Item 10 - Lakeside Presbyterian TIA Report 01.14.22
Traffic Impact Analysis
Lakeside Presbyterian Church
Southlake, Texas
January 14, 2022
Prepared for:
Mr. David Musil
Lakeside Presbyterian Church 2701 W. Southlake Boulevard
Southlake, TX 76092
Prepared By:
Christy Lambeth, P.E., PTOE
Lambeth Engineering Associates, PLLC
8637 CR 148, Kaufman, TX 75142 972.989.3256
Texas Registered Engineering Firm# F-19508
Project #002SOU
January 14, 2022
TABLE OF CONTENTS
EXECUTIVE SUMMARY .................................................................................................. I
INTRODUCTION ........................................................................................................... 1
Purpose .............................................................................................................................. 1
Project Description ............................................................................................................ 1
Study Parameters .............................................................................................................. 4
Study Scenarios .................................................................................................................................... 4
Study Area ............................................................................................................................................ 4
Roadway Network ............................................................................................................ 4
Roadway Descriptions ........................................................................................................................ 4
TRAFFIC VOLUMES ...................................................................................................... 6
Existing Traffic Volumes ..................................................................................................... 6
Background (No-Build) Traffic Volumes ........................................................................... 6
Site-Generated Traffic Volumes ....................................................................................... 6
Background-Plus-Full Site Buildout Traffic Volumes ......................................................... 7
TRAFFIC IMPACT ANALYSIS ...................................................................................... 12
Intersection Capacity Analysis ─ Methodology ............................................................12
Intersection Capacity Analysis ........................................................................................13
Roadway Link Capacity Analysis ─ Methodology ........................................................14
Roadway Link Capacity Analysis ....................................................................................15
Auxiliary Lane Analysis .....................................................................................................16
Sight Distance Analysis .....................................................................................................16
CONCLUSIONS AND RECOMMENDATIONS ........................................................... 17
LIST OF EXHIBITS
Exhibit 1. Vicinity Map ............................................................................................................ 2
Exhibit 2. Site Plan ................................................................................................................... 3
Exhibit 3. Existing Roadway Geometry ................................................................................. 5
Exhibit 4. Year 2021 Existing Traffic Volumes ........................................................................ 8
Exhibit 5. Year 2022 Background Traffic Volumes................................................................ 9
Exhibit 6. Site Traffic Volumes .............................................................................................. 10
Exhibit 7. Year 2022 Background-Plus-Site Traffic Volumes ............................................... 11
LIST OF TABLES
Table 1. Existing Traffic Volumes ........................................................................................... 7
Table 1. Projected New Trip Generation to Reach Site Buildout ....................................... 7
Table 2. Projected Trip Generation at Maximum Seating .................................................. 7
Table 3. Projected Trip Generation ITE Trip Generation Manual ........................................ 7
Table 4. Intersection LOS Summary – Sunday .................................................................... 13
Table 5. Intersection LOS Summary – Wednesday ............................................................ 13
Table 6. Roadway Link LOS Summary – Sunday ............................................................... 15
Table 7. Roadway Link LOS Summary – Wednesday ........................................................ 15
Table 8. Sight Distance Summary ....................................................................................... 16
Lakeside Presbyterian Church TIA Page i
EXECUTIVE SUMMARY
Lambeth Engineering Associates, PLLC, conducted a traffic impact analysis for Lakeside Presbyterian
Church, located at 2701 W. Southlake Boulevard in Southlake, Texas. This TIA was conducted to support
site plan approval for the completion of Sunday school classrooms.
The church building is completed. The church is finishing approximately 8,205 SF of the total 24,470 SF
interior space to accommodate additional Sunday school classrooms. The classrooms are planned to be
completed in 2022. The church will not be expanding the sanctuary; the existing seating capacity will
remain.
This study evaluated the impact that the proposed development will have on the surrounding roadway
network and evaluates the need for a right-turn, deceleration lane.
The following intersection was studied in this analysis:
W. Southlake Boulevard at the church driveway (unsignalized)
A 2% annual growth rate was applied to the existing traffic volumes to project future background
volumes. The following study scenarios were analyzed during the weekday AM and PM peak hours and
Sunday AM and PM peak hours.
2021 Existing (with existing church traffic)
2022 Background (with existing church traffic)
2022 Background-Plus-Site (with existing church traffic and projecting traffic to full site
buildout)
Considering full site buildout, the church is projected to generate more traffic on Sundays; the site is
projected to generate 85 trips in the AM peak hour (64 inbound and 21 outbound) and 151 trips in the
PM peak hour (14 inbound and 137 outbound). On weekdays, the church is expected to generate 30
trips in the AM peak hour (3 inbound and 27 outbound) and 62 trips during the PM peak hour (32
inbound and 30 outbound).
Below is a summary of findings from the analyses presented in this report.
The church driveway intersection with W. Southlake Boulevard is shown to operate with an
overall LOS C or better considering existing, background, and background-plus-full site buildout
traffic volumes.
The roadway links are shown to operate at LOS A/B on Sunday and LOS D or better on weekdays,
with full site buildout.
A right-turn, deceleration lane is not required based on TxDOT’s criteria when considering an
average workday.
Lakeside Presbyterian Church TIA Page ii
When considering the peak hour of generator on a Sunday at full capacity, the church is
projected to generates 64 inbound trips, not exceeding the City’s 100 threshold for requiring a
right-turn, deceleration lane.
Sight-distance requirements are satisfied at the church driveway.
This analysis shows the church is not expected to have a significant impact on the surrounding roadway
network. The eastbound movement on W. Southlake Boulevard is projected to operate at 26% of the
road’s capacity on Sunday mornings, when church is beginning. With 74% roadway capacity remaining,
the church members slowing down to turn into the church on Sunday mornings are not expected to
create a safety hazard for other motorists traveling on W. Southlake Boulevard.
It is recommended the City not require a right-turn, deceleration lane based on projected traffic
volumes, and the roadway link operates at LOS A/B on Sundays during the church peak hours.
END
Lakeside Presbyterian Church TIA Page 1
INTRODUCTION
Purpose
The services of Lambeth Engineering Associates, PLLC, (herein Lambeth) were retained to conduct a
traffic impact analysis (TIA) for Lakeside Presbyterian Church in Southlake, Texas. The purpose of this
study is to project the anticipated traffic generated by the church when it reaches full capacity,
determine the impact it will have on the surrounding roadway network, and determine whether a right-
turn, deceleration lane is required. This TIA is being conducted to support approval of finishing out
interior space for additional Sunday school classrooms.
Project Description
The church is located at 2701 W. Southlake Boulevard, east of the W. Southlake Boulevard/Watermere
Drive intersection.
The church building is completed. The current project is finishing approximately 8,205 SF of the total
24,470 SF interior space to accommodate additional Sunday school classrooms. The classrooms are
planned to be completed in 2022. The church will not be adding additional seating to the sanctuary; the
current sanctuary seating capacity will be maintained.
The maximum number of seats the church is able to fit in the sanctuary is 338, as shown in the pictures
in the Appendix. There were 197 church members in attendance when Sunday’s traffic volumes were
collected. Churches are perceived full when they are approaching 80% capacity due to the front row
not being fully occupied and there are vacant seats between families/members.1,2 Therefore, to
accommodate 197 church members, there would need to be at least 246 seats. To project church traffic
at buildout scenario, this TIA projects traffic for the additional 92 seats, in order to project full traffic
volumes at capacity with all 338 seats. This is consistent with ITE methodology in that trip generation
rates are based on the number of seats in a church, not the number of attendees.
A vicinity map is shown in Exhibit 1, and the site plan is shown in Exhibit 2.
1 Nicholson, G. (17 June 2016). “The 80 Percent Rule...Myth, or Fact?” Perspective.
https://gnichol.wordpress.com/2016/06/17/the-80-percent-rule-myth-or-fact/. Retrieved 22 December 2021.
2 Seating, C. (7 October 2016). “Better Church Auditorium Seating Options.” Carroll Seating Company.
https://www.carrollseating.com/auditorium-seating-options/better-church-auditorium-seating-options/. Retrieved 22
December 2021.
SiteW. Southlake Blvd.Watermere Dr.NORTH
Map Obtained from Google Earth 08.26.20L A M B E T HENGINEERINGTEXAS REGISTERED ENGINEERING FIRM F-19508Exhibit 1. Vicinity Map
Exhibit 2. Site Plan
1
Lakeside Presbyterian Church TIA Page 4
Study Parameters
This TIA considered the following study parameters.
Study Scenarios
The following scenarios were studied in this analysis:
Roadway Intersection: Sunday AM and PM peaks hour of church and Wednesday AM and PM
peak hours
Roadway Links: Sunday AM and PM peak hours of church and Wednesday AM and PM peak
hours
Analysis Scenarios:
o 2021 Existing (with existing church traffic)
o 2022 Background (with existing church traffic)
o 2022 Background-Plus-Site (with existing church traffic and projecting traffic to full site
buildout)
Study Area
The following roadway intersection was studied in this analysis:
W. Southlake Boulevard at the church driveway (unsignalized)
Roadway Network
Roadway Descriptions
The project includes the following roadways:
W. Southlake Boulevard
Existing Cross Section: Six-lane, undivided roadway
Speed Limit: 45 MPH
Thoroughfare Plan Designation: A6D – 124’ Arterial
A summary of the existing roadway geometry used in this analysis is shown in Exhibit 3.
Sunday
⤶200 (200)⤶200 (200)
←406 (1,036)←200 (200)
⤶↓⤴⮏0 (0)
W. Southlake Blvd.⤶↓⤴⤷200 (200)
200 (200)⤷⤴→⤵0 (0)⮍⤴→⤵692 (924)→660 (1,014)→
200 (200)⤵200 (200)⤵Church Dwy.Wednesday
⤶200 (200)⤶200 (200)
←816 (1,876)←200 (200)
⤶↓⤴⮏0 (0)
W. Southlake Blvd.⤶↓⤴⤷200 (200)
200 (200)⤷⤴→⤵0 (0)⮍⤴→⤵1,440 (1,065)→1,458 (1,064)→
200 (200)⤵200 (200)⤵Church Dwy.1/14/2022
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
Exhibit 3. Roadway Geometry
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
LEGEND:
STOP STOP Sign
Existing Travel Lane
STOP
STOP
Lakeside Presbyterian Church TIA Page 6
TRAFFIC VOLUMES
Existing Traffic Volumes
Intersection turning-movement volumes and roadway link traffic volumes were collected on Sunday,
October 3, 2021, from 8:30 AM to 1:00 PM and Wednesday, October 6, 2021, from 7:00 – 9:00 AM and
4:00 PM to 6:00 PM. Year 2021 traffic volumes are illustrated in Exhibit 4. Detailed data sheets are
provided in the Appendix.
Due to COVID-19 social distancing, some traffic volumes are lower than typical. Existing traffic volumes
were compared to 2019 and TxDOT volumes and they were comparable, and higher in some
movements. Therefore, no COVID-19 adjustments were made to traffic volumes.
Background (No-Build) Traffic Volumes
Historical traffic volume data were obtained from TxDOT’s online traffic counts3, which show a decline
over the years. However, in order to be conservative, a 2% annual growth rate was used for this analysis.
Traffic forecasts were developed for the year 2022 no-build scenario by applying the 2% annual growth
rate to the existing traffic volumes on W. Southlake Boulevard. The resulting year 2022 background (no-
build) volumes are illustrated in Exhibit 5. The TxDOT historical volumes are provided in the Appendix.
Site-Generated Traffic Volumes
Traffic generated by the development, known as trip generation, was calculated considering the existing
traffic volumes and current church attendance/seating. The peak hours for different peak periods were
determined and trip generation rates were calculated for each. For reference, the trip generation for
the existing site is shown in Table 1. Trip generation rates are provided in the Appendix. The resulting
trip generations for seats added to existing volumes to reach full site buildout are shown in Table 2 . For
reference, projected site traffic volumes considering full capacity area shown in Table 3.
Sunday Peak Hours:
AM Peak Hour of Generator: 8:30 AM – 9:30 AM; peak hour for total church traffic, used in
analysis
AM Peak Hour of Adjacent Street Traffic: 10:15 AM – 11:15 AM; peak hour for overall
intersection, typically used in analysis
AM Peak Hour of Church Inbound Traffic Volumes: 9:45 AM – 10:45 AM; shown for reference
only. TIAs consider peak hour of generator or peak hour of adjacent street traffic.
PM Peak Hour of Generator and Adjacent Street Traffic: 12:00 PM – 1:00 PM; used in analysis
Wednesday:
AM Peak Hour of Church and Adjacent Street Traffic: 8:00 AM – 9:00 AM; used in analysis
PM Peak Hour of Church and Adjacent Street Traffic: 5:00 PM – 6:00 PM; used in analysis
3 Texas Department of Transportation Planning and Programming Division’s Statewide Traffic Analysis and Reporting System
II, https://txdot.ms2soft.com/tcds/tsearch.asp?loc=Txdot&mod=. Accessed December 2021.
Lakeside Presbyterian Church TIA Page 7
Table 1. Existing Traffic Volumes
Table 2. Projected New Trip Generation to Reach Site Buildout
(Site Volumes Added to Existing Volumes in Order to Reach Full Site Buildout)
* Peak hour of inbound trips shown for reference only and is not used in analysis. TIAs consider peak hour of adjacent street
traffic or peak hour of generator, not peak hour of inbound traffic.
Table 3. Projected Trip Generation at Maximum Seating
(Existing Plus Additional Trips for Reaching Capacity)
TIAs typically consider peak hour of adjacent street traffic; however, this study considers peak hour of
generator for Sunday, to be conservative. The additional site-generated traffic was added to the
driveway and the resulting full site buildout-related traffic volumes are shown in Exhibit 6.
Trip generation is typically calculated based on rates published in the Institute of Transportation
Engineers (ITE) Trip Generation Manual, 11th Edition. Since the TIA is for existing church in operation at
the same location, current traffic volumes were used. The trip generation based on ITE is provided
below, for reference only.
Table 4. Projected Trip Generation ITE Trip Generation Manual
Background-Plus-Full Site Buildout Traffic Volumes
Background-plus-full site buildout traffic forecasts were developed by adding the projected traffic
generated by the proposed development to the 2022 background (with existing site) volumes. The
resulting background-plus-site volumes are summarized in Exhibit 7.
Total In Out Total In Out
Church - Sunday Peak Hour of Generator 92 Seats 23 17 6 41 4 37
Church - Sunday Adjacent Street Peak Hour 92 Seats 18 14 4 41 4 37
Church - Sunday Peak Hour of Church Inbound 92 Seats 22 19 3 41 4 37
Church - Weekday 92 Seats 8 1 7 17 9 8
Use Quantity
AM Peak Hour PM Peak Hour
Total In Out Total In Out
560 Church - Seats - Weekday 338 Seats 24 14 10 34 15 19
560 Church - Seats - Sunday 338 Seats 157 77 80 -- -- --
PM Peak HourITE # Use Quantity
AM Peak Hour
Total In Out Total In Out
Church - Sunday Peak Hour of Generator 246 Seats 62 47 15 110 10 100
Church - Sunday Adjacent Street Peak Hour 246 Seats 48 38 10 110 10 100
Church - Sunday Peak Hour of Church Inbound 246 Seats 58 52 6 110 10 100
Church - Weekday 246 Seats 22 2 20 45 23 22
Use Quantity
AM Peak Hour PM Peak Hour
Total In Out Total In Out
Church - Sunday Peak Hour of Generator 338 Seats 85 64 21 151 14 137
Church - Sunday Adjacent Street Peak Hour 338 Seats 66 52 14 151 14 137
Church - Sunday Peak Hour of Church Inbound 338 Seats 80 71 9 151 14 137
Church - Weekday 338 Seats 30 3 27 62 32 30
Use Quantity
AM Peak Hour PM Peak Hour
Sunday
⤶200 (200)⤶200 (200)⤶200 (200)←406 (1,036)←406 (1,036)←200 (200)
⤶↓⤴⮏0 (0)W. Southlake Blvd.⤶↓⤴⤷200 (200)⤶↓⤴⤷200 (200)
200 (200)⤷⤴→⤵200 (200)⤷⤴→⤵0 (0)⮍⤴→⤵692 (924)→645 (914)→660 (1,014)→
200 (200)⤵47 (10)⤵200 (200)⤵Church Dwy.Wednesday
⤶200 (200)⤶200 (200)⤶200 (200)←816 (1,876)←816 (1,876)←200 (200)
⤶↓⤴⮏0 (0)W. Southlake Blvd.⤶↓⤴⤷200 (200)⤶↓⤴⤷200 (200)
200 (200)⤷⤴→⤵200 (200)⤷⤴→⤵0 (0)⮍⤴→⤵1,440 (1,065)→1,438 (1,042)→1,458 (1,064)→
200 (200)⤵2 (23)⤵200 (200)⤵
LEGEND:Church Dwy.Sunday: XX (YY) = 8:30 AM - 9:30 AM (12:00 PM - 1:00 PM) Peak Hour Traffic Volumes
Wednesday: XX (YY) = 8:00 AM - 9:00 AM (5:00 PM - 6:00 PM) Peak Hour Traffic Volumes
1/14/2022
Exhibit 4. Year 2021 Existing Traffic Volumes
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
15
(100)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
200
(200)
20
(22)
200
(200)
200
(200)
200
(200)
Sunday
⤶204 (204)⤶204 (204)⤶204 (204)←414 (1,057)←414 (1,057)←204 (204)
⤶↓⤴⮏0 (0)W. Southlake Blvd.⤶↓⤴⤷204 (204)⤶↓⤴⤷204 (204)
204 (204)⤷⤴→⤵204 (204)⤷⤴→⤵0 (0)⮍⤴→⤵706 (942)→658 (932)→673 (1,034)→
204 (204)⤵47 (10)⤵204 (204)⤵Church Dwy.Wednesday
⤶204 (204)⤶204 (204)⤶204 (204)←832 (1,914)←832 (1,914)←204 (204)
⤶↓⤴⮏0 (0)W. Southlake Blvd.⤶↓⤴⤷204 (204)⤶↓⤴⤷204 (204)
204 (204)⤷⤴→⤵204 (204)⤷⤴→⤵0 (0)⮍⤴→⤵1,469 (1,086)→1,467 (1,063)→1,487 (1,085)→
204 (204)⤵2 (23)⤵204 (204)⤵
LEGEND:Church Dwy.Sunday: XX (YY) = 8:30 AM - 9:30 AM (12:00 PM - 1:00 PM) Peak Hour Traffic Volumes
Wednesday: XX (YY) = 8:00 AM - 9:00 AM (5:00 PM - 6:00 PM) Peak Hour Traffic Volumes
1/14/2022
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
15
(100)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
Exhibit 5. Year 2022 Background Traffic Volumes
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
204
(204)
20
(22)
Sunday
⤶7 (14)⤶7 (14)⤶7 (14)←3 (19)←12 (21)←6 (12)
⤶↓⤴⮏9 (2)W. Southlake Blvd.⤶↓⤴⤷5 (10)⤶↓⤴⤷5 (10)
8 (16)⤷⤴→⤵8 (16)⤷⤴→⤵3 (19)⮍⤴→⤵9 (2)→0 (0)→3 (19)→
8 (17)⤵17 (4)⤵8 (17)⤵
Church Dwy.Wednesday
⤶7 (14)⤶7 (14)⤶7 (14)←4 (4)←4 (9)←6 (12)
⤶↓⤴⮏1 (5)W. Southlake Blvd.⤶↓⤴⤷5 (10)⤶↓⤴⤷5 (10)
8 (16)⤷⤴→⤵8 (16)⤷⤴→⤵4 (4)⮍⤴→⤵1 (5)→0 (0)→4 (4)→
8 (17)⤵1 (9)⤵8 (17)⤵
LEGEND:Church Dwy.Sunday: XX (YY) = 8:30 AM - 9:30 AM (12:00 PM - 1:00 PM) Peak Hour Traffic Volumes
Wednesday: XX (YY) = 8:00 AM - 9:00 AM (5:00 PM - 6:00 PM) Peak Hour Traffic Volumes
1/14/2022
8
(16)
8
(16)
8
(16)
8
(16)
8
(16)
8
(16)
7
(15)
8
(16)
8
(16)
7
(15)
8
(16)
6
(37)
8
(16)
8
(16)
8
(16)
7
(15)
8
(16)
8
(16)
8
(16)
8
(16)
8
(16)
8
(16)
8
(16)
8
(16)
8
(16)
8
(16)
8
(16)
Exhibit 6. Site Traffic Volumes Added for Full Site Buildout
7
(15)
8
(16)
8
(16)
7
(15)
8
(16)
8
(16)
7
(15)
8
(16)
7
(8)
Sunday
⤶211 (218)⤶211 (218)⤶211 (218)←417 (1,075)←426 (1,077)←210 (216)
⤶↓⤴⮏9 (2)W. Southlake Blvd.⤶↓⤴⤷209 (214)⤶↓⤴⤷209 (214)
212 (220)⤷⤴→⤵212 (220)⤷⤴→⤵3 (19)⮍⤴→⤵714 (944)→658 (932)→676 (1,053)→
212 (221)⤵64 (14)⤵212 (221)⤵Church Dwy.Wednesday
⤶211 (218)⤶211 (218)⤶211 (218)←836 (1,918)←836 (1,922)←210 (216)
⤶↓⤴⮏1 (5)W. Southlake Blvd.⤶↓⤴⤷209 (214)⤶↓⤴⤷209 (214)
212 (220)⤷⤴→⤵212 (220)⤷⤴→⤵4 (4)⮍⤴→⤵1,469 (1,091)→1,467 (1,063)→1,491 (1,089)→
212 (221)⤵3 (32)⤵212 (221)⤵
LEGEND:Church Dwy.Sunday: XX (YY) = 8:30 AM - 9:30 AM (12:00 PM - 1:00 PM) Peak Hour Traffic Volumes
Wednesday: XX (YY) = 8:00 AM - 9:00 AM (5:00 PM - 6:00 PM) Peak Hour Traffic Volumes
1/14/2022
211
(219)
212
(220)
27
(30)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
Exhibit 7. Year 2022 Background Plus Full Site Buildout Traffic Volumes
211
(219)
212
(220)
212
(220)
211
(219)
212
(220)
212
(220)
211
(219)
212
(220)
212
(220)
211
(219)
212
(220)
21
(137)
211
(219)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
212
(220)
Lakeside Presbyterian Church TIA Page 12
TRAFFIC IMPACT ANALYSIS
Intersection Capacity Analysis ─ Methodology
Intersection capacity analysis was conducted for the study intersections following the guidelines
contained in the Highway Capacity Manual. Intersections are assigned a “level of service” (LOS) letter
grade for the peak hour of traffic based upon the number of lanes at the intersection, traffic volumes,
and traffic control. Level of Service A (LOS A) represents light traffic flow (free-flow conditions) while
LOS F represents heavy traffic flow (over-capacity conditions). LOS D is typically considered acceptable
in the region. Individual movements are also assigned LOS grades. It is important to note that one or
more individual movement(s) typically operate at LOS F when the overall intersection is operating at
LOS D.
The following table summarizes the LOS criteria for signalized and unsignalized intersections as defined
in the Highway Capacity Manual, 6th Edition.
Intersection LOS Criteria
Signalized Intersection
Average Total Delay
(Seconds/Vehicle)
Unsignalized Intersection
Average Total Delay
(Seconds/Vehicle)
LOS A < 10 < 10
LOS B > 10 - < 20 > 10 - < 15
LOS C > 20 - < 35 > 15 - < 25
LOS D > 35 - < 55 > 25 - < 35
LOS E > 55 - < 80 > 35 - < 50
LOS F > 80 > 50
Obtained from Highway Capacity Manual, 6th Edition, Exhibits 19-8, 20-2, and 21-8
The LOS calculations for this analysis were conducted in accordance with the Highway Capacity Manual,
6th Edition, using Vistro. Detailed Vistro reports summarizing analysis data for each scenario are
provided in the Appendix.
Lakeside Presbyterian Church TIA Page 13
Intersection Capacity Analysis
The study area was analyzed considering each scenario (existing, background, and background-plus-full
site buildout) to determine the projected impact that the proposed development will have on the
roadway system. LOS results are based upon the existing traffic control and lane configurations. The
existing PHF of 0.88 was used for Sunday AM peak hour, and since the PHF for the remainder peak hours
was equal to or greater than 0.92, the default PHF of 0.92 was applied.
The LOS results for Sunday are shown in Table 5, and LOS results for Wednesday are shown in Table 6.
Table 5. Intersection LOS Summary – Sunday
a) A, B, C, D, E, or F represents the level of service for the turning movement.
b) The number in parenthesis is the average delay (in seconds) for the respective turning movement.
c) When there is no turning movement in the scenario, “--” is noted.
d) NB, SB, EB, WB = Northbound, Southbound, Eastbound, or Westbound; L, T, R = Left, Through, or Right
Table 6. Intersection LOS Summary – Wednesday
As shown, the northbound, right-turning movement leaving the site is projected to operate at LOS C
when considering full site buildout.
LOS Delay
(Sec)LOS Delay
(Sec)LOS Delay
(Sec)LOS Delay
(Sec)LOS Delay
(Sec)LOS Delay
(Sec)
Approach
101 W. Southlake Boulevard at NB C (19.2)C (15.4)C (19.6)C (15.6)C (20.0)C (16.0)
Church Driveway
Unsignalized Intersection:
2021
Existing
2022
Background
AM PM AM PM
2022
Bkgd.-Plus-Site
AM PM
Intersection #Intersection
LOS Delay
(Sec)LOS Delay
(Sec)LOS Delay
(Sec)LOS Delay
(Sec)LOS Delay
(Sec)LOS Delay
(Sec)
Approach
101 W. Southlake Boulevard at NB B (12.5)C (15.8)B (12.3)C (16.1)B (12.5)C (17.6)
Church Driveway
2022
Background
2022
Bkgd.-Plus-Site
PM
Intersection #Intersection
2021
Existing
AM
Unsignalized Intersection:
PM AM PM AM
Lakeside Presbyterian Church TIA Page 14
Roadway Link Capacity Analysis ─ Methodology
Roadway links are roadway segments between intersections. The North Central Texas Council of
Governments’ (NCTCOG) Dallas-Fort Worth Regional Travel Model (DFWRTM): Description of the
Multimodal Forecasting Process, 2000, outlines hourly service volume capacities based upon type of
roadway function and area. The table below summarizes the roadway link capacities.
NCTCOG Roadway Link Hourly Service Volumes (Capacity)
Area Type
Principal Arterial Minor Arterial &
Frontage Road
Collector &
Local Street
Median-
Divided
or One-
Way
Undivided,
Two-Way
Median-
Divided
or One-
Way
Undivided,
Two-Way
Median-
Divided
or One-
Way
Undivided,
Two-Way
CBD 725 650 725 650 475 425
Urban/Commercial 850 775 825 750 525 475
Suburban Residential 925 875 900 825 575 525
Rural 1,025 925 975 875 600 550
Obtained from NCTCOG Regional Travel Model, Exhibits 23 and 24
To determine the LOS of a roadway link, the volume-to-capacity ratio (V/C) is calculated using the
projected traffic volume and the roadway capacities noted above. A V/C below 1.0 indicates that the
roadway is operating under capacity. The NCTCOG’s roadway link LOS criteria are summarized in the
table below.
NCTCOG Roadway Link LOS Criteria
LOS Volume-to-Capacity Ratio (V/C)
A/B < 45%
C > 45% - < 65%
D > 65% - < 80%
E > 80% - < 100%
F > 100%
Obtained from NCTCOG Regional Travel Model, Exhibits 23 and 24
Lakeside Presbyterian Church TIA Page 15
Roadway Link Capacity Analysis
A roadway link capacity analysis was performed considering the peak hour volumes. The LOS results are
shown in Table 7 and Table 8. As shown, with the addition of full site buildout traffic volumes, W.
Southlake Boulevard will continue to operate at LOS A/B on Sunday and at LOS D or better on
Wednesday.
Table 7. Roadway Link LOS Summary – Sunday
Veh/Hr = Vehicles per Hour; V/C = Volume-to-Capacity Ratio; LOS = Level of Service
Table 8. Roadway Link LOS Summary – Wednesday
Capacity Per
Lane
(Veh/Ln)
No. of
Lanes
Roadway
Capacity Veh/Hr V/C LOS Veh/Hr V/C LOS Veh/Hr V/C LOS
W. Southlake Boulevard, West of Church Driveway
Eastbound 925 3 2,775 1,440 52%C 1,469 53%C 1,470 53%C
Westbound 925 3 2,775 816 29%A/B 832 30%A/B 836 30%A/B
W. Southlake Boulevard, West of Church Driveway
Eastbound 925 3 2,775 1,065 38%A/B 1,086 39%A/B 1,095 39%A/B
Westbound 925 3 2,775 1,876 68%D 1,914 69%D 1,922 69%D
PM Peak Hour
AM Peak Hour
Roadway Link
Roadway Capacity 2021
Existing
2022
Background
2022
Bkgd.-Plus-Full Site
Buildout
Capacity Per
Lane
(Veh/Ln)
No. of
Lanes
Roadway
Capacity Veh/Hr V/C LOS Veh/Hr V/C LOS Veh/Hr V/C LOS
W. Southlake Boulevard, West of Church Driveway
Eastbound 925 3 2,775 692 25%A/B 705 25%A/B 723 26%A/B
Westbound 925 3 2,775 406 15%A/B 414 15%A/B 426 15%A/B
W. Southlake Boulevard, West of Church Driveway
Eastbound 925 3 2,775 924 33%A/B 942 34%A/B 946 34%A/B
Westbound 925 3 2,775 1,036 37%A/B 1,057 38%A/B 1,077 39%A/B
AM Peak Hour
PM Peak Hour
Roadway Link
Roadway Capacity 2021
Existing
2022
Background
2022
Bkgd.-Plus-Full Site
Buildout
Lakeside Presbyterian Church TIA Page 16
SITE ACCESS REVIEW
Auxiliary Lane Analysis
TxDOT Deceleration Lane Analysis
The Texas Department of Transportation (TxDOT) sets guidelines for providing right-turn, auxiliary lanes
in Table 2-3 of the July 2011 Access Management Manual.
Right-turn, deceleration lanes should be considered when the following thresholds are met:
Speed limit > 45 MPH, where right-turn volume is > 50 VPH
Speed limit ≤ 45 MPH, where right-turn volume is > 60 VPH
The Fort Worth TxDOT District notes TIA criteria for the average workday, which would consider the
Wednesday AM and PM peak hours. There is a peak of 32 right-turns on a Wednesday, and the speed
limit on S. Westlake Boulevard is 45 MPH. Therefore, based on TxDOT’s criteria, a right-turn,
deceleration lane is not required.
City of Southlake Deceleration Lane Analysis
The City of Southlake requires right-turn, deceleration lanes at driveways when the right-turning volume
into the driveway exceeds 40 vehicles in the peak hour on a weekday and 100 vehicles in the peak hour
on a Sunday if the speed limit on the street facility exceeds 40 MPH (as noted in the Driveway Ordinance
No. 634).
When considering full site buildout, there are 32 right-turns into the site during Wednesday PM peak
hour and 65 right-turns into the site during the Sunday AM peak hour of generator. This does not meet
the City’s criteria for a right-turn, deceleration lane.
Even when considering traffic volume projections with ITE’s rates, the projected peak hour trips turning
into the site are 77 trips per hour, less than the required 100 trips her hour which require a right-turn
deceleration lane.
Sight Distance Analysis
The sight distance was evaluated, as required by TxDOT, to ensure that motorists can safely maneuver
to/from the site. The roadways around the site are relatively straight and do not have significant grades,
so the sight visibility to/from the site is adequate. The required sight distances as provided in AASHTO’s
2018 A Policy on Geometric Design of Highways and Streets, 7th Edition, are provided in Table 9.
Table 9. Sight Distance Summary
Intersection Major Road
Speed Limit Sight Distance Scenario Required
(Feet)
Provided
(Feet)
Satisfies
Criteria?
W. Southlake Boulevard at
Church Driveway YES>450430Right Turn from Minor Road (Case B2)45 MPH
Lakeside Presbyterian Church TIA Page 17
CONCLUSIONS AND RECOMMENDATIONS
Lambeth Engineering Associates, PLLC, conducted a traffic impact analysis for the Lakeside Presbyterian
Church, located at 2701 W. Southlake Boulevard in Southlake, Texas. This TIA was conducted to support
approval to finish interior space for Sunday school classrooms. The sanctuary seating capacity is not
increasing with the project.
The project is projected to be completed in 2022, with its current maximum number of seats being 338
and a total of 24,470 SF, of which 8,205 SF is being finished out for additional Sunday school classrooms.
This study evaluated the impact that the proposed development will have on the surrounding roadway
network and evaluates the need for a right-turn, deceleration lane. Below is a summary of findings from
the analyses presented in this report.
The church driveway intersection with W. Southlake Boulevard is shown to operate with an
overall LOS C or better considering existing, background, and background-plus-full site buildout
traffic volumes.
The roadway links are shown to operate at LOS A/B on Sunday and LOS D or better on weekday
with full site buildout.
A right-turn, deceleration lane is not required based on TxDOT’s criterial when considering an
average workday.
When considering the peak hour of generator on a Sunday, the church generates 64 inbound
trips, not exceeding the City’s 100 threshold for requiring a right-turn, deceleration lane.
Sight-distance requirements are satisfied at the church driveway.
This analysis shows the church is not expected to have a significant impact on the surrounding roadway
network. The eastbound movement on W. Southlake Boulevard is projected to operate at 26% of the
road’s capacity on Sunday mornings, when church is beginning. With 74% roadway capacity remaining,
the church members slowing down to turn into the church on Sunday mornings are not expected to
create a safety hazard for other motorists traveling on W. Southlake Boulevard.
It is recommended the City not require a right-turn, deceleration lane based on projected traffic
volumes, and the roadway link operates at LOS A/B on Sundays during the church peak hours.
END
Appendix
Appendix
A. Site Pictures
B. Existing Volumes
C. Growth Rate
D. COVID Factor
E. Trip Generation
F. Site Traffic Distribution
G. Resources for Church Seating Capacity
H. Vistro Analysis
Appendix
Appendix A
Existing Volumes
Lakeside Presbyterian Church
ŚƵƌĐŚ^ĂŶĐƚƵĂƌLJ—>ŽŽŬŝŶŐŝŶƚŽ^ĞĂƟŶŐ
ĨƌŽŵůƚĞƌ
ŚƵƌĐŚ^ĂŶĐƚƵĂƌLJ—>ŽŽŬŝŶŐdŽǁĂƌĚƐůƚĞƌĨƌŽŵ
ĞŶƚĞƌŽĨĂĐŬ
ŚƵƌĐŚ^ĂŶĐƚƵĂƌLJ—>ŽŽŬŝŶŐdŽǁĂƌĚƐůƚĞƌĨƌŽŵ
ĂĐŬ͕ZŝŐŚƚŽƌŶĞƌ
ŚƵƌĐŚ^ĂŶĐƚƵĂƌLJ—>ŽŽŬŝŶŐdŽǁĂƌĚƐůƚĞƌĨƌŽŵ
ĂĐŬ͕&ƌŽŶƚZŝŐŚƚŽƌŶĞƌ
Lakeside Presbyterian Church
ŚƵƌĐŚƌŝǀĞǁĂLJ—>ŽŽŬŝŶŐEŽƌƚŚdŽǁĂƌĚƐt͘
^ŽƵƚŚůĂŬĞŽƵůĞǀĂƌĚ tĞƐƚŽĨŚƵƌĐŚƌŝǀĞǁĂLJ—>ŽŽŬŝŶŐ ĂƐƚ
ŚƵƌĐŚƌŝǀĞǁĂLJ—>ŽŽŬŝŶŐ ĂƐƚ
Appendix
Appendix B
Existing Volumes
15 Min Hourly Inbound Outbound TotalStart Time Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-TurnTotal Total8:30 AM000009400 0 03 0 0171602748:45 AM0000011900 0 03 0 0190403169:00 AM0000010400 0 02 0 01422602749:15 AM000008900 0 07 0 01421102491,113 47 15629:30 AM000007800 0 04 0 0172102551,094 42 16 589:45 AM0000010900 0 00 0 0145302571,035 41 13 5410:00 AM0000011900 0 00 0 01351302671,028 28 11 3910:15 AM0000018500 0 01 0 01923104091,188 48 5 5310:30 AM0010014600 0 05 0 0287504441,377 52 6 5810:45 AM0000016100 0 02 0 0233103971,517 50 8 5811:00 AM0000016600 0 02 0 0211103801,63038 10 4811:15 AM0000017400 0 01 0 0229104051,626 8 10 1811:30 AM0000016210 0 03 0 0229303981,580 6 8 1411:45 AM0000018300 0 06 0 0236204271,610 7 12 1912:00 PMGenerator AM Peak: 8:30 AM - 9:30 AM0000040600 0 0150 06454701,113Generator AM Peak Hour PHF: 0.00 0.00 0.00 0.00 0.00 0.85 0.00 0.00 0.00 0.00 0.54 0.00 0.00 0.85 0.45 0.00 0.88AM Peak Hour: 10:15 AM - 11:15 AM0010065800 0 0100 09233801630AM Peak Hour PHF: 0.00 0.00 0.25 0.00 0.00 0.89 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.80 0.31 0.00 0.9212:00 PM0000026410 0 0540 0222105421,772 39 65 10412:15 PM0000030000 0 0250 0206205331,900 3 80 8312:30 PM0000024100 0 03 0 0247204931,995 5 82 8712:45 PM0010023110 0 0181 0239504962,06410 1001101:00 PMPM Peak: 12:00 PM - 1:00 PM001001,036 2 0 0 0 100 1 0 914 10 0 2,064PM PHF: 0.00 0.00 0.25 0.00 0.00 0.86 0.50 0.00 0.00 0.00 0.46 0.25 0.00 0.93 0.50 0.00 0.95Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-TurnChurch TrafficStudy Name LAKESIDE PRESBYTERIAN @ SOUTHLAKE BLVD - SUNStart Date 10/03/2021Start Time 8:30 AMSite CodeCollected by: Gram Traffic NTX Inc.Southbound Westbound Northbound EastboundRESIDENTIAL DWY SOUTHLAKE BLVD LAKESIDE PRESBYTERIAN CHURCH SOUTHLAKE BLVD
15 Min Hourly Inbound Outbound TotalStart Time Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-TurnTotal Total7:00 AM0000010800 0 02 0 0329004397:15 AM0000012720 0 00 0 0391005207:30 AM0000014200 0 05 0 0417005647:45 AM0000017600 0 03 0 0390005692,092 0 10 108:00 AM0000019200 0 03 0 0378005732,226 0 11 118:15 AM0000019700 0 04 0 0363005642,270 0 15 158:30 AM0000019610 0 03 0 0343105442,250 1 13 148:45 AM0010023100 0 010 0 0354105972,278220229:00 AMAM Peak: 8:00 AM - 9:00 AM0010081610 0 020 0 01438 2 02,278AM PHF: 0.00 0.00 0.25 0.00 0.00 0.88 0.25 0.00 0.00 0.00 0.50 0.00 0.00 0.95 0.50 0.00 0.954:00 PM0000037510 0 01 0 0227206064:15 PM0000035500 0 02 0 0250206094:30 PM0010036500 0 02 0 0268106374:45 PM0000036500 0 02 0 0276406472,499 9 7 165:00 PM0020041110 0 09 0 0266806972,590 15 15 305:15 PM0010053020 0 02 0 0244507842,765 18 15 335:30 PM0000048000 0 07 0 0264607572,885 23 20 435:45 PM0000045510 0 04 0 0268407322,97023 22456:00 PMPM Peak: 5:00 PM - 6:00 PM003001876 4 0 0 0 22 0 0 1042 23 0 2,970PM PHF: 0.00 0.00 0.38 0.00 0.00 0.88 0.50 0.00 0.00 0.00 0.61 0.00 0.00 0.97 0.72 0.00 0.95Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-TurnChurch TrafficStudy Name LAKESIDE PRESBYTERIAN @ SOUTHLAKE BLVD - WEDStart Date 10/06/2021Start Time 7:00 AMSite CodeCollected by: Gram Traffic NTX Inc.Southbound Westbound Northbound EastboundRESIDENTIAL DWY SOUTHLAKE BLVD LAKESIDE PRESBYTERIAN CHURCH SOUTHLAKE BLVD
Appendix
Appendix C
Growth Rate
Growth Rate
W. Southlake Boulevard, East of Lakeside Presbyterian Church
Year AADT % Growth Traffic Count % Growth
2019 30,252 -3.5%31,315 -3.6%
2014 36,123 -0.9%37,628
2009 37,830
2009 - 2019:-2.2%-3.6%
Traffic Volumes obtained from TxDOT TCDS on November 19, 2021.
W. Southlake Boulevard, East of Davis Boulevard
Year AADT % Growth Traffic Count % Growth
2020 32,609 -20.9%36,245 -15.8%
2019 41,219 -3.7%43,053 -1.5%
2018 42,793 2.0%43,688 0.8%
2017 41,950 -0.7%43,357 -1.3%
2016 42,263 43,934
2016 - 2020:-6.3%-15.8%
Traffic Volumes obtained from TxDOT TCDS on November 19, 2021.
Growth Rates Used in Analysis: 2%
Appendix
Appendix D
COVID Factor
COVID Adjustment Factor
2019 TxDOT
Link Count
(EB + WB)
2021 Counts
(EB + WB)Difference % Difference COVID Factor
AM 2,174 2,256 82 3.63% 0.96
(PM) (1,916) (2,941) (1025) 34.85% 0.65
2019 TxDOT
Link Count
(EB + WB)
2021 Counts
(EB + WB)Difference % Difference COVID Factor
AM 2,298 2,256 -42 -1.86% 1.02
(PM) (2,256) (2,941) (685) 23.29% 0.77
COVID Factor Used in TIA:
AM - No COVID Adjustment Factors Used
PM - No COVID Adjustment Factors Used
W. Southlake Boulevard, East of Lakeside Presbyterian Church
W. Southlake Boulevard, West of Lakeside Presbyterian Church
Appendix
Appendix E
Trip Generation
Trip Generation
Directional Trip Distribution - Based on Existing Volumes
In Out In Out
Sunday Peak Hour of Generator 76%24%9%91%
Sunday Adjacent Street Peak Hour 79%21%9%91%
Sunday Peak Hour of Church Inbound 90%10%9%91%
Weekday 9%91%51%49%
In/Out Percentage
Use AM PM
Existing Traffic Volumes for Church Peak Hours
Total In Out Total In Out
Church - Sunday Peak Hour of Generator 246 Seats 62 47 15 110 10 100
Church - Sunday Adjacent Street Peak Hour 246 Seats 48 38 10 110 10 100
Church - Sunday Peak Hour of Church Inbound 246 Seats 58 52 6 110 10 100
Church - Weekday 246 Seats 22 2 20 45 23 22
Trip Generation Added to Reach Full Site Buildout
Total In Out Total In Out
Church - Sunday Peak Hour of Generator 92 Seats 23 17 6 41 4 37
Church - Sunday Adjacent Street Peak Hour 92 Seats 18 14 4 41 4 37
Church - Sunday Peak Hour of Church Inbound 92 Seats 22 19 3 41 4 37
Church - Weekday 92 Seats
8 1 7 17 9 8
Trip Generation at Full Capacity (Existing Plus Additional Site)
Total In Out Total In Out
Church - Sunday Peak Hour of Generator 338 Seats 85 64 21 151 14 137
Church - Sunday Adjacent Street Peak Hour 338 Seats 66 52 14 151 14 137
Church - Sunday Peak Hour of Church Inbound 338 Seats 80 71 9 151 14 137
Church - Weekday 338 Seats
30 3 27 62 32 30
Use
Use
Use
Quantity AM Peak Hour PM Peak Hour
Quantity AM Peak Hour PM Peak Hour
Quantity AM Peak Hour PM Peak Hour
Trip Generation Rates - Based on Existing Volumes
Use AM PM
Sunday Peak Hour of Generator 0.25 0.45
Sunday Adjacent Street Peak Hour 0.20 0.45
Sunday Peak Hour of Church Inbound 0.24 0.45
Weekday 0.09 0.18
Rate
Appendix
Appendix F
Site Traffic Distribution
Sunday
96%95%⤶80%⤶80%⤶80% 0%←50%←70%
⤶↓⤴⮏50%W. Southlake Blvd.⤶↓⤴⤷60%⤶↓⤴⤷60%
97%⤷⤴→⤵97%⤷⤴→ 0% ⤴→⤵50%→0% 0%
99%⤵100%⤵99%⤵Church Dwy.Wednesday
⤶80%⤶80%⤶80%
0%←50%←70%
⤶↓⤴⮏50%W. Southlake Blvd.⤶↓⤴⤷60%⤶↓⤴⤷60%
97%⤷⤴→⤵97%⤷⤴→ 0% ⤴→⤵50%→0% 0%
99%⤵100%⤵99%⤵Church Dwy.12/23/2021
94% 96% 95% 94%
91% 92% 93% 91% 92% 0%
96% 95% 94%
91% 92% 93%
96% 95% 94% 96% 95% 94% 96% 95% 94%
Exhibit A. Inbound Trip Distribution
91% 92% 93%91% 92% 93% 91% 92% 0%
Westbound traffic distribution
is shown for motorists making a
U-turn at Watermere Drive to
turn into the site .
Westbound traffic distribution
is shown for motorists making a
U-turn at Watermere Drive to
turn into the site .
Sunday
⤶80%⤶80%⤶80%←50%←50%←70%
⤶↓⤴ 0%W. Southlake Blvd.⤶↓⤴⤷60%⤶↓⤴⤷60%
97%⤷⤴→⤵97%⤷⤴→⤵50%⮍⤴→⤵0% 0% 50%→
99%⤵0% 99%⤵Church Dwy.Wednesday
⤶80%⤶80%⤶80%←50%←50%←70%
⤶↓⤴ 0%W. Southlake Blvd.⤶↓⤴⤷60%⤶↓⤴⤷60%
97%⤷⤴→⤵97%⤷⤴→⤵50%⮍⤴→⤵0% 0% 50%→
99%⤵0% 99%⤵Church Dwy.12/23/2021
96% 95% 94% 96% 95% 94%
91% 92% 93% 91% 92%100%
96% 95% 94%
91% 92% 93%
96% 95% 94% 96% 95% 94% 96% 95% 94%
Exhibit B. Outbound Trip Distribution
91% 92% 93%91% 92% 93% 91% 92%100%
Appendix
Appendix G
Resources for Church Seating
Capacity
https://gnichol.wordpress.com/2016/06/17/the-80-percent-rule-myth-or-fact/
https://www.carrollseating.com/auditorium-seating-options/better-church-auditorium-seating-options/
Appendix
Appendix H
Vistro Analysis
Vistro Scenarios:
1. 2021 Existing AM - Sunday
2. 2021 Existing PM - Sunday
3. 2022 Bkgd AM - Sunday
4. 2022 Bkgd PM - Sunday
5. 2022 Bkgd + Site AM - Sunday
6. 2022 Bkgd + Site PM – Sunday
7. 2021 Existing AM - Wednesday
8. 2021 Existing PM - Wednesday
9. 2022 Bkgd AM - Wednesday
10. 2022 Bkgd PM - Wednesday
11. 2022 Bkgd + Site AM - Wednesday
12. 2022 Bkgd + Site PM - Wednesday
0.033Volume to Capacity (v/c):
BLevel Of Service:
12.2Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
461053733170Total Analysis Volume [veh/h]
11501318340Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.88001.00000.88000.88000.88001.0000Peak Hour Factor
406047645150Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
406047645150Base Volume Input [veh/h]
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 1: 1 2021 Existing AM - Sunday
Version 2021 (SP 0-6)
Generated with
BIntersection LOS
0.16d_I, Intersection Delay [s/veh]
AABApproach LOS
0.000.0012.19d_A, Approach Delay [s/veh]
0.000.000.000.002.540.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.100.0095th-Percentile Queue Length [veh/ln]
AAABMovement LOS
0.000.000.000.0012.190.00d_M, Delay for Movement [s/veh]
0.000.000.000.010.030.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 1: 1 2021 Existing AM - Sunday
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 1: 1 2021 Existing AM - Sunday
Version 2021 (SP 0-6)
Generated with
0.247Volume to Capacity (v/c):
CLevel Of Service:
15.8Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
11260119931090Total Analysis Volume [veh/h]
28203248270Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92001.00000.92000.92000.92001.0000Peak Hour Factor
10360109141000Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
10360109141000Base Volume Input [veh/h]
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 2: 2 2021 Existing PM - Sunday
Version 2021 (SP 0-6)
Generated with
CIntersection LOS
0.77d_I, Intersection Delay [s/veh]
AACApproach LOS
0.000.0015.84d_A, Approach Delay [s/veh]
0.000.000.000.0024.100.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.960.0095th-Percentile Queue Length [veh/ln]
AAACMovement LOS
0.000.000.000.0015.840.00d_M, Delay for Movement [s/veh]
0.010.000.000.010.250.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 2: 2 2021 Existing PM - Sunday
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 2: 2 2021 Existing PM - Sunday
Version 2021 (SP 0-6)
Generated with
0.033Volume to Capacity (v/c):
BLevel Of Service:
12.3Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
470053748170Total Analysis Volume [veh/h]
11801318740Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.88001.00000.88000.88000.88000.5000Peak Hour Factor
414047658150Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
414047658150Base Volume Input [veh/h]
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 3: 3 2022 Bkgd AM - Sunday
Version 2021 (SP 0-6)
Generated with
BIntersection LOS
0.16d_I, Intersection Delay [s/veh]
AABApproach LOS
0.000.0012.27d_A, Approach Delay [s/veh]
0.000.000.000.002.570.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.100.0095th-Percentile Queue Length [veh/ln]
AAABMovement LOS
0.000.000.000.0012.270.00d_M, Delay for Movement [s/veh]
0.000.000.000.010.030.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 3: 3 2022 Bkgd AM - Sunday
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 3: 3 2022 Bkgd AM - Sunday
Version 2021 (SP 0-6)
Generated with
0.251Volume to Capacity (v/c):
CLevel Of Service:
16.1Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
114901110131090Total Analysis Volume [veh/h]
28703253270Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92001.00000.92000.92000.92001.0000Peak Hour Factor
10570109321000Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
10570109321000Base Volume Input [veh/h]
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 4: 4 2022 Bkgd PM - Sunday
Version 2021 (SP 0-6)
Generated with
CIntersection LOS
0.77d_I, Intersection Delay [s/veh]
AACApproach LOS
0.000.0016.06d_A, Approach Delay [s/veh]
0.000.000.000.0024.560.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.980.0095th-Percentile Queue Length [veh/ln]
AAACMovement LOS
0.000.000.000.0016.060.00d_M, Delay for Movement [s/veh]
0.010.000.000.010.250.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 4: 4 2022 Bkgd PM - Sunday
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Preby. 12.22.21.vistro
12/22/2021
Scenario 4: 4 2022 Bkgd PM - Sunday
Version 2021 (SP 0-6)
Generated with
0.048Volume to Capacity (v/c):
BLevel Of Service:
12.5Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
484073748240Total Analysis Volume [veh/h]
12101818760Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.88001.00000.88000.88000.88001.0000Peak Hour Factor
426064658210Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
426064658210Base Volume Input [veh/h]
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
1/14/2022
Scenario 5: 5 2022 Bkgd+Site AM - Sunday
Version 2021 (SP 0-6)
Generated with
BIntersection LOS
0.23d_I, Intersection Delay [s/veh]
AABApproach LOS
0.000.0012.49d_A, Approach Delay [s/veh]
0.000.000.000.003.740.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.150.0095th-Percentile Queue Length [veh/ln]
AAABMovement LOS
0.000.000.000.0012.490.00d_M, Delay for Movement [s/veh]
0.000.000.000.010.050.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
1/14/2022
Scenario 5: 5 2022 Bkgd+Site AM - Sunday
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
1/14/2022
Scenario 5: 5 2022 Bkgd+Site AM - Sunday
Version 2021 (SP 0-6)
Generated with
0.344Volume to Capacity (v/c):
CLevel Of Service:
17.6Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
117101510131490Total Analysis Volume [veh/h]
29304253370Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92001.00000.92000.92000.92001.0000Peak Hour Factor
10770149321370Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
10770149321370Base Volume Input [veh/h]
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
12/30/2021
Scenario 6: 6 2022 Bkgd+Site PM - Sunday
Version 2021 (SP 0-6)
Generated with
CIntersection LOS
1.12d_I, Intersection Delay [s/veh]
AACApproach LOS
0.000.0017.63d_A, Approach Delay [s/veh]
0.000.000.000.0037.780.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.001.510.0095th-Percentile Queue Length [veh/ln]
AAACMovement LOS
0.000.000.000.0017.630.00d_M, Delay for Movement [s/veh]
0.010.000.000.010.340.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
12/30/2021
Scenario 6: 6 2022 Bkgd+Site PM - Sunday
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
12/30/2021
Scenario 6: 6 2022 Bkgd+Site PM - Sunday
Version 2021 (SP 0-6)
Generated with
0.080Volume to Capacity (v/c):
CLevel Of Service:
19.2Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. SoW. SoDrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
887021563220Total Analysis Volume [veh/h]
2220139150Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92001.00000.92000.92000.92001.0000Peak Hour Factor
816021438200Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
4.002.002.002.0010.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
816021438200Base Volume Input [veh/h]
W. SoW. SoDrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 7: 7 2021 Existing AM - Wed.
Version 2021 (SP 0-6)
Generated with
CIntersection LOS
0.17d_I, Intersection Delay [s/veh]
AACApproach LOS
0.000.0019.19d_A, Approach Delay [s/veh]
0.000.000.000.006.450.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.260.0095th-Percentile Queue Length [veh/ln]
AAACMovement LOS
0.000.000.000.0019.190.00d_M, Delay for Movement [s/veh]
0.010.000.000.020.080.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 7: 7 2021 Existing AM - Wed.
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 7: 7 2021 Existing AM - Wed.
Version 2021 (SP 0-6)
Generated with
0.065Volume to Capacity (v/c):
CLevel Of Service:
15.4Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. SoW. SoDrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
20390251133240Total Analysis Volume [veh/h]
5100628360Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92001.00000.92000.92000.92001.0000Peak Hour Factor
18760231042220Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.004.002.0014.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
18760231042220Base Volume Input [veh/h]
W. SoW. SoDrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 8: 8 2021 Existing PM - Wed.
Version 2021 (SP 0-6)
Generated with
CIntersection LOS
0.11d_I, Intersection Delay [s/veh]
AACApproach LOS
0.000.0015.41d_A, Approach Delay [s/veh]
0.000.000.000.005.180.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.210.0095th-Percentile Queue Length [veh/ln]
AAACMovement LOS
0.000.000.000.0015.410.00d_M, Delay for Movement [s/veh]
0.020.000.000.010.060.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 8: 8 2021 Existing PM - Wed.
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 8: 8 2021 Existing PM - Wed.
Version 2021 (SP 0-6)
Generated with
0.082Volume to Capacity (v/c):
CLevel Of Service:
19.6Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. SoW. SoDrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
904021595220Total Analysis Volume [veh/h]
2260139950Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92001.00000.92000.92000.92001.0000Peak Hour Factor
832021467200Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
4.002.002.002.0010.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
832021467200Base Volume Input [veh/h]
W. SoW. SoDrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 9: 9 2022 Bkgd AM - Wed.
Version 2021 (SP 0-6)
Generated with
CIntersection LOS
0.17d_I, Intersection Delay [s/veh]
AACApproach LOS
0.000.0019.58d_A, Approach Delay [s/veh]
0.000.000.000.006.630.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.270.0095th-Percentile Queue Length [veh/ln]
AAACMovement LOS
0.000.000.000.0019.580.00d_M, Delay for Movement [s/veh]
0.010.000.000.020.080.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 9: 9 2022 Bkgd AM - Wed.
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 9: 9 2022 Bkgd AM - Wed.
Version 2021 (SP 0-6)
Generated with
0.066Volume to Capacity (v/c):
CLevel Of Service:
15.6Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. SoW. SoDrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
20800251155240Total Analysis Volume [veh/h]
5200628960Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92001.00000.92000.92000.92001.0000Peak Hour Factor
19140231063220Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.004.002.0014.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19140231063220Base Volume Input [veh/h]
W. SoW. SoDrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 10: 10 2022 Bkgd PM - Wed.
Version 2021 (SP 0-6)
Generated with
CIntersection LOS
0.11d_I, Intersection Delay [s/veh]
AACApproach LOS
0.000.0015.60d_A, Approach Delay [s/veh]
0.000.000.000.005.280.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.210.0095th-Percentile Queue Length [veh/ln]
AAACMovement LOS
0.000.000.000.0015.600.00d_M, Delay for Movement [s/veh]
0.020.000.000.010.070.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 10: 10 2022 Bkgd PM - Wed.
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Presby. 12.23.21 - Updated Trucks.vistro
12/23/2021
Scenario 10: 10 2022 Bkgd PM - Wed.
Version 2021 (SP 0-6)
Generated with
0.108Volume to Capacity (v/c):
CLevel Of Service:
20.0Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
909031595290Total Analysis Volume [veh/h]
2270139970Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92001.00000.92000.92000.92001.0000Peak Hour Factor
836031467270Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
4.002.002.002.0010.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
836031467270Base Volume Input [veh/h]
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
12/30/2021
Scenario 11: 11 2022 Bkgd+Site AM - Wed.
Version 2021 (SP 0-6)
Generated with
CIntersection LOS
0.23d_I, Intersection Delay [s/veh]
AACApproach LOS
0.000.0020.01d_A, Approach Delay [s/veh]
0.000.000.000.008.970.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.360.0095th-Percentile Queue Length [veh/ln]
AAACMovement LOS
0.000.000.000.0020.010.00d_M, Delay for Movement [s/veh]
0.010.000.000.020.110.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
12/30/2021
Scenario 11: 11 2022 Bkgd+Site AM - Wed.
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
12/30/2021
Scenario 11: 11 2022 Bkgd+Site AM - Wed.
Version 2021 (SP 0-6)
Generated with
0.091Volume to Capacity (v/c):
CLevel Of Service:
16.0Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 1: New Intersection
Intersection Level Of Service Report
NoNoNoCrosswalk
0.000.000.00Grade [%]
45.0045.0030.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Intersection Setup
000Pedestrian Volume [ped/h]
20890351155330Total Analysis Volume [veh/h]
5220928980Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92001.00000.92000.92000.92001.0000Peak Hour Factor
19220321063300Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.004.002.0014.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19220321063300Base Volume Input [veh/h]
W. Southlake Blvd.W. Southlake Blvd.DrivewayName
Volumes
1
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
12/30/2021
Scenario 12: 12 2022 Bkgd+Site PM - Wed.
Version 2021 (SP 0-6)
Generated with
CIntersection LOS
0.16d_I, Intersection Delay [s/veh]
AACApproach LOS
0.000.0015.98d_A, Approach Delay [s/veh]
0.000.000.000.007.500.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.300.0095th-Percentile Queue Length [veh/ln]
AAACMovement LOS
0.000.000.000.0015.980.00d_M, Delay for Movement [s/veh]
0.020.000.000.010.090.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
2
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
12/30/2021
Scenario 12: 12 2022 Bkgd+Site PM - Wed.
Version 2021 (SP 0-6)
Generated with
Traffic Volume - Future Total Volume
3
Vistro File: C:\...\Lakeside Presby. 12.30.21 - Updated Trip Gen.vistro
12/30/2021
Scenario 12: 12 2022 Bkgd+Site PM - Wed.
Version 2021 (SP 0-6)
Generated with