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Item 6G TIA Study0
Traffic Impact Analysis
CISD Elementary School
North White Chapel Boulevard
Southlake, Texas
Prepared for:
Hart, Gaugler & Associates, Inc.
January 2010
O Kimley-Horn and Associates, Inc., 2010
061273203
EM
" Kimley-Horn
M and Associates, Inc,
Traffic Impact Analysis
CISD Elementary School
North White Chapel Boulevard
Southlake, Texas
Prepared for:
Hart, Gaugler, & Associates, Inc.
Prepared by:
❑� ❑ Kimley-Horn
� and Associates, Inc.
801 Cherry Street, Unit i l
Suite 950
Fort Worth, TX 76102
817.335.6511
January 2010
© Kimley-Ham and Associates, Inc,, 2010
061273203
jEFFREY,A ,^WHITACRE
102469
Kimley-Horn
and Associates, Inc.
Table of Contents
EXECUTIVE SUMMARY iii
I. Introduction.......................................................................................................................................1
A. Purpose..........................................................................................................................................................1
B. Methodology.................................................................................................................................................1
II. Existing (2009) and Proposed Land Use......................................................................................... 3
A. Site Location / Study Area............................................................................................................................ 3
B. Existing Development...................................................................................................................................3
C. Proposed Development.................................................................................................................................3
III. Existing (2009) Roadway System.....................................................................................................6
A. Thoroughfare System.................................................................................................................................... 6
B. Existing (2009) Traffic Volumes..................................................................................................................6
IV. Existing (2009) Conditions Traffic Analysis................................................................................... 9
A. Level of Service Evaluations........................................................................................................................9
B. Existing (2009) Thoroughfare Capacity Analysis.......................................................................................10
V. Build Out Year (2011) Background Traffic..................................................................................12
A. Build Out Year (2011) Thoroughfare System.............................................................................................12
B. Background Traffic Growth Rate................................................................................................................12
VI. Build Out Year (2011) Background Traffic Analysis..................................................................14
A. Level of Service Evaluations......................................................................................................................14
VII. Build Out (2011) Site Traffic..........................................................................................................15
A. Proposed Site Trip Generation....................................................................................................................15
B. Net Change in Trip Generation...................................................................................................................15
C. Trip Distribution and Traffic Assignment...................................................................................................16
VIII. Build Out Year (2011) Total Traffic Analysis.............................................................................. 20
A. Level of Service Evaluations...................................................................................................................... 20
B. Build Out (2011) Thoroughfare Capacity Analysis.....................................................................................21
C. Site Circulation............................................................................................................................................21
D. Emergency Access Driveway At Orchard Hill Drive.................................................................................22
E. Auxiliary Lanes...........................................................................................................................................22
F. Intersection Sight Distances.........................................................................................................................23
G. Headlights Exiting Main Driveway.............................................................................................................24
H. School Zones...............................................................................................................................................26
IX. Conclusions and Recommendations............................................................................................28
APPENDIX
Traffic Impact Analysis i January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
EM"
Kimley-Horn
and Associates, Inc.
List of Exhibits
Exhibitl - Vicinity Map...............................................................................................................................4
Exhibit2 - Site Plan...................................................................................................................................... 5
Exhibit 3 - Existing (2009) Lane Use and Traffic Control Devices............................................................. 7
Exhibit 4 - Existing (2009) AM & PM School Peak Hour Traffic Volumes ................................................ 8
Exhibit 5 - Build Out Year (2011) Background AM & PM School Peak Hour Traffic Volumes..............13
Exhibit 6 - CISD Elementary School Projected AM & PM Inbound(Outbound) Directional Distribution 17
Exhibit 7 - CISD Elementary School Projected AM &PM School Peak Hour Traffic Volumes...............18
Exhibit 8 - Build Out Year (2011) AM & PM School Peak Hour Traffic Volumes..................................19
Exhibit 9 - Intersection Sight Distance — Left -Turn from Minor Road ...................................................... 25
Exhibit 10 - Overall Recommendations......................................................................................................29
List of Tables
Table I _ Analysis Scenario Summary...................................................................................•......................1
Table 2 - Definition of Level of Service for Signalized and Unsignalized Intersections .............................
9
Table 3 - Existing (2009) Unsignalized Intersection Analysis...................................................................10
Table 4 - Level of Service Criteria for Thoroughfare Capacity Analysis...................................................10
Table 5 - Existing Traffic Thoroughfare Capacity Analysis.......................................................................11
Table 6 - Historic Traffic Volumes.............................................................................................................12
Table 7 - Build Out Background (2011) Unsignalized Intersection Analysis............................................14
Table 8 - Build Out Background (2011) Roundabout Intersection Analysis..............................................14
Table 9 - Estimated Trip Generation Rates.................................................................................................15
Table 10 - Estimated Trip Generation — CISD Elementary School............................................................15
Table 1 l - Build Out (2011) Unsignalized Intersection Analysis...............................................................
20
Table 12 - Build Out (2011) Roundabout Intersection Analysis................................................................
20
Table 13 - Build Out (2011) Traffic Thoroughfare Capacity Analysis.......................................................
21
Traffic impact Analysis li January 20 10
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
Kimiey-Horn
and Associates, Inc.
EXECUTIVE SUMMARY
This report documents a traffic impact analysis performed for the Carroll Independent School District
(CISD) Elementary School located west of N. White Chapel Boulevard between Dove Road and Sweet
Street in the City of Southlake, Texas. Based on information provided by CISD and Hart, Gaugler &
Associates, Inc., the CISD Elementary School site will be designed to accommodate approximately 700
students.
The traffic evaluation was comprised of three (3) scenarios for which the AM & PM school peak hour
level of service analysis was performed. All intersection analysis was completed using the Synchro 6Tm
software. The scenarios are detailed in the table below.
Analysis Scenario Summary
Scenario
Roadway Conditions
Development
Assumptions
Traffic Volumes
Existing (2009)
Existing
Existing
Existing
Build Out
Existing + Improvements
Existing + 2 years of
Background
(Roundabout at N. White
Existing
Background Growth
(2011)
Chapel Boulevard & Dove
°
at 6 /o per year
Road)
Existing + Improvements
Existing + 2 years of
Build Out
(Turn Lane on White Chapel
Existing + CISD
Background Growth
(201 I)
Boulevard and Roundabout
Elementary
at b% per year +CISD
at N. White Chapel
School
Elementary School
Boulevard & Dove Road)
Traffic Impact Analysis iii January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
Kimley-Horn
and Associates, Inc.
Based on the analyses performed during this traffic impact study, we offer the following conclusions and
recommendations (see also Exhibit 10):
Existing (2009) Conclusions & Recommendations:
Based on the analysis of existing conditions, all study area intersections currently operate at an acceptable
level of service during the AM and PM school peak hour.
Build Out Year (2011) Background Traffic Conclusions & Recommendations:
Based on the analysis of the Build Out Year (2011) background traffic conditions the eastbound and
westbound intersection approaches to N. White Chapel Boulevard along Dove Road experience slightly
longer than desired delays. The installation of a roundabout is projected to improve the delay associated
with several of the approaches of the intersection.
Build Out Year (2011) Traffic Conclusions & Recommendations:
Based on the analysis of the projected 2011 build out conditions, the intersection of N. White Chapel
Boulevard & Dove Road approaches an unacceptable level of service as an all -way stop controlled
intersection. This intersection is projected to operate at an acceptable level of service as a roundabout that
is scheduled to be completed prior to the opening of the elementary school.
Based on the anticipated school site distribution and volumes, a northbound left -turn lane from N. White
Chapel Boulevard into the CISD Elementary School's Main Driveway should be provided. The
northbound left -turn will start south of the Bus/Staff Driveway to provide for access to the Bus/Staff
Driveway and continue to the Main Driveway.
We recommend providing pavement markings and/or signage to assist drivers in understanding the one-
way circulation of the student drop-off and pick-up.
We recommend installing "No Parking Signs" along Orchard Hill Drive to prevent school pick-up and
drop-off parking.
Based on field observations, the CISD Elementary School Bus/Staff Driveway along N. White Chapel
Boulevard will be constructed to provide adequate site distance. For the Main Driveway and emergency
access driveway it is recommended that the vegetation/trees within the intersection sight triangle be
removed.
Install a school zone according to the TMUTCD (200 feet from the crosswalk or from the first driveway
on school property, whichever is encountered first as traffic approaches the school) along N. White
Chapel Boulevard.
We recommend providing vegetation on the east side on N. White Chapel Boulevard immediately across
from the Main Driveway to reduce the impact of the headlights on the home immediately across the
street.
A summary of recommendations is shown on Exhibit 10.
Traffic Impact Analysis iv January 2010
CISD Elementary School; N. white Chapel Boulevard, Southlake, Texas
- Remove the vegetation/tree within
the intersection sight triangle.
-Provide vegetation on the east s e
of N. White Chapel Boulevard
immediately across the street from
the Main Drive to reduce the impact
of the headlights on the home
immediately across the street.
(Build Out 2011 - CISD )
ELEMENTAL
1�0 ,,SCHOOL
waQOK 9MAIN DRIVEWAY
Ill
O
W kUSISTAFF DRIVEWAY)
- Consider Removing the RCHARD HILL DR.
vegetation/trees within
the intersection sight triangle.
(Build Out 2011 - CISD )
-Install No Parking Signs along
Orchard Hill Dr_ to prevent pick-up STOCKTON DR
and drop-off parking.
(Build Out 2011 - CISD)
WEST DOVE RD.
- Install pvmt markings and/or
signage to assist drivers in
understanding the one-way
counter clockwise circular
operation of the student
drop-off/pick-up.
(Build Out 2011 - CISD )
- Install a school zone according to
the TMUTCD along N. White
Chapel Boulevard. N.T.S.
(Build Out 2011- CISD )
- Installation of a northbound
left -turn lane to serve the Bus/Staff
Drive and the Main Drive.
(Build Out 2011 - CISD )
J
m
- Installation of the proposed
roundabout prior to the opening of
the Elementary School.
(Build Out 2011 - City)
J
LU
Q
2
U
W
2
2
H
LY
O
Z
EXHIBIT 10:
Overall Recommendations
❑_ n ftley-Horn
ti andAssodatu.ka
Kimley-Horn
and Associates, Inc.
I. INTRODUCTION
Kimley-Horn and Associates, Inc. was retained by Hart, GaugIer & Associates, Inc. to perform
a traffic impact analysis for the proposed Carroll Independent School District (CISD)
Elementary School located west of N. White Chapel Boulevard between Dove Road and future
Sweet Street in the City of Southlake, Texas.
The purpose of this study is to address the traffic and transportation impacts of the proposed
development on surrounding streets and intersections. The specific objectives of this study are
to determine the existing and future levels of service at the various study area intersections and
recommend any capacity or operational related improvements.
B. METHODOLOGY
The traffic evaluation was comprised of three (3) scenarios for which the AM & PM school
peak hour level of service analysis was performed. For the study area intersections, analysis
was accomplished using the Synchro 6TM software. Table 1 provides a summary of the
assumptions used in each scenario.
Table 1 - Analysis Scenario Summary
Scenario
Roadway Conditions
DevelopmentAssumptions
Traffic Volumes
Existing
Existing
Existing
Existing
(2009)
Build Out
Existing + Improvements
Existing + 2 years of
Background
(Roundabout at N. White
Existing
Background Growth
(20i 1)
Chapel Boulevard & Dove
Road)
n
at 6/o per year
Existing + Improvements
(Turn Lane on White
Existing +CISD
Existing + 2 years of
Build Out
Chapel Boulevard and
Elementary
Background Growth
(2011)
Roundabout at N. White
School
at 6% per year + CISD
Chapel Boulevard & Dove
Elementary School
Road)
Traffic Impact Analysis 1 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
©I• ❑ Kimley-Horn
and Associates, Inc.
A list of the intersections analyzed within the study area and their existing and proposed traffic
control can be seen below.
Existing (2009):
Dove Road & N. White Chapel Boulevard (all -way stop)
Build Out Year (2011) Background Build:
Dove Road & N. White Chapel Boulevard (existing: all -way stop; future: roundabout)
Build Out Year (2011):
• N. White Chapel Boulevard & Main Driveway (two-way stop controlled)
• Dove Road & N. White Chapel Boulevard (existing: all -way stop; future: roundabout)
Traffic Impact Analysis 2 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
Kimley-Horn
and Associates, Inc.
II. EXISTING (2009) AND PROPOSED LAND USE
A. SITE LOCATION / STUDY AREA
The proposed Carroll Independent School District (CISD) Elementary School is located west
of N. White Chapel Boulevard between Dove Road and Sweet Street in the City of Southlake,
Texas. A vicinity map can be seen in Exhibit 1.
B. EXISTING DEVELOPMENT
Currently, the site is predominately vacant and generates minimal traffic. Therefore, the
impact of any existing development was not considered in this analysis.
C. PROPOSED DEVELOPMENT
Based on information provided by CISD and Hart, Gaugler & Associates, Inc., the CISD
Elementary School will be designed to accommodate 700 students with two access driveways
onto N. White Chapel Boulevard. The southern access driveway on N. White Chapel
Boulevard will be used for bus/staff traffic and the northern driveway will be used for student
pick-up and drop-off. In addition, an emergency access driveway onto Orchard Hill Drive will
be provided that will be gated.
The current site plan can be seen in Exhibit 2.
Traffic Impact Analysis 3 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
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Kimley-Horn
and Associates, Inc.
III. EXISTING (2009) ROADWAY SYSTEM
A. THOROUGHFARE SYSTEM
Exhibit 3 displays the existing thoroughfares, lane assignments, and traffic control devices
within the study area. The following is a general description of the major thoroughfares within
the study area as they exist today, along with their planned cross -sections and alignments
(based on the City of Southlake Master Thoroughfare Plan).
N. White Chapel Boulevard. is a two-lane undivided collector facility that runs generally in a
north -south direction to the east of the proposed site. South of the study area, N. White
Chapel Boulevard provides a connection to SH 114 and FM 1709. N. White Chapel
Boulevard's intersections with the SH 114 Frontage Roads are currently signalized. The speed
limit along White Chapel Boulevard is posted at 40 mph both north and south of Dove Road.
The City of Southlake's Master Thoroughfare Plan identifies N. White Chapel Boulevard
between the SH 114 WB Frontage Road and Dove Road as ultimately a four -lane divided
arterial (A4D — 88' Arterial). The Master Thoroughfare Plan also identifies N. White Chapel
Boulevard, north of Dove Road, as remaining a two-lane undivided collector (C2U — 70'
Collector). The installation of a roundabout at N. White Chapel Boulevard & Dove Road is
included in the City's currently adopted FY 2010 CIP.
Dove Road is currently a two-lane undivided arterial facility that generally runs in an cast -west
direction. At its intersection with N. White Chapel Boulevard, Dove Road is an all -way stop.
West of the study area, Dove Road provides a connection to SH 114, Shady Oaks Drive, and
N. Peytonville Avenue. Dove Road's intersections with the SH H 4 Frontage Roads are
currently signalized. The speed limit along Dove Road is posted at 30 mph both east and west
of N. White Chapel Blvd. As previously indicated, the installation of a roundabout at N.
White Chapel Boulevard & Dove Road is included in the City's currently adopted FY 2010
CIP. This improvement is anticipated to be in place by the opening of the CISD Elementary
School. The City of Southlake's Master Thoroughfare Plan identifies Dove Road as a two-
lane undivided arterial (A2U — 88' Arterial), east of Kirkwood Boulevard. West of Kirkwood
Boulevard, Dove Rd. is built to its ultimate cross section as a four -lane divided arterial (A4D -
88' Arterial).
Kirkwood Boulevard is currently a four -lane divided arterial facility from Stockton Drive to
Dove Road. At Kirkwood Boulevard's intersection with Stockton Drive, the roadway
transitions into a two-lane facility. Northwest of the study area, Kirkwood Boulevard provides
a connection to SH 114. The speed limit along Dove Road is posted at 30 mph adjacent to
Stockton Drive. The City of Southlake's Master Thoroughfare Plan identifies Kirkwood
Boulevard as a four -lane divided arterial (A41) —100' Arterial).
B. EXISTING (2009) TRAFFIC VOLUMES
Exhibit 4 presents the existing AM & PM school peak hour traffic volumes collected on
Thursday, May 28, 2009 at the intersection of N. White Chapel Boulevard & Dove Road.
Traffic Impact Analysis 6 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
CMFI Kimley-Morn
M and Associates, Inc.
IV. EXISTING (2009) CONDITIONS TRAFFIC ANALYSIS
A. LEVEL OF SERVICE EVALUATIONS
The evaluation of the existing roadway system was comprised of the AM & PM school peak
hour level of service analysis. For the study area intersections, analysis was accomplished via
the Synchro 6Tm software. The previously referenced Exhibit 3 details the lane assignments
and traffic control devices for the existing roadway network that were used for analysis. The
purpose of this analysis was to determine if any deficiencies exist within the network and to
establish a baseline condition.
Capacity defines the volume of traffic that can be accommodated by a roadway at a specified
"level -of -service." Capacity is affected by various geometric factors including roadway type
(e.g. divided or undivided), number of lanes, lane widths, and grades. Level -of -service (LOS),
which is a measure of the degree of congestion, ranges from LOS A (free flowing) to LOS F (a
congested, forced flow condition). LOS C is considered to be the minimum acceptable level
of service by the City of Southlake for design and evaluation purposes, while LOS D is
considered acceptable for long-term planning due to the uncertainty of study assumptions. A
description of each operational state for both signalized and unsignalized intersections, based
on the Highway Capacity Manual, is presented in Table 2.
Table 2 - Definition of Level of Service for Signalized and Unsignalized Intersections
Average Control Delay per
Level
Vehicle on Stop -Controlled
of Service
Approach (sec/veh)
Description
Unsignalized Intersections
:� 10 (A)
No delays at intersections with continuous flow
A and B
traffic. Uncongested operations; high frequency
> 10 and <_ 15 (B)
of long gaps available for all left and right -
turning traffic; no observable queues.
Moderate delays at intersections with
C
> 15 and 25
satisfactory to good traffic flow. Light
_<
congestion; infrequent backups on critical
approaches.
Increased probability of delays along every
D
> 25 and 5 35
approach. Significant congestion on critical
approaches, but intersection functional. No long
standing lines formed.
Heavy traffic flow condition. Heavy delays
E
> 35 and 5 50
probable. No available gaps for cross -street
traffic or main street turning traffic. Limit of
stable flow.
Unstable traffic flow. Heavy congestion. Traffic
F
> 50
moves in forced flow condition. Average delays
greater than one minute highly probable. Total
breakdown.
Source: Highway Capacity Manual
Traffic Impact Analysis 9 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
EM"
Kimley-Horn
and Associates, Inc.
The following tables detail the results of the analysis for the study area. Table 3 lists the
results for the unsignalized intersection. The Synchro 6T" output sheets for this analysis are
provided in the Appendix.
Based on the analysis of existing conditions, the intersection of N. White Chapel Boulevard &
Dove Road currently operates at an acceptable level of service during the AM & PM school
peak hours.
Table 3 - Existing (2009) Unsignalized Intersection Analysis
Intersection
AM School Peak Hour
PM School Peak Hour
Delay'
LOS
Delay t
LOS
N. White Chapel Blvd.
&
Dove Rd.
EBLT
10.7
B
9.7
A
EBT
18.7
C
14.0
B
WBLT
13.6
B
1 11.5
B
WBT
17.2
C
19.5
C
NBLT
10.3
B
9.7
A
NBT
15.2
C
14.3
B
SBLT
10.9
B
9.9
A
SBT
14.1
B
13.0
B
Intersection
15.5
C
1 14.9
B
Delay is reported as HCM delay in sec / veh
B. EXISTING (2009) THOROUGHFARE CAPACITY ANALYSIS
Thoroughfare capacity analysis was completed using level of service criteria outlined by the
North Central Texas Council of Governments (NCTCOG). Table 4 provides a description of
this criterion as it applies to thoroughfare facilities.
Table 4 - Level of Service Criteria for Thoroughfare Capacity Analysis
VEC Ratio 0.00 0.20 0.45 0.65 0.80 11.00
Level of Service I A I B I C D
V = Peak Hour Directional Volume (vehicles per hour)
C = Per Lane Directional Capacity (vehicles per hour)
Per lane directional capacity is assumed to be the following:
Suburban Collector: 525 vehicles per hour per lane (per NCTCOG)
Suburban Arterial: 650 vehicles per hour per lane er NCTCOG
Based upon the results of the existing traffic thoroughfare capacity analysis, N. White Chapel
Boulevard and Dove Road operate at an acceptable level of service. Dove Road, east of N.
White Chapel Boulevard has the heaviest existing volume, but will likely be the least effected
roadway facility by the proposed CISD Elementary School. Table 5 lists the results for the
two studied facilities.
Traffic Impact Analysis 10 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
©_© Kimley-Horn
and Associates, Inc.
Table 5 - Existing Traffic Thoroughfare Capacity Analysis
AM School Peak
PM School Peak
Class
Hoar
Hour
Roadway
Segment
Direction
(section)
VIC
V/C
V
Ratio
]---N.
LOS
V
Ratio
LOS
White
North of
NB
Collector
152
0.29
A,B
129
0.25
A,B
Chapel
Blvd.
Dove Rd.
(C2U)
SB
186
0.35
A,B
169
0.32
A,B
N. White
Dove Rd. to
NB
Arterial
200
0.31
A,B
215
0.33
A,B
Chapel
Blvd.
SH 114
(A2U)
SB
261
0.41
A,B
200
0.31
A,B
East of
EB
Arterial
352
0.54
C
278
0.43
A,B
Dove Rd.
N. White
Chapel Blvd.
(A2U)
WB
396
0.61
C
269
0.41
A,B
West of
EB
Arterial
265
0.41
A,B
182
0.28
A,B
Dave Rd.
N. White
Cha el Blvd.
(A2U)
WB
282
0.43
A,B
228
0.35
A,B
*Future A41)
Traffic Impact Analysis 11 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
❑ � ® Kimley-Horn
and Associates, Inc.
V. BUILD OUT YEAR (2011) BACKGROUND TRAFFIC
A. BUILD OUT YEAR. (2011) THOROUGHFARE SYSTEM
The proposed site access locations and lane use configurations proposed for opening day of the
C1SD Elementary School are consistent with those shown in Exhibit 3 with the exception of
the intersection of N. White Chapel Boulevard and Dove Road which will be reconstructed as
a roundabout by the City of Southlake.
B. BACKGROUND TRAFFIC GROWTH RATE
In order to determine the projected background traffic volumes, historical daily traffic volumes
along SH 114 WB Frontage Road, Dove Road, and White Chapel Boulevard were obtained
from the City of Southlake. The historical counts can be seen in Table 6. Based upon the
historic volumes, a 6% growth rate was applied to the existing traffic volumes to generate the
background traffic in the build -out year (2011).
Table 6 - Historic Traffic Volumes
Year
Southlake 2008 Traffic Count Report
Weekday Daily Count
White Chapel Boulevard North of Dove Road
2006
3,081
2007
2,737
2008
3,028
2009
3,728
White Chapel
Boulevard South of Dove Road
2006
4,437
2007
4,270
2008
2,195
2009
4,602
Dove Road
est of White Chapel Boulevard
2006 3,700
2007 5,985
2008 3,710
2009 6,171
Dove Road East of White Chapel Boulevard
2006
4,157
2007
4,638
2008
5,025
2009
4,417
Exhibit 5 displays the projected Build Out (2011) background traffic volumes which
combines the growth of existing traffic (see Exhibit 4) with the projected 6% background
growth.
Traffic Impact Analysis 12 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
©_® Kimley-Horn
and Associates, Inc.
VI. BUILD OUT YEAR (2011) BACKGROUND TRAFFIC
ANALYSIS
A. LEVEL OF SERVICE EVALUATIONS
The evaluation of the Build Out Year (2011) background system was comprised of the AM
and PM school peak hour level of service analysis. The previously referenced Exhibit 3
details the lane assignments and traffic control devices for the proposed roadway network that
were utilized in the analysis. The purpose of this analysis was to determine any deficiencies
that may exist in the Build Out Year (2011) background traffic conditions and roadway
network and to establish a baseline condition for the total traffic analysis. The following
tables detail the results of the analysis for the study area. Table 7 compiles the results of the
controlled movements at the unsignalized intersection. Table 8 compiles the results when the
intersection is reconstructed to a roundabout. The Synchro 67"r output sheets for this analysis
are provided in the Appendix.
Based on the analysis of the Build Out Year (2011) background traffic conditions, N. White
Chapel Boulevard and Dove Road is projected to operate at an acceptable level of service
during AM and PM school peak hour. The eastbound and westbound approaches experience
slightly longer than desired delays. As shown in Table 8 the installation of a roundabout is
projected to improve the delay associated with several of the approaches of the intersection.
Table 7 - Build Out Background (2011) Unsignalized Intersection Analysis
Intersection
AM School Peak Hour
PM School Peak Hour
Delay 1
LOS
Delay'
LOS
N. White Chapel Blvd.
&
Dove Rd.
EBLT
11.5
B
10.3
B
EBT
25.8
D
16.9
C
WBLT
15.9
C
12.8
B
WBT
23.0
C
28.4
D
NBLT
10.9
B
10.2
B
NBT
19.0
C
17.7
C
SBLT
11.8
B
10.4
B
SBT
16.9
C
15.2
C
Intersection
19.8
C
19.3
C
it Delay is reported as HCM delay in sec / veh
Table 8 - Build Out Background (2011) Roundabout Intersection Analysis
Intersection (Roundabout)
AM School Peak Hour
PM School Peak Hour
V/C'
LOS
V/C'
LOS
N. White Chapel Blvd.
&
Dove Rd.
EB
0.42 - 0.52
C
0.27 - 033
B
WB
0.46 - 0.55
C
0.46 - 0.56
C
NB
0.32 - 0.39
B
0.28 - 0.34
B
SB
0.31 - 0.39
B
0.27 - 0.33
B
Intersection
0.46 - 0.55
C
0.46 - 0.56
C
F Synchro 6m output is in volume/capacity v/e
ratio for roundabouts, see Table
4
Traffic Impact Analysis 14 January 2010
CISD Elementary School; N. white Chapel Boulevard, Sauthlake, Texas
Kimley-Horn
and Associates, Inc.
VII. BUILD OUT (2011) SITE TRAFFIC
A. PROPOSED SITE TRIP GENERATION
Traffic projections were prepared for the proposed development based on the trip generation
rates found in the Institute of Transportation Engineers (ITE) publication entitled Trip
Generation, 8th Edition. This recognized standard for trip generation is based on actual
surveys (traffic counts) of existing types of development.
Based on information provided by the Carroll Independent School District, the CISD
Elementary School site will consist of a school designed to accommodate 700 students.
The trip generation rates assumed for the proposed development are given in Table 9. The
calculated number of trips from these rates represents vehicle trips. Table 10 summarizes the
total number of trips that are expected to be generated by the proposed development during the
AM and PM school peak periods. The number of trips generated represents the number of
vehicles entering and exiting the proposed development to and from the adjacent street system.
No adjustments were made for internal capture or pass -by trips.
Table 9 - Estimated Trip Generation Rates
AM School Peak
PM School Peak
Land Use
Weekday
Hour
Hour
Description /
Rate /
In:Out
Rate I
In:Out
Rate /
In:Out
ITE Code
Equation
Split
Equation
Split
Equation
Split
%
pl
Elementary
School
1.29 (X)
50:50
0.45 (X)
55:45
0.28 (X)
45:55
ITE 4 520
Numbers of Trips Generated = 'Trip Rate (Development Unit)
X — Number of Students
Table 10 - Estimated Trip Generation — CISD Elementary School
AM School Peak
PM School Peak
Land Use
Intensity
Units
ITE
Daily
Hour
Hour
Code
Total
In
Out
Total
In
Out
Total
Elementary
Number
700
of
520
903
173
142
315
88
108
196
School
Students
B. NET CHANGE IN TRIP GENERATION
The existing vacant property generates no traffic on the study area roadway network.
Therefore, no reductions were applied to the projected site traffic to account for the change in
land use.
Traffic Impact Analysis 15 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
��❑ Kimley-Horn
and Associates, Inc.
C. TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT
The distribution and assignment of build out site -generated traffic to the study area roadway
network was performed to reflect the anticipated local traffic patterns. The distribution and
assignment was determined based upon examining the boundaries of the CISD Elementary
School and cursory review of appraisal district parcel data. It was assumed the new CISD
Elementary School boundaries would be predominantly the current Durham Elementary
boundaries and a western portion of the Johnson Elementary boundaries. Based on the parcel
data, approximately 80% of the students would arrive from south of SH 114, 10% from north
of Dove Road, and 10% from cast of N. White Chapel Boulevard. The 80% coming from
south of SH 114 will predominately be divided among N. White Chapel Boulevard,
Peytonville Avenue, and Shady Oaks Drive. The existing school district boundaries have been
included in the Appendix.
Exhibit 6 presents the inbound and outbound directional distributions during the AM and PM
school peak for the proposed CISD Elementary School site.
Exhibit 7 presents the projected AM and PM school peak hour site trips during the Build Out
Year (2011). These volumes were computed based on the trip generation information and
directional distribution assumptions.
The Build Out Year (2011) total traffic volumes presented in Exhibit 8 were estimated by
combining the anticipated site generated traffic volumes (see Exhibit 7) with the projected
background traffic volumes (see Exhibit 5).
Traffic Impact Analysis 16 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
WEST DOVE RD.
ELEMENTARY
¢SCHOOL
MAIN DRIVEWAY
w�
WO
IBUSISTAFF DRIVEWAY
HILL DR.
STOCKTON DR.
381(305)
376(244) --�
LEGEND
SIGNALIZED INTERSECTION
XXX(XXX) AM(PM) PEAK HOUR SCHOOL VOLUMES
246(166)
11(11)
J
m
J
W
W
N
W
W
2
2
O
z
N
Q
cn
i
�o
14 11
128 97
48(33)
258(183)
�155(96)
C7 O) C�
0M
30
3
N N
e-- 462(311)
410(323)
EXHIBIT 8:
Build Out Year (2011) AM (PM) School Peak Hour Traffic Volumes
C2-� Kahn", •Fbrn
� and Associates, Inc.
Kimley-Horn
and Associates, Inc.
VIII. BUILD OUT YEAR (2011) TOTAL TRAFFIC ANALYSIS
A. LEVEL OF SERVICE EVALUATIONS
The evaluation of the build out system was comprised of the AM & PM school peak hour level
of service analysis. The previously referenced Exhibit 3 details the lane assignments and
traffic control devices for the proposed roadway network that were utilized in the analysis.
Note, the Main Driveway is recommended to be two exit lanes, as well as a northbound left -
turn lane on N. White Chapel Boulevard & Main Driveway is recommended (See Auxiliary
Lanes). The purpose of this analysis was to identify any deficiencies within the network as a
result of the traffic generated by the proposed CISD Elementary School. Table 11 compiles
the results of the controlled movements at unsignalized intersections. The Synchro 6Tm output
sheets from this analysis are provided in the Appendix.
Based on the analysis of the projected 2011 build out conditions, the intersection of N. White
Chapel Boulevard & Dove Road approaches an unacceptable level of service as an all -way
stop controlled intersection. This intersection is projected to operate at an acceptable level of
service as a roundabout that is scheduled to be completed prior to the opening of the
elementary school. Table 12 shows the projected level of service of the roundabout.
Table 11 - Build Out (2011) Unsignalized Intersection Analysis
Intersection
AM School Peak Hour
PM School Peak Hour
Delay 1
LOS
Delay'
LOS
N. White Chapel Blvd.
&
Dove Rd.
EBLT
23.5
C
10.3
B
EBT
42.9
E
16.9
C
WBLT
21.2
C
12.8
B
WBT
46.2
E
28.4
D
NBLT
12.3
B
10.2
B
NBT
44.3
E
17.7
C
SBLT
13.9
B
10.4
B
SBT
56.6
E
15.2
C
Intersection
40.3
E
19.3
C
N. White Chapel Blvd.
&
Main Driveway
EBLT
34.8
D
21.3
C
EBRT
14.4
B
12.2
B
NBLT
9.5
A
8.4
A
' Delay is reported as HCM delay in sec / veh
Table 12 - Build Out (2011) Roundabout Intersection Analysis
Intersection (Roundabout)
AM School Peak Hour
PM School Peak Hour
V/C 1
LOS
VEC 1
LOS
N. White Chapel Blvd.
&
Dove Rd.
EB
0.62-0.76
C-D
0.27-0.33
B
WB
0.57 - 0.70
C - D
0.46 - 0.56
C
NB
0.45 - 0.56
C
0.28 - 0.34
B
SB
0.51 - 0.63
C
0.27 - 0.33
B
Intersection
10.62 - 0.76
C - D
0.46 - 0.56
C
' Synchro 6"' output is in volume/capacity (v/c)
ratio for roundabouts, see Table
4
Traffic Impact Analysis 20 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
Kimley-horn
I• and Associates, Inc.
B. BUILD OUT (2011) THOROUGHFARE CAPACITY ANALYSIS
Based upon the results of the build out traffic thoroughfare capacity analysis, N. White Chapel
Boulevard and Dove Road operate at an acceptable level of service. Similar to the existing
scenario, Dove Road, east of N. White Chapel Boulevard, has the heaviest existing volume.
Note that less than five (5) percent of the projected build out volume on Dove Road, east of N.
White Chapel Boulevard is traffic traveling to and from the CISD Elementary School. Table
13 lists the results for the two studied facilities.
Table 13 - Build Out (2011) Traffic Thoroughfare Capacity Analysis
AM School Peak
PM School Peak
Class
Hour
Hour
Roadway
Segment
Direction
(section)
V/C
VIC
Y
I LOS
Y
LOS
Ratio
Ratio
N. White
North of
NB
Collector
327
0.59
C
224
0.41
A,B
Chapel
Blvd.
Dove Rd.
(C2U)
SB
337
0.61
C
199
0.36
A,B
N. White
Dove Rd. to
Arterial
286
0.44
A,B
273
0.42
A,B
Chapel
Blvd.
SH 114
(A2U)
[:ISB
343
0.52
C
263
0.40
A,B
East of
EB
Arterial
410
0.63
C
323
0.50
C
Dove Rd.
N. White
(A2U)
WB
462
0.71
D
311
0.49
C
Chapel Blvd.
West of
EB
Arterial
381
0.59
C
305
0.47
C
Dove Rd.
N. White
(A2U)
WB
376
0.58
C
244
0.38
C
Chapel Blvd.
*Future A41)
C. SITE CIRCULATION
AM Drop -Off
The AM school peak drop-off period circulation plan was designed to separate buses from
passenger vehicles. The buses will use the south entrance on N. White Chapel Boulevard.
This south entrance will also be utilized by the elementary school staff, but not for student
drop-off. The passenger vehicles will drop-off the students via the Main Driveway. The Main
Driveway has two options upon entering the site. In lower traffic periods, vehicles can enter
the Main Driveway and continue traveling west. This short drop-off route allows for
approximately fourteen (14) vehicles to queue up. During peak times a swing gate, north of
the Main Driveway, can open and allow the longer route to the drop off. This route would
allow approximately thirty-four (34) vehicles to stack up internal to the site. A third drop-
off/pick-up lane is provided adjacent to the site. This third lane is the only lane where a
vehicle should be allowed to stop. The three drop-off lanes adjacent to the site are projected to
allow continuous movement of vehicles to provide for enough storage and stacking so as not
Traffic Impact Analysis 21 January 2010
CISD Elementary School, N. White Chapel Boulevard, Southlake, Texas
�I♦❑ Kimiey-Horn
and Associates, Inc.
to stack onto N. White Chapel Boulevard. Note the available stacking does not include any
double stacking so a bypass lane remains open.
Staff from the CISD Elementary School are recommended to help assist in the drop-offs. The
staff should direct the vehicles to pull up as far as possible and encourage drop-offs in a timely
manner. The CISD staff directing traffic can be an essential piece of moving the drop-off
traffic and preventing back-up during the AM school peak. It is intended for the exiting AM
traffic to come out the same Main Driveway. It is anticipated that a majority of the traffic
leaving the school will turn right on N. White Chapel Boulevard.
The intent of circular drop-off route is to provide a one-way counter clockwise circulation
pattern. We recommend providing pavement markings and/or signage to assist drivers in
understanding operation of the student drop-off to lessen the likelihood of confusion.
PMPick-Up
During PM school peak periods vehicles often arrive earlier and wait to pick-up students. It is
estimated that approximately forty-four (44) vehicles can be stored on -site for pick-up in the
student drop-off area. Note this does not include double stacking or vehicles waiting in the
parking aisles. Additional, overflow parent pick-up parking could be considered in the
bus/staff area during the PM school peak. The bus area is striped for three lanes, and utilizing
one lane for parent pick-up would allow for an additional eighteen (18) vehicles to park on -
site. Potentially some overflow parking may pick up students in the adjacent neighborhood.
To prevent neighborhood parking, "No Parking Signs" should be placed on Orchard Hill
Drive.
D. EMERGENCY ACCESS DRIVEWAY AT ORCHARD HILL DRIVE
An emergency access driveway connects Orchard Hill Drive to the bus/staff parking lot on the
south side of the CISD Elementary School. This emergency access driveway is not intended
for normal use during drop-off or pick-up circulation. The emergency access driveway has
been located to primarily serve the local neighborhood residents and is not a requirement of
the City. The driveway would serve three primary purposes. (1) Provide a connection to the
residential neighborhoods located off of Kirkwood Boulevard. This connection will allow for
a route/pathway where students can walk to the school, (2) serve as an alternative route for
emergency vehicles; and (3) if necessary, provide a potential limited relief point of access. For
the purposes of the study, this driveway was assumed closed. Note, that a large percentage
(45%) of traffic is projected to travel eastbound on Dove Road. Some of this traffic may
choose to utilize the eastbound left -turn lane at Kirkwood to access this emergency access
driveway to drop-off / pick up their student. Even though the emergency driveway is too
projected to remain closed a small percentage of students potentially may be dropped -off
within the neighborhood to avoid traffic along N. White Chapel Boulevard. As previously
mentioned, to prevent neighborhood parking, "No Parking Signs" should be placed on
Orchard Hill Drive.
E. AUXILIARY LANES
The City of Southlake's Driveway Ordinance states that a deceleration lane shall be provided
for any driveway located on an arterial street if the right -turn ingress exceed 50 vehicles on the
design hour or if a street facility exceeds 40 mph, a deceleration lane may be required if the
projected right -turn volume exceeds 40 vehicles per hour. Using the City's criteria, a right
turn deceleration lane is not warranted on N. White Chapel Boulevard at the Main Driveway.
Traffic Impact Analysis 22 January 2010
CISD Elementary School; N. white Chapel Boulevard, Southlakc, Texas
❑�❑ ICimley-Horn
and Associates, Inc.
N. White Chapel Boulevard is a collector facility with only 17 southbound right -turn vehicles
expected during the AM peak hour. A right -turn deceleration lane is not recommended at the
Main Driveway.
Based on the anticipated school site distribution and volumes, a northbound left -turn lane from
N. White Chapel Boulevard into the CISD Elementary School's Main Driveway should be
provided. The northbound left -turn will start south of the Bus/Staff Driveway to provide for
access to the Bus/Staff Driveway and continue to the Main Driveway. After the Main
Driveway, N. White Chapel Boulevard will transition back to two lanes. The storage provided
between the Bus/Staff Driveway and the Main Driveway is approximately 237 feet which
would allow storage for approximately nine (9) to ten (10) vehicles. Based on the results from
Synchro 6T" queue analysis, the northbound queue was projected to be forty-four (44) feet or
approximately two (2) vehicles. Due to the relatively low southbound volume (209 vehicles in
the AM peak), the northbound left -turn traffic does not have to yield to a large volume of
southbound traffic. This analysis assumed that all vehicles arrived during an approximately
20-minute window. If the arrival window is shortened the projected queue would increase, but
is projected that the queue would Iikely not exceed nine to ten vehicles with the current
southbound volumes on N. White Chapel Boulevard. As mentioned in the Site Circulation
section the internal site traffic should be directed so that it does not prevent the northbound
left -turn vehicles from accessing the site.
F. INTERSECTION SIGHT DISTANCES
Based on the AASHTO Policy on Geometric Design of Highways and Streets the required
intersection sight distance along N. White Chapel would be 445 feet based on a posted speed
of 40 mph. Along Orchard Hill Drive this requirement would be 335 feet based on a posted
speed on 30 mph. Based on field observations the Bus/Staff Driveway that will be constructed
along N. White Chapel Boulevard will provide adequate site distance. Based on field
observations, the Main Driveway intersection sight distance was blocked due to existing
vegetation.
The AASHTO Policy on Geometric Design of Highways and Streets states "within a sight
triangle, any object at a height above the elevation of the adjacent roadways that would
obstruct the driver's view should be removed or lowered, if practical. Such objects may
include: buildings, parked vehicles, highway structures, roadside hardware, hedges, trees,
bushes, unmowed grass, tall crops, walls, fences, and the terrain itself." Based on the guidance
provided by AASHTO, a sight triangle analysis was performed for the Main Driveway.
Exhibit 9 illustrates the intersection sight triangle for a left -turn from a minor road. It is
recommended that the vegetation/trees within the intersection sight triangle be removed. In
addition, prior to use of the Main Driveway, it is recommended that field observations be
performed to ensure the 445 feet of intersection sight distance is provided.
A similar analysis was performed for the left -turn at the emergency access driveway to
Orchard Hill Drive. Partial Sight Distance is blocked by trees and bushes planted near a
residential drive. Consideration should be given to replacing this vegetation with alternatives
that do not block the vehicles leaving the emergency access driveway triangle of vision.
A photolog has been provided in the Appendix for the Main Driveway and Limited Access
Drive.
Traffic Impact Analysis 23 January 2010
CISD Elementary School; N. white Chapel Boulevard, Southlake, Texas
��❑ 4Cimley-Horn
and Associates, Inc.
G. HEADLIGHTS EXITING MAIN DRIVEWAY
Based on conversations with the City of Southlake, there is a concern that vehicles exiting the
Main Driveway would have their headlights shine into the house across the street. A photo
has been provided in the Appendix illustrating the approximate location of the house in
relation to the proposed location for the Main Driveway. Headlight beams shine for
approximately 350 feet and the house is located within this beam range at approximately 230
feet. We recommend providing vegetation on the east side on N. White Chapel Boulevard
immediately across from the Main Driveway to reduce the impact of the headlights on the
home immediately across the street.
Traffic Impact Analysis 24 January 2010
C5D Elementary School; N. White Chapel Boulevard, Soutblake, Texas
peon aouin woaj uanl }}a� - aouelsia lgbiS uoiloasialul
6 1I81HX3
.S££ = aSl papuawwooa�l ,Sat, = 4SI papuawwooa�j
6££ = oas 91 x ydw o£ x Lip' � = dSl 3-V-V = oas 91 x ydw oV x Lb' � = aSl
aeO J96uassed = alolyan u6!s9a aeO a96u9ssed = elolyan u6lsaa
SpU009S S'L = (OIHSVV aad) deO aw!1 spuooas S'L = (OlHSVV gad) deO awll
ydw o£ = (auel II!H pjeyojo) jofew }o paadS ydw ot, = (penalno8 ladeyO al!yM 'N) aofew Jo paadS
auel IM paeyoJO pJen81no8 ladeyO 91!yM 'N
deO awl1 x jofe" jo paadS x Lb' l = (dSI) eouels!a ly6iS uo!joesialul
Kimley-Horn
❑ ❑ and Associates, Inc.
H. SCHOOL ZONES
The Texas Manual on Uniform Traffic Control Devices (TMUTCD) 2006 Edition, Part 7 —
Traffic Control for School Areas indicates that the reduced speed zone for a school should
begin 200 feet from the crosswalk or from the first driveway on school property, whichever is
encountered first as traffic approaches the school.
For the school zone and crosswalk signage, the TMUTCD now permits the choice between
traditional yellow and the newer fluorescent yellow -green color for the sign background. A
school zone could be terminated by posting of the regular speed limit. The figure on the
following page shows an example of a school area traffic control plan from the TMUTCD.
We recommend a school zone be provided for the CISD Elementary School based on the
guidance in the TMUTCD.
Traffic Impact Analysis 26 January 2010
C1SD Elementary School; N. White Chapel Boulevard, Southlake, Texas
EM"
Kimley-Horn
and Associates, Inc.
Mir
AHeAU
150 to 700 feet
SCHOOL
SPEED SPEED
LIMIT LIMIT
20
11" 34 1
Minn
200 feet
on —or
r.1.
i
School
Driveway
200 feet
SPEED
LIMIT T i SCHOOL
40 SPEED
LIMIT
20
aswa:1oe.
x �r��o cw
150 to 700 feet
j — AHEAD
Source: Texas Manual on Uniform Traffic Control Devices, 2006 Edition
Example Sign Layout for School Area Traffic Control
Traffic Impact Analysis 27 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, "Texas
©�❑ Kimley-Morn
and Associates, Inc.
IX. CONCLUSIONS AND RECOMMENDATIONS
Based on the analyses performed during this traffic impact study, we offer the following conclusions
and recommendations (see also Exhibit 10):
Existing (2009) Conclusions & Recommendations:
Based on the analysis of existing conditions, all study area intersections currently operate at an
acceptable level of service during the AM and PM school peak hour.
Build Out Year (2011) Background Traffic Conclusions & Recommendations:
Based on the analysis of the Build Out Year (2011) background traffic conditions the eastbound and
westbound intersection approaches to N. White Chapel Boulevard along Dove Road experience
slightly longer than desired delays. The installation of a roundabout is projected to improve the delay
associated with several of the approaches of the intersection.
Build Out Year (2011) Traffic Conclusions & Recommendations:
Based on the analysis of the projected 2011 build out conditions, the intersection of N. White Chapel
Boulevard & Dove Road approaches an unacceptable level of service as an all -way stop controlled
intersection. This intersection is projected to operate at an acceptable level of service as a roundabout
that is scheduled to be completed prior to the opening of the elementary school.
Based on the anticipated school site distribution and volumes, a northbound left -turn lane from N.
White Chapel Boulevard into the CISD Elementary School's Main Driveway should be provided.
The northbound left -turn will start south of the Bus/Staff Driveway to provide for access to the
Bus/Staff Driveway and continue to the Main Driveway.
We recommend providing pavement markings and/or signage to assist drivers in understanding the
one-way circulation of the student drop-off and pick-up.
We recommend installing "No Parking Signs" along Orchard Hill Drive to prevent school pick-up and
drop-off parking.
Based on field observations, the CISD Elementary School Bus/Staff Driveway along N. White Chapel
Boulevard will be constructed to provide adequate site distance. For the Main Driveway and
emergency access driveway it is recommended that the vegetation/trees within the intersection sight
triangle be removed.
Install a school zone according to the TMUTCD (200 feet from the crosswalk or from the first
driveway on school property, whichever is encountered first as traffic approaches the school) along N.
White Chapel Boulevard.
We recommend providing vegetation on the east side on N. White Chapel Boulevard immediately
across from the Main Driveway to reduce the impact of the headlights on the home immediately across
the street.
A summary of recommendations is shown on Exhibit 10.
Traffic Impact Analysis 28 January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
- Remove the vegetationitree within
the intersection sight triangle.
-Provide vegetation on the east s e
of N. White Chapel Boulevard
immediately across the street from
the Main Drive to reduce the impact
of the headlights on the home
immediately across the street.
(Build Out 2011 - C1SD )
ELEMENTAL
P� UrSCHOOL
z¢
MAIN DRIVEWAY -
�LU
Q ma
W 0
`GQ kUSISTAFF DRIVEWAY)
- Consider Removing the THARIITHIILDR-
vegetationitrees within
the intersection sight triangle.
(Build Out 2011 - C1SD)
-Install No Parking Signs along
Orchard Hill Dr. to prevent pick-upkON DR
and drop-off parking.
(Build Out 2011 - C1SD)
hyjM A T�1T1 _ b
- Install pvmt markings and/or
signage to assist drivers in
understanding the one-way
counter clockwise circular
operation of the student
drop-off/pick-up.
(Build Out 2011 - C1SD )
LEGEND
i
ROUNDABOUT a
- Install a school zone according to
the TMUTCD along N. White
Chapel Boulevard.
(Build Out 2011 - C1SD)
m
J
W
Ct
Q
T
U
W
H
2
2
LL'
O
Z
Ove
N.T.S.
- Installation of a northbound
left -turn lane to serve the taus/Staff
Drive and the Main Drive.
(Build Out 2011 - C1SD )
- Installation of the proposed
roundabout prior to the opening of
the Elementary School.
(Build Out 2011- City)
EXHIBIT 10:
Recommendations
itrl i n Iftley-Horn
►! and Assodafes, Inc.
Cr F1 Kimley-Horn
M and Associates, Inc.
Appendix Sections
1 Photo Log
2 Existing Elementary School Boundaries
3 Raw Traffic Count Sheets
4 Existing (2009) Conditions Traffic Analysis
5 Build Out Year (2011) Background Traffic Analysis
b Build Out Year (2011) Total Traffic Analysis
Traffic Impact Analysis January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
Kimley-Horn
and Associates, Inc.
1. Photo Log
Photo 1. Looking north along N. White Chapel Blvd. from Main Drive
Photo 2. Looking south along White Chapel Blvd. from Main Drive
Traffic Impact Analysis January 2010
CISD Elementary School; N. White Chapel Boulevard, SOuthlake, Texas
EM"Kimley-Horn
and Associates, Inc.
Photo 3. Looking cast along Orchard Hill Lane from Limited Access Drive
Photo 4. Looking east from Main Drive
Traffic Impact Analysis January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
❑�® Kimley-Warn
and Associates, Inc.
2. Existing Elementary School Boundaries
Traffic Impact Analysis January 2010
CISD Elementary School; N, White Chapel Boulevard, Southlake, Texas
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M and Associates, Inc.
3. Raw Traffic Count Sheets
Traffic Impact Analysis January 2010
C1SD Elementary School; N. White Chapel Boulevard, Soulhlake, Texas
qjwAt.Twmc eauutiag, ,&y
1120 W. Lovers Ln.
Arlington, TX 76013
File Name : WHITE CHAPEL @ DOVE
Site Code : 00000053
Start Date : 5/28/2009
Page No : 1
WHITE CHAPEL
--------------
DOVE
-----------
WHITE CHAPEL
DOVE
Souhbound
Westbound
Northbound
Eastbound
Start Time
Left
Thru Ri ht Peds
,o,a,
Left I
Thru
Ri ht Peds A
. Total
Left I
Thru I Right I Pods I App
rota,
Left 1
Thru
I Ri ht Peds
A To,.,
7IN. Total
07:00
2
21 5 0
28
18
14
1
0
33
1
5 9 0
15
3
9
2
0 14
90
07:15
0
22 3 0
25
27
26
2
0
55
1
7 9 0
17
3
18
2
0 23
120
07:30
4
22 6 0
32
39
60
4
0
103
0
17 15 0
32
6
27
1
0 34
201
07:45
14
27 7 0
48
45
51
10
0
106
7
26 24 0
57
10
57
6
0 73
284
Total
20
92 21 0
133
129
151
17
0
297
9
55 57 0
121
22
111
11
0 144
695
08:00
14
38
9
08:15
7
26
12
08:30
3
14
5
Total
24
78
26
15:00
2
24
7
15:15
3
24
10
15:30
3
25
10
15A5
5
32
17
Total
13
105
44
16:00
4
24
12
16:15
4
18
5
16:30
2
22
4
16:45
3
19
3
Total
13
83
24
Grand Total
70
358
115
Apprch %
12.9
65.9
21.2
Total %
2.4
12.3
4
0 61
24
64
10
0
98
4
26
35
0
65
17
65
2
0
84
308
0 45
30
55
4
0
89
7
19
20
0
46
3
70
1
0
74
254
0 22
18
50
5
0
73
3
12
14
0
29
5
42
2
0
49
173
0 128
72
169
19
0
260
14
57
69
0
140
25
177
5
0
207
735
0 33
0 37
0 38
0 54
10 18 3
16 23 2
20 24 4
34 80 10
0 162
80
145
19
0 40
15
36
5
0 27
25
23
4
0 28
12
24
6
0 25
21
46
7
0 120
73
129
22
0 5431
354
594
77
0
34.5
58
7.5
0 18.7
12.2
20.4
2.6
WHITE CHAPEL
DOVE
Peak Hour Analysis From 07:00 to 11:45 - Peak 1 of 1
Peak Hour for
Entire intersection Begins at 07:30
07:30
4
22
6
0 32
39
60
4
07:45
14
27
7
0 48
45
51
10
08:00
14
38
9
0 61
24
64
10
08:15
7
26
12
0 45
30
55
4
Total Volume
39
113
34
0 186
138
230
28
0/. Ann_ Total
21
60.8
18.3
0
34.8
58.1
7A
Peak Hour Analysis From 12:00 to 16:45 - Peak 1 of 1
0 31
0 41
0 48
0 124
3
2
4
5
23
23
24
25
24
21
39
33
0 244
14
95
117
0 56
5
12
22
0 52
7
20
11
0 42
7
20
19
0 74
4
26
22
0 22d
23
78
74
0 10251
60
285
317
0
9.1
1
43.1
47.9
0 35.2
2.1
9.8
10.9
0 50 3 17 5
0 46 6 28 2
0 67 8 48 1
0 63 5 54 3
0 226 22 147 11
0 39
5
18
4
0 38
11
27
4
0 46
5
27
2
0 52
9
37
1
0 175
30
109
11
0 662
1 99
544
38
0
14.5
79.9
5.6
0 22.7
3.4
18.7
1.3
WHITE CHAPEL
0 103
0 17 15
0 106
7
26 24
0 98
4
26 36
0 89
7
19 20
0 396
18
88 94
0
9
44 47
DOVE
stbound
0 25 139
0 36 160
0 57 210
0 62 303
0 180 812
0 27 162
0 42 159
0 34 150
0 47 198
0 150 669
=1-131111111107tlfi
0
0 23.4
0 32 6 27 1 0 34 201
0 57 10 57 6 0 73 284
0 65 17 65 2 0 84 308
0 46 3 70 1 0 74 254
0 200 36 219 10 0 265 1047
0 13.6 82.6 3.8 0
can 15:15
" 3
L24yy'
V10
�a... 0
37
16
23
2
0
41
2
23
21
0
46
6
28
2
0
36
160
15:30
3
25
10
0
38
20
24
4
0
48
4
24
39
67
8
15:45
5
32
17
0
54
34
80
10
0
124
5
25
33
0
63
5
54
3
0
62
303
16:00
4
24
12
0
40
15
36
5
0
56
5
12
22
0
39
5
18
4
0
27
162
Total Volume
15
105
49
0
169
85
163
21
0
269
16
84
115
0
215
24
148
10
0
182
835
% App. Tota.l
8.9
62.1
29
0
31.6
60.6
7.8
0
7.4
39.1
53.5
0
13.2
81.3
5.6
0
PHP
.760
.820
.721
.000
.782
.625
.509
.525
.000
.542
.800
.840
.737
.000
.802
1 .750
.685
.625
.000
.734
.689
CI_" Kimley-Horn
M and Associates, Inc.
4. Existing (2009) Conditions Traffic Analysis
Traffic Impact Analysis January 2010
CISD Elementary School; N. White Chapel Boulevard, Southlake, Texas
CISD Elementary School
Existing AM
1: Dove Road & White Chapel
Blvd.
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR SBL SBT
SBR
Lane Configurations
T+
1�
il�
I t
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
36
219
10
138
230
28
18
88
94 39 113
34
Peak Hour Factor
0.53
0.78
0.42
0.77
0.90
0.70
0.64
0.85
0.67 0.70 0.74
0.71
Hourly flow rate (vph)
68
281
24
179
256
40
28
104
140 56 153
48
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
NB 1
NB 2
SB 1
SB 2
Volume Total (vph)
68
305
179
296
28
244
56
201
Volume Left (vph)
68
0
179
0
28
0
56
0
Volume Right (vph)
0
24
0
40
0
140
0
48
Hadj (s)
0.53
-0.02
0.53
-0.06
0.53
-0.37
0.53
-0.13
Departure Headway (s)
7.6
7.0
7.5
6.9
8.0
7.1
8.0
7.3
Degree Utilization, x
0.14
0.60
0.37
0.56
0.06
0.48
0.12
0.41
Capacity (veh1h)
450
486
464
499
425
474
422
464
Control Delay (s)
10.7
18.7
13.6
17.2
10.3
15.2
10.9
14.1
Approach Delay (s)
17.2
15.8
14.7
13.4
Approach LOS
C
C
B
B
Intersection Summary
Delay
15.5
HCM Level of Service
C
Intersection Capacity Utilization
46.8%
ICU Level of Service
A
Analysis Period (min)
15
Kimsey Horn
CISD Elementary School Existing PM
1: Dove Road & White Chapel Blvd.
rn m
, *- t
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
T+
t+
Vi
T
I T
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
24
148
10
85
163
21
16
84
115 15 105 49
Peak Hour Factor
0.75
0.69
0.62
0.62
0.51
0.53
0.80
0.84
0.74 0.75 0.82 0.72
Hourly flow rate (vph)
32
214
16
137
320
40
20
100
155 20 128 68
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
NB 1
NB 2
SB 1
SB 2
Volume Total (vph)
32
231
137
359
20
255
20
196
Volume Left (vph)
32
0
137
0
20
0
20
0
Volume Right (vph)
0
16
0
40
0
155
0
68
Hadj (s)
0.53
-0.01
0.53
-0.04
0.53
-0.39
0.53
-0.21
Departure Headway (s)
7.4
6.9
7.1
6.5
7.6
6.7
7.7
7.0
Degree Utilization, x
0.07
0.44
0.27
0.65
0.04
0.47
0.04
0.38
Capacity (vehlh)
455
499
488
532
445
501
434
485
Control Delay (s)
9.7
14.0
11.5
19.4
9.7
14.3
9.9
13.0
Approach Delay (s)
13.4
17.2
14.0
12.7
Approach LOS
B
C
B
B
Intersection Summary
Delay
14.9
HCM Level of Service
B
Intersection Capacity Utilization
36.5%
ICU Level of Service
A
Analysis Period (min)
15
Kimley Horn
CM 11 Kimley-Horn
M and Associates, Inc.
5. Build Out Year (2011) Background Traffic Analysis
Traffic Impact Analysis January 2010
C1SD Elementary School; N. White Chapel Boulevard, Southlake, Texas
CISD Elementary School Background (2011) AM
1: Dove Road & White Chapel Blvd.
Movement EBI_ EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
1�
V1
"fir
Vi
T*
T1 il�
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
40
246
11
155
258
31
20
99
106 44 127 38
Peak Hour Factor
0.53
0.78
0.42
0.77
0.90
0.70
0.64
0.85
0.67 0.70 0.74 0.71
Hourly flow rate (vph)
75
315
26
201
287
44
31
116
158 63 172 54
Direction, Lane ##
EB 1
EB 2
WB 1
WB 2
NB 1
NB 2
SIB 1
SB 2
Volume Total (vph)
75
342
201
331
31
275
63
225
Volume Left (vph)
75
0
201
0
31
0
63
0
Volume Right (vph)
0
26
0
44
0
158
0
54
Hadj (s)
0.53
-0.02
0.53
-0.06
0.53
-0.37
0.53
-0.13
Departure Headway (s)
8A
7.5
7.9
7.3
8.4
7.5
8.5
7.8
Degree Utilization, x
0.17
0.71
0.44
0.67
0.07
0.57
0.15
0.49
Capacity (vehlh)
427
463
440
473
404
451
400
431
Control Delay (s)
11.5
25.8
15.9
23.0
10.9
19.0
11.8
16.9
Approach Delay (s)
23.2
20.3
18.2
15.8
Approach LOS
C
C
C
C
Intersection Summary
Delay
19.8
HCM Level of Service
C
Intersection Capacity Utilization
50.6%
ICU Level of Service
A
Analysis Period (min)
15
Kimley Horn
CISD Elementary School
Background (2011) PM
1: Dove Road & White Chapel
Blvd.
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
T+
1
T+
T
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
27
166
11
96
183
24
18
94
129
17
118
55
Peak Hour Factor
0.75
0.69
0.62
0.62
0.51
0.53
0.80
0.84
0.74
0.75
0.82
0.72
Hourly flow rate (vph)
36
241
18
155
359
45
22
112
174
23
144
76
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
NB 1
NB 2
SIB 1
SB 2
Volume Total (vph)
36
258
155
404
23
286
23
220
Volume Left (vph)
36
0
155
0
23
0
23
0
Volume Right (vph)
0
18
0
45
0
174
0
76
Hadj (s)
0.53
-0.01
0.53
-0.04
0.53
-0.39
0.53
-0.21
Departure Headway (s)
7.9
7.3
7.5
6.9
8.0
7.1
8.2
7.4
Degree Utilization, x
0.08
0.53
0.32
0.77
0.05
0.56
0.05
0.45
Capacity (veh1h)
430
462
465
508
424
477
412
449
Control Delay (s)
10.3
16.9
12.8
28.4
10.2
17.7
10.4
15.2
Approach Delay (s)
16.1
24.0
17.2
14.8
Approach LOS
C
C
C
B
Intersection Summary
Delay
19.3
HCM Level of Service
C
Intersection Capacity Utilization
39.7%
ICU Level of Service
A
Analysis Period (min)
15
Kimley Horn
CISD Elementary School
Background (2011) AM -
Roundabout
1: Dove Road & White Chapel
Blvd.
}
I
Movement EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Right Turn Channelized
Volume (veh/h) 40
246
11
155
258
31
20
99
106
44
127
38
Peak Hour Factor 0.53
0.78
0.42
0.77
0.90
0.70
0.64
0.85
0.67
0.70
0.74
0.71
Hourly flow rate (vph) 75
315
26
201
287
44
31
116
158
63
172
54
Approach Volume (veh/h)
417
532
306
288
Crossing Volume (veh/h)
436
223
454
519
High Capacity (veh/h)
983
1163
969
919
High v/c (vehlh)
0,42
0.46
0.32
0.31
Low Capacity (veh/h)
798
960
786
742
Low v/c (veh/h)
0.52
0.55
0.39
0.39
Intersection Summary
Maximum v/c High
0,46
Maximum v/c Low
0.55
Intersection Capacity Utilization
71.1%
ICU Level of Service
C
Kimley Horn
CISD Elementary School
Background (2011) PM - Roundabout
1: Dove Road & White Chapel
Blvd.
Movement EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Right Turn Channelized
Volume (veh/h) 27
166
11
96
183
24
18
94
129
17
118
55
Peak Hour Factor 0.75
0.69
0.62
0.62
0.51
0.53
0.80
0.84
0.74
0.75
0.82
0.72
Hourly flow rate (vph) 36
241
18
155
359
45
23
112
174
23
144
76
Approach Volume (veh/h)
294
559
309
243
Crossing Volume (veh/h)
321
170
299
536
High Capacity (vehlh)
1076
1212
1095
907
High v/c (veh/h)
0.27
0.46
0.28
0.27
Low Capacity (veh/h)
882
1004
899
731
Low v/c (veh/h)
0.33
0.56
0.34
0.33
Intersection Summary
Maximum v/c High
0.46
Maximum v/c Low
0.56
Intersection Capacity Utilization
54.7%
ICU Level of Service
A
Kimley Horn
©�❑ Kimley-Horn
and Associates, Inc.
6. Build Out Year (2011) Total Traffic Analysis
Traffic Impact Analysis January 2010
C1SD Elementary School; N. White Chapel Boulevard; Southlake, Texas
CISD Elementary School
Build Out (2011) AM
1: Dove Road & White Chapel
Blvd.
-A
*--
.4\
}
I
--1'--1''`#
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
T+
Vi
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
118
246
11
155
258
48
20
160
106
58
177
102
Peak Hour Factor
0.53
0.78
0.42
0.77
0.90
0.70
0.64
0.85
0.67
0.70
0.74
0.71
Hourly flow rate (vph)
223
315
26
201
287
69
31
188
158
83
239
144
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
NB 1
NB 2
SB 1
SB 2
Volume Total (vph)
223
342
201
355
31
346
83
383
Volume Left (vph)
223
0
201
0
31
0
83
0
Volume Right (vph)
0
26
0
69
0
158
0
144
Hadj (s)
0.53
-0.02
0.53
-0.10
0.53
-0.29
0.53
-0.23
Departure Headway (s)
9.4
8.9
9.4
8.8
9.7
8.8
9.5
8.7
Degree Utilization, x
0.58
0.84
0.53
0.87
0.08
0.85
0.22
0.93
Capacity (vehlh)
369
400
367
404
362
399
369
399
Control Delay (s)
23.5
42.8
21.2
46.2
12.3
44.3
13.9
56.6
Approach Delay (s)
35.2
37.2
41.6
49.0
Approach LOS
E
E
E
E
Intersection Summary
Delay
40.3
HCM Level of Service
E
Intersection Capacity Utilization
55.2%
ICU Level of Service
B
Analysis Period (min)
15
Kimley Horn
CISD Elementary School Build Out (2011) AM
2: CISD Entrance & White Chapel Blvd.
t I
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
r
f
1�
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Volume (vehih)
14
128
156
171
209
17
Peak Hour Factor
0.33
0.33
0.33
0.85
0.85
0.33
Hourly flow rate (vph)
42
388
473
201
246
52
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)
1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
1418
272
297
vC1, stage 1 conf vol
272
vC2, stage 2 conf vol
1147
vCu, unblocked vol
1418
272
297
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
5.4
tF (s)
3.5
3.3
2.2
p0 queue free %
74
49
63
cM capacity (vehih)
162
767
1264
Direction, Lane #
EB 1
EB 2
NB 1
NB 2
SB 1
Volume Total
42
388
473
201
297
Volume Left
42
0
473
0
0
Volume Right
0
388
0
0
52
cSH
162
767
1264
1700
1700
Volume to Capacity
0.26
0.51
0.37
0.12
0.17
Queue Length 95th (ft)
25
72
44
0
0
Control Delay (s)
34.8
14.4
9.5
0.0
0.0
Lane LOS
❑
B
A
Approach Delay (s)
16.4
6.7
0.0
Approach LOS
C
Intersection Summary
Average Delay
8.3
Intersection Capacity Utilization
34.0%
ICU Level of Service A
Analysis Period (min)
15
Kimley Horn
CISD Elementary School
Build Out PM
1: Dove Road & White Chapel
Blvd.
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR SBL
SBT
SBR
Lane Configurations
'fix
T
I
T
I
T
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
27
166
11
96
183
24
18
94
129 17
118
55
Peak Hour Factor
0.75
0.69
0.62
0.62
0.51
0.53
0.80
0.84
0.74 0.75
0.82
0.72
Hourly flow rate (vph)
36
241
18
155
359
45
22
112
174 23
144
76
Direction, Lane ##
EB 1
EB 2
WB 1
W8 2
NB 1
NB 2
SB 1
SB 2
Volume Total (vph)
36
258
155
404
23
286
23
220
Volume Left (vph)
36
0
155
0
23
0
23
0
Volume Right (vph)
0
18
0
45
0
174
0
76
Hadj (s)
0.53
-0.01
0.53
-0.04
0.53
-0.39
0.53
-0.21
Departure Headway (s)
7.9
7.3
7.5
6.9
8.0
7.1
8.2
7.4
Degree Utilization, x
0.08
0.53
0.32
0.77
0.05
0.56
0.05
0.45
Capacity (veh/h)
430
462
465
508
424
477
412
449
Control Delay (s)
10.3
16.9
12.8
28.4
10.2
17.7
10.4
15.2
Approach Delay (s)
16.1
24.0
17.2
14.8
Approach LOS
C
C
C
B
Intersection Summa
Delay
19.3
HCM 'Level of Service
C
Intersection Capacity Utilization
39.7%
ICU Level of Service
A
Analysis Period (min)
15
Kimley Horn
CISD Elementary School Build Out PM
2: CISD Entrance & White Chapel Blvd.
t
4
,/
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
"
r
+
1�
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Volume (vehlh)
11
97
79
145
190
9
Peak Hour Factor
0.33
0.33
0.33
0.84
0.82
0.33
Hourly flow rate (vph)
33
294
239
173
232
27
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
897
245
259
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
897
245
259
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
p0 queue free %
87
63
82
cM capacity (veh/h)
254
793
1306
Direction, Lane #
ES 1
EB 2
NB 1
NB 2
SB 1
Volume Total
33
294
239
173
259
Volume Left
33
0
239
0
0
Volume Right
0
294
0
0
27
cS H
254
793
1306
1700
1700
Volume to Capacity
0.13
0.37
0.18
0.10
0.15
Queue Length 95th (ft)
11
43
17
0
0
Control Delay (s)
21.3
12.2
8.4
0.0
0.0
Lane LOS
C
B
A
Approach Delay (s)
13.1
4.9
0.0
Approach LOS
B
Intersection Summary
Average Delay
6.3
Intersection Capacity Utilization
28.3%
ICU Level of Service A
Analysis Period (rain)
15
Kimley Horn
CISD Elementary School
Roundabout Build Out (2011) AM
1: Dove Road & White Chapel
Blvd.
Movement EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Right Turn Channelized
Volume (veh/h) 118
246
11
155
258
48
20
160
106
58
177
102
Peak Hour Factor 0.53
0.78
0.42
0.77
0.90
0.70
0.64
0.85
0.67
0.70
0.74
0.71
Hourly flow rate (vph) 223
315
26
201
287
69
31
188
158
83
239
144
Approach Volume (veh/h)
564
557
378
466
Crossing Volume (veh/h)
523
442
621
519
High Capacity (veh/h)
916
978
847
919
High v/c (veh/h)
0.62
0.57
0.45
0.51
Low Capacity (veh/h)
739
794
678
742
Low v/c (veh/h)
0.76
0.70
0.56
0.63
Intersection Summary
Maximum v/c High
0.62
Maximum v/c Low
0.76
intersection Capacity Utilization
55.2%
ICU Level of Service
B
Kimley Horn
CISD Elementary School
Roundabout Build Out PM
1. Dove Road & White Chapel
Blvd.
Movement EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Right Turn Channelized
Volume (veh/h) 27
166
11
96
183
24
18
94
129
17
118
55
Peak Hour Factor 0.75
0.69
0.62
0.62
0.51
0.53
0.80
0.84
0.74
0.75
0.82
0.72
Hourly flow rate (vph) 36
241
18
155
359
45
23
112
174
23
144
76
Approach Volume (veh/h)
294
559
309
243
Crossing Volume (veh/h)
321
170
299
536
High Capacity (vehlh)
1076
1212
1095
907
High v/c (veh/h)
0.27
0.46
0.28
0.27
Low Capacity (veh/h)
882
1004
899
731
Low v/c (veh/h)
0.33
0.56
0.34
0.33
Intersection Summary
Maximum v/c High
0.46
Maximum v/c Low
0.56
Intersection Capacity Utilization
39.7%
ICU Level of Service
A
Kimley Horn
