Press Alt + R to read the document text or Alt + P to download or print.
This document contains no pages.
Item 6B - TIAUPDATED
TRAFFIC IMPACT ANALYSIS FOR
THE HILLS CHURCH EXPANSION
SOUTHLAKE, TEXAS
Prepared for:
The Hills Church
6300 NE Loop 820
North Richland Hills, TX 76180
Prepared by:
7urC 'cnC' naRine
Lee Engineering, LLC
3030 LBJ Freeway, Suite 1660
Dallas, Texas 75234
Phone: (972) 248-3006
Fax: (972) 248-3855
TBPE Firm F-450
January 2020
KELLY D. PARMA
...�
.....................
33603 �.
T1897.01
TABLE OF CONTENTS
Introduction..............................................................................................................1
SiteAccessibility.......................................................................................................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
ExistingTrip Generation..........................................................................................................
18
Total Traffic Volumes............................................................................................19
SiteTraffic Volumes.................................................................................................................
19
Projected Total Traffic Volumes..............................................................................................
19
TrafficAnalysis......................................................................................................29
Intersection Capacity and Level of Service..............................................................................
29
Existing (2019) Traffic Conditions.......................................................................................
31
Build -Out Year (202 1) Total Traffic Conditions — No Brock Drive Access ........................
32
Build -Out Year (202 1) 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 (202 1) Total Traffic
Conditions — WITHOUT Brock Drive Access..................................................................... 32
Table 8. Intersection Capacity Analysis Results — Build -Out Year (202 1) 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
Figure2. 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 (202 1) 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 (202 1) The Hills Church (SITE) — With Brock Drive Access —
Sunday Peak Hour Traffic Volumes..................................................................................... 22
Figure 16. Build -Out Year (202 1) 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
DriveAccess......................................................................................................................... 25
Figure 19. Build -Out Year (2021) Total Sunday Peak Hour Traffic Volumes —With Brock
DriveAccess......................................................................................................................... 27
Figure 20. Build -Out Year (2021) Total Weekday AM Peak Hour Traffic Volumes —With
BrockDrive Access.............................................................................................................. 28
Figure 21. Build -Out Year (202 1) 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 (202 1) 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
DriveAccess......................................................................................................................... 40
Figure 25. Build -Out Year (2021) Total Sunday (12:00-1:00 PM) Traffic Volumes —With
BrockDrive Access.............................................................................................................. 41
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 weekdaX
AM operation, the focus was on the church driveways and the two (2) adjacent unsi agn lized
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 1
• 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
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 2
1
-7 - -
,�.- s. � �,, A - _ ,o*ena �,•, Bx090t I ae� ta,u.slu
f4r,�r r i f9zlrr+
1� Q ��_ ✓� '1� �r T �'� k �• RIE,A449 CHURCH
L
L ,, g *.ry a•u - t :, [bPKE Atli
'1 1 -.. -- - a9�.•S.1 - xym Ri.nl.�a'�n.. Tx raga:
M C Q*.MLANYP WB
e1�srlal
JQEINGal�mn�i
P OON91LiWCQROYR
10100�Omrt,a..-
f
4ittnA190
FAAKlilO COT —
1�1�Fl�'r k
rArc Nus uwacx.enueNuxe
'i (( _ i� �� � a�'. ^ y' � + � '� ����ra•*w�� e. ams.
�'. P _. �• t + l V I � I .FB�N UEeH-0AExP E&tisP19
SITE PLAN °"R""IG'"' RK00IK VA
SITE FLAN
9ANFR/.FPPl1CAR1': PREPARED 6Y'
rtau¢uw .wre r:r;.
BBR f%M 8 1 . NIIL A PeW.�'K ('R.'. FOR
ts>e xa taw 6av .oz,r Nx. ssvr,:¢B oprte. ¢xrF iw
wxa866f�a1V �
7w16 setAa veEr msts. ree< re,.n THE HILLS CHURCH 7j
o,xtaanrs W..ViM SOUTHLAKE CAMPUS,*+xa.88 10180.101
C9Rf%7' SCMf A' a06.IM%
cRAwu u,uc ce
DATE PREPARED: wn
ocroexx zatr �,uPAa C1.02
3030 LBJ FREEWAY
SUITE 1660
DALLAS, TEXAS
972-248-3006 FAX 9AX AX972-248-3855 Proposed Site Plan Figure 2
TBPE FIRM F-450
Lei enanEcRinc
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 A613 (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 4
3030 LBJ FREEWAY
SUITE 1660
DALLAS, TEXAS
972-248-3006 FAX 9AX972-248-3855 Existing Intersection Lane Configurations
TBPE FIRM F-450
Encinminc
Figure 3
r----------------------------------- - - - - -,
I
I
�
LEGENDI
I
U
Y
I
I
• Study Intersection
I
o
sTOP Stop -Controlled Approach
I
w
NOT TO SCALE
Signalized Intersection
I
i
I
>
w
I
I
LUI
_j
0
I
I
M }
I
I
U
Z
Q
I
I N
I }
}
❑
❑
I
W
I
❑
~ =
}
Z)
I ❑
I
I
w }.—
FNI 1709
D
�— � U 0
I
I
I
Y I
U I
I
I
m I
STOP
F'
I
THE HILLS
I
I
CHURCH
I
I
I
❑I
I
WL
ry
- - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - J
W
ry
LU
Q
i
�
I
I
} 4— N}
}
STOP
o I
❑ �- I
U ~
I
❑4
4
FM 1709 ❑ -1
~
m
I
I
-�
r -P
r*
-1
r'
-0
r
Y 0
❑
-0 Q
I
I
�
STOP �
STOP
�
STOP
�
STOP
� �
�
STOP I
I
I
----------------------------------------------------------------------------------
�
I
I
3030 LBJ FREEWAY
SUITE 1660
DALLAS, TEXAS
972-248-3006 FAX 9AX972-248-3855 Existing Intersection Lane Configurations
TBPE FIRM F-450
Encinminc
Figure 3
LEGEND
• Study Intersection
1 STOP Stop -Controlled Approach
NOT TO SCALE
3030 LBJ FREEWAY
SUITE 1660
DALLAS, TEXAS 75234
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450
EncinEcRinc
Yof
0
—' —' o
LU
x
THE HILLS
CHURCH
Proposed Intersection Lane Configurations
Figure 4
O �
U
~
~ 0 ~
FM 1709
Yof
0
—' —' o
LU
x
THE HILLS
CHURCH
Proposed Intersection Lane Configurations
Figure 4
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 weekdaypeak 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 7
• 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 weekdaypeak 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 8
3030 LBJ FREEWAY
SUITE 1660
DALLAS, TEXAS 75234
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450
EncinEcRinc
Existing (2019) Sunday
Peak Hour Traffic Volumes
Figure 5
----------------------------------------i
�
❑
I
LEGEND
i
Y
4�I
• Study Intersection
O
i
N'
Sunday Peak Hour
w
10:00 - 11:00 AM
>
NOT TO SCALE
I
cr_
I
I
LU
I
I
�
U
Z
I N
O
Q
}
I
❑
U
w
LU
L
CO 0
w>>
FM 1709
'
I
1
w
q I
x-515
dU❑
I
I
❑
Y
m .I- eo
33
I
O
+
�► 65
9A'3
I
I
m
47 --4 Cl)
I
'
I
3�
t
' li
L-------------------7--------------------I
797
r-
i
i
16
16�
i
i
i
w
r
w
r
w
Q
�
O I
I
❑ I
j(N
`o
584
O
D
D
r�
I
m 3
FM 1709
584
8
I
818 0.
823854
899 �
r
39 Y o
849
80�
0
16�
5�
0� ¢
O
2—i
l
O
0
M
D
850 W
�
>
I
I
----------------------------------------------------------------------------------
O
I
3030 LBJ FREEWAY
SUITE 1660
DALLAS, TEXAS 75234
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450
EncinEcRinc
Existing (2019) Sunday
Peak Hour Traffic Volumes
Figure 5
3030 LBJ FREEWAY
SUITE 1660
DALLAS, TEXAS 75234
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450
EncinEcRinc
Existing (2019) Weekday AM
Peak Hour Traffic Volumes
Figure 6
----------------------------------------i
�
❑
I
LEGEND
i
Y
4�I
• Study Intersection
O
1
N AM Peak Hour
'
w
III
1
8:30-9:30 AM
>
1
NOT TO SCALE
I
cr_
I
I
LU
I
I
�
1
U
Z
I N
O
Q
}
I
❑
U
w
LU
CO 0
LU w >-
1709
FM
qf 1
d U
1
❑
I
I
Y
I
1
p I
I
I
I
o0
�
I
-------------------7--------------------1
1
/
/
♦
/
♦
♦
w
IY
w
IY
LU
/
H
Q
/
♦
/♦
1
O I
I
❑ �
-
N
co
d
U -4 702 1
0
0
0
0
..J L.
20
m3 I
1
1
FM 1709
4 682
12
I
1 1407 p
1407 p
1411
40
143833
r
Y o
1460
j
151CD
0
9�
13�
1�
'
o
D
1454 0
I
1
>_
I
1
----------------------------------------------------------------------------------
O
I
3030 LBJ FREEWAY
SUITE 1660
DALLAS, TEXAS 75234
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450
EncinEcRinc
Existing (2019) Weekday AM
Peak Hour Traffic Volumes
Figure 6
3030 LBJ SUITE 1660 EEWAY Existing (2019) The Hills Church (SITE)
SUITE 1660
DALLAS, TEXAS 75234 Sunday
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450 Peak Hour Traffic Volumes
Encinminc
Figure 7
----------------------------------------i
�
❑ I
LEGEND
i
Y
4�I
• Study Intersection
O i
N'
Sunday Peak Hour
w
10:00 - 11:00 AM
>
NOT TO SCALE
I
cr_ I
I
LU
I
I
�
U
Z
I N
O
Q
}
I
❑
U
w
LU
1
3
L
w>>
FM 1709
'
I
0
_
q I
X33
o_U❑
1
I
❑
I
Y
0 0 —
5
'
O
44 101 _'
I
I
Of
0-4 o
I
'
I
0�
tilt
L -------------------7--------------------I
i
52p
C) C)
i
0�
i
i
i
w
r
w
r
w
F
Q
�
O I
I
❑ 1
I
(N
c
d
U 44 I
O
0
D
4
0
m 0 I
1
FM 1709
44
� 0
I
21 p-
26 l-
48 o
F*
93 m-
38 Y o
69
80
0�
16
r
0�CD
O
0
C)5�
LO
69� 0
CD
�
>
I
I
----------------------------------------------------------------------------------
O
I
3030 LBJ SUITE 1660 EEWAY Existing (2019) The Hills Church (SITE)
SUITE 1660
DALLAS, TEXAS 75234 Sunday
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450 Peak Hour Traffic Volumes
Encinminc
Figure 7
3030 LBJ
----------------------------------------i
�
❑
I
LEGEND
i
Y
4�I
• Study Intersection
O
i
N'
Sunday Peak Hour
w
10:00 - 11:00 AM
>
NOT TO SCALE
I
cr_
I
I
LU
U
I
I
M
}
�
U
Z
I N
O
Q
}
I
❑
U
_j
w
LU
} _
❑
I
t
CO 0
w>>
FM 1709
'
I
1
w
q I
—482
a U ❑
I
❑
28
I
O
+
21
�►
61,2
I
I
Of
47 C0
I
'
I
3�
t, t
I
L -------------------7--------------------I
745
d - CO
LO
i
i
16
i
i
i
w
r
w
r
w
Q
�
O I
I
❑ I
j-
N
`'
540
OD
D
r�
m 3 I
FM 1709
540
8
I
797
797r
806
806
r
1 Q o
780
0
0�
0�
0�
O
2�
I
o
o
o
o
781 W
o N I
I
�
'
'
I
---------------------------------------------------------------------------------
O
I
I
SUITE 1660 EEWAY Existing (2019) Background (NON -SITE)
SUITE 1660
DALLAS, TEXAS 75234 Sunday
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450 Peak Hour Traffic Volumes
Encinminc
Figure 8
3030 LBJ SUITE 1660 EEWAY Existing (2019) The Hills Church (SITE)
SUITE 1660
DALLAS, TEXAS 75234 Weekday. AM
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450 Peak Hour Traffic Volumes
Encinminc
Figure 9
----------------------------------------i
�
❑ I
LEGEND
i
Y
4�I
• Study Intersection
0 i
N AM Peak Hour
'
w I
III
8:30-9:30 AM
>
NOT TO SCALE
I
cr_ I
I
LU
I
I
�
U
Z
I N
O
Q
}
I
❑
U
w
LU
CO 0
LU w >-
1709
FM
qf
d U 0
1
❑
I
I
Y
I
I
p I
I
I
I
o0
�
I
-------------------7--------------------1
I
/
/
♦
/
♦
♦
w
IY
w
IY
LU
/
H
Q
/
♦
/♦
1
O I
I
❑ �
N
co
d-
U 4 78 I
O
}
0
}
0
}
0
I
4
0 1
m I
1
FM 1709
78
I
22 p
22 l
26 o
53 mr
32 Q o
60
151
OZ
13Z
O
o
co
CD o
rr
M
"'
60 W
1
1
>
I
I
1
----------------------------------------------------------------------------------
O
I
3030 LBJ SUITE 1660 EEWAY Existing (2019) The Hills Church (SITE)
SUITE 1660
DALLAS, TEXAS 75234 Weekday. AM
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450 Peak Hour Traffic Volumes
Encinminc
Figure 9
3030 LBJ
----------------------------------------i
�
❑
I
LEGEND
i
Y
4�I
• Study Intersection
O
i
N
AM Peak Hour
'
w
III
I
8:30-9:30 AM
>
NOT TO SCALE
I
cr_
I
I
LU
U
I
I
M }
�
U
Z
I N
O
Q
}
I
❑
U
_j
w
LU
} _
❑
I
CO 0
LU w }
1709
FM
qf
d U
1
❑
I
I
Y
I
I
p I
I
I
I
o0
�
I
-------------------7--------------------1
I
/
/
♦
/
♦
♦
w
IY
w
IY
LU
/
H
Q
/
♦
/♦
1
O I
I
❑ �
-
N
M
v
U 624 1
o
0
0
0
..J L.
20
m3 I
1
FM 1709
4 604
12
I
1385
r 1385
r
1385
1385
r
1� Q o
1400
.1
Z
Z
Z
Z
N
1 �
1394 0
1
I
�
'
'
I
-------------------------------------------------------------------------------
O
I
I
SUITE 1660 EEWAY Existing (201%eekday.
Background (NON -SITE)
SUITE 1660 DALLAS, TEXAS 75234
972-248-3006 FAX972-248-3855 AM
TBPE FIRM F-450Peak Hour Traffc Volumes
Encinminc
Figure 10
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 1'/z 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%10.0%
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 15
3030 LBJ
----------------------------------------i
�
�
I
LEGEND
i
Y
4�I
• Study Intersection
O
i
N'
Sunday Peak Hour
w
10:00 - 11:00 AM
>
NOT TO SCALE
I
cr_
I
I
LU
J
I
I
}
�
p
U
ZQ
I _
I
I
0
U
x
LU
I
I
_j
w
L
co
w>>
FM 1709 '
I
1
w
q I
—501
a U o
I
I
0
Y
29
I
O
+
E; 22
845 —'
I
I
m
49--4
I
'
3�
T
' li
L -------------------7--------------------I
775 p
LO - L
LO
i
17
i
i
i
w
r
w
r
w
Q
�
O I
I
� I
U 562
_
rf
L
0
� 3 I
FM 1709
562
m 8
I
829
0
839 0
0�
r
1 Q o
812
2�
I
o
o
3 O
o N
813 W
I
I
>_
'
I
I
I
---------------------------------------------------------------------------------
Of
I
I
SUITE 1660 EEWAY Build -Out Year (2021) Background (NON -SITE)
SUITE 1660
DALLAS, TEXAS 75234 Sunday
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450 Peak Hour Traffic Volumes
Encinminc
Figure 11
3030 LBJ
----------------------------------------i
�
� I
LEGEND
i
Y
4�I
• Study Intersection
O i
N
AM Peak Hour
'
w I
III
8:30-9:30 AM
>
NOT TO SCALE
I
cr_ I
I
LU
J
I
I
}
�
p
U
ZQ
I _
I
I
0
U
x
LU
I
I
_j
w
co
U) �
170qf9
FM
d U
I
CD
I
I
Y
I
I
p I
I
I
I
o0
�
I
-------------------7--------------------I
I
/
/
♦
/
♦
♦
w
IY
w
IY
LU
/
H
Q
/
/♦
O I
I
� �
U 4 649
L 21
� 3 1
FM 1709
4 628
m 12
I
1441
r
1441
r
1� Q o
*1
1457
F j
6
1
— N 1
j
1450 0
I
�
'
I
-------------------------------------------------------------------------------
O
I
I
SUITE 1660 EEWAY Build -Out Year (2021) Back round (NON -SITE)
SUITE 1660
DALLAS, TEXAS 75234 Wee kd a M
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450 Peak Hour Tra is Volumes
Encinminc
Figure 12
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 18
TOTAL TRAFFIC VOLUMES
Site Traffic Volumes
Traffic volumes estimated to be generated by the expansion of The Hills Church under Build -Out
Year (202 1) 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 ii -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 (202 1) 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 19
3030 LBJ SUITE 1660 EEWAY Build -Out Year (2021) The Hills Church (SITE) - No Brock Drive Access
SUITE 1660
DALLAS, TEXAS FAX 9 Sunday Figure 13
972-248-3006 FAX 972-2483855
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc
----------------------------------------i
�
� I
LEGEND
i
Y
4�I
• Study Intersection
O i
N'
INBOUND VEHICLES
w '
I
(OUTBOUND VEHICLES)
>
NOT TO SCALE
I
cr_ I
I
LU
J
I
I
}
�
13�
I p
U
ZQ
I _
I
I
O
O
x
LU
I
I
_j
w
L
co
w > >
FNI1709
I
aU(45) o
I
qf
CD
�—
(7)
I
O
O
I'I
+
60
1400
I
Of
t t
L - - - - - - - - - - - - - - - - - - - - - - - - - -
i
- - - - - - -- - - - - -
72 —►
r`
i
i
i
i
i
w
r
w
r
w
Q
�
O I
I
� �
I }
U ~ 60
�f
L
� I
FM 1709
60
m
I
I
r
(58)
r (52) Q o
(93)
138
j
V
V (93) � 0
I
----------------------------------------------------------------------------------
O
I
3030 LBJ SUITE 1660 EEWAY Build -Out Year (2021) The Hills Church (SITE) - No Brock Drive Access
SUITE 1660
DALLAS, TEXAS FAX 9 Sunday Figure 13
972-248-3006 FAX 972-2483855
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc
E660
FIR
SUIT1
E 1660EEWAY Build -Out Year (2021) The Hills Church (SITE) - No Brock Drive Access
SUIT
DALLAS, TEXAS
972-248-3006 FAX 9AX972-2483855 WeekdayAM Figure 14
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc
----------------------------------------i
�
� I
LEGEND
i
Y
4�I
• Study Intersection
O i
N'
INBOUND VEHICLES
w '
I
(OUTBOUND VEHICLES)
>
NOT TO SCALE
I
cr_ I
I
LU
J
I
I
}
�
13�
I p
U
ZQ
I _
I
I
0
U
x
LU
I
I
_j
W
co
LU �
1709
FM
qf
d U
I
I
CD
Y I
I
I
p I
I
I
M
�
I
-------------------7--------------------I
I
/
/
♦
/
♦
♦
W
IY
W
IY
W
/
H
Q
/
♦
O I
I
0
I r
U 4 78
�f
L
� I
FM 1709
4 78
m
I
I
13
(13)
r (32) Q o
(60)
160
j
_r
r>
(60) 0
'
I
I
----------------------------------------------------------------------------------
O
I
E660
FIR
SUIT1
E 1660EEWAY Build -Out Year (2021) The Hills Church (SITE) - No Brock Drive Access
SUIT
DALLAS, TEXAS
972-248-3006 FAX 9AX972-2483855 WeekdayAM Figure 14
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc
3030 LBJ SUITE 1660 EEWAY Build -Out Year (2021) The Hills Church (SITE) - With Brock Drive Access
SUITE 1660
DALLAS, TEXAS FAX 9 Sunday Figure 15
972-248-3006 FAX 972-2483855
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc
----------------------------------------i
� �
I
LEGEND
i Y
4�I
• Study Intersection
0
i
N'
INBOUND VEHICLES
w
'
I
(OUTBOUND VEHICLES)
>
NOT TO SCALE
cr_
I
I
I
LU
J
I
I
}
�
13�
I p
U
ZQ
I _
I
I
0
0
x
LU
I
I
_j
W
t
co
LU > >
FNI1709
I
a U o
I
CD
—(45)
(7)
U
1so
—' �'
m
0
I
t
T
L——————————————————————————
———————— — — — — — I
72 —►
r�
-
W
r
--,
W
r
w
-
O I
I
0
r
r
L
0
Of
Q
FM 1709 0
4 (52)
m
I
I
5
r(37)
0r
Q 0
(93)
�
75
I
V
5
(93) w
I
I
----------------------------------------------------------------------------------
O
I
3030 LBJ SUITE 1660 EEWAY Build -Out Year (2021) The Hills Church (SITE) - With Brock Drive Access
SUITE 1660
DALLAS, TEXAS FAX 9 Sunday Figure 15
972-248-3006 FAX 972-2483855
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc
E660
FIR
SUIT1
E 1660EEWAY Build -Out Year (2021) The Hills Church (SITE) - With Brock Drive Access
SUIT
DALLAS, TEXAS
972-248-3006 FAX 9AX972-2483855 WeekdayM Figure 16
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc
----------------------------------------i
� �
I
LEGEND
i Y
4�I
• Study Intersection
0
i
N'
INBOUND VEHICLES
w
'
I
(OUTBOUND VEHICLES)
>
NOT TO SCALE
cr_
I
I
I
LU
J
I
I
, }
�
13�
I p
U
ZQ
I _
I
I
0
0
x
LU
I
1
I
_j
W
co
LU �
1709
FM
d o n
1
I
0
Y I
I
I
p I
I
I
M
�
I
-------------------7--------------------1
/
/
♦
/
♦
♦
W
IY
W
IY
W
/
H
Q
/
♦
1
O I
I
0 ,
r
r
L
0
Of ,
FM 1709
4 (32)
m
I
I
7r
(8)
r Q 0
(60)
,
r ,
88
I
7
0
(60) W
M
1
>_
I
1
I
----------------------------------------------------------------------------------
O
I
,
E660
FIR
SUIT1
E 1660EEWAY Build -Out Year (2021) The Hills Church (SITE) - With Brock Drive Access
SUIT
DALLAS, TEXAS
972-248-3006 FAX 9AX972-2483855 WeekdayM Figure 16
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc
3030 LBJ SUITE 1660 EEWAY Build -Out Year (2021) Total
SUITE 1660
DALLAS, TEXAS FAX 9 Sunday Figure 17
972-248-3006 FAX 972-2483855
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc No Brock Drive Access
----------------------------------------i
�
�
I
LEGEND
i
Y
• Study Intersection
i
¢
O
I
i
N'
Sunday Peak Hour
w
10:00 - 11:00 AM
>
NOT TO SCALE
I
cr_
I
I
LU
J
I
I
}
�
p
U
ZQ
I _
I
I
0
U
x
LU
I
I
_j
w
L
co
w � >
FM 1709 '
I
1
q
�— 546
a U
co .-36
36
I
O
E 82
(385
I
m
49 �
I
I
'
3�
T
I .
L -------------------7--------------------I
847 p
L m
i
i
17�
i
i
i
w
r
w
r
w
Q
�
O I
I
o i
U 4 622
_
tJ
L
0
� 3 I
FM 1709
4 622
m 8
I
837
897 0
r
53 Y o
905
132
8�
0� ¢O
2–i
*1 F
co
906 W
I
I
----------------------------------------------------------------------------------
O
I
3030 LBJ SUITE 1660 EEWAY Build -Out Year (2021) Total
SUITE 1660
DALLAS, TEXAS FAX 9 Sunday Figure 17
972-248-3006 FAX 972-2483855
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc No Brock Drive Access
E660
SUIT1
E 166FIR
0EEWAY Build -Out Year (2021) Total
SUIT
DALLAS, TEXAS
972-248-3006 FAX 9AX972-2483855 Weekday AM Figure 18
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc No Brock Drive Access
----------------------------------------i
�
� I
LEGEND
i
Y
• Study Intersection
i
¢ 1
O 1
N AM Peak Hour
'
w 1
III
8:30-9:30 AM
> 1
NOT TO SCALE
I
cr_ I
I
LU
J
I
I
}
�
1
p
U
ZQ
I _
I
I
0
U
x
LU
I
I
_j
w
co
U) �
170qf9
FM
1
d U
1
I
I
Y
I
1
p I
I
I
I
00
�
I
-------------------7--------------------1
1
/
/
♦
/
♦
♦
w
IY
w
IY
LU
/
H
Q
/
♦
/♦
1
O I
1
o I
U 4 727
1
.1 L.
L 21
� 3 I
FM 1709
4 706
m 12
I
40
1 1454 p-'
40
1454 o
r
33 Y o
1517
j
160
�
13�
6, ¢O
1—i
cli
1510 (x
1
>_
I
I
1
I
----------------------------------------------------------------------------------
O
I
E660
SUIT1
E 166FIR
0EEWAY Build -Out Year (2021) Total
SUIT
DALLAS, TEXAS
972-248-3006 FAX 9AX972-2483855 Weekday AM Figure 18
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc No Brock Drive Access
To obtain the projected Total traffic volumes under Build -Out Year (202 1) 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 (202 1) 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 26
3030 LBJ SUITE 1660 EEWAY Build -Out Year (2021) Total
SUITE 1660
DALLAS, TEXAS FAX 9 Sunday Figure 19
972-248-3006 FAX 972-2483855
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc With Brock Drive Access
----------------------------------------i
�
�
I
LEGEND
i
Y
• Study Intersection
i
¢
O
I
i
N'
Sunday Peak Hour
w
10:00 - 11:00 AM
>
NOT TO SCALE
I
cr_
I
I
LU
J
I
I
}
�
p
U
ZQ
I _
I
I
0
U
x
LU
I
I
_j
w
3
L
w �
I
1
�— 546
a U
o
co .- oo
36I
O
E► 22
g25 —'
I
I
m
49 --4
I
I
'
3�
T
I .
L -------------------7--------------------I
847 p
L m
i
i
17�
i
i
i
w
r
w
r
w
Q
�
O I
I
o I
U 4 562
L
0
� 63 j
FM 1709
4 614
m 8
I
834876
75�
0
r
1 Q o
905
2�
r.
Q0 Q
0 O
N N
co
LID
906 (x
U') I
I
>
'
I
I
----------------------------------------------------------------------------------
O
I
3030 LBJ SUITE 1660 EEWAY Build -Out Year (2021) Total
SUITE 1660
DALLAS, TEXAS FAX 9 Sunday Figure 19
972-248-3006 FAX 972-2483855
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc With Brock Drive Access
E660
SUIT1
E 166FIR
0EEWAY Build -Out Year (2021) Total
SUIT
DALLAS, TEXAS
972-248-3006 FAX 9AX972-2483855 Weekday AM Figure 20
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc With Brock Drive Access
----------------------------------------i
�
� I
LEGEND
i
Y
• Study Intersection
i
¢ I
O i
N AM Peak Hour
'
w I
III
8:30-9:30 AM
>
NOT TO SCALE
I
cr_ I
I
LU
J
I
I
}
�
p
U
ZQ
I _
I
I
0
U
x
LU
I
1
I
_j
w
co
U) �
1709
FM
d U
1
0
I
I
Y
I
I
p I
I
I
I
00
�
I
-------------------7--------------------1
/
/
♦
/
♦
♦
w
IY
w
IY
LU
/
H
Q
/
♦
/♦
1
O I
I
o i
U 4 649 1
L.
L 21
� 81
FM 1709
4 660
m 12
I
1448 p
1449 0r
1� ¢ 0
1517
,1 j
88�
7�
1�
w
�
1510 0
co N I
I
>_
'
I
I
I
----------------------------------------------------------------------------------
Of
I
I
E660
SUIT1
E 166FIR
0EEWAY Build -Out Year (2021) Total
SUIT
DALLAS, TEXAS
972-248-3006 FAX 9AX972-2483855 Weekday AM Figure 20
TBPE FIRM F-450 Peak Hour Traffic Volumes
��� Encinminc With Brock Drive Access
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
Average Control Delay
Description
(LOS)
(seconds/vehicle)
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), 6" 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 29
Table 5. Level of Service Criteria for Unsignalized Intersections
Level -of -Service
Average Control Delay
Description
(LOS)
(seconds/vehicle)
No delays at intersections with continuous flow of traffic.
A
< 10.0
Uncongested operations: high frequency of long gaps available
for all left and right turning traffic. No observable queues.
No delays at intersections with continuous flow of traffic.
B
10.1 to 15.0
Uncongested operations: high frequency of long gaps available
for all left and right turning traffic. No observable queues.
Moderate delays at intersections with satisfactory to good traffic
C
15.1 to 25.0
flow. Light congestion; infrequent backups on critical
approaches.
Increased probability of delays along every approach.
D
25.1 to 35.0
Significant congestion on critical approaches, but intersection
functional. No standing long lines formed.
Heavy traffic flow condition. Heavy delays probable. No
E
35.1 to 50.0
available gaps for cross -street traffic or main street turning
traffic. Limit of stable flow.
Unstable traffic flow. Heavy congestion. Traffic moves in
F
> 50.0
forced flow condition. Average delays greater than one minute
highly probable. Total breakdown.
SOURCE: Highway Capacity Manual (HCM), 6" 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 (202 1) Total traffic conditions — Without Brock Drive access
• Build -Out Year (202 1) 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 30
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 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 31
1: Driveway 1 at FM 1709 (Side -Street Stop Control)
Peak Hour
Intersection EB WB NB
SB
Weekday AM
------ --- 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 1B 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 31
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
hurch_
Table 7. Intersection Capacity Analysis Results — Build -Out Year (2021) Total Traffic Conditions —
WITHOUT Brock Drive Access
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 32
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'
---
--- --- ---
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 32
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
(202 1) 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 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 33
1: Driveway 1 at FM 1709 (Side -Street Stop Control)
Peak Hour
Intersection EB WB NB
SB
Weekday AM
------ --- 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 33
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 34
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
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 studv were developed by increasinu 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 35
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 studv were developed by increasinu 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 35
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 (202 1) 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 (202 1) 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
---' --- ---
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) ---
HCM methodology does not provide intersection -wide delay/level of service for side -street stop -controlled analysis
z 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 36
3030 LBJ
----------------------------------------i
�
�
I
LEGEND
i
Y
4I
• Study Intersection
O
i
N'
Sunday (12:00-1:00 PM)
w
I
>
,
NOT TO SCALE
I
cr_
I
I
LU
J
I
I
}
�
p
U
ZQ
I _
I
I
O
O
x
LU
I
I
_j
W
t
co
w>>
FM 1709
I
w Z
0 I
.—
d0�
I
�
'
U I
O I
E�;-�
r'
m
I
�
,
I
I
t,
T
L -------------------7--------------------I
W
r
-
-
W
-
r
w
- -
O I
I
� �
U 4 899
L 0
� 5
FM 1709
899
m 13
I
1326
40
1342
r
2 Q o
1299
0�
0�
0 O
3�
�
I
0
0
1301 W
o co
I
>_
'
I
I
I
-------------------------------------------------------------------------------
Of
I
I
SUITE 1660 EEWAY Build -Out Year (2021) Background (NON -SITE)
SUITE 1660
DALLAS, TEXAS 75234 Sunday
972-248-3006 FAX 972-248-3855
TBPE FIRM F-450 (12:00-1:00 PM) Traffic Volumes
Encinminc
Figure 21
E660
FIR
SUIT1
E 1660EEWAY Build -Out Year (2021) The Hills Church (SITE) - No Brock Drive Access
SUIT
DALLAS, TEXAS FAX
9
972-248-3006 FFAX 972-2483855 Sunday Figure 22
TBPE FIRM F-450 (12:00-1:00 PM) Traffic Volumes
��� Encinminc
----------------------------------------i
�
�
I
LEGEND
i
Y
4I
• Study Intersection
O
i
N'
INBOUND VEHICLES
w
'
I
(OUTBOUND VEHICLES)
>
NOT TO SCALE
I
cr_
I
I
LU
J
I
I
}
�
13�
I
p
U
ZQ
I _
I
I
O
O
x
LU
I
I
_j
W
t
co
LU > >
FNI1709
I
w Z
I
0 I
.—
d0�
�
E�;-�
r'
'
U I
O I
m
I
I
I
t,
T
L -------------------7--------------------I
W
r
---
W
r
w
- -
O I
I
0
r
r
L
O '
I
Of I
FM 1709
4
m I
I
I
r
(93)
r (83) Q o
(149)
.1 r '
I
M
a,
rn
r2 (149) W
v
I
>
I
I
----------------------------------------------------------------------------------
O
I
E660
FIR
SUIT1
E 1660EEWAY Build -Out Year (2021) The Hills Church (SITE) - No Brock Drive Access
SUIT
DALLAS, TEXAS FAX
9
972-248-3006 FFAX 972-2483855 Sunday Figure 22
TBPE FIRM F-450 (12:00-1:00 PM) Traffic Volumes
��� Encinminc
E660
FIR
SUIT1
E 1660EEWAY Build -Out Year (2021) The Hills Church (SITE) - With Brock Drive Access
SUIT
DALLAS, TEXAS FAX
9
972-248-3006 FFAX 972-2483855 Sunday Figure 23
TBPE FIRM F-450 (12:00-1:00 PM) Traffic Volumes
��� Encinminc
----------------------------------------i
�
�
I
LEGEND
i
Y
4I
• Study Intersection
O
i
N'
INBOUND VEHICLES
w
'
I
(OUTBOUND VEHICLES)
>
NOT TO SCALE
I
cr_
I
I
LU
J
I
I
}
�
13�
I
p
U
ZQ
I _
I
I
O
O
x
LU
I
I
_j
W
t
co
LU > >
FNI1709
I
w Z �:
I
.—
dUn
,
------------------
�
'
U I
O I
Of
I
�
,
I
t,I
t
-------------------7--------------------I
W
r
-
-
W
-
r
w
- -
O I
I
0
r
r
L
O '
I
Of I
FM 1709
4 (83)
m
I
I
r
(59)
r
Q o
(149)
I
I'
V
rn
(149) W
I
I
>
'
I
I
----------------------------------------------------------------------------------
O
I
E660
FIR
SUIT1
E 1660EEWAY Build -Out Year (2021) The Hills Church (SITE) - With Brock Drive Access
SUIT
DALLAS, TEXAS FAX
9
972-248-3006 FFAX 972-2483855 Sunday Figure 23
TBPE FIRM F-450 (12:00-1:00 PM) Traffic Volumes
��� Encinminc
3030 LBJ SUITE 1660 EEWAY Build -Out Year (2021) Total
SUITE 1660
DALLAS, TEXAS FAX
9 Sunday Figure 24
972-248-3006 FFAX 972-2483855
TBPE FIRM F-450 (12:00-1:00 PM) Traffic Volumes
��� Encinminc No Brock Drive Access
----------------------------------------i
�
�
I
LEGEND
i
Y
• Study Intersection
,
¢
O
I
i
N'
Sunday (12:00-1:00 PM)
w
I
>
,
NOT TO SCALE
I
cr_
I
I
LU
J
I
I
}
�
p
U
ZQ
I _
I
I
O
O
x
LU
I
I
_j
W
t
co
w>>
FM 1709
I
w_�
C I
.—
d0�
I
�
'
U I
O I
E�;m-�
r'
I
I
I
tr'
L -------------------7--------------------I
W
r
-
-
W
-
r
w
- -
O I
I
o i
U 4 899
�J
L 0
� 5 I
FM 1709
899
m 13
I
1326
r
40
1435 0
r
85 ¢ 0
1448
,1 j
O Z
O Z
0 O
3 —Z
'
Cl)
M
co
1450 W
o co
I
>_
'
I
I
----------------------------------------------------------------------------------
O
I
3030 LBJ SUITE 1660 EEWAY Build -Out Year (2021) Total
SUITE 1660
DALLAS, TEXAS FAX
9 Sunday Figure 24
972-248-3006 FFAX 972-2483855
TBPE FIRM F-450 (12:00-1:00 PM) Traffic Volumes
��� Encinminc No Brock Drive Access
3030 LBJ
----------------------------------------i
�
�
I
LEGEND
i
Y
• Study Intersection
,
¢
O
I
i
N'
Sunday (12:00-1:00 PM)
w
I
>
,
NOT TO SCALE
I
cr_
I
I
LU
J
I
I
}
�
p
U
ZQ
I _
I
I
O
O
x
LU
I
I
_j
W
t
co
w>>
FM 1709
I
w_�:
I
.—
dUn
,
------------------
�
'
U I
O I
Of
I
I
I
tr'-------------------7--------------------I
W
r
-
-
W
-
r
w
- -
O I
I
o i
U 4 899
�J
L 0
� 5 I
FM 1709
982
m 13
I
40
1326
r
40
1401
r
2 ¢ 0
1448
,1
0
0�
0 O
3�
'
I
M
U')
0
rn
1450 p (x
mm
0
I
>
'
I
I
I
-------------------------------------------------------------------------------
Of
I
I
SUITE 1660 EEWAY Build -Out Year (2021) Total
SUITE 1660
DALLAS, TEXAS FAX
9 Sunday Figure 25
972-248-3006 FFAX 972-2483855
TBPE FIRM F-450 (12:00-1:00 PM) Traffic Volumes
��� Encinminc With Brock Drive Access
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 / Yes'
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)
-
-
1 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
'Sunday / Weekday AM peak hour
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 42
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 (202 1) 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 43
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 (202 1) 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 (202 1) 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 44
➢ 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 Mana eg ment
• 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 45
APPENDIX
Traffic Impact Analysis for The Hills Church Expansion - Southlake, Texas Page 46
INTERSECTION TURNING MOVMENT
VOLUME COUNTS
APPENDIX PAGE 47
GRAMTraffic N TX Inc. Count Name: JELICO CIR @
1120 W. Lovers Lane FM 1709
Site Code:
Arlington, Texas, United States 76013 Start Date: 10/13/2019
817.265.8968 Page No: 1
Turnina Movement Data
Start Time
Left
Thru
JELICO CIR
Southbound
Right U -Turn
App.
Total
Left
Thru
FM 1709
Westbound
Right U -Tum
App.
Total
Left
WATERMERE DR
Northbound
Thru Right U -Turn
App.
Total
Left
Thru
FM 1709
Eastbound
Right U -Tum
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
1122
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
oaoa
L T R
JELICO CIR [N]
30
1
133
000a
1
Out In Total
2
aama
0
0
0
9 18 27
31
1
135
0 2 2
0 0 0
9 20 29
N 1 4
Is
V O
m m
N j
A M O
F N N
N
o
10/13/2019 8:00 AM
Ending At
F
10/13/2019 11:00 AM
... M o
0 o N N o
Lights
Mediums
Articulated Trucks
rrrr����
Y W M
� h ?
r►
84 164 1 248
5 3 8
0 0 0
89 167 256
Out In Total
WATERMERE DR [S]
oaoa
L T R
aaaa
30
1
133
000a
1
0
2
aama
0
0
0
ooao
31
1
135
U
L T R
0
30
1
133
0
1
0
2
0
0
0
0
0
31
1
135
Turning Movement Data Plot
APPENDIX PAGE 49
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turning Movement Peak Hour Data (10:00 AM)
Count Name: JELICO CIR @
FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 3
Start Time
Left
JELICO CIR
Southbound
Thru Right U -Turn
App.
Total
Left
Thru
FM 1709
Westbound
Right U -Tum
App.
Total
Left
WATERMERE DR
Northbound
Thru Right U -Turn
App.
Total
Left
Thru
FM 1709
Eastbound
Right U -Tum
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
aao
aaaa
000a
aaaa
ooao
oaoo
JELICO CIR [N]
aaoa
Out In Total
aooa
5 13 18
amain
0 2 2
0 0 0
5 15 20
a
N 1 4 Is
tA'00,
Peak Hour Data
O O M
M
N O A N
V W
F
MOOM�S
H
v io
10/13/2019 10:00 AM
w rn
_ N O
Ending At
p O N N
:2
10/13/2019 11:00 AM
r o
m
u
Lights
Mediums
-
Articulated Trucks
� h 1 r►
49 71 120
1 1 2
0 0 0
50 72 122
Out In Total
WATERMERE DR [S]
aao
aaaa
000a
aaaa
ooao
oaoo
omam
aaoa
aooa
amain
Turning Movement Peak Hour Data Plot (10:00 AM)
APPENDIX PAGE 51
GRAMTraffic N TX Inc. Count Name: PRESBYTERIAN
1120 W. Lovers Lane CHURCH DWY @ FM 1709
Site Code:
Arlington, Texas, United States 76013 Start Date: 10/13/2019
817.265.8968 Page No: 1
Turnina Movement Data
Start Time
Left
Southbound St.
Southbound
Thru Right U -Turn
App.
Total
Left
Thru
FM 1709
Westbound
Right U -Tum
App.
Total
PRESBYTERIAN CHURCH DWY
Northbound
App.
Left Thru Right U -Turn Total
Left
Thru
FM 1709
Eastbound
Right U -Tum
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
oaoo
ooao
aooa
aooa
aoaa
Turning Movement Data Plot
APPENDIX PAGE 53
Southbound St. [NJ
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
N 1 4 Is
0
o
o
10/13/2019 8:00 AM
c m N N
Ending At
o 0 0 0 a
O N N F
10/13/2019 11:15 AM
x 0 0 0 0 jn
LL N N
W7
o 0 0 o
Lights
Mediums
Articulated Trucks
C o 0 0 0
� h ? r►
87 7 94
0 0 0
0 0 0
87 7 94
Out In Total
PRESBYTERIAN
oaoo
ooao
aooa
aooa
aoaa
Turning Movement Data Plot
APPENDIX PAGE 53
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turning Movement Peak Hour Data (10:00 AM)
Count Name: PRESBYTERIAN
CHURCH DWY @ FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 3
Start Time
Left
Southbound St.
Southbound
Thru Right U -Turn
App.
Total
Left
Thru
FM 1709
Westbound
Right U -Tum
App.
Total
PRESBYTERIAN CHURCH DWY
Northbound
App.
Left Thru Right U -Turn Total
Left
Thru
FM 1709
Eastbound
Right U -Tum
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
ATrulated
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
0 0 0
0
Southbound St. [NJ
0
0
0
Out In Total
0
0
0
1 0 1
0
0
0
0 0 0
T
L
U
0 0 0
1 0 1
N 1 4 Is
t�0000
Peak Hour Data
(0 N O
F m m
t0 t0
m
0000�S
4-
u� 0
10/13/2019 10:00 AM
o c
Ending At
o 0 0 0
LL
�o v— M F --♦
W
10/13/2019 11:00 AM
r o 0 0 o m
.-
o 0 0 o
Lights
Mediums
Articulated Trucks
� h ? r►
47 4 51
0 0 0
0 0 0
47 4 51
Out In Total
PRESBYTERIAN
0 0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
R
T
L
U
oaoo
ooa©
aooa
aooa
aoaa
Turning Movement Peak Hour Data Plot (10:00 AM)
APPENDIX PAGE 55
Study Name
HILLS DRWY 1 &
10/13/2019
8:00 AM
2 @ FM 1709
Start Date
Start Time
Site Code
FM 1709
Westbound
HILLS DRWY 2
Northwestbound
HILLS DRWY 1
Northeastbound
FM 1709
Eastbound
Start Time
Hard Left Bear Left Thru
U -Turn
Left
Bear LeftHard Right
U -Turn
Hard Left Bear Right
Ri ht
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
APPENDIX PAGE 56
Study Name
HILLS DRWY 3 &
10/13/2019
8:00 AM
4 @ FM 1709
Start Date
Start Time
Site Code
FM 1709
Westbound
HILLS DRWY 4
Northwestbound
HILLS DRWY 3
Northeastbound
FM 1709
Eastbound
Start Time
Hard Left Bear Left Thru
U-Turn
Left
Bear LeftHard Right
U-Turn
Hard Left Bear Right
Ri ht
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
APPENDIX PAGE 57
SUNDAY DRIVEWAY C UNTS
Start TimeT
HILLS DWY 1
IN LIT
HILLS DWY 2
IN LIT
HILLS DWY 3
IN LIT
HILLS DWY 4
IN LIT
TAL
IN
LIT
H LIR
T TAL
H URLY
IN
UT
8: AM
8 -9
126
122
4
8:15 AM
1
3
1
3
1
18
16
2
815-915
174
168
6
8:3 AM
9
3
9
21
21
83 -93
172
166
6
8:45 AM
65
8
1
12
1
87
85
2
845-945
164
152
12
9: AM
33
4
1
9
1
48
46
2
9 -1
8
69
11
9:15 AM
6
4
4
2
16
14
2
915-1 15
36
26
1
9:3 AM
3
1
1
1
4
3
13
7
6
93 -1 3
66
3
36
9:45 AM
1
1
1
3
2
1
945-1 45
154
73
81
1: AM
3
1
4
3
1
1 -11
2 8
1 1
1 7
1 :15 AM
14
3
11
2
12
2
2
46
18
28
1 :3 AM
44
1
19
4
26
2
5
1 1
5
51
1 :45 AM
19
1
7
1
12
1
7
57
3
27
APPENDIX PAGE 58
GRAMTraffic N TX Inc. Count Name: RIVER OAKS DR -
1120 W. Lovers Lane BROCK DR @ FM 1709
Site Code:
Arlington, Texas, United States 76013 Start Date: 10/13/2019
817.265.8968 Page No: 1
Turnina Movement Data
Start Time
Left
RIVER OAKS OR
Southbound
Thru Right U -Turn
App.
Total
Left
Thru
FM 1709
Westbound
Right U -Tum
App.
Total
Left
Thru
BROCK DR
Northbound
Right U -Turn
App.
Total
Left
Thru
FM 1709
Eastbound
Right U -Tum
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
:aoo
aooa
aooa
aooa
aooa
aooa
aooa
aooa
.aooa
aooa
Turning Movement Data Plot
APPENDIX PAGE 60
RIVER OAKS DR [N]
Out In Total
15 3 18
0 0 0
0 0 0
15 3 18
a
N 1 4 Lt
N
M O
0 0 cO
10/13/2019 8:00 AM
Ending At
N m
o f
10/13/2019 11:15 AM
r N o o cn
coo
m
Lights
u
... N u�
0 N N N
Mediums
w
A N p N Oti
Articulated Trucks
� h ? r►
7 4 11
0 0 0
0 0 0
7 4 11
Out In Total
BROCK DR [S]
:aoo
aooa
aooa
aooa
aooa
aooa
aooa
aooa
.aooa
aooa
Turning Movement Data Plot
APPENDIX PAGE 60
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turning Movement Peak Hour Data (10:00 AM)
Count Name: RIVER OAKS DR-
BROCK DR @ FM 1709
Site Code:
Start Date: 10/13/2019
Page No: 3
Start Time
Left
RIVER OAKS OR
Southbound
Thru Right U -Turn
App.
Total
Left
Thru
FM 1709
Westbound
Right U -Tum
App.
Total
Left
Thru
BROCK DR
Northbound
Right U -Turn
App.
Total
Left
Thru
FM 1709
Eastbound
Right U -Tum
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
ooaa
aaaa
000a
aoaa
ooao
U
RIVER OAKS DR [N]
0
0
0
Out In Total
0
0
0
0 1 1
0
0
0
0 0 0
0
0
0
0 0 0
0 1 1
N 1 4 Is
t�0000
Peak Hour Data
o N r o y
m o cn O
O O O O J S
m
10/13/2019 10:00 AM
in cn
o c m o
Ending At
l
n o
10/13/2019 11:00 AM
m
u
O'
Lights
Mediums
Articulated Trucks
h ? r►
5 2 1 7
0 0 0
0 0 0
5 2 7
Out In Total
BROCK DR [S]
ooaa
aaaa
000a
aoaa
ooao
U
L T R
0
0
0
2
0
0
0
0
0
0
0
0
0
0
0
2
Turning Movement Peak Hour Data Plot (10:00 AM)
APPENDIX PAGE 62
Study Name
HILLS DWY 1 & DWY
10/31/2019
8:00 AM
2 @ FM
1709 -
WEEKDAY
Start Date
Start Time
Site Code
FM1709
Westbound
DWY 2
Northwestbound
DWY 1
Northeastbound
FM 1709
Eastbound
Start Time
Hard Left Bear Left Thru
U -Turn
Left
Bear LeftHard Right
U -Turn
Hard Left Bear Right
Ri ht
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
APPENDIX PAGE 63
Study Name
HILLS DWY 3 & DWY
10/31/2019
8:00 AM
4 @ FM
1709 -
WEEKDAY
Start Date
Start Time
Site Code
FM 1709
Westbound
DWY 4
Northwestbound
DWY 3
Northeastbound
FM 1709
Eastbound
Start Time
Hard Left Bear Left Thru
U -Turn
Left
Bear LeftHard Right
U -Turn
Hard Left Bear Right
Ri ht
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
APPENDIX PAGE 64
WEEKDAY AM DRIVEWAY C UNTS
Start Time
HILLS DWY 1
IN UT
HILLS DWY 2
IN UT
HILLS DWY 3
IN UT
HILLS DWY 4
IN UT
T TAL
IN
UT
H UR
T TAL
H URLY
IN
UT
8: AM
11
11
11
8 -9
119
116
3
8:15 AM
17
17
17
815-915
231
173
58
8:3 AM
14
1
1
1
17
15
2
83 -93
265
173
92
8:45 AM
65
3 1
5
74
73
1
9: AM
58
9
3 2
7 26
123
68
55
9:15 AM
14
3
2 19
1 12
51
17
34
APPENDIX PAGE 65
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turning Movement Data
Count Name: BROCK DR -
RIVER OAKS DR @ FM 1709 -
WEEKDAY
Site Code:
Start Date: 10/31/2019
Page No: 1
Start Time
Left
RIVER OAKS OR
Southbound
Thru Right U -Turn
App.
Total
Left
Thru
FM 1709
Westbound
Right U -Tum
App.
Total
Left
Thru
BROCK DR
Northbound
Right U -Turn
App.
Total
Left
Thru
FM 1709
Eastbound
Right U -Tum
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
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
U
RIVER OAKS DR [N]
0
0
0
3
Out In Total
0
0
0
8
39 17 56
9
0
R
T
0 0 0
U
0 0 0
39 17 56
8 0 9
0
0 0
0
N 1 4
Is
O M �fJ O M
O V
o m r
10/31/2019 8:00 AMo—
o
C
Ending At
N A V O
N
N N N
10131/2019 9:30 AM
r p o o a
m
N N
Lights
u
O (O O
O o M o
Mediums
W Ut N O
a m a m v
O O CY �
Articulated Trucks
r _
1► C N O A
� ht
r►
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
8
0
9
0
R
T
L
U
U
L T R
0
0
0
3
0
0
0
0
0
0
0
0
0
0
0
3
Turning Movement Data Plot
APPENDIX PAGE 67
GRAM Traffic NTX Inc.
1120 W. Lovers Lane
Arlington, Texas, United States 76013
817.265.8968
Turning Movement Peak Hour Data (8:00 AM)
Count Name: BROCK DR -
RIVER OAKS DR @ FM 1709 -
WEEKDAY
Site Code:
Start Date: 10/31/2019
Page No: 3
Start Time
Left
RIVER OAKS OR
Southbound
Thru Right U -Turn
App.
Total
Left
Thru
FM 1709
Westbound
Right U -Tum
App.
Total
Left
Thru
BROCK DR
Northbound
Right U -Turn
App.
Total
Left
Thru
FM 1709
Eastbound
Right U -Tum
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
oaoo
000a
aooa
aooa
aoaa
Turning Movement Peak Hour Data Plot (8:00 AM)
APPENDIX PAGE 69
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
N 1 4 Is
t�
Peak Hour Data
N" N
,,
W O W (�O O
F N
o o
10/31/2019 8:00 AM
c N
— o
Ending At
O F
10131/2019 9:00 AM
r N o o N
m
LL
.;7N
u
() r N
Lights
Mediums
N e
J N N m O
Articulated Trucks
ZIC
h ? r►
3 1 1 4
0 0 0
0 0 0
3 1 4
Out In Total
BROCK DR [S]
oaoo
000a
aooa
aooa
aoaa
Turning Movement Peak Hour Data Plot (8:00 AM)
APPENDIX PAGE 69
PEAK PERIOD DELAY
NORTHBOUND BROCK DRIVE
APPENDIX PAGE 70
File Name: BROCK RD @ FM 1709 - NB APPROACH - SUNDAY
Start Date: 10/13/2019
Start Time: 8:15:00 AM
Site Code: 38
Vehicle
8:15:19 AM
Released from
Time in
Number
I Joined Queue
I Queue
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
APPENDIX PAGE 71
File Name: BROCK RD @ FM 1709 - NB APPROACH - AM WEEKDAY
Start Date: 10/31/2019
Start Time: 8:00:00 AM
Site Code: 38
Vehicle Joined Released Time in
Number Queue from Queue I Queue
1 8:26:00 AM 8:26:03 AM 3
8:59:47 AM 8:59:53 AM
9:02:39 AM 9:02:44 AM
4 9:03:42 AM 9:03:46 AM 4
Average Delay = 5.0
APPENDIX PAGE 72
File Name: BROCK RD @ FM 1709 - NB APPROACH - PM WEEKDAY
Start Date: 10/16/2019
Start Time: 4:00:00 PM
Site Code: 38
Vehicle
Joined
Released from
Time in
Number
I Queue
Queue
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
APPENDIX PAGE 73
SYNCRHO PRINTOUTS
APPENDIX PAGE 74
HCM 6th TWSC
1: Dwy 1 & FM 1709 Existing Weekday AM 830-930.syn
Intersection
Minor1
Conflicting Flow All 0 0 -
829
Stage 1 - - -
-
A
Int Delay, s/veh
0
- 7.14
Critical Hdwy Stg 1 -
-
Critical Hdwy Stg 2
-
Movement
EBT
EBR
WBL
WBT
NBL
NB
Lane Configurations
tti�
- 1
Mov Cap -1 Maneuver - -
ttt
Mov Cap -2 Maneuver -
r
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
Existing Weekday AM 830-930.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Weekday AM 830-930.syn
Synchro 10 Report
APPENDIX PAGE 75
HCM 6th TWSC
2: Dwy 2 & FM 1709 Existing Weekday AM 830-930.syn
Intersection
Minor
Conflicting Flow All 0 0 -
749
Stage 1 - - -
-
A
Int Delay, s/veh
0.1
- 7.14
Critical Hdwy Stg 1 -
-
Critical Hdwy Stg 2
-
Movement
EBT
EBR
WBL
WBT
NBL
NB
Lane Configurations
tti�
- 1
Mov Cap -1 Maneuver - -
ttt
Mov Cap -2 Maneuver -
r
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
Minor
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
Existing Weekday AM 830-930.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Weekday AM 830-930.syn
Synchro 10 Report
APPENDIX PAGE 76
HCM 6th TWSC
3: Dwy 3 & FM 1709 Existing Weekday AM 830-930.syn
Intersection
Minor1
Conflicting Flow All 0 0 -
740
Stage 1 - - -
-
A
Int Delay, s/veh
0.2
- 7.14
Critical Hdwy Stg 1 -
-
Critical Hdwy Stg 2 -
-
Movement
EBT
EBR
WBL
WBT
NBL
NB
Lane Configurations
tti�
- 1
Mov Cap -1 Maneuver - -
ttt
Mov Cap -2 Maneuver -
r
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
Existing Weekday AM 830-930.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Weekday AM 830-930.syn
Synchro 10 Report
APPENDIX PAGE 77
HCM 6th TWSC
4: Dwy 4 & FM 1709 Existing Weekday AM 830-930.syn
Intersection L A
Int Delay, s/veh 0.2
Movement
EBT
EBR
WBL
WBT
NBL
NBF
Lane Configurations
tti�
- 7.14
Critical Hdwy Stg 1 -
ttt
Critical Hdwy Stg 2
r
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
Minor
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
Existing Weekday AM 830-930.syn Synchro 10 Report
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Weekday AM 830-930.syn
APPENDIX PAGE 78
HCM 6th TWSC
5: FM 1709 & River Oaks Dr Existing Weekday AM 830-930.syn
Intersection A
Int Delay, s/veh 0.2
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 33
Future Vol, veh/h 33
Conflicting Peds, #/hr 0
Sign Control Free
RT Channelized -
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
6 1454
6 1454
0 0
Free Free
- None
0 -
- 0
- - 0
96 96 96
2 2 2
34 6 1515
682
20
7
6
682
20
7
6
0
0
0
0
Free
Free
Stop
Stop
-
None
-
None
-
Critical Hdwy 5.64
0
- -
0
7.14
0
-
0
6.64
0
-
96
96
96
96
2
2
2
2
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
Existing Weekday AM 830-930.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Weekday AM 830-930.syn
Synchro 10 Report
APPENDIX PAGE 79
HCM 6th TWSC
6: Brock Dr & FM 1709 Existing Weekday AM 830-930.syn
Intersection A
Int Delay, s/veh 0.1
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
ttt
r
Minor1
A
ttt
0 1110
1522
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
*995
None
-
-
None
-
None
Storage Length
-
0
-
300
-
0
Platoon blocked, %
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
- * 928 -
Minor1
0.007 -
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
Existing Weekday AM 830-930.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Weekday AM 830-930.syn
Synchro 10 Report
APPENDIX PAGE 80
HCM 6th TWSC
1: Dwy 1 & FM 1709 Existing Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0
Movement
EBT
EBR
WBL
WBT
NBL
NBF
Lane Configurations
tti�
- 7.14
Critical Hdwy Stg 1 -
ttt
Critical Hdwy Stg 2
r
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
Existing Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 81
HCM 6th TWSC
2: Dwy 2 & FM 1709 Existing Sunday 1000-1100.syn
Intersection
Minor1
Conflicting Flow All 0 0 -
502
Stage 1 - - -
-
Stage 2 - - -
Int Delay, s/veh
0.3
- 7.14
Critical Hdwy Stg 1 -
-
Critical Hdwy Stg 2 -
-
Movement
EBT
EBR
WBL
WBT
NBL
NB
Lane Configurations
tti�
- 1
Mov Cap -1 Maneuver - -
ttt
Mov Cap -2 Maneuver -
r
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 m0ajor1 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
Existing Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 82
HCM 6th TWSC
3: Dwy 3 & FM 1709 Existing Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL
Lane Configurations
tti�
Minor1
0.088 - -
ttt
0 -
r
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
Stage 1 -
None
-
None
Stage 2 -
None
Storage Length
-
Platoon blocked, %
-
1
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
0.088 - -
Conflicting Flow All 0
0 -
HCM Lane LOS
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
Existing Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 83
HCM 6th TWSC
4: Dwy 4 & FM 1709 Existing Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
-TtT+
Minor1
0.025 - -
TTt
0 -
F
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
Stage 1 -
None
-
None
Stage 2 -
None
Storage Length
-
Platoon blocked, %
-
1
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
0.025 - -
Conflicting Flow All 0
0 -
HCM Lane LOS
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
Existing Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 84
HCM 6th TWSC
5: FM 1709 & River Oaks Dr 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
Future Vol, veh/h 39
Conflicting Peds, #/hr 0
Sign Control Free
RT Channelized -
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
0 850
0 850
0 0
Free Free
- None
0 -
- 0
- - 0
81 81 81
2 2 2
48 0 1049
584
0
1
0
584
0
1
0
0
0
0
0
Free
Free
Stop
Stop
-
None
-
None
-
0
-
0
5.64
0
-
0
7.14
0
-
81
81
81
81
2
2
2
2
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
Existing Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 85
HCM 6th TWSC
6: Brock Dr & FM 1709 Existing Sunday 1000-1100.syn
Intersection
Int Delay, s/veh
Movement
0.1
EBT
EBR
WBU
WBL
WBT
NBL
NBR
Lane Configurations
ttt
r
Stage 1 -
A
ttt
- 1048
-
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
*567
None
-
-
None
-
None
Storage Length
Platoon blocked, %
0
-
300
-
0
*1048
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
- 1048 -
Minor1
0.003 -
- 0.013 -
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 Sig 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
Existing Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Existing Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 86
Timings
7: Jelllico Cir & FM 1709 Existing Sunday 1000-1100.syn
Lane Group
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
Lane Configurations
)
ttt
r
ttt
r
4
r
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 Summa
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
its and Phases: 7: Jelllico Cir & FM 1709
*WO1 I -002'R) W I • 04
iso (R) 05 I tos
Existing Sunday 1000-1100.syn Synchro 10 Report
H:1T1897.01 - The Hills Church Expansion TIA1SynchrolExisting Sunday 1000-1100.syn
APPENDIX PAGE 87
Timings
7: JeWico Cir & FM 1709 Existing Sunday 1000-1100.syn
4/
Lane Group
SBR
Lan4Eonfigurations
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
Existing Sunday 1000-1100.syn Synchro 10 Report
H:1T1897.01 - The Hills Church Expansion TIA1SynchrolExisting Sunday 1000-1100.syn
APPENDIX PAGE 88
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Intersection
Minor1
Conflicting Flow All 0 0 -
859
Stage 1 - - -
-
A
Int Delay, s/veh
0.1
- 7.14
Critical Hdwy Stg 1 -
-
Critical Hdwy Stg 2
-
Movement
EBT
EBR
WBL
WBT
NBL
NB
Lane Configurations
tti�
- 1
Mov Cap -1 Maneuver - -
ttt
Mov Cap -2 Maneuver -
r
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
Buildout - No Brock Dr Access - Weekday AM 830-930.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Synchro 10 Report
APPENDIX PAGE 89
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Intersection
Minor1
Conflicting Flow All 0 0 -
765
Stage 1 - - -
-
A
Int Delay, s/veh
0.4
- 7.14
Critical Hdwy Stg 1 -
-
Critical Hdwy Stg 2 -
-
Movement
EBT
EBR
WBL
WBT
NBL
NBR
Lane Configurations
tti�
- 1
Mov Cap -1 Maneuver - -
ttt
Mov Cap -2 Maneuver -
r
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
Buildout - No Brock Dr Access - Weekday AM 830-930.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Synchro 10 Report
APPENDIX PAGE 90
HCM 6th TWSC
5: FM 1709 & River Oaks Dr Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Intersection A
Int Delay, s/veh 0.2
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 33
Future Vol, veh/h 33
Conflicting Peds, #/hr 0
Sign Control Free
RT Channelized -
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
6 1510
6 1510
0 0
Free Free
- None
0 -
- 0
- - 0
96 96 96
2 2 2
34 6 1573
706
21
7
6
706
21
7
6
0
0
0
0
Free
Free
Stop
Stop
-
None
-
None
-
Critical Hdwy 5.64
0
- -
0
7.14
0
-
0
6.64
0
-
96
96
96
96
2
2
2
2
735
22
7
6
Major/Minor Major1
Major2
Minor'
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
Buildout - No Brock Dr Access - Weekday AM 830-930.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Synchro 10 Report
APPENDIX PAGE 91
HCM 6th TWSC
6: Brock Dr & FM 1709 Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Intersection A
Int Delay, s/veh 0.1
Movement EBT EBR WBU WBL WBT NBL NBR
Lane Configurations
ttt
r
Minor1
A
ttt
0 1154
1581
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
*958
None
-
-
None
-
None
Storage Length
-
0
-
300
-
0
Platoon blocked, %
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
- * 894 -
Minor1
0.007 -
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
Buildout - No Brock Dr Access - Weekday AM 830-930.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Weekday AM 830-930.syn
Synchro 10 Report
APPENDIX PAGE 92
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Intersection
Minor1
Conflicting Flow All 0 0 -
591
Stage 1 - - -
-
Stage 2 - - -
Int Delay, s/veh
0.4
- 7.14
Critical Hdwy Stg 1 -
-
Critical Hdwy Stg 2
-
Movement
EBT
EBR
WBL
WBT
NBL
NB
Lane Configurations
tti�
- 1
Mov Cap -1 Maneuver - -
ttt
Mov Cap -2 Maneuver -
r
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
Buildout - No Brock Dr Access - Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 93
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.6
Movement EBT EBR WBL WBT NBL
Lane Configurations
tti�
Conflicting Flow All 0 0 -
573
ttt
-
r
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
Buildout - No Brock Dr Access - Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 94
HCM 6th TWSC
5: FM 1709 & River Oaks Dr 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
Future Vol, veh/h 53
Conflicting Peds, #/hr 0
Sign Control Free
RT Channelized -
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
0 906
0 906
0 0
Free Free
- None
0 -
- 0
- - 0
81 81 81
2 2 2
65 0 1119
622
0
1
0
622
0
1
0
0
0
0
0
Free
Free
Stop
Stop
-
None
-
None
-
0
-
0
5.64
0
-
0
7.14
0
-
81
81
81
81
2
2
2
2
768
0
1
0
Major/Minor Major1
Major2
Mino
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
Buildout - No Brock Dr Access - Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 95
HCM 6th TWSC
6: Brock Dr & FM 1709 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
ttt
r
Minor1
A
ttt
0 816
1119
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
*1214
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
- 1035 -
Minor1
0.003 -
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
Buildout - No Brock Dr Access - Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 96
Timings
7: Jelllico Cir & FM 1709 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
)
ttt
r
ttt
r
4
r
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 Summa
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
Iwo i --*'02,[R) 9 04
esu
05 os
Buildout - No Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:1T1897.01 - The Hills Church Expansion TIA1SynchrolBuildout - No Brock Dr Access - Sunday 1000-1100.syn
APPENDIX PAGE 97
Timings
7: JeWico Cir & FM 1709 Buildout - No Brock Dr Access - Sunday 1000-1100.syn
4/
Lane Group
SBR
Lan4Eonfigurations
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
Buildout - No Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:1T1897.01 - The Hills Church Expansion TIA1SynchrolBuildout - No Brock Dr Access - Sunday 1000-1100.syn
APPENDIX PAGE 98
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0
Movement
EBT
EBR
WBL
WBT
NBL
NBF
Lane Configurations
tti�
- 7.14
Critical Hdwy Stg 1 -
ttt
Critical Hdwy Stg 2
r
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
Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
APPENDIX PAGE 99
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL
Lane Configurations
tti�
Conflicting Flow All 0 0 -
758
ttt
-
r
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
Minor
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
Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
APPENDIX PAGE 100
HCM 6th TWSC
5: FM 1709 & River Oaks Dr 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
Future Vol, veh/h _ 1
Conflicting Peds, #/hr 0
Sign Control Free
RT Channelized -
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
6 1510
6 1510
0 0
Free Free
- None
0 -
- 0
- - 0
96 96 96
2 2 2
1 6 1573
660
21
7
6
660
21
7
6
0
0
0
0
Free
Free
Stop
Stop
-
None
-
None
-
0
-
0
5.64
0
-
0
7.14
0
-
96
96
96
96
2
2
2
2
688
22
7
6
Major/Minor Major1
Major2
Mino
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
Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
APPENDIX PAGE 101
HCM 6th TWSC
6: Brock Dr & FM 1709 Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
Intersection
Int Delay, s/veh 0.8
Movement
EBT
EBR
WBU
WBL
WBT
NBL
NBf�
Lane Configurations
ttt
r
-
A
ttt
-
Stage 2 -
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
1
0
-
300
-
0
*187
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
- * 737 -
Minor1
0.188 -
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
Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn Synchro 10 Report
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Weekday AM 830-930.syn
APPENDIX PAGE 102
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout- WITH Brock Dr Access -Sunday 1000-1100.syn
Intersection
Minor1
Conflicting Flow All 0 0 -
554
Stage 1 - - -
-
Stage 2 - - -
Int Delay, s/veh
0.2
- 7.14
Critical Hdwy Stg 1 -
-
Critical Hdwy Stg 2
-
Movement
EBT
EBR
WBL
WBT
NBL
NB
Lane Configurations
tti�
- 1
Mov Cap -1 Maneuver - -
ttt
Mov Cap -2 Maneuver -
r
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
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 103
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout- WITH Brock Dr Access -Sunday 1000-1100.syn
Intersection
Minor1
Conflicting Flow All 0 0 -
558
Stage 1 - - -
-
Stage 2 - - -
Int Delay, s/veh
0.4
- 7.14
Critical Hdwy Stg 1 -
-
Critical Hdwy Stg 2
-
Movement
EBT
EBR
WBL
WBT
NBL
NB
Lane Configurations
tti�
- 1
Mov Cap -1 Maneuver - -
ttt
Mov Cap -2 Maneuver -
r
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
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 104
HCM 6th TWSC
5: FM 1709 & River Oaks Dr 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
Future Vol, veh/h _ 1
Conflicting Peds, #/hr 0
Sign Control Free
RT Channelized -
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
0 906
0 906
0 0
Free Free
- None
0 -
- 0
- - 0
81 81 81
2 2 2
1 0 1119
614
0
1
0
614
0
1
0
0
0
0
0
Free
Free
Stop
Stop
-
None
-
None
-
Critical Hdwy 5.64
0
- -
0
7.14
0
-
0
6.64
0
-
81
81
81
81
2
2
2
2
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
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 105
HCM 6th TWSC
6: Brock Dr & FM 1709 Buildout- WITH Brock Dr Access -Sunday 1000-1100.syn
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBU WBL WBT NBL NB
Lane Configurations
ttt
r
Minor1
A
ttt
0 816
1119
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
*1214
None
-
-
None
-
None
Storage Length
-
0
-
300
-
0
Platoon blocked, %
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
- 779 -
Minor1
0.128 -
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
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn
Synchro 10 Report
APPENDIX PAGE 106
Timings
7: Jelllico Cir & FM 1709 Buildout- WITH Brock Dr Access -Sunday 1000-1100.syn
(F, 4--- ,
Lane Group
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
Lane Configurations
)
ttt
r
ttt
r
4
r
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 Summa
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
Iwo i --*'02,[R) 9 04
esu
05 os
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:1T1897.01 - The Hills Church Expansion TIA1SynchrolBuildout - WITH Brock Dr Access - Sunday 1000-1100.syn
APPENDIX PAGE 107
Timings
7: Jelllico Cir & FM 1709 Buildout- WITH Brock Dr Access -Sunday 1000-1100.syn
4/
Lane Group
SBR
Lan4Eonfigurations
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
Buildout - WITH Brock Dr Access - Sunday 1000-1100.syn Synchro 10 Report
H:1T1897.01 - The Hills Church Expansion TIA1SynchrolBuildout - WITH Brock Dr Access - Sunday 1000-1100.syn
APPENDIX PAGE 108
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL
Lane Configurations
tti�
Minor1
0.186 - -
ttt
0 -
r
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
Stage 1 -
None
-
None
Stage 2 -
None
Storage Length
-
Platoon blocked, %
-
1
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
0.186 - -
Conflicting Flow All 0
0 -
HCM Lane LOS
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
Buildout - No Brock Dr Access - Sunday 1200-1300.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Synchro 10 Report
APPENDIX PAGE 109
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL
Lane Configurations
tti�
Conflicting Flow All 0 0 -
908
ttt
-
r
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
Buildout - No Brock Dr Access - Sunday 1200-1300.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Synchro 10 Report
APPENDIX PAGE 110
HCM 6th TWSC
5: FM 1709 & River Oaks Dr 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
Future Vol, veh/h 85
Conflicting Peds, #/hr 0
Sign Control Free
RT Channelized -
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
0 1450
0 1450
0 0
Free Free
- None
0 -
- 0
- - 0
81 81 81
2 2 2
105 0 1790
899 0
899 0
0 0
Free Free
- None
0
0
81 81
2 2
1110 0
2 0
2 0
0 0
Stop Stop
- None
0
0 -
0 -
81 81
2 2
2 0
Major/Minor
Major1
WB SB
Major2 Minor2
0.5
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
Buildout - No Brock Dr Access - Sunday 1200-1300.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Synchro 10 Report
APPENDIX PAGE 111
HCM 6th TWSC
6: Brock Dr & FM 1709 Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBU WBL WBT NBL NB
Lane Configurations
ttt
r
Minor1
A
ttt
0 1305
1792
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
*995
None
-
-
None
-
None
Storage Length
-
0
-
300
-
0
Platoon blocked, %
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 m&lajor1
Major2
- 811 -
Minor1
0.006 -
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
Buildout - No Brock Dr Access - Sunday 1200-1300.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - No Brock Dr Access - Sunday 1200-1300.syn
Synchro 10 Report
APPENDIX PAGE 112
HCM 6th TWSC
1: Dwy 1 & FM 1709 Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Intersection
Minor1
Conflicting Flow All 0 0 -
809
Stage 1 - - -
-
Stage 2 - - -
Int Delay, s/veh
0.3
- 7.14
Critical Hdwy Stg 1 -
-
Critical Hdwy Stg 2
-
Movement
EBT
EBR
WBL
WBT
NBL
NB
Lane Configurations
tti�
- 1
Mov Cap -1 Maneuver - -
ttt
Mov Cap -2 Maneuver -
r
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
Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Synchro 10 Report
APPENDIX PAGE 113
HCM 6th TWSC
4: Dwy 4 & FM 1709 Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Intersection
Minor
Conflicting Flow All 0 0 -
887
Stage 1 - - -
-
Stage 2 - - -
Int Delay, s/veh
0.5
- 7.14
Critical Hdwy Stg 1 -
-
Critical Hdwy Stg 2 -
-
Movement
EBT
EBR
WBL
WBT
NBL
NB
Lane Configurations
tti�
- 1
Mov Cap -1 Maneuver - -
ttt
Mov Cap -2 Maneuver -
r
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 mlajor1 Major2
Minor
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
Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Synchro 10 Report
APPENDIX PAGE 114
HCM 6th TWSC
5: FM 1709 & River Oaks Dr 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
Future Vol, veh/h _ 2
Conflicting Peds, #/hr 0
Sign Control Free
RT Channelized -
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
0 1450
0 1450
0 0
Free Free
- None
0 -
- 0
- - 0
81 81 81
2 2 2
2 0 1790
982 0
982 0
0 0
Free Free
- None
0
0
81 81
2 2
1212 0
2 0
2 0
0 0
Stop Stop
- None
0
0 -
0 -
81 81
2 2
2 0
Major/Minor
Major1
WB SB
Major2 Minor
0
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
Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Synchro 10 Report
APPENDIX PAGE 115
HCM 6th TWSC
6: Brock Dr & FM 1709 Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Intersection
Int Delay, s/veh 0.6
Movement EBT EBR WBU WBL WBT NBL NB
Lane Configurations
ttt
r
Minor1
A
ttt
Conflicting Flow All 0
0 1305
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
Pot Cap -1 Maneuver -
None
-
-
None
-
None
Storage Length
*420
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 m&lajor1
Major2
- 811 -
Minor1
0.242 -
- 0.027 -
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
Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
H:1T1897.01 - The Hills Church Expansion TIA1Synchro\Buildout - WITH Brock Dr Access - Sunday 1200-1300.syn
Synchro 10 Report
APPENDIX PAGE 116
ON-SITE VEHICLE SUMMARY (SUNDAY)
APPENDIX PAGE 117
SUNDAY DRIVEWAY COUNTS
APPENDIX PAGE 118
ILLS DWY 1
ILLS DWY 2
ILLS DWY 3
ILLS DWY 4
IN OUT
TOTAL
IN
OUT
VE ICLES
ON SITE
Start Time
IN OUT IN OUT IN OUT
8: AM
8:15 AM
1
3 1
3 1
18
16
2
14
8:3 AM
9
3
9
21
21
35
8:45 AM
65
8 1
12 1
87
85
2
118
9: AM
33
4 1
9 1
48
46
2
162
9:15 AM
6
4
4 2
16
14
2
174
9:3 AM
3 1
1
1
4 3
13
7
6
175
9:45 AM
1 1
1
1
1
3
2
1
1 176
1: AM
3
1
4
3
1
178
1 :15 AM
14 3
11
2 12
2 2
46
18
28
168
1 :3 AM
44 1
19
4 26
2 5
1 1
5
51
167
1 :45 AM
19 1
7
1 12
1 7
57
3
27
17
APPENDIX PAGE 118
THE HILLS CHURCH SOUTHLAKE
FALL 2019 ATTENDACE NUMBERS
APPENDIX PAGE 119
So thlake 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
Excl des 9/1/19 d e to Labor Day
APPENDIX PAGE 120
