W 21E TOTAL
2013 19,472 18,893 38,365
2015 18,766 18,836 37,602
2017 18,433 18,619 37,052
Average
Annual Growth Rate - - -0.9%
For the purposes of this study, a conservative growth rate of two percent (2%) was applied to the
Existing (2019) Background (NON-SITE) Sunday (Figure 8) and weekday AM (Figure 10) peak
hour traffic volumes to develop Build-Out Year (2021) Background (NON-SITE) Sunday and
weekday AM peak hour traffic volumes. The Build-Out Year (2021) Background (Non-Site)
Sunday and weekday AM peak hour traffic volumes are provided in Figure 11 and Figure 12,
respectively. This growth rate (2%) was presented to City of Southlake staff for their concurrence.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 18
PROPOSED DEVELOPMENT
Based on the proposed Site Plan (Figure 2) and information from the developer’s representative,
The Hills Church expansion is planned to result in the following improvements:
Building expansion from 30,140 ft2 to 46,494 ft2 (+ 16,354 ft2)
Sanctuary seating increase from 440 to 606 seats (+ 166 seats)
The expansion is assumed to be complete in 2021. As part of the expansion, the two middle church
driveways (Driveway 1 & Driveway 2) are also proposed to be eliminated. For the purposes of
this study, and as discussed with City of Southlake staff, this study focuses on church operations
on Sunday and weekday AM peak hours, which are the time periods the church is requesting access
to Brock Drive. At all other times, a gate will prohibit any church traffic from using Brock Drive.
Existing Trip Generation
Using the traffic volume data collected for the existing church operation, a trip rate was developed
and applied for the church expansion. A summary of the traffic data collected and the resulting
trip rate and number of trips for a 606 seat worship center is provided in Table 3.
Table 3. Trip Generation Characteristics for Existing Church
EXISTING CHURCH DATA
Sunday Peak Hour
# of Trips 208
(101 in / 107 out)
Inbound/Outbound (%) 49 / 51
# of Seats 440
Trip Rate (Trips/Seat) 0.47
CHURCH EXPANSION TRIPS
Sunday Peak Hour
# of Seats 606
TOTAL 285
IN 140
OUT 145
The number of trips generated by the church, under existing and proposed conditions, were
compared to information provided in the Trip Generation Manual, 10th Edition, by the Institute of
Transportation Engineers (ITE). Information in this document [# of trips = 0.54 x (number of
seats)] estimates that the total number of trips under both conditions during the Sunday peak hour
to be:
Existing (440 seats) = 238 trips (30 more trips than observed at The Hills Church)
Proposed (606 seats) = 327 trips (42 more trips than projected)
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 19
TOTAL TRAFFIC VOLUMES
Site Traffic Volumes
Traffic volumes estimated to be generated by the expansion of The Hills Church under Build-Out
Year (2021) conditions (Table 3) were assigned to the area roadways and site access points based
on the existing Sunday (Figure 7) and weekday AM (Figure 9) Site traffic volumes. Existing site
traffic volumes were increased by approximately 37% to account for the increase in number of
seats. Without Brock Drive access:
Site traffic entering Driveways 1, 2 and 3 was assigned to enter Driveway 1.
Site traffic entering Driveway 4 was assigned to enter Driveway 4.
Site traffic exiting Driveways 1 and 2 was assigned to exit Driveway 1.
Site traffic exiting Driveways 3 and 4 was assigned to exit Driveway 4.
Site traffic volumes generated by the expansion project in the Build-Out Year (2021), without
Brock Drive access provided, are summarized in Figure 13 for the Sunday peak hour and Figure
14 for the weekday AM peak hour.
Using the expansion traffic volumes shown in Figures 13 and 14 under Build-Out Year (2021)
conditions, these traffic volumes were modified with Brock Drive access provided:
Entering site traffic making a westbound u-turn at the Jellico Circle/Watermere Drive
intersection was assigned as westbound left turns at Brock Drive. Since the Jellico
Circle/Watermere Drive and FM 1709 intersection was not a study intersection during the
weekday AM peak hour and no traffic volume data were collected at this intersection, the
westbound u-turns at this intersection during the weekday AM peak hour were estimated
based on the proportion of westbound u-turns during the Sunday peak hour.
Site traffic entering Driveways 1 and 4 was modified to account for the westbound traffic
entering via the Brock Drive access.
Exiting site traffic making an eastbound u-turn at River Oaks Drive was assigned as
northbound left turns at Brock Drive.
Site traffic exiting Driveways 1 and 4 was modified to account for westbound traffic exiting
via the Brock Drive access.
Site traffic volumes generated by the expansion project in the Build-Out Year (2021), with Brock
Drive access provided, are summarized in Figure 15 for the Sunday peak hour and Figure 16 for
the weekday AM peak hour.
Projected Total Traffic Volumes
To obtain the projected Total traffic volumes under Build-Out Year (2021) conditions, without
Brock Drive access provided, the estimated Sunday (Figure 13) and weekday AM (Figure 14) site
generated traffic volumes were added to the Build-Out Year (2021) Non-Site Sunday (Figure 11)
and weekday AM (Figure 12) peak hour traffic volumes. The resulting projected peak hour traffic
volumes under Build-Out Year (2021) Total conditions, without Brock Drive access provided, are
shown in Figure 17 (Sunday) and Figure 18 (weekday AM).
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 26
To obtain the projected Total traffic volumes under Build-Out Year (2021) conditions, with Brock
Drive access provided, the estimated Sunday (Figure 15) and weekday AM (Figure 16) site
generated traffic volumes were added to the Build-Out Year (2021) Non-Site Sunday (Figure 11)
and weekday AM (Figure 12) peak hour traffic volumes. The resulting projected peak hour traffic
volumes under Build-Out Year (2021) Total conditions, with Brock Drive access provided, are
shown in Figure 19 (Sunday) and Figure 20 (weekday AM).
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 29
TRAFFIC ANALYSIS
Intersection Capacity and Level of Service
The Level of Service (LOS) of an intersection is a qualitative measure of capacity and operating
conditions and is directly related to vehicle delay. The LOS criteria for a signalized intersection
are shown in Table 4. LOS is given a letter designation from A to F, with LOS A representing
very short delays (less than 10 seconds of average control delay per vehicle) and LOS F
representing very long delays (more than 80 seconds of average control delay per vehicle). LOS D,
ranging from 35.1 to 55 seconds of average control delay per vehicle, is typically considered the
minimum acceptable condition.
Table 4. Level of Service Criteria for Signalized Intersections
Level-of-Service
(LOS)
Average Control Delay
(seconds/vehicle) Description
A ≤ 10.0 Very low vehicle delays, free flow, signal progression extremely
favorable, most vehicles arrive during given signal phase.
B 10.1 to 20.0 Good signal progression, more vehicles stop and experience
higher delays than for LOS A.
C 20.1 to 35.0 Stable flow, fair signal progression, significant number of
vehicles stop at signals.
D 35.1 to 55.0 Congestion noticeable, longer delays and unfavorable signal
progression, many vehicles stop at signals.
E 55.1 to 80.0 Limit of acceptable delay, unstable flow, poor signal progression,
traffic near roadway capacity, frequent cycle failures.
F > 80.0 Unacceptable delays, extremely unstable flow and congestion,
traffic exceeds roadway capacity, stop-and-go conditions.
SOURCE: Highway Capacity Manual (HCM), 6th Edition, Transportation Research Board, 2016
The LOS criteria for an unsignalized intersection are shown in Table 5. LOS A represents very
short delays (less than 10 seconds of average control delay per vehicle) and LOS F represents very
long delays (more than 50 seconds of average control delay per vehicle). For unsignalized
analyses, LOS D, ranging from 25.1 to 35.0 seconds of average control delay per vehicle, is
typically considered the minimum acceptable condition.
Additional performance measures such as volume to capacity (v/c) ratios and queue lengths also
provide an indication of operations. For example, at two-way stop controlled (TWSC)
intersections, main street traffic volumes may impose longer average delays for a small number of
side-street vehicles, thus creating vehicle delays which correspond to a poor level of service.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 30
Table 5. Level of Service Criteria for Unsignalized Intersections
Level-of-Service
(LOS)
Average Control Delay
(seconds/vehicle) Description
A ≤ 10.0
No delays at intersections with continuous flow of traffic.
Uncongested operations: high frequency of long gaps available
for all left and right turning traffic. No observable queues.
B 10.1 to 15.0
No delays at intersections with continuous flow of traffic.
Uncongested operations: high frequency of long gaps available
for all left and right turning traffic. No observable queues.
C 15.1 to 25.0
Moderate delays at intersections with satisfactory to good traffic
flow. Light congestion; infrequent backups on critical
approaches.
D 25.1 to 35.0
Increased probability of delays along every approach.
Significant congestion on critical approaches, but intersection
functional. No standing long lines formed.
E 35.1 to 50.0
Heavy traffic flow condition. Heavy delays probable. No
available gaps for cross-street traffic or main street turning
traffic. Limit of stable flow.
F > 50.0
Unstable traffic flow. Heavy congestion. Traffic moves in
forced flow condition. Average delays greater than one minute
highly probable. Total breakdown.
SOURCE: Highway Capacity Manual (HCM), 6th Edition, Transportation Research Board, 2016
The Sunday and weekday AM peak hour capacity analyses were performed for the study area
intersections under the following scenarios:
Existing (2019) traffic conditions
Build-Out Year (2021) Total traffic conditions – Without Brock Drive access
Build-Out Year (2021) Total traffic conditions – With Brock Drive access
Results were obtained using the macroscopic traffic analysis software package Synchro 10.
Software output sheets are included in the Appendix.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 31
Existing (2019) Traffic Conditions
The existing lane configurations shown in Figure 3, the Existing (2019) traffic volumes shown in
Figures 5 and 6 and the existing traffic signal timings were used for this analysis. Table 6 presents
the analysis results for the study intersections under Existing (2019) traffic conditions.
Table 6. Intersection Capacity Analysis Results – Existing (2019) Traffic Conditions
1: Driveway 1 at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB WB NB SB
Weekday AM --- 1 --- --- 0.0 (A) 2 ---
Sunday --- --- --- 9.9 (A) ---
2: Driveway 2 at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB WB NB SB
Weekday AM --- --- --- 11.3 (B) ---
Sunday --- --- --- 10.2 (B) ---
3: Driveway 3 at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB WB NB SB
Weekday AM --- --- --- 11.6 (B) ---
Sunday --- --- --- 10.5 (B) ---
4: Driveway 4 at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB WB NB SB
Weekday AM --- --- --- 11.6 (B) ---
Sunday --- --- --- 10.1 (B) ---
5: River Oaks Drive at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB Left WB Left NB SB
Weekday AM --- 8.1 (A) --- --- 10.8 (B)
Sunday Peak --- 7.8 (A) --- --- 11.0 (B)
6: Brock Drive at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB WB Left NB SB
Weekday AM --- --- 8.9 (A) 13.4 (B) ---
Sunday --- --- 8.5 (A) 9.9 (A) ---
7: Jellico Circle/Watermere Drive at FM 1709 (Signalized)
Peak Hour Intersection EB WB NB SB
Weekday AM 3 --- --- --- --- ---
Sunday 3.9 (A) 2.7 (A) 1.9 (A) 25.4 (C) 46.1 (D)
1 HCM methodology does not provide intersection-wide delay/level of service for side-street stop-controlled analysis
2 Delay in seconds/vehicle (Level of Service)
3 Analysis not required for this intersection during weekday AM peak hour
As shown in Table 6, the signalized intersection of Jellico Circle/Watermere Drive at FM 1709
currently operates at acceptable levels of service during the Sunday peak hour. These results also
indicate that the approaches and movements at the side-street stop-controlled intersections on FM
1709 currently operate at acceptable levels of service during both the weekday AM and Sunday
peak hour. The results in Table 6 indicate that the delay for the northbound approach on Brock
Drive is greater than that measured in the field (+6.1 seconds/vehicle) during the weekday AM
peak hour and less than that measured in the field for the Sunday peak hour (-2.6 seconds/vehicle).
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 32
Build-Out Year (2021) Total Traffic Conditions – No Brock Drive Access
The proposed lane configurations shown in Figure 4, the Build-Out Year (2021) Total traffic
volumes shown in Figures 17 and 18 and the existing traffic signal timings were used for this
analysis. Table 7 presents the analysis results for the study intersections under Build-Out Year
(2021) Total traffic conditions, WITHOUT access provided between Brock Drive and The Hills
Church.
Table 7. Intersection Capacity Analysis Results – Build-Out Year (2021) Total Traffic Conditions –
WITHOUT Brock Drive Access
1: Driveway 1 at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB WB NB SB
Weekday AM --- 1 --- --- 11.3 (B) 2 ---
Sunday --- --- --- 10.4 (B) ---
4: Driveway 4 at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB WB NB SB
Weekday AM --- --- --- 12.1 (B) ---
Sunday --- --- --- 10.9 (B) ---
5: River Oaks Drive at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB Left WB Left NB SB
Weekday AM --- 8.1 (A) --- --- 10.9 (B)
Sunday Peak --- 7.9 (A) --- --- 11.3 (B)
6: Brock Drive at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB WB Left NB SB
Weekday AM --- --- 9.1 (A) 13.4 (B) ---
Sunday --- --- 8.5 (A) 10.0 (B) ---
7: Jellico Circle/Watermere Drive at FM 1709 (Signalized)
Peak Hour Intersection EB WB NB SB
Weekday AM 3 --- --- --- --- ---
Sunday 4.5 (A) 2.8 (A) 2.9 (A) 28.3 (C) 45.7 (D)
1 HCM methodology does not provide intersection-wide delay/level of service for side-street stop-controlled analysis
2 Delay in seconds/vehicle (Level of Service)
3 Analysis not required for this intersection during weekday AM peak hour
As shown by the results in Table 7, the study intersections under Build-Out Year (2021) Total
conditions, without Brock Drive access, are anticipated to operate similar to existing conditions.
The signalized intersection and the approaches and movements at the two-way stop-controlled
intersections are predicted to continue operating at acceptable levels of service.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 33
Build-Out Year (2021) Total Traffic Conditions – With Brock Drive Access
The proposed lane configurations shown in Figure 4, the Build-Out Year (2021) Total traffic
volumes shown in Figures 19 and 20 and the existing traffic signal timings were used for this
analysis. Table 8 presents the analysis results for the study intersections under Build-Out Year
(2021) Total traffic conditions, WITH access provided between Brock Drive and The Hills Church.
Table 8. Intersection Capacity Analysis Results – Build-Out Year (2021) Total Traffic Conditions – WITH
Brock Drive Access
1: Driveway 1 at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB WB NB SB
Weekday AM --- 1 --- --- 11.2 (B) 2 ---
Sunday --- --- --- 10.2 (B) ---
4: Driveway 4 at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB WB NB SB
Weekday AM --- --- --- 11.7 (B) ---
Sunday --- --- --- 10.6 (B) ---
5: River Oaks Drive at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB Left WB Left NB SB
Weekday AM --- 8.8 (A) --- --- 10.6 (B)
Sunday Peak --- 7.7 (A) --- --- 11.0 (B)
6: Brock Drive at FM 1709 (Side-Street Stop Control)
Peak Hour Intersection EB WB Left NB SB
Weekday AM --- --- 10.6 (B) 27.8 (D) ---
Sunday --- --- 10.2 (B) 12.9 (B) ---
7: Jellico Circle/Watermere Drive at FM 1709 (Signalized)
Peak Hour Intersection EB WB NB SB
Weekday AM 3 --- --- --- --- ---
Sunday 4.3 (A) 2.6 (A) 2.5 (A) 28.3 (C) 45.7 (D)
1 HCM methodology does not provide intersection-wide delay/level of service for side-street stop-controlled analysis
2 Delay in seconds/vehicle (Level of Service)
3 Analysis not required for this intersection during weekday AM peak hour
As shown by the results in Table 7, the study intersections under Build-Out Year (2021) Total
conditions, with Brock Drive access, are anticipated to operate similar to existing conditions. The
signalized intersection and the approaches and movements at the two-way stop-controlled
intersections are predicted to continue operating at acceptable levels of service.
For the Brock Drive and FM 1709 intersection, minimal impact is predicted for the northbound
approach and westbound left turn movement during the Sunday peak hour with a connection
provided between Brock Drive and the church property. During the weekday AM peak hour, even
with the predicted increase in delay for the northbound approach, this approach is still predicted
to operate at an acceptable level of service. Further evaluation of the northbound approach
indicates that if the number of northbound left turns were doubled (33 to 66), the northbound
approach is still predicted to operate at an acceptable LOS D during the weekday AM peak hour.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 34
The distance between the northbound stop bar on Brock Road at the FM 1709 intersection and the
northern edge of the closest residential driveway on the east side of Brock Road is approximately
250 feet. Assuming a vehicle stacking length of 25 feet/vehicle, this would result in 10 northbound
vehicles being able to queue on Brock Road before extending to the residential driveway.
However, as identified previously, church representatives have indicated that during the times
access to Brock Drive is allowed (for the Mother’s Day Out program and Sunday church services),
they will have personnel located at the connection with Brock Road to prevent vehicles from
accessing Brock Drive when there are three (3) northbound vehicles at the stop bar at the FM 1709
intersection.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 35
Build-Out Year (2021) Total Traffic Conditions – Additional Analysis
After the submittal of the initial TIA, the City requested additional analysis of the impact of traffic
after the conclusion of the 10:45 AM service, which occurs approximately near 12:00 (noon).
Since traffic volume data was only collected until 11:00 AM, assumptions were made for traffic
conditions at the church driveway locations in estimating traffic volumes during the 12:00-1:00
PM peak hour.
For estimating background (NON-SITE) traffic volumes on FM 1709 during this period, 24-hour
traffic volumes previously collected on FM 1709, west of Kimball Avenue, in 2006 were used.
While the location and date of these traffic volumes differ from the location of this study, it was
assumed that the general hourly variation of Sunday traffic would still be representative. The
hourly traffic volumes on FM 1709 at the Kimball Avenue location and the current location near
The Hills Church are summarized in Table 9.
Table 9. Comparison of Hourly Sunday Traffic Volumes
W of Kimball Avenue (2006) E of Jellico Circle (2019)
8:00 – 9:00 AM 1,084 755
9:00 - 10:00 AM 1,256 944
10:00 - 11:00 AM 2,258 1,486
11:00 AM -12:00 PM 2,083 -
12:00 - 1:00 PM 2,923 -
The information in Table 9 indicates that traffic volumes on FM 1709, west of Kimball Avenue,
during the 12:00-1:00 PM hour were approximately 30% higher than that observed during the
10:00-11:00 AM peak hour. For a conservative estimate in this study, the 12:00-1:00 PM peak
hour traffic volumes in this study were developed by increasing the 10:00-11:00 AM peak hour
traffic volumes by 60%. For the 12:00-1:00 PM peak hour analysis, the Build-Out Year (2021)
Background (NON-SITE) Sunday peak hour traffic volumes, shown in Figure 11 for the 10:00-
11:00 AM peak hour, were increased by 60%. The resulting NON-SITE traffic volumes during
the 12:00-1:00 PM peak hour are shown in Figure 21.
In estimating the trips generated by The Hills Church during the 12:00-1:00 PM peak hour, the
Sunday traffic volume data for the church driveways indicate that 107 vehicles departed the site
during the 10:00-11:00 AM peak hour and approximately 170 vehicles were still on church
property at 11:00 AM (this information is summarized in the Appendix). If it were assumed that
all 170 vehicles left during the 12:00-1:00 PM peak hour, the total exiting traffic would be
approximately 60% greater than the 10:00-11:00 AM peak hour. Therefore, for estimating site
traffic volumes during the 12:00-1:00 PM peak hour, the Build-Out Year (2021) SITE Sunday
traffic volumes shown in Figure 13 (No Brock Drive Access) and Figure 15 (Brock Drive Access)
were increased by 60%. Figure 22 shows the resulting SITE traffic volumes without Brock Drive
access during the 12:00-1:00 PM peak hour and Figure 23 shows the resulting SITE traffic
volumes with Brock Drive access during the 12:00-1:00 PM peak hour. For these conditions, it
was assumed that no traffic was entering the church driveways after the 10:45 AM service began.
Additionally, attendance information supplied by the Church for eight (8) Sundays in September
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 36
and October 2019 (included in the Appendix) indicated that more people attended the 9:00 AM
service than the 10:45 AM service.
To obtain the projected Total traffic volumes under Build-Out Year (2021) conditions during the
12:00-1:00 PM peak hour on Sunday, the estimated Sunday (12:00-1:00 PM) site generated traffic
volumes (Figure 22 and 23) were added to the Build-Out Year (2021) Non-Site Sunday (12:00-
1:00 PM) traffic volumes (Figure 21). The resulting projected peak hour traffic volumes under
Build-Out Year (2021) Total conditions on a Sunday during the 12:00-1:00 PM peak hour are
shown in Figure 24 (without Brock Drive access provided) and Figure 25 (with Brock Drive
access provided).
The proposed lane configurations shown in Figure 4 and the Build-Out Year (2021) Sunday
(12:00-1:00 PM) Total traffic volumes shown in Figures 24 and 25 were used for this analysis.
Table 10 presents the analysis results for the study intersections under Build-Out Year (2021)
Sunday (12:00-1:00 PM) Total traffic conditions, without and with access provided between Brock
Drive and The Hills Church.
Table 10. Intersection Capacity Analysis Results – Build-Out Year (2021) Sunday (12:00-1:00 PM) Total
Traffic Conditions
1: Driveway 1 at FM 1709 (Side-Street Stop Control)
Scenario Intersection EB WB NB SB
No Brock Dr Access --- 1 --- --- 12.2 (B) 2 ---
With Brock Dr Access --- --- --- 11.7 (B) ---
4: Driveway 4 at FM 1709 (Side-Street Stop Control)
Scenario Intersection EB WB NB SB
No Brock Dr Access --- --- --- 14.9 (B) ---
With Brock Dr Access --- --- --- 12.6 (B) ---
5: River Oaks Drive at FM 1709 (Side-Street Stop Control)
Scenario Intersection EB Left WB Left NB SB
No Brock Dr Access --- 8.2 (A) --- --- 14.9 (B)
With Brock Dr Access --- 8.1 (A) --- --- 14.6 (B)
6: Brock Drive at FM 1709 (Side-Street Stop Control)
Scenario Intersection EB WB Left NB SB
No Brock Dr Access --- --- 9.6 (A) 11.2 (B) ---
With Brock Dr Access --- --- 9.6 (A) 15.8 (C) ---
1 HCM methodology does not provide intersection-wide delay/level of service for side-street stop-controlled analysis
2 Delay in seconds/vehicle (Level of Service)
The results in Table 10 indicate that the study intersections under Build-Out Year (2021) Total
conditions during the Sunday 12:00-1:00 PM hour are anticipated to operate similar to the Sunday
peak hour (10:00-11:00 AM) conditions (Table 7 and Table 8). The approaches and movements
at the two-way stop-controlled intersections are predicted to continue operating at acceptable
levels of service.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 42
ACCESS MANAGEMENT ANALYSIS
Driveway Spacing Evaluation
In TxDOT’s Access Management Manual, required access point spacing is determined based on
the posted speed limit of the roadway. For a roadway with a posted speed limit of 45 mph, such as
FM 1709, the required spacing between access points is 360 feet.
The existing Driveway 1 is approximately 155 feet east of a driveway that serves a single-family
residence and greater than 600 feet east of the driveway for the Presbyterian Church. The existing
Driveway 4 is approximately 225 feet west of Brock Drive. With the removal of Driveways 2 and
3 as part of The Hills Church expansion project, the spacing between Driveways 1 and 4 will be
approximately 490 feet. While TxDOT’s access connection spacing is not met to the west of
Driveway 1 or to the east of Driveway 4, the locations of these existing driveways were previously
approved as part of the church development. Additionally, as part of the expansion project, the
number of driveways along the church frontage on FM 1709 is being reduced by 50% (four to
two).
Right Turn Deceleration Lane Analysis
The two (2) site access driveways to the church development that will remain were analyzed to
determine if right turn deceleration lanes would be required. Based on guidelines presented in
TxDOT’s Access Management Manual, right turn deceleration lanes are typically considered for
right turn volumes greater than 60 vehicles per hour (vph), if the posted speed limit is less than or
equal to 45 mph. Table 11 summarizes the existing and predicted eastbound right turn volumes
at the site driveways.
Table 11. Right Turn Deceleration Lane Analysis Results
Intersection Scenario Approach Speed Limit
(mph)
Volume
(vph)
Threshold
(vph)
Exceeds
Threshold?
Driveway 1
Existing
EB 45
80 / 1511
60
Yes / Yes1
Build-Out (No Brock Access) 132 / 160 Yes / Yes
Build-Out (With Brock Access) 75 / 88 Yes / Yes
Driveway 2
Existing 0 / 0 No / No
Build-Out (No Brock Access) - -
Build-Out (With Brock Access) - -
Driveway 3
Existing 16 / 9 No / No
Build-Out (No Brock Access) - -
Build-Out (With Brock Access) - -
Driveway 4
Existing 5 /13 No / No
Build-Out (No Brock Access) 8 / 13 No / No
Build-Out (With Brock Access) 5 / 7 No / No
1Sunday / Weekday AM peak hour
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 43
Based on the site traffic volumes, the eastbound right turn peak hour traffic volumes on FM 1709
at the existing Driveway 1 exceed the thresholds for consideration of a right turn deceleration lane
under Existing (2019) and Build-Out Year (2021) conditions during the Sunday and weekday AM
peak hours. Driveway 1 is located near the western edge of the church property and installation
of an eastbound right turn deceleration lane is not possible without concurrence with and obtaining
land from the adjoining property owner to the west. None of the other church driveways currently
or are predicted to exceed TxDOT’s threshold for consideration of an eastbound right turn
deceleration lane.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 44
CONCLUSIONS
Based on the analysis and results of this traffic study, the following conclusions can be made:
The Hills Church expansion is proposed to increase the building size from 30,140 ft2 to
46,494 ft2 and increase the sanctuary seating from 440 to 606 seats.
Under existing conditions (440 seats), a total of 208 trips were generated by The Hills
Church during the Sunday peak hour and a total of 265 trips were generated by the church
during the weekday AM peak hour.
Using the existing Sunday peak hour trip generation characteristics, The Hills Church
expansion (606 seats) is predicted to increase in the number of trips to 285 during the
Sunday peak hour. The number of trips expected during the weekday AM peak hour is
expected to remain the same as an expansion in the twice-a-week Mother’s Day Out
program is not anticipated.
As measured in the field, the northbound approach on Brock Drive at the FM 1709
intersection experienced the following delays under existing conditions:
Weekday AM (8:30-9:30 AM) = 3 NB vehicles @ 5.0 seconds/vehicle
Weekday PM (4:30-5:30 PM) = 2 NB vehicles @ 18.0 seconds/vehicle
Sunday (10:00-11:00 AM) = 2 NB vehicles @ 12.5 seconds/vehicle
Intersection Capacity Analysis
The signalized intersection of Jellico Circle/Watermere Drive and FM 1709 currently
operates at acceptable levels of service under Sunday peak hour conditions. This operation
is predicted to continue under Build-Out Year (2021) Total conditions, regardless of
whether a connection between the church property and Brock Drive is provided.
The approaches at the four (4) existing driveways to FM 1709 currently operate at
acceptable levels of service under both Sunday and weekday AM peak hour conditions.
This operation is predicted to continue at the two (2) remaining driveways under Build-
Out Year (2021) Total conditions, regardless of whether a connection between the church
property and Brock Drive is provided.
The approaches and movements at the River Oaks Drive and FM 1709 intersection
currently operate at acceptable levels of service under both Sunday and weekday AM peak
hour conditions. This operation is predicted to continue at this intersection under Build-
Out Year (2021) Total conditions, regardless of whether a connection between the church
property and Brock Drive is provided.
The approaches and movements at the Brock Drive and FM 1709 intersection currently
operate at acceptable levels of service under both Sunday and weekday AM peak hour
conditions. This operation is predicted to continue at this intersection under Build-Out
Year (2021) Total conditions, regardless of whether a connection between the church
property and Brock Drive is provided. If the northbound left turn traffic volumes on Brock
Drive at FM 1709 doubled from what was assumed, it is predicted that the northbound
approach would still operate at an acceptable LOS D.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 45
Traffic generated by The Hills Church Expansion is predicted to have minimal
impact to the study area intersections during the Sunday peak hour, with or without
a connection between the church property and Brock Drive.
Traffic generated by The Hills Church Expansion is predicted to have minimal
impact to the study area intersections during the weekday AM peak hour without a
connection between the church property and Brock Drive. With a connection to
Brock Drive provided, traffic volumes are predicted to increase on Brock Drive but
the delays for the northbound approach on Brock Drive are predicted to continue
operating at an acceptable LOS D.
The approaches and movements at the two (2) remaining driveways and the River Oaks
Drive and Brock Road intersections with FM 1709 under Build-Out Year (2021) Total
conditions are predicted to operate at acceptable levels of service under Sunday (12:00-
1:00 PM) conditions, with or without a connection between the church property and Brock
Drive.
Access Management
While TxDOT’s access connection spacing is not met to the west of Driveway 1 or to the
east of Driveway 4, the locations of these existing driveways were previously approved as
part of the church development. As a benefit, the number of driveways along the church
frontage on FM 1709 is being reduced by 50% (four driveways to two driveways).
The eastbound right turn peak hour traffic volumes on FM 1709 at the existing Driveway
1 exceed the thresholds for consideration of a right turn deceleration lane under Existing
(2019) and Build-Out Year (2021) conditions during the Sunday and weekday AM peak
hours. Driveway 1 is located near the western edge of the church property and installation
of an eastbound right turn deceleration lane is not possible without concurrence with and
obtaining land from the adjoining property owner to the west.
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 46
APPENDIX
INTERSECTION TURNING MOVMENT
VOLUME COUNTS
APPENDIX PAGE 47
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: JELICO CIR @
FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 1
Turning Movement Data
Start Time
JELICO CIR FM 1709 WATERMERE DR FM 1709
Southbound Westbound Northbound Eastbound
Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total
Int.
Total
8:00 AM 1 0 0 0 1 2 33 0 2 37 2 0 3 0 5 0 89 2 0 91 134
8:15 AM 1 0 0 0 1 2 49 1 8 60 1 0 7 0 8 0 115 3 0 118 187
8:30 AM 0 0 0 0 0 1 48 0 1 50 0 0 16 0 16 0 146 1 0 147 213
8:45 AM 0 0 0 0 0 3 78 0 30 111 2 0 27 0 29 0 170 2 0 172 312
Hourly Total 2 0 0 0 2 8 208 1 41 258 5 0 53 0 58 0 520 8 0 528 846
9:00 AM 0 0 1 0 1 1 52 0 19 72 3 0 10 0 13 0 133 0 0 133 219
9:15 AM 0 0 0 0 0 12 80 0 6 98 2 0 4 0 6 1 136 0 0 137 241
9:30 AM 0 0 1 0 1 5 76 0 5 86 3 0 6 0 9 0 130 0 0 130 226
9:45 AM 1 0 0 0 1 5 100 1 2 108 4 0 5 0 9 1 141 0 0 142 260
Hourly Total 1 0 2 0 3 23 308 1 32 364 12 0 25 0 37 2 540 0 0 542 946
10:00 AM 1 0 1 0 2 7 101 0 7 115 4 0 8 0 12 0 147 4 0 151 280
10:15 AM 0 0 0 0 0 8 104 1 20 133 4 0 12 0 16 0 188 5 0 193 342
10:30 AM 4 1 4 0 9 10 138 0 22 170 2 1 25 0 28 1 235 6 0 242 449
10:45 AM 3 0 1 0 4 8 172 0 16 196 4 0 12 0 16 2 227 1 0 230 446
Hourly Total 8 1 6 0 15 33 515 1 65 614 14 1 57 0 72 3 797 16 0 816 1517
Grand Total 11 1 8 0 20 64 1031 3 138 1236 31 1 135 0 167 5 1857 24 0 1886 3309
Approach %55.0 5.0 40.0 0.0 -5.2 83.4 0.2 11.2 -18.6 0.6 80.8 0.0 -0.3 98.5 1.3 0.0 --
Total %0.3 0.0 0.2 0.0 0.6 1.9 31.2 0.1 4.2 37.4 0.9 0.0 4.1 0.0 5.0 0.2 56.1 0.7 0.0 57.0 -
Lights 9 1 8 0 18 59 1025 3 138 1225 30 1 133 0 164 5 1852 24 0 1881 3288
% Lights 81.8 100.0 100.0 -90.0 92.2 99.4 100.0 100.0 99.1 96.8 100.0 98.5 -98.2 100.0 99.7 100.0 -99.7 99.4
Mediums 2 0 0 0 2 5 4 0 0 9 1 0 2 0 3 0 4 0 0 4 18
% Mediums 18.2 0.0 0.0 -10.0 7.8 0.4 0.0 0.0 0.7 3.2 0.0 1.5 -1.8 0.0 0.2 0.0 -0.2 0.5
Articulated
Trucks 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 3
% Articulated
Trucks 0.0 0.0 0.0 -0.0 0.0 0.2 0.0 0.0 0.2 0.0 0.0 0.0 -0.0 0.0 0.1 0.0 -0.1 0.1
APPENDIX PAGE 48
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: JELICO CIR @
FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 2
10/13/2019 8:00 AM
Ending At
10/13/2019 11:00 AM
Lights
Mediums
Articulated Trucks
JELICO CIR [N]
Out In Total
9 18 27
0 2 2
0 0 0
9 20 29
8 1 9 0
0 0 2 0
0 0 0 0
8 1 11 0
R T L U
2
1
4
1
1
8
2
1
3
2
O
u
t
1
2
3
6
2
9
1
2
2
5
I
n
3
3
7
7
3
1
7
3
3
5
7
T
o
t
a
l
F
M
1
7
0
9
[
E
]
R
3
0
0
3
T
1
0
3
1
2
4
1
0
2
5
L
6
4
0
5
5
9
U
1
3
8
0
0
1
3
8
84 164 248
5 3 8
0 0 0
89 167 256
Out In Total
WATERMERE DR [S]
U L T R
0 30 1 133
0 1 0 2
0 0 0 0
0 31 1 135
FM
1
7
0
9
[
W
]
To
t
a
l
29
4
4
9 3
29
5
6
In
18
8
1
4 1
18
8
6
Ou
t
10
6
3
5 2
10
7
0
0 0 0 0 U
5 0 0 5 L
18
5
2
4 1
18
5
7
T
24 0 0 24 R
Turning Movement Data Plot
APPENDIX PAGE 49
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: JELICO CIR @
FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 3
Turning Movement Peak Hour Data (10:00 AM)
Start Time
JELICO CIR FM 1709 WATERMERE DR FM 1709
Southbound Westbound Northbound Eastbound
Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total
Int.
Total
10:00 AM 1 0 1 0 2 7 101 0 7 115 4 0 8 0 12 0 147 4 0 151 280
10:15 AM 0 0 0 0 0 8 104 1 20 133 4 0 12 0 16 0 188 5 0 193 342
10:30 AM 4 1 4 0 9 10 138 0 22 170 2 1 25 0 28 1 235 6 0 242 449
10:45 AM 3 0 1 0 4 8 172 0 16 196 4 0 12 0 16 2 227 1 0 230 446
Total 8 1 6 0 15 33 515 1 65 614 14 1 57 0 72 3 797 16 0 816 1517
Approach %53.3 6.7 40.0 0.0 -5.4 83.9 0.2 10.6 -19.4 1.4 79.2 0.0 -0.4 97.7 2.0 0.0 --
Total %0.5 0.1 0.4 0.0 1.0 2.2 33.9 0.1 4.3 40.5 0.9 0.1 3.8 0.0 4.7 0.2 52.5 1.1 0.0 53.8 -
PHF 0.500 0.250 0.375 0.000 0.417 0.825 0.749 0.250 0.739 0.783 0.875 0.250 0.570 0.000 0.643 0.375 0.848 0.667 0.000 0.843 0.845
Lights 6 1 6 0 13 32 514 1 65 612 13 1 57 0 71 3 795 16 0 814 1510
% Lights 75.0 100.0 100.0 -86.7 97.0 99.8 100.0 100.0 99.7 92.9 100.0 100.0 -98.6 100.0 99.7 100.0 -99.8 99.5
Mediums 2 0 0 0 2 1 1 0 0 2 1 0 0 0 1 0 2 0 0 2 7
% Mediums 25.0 0.0 0.0 -13.3 3.0 0.2 0.0 0.0 0.3 7.1 0.0 0.0 -1.4 0.0 0.3 0.0 -0.2 0.5
Articulated
Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Articulated
Trucks 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0
APPENDIX PAGE 50
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: JELICO CIR @
FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 4
Peak Hour Data
10/13/2019 10:00 AM
Ending At
10/13/2019 11:00 AM
Lights
Mediums
Articulated Trucks
JELICO CIR [N]
Out In Total
5 13 18
0 2 2
0 0 0
5 15 20
6 1 6 0
0 0 2 0
0 0 0 0
6 1 8 0
R T L U
9
2
7
0
4
9
2
3
O
u
t
6
1
4
0
2
6
1
2
I
n
1
5
4
1
0
6
1
5
3
5
T
o
t
a
l
F
M
1
7
0
9
[
E
]
R
1
0
0
1
T
5
1
5
0
1
5
1
4
L
3
3
0
1
3
2
U
6
5
0
0
6
5
49 71 120
1 1 2
0 0 0
50 72 122
Out In Total
WATERMERE DR [S]
U L T R
0 13 1 57
0 1 0 0
0 0 0 0
0 14 1 57
FM
1
7
0
9
[
W
]
To
t
a
l
13
4
7
4 0
13
5
1
In
81
4 2 0 81
6
Ou
t
53
3 2 0 53
5
0 0 0 0 U
3 0 0 3 L
79
5 2 0 79
7 T
16 0 0 16 R
Turning Movement Peak Hour Data Plot (10:00 AM)
APPENDIX PAGE 51
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: PRESBYTERIAN
CHURCH DWY @ FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 1
Turning Movement Data
Start Time
Southbound St.FM 1709 PRESBYTERIAN CHURCH DWY FM 1709
Southbound Westbound Northbound Eastbound
Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total
Int.
Total
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 89 1 0 90 90
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 129 6 0 135 135
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 151 4 0 155 156
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 238 3 0 241 241
Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 607 14 0 621 622
9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 156 16 0 172 173
9:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 155 7 0 162 163
9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 151 0 0 151 151
9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 142 3 0 145 145
Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 604 26 0 630 632
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 157 10 0 167 169
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 201 26 0 227 229
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 274 10 0 284 284
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 281 1 0 282 282
Hourly Total 0 0 0 0 0 0 0 0 0 0 0 1 3 0 4 0 913 47 0 960 964
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 0 0 0 0 0 0 0 0 0 0 0 1 6 0 7 0 2124 87 0 2211 2218
Approach %0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 14.3 85.7 0.0 -0.0 96.1 3.9 0.0 --
Total %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.3 0.0 95.8 3.9 0.0 99.7 -
Lights 0 0 0 0 0 0 0 0 0 0 0 1 6 0 7 0 2114 87 0 2201 2208
% Lights -----------100.0 100.0 -100.0 -99.5 100.0 -99.5 99.5
Mediums 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0 8 8
% Mediums -----------0.0 0.0 -0.0 -0.4 0.0 -0.4 0.4
Articulated
Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2
% Articulated
Trucks -----------0.0 0.0 -0.0 -0.1 0.0 -0.1 0.1
APPENDIX PAGE 52
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: PRESBYTERIAN
CHURCH DWY @ FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 2
10/13/2019 8:00 AM
Ending At
10/13/2019 11:15 AM
Lights
Mediums
Articulated Trucks
Southbound St. [N]
Out In Total
1 0 1
0 0 0
0 0 0
1 0 1
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
R T L U
2
1
3
0
2
8
2
1
2
0
O
u
t
0
0
0
0
I
n
2
1
3
0
2
8
2
1
2
0
T
o
t
a
l
F
M
1
7
0
9
[
E
]
R
0
0
0
0
T
0
0
0
0
L
0
0
0
0
U
0
0
0
0
87 7 94
0 0 0
0 0 0
87 7 94
Out In Total
PRESBYTERIAN
U L T R
0 0 1 6
0 0 0 0
0 0 0 0
0 0 1 6
FM
1
7
0
9
[
W
]
To
t
a
l
22
0
1
8 2
22
1
1
In
22
0
1
8 2
22
1
1
Ou
t
0 0 0 0
0 0 0 0 U
0 0 0 0 L
21
1
4
8 2
21
2
4
T
87 0 0 87 R
Turning Movement Data Plot
APPENDIX PAGE 53
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: PRESBYTERIAN
CHURCH DWY @ FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 3
Turning Movement Peak Hour Data (10:00 AM)
Start Time
Southbound St.FM 1709 PRESBYTERIAN CHURCH DWY FM 1709
Southbound Westbound Northbound Eastbound
Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total
Int.
Total
10:00 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 157 10 0 167 169
10:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 0 201 26 0 227 229
10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 274 10 0 284 284
10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 281 1 0 282 282
Total 0 0 0 0 0 0 0 0 0 0 0 1 3 0 4 0 913 47 0 960 964
Approach %0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 25.0 75.0 0.0 -0.0 95.1 4.9 0.0 --
Total %0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.0 0.4 0.0 94.7 4.9 0.0 99.6 -
PHF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.375 0.000 0.500 0.000 0.812 0.452 0.000 0.845 0.849
Lights 0 0 0 0 0 0 0 0 0 0 0 1 3 0 4 0 908 47 0 955 959
% Lights -----------100.0 100.0 -100.0 -99.5 100.0 -99.5 99.5
Mediums 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 4 4
% Mediums -----------0.0 0.0 -0.0 -0.4 0.0 -0.4 0.4
Articulated
Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
% Articulated
Trucks -----------0.0 0.0 -0.0 -0.1 0.0 -0.1 0.1
APPENDIX PAGE 54
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: PRESBYTERIAN
CHURCH DWY @ FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 4
Peak Hour Data
10/13/2019 10:00 AM
Ending At
10/13/2019 11:00 AM
Lights
Mediums
Articulated Trucks
Southbound St. [N]
Out In Total
1 0 1
0 0 0
0 0 0
1 0 1
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
R T L U
9
1
6
1
4
9
1
1
O
u
t
0
0
0
0
I
n
9
1
6
1
4
9
1
1
T
o
t
a
l
F
M
1
7
0
9
[
E
]
R
0
0
0
0
T
0
0
0
0
L
0
0
0
0
U
0
0
0
0
47 4 51
0 0 0
0 0 0
47 4 51
Out In Total
PRESBYTERIAN
U L T R
0 0 1 3
0 0 0 0
0 0 0 0
0 0 1 3
FM
1
7
0
9
[
W
]
To
t
a
l
95
5 4 1 96
0
In
95
5 4 1 96
0
Ou
t
0 0 0 0
0 0 0 0 U
0 0 0 0 L
90
8 4 1 91
3 T
47 0 0 47 R
Turning Movement Peak Hour Data Plot (10:00 AM)
APPENDIX PAGE 55
Start Time Hard Left Bear Left Thru U-Turn Left Bear Left Hard Right U-Turn Hard Left Bear Right Right U-Turn Thru Bear Right Hard Right U-Turn
8:00 AM 0 0 37 0 0 0 0 0 0 0 0 0 91 0 0 0
8:15 AM 0 0 58 0 0 0 0 0 0 0 0 0 115 0 10 0
8:30 AM 0 0 53 0 0 0 0 0 0 0 0 0 143 0 9 0
8:45 AM 0 0 111 0 0 0 0 0 0 0 0 0 165 0 65 0
9:00 AM 0 0 83 0 0 0 0 0 0 0 0 0 119 0 33 0
9:15 AM 0 0 97 0 0 0 0 0 0 0 0 0 150 0 6 0
9:30 AM 0 0 86 0 0 0 1 0 0 1 0 0 149 0 3 0
9:45 AM 0 0 105 0 0 0 1 0 0 0 0 0 143 0 1 0
10:00 AM 0 0 123 0 0 0 1 0 0 0 0 0 147 0 3 0
10:15 AM 0 0 135 0 0 0 11 0 0 3 0 0 188 0 14 0
10:30 AM 0 0 171 0 0 0 19 0 0 1 0 0 242 0 44 0
10:45 AM 0 0 204 0 0 0 7 0 0 1 0 0 241 0 19 0
Study Name HILLS DRWY 1 & 2 @ FM 1709
Start Date 10/13/2019
Start Time 8:00 AM
Site Code
Westbound Northwestbound Northeastbound Eastbound
FM 1709 HILLS DRWY 2 HILLS DRWY 1 FM 1709
APPENDIX PAGE 56
Start Time Hard Left Bear Left Thru U-Turn Left Bear Left Hard Right U-Turn Hard Left Bear Right Right U-Turn Thru Bear Right Hard Right U-Turn
8:00 AM 0 0 37 0 0 0 0 0 0 0 0 0 88 0 0 0
8:15 AM 1 0 57 0 0 0 1 0 0 0 1 0 113 3 3 0
8:30 AM 0 0 61 0 0 0 0 0 0 0 0 0 131 9 3 0
8:45 AM 0 0 108 0 0 0 1 0 0 0 1 0 147 12 8 0
9:00 AM 0 0 77 0 0 0 1 0 0 0 1 0 113 9 4 0
9:15 AM 0 0 96 0 0 0 2 0 0 0 0 0 141 4 4 0
9:30 AM 0 0 83 0 0 0 3 0 0 1 0 0 146 4 0 0
9:45 AM 0 0 113 0 0 0 0 0 0 0 0 0 140 0 1 0
10:00 AM 0 0 104 0 0 0 0 0 0 0 0 0 154 0 0 0
10:15 AM 0 0 131 0 0 0 2 0 0 12 0 0 197 2 2 0
10:30 AM 0 0 167 0 0 0 5 0 0 26 0 0 247 2 4 0
10:45 AM 0 0 201 0 0 0 7 0 0 12 0 0 256 1 10 0
Study Name HILLS DRWY 3 & 4 @ FM 1709
Start Date 10/13/2019
Start Time 8:00 AM
Site Code
Westbound Northwestbound Northeastbound Eastbound
FM 1709 HILLS DRWY 4 HILLS DRWY 3 FM 1709
APPENDIX PAGE 57
IN OUT IN OUT IN OUT IN OUT TOTAL IN OUT
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 800-900 126 122 4
8:15 AM 10 0 0 0 3 1 3 1 18 16 2 815-915 174 168 6
8:30 AM 9 0 0 0 3 0 9 0 21 21 0 830-930 172 166 6
8:45 AM 65 0 0 0 8 1 12 1 87 85 2 845-945 164 152 12
9:00 AM 33 0 0 0 4 1 9 1 48 46 2 900-1000 80 69 11
9:15 AM 6 0 0 0 4 0 4 2 16 14 2 915-1015 36 26 10
9:30 AM 3 1 0 1 0 1 4 3 13 7 6 930-1030 66 30 36
9:45 AM 1 0 0 1 1 0 0 0 3 2 1 945-1045 154 73 81
10:00 AM 3 0 0 1 0 0 0 0 4 3 1 1000-1100 208 101 107
10:15 AM 14 3 0 11 2 12 2 2 46 18 28
10:30 AM 44 1 0 19 4 26 2 5 101 50 51
10:45 AM 19 1 0 7 10 12 1 7 57 30 27
SUNDAY DRIVEWAY COUNTS
OUT HOURLYStart Time HOURHILLS DWY 1 HILLS DWY 2 HILLS DWY 3 HILLS DWY 4 TOTAL IN
APPENDIX PAGE 58
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: RIVER OAKS DR-
BROCK DR @ FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 1
Turning Movement Data
Start Time
RIVER OAKS DR FM 1709 BROCK DR FM 1709
Southbound Westbound Northbound Eastbound
Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total
Int.
Total
8:00 AM 0 0 0 0 0 0 40 0 1 41 0 0 0 0 0 0 95 0 0 95 136
8:15 AM 0 0 0 0 0 0 59 0 1 60 0 0 1 0 1 0 104 0 0 104 165
8:30 AM 0 0 0 0 0 0 61 2 0 63 0 0 0 0 0 0 128 0 1 129 192
8:45 AM 1 0 0 0 1 2 103 8 1 114 1 0 0 0 1 1 148 0 0 149 265
Hourly Total 1 0 0 0 1 2 263 10 3 278 1 0 1 0 2 1 475 0 1 477 758
9:00 AM 0 0 1 0 1 0 80 4 0 84 0 0 0 0 0 0 115 0 0 115 200
9:15 AM 0 0 0 0 0 0 98 0 6 104 0 0 0 0 0 0 128 0 1 129 233
9:30 AM 0 0 0 0 0 0 92 0 1 93 0 0 0 0 0 0 145 0 1 146 239
9:45 AM 0 0 0 0 0 0 113 0 2 115 0 0 0 0 0 0 157 0 1 158 273
Hourly Total 0 0 1 0 1 0 383 4 9 396 0 0 0 0 0 0 545 0 3 548 945
10:00 AM 0 0 0 0 0 0 111 0 1 112 0 0 1 0 1 0 133 0 1 134 247
10:15 AM 0 0 0 0 0 2 120 0 1 123 0 0 0 0 0 0 197 0 8 205 328
10:30 AM 0 0 0 0 0 1 168 0 4 173 0 0 0 0 0 0 269 0 18 287 460
10:45 AM 1 0 0 0 1 0 185 0 2 187 0 0 1 0 1 0 251 2 12 265 454
Hourly Total 1 0 0 0 1 3 584 0 8 595 0 0 2 0 2 0 850 2 39 891 1489
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 2 0 1 0 3 5 1230 14 20 1269 1 0 3 0 4 1 1870 2 43 1916 3192
Approach %66.7 0.0 33.3 0.0 -0.4 96.9 1.1 1.6 -25.0 0.0 75.0 0.0 -0.1 97.6 0.1 2.2 --
Total %0.1 0.0 0.0 0.0 0.1 0.2 38.5 0.4 0.6 39.8 0.0 0.0 0.1 0.0 0.1 0.0 58.6 0.1 1.3 60.0 -
Lights 2 0 1 0 3 5 1217 14 20 1256 1 0 3 0 4 1 1861 2 43 1907 3170
% Lights 100.0 -100.0 -100.0 100.0 98.9 100.0 100.0 99.0 100.0 -100.0 -100.0 100.0 99.5 100.0 100.0 99.5 99.3
Mediums 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 0 8 0 0 8 20
% Mediums 0.0 -0.0 -0.0 0.0 1.0 0.0 0.0 0.9 0.0 -0.0 -0.0 0.0 0.4 0.0 0.0 0.4 0.6
Articulated
Trucks 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 2
% Articulated
Trucks 0.0 -0.0 -0.0 0.0 0.1 0.0 0.0 0.1 0.0 -0.0 -0.0 0.0 0.1 0.0 0.0 0.1 0.1
APPENDIX PAGE 59
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: RIVER OAKS DR-
BROCK DR @ FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 2
10/13/2019 8:00 AM
Ending At
10/13/2019 11:15 AM
Lights
Mediums
Articulated Trucks
RIVER OAKS DR [N]
Out In Total
15 3 18
0 0 0
0 0 0
15 3 18
1 0 2 0
0 0 0 0
0 0 0 0
1 0 2 0
R T L U
1
8
9
5
1
8
1
8
8
6
O
u
t
1
2
6
9
1
1
2
1
2
5
6
I
n
3
1
6
4
2
2
0
3
1
4
2
T
o
t
a
l
F
M
1
7
0
9
[
E
]
R
1
4
0
0
1
4
T
1
2
3
0
1
1
2
1
2
1
7
L
5
0
0
5
U
2
0
0
0
2
0
7 4 11
0 0 0
0 0 0
7 4 11
Out In Total
BROCK DR [S]
U L T R
0 1 0 3
0 0 0 0
0 0 0 0
0 1 0 3
FM
1
7
0
9
[
W
]
To
t
a
l
31
6
9
20 2
31
9
1
In
19
0
7
8 1
19
1
6
Ou
t
12
6
2
12 1
12
7
5
43 0 0 43 U
1 0 0 1 L
18
6
1
8 1
18
7
0
T
2 0 0 2 R
Turning Movement Data Plot
APPENDIX PAGE 60
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: RIVER OAKS DR-
BROCK DR @ FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 3
Turning Movement Peak Hour Data (10:00 AM)
Start Time
RIVER OAKS DR FM 1709 BROCK DR FM 1709
Southbound Westbound Northbound Eastbound
Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total
Int.
Total
10:00 AM 0 0 0 0 0 0 111 0 1 112 0 0 1 0 1 0 133 0 1 134 247
10:15 AM 0 0 0 0 0 2 120 0 1 123 0 0 0 0 0 0 197 0 8 205 328
10:30 AM 0 0 0 0 0 1 168 0 4 173 0 0 0 0 0 0 269 0 18 287 460
10:45 AM 1 0 0 0 1 0 185 0 2 187 0 0 1 0 1 0 251 2 12 265 454
Total 1 0 0 0 1 3 584 0 8 595 0 0 2 0 2 0 850 2 39 891 1489
Approach %100.0 0.0 0.0 0.0 -0.5 98.2 0.0 1.3 -0.0 0.0 100.0 0.0 -0.0 95.4 0.2 4.4 --
Total %0.1 0.0 0.0 0.0 0.1 0.2 39.2 0.0 0.5 40.0 0.0 0.0 0.1 0.0 0.1 0.0 57.1 0.1 2.6 59.8 -
PHF 0.250 0.000 0.000 0.000 0.250 0.375 0.789 0.000 0.500 0.795 0.000 0.000 0.500 0.000 0.500 0.000 0.790 0.250 0.542 0.776 0.809
Lights 1 0 0 0 1 3 580 0 8 591 0 0 2 0 2 0 847 2 39 888 1482
% Lights 100.0 ---100.0 100.0 99.3 -100.0 99.3 --100.0 -100.0 -99.6 100.0 100.0 99.7 99.5
Mediums 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 3 0 0 3 7
% Mediums 0.0 ---0.0 0.0 0.7 -0.0 0.7 --0.0 -0.0 -0.4 0.0 0.0 0.3 0.5
Articulated
Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Articulated
Trucks 0.0 ---0.0 0.0 0.0 -0.0 0.0 --0.0 -0.0 -0.0 0.0 0.0 0.0 0.0
APPENDIX PAGE 61
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: RIVER OAKS DR-
BROCK DR @ FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 4
Peak Hour Data
10/13/2019 10:00 AM
Ending At
10/13/2019 11:00 AM
Lights
Mediums
Articulated Trucks
RIVER OAKS DR [N]
Out In Total
0 1 1
0 0 0
0 0 0
0 1 1
0 0 1 0
0 0 0 0
0 0 0 0
0 0 1 0
R T L U
8
6
1
0
3
8
5
8
O
u
t
5
9
5
0
4
5
9
1
I
n
1
4
5
6
0
7
1
4
4
9
T
o
t
a
l
F
M
1
7
0
9
[
E
]
R
0
0
0
0
T
5
8
4
0
4
5
8
0
L
3
0
0
3
U
8
0
0
8
5 2 7
0 0 0
0 0 0
5 2 7
Out In Total
BROCK DR [S]
U L T R
0 0 0 2
0 0 0 0
0 0 0 0
0 0 0 2
FM
1
7
0
9
[
W
]
To
t
a
l
15
0
7
7 0
15
1
4
In
88
8 3 0 89
1
Ou
t
61
9 4 0 62
3
39 0 0 39 U
0 0 0 0 L
84
7 3 0 85
0 T
2 0 0 2 R
Turning Movement Peak Hour Data Plot (10:00 AM)
APPENDIX PAGE 62
Start Time Hard Left Bear Left Thru U-Turn Left Bear Left Hard Right U-Turn Hard Left Bear Right Right U-Turn Thru Bear Right Hard Right U-Turn
8:00 AM 0 0 152 0 0 0 0 0 0 0 0 0 410 0 11 0
8:15 AM 0 0 137 0 0 0 0 0 0 0 0 0 420 0 17 0
8:30 AM 0 0 147 0 0 0 1 0 0 0 0 0 410 0 14 0
8:45 AM 0 0 172 0 0 0 0 0 0 0 0 0 381 0 65 0
9:00 AM 0 0 197 0 0 0 9 0 0 0 0 0 297 0 58 0
9:15 AM 0 0 230 0 0 0 3 0 0 0 0 0 319 0 14 0
Study Name HILLS DWY 1 & DWY 2 @ FM 1709 - WEEKDAY
Start Date 10/31/2019
Start Time 8:00 AM
DWY 1 FM 1709
Site Code
Westbound Northwestbound Northeastbound Eastbound
FM1709 DWY 2
APPENDIX PAGE 63
Start Time Hard Left Bear Left Thru U-Turn Left Bear Left Hard Right U-Turn Hard Left Bear Right Right U-Turn Thru Bear Right Hard Right U-Turn
8:00 AM 0 0 165 0 0 0 0 0 0 0 0 0 404 0 0 0
8:15 AM 0 0 141 0 0 0 0 0 0 0 0 0 418 0 0 0
8:30 AM 0 0 139 0 0 0 1 0 0 0 0 0 394 0 1 0
8:45 AM 0 0 166 0 0 0 0 0 0 1 0 0 378 5 3 0
9:00 AM 0 0 199 0 0 0 26 0 0 20 0 0 313 7 3 0
9:15 AM 0 0 224 0 0 0 12 0 0 19 0 0 322 1 2 0
Westbound Northwestbound Northeastbound Eastbound
FM 1709 DWY 4 DWY 3 FM 1709
Site Code
Study Name HILLS DWY 3 & DWY 4 @ FM 1709 - WEEKDAY
Start Date 10/31/2019
Start Time 8:00 AM
APPENDIX PAGE 64
IN OUT IN OUT IN OUT IN OUT TOTAL IN OUT
8:00 AM 11 0 0 0 0 0 0 0 11 11 0 800-900 119 116 3
8:15 AM 17 0 0 0 0 0 0 0 17 17 0 815-915 231 173 58
8:30 AM 14 0 0 1 1 0 0 1 17 15 2 830-930 265 173 92
8:45 AM 65 0 0 0 3 1 5 0 74 73 1
9:00 AM 58 0 0 9 3 20 7 26 123 68 55
9:15 AM 14 0 0 3 2 19 1 12 51 17 34
WEEKDAY AM DRIVEWAY COUNTS
OUT HOURLYStart Time HOURHILLS DWY 1 HILLS DWY 2 HILLS DWY 3 HILLS DWY 4 TOTAL IN
APPENDIX PAGE 65
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: BROCK DR-
RIVER OAKS DR @ FM 1709 -
WEEKDAY
Site Code:
Start Date: 10/31/2019
Page No: 1
Turning Movement Data
Start Time
RIVER OAKS DR FM 1709 BROCK DR FM 1709
Southbound Westbound Northbound Eastbound
Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total
Int.
Total
8:00 AM 1 0 1 0 2 0 164 4 3 171 0 0 0 0 0 2 403 0 1 406 579
8:15 AM 1 0 1 0 2 1 138 5 0 144 0 0 1 0 1 2 418 0 0 420 567
8:30 AM 0 0 1 0 1 0 136 7 2 145 0 0 0 0 0 0 398 1 0 399 545
8:45 AM 2 0 1 0 3 1 166 9 3 179 0 0 0 0 0 2 376 0 1 379 561
Hourly Total 4 0 4 0 8 2 604 25 8 639 0 0 1 0 1 6 1595 1 2 1604 2252
9:00 AM 2 0 3 0 5 2 187 1 2 192 0 0 2 0 2 3 332 0 21 356 555
9:15 AM 3 0 1 0 4 0 213 3 5 221 0 0 0 0 0 1 348 0 11 360 585
Grand Total 9 0 8 0 17 4 1004 29 15 1052 0 0 3 0 3 10 2275 1 34 2320 3392
Approach %52.9 0.0 47.1 0.0 -0.4 95.4 2.8 1.4 -0.0 0.0 100.0 0.0 -0.4 98.1 0.0 1.5 --
Total %0.3 0.0 0.2 0.0 0.5 0.1 29.6 0.9 0.4 31.0 0.0 0.0 0.1 0.0 0.1 0.3 67.1 0.0 1.0 68.4 -
Lights 9 0 8 0 17 4 964 29 14 1011 0 0 3 0 3 10 2250 1 34 2295 3326
% Lights 100.0 -100.0 -100.0 100.0 96.0 100.0 93.3 96.1 --100.0 -100.0 100.0 98.9 100.0 100.0 98.9 98.1
Mediums 0 0 0 0 0 0 36 0 1 37 0 0 0 0 0 0 20 0 0 20 57
% Mediums 0.0 -0.0 -0.0 0.0 3.6 0.0 6.7 3.5 --0.0 -0.0 0.0 0.9 0.0 0.0 0.9 1.7
Articulated
Trucks 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 5 0 0 5 9
% Articulated
Trucks 0.0 -0.0 -0.0 0.0 0.4 0.0 0.0 0.4 --0.0 -0.0 0.0 0.2 0.0 0.0 0.2 0.3
APPENDIX PAGE 66
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: BROCK DR-
RIVER OAKS DR @ FM 1709 -
WEEKDAY
Site Code:
Start Date: 10/31/2019
Page No: 2
10/31/2019 8:00 AM
Ending At
10/31/2019 9:30 AM
Lights
Mediums
Articulated Trucks
RIVER OAKS DR [N]
Out In Total
39 17 56
0 0 0
0 0 0
39 17 56
8 0 9 0
0 0 0 0
0 0 0 0
8 0 9 0
R T L U
2
3
0
2
5
2
1
2
2
7
6
O
u
t
1
0
5
2
4
3
7
1
0
1
1
I
n
3
3
5
4
9
5
8
3
2
8
7
T
o
t
a
l
F
M
1
7
0
9
[
E
]
R
2
9
0
0
2
9
T
1
0
0
4
4
3
6
9
6
4
L
4
0
0
4
U
1
5
0
1
1
4
5 3 8
0 0 0
0 0 0
5 3 8
Out In Total
BROCK DR [S]
U L T R
0 0 0 3
0 0 0 0
0 0 0 0
0 0 0 3
FM
1
7
0
9
[
W
]
To
t
a
l
33
0
1
56 9
33
6
6
In
22
9
5
20 5
23
2
0
Ou
t
10
0
6
36 4
10
4
6
34 0 0 34 U
10 0 0 10 L
22
5
0
20 5
22
7
5
T
1 0 0 1 R
Turning Movement Data Plot
APPENDIX PAGE 67
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: BROCK DR-
RIVER OAKS DR @ FM 1709 -
WEEKDAY
Site Code:
Start Date: 10/31/2019
Page No: 3
Turning Movement Peak Hour Data (8:00 AM)
Start Time
RIVER OAKS DR FM 1709 BROCK DR FM 1709
Southbound Westbound Northbound Eastbound
Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total Left Thru Right U-Turn App.
Total
Int.
Total
8:00 AM 1 0 1 0 2 0 164 4 3 171 0 0 0 0 0 2 403 0 1 406 579
8:15 AM 1 0 1 0 2 1 138 5 0 144 0 0 1 0 1 2 418 0 0 420 567
8:30 AM 0 0 1 0 1 0 136 7 2 145 0 0 0 0 0 0 398 1 0 399 545
8:45 AM 2 0 1 0 3 1 166 9 3 179 0 0 0 0 0 2 376 0 1 379 561
Total 4 0 4 0 8 2 604 25 8 639 0 0 1 0 1 6 1595 1 2 1604 2252
Approach %50.0 0.0 50.0 0.0 -0.3 94.5 3.9 1.3 -0.0 0.0 100.0 0.0 -0.4 99.4 0.1 0.1 --
Total %0.2 0.0 0.2 0.0 0.4 0.1 26.8 1.1 0.4 28.4 0.0 0.0 0.0 0.0 0.0 0.3 70.8 0.0 0.1 71.2 -
PHF 0.500 0.000 1.000 0.000 0.667 0.500 0.910 0.694 0.667 0.892 0.000 0.000 0.250 0.000 0.250 0.750 0.954 0.250 0.500 0.955 0.972
Lights 4 0 4 0 8 2 587 25 7 621 0 0 1 0 1 6 1583 1 2 1592 2222
% Lights 100.0 -100.0 -100.0 100.0 97.2 100.0 87.5 97.2 --100.0 -100.0 100.0 99.2 100.0 100.0 99.3 98.7
Mediums 0 0 0 0 0 0 15 0 1 16 0 0 0 0 0 0 12 0 0 12 28
% Mediums 0.0 -0.0 -0.0 0.0 2.5 0.0 12.5 2.5 --0.0 -0.0 0.0 0.8 0.0 0.0 0.7 1.2
Articulated
Trucks 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2
% Articulated
Trucks 0.0 -0.0 -0.0 0.0 0.3 0.0 0.0 0.3 --0.0 -0.0 0.0 0.0 0.0 0.0 0.0 0.1
APPENDIX PAGE 68
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Count Name: BROCK DR-
RIVER OAKS DR @ FM 1709 -
WEEKDAY
Site Code:
Start Date: 10/31/2019
Page No: 4
Peak Hour Data
10/31/2019 8:00 AM
Ending At
10/31/2019 9:00 AM
Lights
Mediums
Articulated Trucks
RIVER OAKS DR [N]
Out In Total
31 8 39
0 0 0
0 0 0
31 8 39
4 0 4 0
0 0 0 0
0 0 0 0
4 0 4 0
R T L U
1
6
0
8
0
1
3
1
5
9
5
O
u
t
6
3
9
2
1
6
6
2
1
I
n
2
2
4
7
2
2
9
2
2
1
6
T
o
t
a
l
F
M
1
7
0
9
[
E
]
R
2
5
0
0
2
5
T
6
0
4
2
1
5
5
8
7
L
2
0
0
2
U
8
0
1
7
3 1 4
0 0 0
0 0 0
3 1 4
Out In Total
BROCK DR [S]
U L T R
0 0 0 1
0 0 0 0
0 0 0 0
0 0 0 1
FM
1
7
0
9
[
W
]
To
t
a
l
21
8
5
27 2
22
1
4
In
15
9
2
12 0
16
0
4
Ou
t
59
3
15 2 61
0
2 0 0 2 U
6 0 0 6 L
15
8
3
12 0
15
9
5
T
1 0 0 1 R
Turning Movement Peak Hour Data Plot (8:00 AM)
APPENDIX PAGE 69
PEAK PERIOD DELAY
NORTHBOUND BROCK DRIVE
APPENDIX PAGE 70
Vehicle
Number Joined Queue
Released from
Queue
Time in
Queue
1 8:15:00 AM 8:15:19 AM 19
2 8:52:35 AM 8:52:36 AM 1
3 10:04:54 AM 10:04:59 AM 5
4 10:48:04 AM 10:48:24 AM 20
Average Delay =12.5
Site Code:38
File Name:BROCK RD @ FM 1709 - NB APPROACH - SUNDAY
Start Date:10/13/2019
Start Time:8:15:00 AM
APPENDIX PAGE 71
Vehicle
Number
Joined
Queue
Released
from Queue
Time in
Queue
1 8:26:00 AM 8:26:03 AM 3
2 8:59:47 AM 8:59:53 AM 6
3 9:02:39 AM 9:02:44 AM 5
4 9:03:42 AM 9:03:46 AM 4
Average Delay =5.0
File Name:BROCK RD @ FM 1709 - NB APPROACH - AM WEEKDAY
Start Date:10/31/2019
Start Time:8:00:00 AM
Site Code:38
APPENDIX PAGE 72
Vehicle
Number
Joined
Queue
Released from
Queue
Time in
Queue
1 4:00:00 PM 4:00:01 PM 1
2 4:05:32 PM 4:06:06 PM 34
3 4:29:27 PM 4:29:29 PM 2
4 4:34:40 PM 4:34:43 PM 3
5 5:10:51 PM 5:11:24 PM 33
6 5:36:17 PM 5:36:23 PM 6
7 6:00:03 PM 6:00:04 PM 1
Average Delay =18.0
Site Code:38
File Name:BROCK RD @ FM 1709 - NB APPROACH - PM WEEKDAY
Start Date:10/16/2019
Start Time:4:00:00 PM
APPENDIX PAGE 73
SYNCRHO PRINTOUTS
APPENDIX PAGE 74
HCM 6th TWSC
1: Dwy 1 & FM 1709 Existing Weekday AM 830-930.syn
Existing Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1407 151 0 688 0 0
Future Vol, veh/h 1407 151 0 688 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1497 161 0 732 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---829
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *588
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*588
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)----
HCM Lane V/C Ratio ----
HCM Control Delay (s)0 ---
HCM Lane LOS A ---
HCM 95th %tile Q(veh)----
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 75
HCM 6th TWSC
2: Dwy 2 & FM 1709 Existing Weekday AM 830-930.syn
Existing Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1407 0 0 688 0 13
Future Vol, veh/h 1407 0 0 688 0 13
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1497 0 0 732 0 14
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---749
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *588
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*588
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 11.3
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)588 ---
HCM Lane V/C Ratio 0.024 ---
HCM Control Delay (s)11.3 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.1 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 76
HCM 6th TWSC
3: Dwy 3 & FM 1709 Existing Weekday AM 830-930.syn
Existing Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1411 9 0 688 0 40
Future Vol, veh/h 1411 9 0 688 0 40
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1470 9 0 717 0 42
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---740
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *588
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*588
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 11.6
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)588 ---
HCM Lane V/C Ratio 0.071 ---
HCM Control Delay (s)11.6 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.2 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 77
HCM 6th TWSC
4: Dwy 4 & FM 1709 Existing Weekday AM 830-930.syn
Existing Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1438 13 0 688 0 39
Future Vol, veh/h 1438 13 0 688 0 39
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1498 14 0 717 0 41
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---756
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *588
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*588
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 11.6
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)588 ---
HCM Lane V/C Ratio 0.069 ---
HCM Control Delay (s)11.6 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.2 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 78
HCM 6th TWSC
5: FM 1709 & River Oaks Dr Existing Weekday AM 830-930.syn
Existing Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.2
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 33 6 1454 682 20 7 6
Future Vol, veh/h 33 6 1454 682 20 7 6
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized --None -None -None
Storage Length -0 ---0 -
Veh in Median Storage, #--0 0 -0 -
Grade, %--0 0 -0 -
Peak Hour Factor 96 96 96 96 96 96 96
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 34 6 1515 710 21 7 6
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 534 731 0 -0 1407 366
Stage 1 -----721 -
Stage 2 -----686 -
Critical Hdwy 5.64 5.34 ---5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy 2.32 3.12 ---3.82 3.92
Pot Cap-1 Maneuver *1287 *957 ---*582 *761
Stage 1 -----*781 -
Stage 2 -----*604 -
Platoon blocked, %1 1 ---1 1
Mov Cap-1 Maneuver *1215 *1215 ---*562 *761
Mov Cap-2 Maneuver -----*562 -
Stage 1 -----*755 -
Stage 2 -----*604 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 10.8
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)* 1215 ---639
HCM Lane V/C Ratio 0.033 ---0.021
HCM Control Delay (s)8.1 ---10.8
HCM Lane LOS A ---B
HCM 95th %tile Q(veh)0.1 ---0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 79
HCM 6th TWSC
6: Brock Dr & FM 1709 Existing Weekday AM 830-930.syn
Existing Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1460 1 12 3 702 1 2
Future Vol, veh/h 1460 1 12 3 702 1 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized -None --None -None
Storage Length -0 -300 -0 -
Veh in Median Storage, #0 ---0 0 -
Grade, %0 ---0 0 -
Peak Hour Factor 96 96 96 96 96 96 96
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 1521 1 13 3 731 1 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1110 1522 0 1845 761
Stage 1 -----1521 -
Stage 2 -----324 -
Critical Hdwy --5.64 5.34 -5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy --2.32 3.12 -3.82 3.92
Pot Cap-1 Maneuver --*995 *740 -*290 *588
Stage 1 -----*604 -
Stage 2 -----*781 -
Platoon blocked, %--1 1 -1 1
Mov Cap-1 Maneuver --*928 *928 -*285 *588
Mov Cap-2 Maneuver -----*285 -
Stage 1 -----*604 -
Stage 2 -----*768 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 13.4
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)434 --* 928 -
HCM Lane V/C Ratio 0.007 --0.017 -
HCM Control Delay (s)13.4 --8.9 -
HCM Lane LOS B --A -
HCM 95th %tile Q(veh)0 --0.1 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 80
HCM 6th TWSC
1: Dwy 1 & FM 1709 Existing Sunday 1000-1100.syn
Existing Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 818 80 0 633 0 5
Future Vol, veh/h 818 80 0 633 0 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 998 98 0 772 0 6
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---548
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *740
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*740
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 9.9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)740 ---
HCM Lane V/C Ratio 0.008 ---
HCM Control Delay (s)9.9 ---
HCM Lane LOS A ---
HCM 95th %tile Q(veh)0 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 81
HCM 6th TWSC
2: Dwy 2 & FM 1709 Existing Sunday 1000-1100.syn
Existing Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 823 0 0 633 0 38
Future Vol, veh/h 823 0 0 633 0 38
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1004 0 0 772 0 46
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---502
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *740
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*740
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 10.2
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)740 ---
HCM Lane V/C Ratio 0.063 ---
HCM Control Delay (s)10.2 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.2 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 82
HCM 6th TWSC
3: Dwy 3 & FM 1709 Existing Sunday 1000-1100.syn
Existing Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 854 16 0 603 0 50
Future Vol, veh/h 854 16 0 603 0 50
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1081 20 0 763 0 63
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---551
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *718
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*718
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 10.5
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)718 ---
HCM Lane V/C Ratio 0.088 ---
HCM Control Delay (s)10.5 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.3 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 83
HCM 6th TWSC
4: Dwy 4 & FM 1709 Existing Sunday 1000-1100.syn
Existing Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 899 5 0 603 0 14
Future Vol, veh/h 899 5 0 603 0 14
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1138 6 0 763 0 18
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---572
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *718
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*718
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 10.1
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)718 ---
HCM Lane V/C Ratio 0.025 ---
HCM Control Delay (s)10.1 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.1 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 84
HCM 6th TWSC
5: FM 1709 & River Oaks Dr Existing Sunday 1000-1100.syn
Existing Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.2
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 39 0 850 584 0 1 0
Future Vol, veh/h 39 0 850 584 0 1 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized --None -None -None
Storage Length -0 ---0 -
Veh in Median Storage, #--0 0 -0 -
Grade, %--0 0 -0 -
Peak Hour Factor 81 81 81 81 81 81 81
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 48 0 1049 721 0 1 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 526 721 0 -0 1237 361
Stage 1 -----721 -
Stage 2 -----516 -
Critical Hdwy 5.64 5.34 ---5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy 2.32 3.12 ---3.82 3.92
Pot Cap-1 Maneuver *1324 911 --0 *622 *783
Stage 1 ----0 *729 -
Stage 2 ----0 *759 -
Platoon blocked, %1 1 --1 1
Mov Cap-1 Maneuver *1324 1324 ---*599 *783
Mov Cap-2 Maneuver -----*599 -
Stage 1 -----*703 -
Stage 2 -----*759 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 11
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT SBLn1
Capacity (veh/h)1324 --599
HCM Lane V/C Ratio 0.036 --0.002
HCM Control Delay (s)7.8 --11
HCM Lane LOS A --B
HCM 95th %tile Q(veh)0.1 --0
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 85
HCM 6th TWSC
6: Brock Dr & FM 1709 Existing Sunday 1000-1100.syn
Existing Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 849 2 8 3 584 0 2
Future Vol, veh/h 849 2 8 3 584 0 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized -None --None -None
Storage Length -0 -300 -0 -
Veh in Median Storage, #0 ---0 0 -
Grade, %0 ---0 0 -
Peak Hour Factor 81 81 81 81 81 81 81
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 1048 2 10 4 721 0 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 765 1050 0 1364 524
Stage 1 -----1048 -
Stage 2 -----316 -
Critical Hdwy --5.64 5.34 -5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy --2.32 3.12 -3.82 3.92
Pot Cap-1 Maneuver --*1251 735 -*622 *740
Stage 1 -----*567 -
Stage 2 -----*804 -
Platoon blocked, %--1 1 -1 1
Mov Cap-1 Maneuver --*1048 1048 -*614 *740
Mov Cap-2 Maneuver -----*614 -
Stage 1 -----*567 -
Stage 2 -----*793 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 9.9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)740 --1048 -
HCM Lane V/C Ratio 0.003 --0.013 -
HCM Control Delay (s)9.9 --8.5 -
HCM Lane LOS A --A -
HCM 95th %tile Q(veh)0 --0 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 86
Timings
7: Jelllico Cir & FM 1709 Existing Sunday 1000-1100.syn
Existing Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Sunday 1000-1100.syn
Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)3 797 16 65 33 515 1 14 1 57 8 1
Future Volume (vph)3 797 16 65 33 515 1 14 1 57 8 1
Adj. Flow (vph)4 949 19 77 39 613 1 17 1 68 10 1
Lane Group Flow (vph)4 949 19 0 116 613 1 0 18 68 0 18
Turn Type D.P+P NA Perm D.P+P D.P+P NA Perm Perm NA Perm Perm NA
Protected Phases 5 2 1 1 6 8 4
Permitted Phases 6 2 2 2 6 8 8 4
Detector Phase 5 2 2 1 1 6 6 8 8 8 4 4
Switch Phase
Minimum Initial (s)5.0 10.0 10.0 5.0 5.0 10.0 10.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.0 25.0 25.0 9.0 9.0 21.0 21.0 9.0 9.0 9.0 42.0 42.0
Total Split (s)15.0 80.0 80.0 15.0 15.0 80.0 80.0 25.0 25.0 25.0 25.0 25.0
Total Split (%)12.5%66.7%66.7%12.5%12.5%66.7%66.7%20.8%20.8%20.8%20.8%20.8%
Yellow 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
All-Red Time (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
Lost Time Adjust (s)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
Lead/Lag Lag Lag Lag Lead Lead Lead Lead
Lead-Lag Optimize?
Recall Mode None C-Max C-Max None None C-Max C-Max None None None None None
Act Effct Green (s)107.6 98.6 98.6 103.6 105.4 105.4 6.2 6.2 6.2
Actuated g/C Ratio 0.90 0.82 0.82 0.86 0.88 0.88 0.05 0.05 0.05
v/c Ratio 0.01 0.23 0.01 0.23 0.14 0.00 0.25 0.43 0.23
Control Delay 1.0 2.7 0.1 2.1 1.8 0.0 62.7 16.8 46.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1.0 2.7 0.1 2.1 1.8 0.0 62.7 16.8 46.1
LOS A A A A A A E B D
Approach Delay 2.7 1.9 26.4 46.1
Approach LOS A A C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 8 (7%), Referenced to phase 2:EBWB and 6:EBWB, Start of Yellow
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.43
Intersection Signal Delay: 3.9 Intersection LOS: A
Intersection Capacity Utilization 42.5%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Jelllico Cir & FM 1709
APPENDIX PAGE 87
Timings
7: Jelllico Cir & FM 1709 Existing Sunday 1000-1100.syn
Existing Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Existing Sunday 1000-1100.syn
Lane Group SBR
Lane Configurations
Traffic Volume (vph)6
Future Volume (vph)6
Adj. Flow (vph)7
Lane Group Flow (vph)0
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Intersection Summary
APPENDIX PAGE 88
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Buildout - No Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1454 160 0 760 0 13
Future Vol, veh/h 1454 160 0 760 0 13
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1547 170 0 809 0 14
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---859
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *588
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*588
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 11.3
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)588 ---
HCM Lane V/C Ratio 0.024 ---
HCM Control Delay (s)11.3 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.1 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 89
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Buildout - No Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1454 13 0 760 0 79
Future Vol, veh/h 1454 13 0 760 0 79
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1515 14 0 792 0 82
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---765
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *588
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*588
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 12.1
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)588 ---
HCM Lane V/C Ratio 0.14 ---
HCM Control Delay (s)12.1 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.5 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 90
HCM 6th TWSC
5: FM 1709 & River Oaks Dr Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Buildout - No Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.2
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 33 6 1510 706 21 7 6
Future Vol, veh/h 33 6 1510 706 21 7 6
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized --None -None -None
Storage Length -0 ---0 -
Veh in Median Storage, #--0 0 -0 -
Grade, %--0 0 -0 -
Peak Hour Factor 96 96 96 96 96 96 96
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 34 6 1573 735 22 7 6
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 553 757 0 -0 1455 379
Stage 1 -----746 -
Stage 2 -----709 -
Critical Hdwy 5.64 5.34 ---5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy 2.32 3.12 ---3.82 3.92
Pot Cap-1 Maneuver *1287 *957 ---*554 *761
Stage 1 -----*781 -
Stage 2 -----*582 -
Platoon blocked, %1 1 ---1 1
Mov Cap-1 Maneuver *1215 *1215 ---*535 *761
Mov Cap-2 Maneuver -----*535 -
Stage 1 -----*755 -
Stage 2 -----*582 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 10.9
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)* 1215 ---620
HCM Lane V/C Ratio 0.033 ---0.022
HCM Control Delay (s)8.1 ---10.9
HCM Lane LOS A ---B
HCM 95th %tile Q(veh)0.1 ---0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 91
HCM 6th TWSC
6: Brock Dr & FM 1709 Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Buildout - No Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1517 1 12 3 727 1 2
Future Vol, veh/h 1517 1 12 3 727 1 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized -None --None -None
Storage Length -0 -300 -0 -
Veh in Median Storage, #0 ---0 0 -
Grade, %0 ---0 0 -
Peak Hour Factor 96 96 96 96 96 96 96
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 1580 1 13 3 757 1 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1154 1581 0 1915 790
Stage 1 -----1580 -
Stage 2 -----335 -
Critical Hdwy --5.64 5.34 -5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy --2.32 3.12 -3.82 3.92
Pot Cap-1 Maneuver --*958 *713 -*297 *567
Stage 1 -----*582 -
Stage 2 -----*781 -
Platoon blocked, %--1 1 -1 1
Mov Cap-1 Maneuver --*894 *894 -*292 *567
Mov Cap-2 Maneuver -----*292 -
Stage 1 -----*582 -
Stage 2 -----*767 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 13.4
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)432 --* 894 -
HCM Lane V/C Ratio 0.007 --0.017 -
HCM Control Delay (s)13.4 --9.1 -
HCM Lane LOS B --A -
HCM 95th %tile Q(veh)0 --0.1 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 92
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Buildout - No Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 837 132 0 675 0 58
Future Vol, veh/h 837 132 0 675 0 58
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1021 161 0 823 0 71
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---591
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *740
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*740
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 10.4
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)740 ---
HCM Lane V/C Ratio 0.096 ---
HCM Control Delay (s)10.4 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.3 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 93
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Buildout - No Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 897 8 0 675 0 87
Future Vol, veh/h 897 8 0 675 0 87
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1135 10 0 854 0 110
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---573
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *718
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*718
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 10.9
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)718 ---
HCM Lane V/C Ratio 0.153 ---
HCM Control Delay (s)10.9 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.5 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 94
HCM 6th TWSC
5: FM 1709 & River Oaks Dr Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Buildout - No Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.2
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 53 0 906 622 0 1 0
Future Vol, veh/h 53 0 906 622 0 1 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized --None -None -None
Storage Length -0 ---0 -
Veh in Median Storage, #--0 0 -0 -
Grade, %--0 0 -0 -
Peak Hour Factor 81 81 81 81 81 81 81
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 65 0 1119 768 0 1 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 561 768 0 -0 1346 384
Stage 1 -----768 -
Stage 2 -----578 -
Critical Hdwy 5.64 5.34 ---5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy 2.32 3.12 ---3.82 3.92
Pot Cap-1 Maneuver *1324 860 --0 *600 *783
Stage 1 ----0 *678 -
Stage 2 ----0 *737 -
Platoon blocked, %1 1 --1 1
Mov Cap-1 Maneuver *1324 1324 ---*570 *783
Mov Cap-2 Maneuver -----*570 -
Stage 1 -----*645 -
Stage 2 -----*737 -
Approach EB WB SB
HCM Control Delay, s 0.4 0 11.3
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT SBLn1
Capacity (veh/h)1324 --570
HCM Lane V/C Ratio 0.049 --0.002
HCM Control Delay (s)7.9 --11.3
HCM Lane LOS A --B
HCM 95th %tile Q(veh)0.2 --0
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 95
HCM 6th TWSC
6: Brock Dr & FM 1709 Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Buildout - No Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 905 2 8 3 622 0 2
Future Vol, veh/h 905 2 8 3 622 0 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized -None --None -None
Storage Length -0 -300 -0 -
Veh in Median Storage, #0 ---0 0 -
Grade, %0 ---0 0 -
Peak Hour Factor 81 81 81 81 81 81 81
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 1117 2 10 4 768 0 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 816 1119 0 1452 559
Stage 1 -----1117 -
Stage 2 -----335 -
Critical Hdwy --5.64 5.34 -5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy --2.32 3.12 -3.82 3.92
Pot Cap-1 Maneuver --*1214 745 -*600 *718
Stage 1 -----*581 -
Stage 2 -----*804 -
Platoon blocked, %--1 1 -1 1
Mov Cap-1 Maneuver --*1035 1035 -*591 *718
Mov Cap-2 Maneuver -----*591 -
Stage 1 -----*581 -
Stage 2 -----*792 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 10
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)718 --1035 -
HCM Lane V/C Ratio 0.003 --0.013 -
HCM Control Delay (s)10 --8.5 -
HCM Lane LOS B --A -
HCM 95th %tile Q(veh)0 --0 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 96
Timings
7: Jelllico Cir & FM 1709 Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Buildout - No Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)3 847 17 82 36 546 1 15 1 62 8 1
Future Volume (vph)3 847 17 82 36 546 1 15 1 62 8 1
Adj. Flow (vph)4 1008 20 98 43 650 1 18 1 74 10 1
Lane Group Flow (vph)4 1008 20 0 141 650 1 0 19 74 0 18
Turn Type D.P+P NA Perm D.P+P D.P+P NA Perm Perm NA Perm Perm NA
Protected Phases 5 2 1 1 6 8 4
Permitted Phases 6 2 2 2 6 8 8 4
Detector Phase 5 2 2 1 1 6 6 8 8 8 4 4
Switch Phase
Minimum Initial (s)5.0 10.0 10.0 5.0 5.0 10.0 10.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.0 25.0 25.0 9.0 9.0 21.0 21.0 9.0 9.0 9.0 42.0 42.0
Total Split (s)15.0 80.0 80.0 15.0 15.0 80.0 80.0 25.0 25.0 25.0 25.0 25.0
Total Split (%)12.5%66.7%66.7%12.5%12.5%66.7%66.7%20.8%20.8%20.8%20.8%20.8%
Yellow 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
All-Red Time (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
Lost Time Adjust (s)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
Lead/Lag Lag Lag Lag Lead Lead Lead Lead
Lead-Lag Optimize?
Recall Mode None C-Max C-Max None None C-Max C-Max None None None None None
Act Effct Green (s)107.5 98.3 98.3 103.5 105.3 105.3 6.3 6.3 6.3
Actuated g/C Ratio 0.90 0.82 0.82 0.86 0.88 0.88 0.05 0.05 0.05
v/c Ratio 0.01 0.24 0.02 0.29 0.15 0.00 0.27 0.46 0.22
Control Delay 1.0 2.9 0.2 5.0 2.5 0.0 63.2 19.3 45.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1.0 2.9 0.2 5.0 2.5 0.0 63.2 19.3 45.7
LOS A A A A A A E B D
Approach Delay 2.8 2.9 28.3 45.7
Approach LOS A A C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 8 (7%), Referenced to phase 2:EBWB and 6:EBWB, Start of Yellow
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.46
Intersection Signal Delay: 4.5 Intersection LOS: A
Intersection Capacity Utilization 44.6%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Jelllico Cir & FM 1709
APPENDIX PAGE 97
Timings
7: Jelllico Cir & FM 1709 Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Buildout - No Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Lane Group SBR
Lane Configurations
Traffic Volume (vph)6
Future Volume (vph)6
Adj. Flow (vph)7
Lane Group Flow (vph)0
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Intersection Summary
APPENDIX PAGE 98
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1448 88 0 661 0 8
Future Vol, veh/h 1448 88 0 661 0 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1540 94 0 703 0 9
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---817
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *588
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*588
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 11.2
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)588 ---
HCM Lane V/C Ratio 0.014 ---
HCM Control Delay (s)11.2 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 99
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1449 7 0 661 0 52
Future Vol, veh/h 1449 7 0 661 0 52
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1509 7 0 689 0 54
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---758
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *588
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*588
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 11.7
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)588 ---
HCM Lane V/C Ratio 0.092 ---
HCM Control Delay (s)11.7 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.3 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 100
HCM 6th TWSC
5: FM 1709 & River Oaks Dr Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.1
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 6 1510 660 21 7 6
Future Vol, veh/h 1 6 1510 660 21 7 6
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized --None -None -None
Storage Length -0 ---0 -
Veh in Median Storage, #--0 0 -0 -
Grade, %--0 0 -0 -
Peak Hour Factor 96 96 96 96 96 96 96
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 1 6 1573 688 22 7 6
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 518 710 0 -0 1342 355
Stage 1 -----699 -
Stage 2 -----643 -
Critical Hdwy 5.64 5.34 ---5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy 2.32 3.12 ---3.82 3.92
Pot Cap-1 Maneuver *1324 923 ---*576 *783
Stage 1 -----*755 -
Stage 2 -----*582 -
Platoon blocked, %1 1 ---1 1
Mov Cap-1 Maneuver *964 964 ---*572 *783
Mov Cap-2 Maneuver -----*572 -
Stage 1 -----*750 -
Stage 2 -----*582 -
Approach EB WB SB
HCM Control Delay, s 0 0 10.6
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)964 ---653
HCM Lane V/C Ratio 0.008 ---0.021
HCM Control Delay (s)8.8 ---10.6
HCM Lane LOS A ---B
HCM 95th %tile Q(veh)0 ---0.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 101
HCM 6th TWSC
6: Brock Dr & FM 1709 Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1517 1 12 81 649 33 2
Future Vol, veh/h 1517 1 12 81 649 33 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized -None --None -None
Storage Length -0 -300 -0 -
Veh in Median Storage, #0 ---0 0 -
Grade, %0 ---0 0 -
Peak Hour Factor 96 96 96 96 96 96 96
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 1580 1 13 84 676 34 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1154 1581 0 2044 790
Stage 1 -----1580 -
Stage 2 -----464 -
Critical Hdwy --5.64 5.34 -5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy --2.32 3.12 -3.82 3.92
Pot Cap-1 Maneuver --*958 *713 -*215 *567
Stage 1 -----*582 -
Stage 2 -----*804 -
Platoon blocked, %--1 1 -1 1
Mov Cap-1 Maneuver --*737 *737 -*187 *567
Mov Cap-2 Maneuver -----*187 -
Stage 1 -----*582 -
Stage 2 -----*697 -
Approach EB WB NB
HCM Control Delay, s 0 1.3 27.8
HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)194 --* 737 -
HCM Lane V/C Ratio 0.188 --0.131 -
HCM Control Delay (s)27.8 --10.6 -
HCM Lane LOS D --B -
HCM 95th %tile Q(veh)0.7 --0.5 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 102
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 834 75 0 615 0 37
Future Vol, veh/h 834 75 0 615 0 37
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1017 91 0 750 0 45
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---554
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *740
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*740
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 10.2
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)740 ---
HCM Lane V/C Ratio 0.061 ---
HCM Control Delay (s)10.2 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.2 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 103
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 876 5 0 615 0 56
Future Vol, veh/h 876 5 0 615 0 56
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1109 6 0 778 0 71
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---558
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *718
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*718
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 10.6
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)718 ---
HCM Lane V/C Ratio 0.099 ---
HCM Control Delay (s)10.6 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.3 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 104
HCM 6th TWSC
5: FM 1709 & River Oaks Dr Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 1 0 906 614 0 1 0
Future Vol, veh/h 1 0 906 614 0 1 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized --None -None -None
Storage Length -0 ---0 -
Veh in Median Storage, #--0 0 -0 -
Grade, %--0 0 -0 -
Peak Hour Factor 81 81 81 81 81 81 81
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 1 0 1119 758 0 1 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 553 758 0 -0 1208 379
Stage 1 -----758 -
Stage 2 -----450 -
Critical Hdwy 5.64 5.34 ---5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy 2.32 3.12 ---3.82 3.92
Pot Cap-1 Maneuver *1324 870 --0 *600 *783
Stage 1 ----0 *689 -
Stage 2 ----0 *737 -
Platoon blocked, %1 1 --1 1
Mov Cap-1 Maneuver *1324 1324 ---*599 *783
Mov Cap-2 Maneuver -----*599 -
Stage 1 -----*688 -
Stage 2 -----*737 -
Approach EB WB SB
HCM Control Delay, s 0 0 11
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT SBLn1
Capacity (veh/h)1324 --599
HCM Lane V/C Ratio 0.001 --0.002
HCM Control Delay (s)7.7 --11
HCM Lane LOS A --B
HCM 95th %tile Q(veh)0 --0
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 105
HCM 6th TWSC
6: Brock Dr & FM 1709 Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 905 2 8 63 562 52 2
Future Vol, veh/h 905 2 8 63 562 52 2
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized -None --None -None
Storage Length -0 -300 -0 -
Veh in Median Storage, #0 ---0 0 -
Grade, %0 ---0 0 -
Peak Hour Factor 81 81 81 81 81 81 81
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 1117 2 10 78 694 64 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 816 1119 0 1571 559
Stage 1 -----1117 -
Stage 2 -----454 -
Critical Hdwy --5.64 5.34 -5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy --2.32 3.12 -3.82 3.92
Pot Cap-1 Maneuver --*1214 745 -*580 *718
Stage 1 -----*581 -
Stage 2 -----*826 -
Platoon blocked, %--1 1 -1 1
Mov Cap-1 Maneuver --*779 779 -*515 *718
Mov Cap-2 Maneuver -----*515 -
Stage 1 -----*581 -
Stage 2 -----*732 -
Approach EB WB NB
HCM Control Delay, s 0 1.1 12.9
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)520 --779 -
HCM Lane V/C Ratio 0.128 --0.113 -
HCM Control Delay (s)12.9 --10.2 -
HCM Lane LOS B --B -
HCM 95th %tile Q(veh)0.4 --0.4 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 106
Timings
7: Jelllico Cir & FM 1709 Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)3 847 17 22 36 546 1 15 1 62 8 1
Future Volume (vph)3 847 17 22 36 546 1 15 1 62 8 1
Adj. Flow (vph)4 1008 20 26 43 650 1 18 1 74 10 1
Lane Group Flow (vph)4 1008 20 0 69 650 1 0 19 74 0 18
Turn Type D.P+P NA Perm D.P+P D.P+P NA Perm Perm NA Perm Perm NA
Protected Phases 5 2 1 1 6 8 4
Permitted Phases 6 2 2 2 6 8 8 4
Detector Phase 5 2 2 1 1 6 6 8 8 8 4 4
Switch Phase
Minimum Initial (s)5.0 10.0 10.0 5.0 5.0 10.0 10.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s)9.0 25.0 25.0 9.0 9.0 21.0 21.0 9.0 9.0 9.0 42.0 42.0
Total Split (s)15.0 80.0 80.0 15.0 15.0 80.0 80.0 25.0 25.0 25.0 25.0 25.0
Total Split (%)12.5%66.7%66.7%12.5%12.5%66.7%66.7%20.8%20.8%20.8%20.8%20.8%
Yellow 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
All-Red Time (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
Lost Time Adjust (s)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
Lead/Lag Lag Lag Lag Lead Lead Lead Lead
Lead-Lag Optimize?
Recall Mode None C-Max C-Max None None C-Max C-Max None None None None None
Act Effct Green (s)107.5 101.1 101.1 104.3 105.3 105.3 6.3 6.3 6.3
Actuated g/C Ratio 0.90 0.84 0.84 0.87 0.88 0.88 0.05 0.05 0.05
v/c Ratio 0.01 0.24 0.01 0.14 0.15 0.00 0.27 0.46 0.22
Control Delay 1.0 2.7 0.2 2.8 2.5 0.0 63.2 19.3 45.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 1.0 2.7 0.2 2.8 2.5 0.0 63.2 19.3 45.7
LOS A A A A A A E B D
Approach Delay 2.6 2.5 28.3 45.7
Approach LOS A A C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 8 (7%), Referenced to phase 2:EBWB and 6:EBWB, Start of Yellow
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.46
Intersection Signal Delay: 4.3 Intersection LOS: A
Intersection Capacity Utilization 42.2%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Jelllico Cir & FM 1709
APPENDIX PAGE 107
Timings
7: Jelllico Cir & FM 1709 Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Lane Group SBR
Lane Configurations
Traffic Volume (vph)6
Future Volume (vph)6
Adj. Flow (vph)7
Lane Group Flow (vph)0
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Intersection Summary
APPENDIX PAGE 108
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Buildout - No Brock Dr Access - Sunday 1200-1300.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1326 0 0 899 0 93
Future Vol, veh/h 1326 0 0 899 0 93
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1617 0 0 1096 0 113
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---809
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *610
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*610
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 12.2
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)610 ---
HCM Lane V/C Ratio 0.186 ---
HCM Control Delay (s)12.2 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.7 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 109
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Buildout - No Brock Dr Access - Sunday 1200-1300.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1435 0 0 899 0 139
Future Vol, veh/h 1435 0 0 899 0 139
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1816 0 0 1138 0 176
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---908
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *588
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*588
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 13.7
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)588 ---
HCM Lane V/C Ratio 0.299 ---
HCM Control Delay (s)13.7 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)1.3 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 110
HCM 6th TWSC
5: FM 1709 & River Oaks Dr Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Buildout - No Brock Dr Access - Sunday 1200-1300.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0.3
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 85 0 1450 899 0 2 0
Future Vol, veh/h 85 0 1450 899 0 2 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized --None -None -None
Storage Length -0 ---0 -
Veh in Median Storage, #--0 0 -0 -
Grade, %--0 0 -0 -
Peak Hour Factor 81 81 81 81 81 81 81
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 105 0 1790 1110 0 2 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 810 1110 0 -0 2036 555
Stage 1 -----1110 -
Stage 2 -----926 -
Critical Hdwy 5.64 5.34 ---5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy 2.32 3.12 ---3.82 3.92
Pot Cap-1 Maneuver *1214 754 --0 *400 *718
Stage 1 ----0 *588 -
Stage 2 ----0 *604 -
Platoon blocked, %1 1 --1 1
Mov Cap-1 Maneuver *1214 1214 ---*365 *718
Mov Cap-2 Maneuver -----*365 -
Stage 1 -----*538 -
Stage 2 -----*604 -
Approach EB WB SB
HCM Control Delay, s 0.5 0 14.9
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT SBLn1
Capacity (veh/h)1214 --365
HCM Lane V/C Ratio 0.086 --0.007
HCM Control Delay (s)8.2 --14.9
HCM Lane LOS A --B
HCM 95th %tile Q(veh)0.3 --0
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 111
HCM 6th TWSC
6: Brock Dr & FM 1709 Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Buildout - No Brock Dr Access - Sunday 1200-1300.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1448 3 13 5 899 0 3
Future Vol, veh/h 1448 3 13 5 899 0 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized -None --None -None
Storage Length -0 -300 -0 -
Veh in Median Storage, #0 ---0 0 -
Grade, %0 ---0 0 -
Peak Hour Factor 81 81 81 81 81 81 81
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 1788 4 16 6 1110 0 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1305 1792 0 2276 894
Stage 1 -----1788 -
Stage 2 -----488 -
Critical Hdwy --5.64 5.34 -5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy --2.32 3.12 -3.82 3.92
Pot Cap-1 Maneuver --*995 551 -*446 *588
Stage 1 -----*420 -
Stage 2 -----*737 -
Platoon blocked, %--1 1 -1 1
Mov Cap-1 Maneuver --*811 811 -*434 *588
Mov Cap-2 Maneuver -----*434 -
Stage 1 -----*420 -
Stage 2 -----*717 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 11.2
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)588 --811 -
HCM Lane V/C Ratio 0.006 --0.027 -
HCM Control Delay (s)11.2 --9.6 -
HCM Lane LOS B --A -
HCM 95th %tile Q(veh)0 --0.1 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 112
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1326 0 0 982 0 59
Future Vol, veh/h 1326 0 0 982 0 59
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1617 0 0 1198 0 72
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---809
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *610
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*610
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 11.7
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)610 ---
HCM Lane V/C Ratio 0.118 ---
HCM Control Delay (s)11.7 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.4 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 113
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1401 0 0 982 0 90
Future Vol, veh/h 1401 0 0 982 0 90
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length -----0
Veh in Median Storage, #0 --0 0 -
Grade, %0 --0 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 1773 0 0 1243 0 114
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 ---887
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver --0 -0 *588
Stage 1 --0 -0 -
Stage 2 --0 -0 -
Platoon blocked, %---1
Mov Cap-1 Maneuver -----*588
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 12.6
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h)588 ---
HCM Lane V/C Ratio 0.194 ---
HCM Control Delay (s)12.6 ---
HCM Lane LOS B ---
HCM 95th %tile Q(veh)0.7 ---
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 114
HCM 6th TWSC
5: FM 1709 & River Oaks Dr Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 0 1450 982 0 2 0
Future Vol, veh/h 2 0 1450 982 0 2 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized --None -None -None
Storage Length -0 ---0 -
Veh in Median Storage, #--0 0 -0 -
Grade, %--0 0 -0 -
Peak Hour Factor 81 81 81 81 81 81 81
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 2 0 1790 1212 0 2 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 885 1212 0 -0 1932 606
Stage 1 -----1212 -
Stage 2 -----720 -
Critical Hdwy 5.64 5.34 ---5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy 2.32 3.12 ---3.82 3.92
Pot Cap-1 Maneuver *1177 732 --0 *378 *697
Stage 1 ----0 *570 -
Stage 2 ----0 *604 -
Platoon blocked, %1 1 --1 1
Mov Cap-1 Maneuver *1177 1177 ---*377 *697
Mov Cap-2 Maneuver -----*377 -
Stage 1 -----*569 -
Stage 2 -----*604 -
Approach EB WB SB
HCM Control Delay, s 0 0 14.6
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT SBLn1
Capacity (veh/h)1177 --377
HCM Lane V/C Ratio 0.002 --0.007
HCM Control Delay (s)8.1 --14.6
HCM Lane LOS A --B
HCM 95th %tile Q(veh)0 --0
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 115
HCM 6th TWSC
6: Brock Dr & FM 1709 Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn Synchro 10 Report
H:\T1897.01 - The Hills Church Expansion TIA\Synchro\Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0.6
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1448 3 13 5 899 83 3
Future Vol, veh/h 1448 3 13 5 899 83 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized -None --None -None
Storage Length -0 -300 -0 -
Veh in Median Storage, #0 ---0 0 -
Grade, %0 ---0 0 -
Peak Hour Factor 81 81 81 81 81 81 81
Heavy Vehicles, %2 2 2 2 2 2 2
Mvmt Flow 1788 4 16 6 1110 102 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1305 1792 0 2276 894
Stage 1 -----1788 -
Stage 2 -----488 -
Critical Hdwy --5.64 5.34 -5.74 7.14
Critical Hdwy Stg 1 -----6.64 -
Critical Hdwy Stg 2 -----6.04 -
Follow-up Hdwy --2.32 3.12 -3.82 3.92
Pot Cap-1 Maneuver --*995 551 -*446 *588
Stage 1 -----*420 -
Stage 2 -----*737 -
Platoon blocked, %--1 1 -1 1
Mov Cap-1 Maneuver --*811 811 -*434 *588
Mov Cap-2 Maneuver -----*434 -
Stage 1 -----*420 -
Stage 2 -----*717 -
Approach EB WB NB
HCM Control Delay, s 0 0.2 15.8
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)438 --811 -
HCM Lane V/C Ratio 0.242 --0.027 -
HCM Control Delay (s)15.8 --9.6 -
HCM Lane LOS C --A -
HCM 95th %tile Q(veh)0.9 --0.1 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
APPENDIX PAGE 116
ON-SITE VEHICLE SUMMARY (SUNDAY)
APPENDIX PAGE 117
VEHICLES
IN OUT IN OUT IN OUT IN OUT ON SITE
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 10 0 0 0 3 1 3 1 18 16 2 14
8:30 AM 9 0 0 0 3 0 9 0 21 21 0 35
8:45 AM 65 0 0 0 8 1 12 1 87 85 2 118
9:00 AM 33 0 0 0 4 1 9 1 48 46 2 162
9:15 AM 6 0 0 0 4 0 4 2 16 14 2 174
9:30 AM 3 1 0 1 0 1 4 3 13 7 6 175
9:45 AM 1 0 0 1 1 0 0 0 3 2 1 176
10:00 AM 3 0 0 1 0 0 0 0 4 3 1 178
10:15 AM 14 3 0 11 2 12 2 2 46 18 28 168
10:30 AM 44 1 0 19 4 26 2 5 101 50 51 167
10:45 AM 19 1 0 7 10 12 1 7 57 30 27 170
SUNDAY DRIVEWAY COUNTS
Start Time HILLS DWY 1 HILLS DWY 2 HILLS DWY 3 HILLS DWY 4 TOTAL IN OUT
APPENDIX PAGE 118
THE HILLS CHURCH SOUTHLAKE
FALL 2019 ATTENDACE NUMBERS
APPENDIX PAGE 119
Southlake Fall Attendance Data for TIA
Date 9/8/2019 9/15/2019 9/22/2019 9/29/2019 10/6/2019 10/13/2019 10/20/2019 10/27/2019 Average
9:00 AM 464 377 383 452 366 352 293 376 383
10:45 AM 297 281 238 212 255 266 236 272 257
TOTAL 761 658 621 664 621 618 529 648 640
Excludes 9/1/19 due to Labor Day
APPENDIX PAGE 120