HomeMy WebLinkAbout02-21 Traffic Impact AnalysisTransportation Impact Analysis
Greystone Properties, LLC Rezoning
Frederick County, Virginia
November 2019
Greystone Properties, LLC November 2019
Table of Contents
Kittelson & Associates, Inc. ii
TABLE OF CONTENTS
Table of Contents ................................................................................................................................... ii
Executive Summary ................................................................................................................................ 2
Introduction ....................................................................................................................................... 6
Existing Conditions ............................................................................................................................... 11
Transportation Impact Analysis ............................................................................................................ 18
Conclusions and Recommendations ..................................................................................................... 38
References ..................................................................................................................................... 41
APPENDICES
Appendix A Scoping Letter
Appendix B Traffic Counts
Appendix C Level of Service Description
Appendix D Existing Conditions Level of Service Worksheets
Appendix F 2027 Background Traffic Conditions Level of Service Worksheets
Appendix G 2027 Total Traffic Conditions Level of Service Worksheets
Greystone Properties, LLC November 2019
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Kittelson & Associates, Inc. iii
LIST OF FIGURES
Figure 1. Site Vicinity Map ......................................................................................................... 7
Figure 2. Conceptual Site Plan ................................................................................................... 8
Figure 3. Zoning Map ................................................................................................................. 9
Figure 4. Existing Lane Configurations and Traffic Control Devices ......................................... 12
Figure 5. Existing Traffic Conditions – Weekday AM & Weekday PM Peak Hours ................... 14
Figure 6. Existing Lane Group Levels of Service – Weekday AM & Weekday PM Peak Hours .. 15
Figure 7. Year 2027 Background Traffic Conditions – Weekday AM & Weekday PM Peak Hours
.................................................................................................................................. 20
Figure 8. Year 2027 Background Lane Group Levels of Service – Weekday AM & Weekday PM
Peak Hours ................................................................................................................ 21
Figure 9. Year 2027 Total Traffic Assumed Lane Configurations and Traffic Control Devices .. 24
Figure 10. Estimated Trip Distribution Pattern .......................................................................... 26
Figure 11. Net New Site-Generated Trips – Weekday AM & Weekday PM Peak Hours ............. 27
Figure 12. Year 2027 Total Traffic Conditions – Weekday AM & Weekday PM Peak Hours ...... 29
Figure 13. Year 2027 Total Traffic Lane Group Levels of Service – Weekday AM & Weekday PM
Peak Hours ................................................................................................................ 30
Figure 14. VDOT Right-Turn Lane Warrants for Two-Lane Roads – Cedar Creek Grade/Site
Driveway - Weekday AM & Weekday PM Peak Hours .............................................. 33
Figure 15. VDOT Left-Turn Lane Warrants– Cedar Creek Grade/Site Driveway – Weekday AM &
Weekday PM Peak Hours .......................................................................................... 34
Figure 16. Access Management Evaluation ............................................................................... 36
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Kittelson & Associates, Inc. iv
LIST OF TABLES
Table 1. Existing Transportation Facilities and Roadway Designations ................................... 11
Table 2. Existing Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of
Queue, and Delay for Each Lane Group by Intersection ........................................... 16
Table 3. Year 2027 Background Traffic Conditions – Summary of Peak Hour Levels of Service,
95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection ....... 22
Table 4. Estimated Trip Generation ........................................................................................ 25
Table 5. 2027 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th
Percentile Back of Queue, and Delay for Each Lane Group by Intersection .............. 31
Table 6. Westbound Volumes – Cedar Creek Grade/Site Driveway – Weekday AM & Weekday
PM Peak Hours ......................................................................................................... 32
Table 7. Left-Turning Volumes – Cedar Creek Grade/Site Driveway – Weekday AM & Weekday
PM Peak Hours ......................................................................................................... 34
Executive Summary
Greystone Properties, LLC November 2019
Executive Summary
Kittelson & Associates, Inc. 2
EXECUTIVE SUMMARY
A traffic operations analysis has been conducted to confirm that the transportation system can
adequately support the proposed Greystone Properties development, in fulfillment of Frederick County
and Virginia Department of Transportation’s (VDOT) requirements for traffic impact studies. The scope
of the project analysis was developed in collaboration with County and VDOT staff.
Specifically, this analysis includes:
▪ Year 2019 existing land use and transportation system conditions within the site vicinity;
▪ Forecast year 2027 background traffic conditions (without site development) during the
weekday a.m. and weekday p.m. peak periods including in-process/approved
developments and regional growth;
▪ Trip generation and distribution estimates for the proposed development;
▪ Forecast year 2027 total traffic conditions based on full build out of the development
including queuing;
▪ Access management evaluation; and,
▪ Conclusions and recommendations.
Based on the results of the transportation impact analysis, the transportation system can accommodate
full build-out of the proposed development. The findings of this analysis and our recommendations are
discussed below.
Existing Conditions
▪ All study intersections study intersections are anticipated to operate at LOS C or better.
2027 Background Traffic Conditions
▪ Growth rates of one percent (linear) were applied to movements on public roadways to
account for near-term regional traffic growth.
▪ No transportation improvements or in-process developments were identified for inclusion
in the background 2027 analysis.
▪ All study intersections are forecast to continue to operate at LOS C or better under year
2027 background traffic conditions.
Proposed Development
▪ Greystone Properties, LLC is proposing to develop 300 age-restricted single-family dwelling
units north of Cedar Creek Grade between US 11 (Valley Avenue) and Route 37 (Winchester
Bypass).
o The site is currently zoned R4 and is approved for 200 single-family dwelling units,
120 age-restricted dwelling units, and 6 acres of commercial use. Owners of land
Greystone Properties, LLC Rezoning November 2019
Executive Summary
Kittelson & Associates, Inc. 3
parcels adjacent to the proposed development seek to rezone these properties back
to agricultural usage.
▪ Access to the site upon build-out is proposed via a single full-movement driveway on Cedar
Creek Grade.
o A future site access point is proposed along the planned West Jubal Early Drive
extension to the north of the site; however, the extension is not currently funded
and will not be assumed in this study.
▪ The development is estimated to generate approximately 1,950 net new weekday daily
trips, 159 weekday a.m. (40 in, 119 out), and 189 weekday p.m. (117 in, 69 out) peak hour
trips when fully built out in year 2027.
▪
2027 Total Traffic Conditions
▪ All study intersections are forecast to continue to operate at LOS D or better during all
analysis periods with the exception of the site driveway.
o During the weekday p.m. peak hour, the southbound left-turn movement is
anticipated to operate below capacity at LOS F. The high delays forecast for this
movement stem from the inability of south left-turning vehicles to find a gap in the
heavy westbound through volumes. These delays are limited to traffic internal to
the site, and no noticeable operational impacts are forecast for mainline traffic on
Cedar Creek Grade.
▪ An evaluation of VDOT turn-lane warrants illustrated a westbound right-turn lane into the
site forecast to warranted under year 2027 total traffic conditions.
o A minimum 100-foot taper and 100-foot storage length are required given the
urban nature of the surrounding area. The 100-foot storage (minimum) was
determined due to the lack of anticipated queuing in the free-flow right-turn lane
into the site.
▪ An evaluation of VDOT turn-lane warrants illustrated a eastbound left-turn lane into the
site forecast to warranted under year 2027 total traffic conditions.
o A 100-foot left-turn lane with a 100-foot taper are required based on both the
projected weekday a.m. and weekday p.m. peak hour volumes at the site driveway.
Access Management
▪ The proposed site driveway meets VDOT access management standards noted in the Road
Design Manual.
Greystone Properties, LLC Rezoning November 2019
Executive Summary
Kittelson & Associates, Inc. 4
RECOMMENDATIONS
Develop a westbound right-turn lane and an eastbound left-turn lane with 100-foot tapers and 100 feet
of storage at the proposed site driveway. No other on- or off-site transportation improvements are
triggered by the proposed Greystone Properties development.
Introduction
Greystone Properties, LLC Rezoning November 2019
Introduction
Kittelson & Associates, Inc. 6
INTRODUCTION
Kittelson and Associates, Inc. (Kittelson) prepared this report to document analysis methodologies and
assumptions with regard to the proposed Greystone Properties development located north of Cedar
Creek Grade between US 11 (Valley Avenue) and Route 37 (Winchester Bypass). The site, shown in
Figure 1, proposes a single, full-movement access point on Cedar Creek Grade. Greystone Properties,
LLC proposes to apply for a rezoning to allow the development of 300-age restricted single-family
dwelling units. The site is currently approved for the development of 200 single-family dwelling units,
120 age-restricted dwelling units, and 6 acres of commercial use. The remaining land parcels not
considered for this development are being considered for rezoning back to agricultural usage. Figure 2
shows a preliminary conceptual site plan.
The general topography for the study site can best be described as level to rolling-hill type terrain.
Figure 3 illustrates the current zoning map for Frederick County (Reference 1). The site on which the
proposed development is located is currently zoned as R4.
This analysis determines the transportation related impacts associated with the proposed development
and was prepared in accordance with Frederick County and Virginia Department of Transportation
(VDOT) requirements for traffic impact studies. The study intersections, time periods for analysis, and
scope of this project were selected after County and VDOT staff were consulted. A scoping letter
provided for this project is provided in Appendix A.
A traffic operations analysis has been conducted to confirm that the transportation system can
adequately support the proposed development. Specifically, this analysis includes:
▪ Year 2019 existing land use and transportation system conditions within the site vicinity;
▪ Forecast year 2027 background traffic conditions (without site development) during the
weekday a.m. and weekday p.m. peak periods including in-process/approved
developments and regional growth;
▪ Trip generation and distribution estimates for the proposed development;
▪ Forecast year 2027 total traffic conditions based on full build out of the development
including queuing and turn lane analyses,
▪ Access management evaluation; and,
▪ Conclusions and recommendations.
SITE
- Study Intersections##
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Frederick County, VA 1
Greystone Properties, LLC Rezoning November 2019
Figure
N
MERRIMANS LNVALLEY AVECEDAR C
R
E
E
K
G
R
A
D
E
W JUBAL
EARLY DR
FREDERICK COUNTY, VA
522
81
37
7
259
522
50
11
50
1181
11
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WEEMS LN
PAPERMILL RDWINCHESTER BYPASS622
621
37
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- Future Study Intersections
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Conceptual Site PlanProvided by Greenway EngineeringFrederick County, VA2Greystone Properties, LLC RezoningNovember 2019Figure
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Frederick County Zoning MapObtained from Frederick County Online GIS DatabaseFrederick County, VA3Greystone Properties, LLC RezoningNovember 2019Figure
Existing Conditions
Greystone Properties, LLC Rezoning November 2019
Existing Conditions
Kittelson & Associates, Inc. 11
EXISTING CONDITIONS
The existing conditions analysis identifies the site conditions and current operational and geometric
characteristics of the roadways within the study area. These conditions will be compared with future
conditions later in this report.
Kittelson staff visited and inventoried the proposed Greystone Properties development site and
surrounding study area in June 2019. At that time, Kittelson collected information regarding site
conditions, adjacent land uses, existing traffic operations, and transportation facilities in the study area.
Transportation Facilities
Table 1 summarizes the primary transportation facilities in the site vicinity. Figure 4 shows the existing
lane configurations and traffic control devices at the study intersections.
Table 1. Existing Transportation Facilities and Roadway Designations
Roadway Classification1
Number
of
Lanes
Speed
Limit
(mph) Median
Side-
walks
Bicycle
Lanes
On-
Street
Parking Surface
US 11 (Valley Avenue) Other Principal Arterial 4 35 No Yes Yes No Paved
Route 622 (Cedar Creek Grade) Minor Arterial 2-42 35 No Yes3 No No Paved
Route 37 NB Ramps Other Freeway or
Expressway Ramp 1 N/A No No No No Paved
Route 37 SB Ramps Other Freeway or
Expressway Ramp 2 N/A No No No No Paved
1Classifications based on VDOT’s 2014 Functional Classification Map.
2Four lanes east of Stoneridge Road, two lanes west of Stoneridge Road
3Sidewalks present east of proposed site entrance only.
Pedestrian and Bicycle Facilities
Field observations taken in the site vicinity revealed low levels of pedestrian and bicycle activity along
Cedar Creek Grade, particularly to the west of Stoneridge Road, where no sidewalks are present and
land uses begin to transition to less dense, single-family plots. Moderate levels of pedestrian activity
were observed along US 11, where numerous commercial businesses are present. Signalized pedestrian
crossings are provided at the US 11/Cedar Creek Grade/Weems Lane intersection. On-street bike lanes
are present along US 11. No protected bicycle infrastructure was observed on Cedar Creek Grade.
Transit Facilities
The City of Winchester operates the Trolley bus route along US 11 and Cedar Creek Grade. With hourly
headways between 8:00 a.m. and 6:44 p.m. on Mondays, Wednesdays, and Fridays and 10:10 a.m. and
4:34 p.m. on Saturdays (no Sunday service), the route connects many of the residential communities in
Winchester to the commercial land uses along South Pleasant Valley Road (Reference 2). A Trolley bus
route stop is located approximately 650 feet east of the proposed site entrance of the Greystone
Properties development at the Cedar Creek Grade/Harrison Street intersection. Currently, no bus
shelter is present.
SITE
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Traffic Control Devices
Frederick County, VA 4
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MERRIMANS LNVALLEY AVECEDAR C
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E
K
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A
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EARLY DR
11
628
WEEMS LN
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3
- STOP SIGN
- TRAFFIC SIGNAL
1 2 3
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Existing Conditions
Kittelson & Associates, Inc. 13
Existing Traffic Volumes and Peak Hour Operations
Turning-movement counts were obtained in May 2019 at all existing study intersections. The counts
were conducted on a typical weekday morning (6:00 a.m. – 9:00 a.m.) and weekday evening (4:00 a.m.
– 7:00 p.m.) during peak time periods when school was in session. Appendix B contains all turning
movement count data sheets.
Consistent with scoping requirements, operational analyses were performed at the following
intersections:
▪ US 11 (Valley Avenue)/Route 622 (Cedar Creek Grade)/Weems Lane
▪ Cedar Creek Grade/Route 37 Northbound Ramps
▪ Cedar Creek Grade/Route 37 Southbound Ramps
Current Levels of Service and Volume-to-Capacity Ratios
All level of service (LOS) analyses described in this report was performed in accordance with the
procedures stated in the 2010 Highway Capacity Manual (HCM - Reference 3) and report HCM 2010
outputs1. A description of level of service and the criteria by which they are determined is presented in
Appendix C.
This analysis is based on the system hourly peak during each of the study periods to evaluate of all
intersection levels-of-service. The weekday a.m. and weekday p.m. peak hours were found to occur
from 7:30 a.m. to 8:30 a.m. and 4:30 p.m. to 5:30 p.m., respectively. Traffic operations were evaluated
using Synchro 10 in accordance with VDOT’s Traffic Operations and Safety Analysis Manual v1.0
(TOSAM – Reference 4).
Figure 5 shows the overall intersection operational results of the existing traffic operations analysis for
the weekday a.m. and weekday p.m. peak hours. Figure 6 shows the lane group LOS. Table 2
summarizes the Synchro 10 peak hour levels of service, 95th percentile back of queue, and delay for
each lane group by intersection. Appendix D contains the existing conditions level of service worksheets.
1 The signal timing at the US 11/Cedar Creek Grade/Weems Lane intersection currently employs non-National Electrical
Manufacturers Association (NEMA) phasing. As such, HCM 2000 outputs are reported for signalized intersections
SITE
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Weekday AM and PM Peak Hours
Frederick County, VA 5
Greystone Properties, LLC Rezoning November 2019
Figure
CM = CRITICAL MOVEMENT (UNSIGNALIZED)
LOS = CRITICAL MOVEMENT LEVEL OF SERVICE
(SIGNALIZED)/CRITICAL MOVEMENT LEVEL OF
SERVICE (UNSIGNALIZED)
Del = INTERSECTION AVERAGE CONTROL DELAY
(SIGNALIZED)/CRITICAL MOVEMENT CONTROL
DELAY (UNSIGNALIZED)
V/C = CRITICAL CRITICAL VOLUME-TO-CAPACITY RATIO
WEEKDAY AM
1
WEEKDAY PM
2 3
291138109220LOS=C
Del=16.4
V/C=0.34
CM=NB
142544
1123891003336996201
213
230
62
77
34
LOS=C
Del=25.7
V/C=0.50440098246666969LOS=B
Del=16.4
V/C=0.67
28754119987546245145
212
227
161
360
57
LOS=C
Del=31.3
V/C=0.71363013016348199207LOS=B
Del=17.1
V/C=0.72
48194358558LOS=B
Del=12.7
V/C=0.19
CM=NB
78448
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Weekday AM and PM Peak Hours
Frederick County, VA 6
Greystone Properties, LLC Rezoning November 2019
Figure
WEEKDAY AM
1
WEEKDAY PM
2 3
B B
B B
B B
B C
B
B
C
A
C
D
D
D
C
C
C C
C
C
C
B
C
C
C
C
B
C
C
C
C
C
- STOP SIGN
- TRAFFIC SIGNAL
- LANE GROUP LOSX
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11
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WEEMS LN
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37
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1 2
3
Greystone Properties, LLC Rezoning November 2019
Existing Conditions
Kittelson & Associates, Inc. 16
Table 2. Existing Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue,
and Delay for Each Lane Group by Intersection
Intersection Information AM Peak Hour PM Peak Hour
Intersection
(#)
Traffic Control Approach Lane
Group
Existing
turn-lane
lengths
LOS
Back
of
Queue
(feet)
Delay
(sec) LOS
Back
of
Queue
(feet)
Delay
(sec)
Route 622 (Cedar Creek
Grade)/Route 37
Southbound Ramps
(#1)
Signalized
EB EBTR - B 135 14.8 B 74 10.7
EB Approach B - 14.8 B - 10.7
WB WBLT - B 72 13.4 B 199 18.7
WB Approach B - 13.4 B - 18.7
SB SBLT - B #276 19.8 C #274 20.3
SBR 650 B 25 10.2 B 37 13.4
SB Approach B - 18.1 B - 18.5
Overall LOS B - 16.4 B - 17.1
Route 622 (Cedar Creek
Grade)/Route 37
Northbound Ramps
(#2)
Two-way
Stop-Controlled
EB EBLT - A 10 8.6 B 10 11.2
EB Approach - - 1.8 - - 1.7
WB WBTR - - 0 0.0 - 0 0.0
WB Approach - - 0.0 - - 0.0
NB NBLTR - C 38 16.4 B 18 12.7
NB Approach C - 16.4 B - 12.7
US 11 (Valley Avenue)/
Route 622(Cedar Creek
Grade)/Weems Lane
(#3)
Signalized
EB
EBL - B 139 19.3 C 124 34.0
EBT - C 196 29.2 D 224 49.2
EBR 370 C 60 26.0 D 60 38.9
EB Approach C - 25.0 D - 41.5
WB WBL - C 50 26.0 C 136 33.1
WBTR - C 45 30.8 D 198 45.8
WB Approach C - 29.1 D - 42.2
NB
NBL 340 B 77 17.6 C #284 21.3
NBT - C 154 25.5 C 223 24.3
NBR 235 C 0 22.0 C 35 21.2
NB Approach C - 23.5 C - 22.9
SB
SBL 370 C 30 22.0 C 63 20.1
SBT - C 151 29.4 C 214 29.2
SBR 350 C 0 25.4 C 53 25.4
SB Approach C - 28.1 C - 27.2
Overall LOS C - 25.7 C - 31.3
#95th percentile volume exceeds capacity; queue may be longer.
As shown in the figures and Table 2, study intersections are anticipated to operate at LOS C or better.
Transportation Impact Analysis
Greystone Properties, LLC Rezoning November 2019
Transportation Impact Analysis
Kittelson & Associates, Inc. 18
TRANSPORTATION IMPACT ANALYSIS
The transportation impact analysis identifies how the study area’s transportation system will operate
through total build out of the project. The Greystone Properties development is anticipated to be
constructed and built out by year 2027. Traffic impacts of the proposed Greystone Properties
development during the typical weekday a.m. and weekday p.m. peak hours were examined as follows:
• Year 2027 background traffic conditions were developed by applying a one percent linear
annual growth rate to traffic on public roadways.
• Year 2027 background weekday a.m. and weekday p.m. peak hour traffic conditions were
analyzed at each of the study intersections.
• Site-generated trips were estimated for the proposed site plan.
• Site trip distribution patterns identified and confirmed through the scoping process were
derived from existing traffic patterns and major trip origins and destinations in the study area.
• Year 2027 total traffic conditions were analyzed at each of the study intersections and site-
access driveways during the weekday a.m. and weekday p.m. peak hours.
YEAR 2027 TRAFFIC CONDITIONS
In the 2027 background analysis, traffic operations prior to full build-out of the proposed development
are analyzed for the purposes of establishing a baseline against which to measure the specific impacts
of the proposed development. Background growth in traffic volumes is attributed to regional growth
in the area as well as any specific development within the study area. These two components of growth
are discussed below.
Regional Growth
A one percent annual growth rate for traffic on public roadways was identified and confirmed through
the scoping process to account for near-term regional traffic growth. This growth rate was grown
linearly to forecast year 2027 background traffic volumes.
In-Process Developments
No in-process developments are anticipated within the study network by the year 2027.
Planned Transportation Improvements
No transportation improvements are anticipated within the study network by the year 2027.
Greystone Properties, LLC Rezoning November 2019
Transportation Impact Analysis
Kittelson & Associates, Inc. 19
2027 Background Traffic Conditions
Figure 7 shows the overall intersection operational results of the year 2027 background traffic
operations analysis for the weekday a.m. and weekday p.m. peak hours. Figure 8 shows the lane group
LOS. Table 3 summarizes the peak hour levels of service, 95th percentile back of queue, and delay for
each lane group by intersection. Appendix E contains the 2027 background traffic operational analysis
worksheets.
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Weekday AM and PM Peak Hours
Frederick County, VA 7
Greystone Properties, LLC Rezoning November 2019
Figure
CM = CRITICAL MOVEMENT (UNSIGNALIZED)
LOS = CRITICAL MOVEMENT LEVEL OF SERVICE
(SIGNALIZED)/CRITICAL MOVEMENT LEVEL OF
SERVICE (UNSIGNALIZED)
Del = INTERSECTION AVERAGE CONTROL DELAY
(SIGNALIZED)/CRITICAL MOVEMENT CONTROL
DELAY (UNSIGNALIZED)
V/C = CRITICAL CRITICAL VOLUME-TO-CAPACITY RATIO
WEEKDAY AM
1
WEEKDAY PM
2 3
12142110836400104218
231
249
67
83
37
LOS=C
Del=26.1
V/C=0.534760106266717575LOS=B
Del=18.0
V/C=0.71
31158621594591265157
230
246
174
390
62
LOS=C
Del=33.2
V/C=0.78393014117752215224LOS=B
Del=19.2
V/C=0.77 311149118238LOS=C
Del=16.6
V/C=0.35
CM=NB
154589
521102388602LOS=B
Del=13.2
V/C=0.20
CM=NB
84485
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1 2
3
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Weekday AM and PM Peak Hours
Frederick County, VA 8
Greystone Properties, LLC Rezoning November 2019
Figure
WEEKDAY AM
WEEKDAY PM
B B
B C
B C
B C
B
B
C
A
C
D
D
D
C
C
C C
C
C
C
B
C
C
C
C
B
C
C
C
C
C
- STOP SIGN
- TRAFFIC SIGNAL
- LANE GROUP LOSX
MIDDLE RD
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R
E
E
K
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R
A
D
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W JUBAL
EARLY DR
11
628
WEEMS LN
PAPERMILL RDWINCHESTER BYPASS622
621
37
644
1 2
3
1 2 3
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Transportation Impact Analysis
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Table 3. Year 2027 Background Traffic Conditions – Summary of Peak Hour Levels of Service, 95th
Percentile Back of Queue, and Delay for Each Lane Group by Intersection
Intersection Information AM Peak Hour PM Peak Hour
Intersection
(#)
Traffic Control Approach Lane
Group
Existing
turn-lane
lengths
LOS
Back
of
Queue
(feet)
Delay
(sec) LOS
Back
of
Queue
(feet)
Delay
(sec)
Route 622 (Cedar Creek
Grade)/Route 37
Southbound Ramps
(#1)
Signalized
EB EBTR - B 144 15.2 B 79 11.1
EB Approach B - 15.2 B - 11.1
WB WBLT - B 78 13.7 C 221 21.8
WB Approach B - 13.7 C - 21.8
SB SBLT - C #304 23.2 C #334 22.7
SBR 650 B 26 10.4 B 40 14.1
SB Approach C - 20.8 C - 20.4
Overall LOS B - 18.0 B - 19.2
Route 622 (Cedar Creek
Grade)/Route 37
Northbound Ramps
(#2)
Two-way
Stop-Controlled
EB EBLT - A 13 8.6 B 13 11.6
EB Approach - - 1.8 - - 1.7
WB WBTR - - 0 0.0 - 0 0.0
WB Approach - - 0.0 - - 0.0
NB NBLTR - C 38 16.6 B 20 13.2
NB Approach C - 16.6 B - 13.2
US 11 (Valley Avenue)/
Route 622(Cedar Creek
Grade)/Weems Lane
(#3)
Signalized
EB
EBL - B 150 19.4 C 134 34.8
EBT - C 212 29.6 D 243 50.0
EBR 370 C 62 26.0 D 67 38.4
EB Approach C - 25.1 D - 41.7
WB WBL - C 53 25.7 C 147 33.9
WBTR - C 47 30.7 D 215 46.7
WB Approach C - 28.9 D - 43.1
NB
NBL 340 B 80 17.9 C #352 28.0
NBT - C 162 26.1 C 243 26.6
NBR 235 C 0 22.3 C 45 22.8
NB Approach C - 24.0 C - 26.3
SB
SBL 370 C 30 22.4 C 66 20.6
SBT - C 157 30.3 C 233 31.6
SBR 350 C 0 25.8 C 55 26.8
SB Approach C - 28.9 C - 29.2
Overall LOS C - 26.1 C - 33.2
#95th percentile volume exceeds capacity; queue may be longer.
As shown in the figures and Table 3, study intersections and critical movements are anticipated to
continue to operate at LOS C or better.
Greystone Properties, LLC Rezoning November 2019
Transportation Impact Analysis
Kittelson & Associates, Inc. 23
PROPOSED DEVELOPMENT
Greystone Properties, LLC is proposing to develop 300 age-restricted single-family dwelling units north
of Cedar Creek Grade between US 11 (Valley Avenue) and Route 37 (Winchester Bypass). The site is
currently zoned R4 and is approved for 200 single-family dwelling units, 120 age-restricted dwelling
units, and 6 acres of commercial use. Access to the site upon build-out is proposed via a single full-
movement driveway on Cedar Creek Grade. A future site access point is proposed along the planned
West Jubal Early Drive extension to the north of the site; however, the extension is not currently funded
and will not be assumed in this study. Figure 9 illustrates the assumed lane configurations and traffic
control devices under year 2027 total traffic conditions.
SITE
C:\KAI Applications\Autodesk\TEMP\AcPublish_28128\24079_ReportFigs.dwg Nov 08, 2019 - 3:07pm - abutsick Layout Tab: 09Year 2027 Total Traffic Assumed Lane Configurations
and Traffic Control Devices
Frederick County, VA 9
Greystone Properties, LLC Rezoning November 2019
Figure
1 2 4 3
MIDDLE RD
N
MERRIMANS LNVALLEY AVECEDAR C
R
E
E
K
G
R
A
D
E
W JUBAL
EARLY DR
11
628
WEEMS LN
PAPERMILL RDWINCHESTER BYPASS622
621
37
644
1 2
3
4
Greystone Properties, LLC Rezoning November 2019
Transportation Impact Analysis
Kittelson & Associates, Inc. 25
Trip Generation
Trip generation estimates for the proposed development were developed using rates specific to VDOT’s
Staunton District developed by VDOT staff. Table 4 summarizes the trip generation estimates for the
proposed development.
Table 4. Estimated Trip Generation
Land Use
ITE
Code Units
Weekday
Daily
Peak Hour Adjacent Street
Weekday AM Peak
Hour
Weekday PM Peak
Hour
Total In Out Total In Out
Senior Adult Housing – Detached1 251 300 Dwelling
Units 1,950 159 40 119 186 117 69
Total Trips 1,950 159 40 119 186 117 69
1Per VDOT staff direction, Weekday Daily, Weekday AM Peak Hour, and Weekday PM Peak Hour trip generation rates
were obtained from VDOT Staunton trip generation methodology.
As shown in Table 4, the development is estimated to generate approximately 1,950 net new weekday
daily trips, 159 weekday a.m. (40 in, 119 out), and 189 weekday p.m. (117 in, 69 out) peak hour trips
when fully built out in year 2027.
Trip Distribution and Trip Assignment
Trip distribution estimates for the proposed project were developed based on anticipated future travel
patterns observed near the site and a major origin/destination patterns in the site vicinity. Figure 10
illustrates the estimated trip distribution pattern, which was confirmed through the scoping process.
Figure 11 illustrates the assignment of net new trips to the surrounding roadway network during the
weekday a.m. and weekday p.m. peak hours.
SITETrip DistributionNM
I
D
D
L
E
R
D
VALLE
Y
A
V
ECEDAR CREEK GRADEW JUBALEARLY DR11628PAPE
R
M
I
L
L
R
D
WINCH
E
S
T
E
R
B
Y
P
A
S
S
62262137MERRIMANS LN
WEEMS LN644C:\KAI Applications\Autodesk\TEMP\AcPublish_28128\24079_ReportFigs.dwg Nov 08, 2019 - 3:07pm - abutsick Layout Tab: 10
Estimated Trip DistributionFrederick County, VA10Greystone Properties, LLC RezoningNovember 2019Figure
SITE
MIDDLE RDC:\KAI Applications\Autodesk\TEMP\AcPublish_28128\24079_ReportFigs.dwg Nov 08, 2019 - 3:07pm - abutsick Layout Tab: 11Net New Site-Generated Trips
Weekday AM and PM Peak Hours
Frederick County, VA 11
Greystone Properties, LLC Rezoning November 2019
Figure
N
MERRIMANS LNVALLEY AVECEDAR C
R
E
E
K
G
R
A
D
E
W JUBAL
EARLY DR
11
628
WEEMS LN
PAPERMILL RDWINCHESTER BYPASS622
621
37
644
1 2
3
WEEKDAY AM
1
WEEKDAY PM
2 4 3
4
623
1
86 24
18
10824
24
30
8774214
26
181
13
1
2219 14
10
292314
14
17
23452441
76
Greystone Properties, LLC Rezoning November 2019
Transportation Impact Analysis
Kittelson & Associates, Inc. 28
2027 TOTAL TRAFFIC CONDITIONS
The year 2027 total traffic conditions analysis forecasts how the transportation system in the study
area will operate after full build out of proposed development. Site-generated trips shown in Figure 11
were added to year 2027 background volumes shown in Figure 7 to arrive at the 2027 total traffic
volumes shown in Figure 12. Figure 13 shows the lane group LOS for the weekday a.m. and weekday
p.m. peak hours. Table 5 summarizes the Synchro 10 peak hour levels of service, 95th percentile back
of queue, and delay for each lane group by intersection. Appendix F contains the year 2027 total traffic
conditions operational worksheets.
SITE
C:\KAI Applications\Autodesk\TEMP\AcPublish_28128\24079_ReportFigs.dwg Nov 08, 2019 - 3:07pm - abutsick Layout Tab: 12Year 2027 Total Traffic Conditions
Weekday AM and PM Peak Hours
Frederick County, VA 12
Greystone Properties, LLC Rezoning November 2019
Figure
CM = CRITICAL MOVEMENT (UNSIGNALIZED)
LOS = CRITICAL MOVEMENT LEVEL OF SERVICE
(SIGNALIZED)/CRITICAL MOVEMENT LEVEL OF
SERVICE (UNSIGNALIZED)
Del = INTERSECTION AVERAGE CONTROL DELAY
(SIGNALIZED)/CRITICAL MOVEMENT CONTROL
DELAY (UNSIGNALIZED)
V/C = CRITICAL CRITICAL VOLUME-TO-CAPACITY RATIO
WEEKDAY AM
1
WEEKDAY PM
2 4 3
MIDDLE RD
N
MERRIMANS LNVALLEY AVECEDAR C
R
E
E
K
G
R
A
D
E
W JUBAL
EARLY DR
11
628
WEEMS LN
PAPERMILL RDWINCHESTER BYPASS622
621
37
644
1 2
3
4
13142110836400112241
254
279
67
91
37
LOS=C
Del=26.4
V/C=0.574820106266719776LOS=B
Del=18.5
V/C=0.72 774214
731
30926CM=SB
LOS=D
Del=32.0
V/C=0.39
1154595 142256
CM=NB
LOS=C
Del=17.1
V/C=0.37
34058621594591289171
243
263
174
413
62
LOS=C
Del=34.9
V/C=0.83411014117852229225LOS=C
Del=20.5
V/C=0.80 452441
585
96676CM=SB
LOS=F
Del=93.6
V/C=0.58
184504 401612
CM=NB
LOS=B
Del=14.0
V/C=0.2531157
52124
SITE
C:\KAI Applications\Autodesk\TEMP\AcPublish_28128\24079_ReportFigs.dwg Nov 08, 2019 - 3:07pm - abutsick Layout Tab: 13Year 2027 Total Traffic Lane Group Level of Service
Weekday AM and PM Peak Hours
Frederick County, VA 13
Greystone Properties, LLC Rezoning November 2019
Figure
CM = CRITICAL MOVEMENT (UNSIGNALIZED)
LOS = CRITICAL MOVEMENT LEVEL OF SERVICE
(SIGNALIZED)/CRITICAL MOVEMENT LEVEL OF
SERVICE (UNSIGNALIZED)
Del = INTERSECTION AVERAGE CONTROL DELAY
(SIGNALIZED)/CRITICAL MOVEMENT CONTROL
DELAY (UNSIGNALIZED)
V/C = CRITICAL CRITICAL VOLUME-TO-CAPACITY RATIO
WEEKDAY AM
1
WEEKDAY PM
2 4 3
MIDDLE RD
N
MERRIMANS LNVALLEY AVECEDAR C
R
E
E
K
G
R
A
D
E
W JUBAL
EARLY DR
11
628
WEEMS LN
PAPERMILL RDWINCHESTER BYPASS622
621
37
644
1 2
3
4
D
D
D
D
C
C
C C
C
C
C
B
C
C
C
C
B
C
C
C
C
C
B
B
C
ABB
B C
B C
B C
B
F C
A
D B
Greystone Properties, LLC Rezoning November 2019
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Kittelson & Associates, Inc. 31
Table 5. 2027 Total Traffic Conditions – Summary of Peak Hour Levels of Service, 95th Percentile Back of
Queue, and Delay for Each Lane Group by Intersection
Intersection Information AM Peak Hour PM Peak Hour
Intersection
(#)
Traffic Control Approach Lane
Group
Existing/
Proposed
turn-lane
lengths
LOS
Back
of
Queue
(feet)
Delay
(sec) LOS
Back
of
Queue
(feet)
Delay
(sec)
Route 622 (Cedar Creek
Grade)/Route 37
Southbound Ramps
(#1)
Signalized
EB EBTR - B 144 15.2 B 79 11.0
EB Approach B - 15.2 B - 11.0
WB WBLT - B 91 14.6 C 232 22.8
WB Approach B - 14.6 C - 22.8
SB SBLT - C #310 24.1 C #371 25.4
SBR 650 B 26 10.4 B 42 14.5
SB Approach C - 21.6 C - 22.6
Overall LOS B - 18.5 C - 20.5
Route 622 (Cedar Creek
Grade)/Route 37
Northbound Ramps
(#2)
Two-way
Stop-Controlled
EB EBLT - A 13 8.8 B 13 11.8
EB Approach - - 1.8 - - 1.7
WB WBTR - - 0 0.0 - 0 0.0
WB Approach - - 0.0 - - 0.0
NB NBLTR - C 43 17.1 B 25 14.0
NB Approach C - 17.1 B - 14.0
US 11 (Valley Avenue)/
Route 622(Cedar Creek
Grade)/Weems Lane
(#3)
Signalized
EB
EBL - B 167 19.3 D #147 36.5
EBT - C #249 29.7 D 257 50.7
EBR 370 C 67 25.7 D 69 38.0
EB Approach C - 25.0 D - 42.2
WB WBL - C 53 25.7 C 147 34.4
WBTR - C 51 30.7 D 226 47.8
WB Approach C - 29.0 D - 44.2
NB
NBL 340 B 85 18.4 C #426 32.7
NBT - C 162 26.7 C 243 27.1
NBR 235 C 0 22.7 C 45 23.1
NB Approach C - 24.4 C - 28.0
SB
SBL 370 C 30 23.0 C 66 22.2
SBT - C 157 31.2 C 233 34.2
SBR 350 C 0 26.5 C 57 28.9
SB Approach C - 29.7 C - 31.5
Overall LOS C - 26.4 C - 34.9
Route 622 (Cedar Creek
Grade)/Site Driveway
(#4)
Two-way
Stop-Controlled
EB EBL 100 A 0 8.0 B 5 11.2
EBT - - 0 0.0 - 0 0.0
EB Approach - - 0.1 - - 0.7
WB WBT - - 0 0.0 - 0 0.0
WBR 100 - 0 0.0 - 0 0.0
WB Approach - - 0.0 - - 0.0
SB SBL - D 43 32.0 F 65 93.6
SBR - B 5 10.4 C 8 19.3
SB Approach C - 24.4 F - 67.8
#95th percentile volume exceeds capacity; queue may be longer.
As shown in the figures and Table 5, all study intersections are forecast to continue to operate at LOS
D or better during all analysis periods with the exception of the site driveway. During the weekday p.m.
peak hour, the southbound left-turn movement is anticipated to operate below capacity at LOS F. The
high delays forecast for this movement stem from the inability of south left-turning vehicles to find a
Greystone Properties, LLC Rezoning November 2019
Transportation Impact Analysis
Kittelson & Associates, Inc. 32
gap in the heavy westbound through volumes. These delays are limited to traffic internal to the site,
and no noticeable operational impacts are forecast for mainline traffic on Cedar Creek Grade.
Turn-Lane Evaluation
The subsequent sections evaluate the need for turn-lanes on Cedar Creek Grade into the proposed site
based on forecast year 2027 total traffic volumes.
Northbound Right-Turn Lane
Per Appendix F of the VDOT Road Design Manual (RDM), right-turn lanes into a private entrance are
required on a two-lane roadway if the warrants in Figure 3-26 are met. Table 6 illustrates the applicable
volumes required for the right-turn lane warrant analysis, while Figure 14 illustrates the application of
these volumes to Figure 3-26 of Appendix F of the VDOT RDM. As shown, a full-width right-turn lane
and taper are projected to be warranted during the weekday p.m. peak hour under year 2027 total
traffic volumes. Per Figure 3-1 of Appendix F of the VDOT RDM, a minimum 100-foot taper and 100-
foot storage length are required given the urban nature of the surrounding area. The 100-foot storage
(minimum) was determined due to the lack of anticipated queuing in the free-flow right-turn lane into
the site.
Table 6. Westbound Volumes – Cedar Creek Grade/Site Driveway – Weekday AM & Weekday PM Peak
Hours
Peak Hour Year 2027 Total Traffic Volumes
PHV Right (vph) PHV Approach Total (vph)
Weekday AM 26 335
Weekday PM 76 1,042
Greystone Properties, LLC Rezoning November 2019
Transportation Impact Analysis
Kittelson & Associates, Inc. 33
Figure 14. VDOT Right-Turn Lane Warrants for Two-Lane Roads – Cedar Creek Grade/Site Driveway -
Weekday AM & Weekday PM Peak Hours
Field observations showed northbound right-turns into the adjacent commercial entrance on Noble
Pond Way are able to complete their maneuver while northbound through movements bypass to the
inside without encroaching into the opposing travel direction. As Noble Pond Way is currently 40-feet
wide without pavement markings (local roadway), the development of a striped northbound right-turn
taper will not be assumed.
Southbound Left-Turn Lane
Per Appendix F of the VDOT RDM, left-turn lanes into a private entrance are required on a two-lane
roadway if the applicable warrants in Table 3-1 and/or Figures 3-5 through 3-22 are met. With a posted
speed of 35 miles-per-hour (assumed design speed of 40 miles-per-hour) and left-turns into the site
entrance accounting for approximately five percent of the southbound advancing volume, Figure 3-5
of the VDOT RDM is the most applicable warrant for the Cedar Creek Grade/Site Driveway intersection.
Table 7 illustrates the applicable volumes required in the warrant analysis at the site entrance, while
Figure 15 illustrates these volumes to Figure 3-5 of Appendix F of the VDOT RDM. As shown, a 100-foot
left-turn lane with a 100-foot taper are required based on both the projected weekday a.m. and
weekday p.m. peak hour volumes at the site driveway.
Greystone Properties, LLC Rezoning November 2019
Transportation Impact Analysis
Kittelson & Associates, Inc. 34
Table 7. Left-Turning Volumes – Cedar Creek Grade/Site Driveway – Weekday AM & Weekday PM Peak
Hours
Peak Hour Year 2027 Total Traffic Volumes
Opposing Volume Advancing Volume Left-turns as a Percentage of Advancing Volume (L%)
Weekday AM 335 745 2%
Weekday PM 1,042 626 7%
Figure 15. VDOT Left-Turn Lane Warrants– Cedar Creek Grade/Site Driveway – Weekday AM & Weekday
PM Peak Hours
ACCESS MANAGEMENT EVALUATION
An evaluation of the proposed full-access movement on Cedar Creek Grade was performed with
respect to VDOT’s Access Management policies (Reference 5). Figure 16 illustrates the proposed
spacing of the full-movement driveway with respect to the adjacent roadways on Cedar Creek Grade.
Spacing from Adjacent Full-Movement Access Entrances
Per Table 2-2 in Appendix F of the VDOT RDM, the minimum spacing for a full-movement entrance on
Cedar Creek Grade (posted 35 miles-per-hour) from an adjacent full-movement access is 470 feet. As
shown in Figure 16, the proposed entrance is approximately 530 feet away from Stoneridge Road to
Greystone Properties, LLC Rezoning November 2019
Transportation Impact Analysis
Kittelson & Associates, Inc. 35
the east and approximately 550 feet from the private driveway to the single-family home to the west.
Therefore, the proposed location of the full-movement site driveway meets minimum spacing
standards from adjacent full-movement access entrances.
Spacing from Adjacent Partial Access Entrances
Per Table 2-2 in Appendix F of the VDOT RDM, the minimum spacing for a full-movement entrance on
Cedar Creek Grade (posted 35 miles-per-hour) from an adjacent partial access is 250 feet. As shown in
Figure 16, the proposed entrance is approximately 395 feet away from the private driveway to the
single-family home to the east. Therefore, the proposed location of the full-movement site driveway
meets minimum spacing standards from adjacent partial access entrances.
SITENST
O
N
E
R
I
D
G
E
R
D
C:\KAI Applications\Autodesk\TEMP\AcPublish_28128\24079_ReportFigs.dwg Nov 08, 2019 - 3:07pm - abutsick Layout Tab: 16
Access Management EvaluationFrederick County, VA16Greystone Properties, LLC RezoningNovember 2019Figure530'
5
5
0
'395'XX'PROPOSEDSITE DWY - PROPOSED SPACING FROM ADJACENT FULL-ACCESSXX' - PROPOSED SPACING FROM ADJACENT PARTIAL-ACCESS
Conclusions and Recommendations
Greystone Properties, LLC Rezoning November 2019
Conclusions and Recommendations
Kittelson & Associates, Inc. 38
CONCLUSIONS AND RECOMMENDATIONS
Based on the results of the transportation impact analysis, the transportation system can accommodate
full build-out of the proposed development and assuming provision of the recommended mitigations.
The findings of this analysis and our recommendations are discussed below.
Existing Conditions
▪ All study intersections study intersections are anticipated to operate at LOS C or better.
2027 Background Traffic Conditions
▪ Growth rates of one percent (linear) were applied to movements on public roadways to
account for near-term regional traffic growth.
▪ No transportation improvements or in-process developments were identified for inclusion
in the background 2027 analysis.
▪ All study intersections are forecast to continue to operate at LOS C or better under year
2027 background traffic conditions.
Proposed Development
▪ Greystone Properties, LLC is proposing to develop 300 age-restricted single-family dwelling
units north of Cedar Creek Grade between US 11 (Valley Avenue) and Route 37 (Winchester
Bypass).
o The site is currently zoned R4 and is approved for 200 single-family dwelling units,
120 age-restricted dwelling units, and 6 acres of commercial use. Owners of the
adjacent land parcels not considered for this development seek to rezone their
property back to agricultural usage.
▪ Access to the site upon build-out is proposed via a single full-movement driveway on Cedar
Creek Grade.
o A future site access point is proposed along the planned West Jubal Early Drive
extension to the north of the site; however, the extension is not currently funded
and will not be assumed in this study.
▪ The development is estimated to generate approximately 1,950 net new weekday daily
trips, 159 weekday a.m. (40 in, 119 out), and 189 weekday p.m. (117 in, 69 out) peak hour
trips when fully built out in year 2027.
▪
Greystone Properties, LLC Rezoning November 2019
Conclusions and Recommendations
Kittelson & Associates, Inc. 39
2027 Total Traffic Conditions
▪ All study intersections are forecast to continue to operate at LOS D or better during all
analysis periods with the exception of the site driveway.
o During the weekday p.m. peak hour, the southbound left-turn movement is
anticipated to operate below capacity at LOS F. The high delays forecast for this
movement stem from the inability of south left-turning vehicles to find a gap in the
heavy westbound through volumes. These delays are limited to traffic internal to
the site, and no noticeable operational impacts are forecast for mainline traffic on
Cedar Creek Grade.
▪ An evaluation of VDOT turn-lane warrants illustrated a westbound right-turn lane into the
site forecast to warranted under year 2027 total traffic conditions.
o A minimum 100-foot taper and 100-foot storage length are required given the
urban nature of the surrounding area. The 100-foot storage (minimum) was
determined due to the lack of anticipated queuing in the free-flow right-turn lane
into the site.
▪ An evaluation of VDOT turn-lane warrants illustrated a eastbound left-turn lane into the
site forecast to warranted under year 2027 total traffic conditions.
o A 100-foot left-turn lane with a 100-foot taper are required based on both the
projected weekday a.m. and weekday p.m. peak hour volumes at the site driveway.
Access Management
▪ The proposed site driveway meets VDOT access management standards noted in the Road
Design Manual.
RECOMMENDATIONS
Develop a westbound right-turn lane and an eastbound left-turn lane with 100-foot tapers and 100 feet
of storage at the proposed site driveway. No other on- or off-site transportation improvements are
triggered by the proposed Greystone Properties development.
References
Greystone Properties, LLC Rezoning November 2019
References
Kittelson & Associates, Inc. 41
REFERENCES
1. Frederick County. Frederick County Interactive Maps. Accessed August 20, 2019.
https://www.fcva.us/departments/geographic-information-systems/interactive-maps
2. City of Winchester. Schedule/Bus Stop Locations. Accessed September 16, 2019.
https://www.winchesterva.gov/public-transportation/schedule-bus-stop-locations
3. Transportation Research Board. Highway Capacity Manual. 2010.
4. Virginia Department of Transportation. Traffic Operations and Safety Analysis Manual.
November 2015.
5. Virginia Department of Transportation. Road Design Manual. April 2016.
Appendix A
Scoping Letter
It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding
geographic scope, alternate methodology, or other issues can be answered at the scoping meeting.
PRE-SCOPE OF WORK MEETING FORM
Information on the Project
Traffic Impact Analysis Base Assumptions
The applicant is responsible for entering the relevant information and submitting the form to VDOT and the
locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline,
the scope of work meeting may be postponed.
Contact Information
Consultant Name:
Tele:
E-mail:
Andrew Butsick, PE & John Callow - Kittelson & Associates, Inc.
(703) 885-8970
abutsick@kittelson.com
Developer/Owner Name:
Tele:
E-mail:
Greystone Properties, LLC (C/O Richie Wilkins)
(540) 662-7215
rwilkins@wilkinsco.com
Project Information
Project Name: Greystone Properties, LLC Rezoning Locality/County: Frederick County
Project Location:
(Attach regional and site
specific location map) See Figure 1 - attached
Submission Type Comp Plan Rezoning Site Plan Subd Plat
Project Description:
(Including details on the land
use, acreage, phasing, access
location, etc. Attach additional
sheet if necessary)
Greystone Properties, LLC is proposing to develop 300 age-restricted single-family
dwelling units north of Cedar Creek Grade between US 11 (Valley Avenue) and
Route 37 (Winchester Bypass). The site is currently zoned R4 and is approved for
200 single-family dwelling units, 120 age-restricted dwelling units, and 6 acres of
commerical use. Access to the site upon build-out is proposed via a single full-
movement driveway on Cedar Creek Grade. A future site access point is proposed
along the planned West Jubal Early Drive extension to the north of the site;
however, the extension is not currently funded and will not be assumed in this
study. A conceptual site plan is shown in Figure 2.
Proposed Use(s):
(Check all that apply; attach
additional pages as necessary)
Residential Commercial Mixed Use Other
It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding
geographic scope, alternate methodology, or other issues can be answered at the scoping meeting.
Residential Uses(s)
Number of Units: 300
ITE LU Code(s): 251
(see attached
Trip Gen Table)
Commercial Use(s)
ITE LU Code(s):
Square Ft or Other Variable:
Other Use(s)
ITE LU Code(s):
Independent Variable(s):
Total Peak Hour Trip
Projection: Less than 100 100 – 499 500 – 999 1,000 or more
Traffic Impact Analysis Assumptions
Study Period Existing Year: 2019 Build-out Year: 2027 Design Year: N/A
Study Area Boundaries
(Attach map)
North: West Jubal Early Drive South: Route 622 (Cedar Creek Grade)
East: US 11 (Valley Avenue) West: Route 37 (Winchester Bypass)
External Factors That
Could Affect Project
(Planned road improvements,
other nearby developments)
Extension of West Jubal Early Drive from the West Jubal Early Drive/Handley
Avenue/Meadow Branch Avenue intersection to Route 621 (Merrimans Lane)
Consistency With
Comprehensive Plan
(Land use, transportation plan)
Yes
Available Traffic Data
(Historical, forecasts)
2017 AADT Volumes from VDOT
US 11 (Valley Avenue) - 15,000 vpd (Jubal Early Drive to Weems Lane)
US 11 (Valley Avenue) - 19,000 vpd (Weems Lane to Middle Road)
Route 622 (Cedar Creek Grade) - 13,000 (SR 37 to WCL Winchester)
Route 5200-138 (Cedar Creek Grade) - 13,000 (WCL Winchester to Valley Avenue)
Trip Distribution
(Attach sketch)
Road Name: 60% to/from east on
Cedar Creek Drive [20% north on
US 11/20% east on Weems
Lane/25% south on US 11] (See
Figure 3)
Road Name: 19% to/from south on Route 37
Road Name: 15% to/from north
on Route 37
Road Name: 1% to/from west on Cedar Creek
Grade
Annual Vehicle Trip
Growth Rate: 1% (linear)
Peak Period for Study
(check all that apply) AM PM SAT
Peak Hour of the Generator 6-9 am 4-7 pm
Study Intersections 1.Route 37 SB Ramps/Cedar
Creek Grade 6.
It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding
geographic scope, alternate methodology, or other issues can be answered at the scoping meeting.
and/or Road Segments
(Attach additional sheets as
necessary)
2.Route 37 NB Ramps/Cedar
Creek Grade 7.
3.US 11/Cedar Creek
Grade/Weems Lane 8.
4.Cedar Creek Grade/Proposed
Driveway [future] 9.
5. 10.
Trip Adjustment Factors Internal allowance: Yes No
Reduction: % trips
Pass-by allowance: Yes No
Reduction: % trips
Software Methodology Synchro HCS (v.2000/+) aaSIDRA CORSIM Other SimTraffic
(if required)
Traffic Signal Proposed
or Affected
(Analysis software to be used,
progression speed, cycle length)
Analysis Software: Synchro v10 Results: HCM Methodology
Improvement(s)
Assumed or to be
Considered
None
Background Traffic
Studies Considered
None
Plan Submission Master Development Plan (MDP) Generalized Development Plan (GDP)
Preliminary/Sketch Plan Other Plan type (Final Site, Subd. Plan)
Additional Issues to be
Addressed
Queuing analysis Actuation/Coordination Weaving analysis
Merge analysis Bike/Ped Accommodations Intersection(s)
TDM Measures Other
NOTES on ASSUMPTIONS: All parameters of the study will be compliant with the provisions and analysis
procedures established in VDOT's Traffic Operations and Safety Analysis Manual (TOSAM). SimTraffic
software will be utilized in scenarios with oversaturated conditions.
Greystone Properties, LLC RezoningITE Trip Gen 10th EdTotal In Out Total In OutSenior Adult Housing - Detached* 251 300 Dwelling Units 1,950 159 40 119 186 117 691,950 159 40 119 186 117 69*Per VDOT staff direction, Weekday Daily, Weekday AM Peak Hour, and Weekday PM Peak Hour trip generation rates were obtained from VDOT Staunton trip generation methodology.Peak Hour Adjacent StreetWeekday AM Peak Hour Weekday PM Peak HourTotal TripsLand UseITE CodeUnitsWeekday Daily
Appendix B
Traffic Counts
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Route 37 SB Ramps -- Cedar Creek Grade QC JOB #: QC JOB #: 14990201
CITY/STATE: CITY/STATE: Winchester, VA DATE: DATE: Tue, May 28 2019
538 0
98 0 440
165 0 0 136
246 0.90.9 67
312 66 69 686
0 0 0
135 0
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:30 AM -- 7:45 AMPeak 15-Min: 7:30 AM -- 7:45 AM
4.6 0
7.1 0 4.1
7.3 0 0 5.9
2 7.5
1.9 1.5 4.3 3.4
0 0 0
3 0
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
NA
NA NA
NA
NA
NA NA
NA
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Route 37 SB Ramps Route 37 SB Ramps
(Northbound)(Northbound)
Route 37 SB Ramps Route 37 SB Ramps
(Southbound)(Southbound)
Cedar Creek GradeCedar Creek Grade
(Eastbound)(Eastbound)
Cedar Creek GradeCedar Creek Grade
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
6:00 AM 0 0 0 0 40 0 3 0 0 19 8 0 4 2 0 0 76
6:15 AM 0 0 0 0 69 0 5 0 0 25 11 0 8 7 0 0 125
6:30 AM 0 0 0 0 73 0 3 0 0 34 6 0 14 7 0 0 137
6:45 AM 0 0 0 0 67 0 10 0 0 31 12 0 11 5 0 0 136 474
7:00 AM 0 0 0 0 70 0 9 0 0 55 16 0 24 7 0 0 181 579
7:15 AM 0 0 0 0 84 0 13 0 0 57 19 0 20 10 0 0 203 657
7:30 AM 0 0 0 0 120 0 17 0 0 79 20 0 19 19 0 0 274 794
7:45 AM 0 0 0 0 124 0 26 0 0 76 16 0 14 14 0 0 270 928
8:00 AM 0 0 0 0 103 0 28 0 0 44 17 0 16 16 0 0 224 971
8:15 AM 0 0 0 0 93 0 27 0 0 47 13 0 20 18 0 0 218 986
8:30 AM 0 0 0 0 98 0 23 0 0 46 10 0 18 18 0 0 213 925
8:45 AM 0 0 0 0 116 0 19 0 0 53 8 0 21 17 0 0 234 889
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 0 0 480 0 68 0 0 316 80 0 76 76 0 0 1096
Heavy Trucks 0 0 0 12 0 8 0 8 0 4 4 0 36
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Railroad
Stopped Buses
Comments:
Report generated on 6/4/2019 1:33 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Route 37 SB Ramps -- Cedar Creek Grade QC JOB #: QC JOB #: 14990202
CITY/STATE: CITY/STATE: Winchester, VA DATE: DATE: Tue, May 28 2019
520 0
131 0 389
335 0 0 391
168 0.970.97 204
212 44 187 557
0 0 0
231 0
Peak-Hour: 4:15 PM -- 5:15 PMPeak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
2.5 0
4.6 0 1.8
3 0 0 2
5.4 2
4.2 0 2.1 2.9
0 0 0
1.7 0
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
NA
NA NA
NA
NA
NA NA
NA
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Route 37 SB Ramps Route 37 SB Ramps
(Northbound)(Northbound)
Route 37 SB Ramps Route 37 SB Ramps
(Southbound)(Southbound)
Cedar Creek GradeCedar Creek Grade
(Eastbound)(Eastbound)
Cedar Creek GradeCedar Creek Grade
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 0 0 0 0 69 0 21 0 0 44 11 0 40 36 0 0 221
4:15 PM 0 0 0 0 107 0 36 0 0 45 6 0 41 52 0 0 287
4:30 PM 0 0 0 0 101 0 28 0 0 47 8 0 32 49 0 0 265
4:45 PM 0 0 0 0 94 0 29 0 0 42 10 0 46 60 0 0 281 1054
5:00 PM 0 0 0 0 87 0 38 0 0 34 20 0 68 43 0 0 290 1123
5:15 PM 0 0 0 0 81 0 35 0 0 40 10 0 53 50 0 0 269 1105
5:30 PM 0 0 0 0 81 1 31 0 0 35 9 0 33 39 0 0 229 1069
5:45 PM 0 0 0 0 68 0 22 0 0 27 14 0 30 34 0 0 195 983
6:00 PM 0 0 0 0 63 0 14 0 0 29 18 0 42 34 0 0 200 893
6:15 PM 0 0 0 0 65 0 20 0 0 22 10 0 27 37 0 0 181 805
6:30 PM 0 0 0 0 41 0 11 0 0 30 5 0 13 27 0 0 127 703
6:45 PM 0 0 0 0 55 0 21 0 0 27 3 0 25 39 0 0 170 678
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 0 0 0 0 348 0 152 0 0 136 80 0 272 172 0 0 1160
Heavy Trucks 0 0 0 0 0 8 0 0 0 4 4 0 16
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Railroad
Stopped Buses
Comments:
Report generated on 6/4/2019 1:33 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Route 37 NB Ramps -- Cedar Creek Grade QC JOB #: QC JOB #: 14990203
CITY/STATE: CITY/STATE: Winchester, VA DATE: DATE: Tue, May 28 2019
0 385
0 0 0
129 160 224 326
534 0.860.86 102
694 0 0 666
27 1 132
0 160
Peak-Hour: 7:15 AM -- 8:15 AMPeak-Hour: 7:15 AM -- 8:15 AM
Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM
0 6.5
0 0 0
7 4.4 7.6 7.4
3 6.9
3.3 0 0 3.2
7.4 100 3.8
0 5
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
NA
NA NA
NA
NA
NA NA
NA
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Route 37 NB Ramps Route 37 NB Ramps
(Northbound)(Northbound)
Route 37 NB Ramps Route 37 NB Ramps
(Southbound)(Southbound)
Cedar Creek GradeCedar Creek Grade
(Eastbound)(Eastbound)
Cedar Creek GradeCedar Creek Grade
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
6:00 AM 1 0 4 0 0 0 0 0 13 45 0 0 0 8 24 0 95
6:15 AM 5 0 16 0 0 0 0 0 19 74 0 0 0 7 38 0 159
6:30 AM 4 0 10 0 0 0 0 0 18 90 0 0 0 17 45 0 184
6:45 AM 2 0 19 0 0 0 0 0 25 71 0 0 0 15 47 0 179 617
7:00 AM 1 1 18 0 0 0 0 0 35 91 0 0 0 32 49 0 227 749
7:15 AM 2 0 20 0 0 0 0 0 41 106 0 0 0 28 48 0 245 835
7:30 AM 11 0 33 0 0 0 0 0 55 145 0 0 0 29 58 0 331 982
7:45 AM 10 0 53 0 0 0 0 0 39 163 0 0 0 21 57 0 343 1146
8:00 AM 4 1 26 0 0 0 0 0 25 120 0 0 0 24 61 0 261 1180
8:15 AM 4 0 26 0 0 0 0 0 23 109 0 0 0 35 44 0 241 1176
8:30 AM 7 0 28 0 0 0 0 0 22 131 0 0 0 26 47 0 261 1106
8:45 AM 8 0 27 0 0 0 0 0 26 144 0 0 0 35 47 0 287 1050
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 40 0 212 0 0 0 0 0 156 652 0 0 0 84 228 0 1372
Heavy Trucks 0 0 4 0 0 0 4 12 0 0 0 16 36
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Railroad
Stopped Buses
Comments:
Report generated on 6/4/2019 1:33 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Route 37 NB Ramps -- Cedar Creek Grade QC JOB #: QC JOB #: 14990204
CITY/STATE: CITY/STATE: Winchester, VA DATE: DATE: Tue, May 28 2019
0 635
0 0 0
406 78 556 914
446 0.90.9 358
524 0 0 540
48 1 94
0 143
Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM
Peak 15-Min: 5:00 PM -- 5:15 PMPeak 15-Min: 5:00 PM -- 5:15 PM
0 1.6
0 0 0
1.7 6.4 0.9 1.1
1.3 1.4
2.1 0 0 1.7
4.2 0 3.2
0 3.5
0
0 0
0
0 0 0
0 0
0 0
0 0
0 0 0
NA
NA NA
NA
NA
NA NA
NA
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Route 37 NB Ramps Route 37 NB Ramps
(Northbound)(Northbound)
Route 37 NB Ramps Route 37 NB Ramps
(Southbound)(Southbound)
Cedar Creek GradeCedar Creek Grade
(Eastbound)(Eastbound)
Cedar Creek GradeCedar Creek Grade
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 14 0 26 0 0 0 0 0 28 95 0 0 0 62 98 0 323
4:15 PM 15 0 21 0 0 0 0 0 26 126 0 0 0 75 127 0 390
4:30 PM 18 1 19 0 0 0 0 0 24 124 0 0 0 69 104 0 359
4:45 PM 10 0 24 0 0 0 0 0 18 114 0 0 0 96 110 0 372 1444
5:00 PM 9 0 24 0 0 0 0 0 19 104 0 0 0 106 178 0 440 1561
5:15 PM 11 0 27 0 0 0 0 0 17 104 0 0 0 87 164 0 410 1581
5:30 PM 11 1 37 0 0 0 0 0 18 95 0 0 0 61 109 0 332 1554
5:45 PM 7 0 26 0 0 0 0 0 11 74 0 0 0 63 107 0 288 1470
6:00 PM 14 1 16 0 0 0 0 0 11 89 0 0 0 52 110 0 293 1323
6:15 PM 14 0 18 0 0 0 0 0 14 65 0 0 0 47 106 0 264 1177
6:30 PM 10 0 15 0 0 0 0 0 13 62 0 0 0 35 81 0 216 1061
6:45 PM 11 0 11 0 0 0 0 0 17 66 0 0 0 46 55 0 206 979
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 36 0 96 0 0 0 0 0 76 416 0 0 0 424 712 0 1760
Heavy Trucks 0 0 8 0 0 0 0 0 0 0 8 0 16
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Railroad
Stopped Buses
Comments:
Report generated on 6/4/2019 1:33 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Valley Ave -- Cedar Creek Grade/Weems Ln QC JOB #: QC JOB #: 14990207
CITY/STATE: CITY/STATE: Winchester (city), VA DATE: DATE: Tue, May 28 2019
498 624
96 369 33
285 201 34 173
213 0.90.9 77
644 230 62 346
112 389 100
661 601
Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM
Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM
5.6 5.8
11.5 4.3 3
9.8 5.5 8.8 10.4
2.8 13
4 3.9 8.1 2.9
6.3 5.7 3
4.5 5.3
0
0 0
2
0 0 0
0 0
0 0
0 0
0 0 0
NA
NA NA
NA
NA
NA NA
NA
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Valley Ave Valley Ave
(Northbound)(Northbound)
Valley Ave Valley Ave
(Southbound)(Southbound)
Cedar Creek Grade/Weems LnCedar Creek Grade/Weems Ln
(Eastbound)(Eastbound)
Cedar Creek Grade/Weems LnCedar Creek Grade/Weems Ln
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
6:00 AM 11 23 7 0 3 17 9 0 11 14 17 0 3 7 1 0 123
6:15 AM 24 46 10 0 7 25 3 0 22 24 30 0 5 6 3 0 205
6:30 AM 20 47 11 0 1 29 12 0 41 37 41 0 7 11 7 0 264
6:45 AM 18 47 13 0 8 42 11 0 23 34 27 0 5 15 2 0 245 837
7:00 AM 15 59 14 0 4 48 26 0 38 31 38 0 11 20 2 0 306 1020
7:15 AM 27 86 25 0 10 67 22 0 31 44 34 0 7 13 7 0 373 1188
7:30 AM 27 83 19 0 5 98 20 0 45 51 60 0 13 24 5 0 450 1374
7:45 AM 26 113 22 0 6 106 29 0 57 61 71 0 16 15 8 0 530 1659
8:00 AM 33 104 25 0 13 94 27 0 62 44 51 0 16 12 11 0 492 1845
8:15 AM 26 89 34 0 9 71 20 0 37 57 48 0 17 26 10 0 444 1916
8:30 AM 25 82 33 0 6 63 29 0 40 37 43 0 23 28 9 0 418 1884
8:45 AM 26 101 32 0 8 81 27 0 40 62 71 0 18 27 12 0 505 1859
Peak 15-MinPeak 15-Min
FlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 104 452 88 0 24 424 116 0 228 244 284 0 64 60 32 0 2120
Heavy Trucks 12 20 0 0 12 12 12 8 8 8 8 0 100
Pedestrians 4 0 0 0 4
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Railroad
Stopped Buses
Comments:
Report generated on 6/4/2019 1:33 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume
LOCATION: LOCATION: Valley Ave -- Cedar Creek Grade/Weems Ln QC JOB #: QC JOB #: 14990208
CITY/STATE: CITY/STATE: Winchester (city), VA DATE: DATE: Tue, May 28 2019
878 743
245 546 87
892 145 57 578
212 0.940.94 360
584 227 161 498
287 541 199
934 1027
Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM
Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM
1.6 2.4
1.6 1.5 2.3
1.5 3.4 3.5 1.6
0.9 0.8
2.1 2.2 2.5 1.4
2.1 2 1.5
1.8 1.9
1
1 1
1
0 0 1
0 0
0 0
0 0
0 0 0
NA
NA NA
NA
NA
NA NA
NA
15-Min Count15-Min CountPeriod Period Beginning AtBeginning At
Valley Ave Valley Ave
(Northbound)(Northbound)
Valley Ave Valley Ave
(Southbound)(Southbound)
Cedar Creek Grade/Weems LnCedar Creek Grade/Weems Ln
(Eastbound)(Eastbound)
Cedar Creek Grade/Weems LnCedar Creek Grade/Weems Ln
(Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
4:00 PM 62 138 46 0 13 100 33 0 28 48 36 0 28 71 19 0 622
4:15 PM 69 113 49 0 23 128 52 0 40 60 46 0 41 75 16 0 712
4:30 PM 66 138 43 0 23 130 48 0 34 52 65 0 43 67 13 0 722
4:45 PM 66 108 47 0 24 142 61 0 27 58 65 0 39 70 18 0 725 2781
5:00 PM 79 131 50 0 17 129 80 0 41 54 52 0 43 118 12 0 806 2965
5:15 PM 76 164 59 0 23 145 56 0 43 48 45 0 36 105 14 0 814 3067
5:30 PM 61 118 45 0 13 97 40 0 30 46 49 0 47 66 10 0 622 2967
5:45 PM 54 111 32 0 16 109 44 0 27 51 38 0 42 55 9 0 588 2830
6:00 PM 73 110 34 0 12 89 31 0 28 52 31 0 40 55 9 0 564 2588
6:15 PM 64 83 46 0 17 80 27 0 23 37 38 0 38 52 20 0 525 2299
6:30 PM 49 78 24 0 3 74 34 0 27 37 23 0 21 50 7 0 427 2104
6:45 PM 37 86 31 0 10 58 22 0 18 33 24 0 38 40 4 0 401 1917
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU
All Vehicles 304 656 236 0 92 580 224 0 172 192 180 0 144 420 56 0 3256
Heavy Trucks 4 12 4 4 12 4 0 0 0 4 4 4 52
Pedestrians 4 0 0 4 8
Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0
Railroad
Stopped Buses
Comments:
Report generated on 6/4/2019 1:33 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212
Page 1 of 1
Appendix C
Level of Service Description
Greystone Properties, LLC Rezoning November 2019
Appendix C
Kittelson & Associates, Inc. C1
APPENDIX C LEVEL-OF-SERVICE CONCEPT
Level of service (LOS) is a concept developed to quantify the degree of comfort (including such elements
as travel time, number of stops, total amount of stopped delay, and impediments caused by other
vehicles) afforded to drivers as they travel through an intersection or roadway segment. Six grades are
used to denote the various level of service from “A” to “F”.2
Signalized Intersections
The six level-of-service grades are described qualitatively for signalized intersections in Table C1.
Additionally, Table C2 identifies the relationship between level of service and average control delay per
vehicle. Control delay is defined to include initial deceleration delay, queue move-up time, stopped
delay, and final acceleration delay. Using this definition, Level of Service “D” is generally considered to
represent the minimum acceptable design standard.
Table C1 Level-of-Service Definitions (Signalized Intersections)
Level of
Service
Average Delay per Vehicle
A
Very low average control delay, less than 10 seconds per vehicle. This occurs when progression is extremely
favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may
also contribute to low delay.
B
Average control delay is greater than 10 seconds per vehicle and less than or equal to 20 seconds per vehicle. This
generally occurs with good progression and/or short cycle lengths. More vehicles stop than for a level of service A,
causing higher levels of average delay.
C
Average control delay is greater than 20 seconds per vehicle and less than or equal to 35 seconds per vehicle. These
higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to
appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the
intersection without stopping.
D
Average control delay is greater than 35 seconds per vehicle and less than or equal to 55 seconds per vehicle. The
influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable
progression, long cycle length, or high volume/capacity ratios. Many vehicles stop, and the proportion of vehicles not
stopping declines. Individual cycle failures are noticeable.
E
Average control delay is greater than 55 seconds per vehicle and less than or equal to 80 seconds per vehicle. This is
usually considered to be the limit of acceptable delay. These high delay values generally (but not always) indicate
poor progression, long cycle lengths, and high volume/capacity ratios. Individual cycle failures are frequent
occurrences.
F
Average control delay is in excess of 80 seconds per vehicle. This is considered to be unacceptable to most drivers.
This condition often occurs with oversaturation. It may also occur at high volume/capacity ratios below 1.0 with
many individual cycle failures. Poor progression and long cycle lengths may also contribute to such high delay values.
Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual, (2000).
2 Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual,
(2010).
Greystone Properties, LLC Rezoning November 2019
Appendix C
Kittelson & Associates, Inc. C2
Table C2 Level-of-Service Criteria for Signalized Intersections
Level of
Service Average Control Delay per Vehicle (Seconds)
A <10.0
B >10 and (20
C >20 and (35
D >35 and (55
E >55 and (80
F >80
Unsignalized Intersections
Unsignalized intersections include two-way stop-controlled (TWSC) and all-way stop-controlled (AWSC)
intersections. The 2010 Highway Capacity Manual (HCM) provides models for estimating control delay
at both TWSC and AWSC intersections. A qualitative description of the various service levels associated
with an unsignalized intersection is presented in Table C3. A quantitative definition of level of service
for unsignalized intersections is presented in Table C4. Using this definition, Level of Service “E” is
generally considered to represent the minimum acceptable design standard.
Table C3 Level-of-Service Criteria for Unsignalized Intersections
Level of
Service
Average Delay per Vehicle to Minor Street
A
• Nearly all drivers find freedom of operation.
• Very seldom is there more than one vehicle in queue.
B • Some drivers begin to consider the delay an inconvenience.
• Occasionally there is more than one vehicle in queue.
C
• Many times there is more than one vehicle in queue.
• Most drivers feel restricted, but not objectionably so.
D
• Often there is more than one vehicle in queue.
• Drivers feel quite restricted.
E
• Represents a condition in which the demand is near or equal to the probable maximum number of vehicles that can
be accommodated by the movement.
• There is almost always more than one vehicle in queue.
• Drivers find the delays approaching intolerable levels.
F
• Forced flow.
• Represents an intersection failure condition that is caused by geometric and/or operational constraints external to
the intersection.
Greystone Properties, LLC Rezoning November 2019
Appendix C
Kittelson & Associates, Inc. C3
Table C4 Level-of-Service Criteria for Unsignalized Intersections
It should be noted that the level-of-service criteria for unsignalized intersections are somewhat
different than the criteria used for signalized intersections. The primary reason for this difference is
that drivers expect different levels of performance from different kinds of transportation facilities. The
expectation is that a signalized intersection is designed to carry higher traffic volumes than an
unsignalized intersection. Additionally, there are a number of driver behavior considerations that
combine to make delays at signalized intersections less galling than at unsignalized intersections. For
example, drivers at signalized intersections are able to relax during the red interval, while drivers on
the minor street approaches to TWSC intersections must remain attentive to the task of identifying
acceptable gaps and vehicle conflicts. Also, there is often much more variability in the amount of delay
experienced by individual drivers at unsignalized intersections than signalized intersections. For these
reasons, it is considered that the control delay threshold for any given level of service is less for an
unsignalized intersection than for a signalized intersection. While overall intersection level of service is
calculated for AWSC intersections, level of service is only calculated for the minor approaches and the
major street left turn movements at TWSC intersections. No delay is assumed to the major street
through movements. For TWSC intersections, the overall intersection level of service remains
undefined: level of service is only calculated for each minor street lane.
In the performance evaluation of TWSC intersections, it is important to consider other measures of
effectiveness (MOEs) in addition to delay, such as v/c ratios for individual movements, average queue
lengths, and 95th-percentile queue lengths. By focusing on a single MOE for the worst movement only,
such as delay for the minor-street left turn, users may make inappropriate traffic control decisions. The
potential for making such inappropriate decisions is likely to be particularly pronounced when the HCM
level-of-service thresholds are adopted as legal standards, as is the case in many public agencies.
Level of Service Average Control Delay per Vehicle (Seconds)
A <10.0
B >10.0 and <15.0
C >15.0 and <25.0
D >25.0 and <35.0
E >35.0 and <50.0
F >50.0
Appendix D
Existing Conditions Level of
Service Worksheets
Queues Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday AM - Existing
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - Existing Page 1
Lane Group EBT WBT SBT SBR
Lane Group Flow (vph) 346 154 489 109
v/c Ratio 0.57 0.40 0.78 0.18
Control Delay 16.8 16.3 25.9 4.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 16.8 16.3 25.9 4.0
Queue Length 50th (ft) 72 33 115 0
Queue Length 95th (ft) 135 72 #276 25
Internal Link Dist (ft) 1629 565 753
Turn Bay Length (ft) 650
Base Capacity (vph) 1572 1043 628 615
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.22 0.15 0.78 0.18
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday AM - Existing
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - Existing Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 246 66 69 69 0 0 0 0 440 0 98
Future Volume (vph) 0 246 66 69 69 0 0 0 0 440 0 98
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.9 7.9 7.4 7.4
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.97 1.00 1.00 0.85
Flt Protected 1.00 0.98 0.95 1.00
Satd. Flow (prot) 1810 1749 1736 1509
Flt Permitted 1.00 0.67 0.95 1.00
Satd. Flow (perm) 1810 1206 1736 1509
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 0 273 73 77 77 0 0 0 0 489 0 109
RTOR Reduction (vph) 0 20 0 0 0 0 0 0 0 0 0 70
Lane Group Flow (vph) 0 326 0 0 154 0 0 0 0 0 489 39
Heavy Vehicles (%) 0% 2% 2% 4% 8% 0% 0% 0% 0% 4% 0% 7%
Turn Type NA Perm NA Perm NA Perm
Protected Phases 6 2 4
Permitted Phases 2 4 4
Actuated Green, G (s) 15.7 15.7 17.6 17.6
Effective Green, g (s) 15.7 15.7 17.6 17.6
Actuated g/C Ratio 0.32 0.32 0.36 0.36
Clearance Time (s) 7.9 7.9 7.4 7.4
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 584 389 628 546
v/s Ratio Prot c0.18
v/s Ratio Perm 0.13 0.28 0.03
v/c Ratio 0.56 0.40 0.78 0.07
Uniform Delay, d1 13.6 12.8 13.8 10.2
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.2 0.7 6.1 0.1
Delay (s) 14.8 13.4 19.8 10.2
Level of Service B B B B
Approach Delay (s) 14.8 13.4 0.0 18.1
Approach LOS B B A B
Intersection Summary
HCM 2000 Control Delay 16.4 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 48.6 Sum of lost time (s) 15.3
Intersection Capacity Utilization 73.2% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM 2010 TWSC Greystone Properties, LLC Rezoning
2: Route 37 NB Ramps & Cedar Creek Grade Weekday AM - Existing
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - Existing Page 3
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 142 544 0 0 109 220 29 1 138 0 0 0
Future Vol, veh/h 142 544 0 0 109 220 29 1 138 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - - -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 4 3 0 0 7 8 7 100 4 0 0 0
Mvmt Flow 165 633 0 0 127 256 34 1 160 0 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 383 0 - - - 0 1218 1346 633
Stage 1 - - - - - - 963 963 -
Stage 2 - - - - - - 255 383 -
Critical Hdwy 4.14 - - - - - 6.47 7.5 6.24
Critical Hdwy Stg 1 - - - - - - 5.47 6.5 -
Critical Hdwy Stg 2 - - - - - - 5.47 6.5 -
Follow-up Hdwy 2.236 - - - - - 3.563 4.9 3.336
Pot Cap-1 Maneuver 1165 - 0 0 - - 195 97 476
Stage 1 - - 0 0 - - 363 232 -
Stage 2 - - 0 0 - - 776 472 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1165 - - - - - 152 0 476
Mov Cap-2 Maneuver - - - - - - 152 0 -
Stage 1 - - - - - - 284 0 -
Stage 2 - - - - - - 776 0 -
Approach EB WB NB
HCM Control Delay, s 1.8 0 16.4
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR
Capacity (veh/h) 476 1165 - - -
HCM Lane V/C Ratio 0.34 0.142 - - -
HCM Control Delay (s) 16.4 8.6 0 - -
HCM Lane LOS C A A - -
HCM 95th %tile Q(veh) 1.5 0.5 - - -
Queues Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday AM - Existing
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - Existing Page 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 223 237 256 69 124 124 432 111 37 410 107
v/c Ratio 0.50 0.50 0.44 0.21 0.22 0.31 0.35 0.16 0.10 0.43 0.19
Control Delay 23.1 33.8 6.5 19.3 23.1 17.6 24.5 0.5 15.8 29.3 0.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.1 33.8 6.5 19.3 23.1 17.6 24.5 0.5 15.8 29.3 0.8
Queue Length 50th (ft) 86 118 0 24 22 41 103 0 12 102 0
Queue Length 95th (ft) 139 196 60 50 45 77 154 0 30 151 0
Internal Link Dist (ft) 875 740 538 478
Turn Bay Length (ft) 370 340 235 370 350
Base Capacity (vph) 449 478 586 365 629 412 1233 703 450 1025 575
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.50 0.50 0.44 0.19 0.20 0.30 0.35 0.16 0.08 0.40 0.19
Intersection Summary
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday AM - Existing
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - Existing Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 201 213 230 62 77 34 112 389 100 33 369 96
Future Volume (vph) 201 213 230 62 77 34 112 389 100 33 369 96
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1703 1845 1532 1670 3081 1703 3406 1568 1752 3471 1442
Flt Permitted 0.49 1.00 1.00 0.61 1.00 0.39 1.00 1.00 0.50 1.00 1.00
Satd. Flow (perm) 870 1845 1532 1075 3081 703 3406 1568 923 3471 1442
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 223 237 256 69 86 38 124 432 111 37 410 107
RTOR Reduction (vph) 0 0 190 0 31 0 0 0 76 0 0 79
Lane Group Flow (vph) 223 237 66 69 93 0 124 432 35 37 410 28
Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 6% 3% 4% 8% 13% 9% 6% 6% 3% 3% 4% 12%
Turn Type pm+pt NA Perm pm+pt NA custom NA custom pm+pt NA Perm
Protected Phases 7 4 3 8 5 1 6
Permitted Phases 4 4 8 2 2 2 6 6
Actuated Green, G (s) 36.5 23.3 23.3 23.5 16.8 37.0 28.1 28.1 28.0 23.6 23.6
Effective Green, g (s) 36.5 23.3 23.3 23.5 16.8 37.0 28.1 28.1 28.0 23.6 23.6
Actuated g/C Ratio 0.41 0.26 0.26 0.26 0.19 0.41 0.31 0.31 0.31 0.26 0.26
Clearance Time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 475 477 396 324 575 387 1063 489 327 910 378
v/s Ratio Prot c0.07 c0.13 0.02 0.03 c0.03 0.01 c0.12
v/s Ratio Perm 0.12 0.04 0.04 0.10 c0.13 0.02 0.03 0.02
v/c Ratio 0.47 0.50 0.17 0.21 0.16 0.32 0.41 0.07 0.11 0.45 0.07
Uniform Delay, d1 18.6 28.4 25.8 25.6 30.7 17.1 24.4 21.8 21.8 27.8 25.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.8 0.2 0.3 0.1 0.5 1.2 0.3 0.2 1.6 0.4
Delay (s) 19.3 29.2 26.0 26.0 30.8 17.6 25.5 22.0 22.0 29.4 25.4
Level of Service B C C C C B C C C C C
Approach Delay (s) 25.0 29.1 23.5 28.1
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay 25.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization 65.3% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday PM - Existing
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday PM - Existing Page 1
Lane Group EBT WBT SBT SBR
Lane Group Flow (vph) 217 418 374 134
v/c Ratio 0.29 0.75 0.70 0.24
Control Delay 9.9 22.8 27.6 5.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 9.9 22.8 27.6 5.4
Queue Length 50th (ft) 39 113 99 0
Queue Length 95th (ft) 74 199 #274 37
Internal Link Dist (ft) 1629 565 753
Turn Bay Length (ft) 650
Base Capacity (vph) 1422 1095 590 602
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.15 0.38 0.63 0.22
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday PM - Existing
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday PM - Existing Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 163 48 199 207 0 0 0 0 363 0 130
Future Volume (vph) 0 163 48 199 207 0 0 0 0 363 0 130
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.9 7.9 7.4 7.4
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.97 1.00 1.00 0.85
Flt Protected 1.00 0.98 0.95 1.00
Satd. Flow (prot) 1773 1818 1770 1538
Flt Permitted 1.00 0.74 0.95 1.00
Satd. Flow (perm) 1773 1373 1770 1538
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 0 168 49 205 213 0 0 0 0 374 0 134
RTOR Reduction (vph) 0 19 0 0 0 0 0 0 0 0 0 93
Lane Group Flow (vph) 0 198 0 0 418 0 0 0 0 0 374 41
Heavy Vehicles (%) 0% 5% 0% 2% 2% 0% 0% 0% 0% 2% 0% 5%
Turn Type NA Perm NA Perm NA Perm
Protected Phases 6 2 4
Permitted Phases 2 4 4
Actuated Green, G (s) 22.0 22.0 16.3 16.3
Effective Green, g (s) 22.0 22.0 16.3 16.3
Actuated g/C Ratio 0.41 0.41 0.30 0.30
Clearance Time (s) 7.9 7.9 7.4 7.4
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 727 563 538 467
v/s Ratio Prot 0.11
v/s Ratio Perm c0.30 0.21 0.03
v/c Ratio 0.27 0.74 0.70 0.09
Uniform Delay, d1 10.5 13.4 16.5 13.3
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 5.3 3.9 0.1
Delay (s) 10.7 18.7 20.3 13.4
Level of Service B B C B
Approach Delay (s) 10.7 18.7 0.0 18.5
Approach LOS B B A B
Intersection Summary
HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 53.6 Sum of lost time (s) 15.3
Intersection Capacity Utilization 73.8% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM 2010 TWSC Greystone Properties, LLC Rezoning
2: Route 37 NB Ramps & Cedar Creek Grade Weekday PM - Existing
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday PM - Existing Page 3
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 78 448 0 0 358 556 48 1 94 0 0 0
Future Vol, veh/h 78 448 0 0 358 556 48 1 94 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - - -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 6 1 0 0 1 1 4 100 3 0 0 0
Mvmt Flow 87 498 0 0 398 618 53 1 104 0 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 1016 0 - - - 0 1379 1688 498
Stage 1 - - - - - - 672 672 -
Stage 2 - - - - - - 707 1016 -
Critical Hdwy 4.16 - - - - - 6.44 7.5 6.23
Critical Hdwy Stg 1 - - - - - - 5.44 6.5 -
Critical Hdwy Stg 2 - - - - - - 5.44 6.5 -
Follow-up Hdwy 2.254 - - - - - 3.536 4.9 3.327
Pot Cap-1 Maneuver 667 - 0 0 - - 158 56 570
Stage 1 - - 0 0 - - 504 333 -
Stage 2 - - 0 0 - - 485 217 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 667 - - - - - 130 0 570
Mov Cap-2 Maneuver - - - - - - 130 0 -
Stage 1 - - - - - - 413 0 -
Stage 2 - - - - - - 485 0 -
Approach EB WB NB
HCM Control Delay, s 1.7 0 12.7
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR
Capacity (veh/h) 570 667 - - -
HCM Lane V/C Ratio 0.185 0.13 - - -
HCM Control Delay (s) 12.7 11.2 0 - -
HCM Lane LOS B B A - -
HCM 95th %tile Q(veh) 0.7 0.4 - - -
Queues Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday PM - Existing
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday PM - Existing Page 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 154 226 241 171 444 305 576 212 93 581 261
v/c Ratio 0.55 0.70 0.51 0.55 0.70 0.71 0.39 0.27 0.22 0.47 0.36
Control Delay 33.4 54.2 8.4 33.0 47.2 30.5 25.6 3.0 15.9 29.9 4.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.4 54.2 8.4 33.0 47.2 30.5 25.6 3.0 15.9 29.9 4.6
Queue Length 50th (ft) 77 153 0 87 152 118 154 0 31 182 0
Queue Length 95th (ft) 124 224 60 136 198 #284 223 35 63 214 53
Internal Link Dist (ft) 875 704 493 593
Turn Bay Length (ft) 370 340 235 370 350
Base Capacity (vph) 290 401 528 320 756 428 1472 800 566 1324 755
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.53 0.56 0.46 0.53 0.59 0.71 0.39 0.27 0.16 0.44 0.35
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday PM - Existing
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday PM - Existing Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 145 212 227 161 360 57 287 541 199 87 546 245
Future Volume (vph) 145 212 227 161 360 57 287 541 199 87 546 245
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 1881 1561 1752 3486 1770 3539 1583 1770 3539 1583
Flt Permitted 0.33 1.00 1.00 0.39 1.00 0.30 1.00 1.00 0.43 1.00 1.00
Satd. Flow (perm) 606 1881 1561 722 3486 560 3539 1583 802 3539 1583
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph) 154 226 241 171 383 61 305 576 212 93 581 261
RTOR Reduction (vph) 0 0 199 0 12 0 0 0 127 0 0 170
Lane Group Flow (vph) 154 226 42 171 432 0 305 576 85 93 581 91
Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 3% 1% 2% 3% 1% 4% 2% 2% 2% 2% 2% 2%
Turn Type pm+pt NA Perm pm+pt NA custom NA custom pm+pt NA Perm
Protected Phases 7 4 3 8 5 1 6
Permitted Phases 4 4 8 2 2 2 6 6
Actuated Green, G (s) 30.3 19.0 19.0 31.5 19.6 57.5 44.3 44.3 45.7 38.4 38.4
Effective Green, g (s) 30.3 19.0 19.0 31.5 19.6 57.5 44.3 44.3 45.7 38.4 38.4
Actuated g/C Ratio 0.28 0.17 0.17 0.29 0.18 0.52 0.40 0.40 0.42 0.35 0.35
Clearance Time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 284 324 269 318 621 437 1425 637 397 1235 552
v/s Ratio Prot 0.06 0.12 c0.06 c0.12 c0.08 0.02 0.16
v/s Ratio Perm 0.09 0.03 0.10 c0.28 0.16 0.05 0.08 0.06
v/c Ratio 0.54 0.70 0.15 0.54 0.70 0.70 0.40 0.13 0.23 0.47 0.17
Uniform Delay, d1 31.9 42.8 38.7 31.3 42.4 16.5 23.4 20.7 19.8 27.9 24.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.1 6.4 0.3 1.7 3.4 4.8 0.9 0.4 0.3 1.3 0.6
Delay (s) 34.0 49.2 38.9 33.1 45.8 21.3 24.3 21.2 20.1 29.2 25.4
Level of Service C D D C D C C C C C C
Approach Delay (s) 41.5 42.2 22.9 27.2
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay 31.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization 76.4% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Appendix E
2027 Background Traffic
Conditions Level of Service
Worksheets
Queues Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday AM - 2027 Background
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - 2027 Background Page 1
Lane Group EBT WBT SBT SBR
Lane Group Flow (vph) 366 164 517 115
v/c Ratio 0.60 0.44 0.83 0.19
Control Delay 17.2 17.1 29.7 4.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 17.2 17.1 29.7 4.0
Queue Length 50th (ft) 77 36 124 0
Queue Length 95th (ft) 144 78 #304 26
Internal Link Dist (ft) 1629 565 753
Turn Bay Length (ft) 650
Base Capacity (vph) 1562 992 624 616
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.23 0.17 0.83 0.19
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday AM - 2027 Background
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - 2027 Background Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 266 71 75 75 0 0 0 0 476 0 106
Future Volume (vph) 0 266 71 75 75 0 0 0 0 476 0 106
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.9 7.9 7.4 7.4
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.97 1.00 1.00 0.85
Flt Protected 1.00 0.98 0.95 1.00
Satd. Flow (prot) 1810 1749 1736 1509
Flt Permitted 1.00 0.64 0.95 1.00
Satd. Flow (perm) 1810 1153 1736 1509
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 289 77 82 82 0 0 0 0 517 0 115
RTOR Reduction (vph) 0 20 0 0 0 0 0 0 0 0 0 74
Lane Group Flow (vph) 0 346 0 0 164 0 0 0 0 0 517 41
Heavy Vehicles (%) 0% 2% 2% 4% 8% 0% 0% 0% 0% 4% 0% 7%
Turn Type NA Perm NA Perm NA Perm
Protected Phases 6 2 4
Permitted Phases 2 4 4
Actuated Green, G (s) 16.0 16.0 17.6 17.6
Effective Green, g (s) 16.0 16.0 17.6 17.6
Actuated g/C Ratio 0.33 0.33 0.36 0.36
Clearance Time (s) 7.9 7.9 7.4 7.4
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 592 377 624 543
v/s Ratio Prot c0.19
v/s Ratio Perm 0.14 0.30 0.03
v/c Ratio 0.59 0.44 0.83 0.08
Uniform Delay, d1 13.7 12.9 14.3 10.3
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.5 0.8 8.9 0.1
Delay (s) 15.2 13.7 23.2 10.4
Level of Service B B C B
Approach Delay (s) 15.2 13.7 0.0 20.8
Approach LOS B B A C
Intersection Summary
HCM 2000 Control Delay 18.0 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 48.9 Sum of lost time (s) 15.3
Intersection Capacity Utilization 76.5% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM 2010 TWSC Greystone Properties, LLC Rezoning
2: Route 37 NB Ramps & Cedar Creek Grade Weekday AM - 2027 Background
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - 2027 Background Page 3
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 154 589 0 0 118 238 31 1 149 0 0 0
Future Vol, veh/h 154 589 0 0 118 238 31 1 149 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - - -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 4 3 0 0 7 8 7 100 4 0 0 0
Mvmt Flow 167 640 0 0 128 259 34 1 162 0 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 387 0 - - - 0 1232 1361 640
Stage 1 - - - - - - 974 974 -
Stage 2 - - - - - - 258 387 -
Critical Hdwy 4.14 - - - - - 6.47 7.5 6.24
Critical Hdwy Stg 1 - - - - - - 5.47 6.5 -
Critical Hdwy Stg 2 - - - - - - 5.47 6.5 -
Follow-up Hdwy 2.236 - - - - - 3.563 4.9 3.336
Pot Cap-1 Maneuver 1161 - 0 0 - - 191 95 472
Stage 1 - - 0 0 - - 358 228 -
Stage 2 - - 0 0 - - 774 470 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1161 - - - - - 148 0 472
Mov Cap-2 Maneuver - - - - - - 148 0 -
Stage 1 - - - - - - 278 0 -
Stage 2 - - - - - - 774 0 -
Approach EB WB NB
HCM Control Delay, s 1.8 0 16.6
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR
Capacity (veh/h) 472 1161 - - -
HCM Lane V/C Ratio 0.345 0.144 - - -
HCM Control Delay (s) 16.6 8.6 0 - -
HCM Lane LOS C A A - -
HCM 95th %tile Q(veh) 1.5 0.5 - - -
Queues Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday AM - 2027 Background
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - 2027 Background Page 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 237 251 271 73 130 132 458 117 39 435 113
v/c Ratio 0.52 0.53 0.45 0.22 0.23 0.34 0.38 0.17 0.10 0.46 0.21
Control Delay 24.1 34.7 6.6 19.5 23.1 18.0 24.8 0.5 15.8 29.9 0.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.1 34.7 6.6 19.5 23.1 18.0 24.8 0.5 15.8 29.9 0.9
Queue Length 50th (ft) 91 126 0 25 23 44 112 0 12 110 0
Queue Length 95th (ft) 150 212 62 53 47 80 162 0 30 157 0
Internal Link Dist (ft) 875 769 569 535
Turn Bay Length (ft) 370 340 235 370 350
Base Capacity (vph) 452 478 598 364 631 397 1221 698 439 1013 571
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.52 0.53 0.45 0.20 0.21 0.33 0.38 0.17 0.09 0.43 0.20
Intersection Summary
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday AM - 2027 Background
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - 2027 Background Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 218 231 249 67 83 37 121 421 108 36 400 104
Future Volume (vph) 218 231 249 67 83 37 121 421 108 36 400 104
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1703 1845 1532 1670 3081 1703 3406 1568 1752 3471 1442
Flt Permitted 0.49 1.00 1.00 0.60 1.00 0.37 1.00 1.00 0.49 1.00 1.00
Satd. Flow (perm) 872 1845 1532 1061 3081 655 3406 1568 900 3471 1442
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 237 251 271 73 90 40 132 458 117 39 435 113
RTOR Reduction (vph) 0 0 201 0 32 0 0 0 81 0 0 84
Lane Group Flow (vph) 237 251 70 73 98 0 132 458 36 39 435 29
Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 6% 3% 4% 8% 13% 9% 6% 6% 3% 3% 4% 12%
Turn Type pm+pt NA Perm pm+pt NA custom NA custom pm+pt NA Perm
Protected Phases 7 4 3 8 5 1 6
Permitted Phases 4 4 8 2 2 2 6 6
Actuated Green, G (s) 36.7 23.4 23.4 23.9 17.0 36.9 27.8 27.8 27.5 23.1 23.1
Effective Green, g (s) 36.7 23.4 23.4 23.9 17.0 36.9 27.8 27.8 27.5 23.1 23.1
Actuated g/C Ratio 0.41 0.26 0.26 0.27 0.19 0.41 0.31 0.31 0.31 0.26 0.26
Clearance Time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 478 479 398 328 581 374 1052 484 316 890 370
v/s Ratio Prot c0.07 c0.14 0.02 0.03 c0.04 0.01 c0.13
v/s Ratio Perm 0.13 0.05 0.04 0.11 c0.13 0.02 0.03 0.02
v/c Ratio 0.50 0.52 0.18 0.22 0.17 0.35 0.44 0.07 0.12 0.49 0.08
Uniform Delay, d1 18.6 28.5 25.8 25.4 30.6 17.3 24.8 22.0 22.2 28.4 25.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.8 1.0 0.2 0.3 0.1 0.6 1.3 0.3 0.2 1.9 0.4
Delay (s) 19.4 29.6 26.0 25.7 30.7 17.9 26.1 22.3 22.4 30.3 25.8
Level of Service B C C C C B C C C C C
Approach Delay (s) 25.1 28.9 24.0 28.9
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay 26.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization 66.7% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Queues Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday PM - 2027 Background
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday PM - 2027 Background Page 1
Lane Group EBT WBT SBT SBR
Lane Group Flow (vph) 236 453 405 145
v/c Ratio 0.31 0.80 0.74 0.25
Control Delay 10.0 25.5 31.2 5.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 10.0 25.5 31.2 5.6
Queue Length 50th (ft) 43 127 119 0
Queue Length 95th (ft) 79 221 #334 40
Internal Link Dist (ft) 1629 565 753
Turn Bay Length (ft) 650
Base Capacity (vph) 1331 1011 552 579
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.18 0.45 0.73 0.25
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday PM - 2027 Background
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday PM - 2027 Background Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 177 52 215 224 0 0 0 0 393 0 141
Future Volume (vph) 0 177 52 215 224 0 0 0 0 393 0 141
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.9 7.9 7.4 7.4
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.97 1.00 1.00 0.85
Flt Protected 1.00 0.98 0.95 1.00
Satd. Flow (prot) 1773 1818 1770 1538
Flt Permitted 1.00 0.73 0.95 1.00
Satd. Flow (perm) 1773 1356 1770 1538
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 0 182 54 222 231 0 0 0 0 405 0 145
RTOR Reduction (vph) 0 19 0 0 0 0 0 0 0 0 0 100
Lane Group Flow (vph) 0 217 0 0 453 0 0 0 0 0 405 45
Heavy Vehicles (%) 0% 5% 0% 2% 2% 0% 0% 0% 0% 2% 0% 5%
Turn Type NA Perm NA Perm NA Perm
Protected Phases 6 2 4
Permitted Phases 2 4 4
Actuated Green, G (s) 24.1 24.1 17.8 17.8
Effective Green, g (s) 24.1 24.1 17.8 17.8
Actuated g/C Ratio 0.42 0.42 0.31 0.31
Clearance Time (s) 7.9 7.9 7.4 7.4
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 747 571 550 478
v/s Ratio Prot 0.12
v/s Ratio Perm c0.33 0.23 0.03
v/c Ratio 0.29 0.79 0.74 0.09
Uniform Delay, d1 10.9 14.4 17.6 14.0
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 7.5 5.1 0.1
Delay (s) 11.1 21.8 22.7 14.1
Level of Service B C C B
Approach Delay (s) 11.1 21.8 0.0 20.4
Approach LOS B C A C
Intersection Summary
HCM 2000 Control Delay 19.2 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 57.2 Sum of lost time (s) 15.3
Intersection Capacity Utilization 77.3% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM 2010 TWSC Greystone Properties, LLC Rezoning
2: Route 37 NB Ramps & Cedar Creek Grade Weekday PM - 2027 Background
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday PM - 2027 Background Page 3
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 84 485 0 0 388 602 52 1 102 0 0 0
Future Vol, veh/h 84 485 0 0 388 602 52 1 102 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - - -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 6 1 0 0 1 1 4 0 3 0 0 0
Mvmt Flow 91 527 0 0 422 654 57 1 111 0 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 1076 0 - - - 0 1458 1785 527
Stage 1 - - - - - - 709 709 -
Stage 2 - - - - - - 749 1076 -
Critical Hdwy 4.16 - - - - - 6.44 6.5 6.23
Critical Hdwy Stg 1 - - - - - - 5.44 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.44 5.5 -
Follow-up Hdwy 2.254 - - - - - 3.536 4 3.327
Pot Cap-1 Maneuver 633 - 0 0 - - 141 82 549
Stage 1 - - 0 0 - - 484 440 -
Stage 2 - - 0 0 - - 464 298 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 633 - - - - - 112 0 549
Mov Cap-2 Maneuver - - - - - - 112 0 -
Stage 1 - - - - - - 386 0 -
Stage 2 - - - - - - 464 0 -
Approach EB WB NB
HCM Control Delay, s 1.7 0 13.2
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR
Capacity (veh/h) 549 633 - - -
HCM Lane V/C Ratio 0.204 0.144 - - -
HCM Control Delay (s) 13.2 11.6 0 - -
HCM Lane LOS B B A - -
HCM 95th %tile Q(veh) 0.8 0.5 - - -
Queues Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday PM - 2027 Background
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday PM - 2027 Background Page 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 167 245 262 185 481 331 623 229 100 629 282
v/c Ratio 0.60 0.72 0.53 0.60 0.74 0.82 0.46 0.30 0.26 0.54 0.39
Control Delay 35.2 55.0 8.7 34.6 48.1 40.6 28.1 4.0 16.8 31.8 4.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.2 55.0 8.7 34.6 48.1 40.6 28.1 4.0 16.8 31.8 4.7
Queue Length 50th (ft) 82 164 0 92 163 137 176 0 36 196 0
Queue Length 95th (ft) 134 243 67 147 215 #352 243 45 66 233 55
Internal Link Dist (ft) 875 689 473 563
Turn Bay Length (ft) 370 340 235 370 350
Base Capacity (vph) 285 401 539 315 756 406 1350 754 521 1286 755
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.59 0.61 0.49 0.59 0.64 0.82 0.46 0.30 0.19 0.49 0.37
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday PM - 2027 Background
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday PM - 2027 Background Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 157 230 246 174 390 62 311 586 215 94 591 265
Future Volume (vph) 157 230 246 174 390 62 311 586 215 94 591 265
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 1881 1561 1752 3486 1770 3539 1583 1770 3539 1583
Flt Permitted 0.29 1.00 1.00 0.36 1.00 0.27 1.00 1.00 0.39 1.00 1.00
Satd. Flow (perm) 534 1881 1561 670 3486 494 3539 1583 718 3539 1583
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph) 167 245 262 185 415 66 331 623 229 100 629 282
RTOR Reduction (vph) 0 0 215 0 12 0 0 0 142 0 0 188
Lane Group Flow (vph) 167 245 47 185 469 0 331 623 87 100 629 94
Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 3% 1% 2% 3% 1% 4% 2% 2% 2% 2% 2% 2%
Turn Type pm+pt NA Perm pm+pt NA custom NA custom pm+pt NA Perm
Protected Phases 7 4 3 8 5 1 6
Permitted Phases 4 4 8 2 2 2 6 6
Actuated Green, G (s) 31.4 19.8 19.8 32.2 20.2 56.2 42.0 42.0 45.2 36.5 36.5
Effective Green, g (s) 31.4 19.8 19.8 32.2 20.2 56.2 42.0 42.0 45.2 36.5 36.5
Actuated g/C Ratio 0.29 0.18 0.18 0.29 0.18 0.51 0.38 0.38 0.41 0.33 0.33
Clearance Time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 280 338 280 314 640 417 1351 604 378 1174 525
v/s Ratio Prot 0.06 0.13 c0.06 c0.13 c0.10 0.02 0.18
v/s Ratio Perm 0.11 0.03 0.11 c0.30 0.18 0.06 0.09 0.06
v/c Ratio 0.60 0.72 0.17 0.59 0.73 0.79 0.46 0.14 0.26 0.54 0.18
Uniform Delay, d1 31.4 42.5 38.1 31.1 42.4 18.0 25.5 22.2 20.3 29.9 26.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.4 7.5 0.3 2.8 4.3 10.0 1.1 0.5 0.4 1.8 0.7
Delay (s) 34.8 50.0 38.4 33.9 46.7 28.0 26.6 22.8 20.6 31.6 26.8
Level of Service C D D C D C C C C C C
Approach Delay (s) 41.7 43.1 26.3 29.2
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay 33.2 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization 79.6% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
Appendix F
2027 Total Traffic Conditions
Level of Service Worksheets
Queues Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday AM - 2027 Total
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - 2027 Total Page 1
Lane Group EBT WBT SBT SBR
Lane Group Flow (vph) 366 188 524 115
v/c Ratio 0.60 0.52 0.84 0.19
Control Delay 17.2 19.2 30.7 4.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 17.2 19.2 30.7 4.0
Queue Length 50th (ft) 77 42 127 0
Queue Length 95th (ft) 144 91 #310 26
Internal Link Dist (ft) 1629 565 753
Turn Bay Length (ft) 650
Base Capacity (vph) 1562 957 624 616
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.23 0.20 0.84 0.19
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday AM - 2027 Total
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - 2027 Total Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 266 71 97 76 0 0 0 0 482 0 106
Future Volume (vph) 0 266 71 97 76 0 0 0 0 482 0 106
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.9 7.9 7.4 7.4
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.97 1.00 1.00 0.85
Flt Protected 1.00 0.97 0.95 1.00
Satd. Flow (prot) 1810 1748 1736 1509
Flt Permitted 1.00 0.62 0.95 1.00
Satd. Flow (perm) 1810 1112 1736 1509
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 289 77 105 83 0 0 0 0 524 0 115
RTOR Reduction (vph) 0 20 0 0 0 0 0 0 0 0 0 74
Lane Group Flow (vph) 0 346 0 0 188 0 0 0 0 0 524 41
Heavy Vehicles (%) 0% 2% 2% 4% 8% 0% 0% 0% 0% 4% 0% 7%
Turn Type NA Perm NA Perm NA Perm
Protected Phases 6 2 4
Permitted Phases 2 4 4
Actuated Green, G (s) 16.0 16.0 17.6 17.6
Effective Green, g (s) 16.0 16.0 17.6 17.6
Actuated g/C Ratio 0.33 0.33 0.36 0.36
Clearance Time (s) 7.9 7.9 7.4 7.4
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 592 363 624 543
v/s Ratio Prot c0.19
v/s Ratio Perm 0.17 0.30 0.03
v/c Ratio 0.59 0.52 0.84 0.08
Uniform Delay, d1 13.7 13.3 14.4 10.3
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.5 1.2 9.7 0.1
Delay (s) 15.2 14.6 24.1 10.4
Level of Service B B C B
Approach Delay (s) 15.2 14.6 0.0 21.6
Approach LOS B B A C
Intersection Summary
HCM 2000 Control Delay 18.5 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 48.9 Sum of lost time (s) 15.3
Intersection Capacity Utilization 76.9% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM 2010 TWSC Greystone Properties, LLC Rezoning
2: Route 37 NB Ramps & Cedar Creek Grade Weekday AM - 2027 Total
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - 2027 Total Page 3
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 154 595 0 0 142 256 31 1 157 0 0 0
Future Vol, veh/h 154 595 0 0 142 256 31 1 157 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - - -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 4 3 0 0 7 8 7 100 4 0 0 0
Mvmt Flow 167 647 0 0 154 278 34 1 171 0 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 432 0 - - - 0 1274 1413 647
Stage 1 - - - - - - 981 981 -
Stage 2 - - - - - - 293 432 -
Critical Hdwy 4.14 - - - - - 6.47 7.5 6.24
Critical Hdwy Stg 1 - - - - - - 5.47 6.5 -
Critical Hdwy Stg 2 - - - - - - 5.47 6.5 -
Follow-up Hdwy 2.236 - - - - - 3.563 4.9 3.336
Pot Cap-1 Maneuver 1117 - 0 0 - - 180 87 467
Stage 1 - - 0 0 - - 356 226 -
Stage 2 - - 0 0 - - 746 445 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1117 - - - - - 138 0 467
Mov Cap-2 Maneuver - - - - - - 138 0 -
Stage 1 - - - - - - 273 0 -
Stage 2 - - - - - - 746 0 -
Approach EB WB NB
HCM Control Delay, s 1.8 0 17.1
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR
Capacity (veh/h) 467 1117 - - -
HCM Lane V/C Ratio 0.368 0.15 - - -
HCM Control Delay (s) 17.1 8.8 0 - -
HCM Lane LOS C A A - -
HCM 95th %tile Q(veh) 1.7 0.5 - - -
Queues Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday AM - 2027 Total
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - 2027 Total Page 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 262 276 303 73 139 142 458 117 39 435 122
v/c Ratio 0.57 0.56 0.48 0.23 0.24 0.38 0.39 0.17 0.11 0.48 0.23
Control Delay 25.1 35.2 6.5 19.3 23.5 18.8 25.3 0.5 16.1 30.7 1.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.1 35.2 6.5 19.3 23.5 18.8 25.3 0.5 16.1 30.7 1.0
Queue Length 50th (ft) 101 138 0 25 25 49 113 0 13 113 0
Queue Length 95th (ft) 167 #249 67 53 51 85 162 0 30 157 0
Internal Link Dist (ft) 875 674 518 611
Turn Bay Length (ft) 370 340 235 370 350
Base Capacity (vph) 458 493 632 362 632 389 1201 690 430 996 564
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.57 0.56 0.48 0.20 0.22 0.37 0.38 0.17 0.09 0.44 0.22
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday AM - 2027 Total
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - 2027 Total Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 241 254 279 67 91 37 131 421 108 36 400 112
Future Volume (vph) 241 254 279 67 91 37 131 421 108 36 400 112
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1703 1845 1532 1670 3088 1703 3406 1568 1752 3471 1442
Flt Permitted 0.47 1.00 1.00 0.59 1.00 0.36 1.00 1.00 0.49 1.00 1.00
Satd. Flow (perm) 844 1845 1532 1037 3088 639 3406 1568 900 3471 1442
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 262 276 303 73 99 40 142 458 117 39 435 122
RTOR Reduction (vph) 0 0 222 0 32 0 0 0 82 0 0 92
Lane Group Flow (vph) 262 276 81 73 107 0 142 458 35 39 435 30
Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 6% 3% 4% 8% 13% 9% 6% 6% 3% 3% 4% 12%
Turn Type pm+pt NA Perm pm+pt NA custom NA custom pm+pt NA Perm
Protected Phases 7 4 3 8 5 1 6
Permitted Phases 4 4 8 2 2 2 6 6
Actuated Green, G (s) 37.9 24.1 24.1 23.9 17.1 36.5 27.2 27.2 26.7 22.3 22.3
Effective Green, g (s) 37.9 24.1 24.1 23.9 17.1 36.5 27.2 27.2 26.7 22.3 22.3
Actuated g/C Ratio 0.42 0.27 0.27 0.27 0.19 0.41 0.30 0.30 0.30 0.25 0.25
Clearance Time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 487 494 410 323 586 369 1029 473 308 860 357
v/s Ratio Prot c0.08 c0.15 0.02 0.03 c0.04 0.01 c0.13
v/s Ratio Perm 0.14 0.05 0.04 0.12 c0.13 0.02 0.03 0.02
v/c Ratio 0.54 0.56 0.20 0.23 0.18 0.38 0.45 0.07 0.13 0.51 0.08
Uniform Delay, d1 18.2 28.4 25.5 25.4 30.6 17.7 25.3 22.4 22.8 29.1 26.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.1 1.4 0.2 0.4 0.2 0.7 1.4 0.3 0.2 2.1 0.5
Delay (s) 19.3 29.7 25.7 25.7 30.7 18.4 26.7 22.7 23.0 31.2 26.5
Level of Service B C C C C B C C C C C
Approach Delay (s) 25.0 29.0 24.4 29.7
Approach LOS C C C C
Intersection Summary
HCM 2000 Control Delay 26.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization 68.5% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
HCM 2010 TWSC Greystone Properties, LLC Rezoning
4: Cedar Creek Road & Greystone Weekday AM - 2027 Total
Greystone Properties, LLC Rezoning Synchro 10 Report
Weekday AM - 2027 Total Page 6
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 14 731 309 26 77 42
Future Vol, veh/h 14 731 309 26 77 42
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - 150 0 200
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 3 10 0 0 0
Mvmt Flow 15 795 336 28 84 46
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 364 0 - 0 1161 336
Stage 1 - - - - 336 -
Stage 2 - - - - 825 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 1206 - - - 218 711
Stage 1 - - - - 728 -
Stage 2 - - - - 434 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1206 - - - 215 711
Mov Cap-2 Maneuver - - - - 215 -
Stage 1 - - - - 719 -
Stage 2 - - - - 434 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 24.4
HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 1206 - - - 215 711
HCM Lane V/C Ratio 0.013 - - - 0.389 0.064
HCM Control Delay (s) 8 - - - 32 10.4
HCM Lane LOS A - - - D B
HCM 95th %tile Q(veh) 0 - - - 1.7 0.2
Queues Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday PM - 2027 Total
09/27/2019 Synchro 10 Report
Weekday PM - 2027 Total Page 1
Lane Group EBT WBT SBT SBR
Lane Group Flow (vph) 238 468 424 145
v/c Ratio 0.31 0.81 0.79 0.25
Control Delay 9.7 26.3 34.8 5.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 9.7 26.3 34.8 5.8
Queue Length 50th (ft) 44 134 131 0
Queue Length 95th (ft) 79 232 #371 42
Internal Link Dist (ft) 1629 565 753
Turn Bay Length (ft) 650
Base Capacity (vph) 1304 981 540 570
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.18 0.48 0.79 0.25
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
1: Route 37 SB Ramps & Cedar Creek Grade Weekday PM - 2027 Total
09/27/2019 Synchro 10 Report
Weekday PM - 2027 Total Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 178 52 229 225 0 0 0 0 411 0 141
Future Volume (vph) 0 178 52 229 225 0 0 0 0 411 0 141
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.9 7.9 7.4 7.4
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.97 1.00 1.00 0.85
Flt Protected 1.00 0.98 0.95 1.00
Satd. Flow (prot) 1773 1817 1770 1538
Flt Permitted 1.00 0.72 0.95 1.00
Satd. Flow (perm) 1773 1344 1770 1538
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 0 184 54 236 232 0 0 0 0 424 0 145
RTOR Reduction (vph) 0 18 0 0 0 0 0 0 0 0 0 100
Lane Group Flow (vph) 0 220 0 0 468 0 0 0 0 0 424 45
Heavy Vehicles (%) 0% 5% 0% 2% 2% 0% 0% 0% 0% 2% 0% 5%
Turn Type NA Perm NA Perm NA Perm
Protected Phases 6 2 4
Permitted Phases 2 4 4
Actuated Green, G (s) 25.2 25.2 18.0 18.0
Effective Green, g (s) 25.2 25.2 18.0 18.0
Actuated g/C Ratio 0.43 0.43 0.31 0.31
Clearance Time (s) 7.9 7.9 7.4 7.4
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 763 578 544 473
v/s Ratio Prot 0.12
v/s Ratio Perm c0.35 0.24 0.03
v/c Ratio 0.29 0.81 0.78 0.09
Uniform Delay, d1 10.8 14.6 18.4 14.4
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 8.2 7.0 0.1
Delay (s) 11.0 22.8 25.4 14.5
Level of Service B C C B
Approach Delay (s) 11.0 22.8 0.0 22.6
Approach LOS B C A C
Intersection Summary
HCM 2000 Control Delay 20.5 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 58.5 Sum of lost time (s) 15.3
Intersection Capacity Utilization 79.1% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM 2010 TWSC Greystone Properties, LLC Rezoning
2: Route 37 NB Ramps & Cedar Creek Grade Weekday PM - 2027 Total
09/27/2019 Synchro 10 Report
Weekday PM - 2027 Total Page 3
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 84 504 0 0 401 612 52 1 124 0 0 0
Future Vol, veh/h 84 504 0 0 401 612 52 1 124 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - - -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 6 1 0 0 1 1 4 0 3 0 0 0
Mvmt Flow 91 548 0 0 436 665 57 1 135 0 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 1101 0 - - - 0 1499 1831 548
Stage 1 - - - - - - 730 730 -
Stage 2 - - - - - - 769 1101 -
Critical Hdwy 4.16 - - - - - 6.44 6.5 6.23
Critical Hdwy Stg 1 - - - - - - 5.44 5.5 -
Critical Hdwy Stg 2 - - - - - - 5.44 5.5 -
Follow-up Hdwy 2.254 - - - - - 3.536 4 3.327
Pot Cap-1 Maneuver 619 - 0 0 - - 133 77 534
Stage 1 - - 0 0 - - 473 431 -
Stage 2 - - 0 0 - - 454 290 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 619 - - - - - 105 0 534
Mov Cap-2 Maneuver - - - - - - 105 0 -
Stage 1 - - - - - - 373 0 -
Stage 2 - - - - - - 454 0 -
Approach EB WB NB
HCM Control Delay, s 1.7 0 14
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR
Capacity (veh/h) 534 619 - - -
HCM Lane V/C Ratio 0.254 0.148 - - -
HCM Control Delay (s) 14 11.8 0 - -
HCM Lane LOS B B A - -
HCM 95th %tile Q(veh) 1 0.5 - - -
Queues Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday PM - 2027 Total
09/27/2019 Synchro 10 Report
Weekday PM - 2027 Total Page 4
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 182 259 280 185 505 362 623 229 100 629 307
v/c Ratio 0.66 0.74 0.54 0.60 0.77 0.88 0.47 0.31 0.27 0.58 0.44
Control Delay 37.9 55.4 8.6 34.6 49.3 49.3 28.6 4.0 17.2 33.9 4.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.9 55.4 8.6 34.6 49.3 49.3 28.6 4.0 17.2 33.9 4.9
Queue Length 50th (ft) 89 173 0 91 173 155 178 0 36 195 0
Queue Length 95th (ft) #147 257 69 147 226 #426 243 45 66 233 57
Internal Link Dist (ft) 875 695 546 589
Turn Bay Length (ft) 370 340 235 370 350
Base Capacity (vph) 282 401 553 311 756 410 1330 746 514 1286 771
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.65 0.65 0.51 0.59 0.67 0.88 0.47 0.31 0.19 0.49 0.40
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Greystone Properties, LLC Rezoning
3: Valley Ave & Cedar Creek Grade/Weems Ln Weekday PM - 2027 Total
09/27/2019 Synchro 10 Report
Weekday PM - 2027 Total Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 171 243 263 174 413 62 340 586 215 94 591 289
Future Volume (vph) 171 243 263 174 413 62 340 586 215 94 591 289
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1752 1881 1561 1752 3491 1770 3539 1583 1770 3539 1583
Flt Permitted 0.26 1.00 1.00 0.35 1.00 0.24 1.00 1.00 0.41 1.00 1.00
Satd. Flow (perm) 480 1881 1561 641 3491 447 3539 1583 756 3539 1583
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph) 182 259 280 185 439 66 362 623 229 100 629 307
RTOR Reduction (vph) 0 0 228 0 11 0 0 0 143 0 0 212
Lane Group Flow (vph) 182 259 52 185 494 0 362 623 86 100 629 95
Confl. Peds. (#/hr) 2 2
Heavy Vehicles (%) 3% 1% 2% 3% 1% 4% 2% 2% 2% 2% 2% 2%
Turn Type pm+pt NA Perm pm+pt NA custom NA custom pm+pt NA Perm
Protected Phases 7 4 3 8 5 1 6
Permitted Phases 4 4 8 2 2 2 6 6
Actuated Green, G (s) 32.3 20.4 20.4 32.3 20.4 57.2 41.4 41.4 42.7 33.9 33.9
Effective Green, g (s) 32.3 20.4 20.4 32.3 20.4 57.2 41.4 41.4 42.7 33.9 33.9
Actuated g/C Ratio 0.29 0.19 0.19 0.29 0.19 0.52 0.38 0.38 0.39 0.31 0.31
Clearance Time (s) 7.0 6.5 6.5 7.0 6.5 7.0 7.0 7.0 7.0 7.0 7.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 278 348 289 308 647 428 1331 595 374 1090 487
v/s Ratio Prot c0.07 0.14 0.06 c0.14 c0.13 0.02 0.18
v/s Ratio Perm 0.12 0.03 0.11 c0.31 0.18 0.05 0.08 0.06
v/c Ratio 0.65 0.74 0.18 0.60 0.76 0.85 0.47 0.14 0.27 0.58 0.19
Uniform Delay, d1 31.1 42.3 37.7 31.1 42.5 18.5 26.0 22.6 21.8 32.0 28.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.5 8.4 0.3 3.3 5.3 14.2 1.2 0.5 0.4 2.2 0.9
Delay (s) 36.5 50.7 38.0 34.4 47.8 32.7 27.1 23.1 22.2 34.2 28.9
Level of Service D D D C D C C C C C C
Approach Delay (s) 42.2 44.2 28.0 31.5
Approach LOS D D C C
Intersection Summary
HCM 2000 Control Delay 34.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 110.0 Sum of lost time (s) 27.5
Intersection Capacity Utilization 81.5% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM 2010 TWSC Greystone Properties, LLC Rezoning
4: Cedar Creek Grade & Greystone Weekday PM - 2027 Total
09/27/2019 Synchro 10 Report
Weekday PM - 2027 Total Page 6
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 41 585 966 76 45 24
Future Vol, veh/h 41 585 966 76 45 24
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - 150 0 200
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 2 2 0 0 0
Mvmt Flow 45 636 1050 83 49 26
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1133 0 - 0 1776 1050
Stage 1 - - - - 1050 -
Stage 2 - - - - 726 -
Critical Hdwy 4.1 - - - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 624 - - - 92 278
Stage 1 - - - - 340 -
Stage 2 - - - - 483 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 624 - - - 85 278
Mov Cap-2 Maneuver - - - - 85 -
Stage 1 - - - - 316 -
Stage 2 - - - - 483 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 67.8
HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2
Capacity (veh/h) 624 - - - 85 278
HCM Lane V/C Ratio 0.071 - - - 0.575 0.094
HCM Control Delay (s) 11.2 - - - 93.6 19.3
HCM Lane LOS B - - - F C
HCM 95th %tile Q(veh) 0.2 - - - 2.6 0.3