Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Item 6B - TIA
UPDATED 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