HomeMy WebLinkAboutFORT COLLINS MONTESSORI SCHOOL - SPA190003 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYTraffic Impact Study
Fort Collins Montessori School
Fort Collins, Colorado
Prepared for:
Fort Collins Montessori School Building Corp.
T R A F F I C I M P A C T S T U D Y
Fort Collins Montessori School
Fort Collins, Colorado
Prepared for
Fort Collins Montessori School Building Corporation
c/o Diversified Consulting Solutions, Inc.
Prepared by
Kimley-Horn and Associates, Inc.
Curtis D. Rowe, P.E., PTOE
4582 South Ulster Street
Suite 1500
Denver, Colorado 80237
(303) 228-2300
September 2019
This document, together with the concepts and designs presented herein, as an instrument of
service, is intended only for the specific purpose and client for which it was prepared. Reuse of
and improper reliance on this document without written authorization and adaptation by Kimley-
Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.
9/17/2019
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096781002 – Fort Collins Montessori School Page i
TABLE OF CONTENTS
TABLE OF CONTENTS ................................................................................................... i
LIST OF TABLES .............................................................................................................ii
LIST OF FIGURES ...........................................................................................................ii
1.0 EXECUTIVE SUMMARY ........................................................................................... 1
2.0 INTRODUCTION ....................................................................................................... 4
3.0 EXISTING AND FUTURE CONDITIONS .................................................................. 7
3.1 Existing Study Area ...........................................................................................................7
3.2 Existing Roadway Network ................................................................................................7
3.3 Existing Traffic Volumes ....................................................................................................9
3.4 Unspecified Development Traffic Growth .........................................................................12
4.0 PROJECT TRAFFIC CHARACTERISTICS ............................................................. 15
4.1 Trip Generation................................................................................................................15
4.2 Trip Distribution ...............................................................................................................16
4.3 Traffic Assignment ...........................................................................................................16
4.4 Total (Background Plus Project) Traffic............................................................................16
5.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 21
5.1 Analysis Methodology ......................................................................................................21
5.2 Key Intersection Operational Analysis .............................................................................22
5.3 Vehicle Queuing Analysis ................................................................................................26
5.4 Pedestrian Connection Analysis ......................................................................................28
5.5 Improvements Summary ..................................................................................................28
6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 31
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APPENDICES
Appendix A – Transportation Impact Study Base Assumptions
Appendix B – Intersection Count Sheets
Appendix C – Traffic Projection Data
Appendix D – Trip Generation Worksheets
Appendix E – Intersection Analysis Worksheets
Appendix F – Queueing Analysis Worksheets
Appendix G – Student Drop-Off and Pick-Up Queuing Analysis Worksheets
Appendix H – Conceptual Site Plan
LIST OF TABLES
Table 1 – Fort Collins Montessori School Traffic Generation .....................................................15
Table 2 – Level of Service Definitions .......................................................................................21
Table 3 – Harmony Road and Shields Street LOS Results........................................................23
Table 4 – Westbury Drive and Shields Street LOS Results .......................................................24
Table 5 – Harmony Road Access LOS Results .........................................................................25
Table 6 – Shields Street Access LOS Results ...........................................................................26
Table 7 – Turn Lane Queuing Analysis Results.........................................................................27
LIST OF FIGURES
Figure 1 – Vicinity Map ................................................................................................................5
Figure 2 – Surrounding Site Area ................................................................................................8
Figure 3 – Existing Lane Configurations and Control.................................................................10
Figure 4 – Existing Traffic Volumes ...........................................................................................11
Figure 5 – 2024 Background Traffic Volumes............................................................................13
Figure 6 – 2040 Background Traffic Volumes............................................................................14
Figure 7 – Project Trip Distribution ............................................................................................17
Figure 8 – Project Traffic Assignment .......................................................................................18
Figure 9 – 2024 Background Plus Project Traffic Volumes ........................................................19
Figure 10 – 2040 Background Plus Project Traffic Volumes ......................................................20
Figure 11 – 2024 Recommended Lane Configurations and Control ..........................................29
Figure 12 – 2040 Recommended Lane Configurations and Control ..........................................30
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096781002 – Fort Collins Montessori School
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1.0 EXECUTIVE SUMMARY
A new 300-student Pre-K through 6th Grade Montessori Elementary School is proposed to be
located on the southwest corner of the Harmony Road and Shields Street intersection in Fort
Collins, Colorado. Herein, this project is named Fort Collins Montessori School. It is expected
that the project would be completed and open in the fall of 2021 with 160 students. The student
population is anticipated to grow each year by around 45 students until the school reaches an
enrollment capacity of 300 students, which is expected to occur in 2024. Analysis was therefore
completed for the full student capacity in 2024 and the 2040 long term horizons per the City of
Fort Collins and State of Colorado Department of Transportation (CDOT) requirements.
The purpose of this study is to identify school traffic generation characteristics, to identify
potential school traffic related impacts on the local street system, and to develop mitigation
measures required for identified impacts. The following intersections were incorporated into this
traffic study:
• Harmony Road and Shields Street
• Westbury Drive and Shields Street
In addition, the proposed two accesses for the school along Harmony Road and Shields Street
were included for analysis.
Fort Collins Montessori School is proposed to be located on the southwest corner of the
Harmony Road and Shields Street intersection in Fort Collins, Colorado. Regional access to the
school will be provided by Interstate 25 (I-25), and US-287. Primary access will be provided by
Harmony Road and Shields Street. Direct access will be provided by two project access
driveways. One project access is proposed along the south side of Harmony Road
approximately 420 feet west of the Harmony Road/Shields Street intersection (measured center
to center) and will be restricted to right-in/right-out movements only. This access will primarily
provide access to a parking lot located along the northern edge of the site. Direct access is also
proposed along the west side of Shields Street approximately 450 feet south of the Harmony
Road/Shields Street intersection (measured center to center). This access is proposed to be
restricted to three-quarter turning movements with the westbound left turn exit prohibited. This
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access will primarily serve the proposed student drop-off and pick-up lanes to be located along
the east side of the proposed school building.
Fort Collins Montessori School is expected to generate approximately 556 weekday daily trips.
Of these, 342 trips are expected to occur during the morning peak hour of generator, while 207
trips are expected during the afternoon peak hour of generator. Distribution of school traffic on
the street system was based on the area street system characteristics, existing traffic patterns
and volumes, demographic information to include potential student population residence
location, and the proposed access system for the project. Assignment of project traffic was
based upon the trip generation and distributions developed.
Based on the analysis presented in this report, Kimley-Horn believes the Fort Collins Montessori
School, proposed on the southwest corner of the Harmony Road and Shields Street intersection
in Fort Collins, Colorado will be successfully incorporated into the existing and future roadway
network. The proposed project development resulted in the following recommendations and
conclusions:
• With development of the project, a right-in/right-out access is proposed along the south side
of Harmony Road approximately 420 feet west of the Harmony Road/Shields Street
intersection (measured center to center). This access will primarily serve the parking lot
located along the northern edge of the project site. It is recommended that the northbound
approach of the proposed T-intersection access include a single right-turn lane and operate
with stop control with the installation of an R1-1 “STOP” sign. To further identify this
proposed access along Harmony Road as a right-in/right-out driveway, it is recommended
that a R3-2 No Left Turn sign be placed underneath the STOP sign and a R6-1(R) ONE
WAY sign be installed within the existing center raised median along Harmony Road.
• With development of the project, a three-quarter movement access is proposed along the
west side of Shields Street approximately 450 feet south of the Harmony Road/Shields
Street intersection (measured center to center). This access will restrict eastbound left turn
exiting movements. This driveway will be the primary access for the proposed student drop-
off and pick-up lanes. It is recommended that the eastbound approach of the proposed T-
intersection access include a single right turn lane and operate with stop control with the
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installation of an R1-1 “STOP” sign. To identify the restriction to eastbound right turns only
at the proposed Shields Street three-quarter movement access, it is recommended that a
R3-2 No Left Turn sign be installed underneath the proposed “STOP” sign.
• At the time of school opening, it is recommended that a 150-foot northbound left turn lane be
striped at the Shields Street three-quarter access. There is currently sufficient pavement
width within the center striped median area to designate this left turn lane without widening
Shields Street. It should be developed as a back-to-back left turn lane with the southbound
left turn lane at the Westbury Drive and Shields Street intersection to the south.
• Based on the student drop-off/pick-up vehicle queuing analysis with 300 students, 1,275 feet
of vehicle stacking should be provided in order to accommodate the anticipated vehicle
demands. The site plan shows approximately 1,225 feet of queue length available for the
drop-off/pick-up lanes. Since the proposed pick-up and drop-off queue length is slightly less
than the identified length, the school is proposing staggered bell times. This will significantly
reduce the queue lengths by spreading the traffic out over different drop-off and pick-up
times. Likewise, this queue will likely be reduced while some parents will utilize the existing
parking lot located along the northern edge of the project site near the Harmony Road
access. Therefore, the proposed drop-off/pick-up queue length for the Fort Collins
Montessori School is anticipated to provide sufficient length for school operations upon full
school occupancy. Of note, the 160 students anticipated in the 2021 opening year had an
identified drop-off and pick-up queue length of 680 feet which will be accommodated onsite.
• By 2040 if future traffic volumes are realized, the southbound dual left turn lanes at the
Harmony Road and Shields Street intersection may need to be extended from 300 feet to
350 feet.
• All on-site improvements should be incorporated into the Civil Drawings and conform to
standards of the City of Fort Collins and the Manual on Uniform Traffic Control Devices
(MUTCD) – 2009 Edition.
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2.0 INTRODUCTION
Kimley-Horn and Associates, Inc. has prepared this report to document the results of a Traffic
Impact Study of future traffic conditions associated with a new Pre-K through 6th Grade
Montessori Elementary School to be located on the southwest corner of the Harmony Road and
Shields Street intersection in Fort Collins, Colorado. Herein, this project is named Fort Collins
Montessori School. A vicinity map illustrating the school location is shown in Figure 1.
The project is proposed to include a 300-student elementary school to be located on the
southwest corner of the Harmony Road and Shields Street intersection in Fort Collins, Colorado.
A conceptual site plan illustrating the school and access locations is provided in Appendix H. It
is expected that the project would be completed by 2021 and will open in the fall of that year
with approximately 160 students. The student population is anticipated to grow each year by
around 45 students until the school reaches an enrollment capacity of 300 students, which is
expected to occur in 2024. Analysis was therefore completed for the full enrollment capacity in
2024 and the 2040 long term horizons per the City of Fort Collins and State of Colorado
Department of Transportation (CDOT) requirements. The City of Fort Collins required
Transportation Impact Study Base Assumptions form is included in Appendix A.
The purpose of this study is to identify school traffic generation characteristics, to identify
potential school traffic related impacts on the local street system, and to develop mitigation
measures required for identified impacts. The following intersections were incorporated into this
traffic study:
• Harmony Road and Shields Street
• Westbury Drive and Shields Street
In addition, the proposed two accesses for the school along Harmony Road and Shields Street
were included for analysis.
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096781002 – Fort Collins Montessori School
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Fort Collins Montessori School is proposed to be located on the southwest corner of the
Harmony Road and Shields Street intersection in Fort Collins, Colorado. Regional access to the
school will be provided by Interstate 25 (I-25), and US-287. Primary access will be provided by
Harmony Road and Shields Street. Direct access will be provided by two project access
driveways. One project access is proposed along the south side of Harmony Road
approximately 420 feet west of the Harmony Road/Shields Street intersection (measured center
to center) and will be restricted to right-in/right-out movements only. This access will primarily
provide access to a parking lot located along the northern edge of the site. Direct access is also
proposed along the west side of Shields Street approximately 450 feet south of the Harmony
Road/Shields Street intersection (measured center to center). This access is proposed to be
restricted to three-quarter turning movements with the westbound left turn exit prohibited. This
access will primarily serve the proposed student drop-off and pick-up lanes to be located along
the east side of the proposed school building.
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3.0 EXISTING AND FUTURE CONDITIONS
3.1 Existing Study Area
The existing site is private residence consisting of a single-family home, which will be removed
with construction of this project. Front Range Community College exists to the east of the
project site across Shields Street. Westbury Residential Neighborhood is directly adjacent to the
south and west of the proposed school. Outside of this immediate area, single family residential
homes and vacant land exists in all directions. The land uses and roadway network surrounding
the site are shown in Figure 2.
3.2 Existing Roadway Network
Within the project study area, Harmony Road to the north of the proposed school location,
provides two through lanes of travel in the eastbound and westbound directions, with
designated left and right turn lanes at major intersections. It has a posted speed limit of 40
miles per hour throughout the study area.
Shields Street to the east of the proposed school location, provides two through lanes of travel
in the northbound and southbound directions, with designated left and right turn lanes at major
intersections. It also has a posted speed limit of 40 miles per hour throughout the study area.
Westbury Drive is a two-lane roadway that provides direct access to the Westbury Residential
Neighborhood located directly west and south of the proposed school site. Westbury Drive
provides one lane of travel in each direction with a solid yellow line and a posted speed limit of
25 miles per hour.
The existing intersection of Harmony Road and Shields Street is signalized and operates with
protected-permitted left turn phasing on the eastbound and westbound approaches and
protected-only left turn phasing on the northbound and southbound approaches. The eastbound
and westbound approaches consist of separate left-turn lanes, two through lanes, and separate
right-turn lanes. The northbound and southbound approaches provide dual left turn lanes, two
through lanes, and separate right turn lanes.
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The existing Shields Street and Westbury Drive intersection is signalized that operates with
protected-permitted left turn phasing on the southbound approach and permitted-only left turn
phasing on the eastbound, westbound, and northbound approaches. The eastbound approach
consists of a single lane for shared movements. The westbound approach consists of a shared
left turn/through lane and a separate right turn lane. The northbound approach consists of a left
turn lane and two through lanes with the outside lane being a shared through/right turn lane.
The southbound approach provides a left turn lane, two through lanes, and a right turn lane. The
intersection lane configuration and control for the study area intersections are shown in Figure
3.
3.3 Existing Traffic Volumes
Existing peak hour turning movement counts were conducted at the key study intersections on
Tuesday, August 27, 2019. The counts were conducted during the morning and afternoon peak
hours of school generator traffic, or the highest volume hour of site traffic, in 15-minute intervals
from 7:30 AM to 8:30 AM and 2:45 PM to 3:45 PM. These peak hours were identified based on
drop off times for the Preschool being from 8:15 to 8:30 am and the Elementary School being
from 8:00 to 8:15 am. The Preschool pick up is from 3:00 to 3:10 pm and the Elementary
School is 3:15 to 3:30 pm. The turning movement counts are shown in Figure 4 with count
sheets provided in Appendix B.
121(118)
796(554)
163(152)
37(82)
629(613)
382(320)
127(58)
685(453)
154(85)
233(339)
322(602)
102(194)
5(1)
1064(658)
234(43)
5(13)
611(782)
269(95)
13(13)
1(0)
4(4)
27(166)
0(1)
9(67)
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3.4 Unspecified Development Traffic Growth
City of Fort Collins data and information including the published map of average daily traffic
volumes and historic traffic counts were used to determine appropriate future traffic volume
growth rates near the proposed Fort Collins Montessori School. Daily traffic volumes from year
2009 were compared with 2018 traffic volume counts shown at the intersection of Harmony
Road and Shields Street. A comparison of the 2009 and 2018 daily traffic volumes identified an
average annual growth rate of approximately 0.9 percent per year along Shields Street south of
Harmony Road and a growth rate of approximately 0.5 percent per year along Harmony Road
west of Shields Street. The 2009 historic traffic counts from the City of Fort Collins, the 2018
average daily traffic volumes map, as well as the traffic volume calculations are included in
Appendix C.
Additionally, according to information provided on the CDOT Online Transportation Information
System (OTIS) website, the 20-year growth factor along US-287 near the proposed Fort Collins
Montessori School site is 1.18. This equates to an annual growth rate of approximately 0.83
percent. US-287 information from the OTIS website is included in Appendix C. Based on this
information, an annual growth rate of one (1) percent was used to calculate future traffic
volumes within the project study area. This annual growth rate was used to estimate near term
2024 and long term 2040 traffic volume projections at the key intersections. Background traffic
volumes for 2024 are shown in Figure 5, while background traffic volumes for 2040 are shown
in Figure 6.
127(124)
837(582)
171(160)
39(86)
661(644)
401(336)
133(61)
720(476)
162(89)
245(356)
338(633)
107(204)
5(1)
1118(692)
234(43)
5(13)
642(822)
269(95)
13(13)
1(0)
4(4)
27(166)
0(1)
9(67)
149(145)
981(683)
201(187)
46(101)
775(755)
471(394)
157(71)
844(558)
190(105)
287(418)
397(742)
126(239)
5(1)
1311(811)
234(43)
5(13)
753(964)
269(95)
13(13)
1(0)
4(4)
27(166)
0(1)
9(67)
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4.0 PROJECT TRAFFIC CHARACTERISTICS
4.1 Trip Generation
Site-generated traffic estimates are determined through a process known as trip generation.
Rates and equations are applied to the proposed land use to estimate traffic generated by the
development during a specific time interval. The acknowledged source for trip generation rates
is the Trip Generation Report1 published by the Institute of Transportation Engineers (ITE). ITE
has established trip rates in nationwide studies of similar land uses. For this study, Kimley-Horn
used the ITE Trip Generation Report fitted curve equations that applies to Charter Elementary
School (ITE Code 537) for traffic associated with the proposed redevelopment.
The Fort Collins Montessori School is expected to generate approximately 556 daily weekday
trips, with 342 of these trips occurring during the morning peak hour of generator and 207 trips
occurring during the afternoon peak hour of generator. The peak hour of the generator is the
highest one-hour time period of school traffic both in the morning and afternoon. Calculations
were based on an enrollment of 300 students according to the procedure and information
provided in the ITE Trip Generation Manual, 10th Edition – Volume 1: User’s Guide and
Handbook, 2017. Table 1 summarizes the estimated trip generation for the proposed
development. The trip generation worksheets are included in Appendix D.
Table 1 – Fort Collins Montessori School Traffic Generation
Land Use
AM Peak Hour PM Peak Hour
Daily In Out Total In Out Total
Charter Elementary School (ITE 537)
– 300 Students 556 181 161 342 95 112 207
1 Institute of Transportation Engineers, Trip Generation Manual, Tenth Edition, Washington DC, 2017.
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4.2 Trip Distribution
Distribution of site traffic was based on the area street system characteristics, existing traffic
patterns and volumes, demographic information to include potential student population
residence location, and the proposed access system for the project. The directional distribution
of traffic is a means to quantify the percentage of school-generated traffic that approaches the
site from a given direction and departs the site back to the original source. With the proposed
restrictions to the school access driveways, it is anticipated that all eastbound, westbound, and
northbound destined project traffic will utilize Westbury Drive through the residential
neighborhood in order to gain access to Harmony Road and the intersection of Harmony Road
and Shields Street. The project trip distribution is illustrated in Figure 7.
4.3 Traffic Assignment
Project traffic assignment was obtained by applying the project trip distribution to the estimated
traffic generation of the development shown in Table 1. Project traffic assignment for Fort
Collins Montessori School is shown in Figure 8.
4.4 Total (Background Plus Project) Traffic
Site traffic volumes were added to the background volumes to represent estimated traffic
conditions for the short term 2024 horizon and long term 2040 horizon. These total traffic
volumes for the site are illustrated for the 2024 and 2040 horizon years in Figures 9 and 10,
respectively.
[55%]
35%
35%
[35%]
[10%]
10%
20%
[20%]
70%
[80%]
10%
[70%]
[70%]
63(33)
89(62)
56(39)
63(33)
18(10)
113(78)
16(11)
32(22)
113(78)
36(19)
18(10)
127(67)
129(90)
127(124)
837(582)
171(160)
39(86)
724(677)
401(336)
222(123)
776(515)
162(89)
245(356)
338(633)
170(237)
5(1)
1136(702)
234(43)
118(91)
658(833)
269(95)
13(13)
1(0)
4(4)
27(166)
0(1)
9(67)
32(22)
1128(704)
36(19)
504(843)
18(10)
1160(880)
127(67)
930(935)
129(90)
149(145)
981(683)
201(187)
46(101)
838(788)
471(394)
246(133)
900(597)
190(105)
287(418)
397(742)
189(272)
5(1)
1329(821)
234(43)
118(91)
769(975)
269(95)
13(13)
1(0)
4(4)
27(166)
0(1)
9(67)
32(22)
1303(813)
36(19)
592(988)
18(10)
1361(1032)
127(67)
1091(1097)
129(90)
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5.0 TRAFFIC OPERATIONS ANALYSIS
Kimley-Horn’s analysis of traffic operations in the site vicinity was conducted to determine
potential capacity deficiencies in the 2024 and 2040 development horizons at the identified key
intersections. The acknowledged source for determining overall capacity is the current edition of
the Highway Capacity Manual (HCM)2.
5.1 Analysis Methodology
Capacity analysis results are listed in terms of Level of Service (LOS). LOS is a qualitative term
describing operating conditions a driver will experience while traveling on a particular street or
highway during a specific time interval. It ranges from A (very little delay) to F (long delays and
congestion). For intersections and roadways in this study area, standard traffic engineering
practice and City of Fort Collins requirements identify overall LOS D for signalized intersections
and LOS E for movements and approaches of unsignalized intersections as the minimum
threshold for acceptable operations. Table 2 shows the definition of level of service for
signalized and unsignalized intersections.
Table 2 – Level of Service Definitions
Level of
Service
Signalized Intersection
Average Total Delay
(sec/veh)
Unsignalized Intersection
Average Total Delay
(sec/veh)
A ≤ 10 ≤ 10
B > 10 and ≤ 20 > 10 and ≤ 15
C > 20 and ≤ 35 > 15 and ≤ 25
D > 35 and ≤ 55 > 25 and ≤ 35
E > 55 and ≤ 80 > 35 and ≤ 50
F > 80 > 50
Definitions provided from the Highway Capacity Manual, Sixth Edition, Transportation Research Board, 2016.
2 Transportation Research Board, Highway Capacity Manual, Sixth Edition, Washington DC, 2016.
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Study area intersections were analyzed based on average total delay analysis for signalized
and unsignalized intersections. Under the unsignalized analysis, the level of service (LOS) for a
two-way stop-controlled intersection is determined by the computed or measured control delay
and is defined for each minor movement. Level of service for a two-way stop-controlled
intersection is not defined for the intersection as a whole. Level of service for a signalized and
all-way stop controlled intersection is defined for each approach and for the intersection.
5.2 Key Intersection Operational Analysis
Calculations for the level of service at the key intersections for the study area are provided in
Appendix E. The existing year analysis is based on the lane geometry and intersection control
shown in Figure 3. The existing signalized intersection analyses utilize the observed cycle
lengths with existing phasing and timing splits. Estimated peak hour factors are also used in the
existing and short-term horizon (2024) analysis. Based on the expected arrival and departure of
future school traffic volumes during the peak fifteen-minute time period, it was estimated that all
turning movements into or out of the proposed school site will observe a peak hour factor (PHF)
of 0.50. Synchro traffic analysis software was used to analyze the study intersections and
access driveway for level of service. The Synchro Highway Capacity Manual (HCM)
methodology reports were used to analyze intersection delay and level of service.
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Harmony Road and Shields Street
The existing intersection of Harmony Road and Shields Street is signalized and operates with
protected-permitted left turn phasing on the eastbound and westbound approaches and
protected-only left turn phasing on the northbound and southbound approaches. With existing
conditions, this intersection operates with a LOS C during the morning and afternoon peak
hours of school generator traffic. During the 2024 project build-out horizon with the addition of
school traffic, this intersection is anticipated to operate acceptably with LOS D during the peak
hours of school generator. By the long-term 2040 horizon, with or without the addition of school
traffic, this intersection is anticipated to operate acceptably with a LOS D during peak hours of
generator with the existing intersection configuration. Table 3 provides the results of the level of
service of this intersection.
Table 3 – Harmony Road and Shields Street LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay (sec) LOS Delay (sec) LOS
2019 Existing 34.6 C 33.9 C
2024 Background 34.6 C 34.7 C
2024 Background Plus Project 40.1 D 37.2 D
2040 Background 46.2 D 39.6 D
2040 Background Plus Project 54.9 D 42.9 D
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Westbury Drive and Shields Street
The existing Shields Street and Westbury Drive intersection is signalized that operates with
protected-permitted left turn phasing on the southbound approach and permitted-only left turn
phasing on the eastbound, westbound, and northbound approaches. With existing conditions,
this intersection operates with a LOS B during the morning and afternoon peak hours of the
school generator. During the 2024 project build-out horizon as well as throughout the long-term
2040 horizon, with or without the addition of school traffic, this intersection is anticipated to
continue operating acceptably with a LOS B during peak hours of generator with the existing
intersection configuration. Table 4 provides the results of the level of service at this intersection.
Table 4 – Westbury Drive and Shields Street LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay (sec) LOS Delay (sec) LOS
2019 Existing 10.8 B 12.1 B
2024 Background 11.7 B 12.2 B
2024 Background Plus Project 11.8 B 12.3 B
2040 Background 15.1 B 12.3 B
2040 Background Plus Project 15.2 B 12.5 B
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Harmony Road Access
With development of the project, a right-in/right-out access is proposed along the south side of
Harmony Road approximately 420 feet west of the Harmony Road/Shields Street intersection
(measured center to center) and will be restricted to right-in/right-out movements only. This
access will primarily serve the parking lot located along the northern edge of the school site. It is
recommended that the northbound approach of the proposed T-intersection access include a
single lane and operates with stop control with the installation of an R1-1 “STOP” sign. To
further identify this proposed access along Harmony Road as a right-in/right-out driveway, it is
recommended that a R3-2 No Left Turn sign be placed underneath the STOP sign and a R6-
1(R) ONE WAY sign be installed within the existing center raised median along Harmony Road.
With this configuration in the opening year of 2024 as well as the long-term horizon 2040, the
northbound right turn movement at this access intersection is anticipated to operate acceptably
with LOS C or better during the morning and afternoon peak hours of generator. Table 5
provides the results of the level of service at this intersection.
Table 5 – Harmony Road Access LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay (sec) LOS Delay (sec) LOS
2024 Background Plus Project
Northbound Right
16.2
C
11.8
B
2040 Background Plus Project
Northbound Right
18.5
C
12.6
B
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
Page 26
Shields Street Access
With development of the project, a three-quarter movement access is proposed along the west
side of Shields Street, approximately 450 feet south of the Harmony Road/Shields Street
intersection (measured center to center). This access will be restricted to three-quarter
movements with the eastbound left turn exit prohibited. This driveway will be the primary access
for the proposed student drop-off and pick-up lanes proposed to the east of the school building.
The drop-off and pick-up lanes will have a counterclockwise site circulation. It is recommended
that the eastbound approach of the proposed T-intersection access include a single right turn
lane to operate with stop control with the installation of an R1-1 “STOP” sign. To identify the
right turn only restriction, it is recommended that a R3-2 No Left Turn sign be installed
underneath the STOP sign for the eastbound approach for motorists exiting the school. With
the recommended lane configuration, it is anticipated that all movements will operate acceptably
with LOS B or better during the peak hours of school generator throughout the 2040 horizon.
Table 6 provides the results of the level of service at this intersection.
Table 6 – Shields Street Access LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay (sec) LOS Delay (sec) LOS
2024 Background Plus Project
Northbound Left
Eastbound Right
10.1
13.4
B
B
8.8
12.1
A
B
2040 Background Plus Project
Northbound Left
Eastbound Right
10.3
14.5
B
B
9.4
12.9
A
B
5.3 Vehicle Queuing Analysis
Queuing analysis was conducted for the study area intersections per City of Fort Collins
standards and requirements. Results were obtained from the 95th percentile queue lengths
obtained from the Synchro analysis. Queue analysis worksheets at the signalized intersections
are provided in Appendix F, while queue length calculations for unsignalized intersections are
provided within the level of service operational sheets provided in Appendix E. Results of the
queuing analysis and recommendations at the study area intersections are provided in Table 7.
Of note, any queue lengths calculated at less than one vehicle were rounded up to 25 feet to
account for one vehicle of storage needed.
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
Page 27
Table 7 – Turn Lane Queuing Analysis Results
Intersection Turn Lane
Existing
Turn
Lane
Length
(feet)
2024
Calculated
Queue
(feet)
2024
Recommended
Length (feet)
2040
Calculated
Queue
(feet)
2040
Recommended
Length (feet)
Harmony Rd & Shields St
Eastbound Left
Eastbound Right
Westbound Left
Westbound Right
Northbound Left
Northbound Right
Southbound Left
Southbound Right
325’
225’
400’
275’
225’ DL
325’
300’ DL
175’
168’
27’
178’
67’
90’
69’
257’
40’
325’
225’
400’
275’
225’ DL
325’
300’ DL
175’
204’
46’
240’
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
Page 28
proposed vehicle circulation for student drop-off/pick-up is to have vehicles stack along the east
side of the school building in dual queue lanes and extend in a counterclockwise fashion.
The site plan shows approximately 1,225 feet of queue length for the drop-off/pick-up lane. This
length falls slightly below the identified 1,275-foot queue length needed according to the Urban
Charter School Queueing Calculator. Although the proposed pick-up and drop-off length is
slightly less than the required length, the vehicle queuing calculation does not take into account
parameters for reducing the estimated length of 1,275 feet. The school is proposing staggered
bell times. Likewise, this queue will likely be reduced while some parents will utilize the existing
parking lot located along the northern edge of the project site near the Harmony Road access.
Therefore, the proposed drop-off/pick-up queue length for the Fort Collins Montessori School is
anticipated to provide sufficient length for school operations upon full school buildout. Of note,
with 160 students in the opening year of 2021, the required drop-off and pick-up queue length is
680 feet which will be accommodated onsite.
5.5 Pedestrian Connection Analysis
Existing sidewalk exists along the south side of Harmony Road and along the east and west
sides of Shields Street adjacent to the proposed school site. These sidewalks connect through
the adjacent residential neighborhood surrounding the project area. Likewise, there are
designated crosswalks on all four legs of both the Harmony Road/Shields Street and Shields
Street/Westbury Drive intersections. Since both of these intersections are signalized, these are
signalized pedestrian crossings. These designated crosswalks provide pedestrian access to the
residential neighborhoods on all sides of the proposed school site. Designated bicycle lanes
are provided along both sides of Harmony Road and Shields Street. Therefore, it is believed
that acceptable pedestrian and bicycle connections are available for the proposed school.
5.6 Improvements Summary
Based on the results of the intersection operational and queuing analysis, the key intersections
recommended configurations and control are shown in Figure 11 for the 2024 horizon and
Figure 12 for the 2040 horizon.
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
Page 31
6.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the analysis presented in this report, Kimley-Horn believes the Fort Collins Montessori
School, proposed on the southwest corner of the Harmony Road and Shields Street intersection
in Fort Collins, Colorado will be successfully incorporated into the existing and future roadway
network. The proposed project development resulted in the following recommendations and
conclusions:
• With development of the project, a right-in/right-out access is proposed along the south side
of Harmony Road approximately 420 feet west of the Harmony Road/Shields Street
intersection (measured center to center). This access will primarily serve the parking lot
located along the northern edge of the project site. It is recommended that the northbound
approach of the proposed T-intersection access include a single right-turn lane and operate
with stop control with the installation of an R1-1 “STOP” sign. To further identify this
proposed access along Harmony Road as a right-in/right-out driveway, it is recommended
that a R3-2 No Left Turn sign be placed underneath the STOP sign and a R6-1(R) ONE
WAY sign be installed within the existing center raised median along Harmony Road.
• With development of the project, a three-quarter movement access is proposed along the
west side of Shields Street approximately 450 feet south of the Harmony Road/Shields
Street intersection (measured center to center). This access will restrict eastbound left turn
exiting movements. This driveway will be the primary access for the proposed student drop-
off and pick-up lanes. It is recommended that the eastbound approach of the proposed T-
intersection access include a single right turn lane and operate with stop control with the
installation of an R1-1 “STOP” sign. To identify the restriction to eastbound right turns only
at the proposed Shields Street three-quarter movement access, it is recommended that a
R3-2 No Left Turn sign be installed underneath the proposed “STOP” sign.
• At the time of school opening, it is recommended that a 150-foot northbound left turn lane be
striped at the Shields Street three-quarter access. There is currently sufficient pavement
width within the center striped median area to designate this left turn lane without widening
Shields Street. It should be developed as a back-to-back left turn lane with the southbound
left turn lane at the Westbury Drive and Shields Street intersection to the south.
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
Page 32
• Based on the student drop-off/pick-up vehicle queuing analysis with 300 students, 1,275 feet
of vehicle stacking should be provided in order to accommodate the anticipated vehicle
demands. The site plan shows approximately 1,225 feet of queue length available for the
drop-off/pick-up lanes. Since the proposed pick-up and drop-off queue length is slightly less
than the identified length, the school is proposing staggered bell times. This will significantly
reduce the queue lengths by spreading the traffic out over different drop-off and pick-up
times. Likewise, this queue will likely be reduced while some parents will utilize the existing
parking lot located along the northern edge of the project site near the Harmony Road
access. Therefore, the proposed drop-off/pick-up queue length for the Fort Collins
Montessori School is anticipated to provide sufficient length for school operations upon full
school occupancy. Of note, the 160 students anticipated in the 2021 opening year had an
identified drop-off and pick-up queue length of 680 feet which will be accommodated onsite.
• By 2040 if future traffic volumes are realized, the southbound dual left turn lanes at the
Harmony Road and Shields Street intersection may need to be extended from 300 feet to
350 feet.
• All on-site improvements should be incorporated into the Civil Drawings and conform to
standards of the City of Fort Collins and the Manual on Uniform Traffic Control Devices
(MUTCD) – 2009 Edition.
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
APPENDICES
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
APPENDIX A
Transportation Impact Study Base Assumptions
North: Harmony Road South: Westbury Drive
East: West: Property Line
Short Range: 2020 Long Range: 2040
Sat: N/A
Passby:
Overall Trip Distribution
Mode Split Assumptions
Date:
Local Entity Engineering:
Study Intersections 1. All access drives
Time Period for Study
Trip Generation Rates SEE ATTACHED ITE CALCULATION SHEET
9/16/2019
Traffic Engineering: Curtis Rowe
Project Name
Project Location
Full: X
Committed Roadway Improvements
Other Traffic Studies
Captive Market: N/A
SEE ATTACHED SKETCH
1% Annual Growth Rate
TIS Assumptions
NA
Areas Requiring Special Study
2. Harmony Rd/Shields St
3. Westbury Dr/Shields St
4
5
6
7
8
SEE ATTACHED ITE
CALCULATION SHEET
AM: 7:00-8:00 PM: 2:30-3:30
Study Years
Trip Adjustment Factors
Future Traffic Growth Rate
Attachement A
Transportation Impact Study
Base Assumptions
Shields Street
Fort Collins Montessori School
SWC Harmony Road & Shields Street
Project Information
Type of Study Intermediate:
Study Area Bounderies
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
APPENDIX B
Intersection Count Sheets
File Name : Harmony and Shields AM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 1
Fort Collins, CO
Fort Collins Montessori School
AM Peak
Harmony Rd and Shields Street
Groups Printed- Automobiles
Harmony Rd
Eastbound
Harmony Rd
Westbound
Sheilds Street
Northbound
Sheilds Street
Southbound
Start Time Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Int. Total
07:30 AM 28 199 33 1 261 34 94 51 0 179 39 194 39 0 272 96 153 10 0 259 971
07:45 AM 42 192 55 3 292 32 104 76 0 212 42 225 40 0 307 101 191 5 1 298 1109
Total 70 391 88 4 553 66 198 127 0 391 81 419 79 0 579 197 344 15 1 557 2080
08:00 AM 33 161 29 1 224 17 57 50 0 124 22 178 43 0 243 97 135 9 2 243 834
08:15 AM 24 133 37 0 194 19 67 56 1 143 18 199 41 0 258 88 150 13 2 253 848
Grand Total 127 685 154 5 971 102 322 233 1 658 121 796 163 0 1080 382 629 37 5 1053 3762
Apprch % 13.1 70.5 15.9 0.5
15.5 48.9 35.4 0.2 11.2 73.7 15.1
0 36.3 59.7 3.5 0.5
Total % 3.4 18.2 4.1 0.1 25.8 2.7 8.6 6.2 0 17.5 3.2
21.2 4.3 0 28.7 10.2 16.7
1 0.1 28
File Name : Harmony and Shields AM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 2
Fort Collins, CO
Fort Collins Montessori School
AM Peak
Harmony Rd and Shields Street
Sheilds Street
Harmony Rd
Harmony Rd
Sheilds Street
Right
37
Thru
629
Left
382
U
Turns
5
Out In Total
1156 1053 2209
Right
233
Thru
322
Left
102
U
Turns
1
Out InTotal
1230 658 1888
Left
121
Thru
796
Right
163
U
Turns
0
Out In Total
885 1080 1965
Left
127
Thru
685
Right
154
U
Turns
5
OutTotal In
480 971 1451
8/27/2019 07:30 AM
8/27/2019 08:15 AM
Automobiles
North
File Name : Harmony and Shields AM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 3
Fort Collins, CO
Fort Collins Montessori School
AM Peak
Harmony Rd and Shields Street
Harmony Rd
Eastbound
Harmony Rd
Westbound
Sheilds Street
Northbound
Sheilds Street
Southbound
Start Time Left
Thru Right U Turns App. Total Left Thru Right
U Turns App. Total Left Thru Right
U Turns App. Total Left Thru Right
U Turns App. Total Int. Total
Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 28 199
33 1 261 34
94 51 0 179 39 194 39 0 272 96 153 10 0 259 971
07:45 AM 42
192 55 3 292
32 104 76
0 212 42 225
40 0 307 101 191
5 1 298 1109
08:00 AM 33 161 29 1 224 17 57 50 0 124 22 178 43
0 243 97 135 9 2
243 834
08:15 AM 24 133 37 0 194 19 67 56 1
143 18 199 41 0 258 88 150 13
2 253 848
Total Volume 127 685 154 5 971 102 322 233 1 658 121 796 163 0 1080 382 629 37 5 1053 3762
% App. Total 13.1 70.5 15.9 0.5
15.5 48.9 35.4 0.2 11.2 73.7 15.1
0 36.3 59.7 3.5 0.5
PHF .756 .861 .700 .417 .831
.750 .774 .766 .250 .776 .720 .884 .948 .000
.879 .946 .823 .712 .625 .883 .848
Sheilds Street
Harmony Rd
Harmony Rd
Sheilds Street
Right
37
Thru
629
Left
382
U
Turns
5
Out In Total
1156 1053 2209
File Name : Harmony and Shields PM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 1
Fort Collins, CO
Fort Collins Montessori School
PM Peak
Harmony Rd and Shields Street
Groups Printed- Automobiles
Harmony Rd
Eastbound
Harmony Rd
Westbound
Sheilds Street
Northbound
Sheilds Street
Southbound
Start Time Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Int. Total
02:45 PM 6 97 20 0 123 42 150 75 0 267 39 132 34 0 205 88 171 13 0 272 867
Total 6 97 20 0 123 42 150 75 0 267 39 132 34 0 205 88 171 13 0 272 867
03:00 PM 23 133 35 0 191 59 162 83 0 304 30 132 41 0 203 85 128 16 2 231 929
03:15 PM 17 109 14 0 140 50 143 88 0 281 25 137 31 0 193 71 149 26 1 247 861
03:30 PM 12 114 16 1 143 43 147 93 0 283 24 153 46 0 223 76 165 27 1 269 918
Grand Total 58 453 85 1 597 194 602 339 0 1135 118 554 152 0 824 320 613 82 4 1019 3575
Apprch % 9.7 75.9 14.2 0.2
17.1 53 29.9
0 14.3 67.2 18.4 0
31.4 60.2 8 0.4
Total % 1.6 12.7 2.4 0 16.7 5.4
16.8 9.5 0 31.7 3.3 15.5
4.3 0 23 9 17.1 2.3 0.1 28.5
File Name : Harmony and Shields PM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 2
Fort Collins, CO
Fort Collins Montessori School
PM Peak
Harmony Rd and Shields Street
Sheilds Street
Harmony Rd
Harmony Rd
Sheilds Street
Right
82
Thru
613
Left
320
U
Turns
4
Out In Total
951 1019 1970
Right
339
Thru
602
Left
194
U
Turns
0
Out InTotal
925 1135 2060
Left
118
Thru
554
Right
152
U
Turns
0
Out In Total
892 824 1716
Left
58
Thru
453
Right
85
U
Turns
1
OutTotal In
802 597 1399
8/27/2019 02:45 PM
8/27/2019 03:30 PM
Automobiles
North
File Name : Harmony and Shields PM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 3
Fort Collins, CO
Fort Collins Montessori School
PM Peak
Harmony Rd and Shields Street
Harmony Rd
Eastbound
Harmony Rd
Westbound
Sheilds Street
Northbound
Sheilds Street
Southbound
Start Time Left
Thru Right U Turns App. Total Left Thru Right
U Turns App. Total Left Thru Right
U Turns App. Total Left Thru Right
U Turns App. Total Int. Total
Peak Hour Analysis From 02:45 PM to 03:30 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 02:45 PM
02:45 PM 6 97 20 0 123 42 150 75 0 267 39
132 34 0 205 88 171
13 0 272
867
03:00 PM 23 133 35
0 191 59 162
83 0 304
30 132 41 0 203 85 128 16 2
231 929
03:15 PM 17 109 14 0 140 50 143 88 0 281 25 137 31 0 193 71 149 26 1 247 861
03:30 PM 12 114 16 1
143 43 147 93
0 283 24 153 46
0 223
76 165 27
1 269 918
Total Volume 58 453 85 1 597 194 602 339 0 1135 118 554 152 0 824 320 613 82 4 1019 3575
% App. Total 9.7
75.9 14.2 0.2 17.1
53 29.9 0
14.3 67.2 18.4 0 31.4 60.2
8 0.4
PHF .630 .852 .607 .250 .781
.822 .929 .911 .000 .933 .756 .905 .826 .000
.924 .909 .896 .759 .500 .937 .962
Sheilds Street
Harmony Rd
Harmony Rd
Sheilds Street
Right
82
Thru
613
Left
320
U
Turns
File Name : Westbury and Shields AM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 1
Fort Collins, CO
Fort Collins Montessori School
AM Peak
Westbury Dr and Shields Street
Groups Printed- Automobiles
Westbury Dr
Eastbound
School Access
Westbound
Sheilds Street
Northbound
Sheilds Street
Southbound
Start Time Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Int. Total
07:30 AM 4 0 3 0 7 2 0 8 0 10 2 266 43 0 311 30 186 2 0 218 546
07:45 AM 5 1 0 0 6 4 0 13 0 17 1 292 51 0 344 93 190 1 0 284 651
Total 9 1 3 0 13 6 0 21 0 27 3 558 94 0 655 123 376 3 0 502 1197
08:00 AM 2 0 0 0 2 0 0 3 0 3 0 238 53 0 291 58 118 1 0 177 473
08:15 AM 2 0 1 0 3 3 0 3 0 6 2 268 87 0 357 88 117 1 0 206 572
Grand Total 13 1 4 0 18 9 0 27 0 36 5
1064 234 0 1303 269 611 5 0 885 2242
Apprch % 72.2 5.6
22.2 0 25 0 75 0 0.4 81.7
18 0 30.4 69 0.6 0
Total % 0.6 0 0.2 0 0.8 0.4 0 1.2 0 1.6 0.2 47.5 10.4 0 58.1 12
27.3 0.2 0 39.5
File Name : Westbury and Shields AM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 2
Fort Collins, CO
Fort Collins Montessori School
AM Peak
Westbury Dr and Shields Street
Sheilds Street
Westbury Dr
School Access
Sheilds Street
Right
5
Thru
611
Left
269
U
Turns
0
Out In Total
1104 885 1989
Right
27
Thru
0
Left
9
U
Turns
0
Out InTotal
504 36 540
Left
5
Thru
1064
Right
234
U
Turns
0
Out In Total
624 1303 1927
Left
13
Thru
1
Right
4
U
Turns
0
OutTotal In
10 18 28
8/27/2019 07:30 AM
8/27/2019 08:15 AM
Automobiles
North
File Name : Westbury and Shields AM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 3
Fort Collins, CO
Fort Collins Montessori School
AM Peak
Westbury Dr and Shields Street
Westbury Dr
Eastbound
School Access
Westbound
Sheilds Street
Northbound
Sheilds Street
Southbound
Start Time Left
Thru Right U Turns App. Total Left Thru Right
U Turns App. Total Left Thru Right
U Turns App. Total Left Thru Right
U Turns App. Total Int. Total
Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 4 0 3
0 7
2 0 8 0 10 2
266 43 0 311 30 186 2
0 218 546
07:45 AM 5 1
0 0 6 4
0 13
0 17
1 292
51 0 344 93 190
1 0 284 651
08:00 AM 2 0 0 0 2 0 0 3 0 3 0 238 53 0 291 58 118 1 0 177 473
08:15 AM 2 0 1 0 3 3 0 3 0 6 2 268 87
0 357
88 117 1 0 206 572
Total Volume 13 1 4 0 18 9 0 27 0 36 5
1064 234 0 1303 269 611 5 0 885 2242
% App. Total 72.2 5.6
22.2 0 25 0 75 0 0.4 81.7
18 0 30.4 69 0.6 0
PHF .650 .250 .333 .000 .643
.563 .000 .519 .000 .529 .625 .911 .672 .000
.912 .723 .804 .625 .000 .779 .861
Sheilds Street
Westbury Dr
School Access
Sheilds Street
Right
5
Thru
611
Left
269
U
Turns
0
File Name : Westbury and Shields PM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 1
Fort Collins, CO
Fort Collins Montessori School
PM Peak
Westbury Dr and Shields Street
Groups Printed- Automobiles
Westbury Dr
Eastbound
School Access
Westbound
Sheilds Street
Northbound
Sheilds Street
Southbound
Start Time Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Left Thru Right U Turns App. Total Int. Total
02:45 PM 7 0 1 0 8 23 1 32 0 56 1 180 10 0 191 28 198 2 0 228 483
Total 7 0 1 0 8 23 1 32 0 56 1 180 10 0 191 28 198 2 0 228 483
03:00 PM 3 0 0 0 3 8 0 33 0 41 0 151 13 0 164 25 197 3 0 225 433
03:15 PM 3 0 3 0 6 17 0 49 0 66 0 164 11 0 175 19 184 7 0 210 457
03:30 PM 0 0 0 0 0 19 0 52 0 71 0 163 9 0 172 23 203 1 0 227 470
Grand Total 13 0 4 0 17 67 1 166 0 234 1 658 43 0 702 95 782 13 0 890 1843
Apprch % 76.5 0
23.5 0 28.6
0.4 70.9 0 0.1
93.7 6.1 0 10.7 87.9
1.5 0
Total % 0.7 0 0.2 0 0.9 3.6 0.1 9 0 12.7 0.1 35.7 2.3 0 38.1 5.2
42.4 0.7 0 48.3
File Name : Westbury and Shields PM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 2
Fort Collins, CO
Fort Collins Montessori School
PM Peak
Westbury Dr and Shields Street
Sheilds Street
Westbury Dr
School Access
Sheilds Street
Right
13
Thru
782
Left
95
U
Turns
0
Out In Total
837 890 1727
Right
166
Thru
1
Left
67
U
Turns
0
Out InTotal
138 234 372
Left
1
Thru
658
Right
43
U
Turns
0
Out In Total
853 702 1555
Left
13
Thru
0
Right
4
U
Turns
0
OutTotal In
15 17 32
8/27/2019 02:45 PM
8/27/2019 03:30 PM
Automobiles
North
File Name : Westbury and Shields PM
Site Code : IPO 454
Start Date : 8/27/2019
Page No : 3
Fort Collins, CO
Fort Collins Montessori School
PM Peak
Westbury Dr and Shields Street
Westbury Dr
Eastbound
School Access
Westbound
Sheilds Street
Northbound
Sheilds Street
Southbound
Start Time Left
Thru Right U Turns App. Total Left Thru Right
U Turns App. Total Left Thru Right
U Turns App. Total Left Thru Right
U Turns App. Total Int. Total
Peak Hour Analysis From 02:45 PM to 03:30 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 02:45 PM
02:45 PM 7
0 1 0 8 23 1
32 0 56 1 180
10 0 191 28
198 2 0 228 483
03:00 PM 3 0 0 0 3 8 0 33 0 41 0 151 13
0 164 25 197 3 0 225 433
03:15 PM 3 0 3
0 6 17 0 49 0 66 0 164 11 0 175 19 184 7
0 210 457
03:30 PM 0 0 0 0 0 19 0 52
0 71
0 163 9 0 172 23 203
1 0 227 470
Total Volume 13 0 4 0 17 67 1 166 0 234 1 658 43 0 702 95 782 13 0 890 1843
% App. Total 76.5 0
23.5 0 28.6
0.4 70.9 0 0.1
93.7 6.1 0 10.7 87.9
1.5 0
PHF .464 .000 .333 .000 .531
.728 .250 .798 .000 .824 .250 .914 .827 .000
.919 .848 .963 .464 .000 .976 .954
Sheilds Street
Westbury Dr
School Access
Sheilds Street
Right
13
Thru
782
Left
95
U
Turns
0
Out In Total
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
APPENDIX C
Traffic Projection Data
Street 2009 2018 Growth (%)
Harmony Road West of Shields Street 13,620 14,123 0.404
Shields Street South of Harmony Road 18,980 20,525 0.873
Fort Collins Montessori School Growth Projections
*Growth Factors based on City of Fort Collins ADT Count Data
US-287 Traffic Projections:
ROUTE REFPT ENDREFPT LENGTH UPDATEYR AADT OFFPKTRK YR20FACTOR DHV DD ROUTECAPAC VCRATIO VCRATIO20 DVMT VMT LOCATION
287C 340.181 341.542 1.37 2019 35000 2.4 1.18 8.5 54 4500 0.71 0.84 47950 47950 ON SH 287 COLLEGE AVE N/O TRILBY RD CR 34 FT COLLINS
287C 341.542 342.167 0.618 2019 34000 3 1.08 9.5 52 4000 0.84 0.91 21012 21012 ON SH 287 COLLEGE AVE S/O HARMONY RD FT COLLINS
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
APPENDIX D
Trip Generation Worksheets
Project Fort Collins Montessori School
Subject Trip Generation for Charter Elementary School
Designed by ACK Date Job No.
Checked by Date Sheet No. of
TRIP GENERATION MANUAL TECHNIQUES
ITE Trip Generation Manual 10th Edition, Average Rate Equations
Land Use Code - Charter Elementary School (ITE Land Use Code 537)
Independant Variable - Students (X)
Students =
X = 300.0
T = Average Vehicle Trip Ends
Weekday (Series 500 Page 93)
Average Weekday Directional Distribution: 50% entering, 50% exiting
(T) = 1.85 (X) T = 556 Average Vehicle Trip Ends
(T) = 1.85 * (300.0) 278 entering 278 exiting
278 + 278 = 556
AM Peak Hour of Generator (500 Series Page 96)
Directional Distribution: 53% ent. 47% exit.
T = 1.14 (X) T = 342 Average Vehicle Trip Ends
T = 1.14 * 300 181 entering 161 exiting
181 + 161 = 342
PM Peak Hour of Generator (500 Series Page 97)
Directional Distribution: 46% ent. 54% exit.
T = 0.69 (X) T = 207 Average Vehicle Trip Ends
T = 0.69 * 300 95 entering 112 exiting
95 + 112 = 207
September 11, 2019 096781002
1 1
300
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
APPENDIX E
Intersection Analysis Worksheets
HCM 6th Signalized Intersection Summary 2019 Existing AM.syn
1: Shields Street & Harmony Road 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 127 685 154 102 322 233 121 796 163 382 629 37
Future Volume (veh/h) 127 685 154 102 322 233 121 796 163 382 629 37
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 167 797 220 136 418 303 168 905 172 402 767 52
Peak Hour Factor 0.76 0.86 0.70 0.75 0.77 0.77 0.72 0.88 0.95 0.95 0.82 0.71
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 325 938 418 219 890 397 229 1345 600 464 1587 708
Arrive On Green 0.09 0.26 0.26 0.07 0.25 0.25 0.13 0.76 0.76 0.13 0.45 0.45
Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585
Grp Volume(v), veh/h 167 797 220 136 418 303 168 905 172 402 767 52
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585
Q Serve(g_s), s 8.2 25.5 14.2 6.7 12.0 21.3 5.6 15.1 4.0 13.7 18.3 2.3
Cycle Q Clear(g_c), s 8.2 25.5 14.2 6.7 12.0 21.3 5.6 15.1 4.0 13.7 18.3 2.3
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 325 938 418 219 890 397 229 1345 600 464 1587 708
V/C Ratio(X) 0.51 0.85 0.53 0.62 0.47 0.76 0.73 0.67 0.29 0.87 0.48 0.07
Avail Cap(c_a), veh/h 415 1081 482 318 1051 469 562 1345 600 533 1587 708
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 29.9 41.9 37.7 32.8 38.2 41.7 51.0 10.9 9.5 50.9 23.4 19.0
Incr Delay (d2), s/veh 1.3 5.9 1.0 2.9 0.4 6.2 4.5 2.7 1.2 12.7 1.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.6 11.9 5.6 3.1 5.3 9.0 2.5 4.0 1.4 6.7 7.8 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.1 47.8 38.8 35.7 38.6 47.8 55.5 13.6 10.7 63.6 24.5 19.2
LnGrp LOS C D D D D D E B B E C B
Approach Vol, veh/h 1184 857 1245 1221
Approach Delay, s/veh 43.8 41.4 18.9 37.2
Approach LOS D D B D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.6 49.9 13.3 36.2 12.5 58.1 14.9 34.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 31.5 15.5 36.5 19.5 30.5 16.5 35.5
Max Q Clear Time (g_c+I1), s 15.7 17.1 8.7 27.5 7.6 20.3 10.2 23.3
Green Ext Time (p_c), s 0.4 6.1 0.2 4.1 0.4 3.9 0.2 3.1
Intersection Summary
HCM 6th Ctrl Delay 34.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2019 Existing PM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 58 453 85 194 602 339 118 554 152 320 613 82
Future Volume (veh/h) 58 453 85 194 602 339 118 554 152 320 613 82
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 92 533 139 237 654 373 155 609 183 352 681 108
Peak Hour Factor 0.63 0.85 0.61 0.82 0.92 0.91 0.76 0.91 0.83 0.91 0.90 0.76
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 227 791 353 340 1024 457 215 1382 616 409 1581 705
Arrive On Green 0.05 0.22 0.22 0.12 0.29 0.29 0.12 0.78 0.78 0.12 0.44 0.44
Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585
Grp Volume(v), veh/h 92 533 139 237 654 373 155 609 183 352 681 108
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585
Q Serve(g_s), s 4.7 16.5 9.0 11.8 19.3 26.3 5.2 7.0 4.0 12.0 15.8 4.9
Cycle Q Clear(g_c), s 4.7 16.5 9.0 11.8 19.3 26.3 5.2 7.0 4.0 12.0 15.8 4.9
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 227 791 353 340 1024 457 215 1382 616 409 1581 705
V/C Ratio(X) 0.40 0.67 0.39 0.70 0.64 0.82 0.72 0.44 0.30 0.86 0.43 0.15
Avail Cap(c_a), veh/h 390 1081 482 623 1555 693 533 1382 616 446 1581 705
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 33.7 42.7 39.8 30.5 37.3 39.7 51.5 8.9 8.6 51.9 22.9 19.8
Incr Delay (d2), s/veh 1.2 1.0 0.7 2.6 0.7 4.6 4.5 1.0 1.2 14.7 0.9 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.1 7.3 3.6 5.3 8.5 10.7 2.3 2.3 1.4 6.0 6.8 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.9 43.7 40.5 33.1 37.9 44.3 56.0 9.9 9.8 66.6 23.7 20.3
LnGrp LOS C D D C D D E A A E C C
Approach Vol, veh/h 764 1264 947 1141
Approach Delay, s/veh 42.0 38.9 17.5 36.6
Approach LOS D D B D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.7 51.2 18.9 31.2 12.0 57.9 11.0 39.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 15.5 16.5 33.5 36.5 18.5 13.5 17.5 52.5
Max Q Clear Time (g_c+I1), s 14.0 9.0 13.8 18.5 7.2 17.8 6.7 28.3
Green Ext Time (p_c), s 0.2 2.8 0.6 3.9 0.3 0.0 0.1 6.3
Intersection Summary
HCM 6th Ctrl Delay 33.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2024 BG AM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 133 720 162 107 338 245 127 837 171 401 661 39
Future Volume (veh/h) 133 720 162 107 338 245 127 837 171 401 661 39
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 175 837 231 143 439 318 176 951 180 422 806 55
Peak Hour Factor 0.76 0.86 0.70 0.75 0.77 0.77 0.72 0.88 0.95 0.95 0.82 0.71
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 339 1034 461 229 987 440 239 1223 545 489 1479 660
Arrive On Green 0.09 0.29 0.29 0.07 0.28 0.28 0.14 0.69 0.69 0.14 0.42 0.42
Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585
Grp Volume(v), veh/h 175 837 231 143 439 318 176 951 180 422 806 55
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585
Q Serve(g_s), s 8.3 26.2 14.5 6.8 12.2 21.8 5.9 21.6 5.5 14.3 20.6 2.5
Cycle Q Clear(g_c), s 8.3 26.2 14.5 6.8 12.2 21.8 5.9 21.6 5.5 14.3 20.6 2.5
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 339 1034 461 229 987 440 239 1223 545 489 1479 660
V/C Ratio(X) 0.52 0.81 0.50 0.62 0.44 0.72 0.73 0.78 0.33 0.86 0.54 0.08
Avail Cap(c_a), veh/h 385 1407 627 284 1377 614 677 1223 545 590 1479 660
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.7 39.5 35.3 30.9 35.7 39.2 50.6 15.6 13.1 50.4 26.5 21.2
Incr Delay (d2), s/veh 1.2 2.6 0.8 2.8 0.3 2.5 4.3 4.9 1.6 10.9 1.4 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.7 11.7 5.7 3.1 5.3 8.7 2.5 5.8 2.0 6.9 8.9 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.9 42.1 36.2 33.7 36.0 41.7 55.0 20.6 14.8 61.3 27.9 21.4
LnGrp LOS C D D C D D D C B E C C
Approach Vol, veh/h 1243 900 1307 1283
Approach Delay, s/veh 39.1 37.7 24.4 38.6
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.5 45.8 13.3 39.4 12.8 54.4 14.9 37.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 21.5 12.5 47.5 23.5 18.5 13.5 46.5
Max Q Clear Time (g_c+I1), s 16.3 23.6 8.8 28.2 7.9 22.6 10.3 23.8
Green Ext Time (p_c), s 0.6 0.0 0.1 6.7 0.5 0.0 0.1 4.2
Intersection Summary
HCM 6th Ctrl Delay 34.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2024 BG PM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 61 476 89 204 633 356 124 582 160 336 644 86
Future Volume (veh/h) 61 476 89 204 633 356 124 582 160 336 644 86
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 97 560 146 249 688 391 163 640 193 369 716 113
Peak Hour Factor 0.63 0.85 0.61 0.82 0.92 0.91 0.76 0.91 0.83 0.91 0.90 0.76
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 225 787 351 340 1029 459 225 1339 597 436 1556 694
Arrive On Green 0.06 0.22 0.22 0.13 0.29 0.29 0.13 0.75 0.75 0.13 0.44 0.44
Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585
Grp Volume(v), veh/h 97 560 146 249 688 391 163 640 193 369 716 113
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585
Q Serve(g_s), s 5.0 17.5 9.5 12.4 20.5 27.9 5.4 8.3 4.8 12.5 17.0 5.2
Cycle Q Clear(g_c), s 5.0 17.5 9.5 12.4 20.5 27.9 5.4 8.3 4.8 12.5 17.0 5.2
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 225 787 351 340 1029 459 225 1339 597 436 1556 694
V/C Ratio(X) 0.43 0.71 0.42 0.73 0.67 0.85 0.73 0.48 0.32 0.85 0.46 0.16
Avail Cap(c_a), veh/h 530 1081 482 599 1229 548 590 1339 597 562 1556 694
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 33.8 43.2 40.1 30.6 37.6 40.2 51.2 10.2 9.8 51.3 23.7 20.4
Incr Delay (d2), s/veh 1.3 1.4 0.8 3.1 1.1 10.7 4.4 1.2 1.4 9.2 1.0 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 7.8 3.8 5.6 9.0 12.2 2.4 2.7 1.7 6.0 7.3 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 44.5 40.8 33.7 38.7 50.9 55.6 11.5 11.2 60.5 24.7 20.9
LnGrp LOS D D D C D D E B B E C C
Approach Vol, veh/h 803 1328 996 1198
Approach Delay, s/veh 42.7 41.3 18.6 35.4
Approach LOS D D B D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.7 49.7 19.6 31.1 12.3 57.1 11.4 39.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 13.5 32.5 36.5 20.5 12.5 27.5 41.5
Max Q Clear Time (g_c+I1), s 14.5 10.3 14.4 19.5 7.4 19.0 7.0 29.9
Green Ext Time (p_c), s 0.6 1.5 0.7 4.0 0.4 0.0 0.2 4.8
Intersection Summary
HCM 6th Ctrl Delay 34.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2024 Total AM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 222 776 162 170 338 245 127 837 171 401 724 39
Future Volume (veh/h) 222 776 162 170 338 245 127 837 171 401 724 39
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 292 902 231 227 439 318 176 951 180 422 883 55
Peak Hour Factor 0.76 0.86 0.70 0.75 0.77 0.77 0.72 0.88 0.95 0.95 0.82 0.71
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 411 1015 453 277 926 413 237 1129 504 473 1372 612
Arrive On Green 0.13 0.29 0.29 0.11 0.26 0.26 0.14 0.64 0.64 0.14 0.39 0.39
Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585
Grp Volume(v), veh/h 292 902 231 227 439 318 176 951 180 422 883 55
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585
Q Serve(g_s), s 14.1 29.2 14.6 11.0 12.5 22.3 5.9 25.2 6.4 14.4 24.4 2.6
Cycle Q Clear(g_c), s 14.1 29.2 14.6 11.0 12.5 22.3 5.9 25.2 6.4 14.4 24.4 2.6
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 411 1015 453 277 926 413 237 1129 504 473 1372 612
V/C Ratio(X) 0.71 0.89 0.51 0.82 0.47 0.77 0.74 0.84 0.36 0.89 0.64 0.09
Avail Cap(c_a), veh/h 416 1081 482 311 1051 469 533 1129 504 475 1372 612
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.1 41.0 35.9 31.1 37.4 41.0 50.7 19.5 16.1 50.9 30.1 23.4
Incr Delay (d2), s/veh 5.5 8.9 0.9 14.5 0.4 6.8 4.5 7.7 2.0 18.7 2.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.6 13.9 5.8 5.8 5.5 9.4 2.6 7.7 2.3 7.4 10.8 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.6 50.0 36.7 45.6 37.8 47.8 55.3 27.2 18.1 69.6 32.4 23.7
LnGrp LOS C D D D D D E C B E C C
Approach Vol, veh/h 1425 984 1307 1360
Approach Delay, s/veh 44.3 42.8 29.7 43.6
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.9 42.6 17.7 38.8 12.7 50.8 20.7 35.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 16.5 33.5 15.5 36.5 18.5 31.5 16.5 35.5
Max Q Clear Time (g_c+I1), s 16.4 27.2 13.0 31.2 7.9 26.4 16.1 24.3
Green Ext Time (p_c), s 0.0 3.6 0.2 3.1 0.4 2.7 0.0 3.2
Intersection Summary
HCM 6th Ctrl Delay 40.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
HCM 6th Signalized Intersection Summary 2024 Total PM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 123 515 89 237 633 356 124 582 160 336 677 86
Future Volume (veh/h) 123 515 89 237 633 356 124 582 160 336 677 86
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 195 606 146 289 688 391 163 640 193 369 752 113
Peak Hour Factor 0.63 0.85 0.61 0.82 0.92 0.91 0.76 0.91 0.83 0.91 0.90 0.76
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 294 833 372 366 970 433 225 1238 552 436 1455 649
Arrive On Green 0.10 0.23 0.23 0.14 0.27 0.27 0.13 0.70 0.70 0.13 0.41 0.41
Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585
Grp Volume(v), veh/h 195 606 146 289 688 391 163 640 193 369 752 113
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585
Q Serve(g_s), s 9.8 18.9 9.3 14.1 20.9 28.6 5.4 10.2 5.9 12.5 19.0 5.4
Cycle Q Clear(g_c), s 9.8 18.9 9.3 14.1 20.9 28.6 5.4 10.2 5.9 12.5 19.0 5.4
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 294 833 372 366 970 433 225 1238 552 436 1455 649
V/C Ratio(X) 0.66 0.73 0.39 0.79 0.71 0.90 0.72 0.52 0.35 0.85 0.52 0.17
Avail Cap(c_a), veh/h 624 1081 482 597 1022 456 619 1238 552 562 1455 649
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 31.4 42.4 38.7 29.4 39.3 42.1 51.2 13.4 12.7 51.3 26.5 22.5
Incr Delay (d2), s/veh 2.6 1.8 0.7 3.9 2.2 20.6 4.4 1.5 1.7 9.2 1.3 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 8.5 3.7 6.4 9.4 13.5 2.4 3.3 2.1 6.0 8.3 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.0 44.2 39.4 33.2 41.5 62.7 55.5 14.9 14.5 60.5 27.8 23.1
LnGrp LOS C D D C D E E B B E C C
Approach Vol, veh/h 947 1368 996 1234
Approach Delay, s/veh 41.3 45.8 21.5 37.2
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.7 46.3 21.4 32.6 12.3 53.6 16.8 37.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 13.5 32.5 36.5 21.5 11.5 34.5 34.5
Max Q Clear Time (g_c+I1), s 14.5 12.2 16.1 20.9 7.4 21.0 11.8 30.6
Green Ext Time (p_c), s 0.6 0.7 0.8 4.2 0.4 0.0 0.5 2.2
Intersection Summary
HCM 6th Ctrl Delay 37.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2040 BG AM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 157 844 190 126 397 287 149 981 201 471 775 46
Future Volume (veh/h) 157 844 190 126 397 287 149 981 201 471 775 46
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 207 981 271 168 516 373 207 1115 212 496 945 65
Peak Hour Factor 0.76 0.86 0.70 0.75 0.77 0.77 0.72 0.88 0.95 0.95 0.82 0.71
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 329 994 444 217 940 419 271 1149 512 554 1439 642
Arrive On Green 0.10 0.28 0.28 0.09 0.26 0.26 0.16 0.65 0.65 0.16 0.41 0.41
Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585
Grp Volume(v), veh/h 207 981 271 168 516 373 207 1115 212 496 945 65
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585
Q Serve(g_s), s 10.0 33.0 17.8 8.1 15.0 27.2 6.9 35.7 7.7 16.9 25.9 3.1
Cycle Q Clear(g_c), s 10.0 33.0 17.8 8.1 15.0 27.2 6.9 35.7 7.7 16.9 25.9 3.1
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 329 994 444 217 940 419 271 1149 512 554 1439 642
V/C Ratio(X) 0.63 0.99 0.61 0.78 0.55 0.89 0.76 0.97 0.41 0.90 0.66 0.10
Avail Cap(c_a), veh/h 392 994 444 381 1051 469 648 1149 512 590 1439 642
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 28.7 43.0 37.5 32.1 38.0 42.4 49.5 20.7 15.7 49.4 28.9 22.1
Incr Delay (d2), s/veh 2.4 25.2 2.5 5.9 0.5 17.4 4.4 20.4 2.5 15.6 2.4 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.5 17.8 7.2 3.8 6.6 12.6 3.0 12.2 2.7 8.5 11.4 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.0 68.2 40.0 37.9 38.5 59.8 53.9 41.0 18.2 65.0 31.3 22.5
LnGrp LOS C E D D D E D D B E C C
Approach Vol, veh/h 1459 1057 1534 1506
Approach Delay, s/veh 57.7 45.9 39.6 42.0
Approach LOS E D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 23.7 43.3 14.9 38.1 13.9 53.1 16.7 36.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 29.5 21.5 30.5 22.5 27.5 16.5 35.5
Max Q Clear Time (g_c+I1), s 18.9 37.7 10.1 35.0 8.9 27.9 12.0 29.2
Green Ext Time (p_c), s 0.4 0.0 0.3 0.0 0.5 0.0 0.2 2.6
Intersection Summary
HCM 6th Ctrl Delay 46.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2040 BG PM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 71 558 105 239 742 418 145 683 187 394 755 101
Future Volume (veh/h) 71 558 105 239 742 418 145 683 187 394 755 101
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 113 656 172 291 807 459 191 751 225 433 839 133
Peak Hour Factor 0.63 0.85 0.61 0.82 0.92 0.91 0.76 0.91 0.83 0.91 0.90 0.76
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 220 824 367 345 1086 485 254 1195 533 495 1443 644
Arrive On Green 0.06 0.23 0.23 0.14 0.31 0.31 0.15 0.67 0.67 0.14 0.41 0.41
Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585
Grp Volume(v), veh/h 113 656 172 291 807 459 191 751 225 433 839 133
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585
Q Serve(g_s), s 5.7 20.9 11.2 14.4 24.5 34.0 6.4 14.4 7.8 14.7 22.0 6.5
Cycle Q Clear(g_c), s 5.7 20.9 11.2 14.4 24.5 34.0 6.4 14.4 7.8 14.7 22.0 6.5
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 220 824 367 345 1086 485 254 1195 533 495 1443 644
V/C Ratio(X) 0.51 0.80 0.47 0.84 0.74 0.95 0.75 0.63 0.42 0.87 0.58 0.21
Avail Cap(c_a), veh/h 483 1229 548 388 1086 485 590 1195 533 562 1443 644
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 33.1 43.4 39.7 30.2 37.4 40.7 50.1 15.4 14.3 50.3 27.7 23.1
Incr Delay (d2), s/veh 1.9 2.2 0.9 14.2 2.8 28.1 4.5 2.5 2.4 13.1 1.7 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 9.4 4.5 7.4 11.0 16.9 2.8 4.4 0.4 7.3 9.6 2.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.9 45.7 40.6 44.3 40.2 68.8 54.6 17.9 16.8 63.5 29.4 23.8
LnGrp LOS C D D D D E D B B E C C
Approach Vol, veh/h 941 1557 1167 1405
Approach Delay, s/veh 43.5 49.4 23.7 39.4
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.7 44.8 21.1 32.3 13.3 53.2 12.3 41.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 21.5 19.5 41.5 20.5 20.5 25.5 35.5
Max Q Clear Time (g_c+I1), s 16.7 16.4 16.4 22.9 8.4 24.0 7.7 36.0
Green Ext Time (p_c), s 0.5 2.6 0.3 5.0 0.5 0.0 0.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 39.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2040 Total AM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 246 900 190 189 397 287 149 981 201 471 838 46
Future Volume (veh/h) 246 900 190 189 397 287 149 981 201 471 838 46
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 324 1047 271 252 516 373 207 1115 212 496 1022 65
Peak Hour Factor 0.76 0.86 0.70 0.75 0.77 0.77 0.72 0.88 0.95 0.95 0.82 0.71
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 356 1081 482 236 1051 469 271 1140 509 446 1321 589
Arrive On Green 0.10 0.30 0.30 0.10 0.30 0.30 0.16 0.64 0.64 0.13 0.37 0.37
Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585
Grp Volume(v), veh/h 324 1047 271 252 516 373 207 1115 212 496 1022 65
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585
Q Serve(g_s), s 12.5 34.9 17.2 11.5 14.4 26.0 6.9 36.2 7.9 15.5 30.4 3.2
Cycle Q Clear(g_c), s 12.5 34.9 17.2 11.5 14.4 26.0 6.9 36.2 7.9 15.5 30.4 3.2
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 356 1081 482 236 1051 469 271 1140 509 446 1321 589
V/C Ratio(X) 0.91 0.97 0.56 1.07 0.49 0.80 0.76 0.98 0.42 1.11 0.77 0.11
Avail Cap(c_a), veh/h 356 1081 482 236 1051 469 619 1140 509 446 1321 589
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.5 41.2 35.0 32.4 34.8 38.9 49.5 21.1 16.0 52.3 33.3 24.7
Incr Delay (d2), s/veh 26.7 20.1 1.5 77.2 0.4 9.2 4.5 21.9 2.5 76.4 4.5 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.3 18.1 6.8 9.8 6.3 11.2 3.0 12.7 2.7 11.4 13.8 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.2 61.3 36.5 109.5 35.2 48.1 54.0 43.0 18.5 128.7 37.7 25.1
LnGrp LOS E E D F D D D D B F D C
Approach Vol, veh/h 1642 1141 1534 1583
Approach Delay, s/veh 56.8 55.8 41.1 65.7
Approach LOS E E D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 43.0 16.0 41.0 13.9 49.1 17.0 40.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 15.5 38.5 11.5 36.5 21.5 32.5 12.5 35.5
Max Q Clear Time (g_c+I1), s 17.5 38.2 13.5 36.9 8.9 32.4 14.5 28.0
Green Ext Time (p_c), s 0.0 0.2 0.0 0.0 0.5 0.0 0.0 2.9
Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2040 Total PM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 133 597 105 272 742 418 145 683 187 394 788 101
Future Volume (veh/h) 133 597 105 272 742 418 145 683 187 394 788 101
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 211 702 172 332 807 459 191 751 225 433 876 133
Peak Hour Factor 0.63 0.85 0.61 0.82 0.92 0.91 0.76 0.91 0.83 0.91 0.90 0.76
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 289 852 380 375 1027 458 254 1098 490 495 1346 600
Arrive On Green 0.11 0.24 0.24 0.16 0.29 0.29 0.15 0.62 0.62 0.14 0.38 0.38
Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 3456 3554 1585 3456 3554 1585
Grp Volume(v), veh/h 211 702 172 332 807 459 191 751 225 433 876 133
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1728 1777 1585 1728 1777 1585
Q Serve(g_s), s 10.5 22.5 11.1 16.1 25.1 34.7 6.4 16.8 9.1 14.7 24.4 6.8
Cycle Q Clear(g_c), s 10.5 22.5 11.1 16.1 25.1 34.7 6.4 16.8 9.1 14.7 24.4 6.8
Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 289 852 380 375 1027 458 254 1098 490 495 1346 600
V/C Ratio(X) 0.73 0.82 0.45 0.89 0.79 1.00 0.75 0.68 0.46 0.87 0.65 0.22
Avail Cap(c_a), veh/h 607 1081 482 576 1027 458 619 1098 490 562 1346 600
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 31.5 43.2 38.9 28.9 39.3 42.7 50.1 19.1 17.6 50.3 30.7 25.3
Incr Delay (d2), s/veh 3.5 4.2 0.8 10.4 4.1 42.7 4.4 3.5 3.1 13.1 2.5 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.8 10.3 4.4 7.9 11.5 18.8 2.8 5.3 3.1 7.3 10.8 2.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 47.5 39.8 39.3 43.4 85.3 54.6 22.5 20.7 63.5 33.2 26.1
LnGrp LOS D D D D D F D C C E C C
Approach Vol, veh/h 1085 1598 1167 1442
Approach Delay, s/veh 43.8 54.6 27.4 41.6
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.7 41.6 23.5 33.3 13.3 49.9 17.6 39.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 13.5 32.5 36.5 21.5 11.5 34.5 34.5
Max Q Clear Time (g_c+I1), s 16.7 18.8 18.1 24.5 8.4 26.4 12.5 36.7
Green Ext Time (p_c), s 0.5 0.0 0.9 4.3 0.5 0.0 0.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 42.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2019 Existing AM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 1 4 9 0 27 5 1064 234 269 611 5
Future Volume (veh/h) 13 1 4 9 0 27 5 1064 234 269 611 5
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 20 4 12 16 0 52 8 1169 349 374 764 8
Peak Hour Factor 0.65 0.25 0.33 0.56 0.92 0.52 0.62 0.91 0.67 0.72 0.80 0.62
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 80 17 25 137 0 78 588 2048 602 401 3112 1388
Arrive On Green 0.05 0.05 0.05 0.05 0.00 0.05 0.76 0.76 0.76 0.16 1.00 1.00
Sat Flow, veh/h 673 340 507 1570 0 1585 698 2708 796 1781 3554 1585
Grp Volume(v), veh/h 36 0 0 16 0 52 8 761 757 374 764 8
Grp Sat Flow(s),veh/h/ln 1520 0 0 1570 0 1585 698 1777 1727 1781 1777 1585
Q Serve(g_s), s 1.6 0.0 0.0 0.0 0.0 3.9 0.3 21.9 22.8 6.7 0.0 0.0
Cycle Q Clear(g_c), s 2.7 0.0 0.0 1.0 0.0 3.9 0.3 21.9 22.8 6.7 0.0 0.0
Prop In Lane 0.56 0.33 1.00 1.00 1.00 0.46 1.00 1.00
Lane Grp Cap(c), veh/h 121 0 0 137 0 78 588 1344 1306 401 3112 1388
V/C Ratio(X) 0.30 0.00 0.00 0.12 0.00 0.67 0.01 0.57 0.58 0.93 0.25 0.01
Avail Cap(c_a), veh/h 545 0 0 540 0 535 588 1344 1306 678 3112 1388
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 55.5 0.0 0.0 54.7 0.0 56.1 3.6 6.2 6.3 17.0 0.0 0.0
Incr Delay (d2), s/veh 1.3 0.0 0.0 0.4 0.0 9.4 0.0 1.7 1.9 13.0 0.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 0.0 0.5 0.0 1.8 0.0 7.6 7.8 9.2 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.8 0.0 0.0 55.1 0.0 65.5 3.6 8.0 8.2 30.1 0.2 0.0
LnGrp LOS E A A E A E A A A C A A
Approach Vol, veh/h 36 68 1526 1146
Approach Delay, s/veh 56.8 63.0 8.1 9.9
Approach LOS E E A A
Timer - Assigned Phs 1 2 4 6 8
Phs Duration (G+Y+Rc), s 14.3 95.3 10.4 109.6 10.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.5 37.5 40.5 70.5 40.5
Max Q Clear Time (g_c+I1), s 8.7 24.8 4.7 2.0 5.9
Green Ext Time (p_c), s 1.1 8.4 0.2 6.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
HCM 6th Signalized Intersection Summary 2019 Existing PM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 0 4 67 1 166 1 658 43 95 782 13
Future Volume (veh/h) 13 0 4 67 1 166 1 658 43 95 782 13
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 28 0 12 92 4 208 4 723 52 112 815 28
Peak Hour Factor 0.46 0.92 0.33 0.73 0.25 0.80 0.25 0.91 0.83 0.85 0.96 0.46
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 133 9 39 265 10 246 512 2325 167 555 2736 1220
Arrive On Green 0.16 0.00 0.16 0.16 0.16 0.16 0.69 0.69 0.69 0.08 1.00 1.00
Sat Flow, veh/h 527 57 251 1331 67 1585 653 3362 242 1781 3554 1585
Grp Volume(v), veh/h 40 0 0 96 0 208 4 382 393 112 815 28
Grp Sat Flow(s),veh/h/ln 835 0 0 1398 0 1585 653 1777 1827 1781 1777 1585
Q Serve(g_s), s 2.3 0.0 0.0 0.0 0.0 15.3 0.2 10.1 10.1 2.1 0.0 0.0
Cycle Q Clear(g_c), s 9.9 0.0 0.0 7.6 0.0 15.3 0.2 10.1 10.1 2.1 0.0 0.0
Prop In Lane 0.70 0.30 0.96 1.00 1.00 0.13 1.00 1.00
Lane Grp Cap(c), veh/h 181 0 0 276 0 246 512 1229 1264 555 2736 1220
V/C Ratio(X) 0.22 0.00 0.00 0.35 0.00 0.85 0.01 0.31 0.31 0.20 0.30 0.02
Avail Cap(c_a), veh/h 655 0 0 806 0 839 512 1229 1264 727 2736 1220
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 47.9 0.0 0.0 46.0 0.0 49.3 5.7 7.3 7.3 4.6 0.0 0.0
Incr Delay (d2), s/veh 0.6 0.0 0.0 0.8 0.0 7.8 0.0 0.7 0.6 0.2 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 0.0 2.7 0.0 6.6 0.0 3.8 3.9 0.6 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.5 0.0 0.0 46.8 0.0 57.1 5.8 7.9 7.9 4.7 0.3 0.0
LnGrp LOS D A A D A E A A A A A A
Approach Vol, veh/h 40 304 779 955
Approach Delay, s/veh 48.5 53.8 7.9 0.8
Approach LOS D D A A
Timer - Assigned Phs 1 2 4 6 8
Phs Duration (G+Y+Rc), s 9.4 87.5 23.1 96.9 23.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 16.5 26.5 63.5 47.5 63.5
Max Q Clear Time (g_c+I1), s 4.1 12.1 11.9 2.0 17.3
Green Ext Time (p_c), s 0.2 4.3 0.2 7.1 1.3
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2024 BG AM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 1 4 9 0 27 5 1118 234 269 642 5
Future Volume (veh/h) 13 1 4 9 0 27 5 1118 234 269 642 5
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 20 4 12 16 0 52 8 1229 349 374 802 8
Peak Hour Factor 0.65 0.25 0.33 0.56 0.92 0.52 0.62 0.91 0.67 0.72 0.80 0.62
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 80 17 25 137 0 78 561 2040 569 401 3112 1388
Arrive On Green 0.05 0.05 0.05 0.05 0.00 0.05 0.74 0.74 0.74 0.19 1.00 1.00
Sat Flow, veh/h 673 340 507 1570 0 1585 673 2745 765 1781 3554 1585
Grp Volume(v), veh/h 36 0 0 16 0 52 8 788 790 374 802 8
Grp Sat Flow(s),veh/h/ln 1520 0 0 1570 0 1585 673 1777 1733 1781 1777 1585
Q Serve(g_s), s 1.6 0.0 0.0 0.0 0.0 3.9 0.4 24.5 25.8 8.3 0.0 0.0
Cycle Q Clear(g_c), s 2.7 0.0 0.0 1.0 0.0 3.9 0.4 24.5 25.8 8.3 0.0 0.0
Prop In Lane 0.56 0.33 1.00 1.00 1.00 0.44 1.00 1.00
Lane Grp Cap(c), veh/h 121 0 0 137 0 78 561 1321 1288 401 3112 1388
V/C Ratio(X) 0.30 0.00 0.00 0.12 0.00 0.67 0.01 0.60 0.61 0.93 0.26 0.01
Avail Cap(c_a), veh/h 545 0 0 540 0 535 561 1321 1288 654 3112 1388
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 55.5 0.0 0.0 54.7 0.0 56.1 4.0 7.1 7.3 19.5 0.0 0.0
Incr Delay (d2), s/veh 1.3 0.0 0.0 0.4 0.0 9.4 0.0 2.0 2.2 14.1 0.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 0.0 0.5 0.0 1.8 0.1 8.7 9.0 9.1 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.8 0.0 0.0 55.1 0.0 65.5 4.0 9.1 9.5 33.6 0.2 0.0
LnGrp LOS E A A E A E A A A C A A
Approach Vol, veh/h 36 68 1586 1184
Approach Delay, s/veh 56.8 63.0 9.2 10.7
Approach LOS E E A B
Timer - Assigned Phs 1 2 4 6 8
Phs Duration (G+Y+Rc), s 15.9 93.7 10.4 109.6 10.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.5 37.5 40.5 70.5 40.5
Max Q Clear Time (g_c+I1), s 10.3 27.8 4.7 2.0 5.9
Green Ext Time (p_c), s 1.1 7.0 0.2 7.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 11.7
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2024 BG PM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 0 4 67 1 166 1 692 43 95 822 13
Future Volume (veh/h) 13 0 4 67 1 166 1 692 43 95 822 13
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 28 0 12 92 4 208 4 760 52 112 856 28
Peak Hour Factor 0.46 0.92 0.33 0.73 0.25 0.80 0.25 0.91 0.83 0.85 0.96 0.46
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 130 9 38 262 10 242 496 2343 160 539 2745 1224
Arrive On Green 0.15 0.00 0.15 0.15 0.15 0.15 0.69 0.69 0.69 0.08 1.00 1.00
Sat Flow, veh/h 520 58 248 1330 67 1585 628 3375 231 1781 3554 1585
Grp Volume(v), veh/h 40 0 0 96 0 208 4 400 412 112 856 28
Grp Sat Flow(s),veh/h/ln 826 0 0 1397 0 1585 628 1777 1829 1781 1777 1585
Q Serve(g_s), s 2.3 0.0 0.0 0.0 0.0 15.4 0.2 10.7 10.7 2.1 0.0 0.0
Cycle Q Clear(g_c), s 9.9 0.0 0.0 7.6 0.0 15.4 0.2 10.7 10.7 2.1 0.0 0.0
Prop In Lane 0.70 0.30 0.96 1.00 1.00 0.13 1.00 1.00
Lane Grp Cap(c), veh/h 177 0 0 272 0 242 496 1234 1270 539 2745 1224
V/C Ratio(X) 0.23 0.00 0.00 0.35 0.00 0.86 0.01 0.32 0.32 0.21 0.31 0.02
Avail Cap(c_a), veh/h 295 0 0 404 0 390 496 1234 1270 756 2745 1224
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 48.2 0.0 0.0 46.3 0.0 49.6 5.6 7.2 7.2 4.6 0.0 0.0
Incr Delay (d2), s/veh 0.6 0.0 0.0 0.8 0.0 10.5 0.0 0.7 0.7 0.2 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 2.7 0.0 6.8 0.0 4.0 4.1 0.6 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.8 0.0 0.0 47.1 0.0 60.1 5.7 7.9 7.9 4.7 0.3 0.0
LnGrp LOS D A A D A E A A A A A A
Approach Vol, veh/h 40 304 816 996
Approach Delay, s/veh 48.8 56.0 7.9 0.8
Approach LOS D E A A
Timer - Assigned Phs 1 2 4 6 8
Phs Duration (G+Y+Rc), s 9.4 87.8 22.8 97.2 22.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 57.5 29.5 81.5 29.5
Max Q Clear Time (g_c+I1), s 4.1 12.7 11.9 2.0 17.4
Green Ext Time (p_c), s 0.2 6.2 0.1 7.8 1.0
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2024 Total AM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 1 4 9 0 27 5 1136 234 269 658 118
Future Volume (veh/h) 13 1 4 9 0 27 5 1136 234 269 658 118
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 20 4 12 16 0 52 8 1248 349 374 822 190
Peak Hour Factor 0.65 0.25 0.33 0.56 0.92 0.52 0.62 0.91 0.67 0.72 0.80 0.62
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 80 17 25 137 0 78 472 2038 559 401 3112 1388
Arrive On Green 0.05 0.05 0.05 0.05 0.00 0.05 0.74 0.74 0.74 0.20 1.00 1.00
Sat Flow, veh/h 673 340 507 1570 0 1585 557 2755 756 1781 3554 1585
Grp Volume(v), veh/h 36 0 0 16 0 52 8 796 801 374 822 190
Grp Sat Flow(s),veh/h/ln 1520 0 0 1570 0 1585 557 1777 1734 1781 1777 1585
Q Serve(g_s), s 1.6 0.0 0.0 0.0 0.0 3.9 0.5 25.4 26.8 8.8 0.0 0.0
Cycle Q Clear(g_c), s 2.7 0.0 0.0 1.0 0.0 3.9 0.5 25.4 26.8 8.8 0.0 0.0
Prop In Lane 0.56 0.33 1.00 1.00 1.00 0.44 1.00 1.00
Lane Grp Cap(c), veh/h 121 0 0 137 0 78 472 1314 1282 401 3112 1388
V/C Ratio(X) 0.30 0.00 0.00 0.12 0.00 0.67 0.02 0.61 0.62 0.93 0.26 0.14
Avail Cap(c_a), veh/h 545 0 0 540 0 535 472 1314 1282 647 3112 1388
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 55.5 0.0 0.0 54.7 0.0 56.1 4.1 7.4 7.6 20.2 0.0 0.0
Incr Delay (d2), s/veh 1.3 0.0 0.0 0.4 0.0 9.4 0.1 2.1 2.3 14.4 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 0.0 0.5 0.0 1.8 0.1 9.1 9.5 9.0 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.8 0.0 0.0 55.1 0.0 65.5 4.2 9.5 9.9 34.7 0.2 0.2
LnGrp LOS E A A E A E A A A C A A
Approach Vol, veh/h 36 68 1605 1386
Approach Delay, s/veh 56.8 63.0 9.6 9.5
Approach LOS E E A A
Timer - Assigned Phs 1 2 4 6 8
Phs Duration (G+Y+Rc), s 16.4 93.2 10.4 109.6 10.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.5 37.5 40.5 70.5 40.5
Max Q Clear Time (g_c+I1), s 10.8 28.8 4.7 2.0 5.9
Green Ext Time (p_c), s 1.1 6.5 0.2 8.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 11.3
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2024 Total PM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 0 4 67 1 166 1 702 43 95 833 91
Future Volume (veh/h) 13 0 4 67 1 166 1 702 43 95 833 91
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 28 0 12 92 4 208 4 771 52 112 868 198
Peak Hour Factor 0.46 0.92 0.33 0.73 0.25 0.80 0.25 0.91 0.83 0.85 0.96 0.46
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 127 9 36 257 10 236 429 2357 159 537 2757 1230
Arrive On Green 0.15 0.00 0.15 0.15 0.15 0.15 0.70 0.70 0.70 0.08 1.00 1.00
Sat Flow, veh/h 509 60 244 1329 67 1585 529 3378 228 1781 3554 1585
Grp Volume(v), veh/h 40 0 0 96 0 208 4 405 418 112 868 198
Grp Sat Flow(s),veh/h/ln 813 0 0 1396 0 1585 529 1777 1829 1781 1777 1585
Q Serve(g_s), s 2.3 0.0 0.0 0.0 0.0 15.4 0.3 10.7 10.7 2.0 0.0 0.0
Cycle Q Clear(g_c), s 10.0 0.0 0.0 7.6 0.0 15.4 0.3 10.7 10.7 2.0 0.0 0.0
Prop In Lane 0.70 0.30 0.96 1.00 1.00 0.12 1.00 1.00
Lane Grp Cap(c), veh/h 172 0 0 267 0 236 429 1240 1276 537 2757 1230
V/C Ratio(X) 0.23 0.00 0.00 0.36 0.00 0.88 0.01 0.33 0.33 0.21 0.31 0.16
Avail Cap(c_a), veh/h 210 0 0 309 0 284 429 1240 1276 888 2757 1230
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 48.6 0.0 0.0 46.7 0.0 50.0 5.5 7.1 7.1 4.5 0.0 0.0
Incr Delay (d2), s/veh 0.7 0.0 0.0 0.8 0.0 22.8 0.0 0.7 0.7 0.2 0.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 2.7 0.0 7.6 0.0 4.0 4.1 0.6 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.3 0.0 0.0 47.5 0.0 72.9 5.6 7.8 7.8 4.6 0.3 0.3
LnGrp LOS D A A D A E A A A A A A
Approach Vol, veh/h 40 304 827 1178
Approach Delay, s/veh 49.3 64.8 7.8 0.7
Approach LOS D E A A
Timer - Assigned Phs 1 2 4 6 8
Phs Duration (G+Y+Rc), s 9.4 88.2 22.4 97.6 22.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.5 56.5 21.5 89.5 21.5
Max Q Clear Time (g_c+I1), s 4.0 12.7 12.0 2.0 17.4
Green Ext Time (p_c), s 0.3 6.3 0.1 8.8 0.5
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2040 BG AM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 1 4 9 0 27 5 1311 234 269 753 5
Future Volume (veh/h) 13 1 4 9 0 27 5 1311 234 269 753 5
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 20 4 12 16 0 52 8 1441 349 374 941 8
Peak Hour Factor 0.65 0.25 0.33 0.56 0.92 0.52 0.62 0.91 0.67 0.72 0.80 0.62
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 80 17 25 137 0 78 477 2012 473 400 3112 1388
Arrive On Green 0.05 0.05 0.05 0.05 0.00 0.05 0.70 0.70 0.70 0.27 1.00 1.00
Sat Flow, veh/h 673 340 507 1570 0 1585 591 2855 672 1781 3554 1585
Grp Volume(v), veh/h 36 0 0 16 0 52 8 881 909 374 941 8
Grp Sat Flow(s),veh/h/ln 1520 0 0 1570 0 1585 591 1777 1749 1781 1777 1585
Q Serve(g_s), s 1.6 0.0 0.0 0.0 0.0 3.9 0.5 34.8 38.3 13.0 0.0 0.0
Cycle Q Clear(g_c), s 2.7 0.0 0.0 1.0 0.0 3.9 0.5 34.8 38.3 13.0 0.0 0.0
Prop In Lane 0.56 0.33 1.00 1.00 1.00 0.38 1.00 1.00
Lane Grp Cap(c), veh/h 121 0 0 137 0 78 477 1252 1233 400 3112 1388
V/C Ratio(X) 0.30 0.00 0.00 0.12 0.00 0.67 0.02 0.70 0.74 0.94 0.30 0.01
Avail Cap(c_a), veh/h 545 0 0 540 0 535 477 1252 1233 585 3112 1388
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 55.5 0.0 0.0 54.7 0.0 56.1 5.3 10.4 10.9 26.2 0.0 0.0
Incr Delay (d2), s/veh 1.3 0.0 0.0 0.4 0.0 9.4 0.1 3.3 4.0 17.7 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 0.0 0.5 0.0 1.8 0.1 13.3 14.5 10.8 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.8 0.0 0.0 55.1 0.0 65.5 5.4 13.7 14.8 43.9 0.3 0.0
LnGrp LOS E A A E A E A B B D A A
Approach Vol, veh/h 36 68 1798 1323
Approach Delay, s/veh 56.8 63.0 14.2 12.6
Approach LOS E E B B
Timer - Assigned Phs 1 2 4 6 8
Phs Duration (G+Y+Rc), s 20.5 89.1 10.4 109.6 10.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.5 37.5 40.5 70.5 40.5
Max Q Clear Time (g_c+I1), s 15.0 40.3 4.7 2.0 5.9
Green Ext Time (p_c), s 1.0 0.0 0.2 8.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 15.1
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
HCM 6th Signalized Intersection Summary 2040 BG PM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 0 4 67 1 166 1 811 43 95 964 13
Future Volume (veh/h) 13 0 4 67 1 166 1 811 43 95 964 13
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 28 0 12 92 4 208 4 891 52 112 1004 28
Peak Hour Factor 0.46 0.92 0.33 0.73 0.25 0.80 0.25 0.91 0.83 0.85 0.96 0.46
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 128 9 37 258 10 237 441 2379 139 483 2755 1229
Arrive On Green 0.15 0.00 0.15 0.15 0.15 0.15 0.70 0.70 0.70 0.08 1.00 1.00
Sat Flow, veh/h 511 59 245 1329 67 1585 547 3412 199 1781 3554 1585
Grp Volume(v), veh/h 40 0 0 96 0 208 4 464 479 112 1004 28
Grp Sat Flow(s),veh/h/ln 815 0 0 1396 0 1585 547 1777 1835 1781 1777 1585
Q Serve(g_s), s 2.3 0.0 0.0 0.0 0.0 15.4 0.3 12.8 12.8 2.0 0.0 0.0
Cycle Q Clear(g_c), s 10.0 0.0 0.0 7.6 0.0 15.4 0.3 12.8 12.8 2.0 0.0 0.0
Prop In Lane 0.70 0.30 0.96 1.00 1.00 0.11 1.00 1.00
Lane Grp Cap(c), veh/h 173 0 0 268 0 237 441 1239 1279 483 2755 1229
V/C Ratio(X) 0.23 0.00 0.00 0.36 0.00 0.88 0.01 0.37 0.37 0.23 0.36 0.02
Avail Cap(c_a), veh/h 221 0 0 321 0 297 441 1239 1279 938 2755 1229
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 48.5 0.0 0.0 46.6 0.0 49.9 5.5 7.4 7.4 4.8 0.0 0.0
Incr Delay (d2), s/veh 0.7 0.0 0.0 0.8 0.0 20.8 0.0 0.9 0.8 0.2 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 2.7 0.0 7.5 0.0 4.8 5.0 0.6 0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.2 0.0 0.0 47.4 0.0 70.7 5.6 8.3 8.3 5.0 0.4 0.0
LnGrp LOS D A A D A E A A A A A A
Approach Vol, veh/h 40 304 947 1144
Approach Delay, s/veh 49.2 63.4 8.3 0.8
Approach LOS D E A A
Timer - Assigned Phs 1 2 4 6 8
Phs Duration (G+Y+Rc), s 9.4 88.2 22.5 97.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 35.5 48.5 22.5 88.5 22.5
Max Q Clear Time (g_c+I1), s 4.0 14.8 12.0 2.0 17.4
Green Ext Time (p_c), s 0.3 7.3 0.1 9.9 0.6
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2040 Total AM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 1 4 9 0 27 5 1329 234 269 769 118
Future Volume (veh/h) 13 1 4 9 0 27 5 1329 234 269 769 118
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 20 4 12 16 0 52 8 1460 349 374 961 190
Peak Hour Factor 0.65 0.25 0.33 0.56 0.92 0.52 0.62 0.91 0.67 0.72 0.80 0.62
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 80 17 25 137 0 78 404 2016 468 397 3113 1388
Arrive On Green 0.05 0.05 0.05 0.05 0.00 0.05 0.70 0.70 0.70 0.27 1.00 1.00
Sat Flow, veh/h 673 340 506 1571 0 1585 488 2863 664 1781 3554 1585
Grp Volume(v), veh/h 36 0 0 16 0 52 8 889 920 374 961 190
Grp Sat Flow(s),veh/h/ln 1519 0 0 1571 0 1585 488 1777 1751 1781 1777 1585
Q Serve(g_s), s 1.6 0.0 0.0 0.0 0.0 3.9 0.6 35.6 39.3 13.5 0.0 0.0
Cycle Q Clear(g_c), s 2.7 0.0 0.0 1.0 0.0 3.9 0.6 35.6 39.3 13.5 0.0 0.0
Prop In Lane 0.56 0.33 1.00 1.00 1.00 0.38 1.00 1.00
Lane Grp Cap(c), veh/h 121 0 0 137 0 78 404 1251 1233 397 3113 1388
V/C Ratio(X) 0.30 0.00 0.00 0.12 0.00 0.67 0.02 0.71 0.75 0.94 0.31 0.14
Avail Cap(c_a), veh/h 508 0 0 505 0 495 404 1251 1233 477 3113 1388
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 55.5 0.0 0.0 54.7 0.0 56.1 5.3 10.5 11.1 26.8 0.0 0.0
Incr Delay (d2), s/veh 1.3 0.0 0.0 0.4 0.0 9.5 0.1 3.4 4.1 25.0 0.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 0.0 0.5 0.0 1.8 0.1 13.6 14.9 11.6 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.8 0.0 0.0 55.1 0.0 65.5 5.4 14.0 15.2 51.9 0.3 0.2
LnGrp LOS E A A E A E A B B D A A
Approach Vol, veh/h 36 68 1817 1525
Approach Delay, s/veh 56.8 63.1 14.5 12.9
Approach LOS E E B B
Timer - Assigned Phs 1 2 4 6 8
Phs Duration (G+Y+Rc), s 20.6 89.0 10.4 109.6 10.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 21.5 47.5 37.5 73.5 37.5
Max Q Clear Time (g_c+I1), s 15.5 41.3 4.7 2.0 5.9
Green Ext Time (p_c), s 0.6 5.3 0.1 10.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 15.2
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th Signalized Intersection Summary 2040 Total PM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 13 0 4 67 1 166 1 821 43 95 975 91
Future Volume (veh/h) 13 0 4 67 1 166 1 821 43 95 975 91
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 28 0 12 92 4 208 4 902 52 112 1016 198
Peak Hour Factor 0.46 0.92 0.33 0.73 0.25 0.80 0.25 0.91 0.83 0.85 0.96 0.46
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 124 9 35 252 10 231 383 2394 138 482 2769 1235
Arrive On Green 0.15 0.00 0.15 0.15 0.15 0.15 0.70 0.70 0.70 0.08 1.00 1.00
Sat Flow, veh/h 499 61 240 1328 67 1585 460 3415 197 1781 3554 1585
Grp Volume(v), veh/h 40 0 0 96 0 208 4 469 485 112 1016 198
Grp Sat Flow(s),veh/h/ln 800 0 0 1395 0 1585 460 1777 1835 1781 1777 1585
Q Serve(g_s), s 2.3 0.0 0.0 0.0 0.0 15.5 0.3 12.9 12.9 2.0 0.0 0.0
Cycle Q Clear(g_c), s 10.0 0.0 0.0 7.7 0.0 15.5 0.3 12.9 12.9 2.0 0.0 0.0
Prop In Lane 0.70 0.30 0.96 1.00 1.00 0.11 1.00 1.00
Lane Grp Cap(c), veh/h 168 0 0 262 0 231 383 1246 1286 482 2769 1235
V/C Ratio(X) 0.24 0.00 0.00 0.37 0.00 0.90 0.01 0.38 0.38 0.23 0.37 0.16
Avail Cap(c_a), veh/h 168 0 0 262 0 231 383 1246 1286 832 2769 1235
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 49.0 0.0 0.0 47.0 0.0 50.4 5.4 7.3 7.3 4.7 0.0 0.0
Incr Delay (d2), s/veh 0.7 0.0 0.0 0.9 0.0 33.9 0.0 0.9 0.8 0.2 0.4 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 0.0 2.7 0.0 8.3 0.0 4.8 5.0 0.6 0.1 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.7 0.0 0.0 47.9 0.0 84.3 5.5 8.2 8.1 4.9 0.4 0.3
LnGrp LOS D A A D A F A A A A A A
Approach Vol, veh/h 40 304 958 1326
Approach Delay, s/veh 49.7 72.8 8.1 0.7
Approach LOS D E A A
Timer - Assigned Phs 1 2 4 6 8
Phs Duration (G+Y+Rc), s 9.4 88.6 22.0 98.0 22.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.5 60.5 17.5 93.5 17.5
Max Q Clear Time (g_c+I1), s 4.0 14.9 12.0 2.0 17.5
Green Ext Time (p_c), s 0.3 7.8 0.0 11.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.
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HCM 6th TWSC 2024 Total AM.syn
3: Access & Harmony Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1128 36 0 504 0 32
Future Vol, veh/h 1128 36 0 504 0 32
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 50 50 77 50 50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1312 72 0 655 0 64
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 692
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver - - 0 - 0 386
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 386
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s 0 0 16.2
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 386 - - -
HCM Lane V/C Ratio 0.166 - - -
HCM Control Delay (s) 16.2 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 0.6 - - -
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HCM 6th TWSC 2024 Total PM.syn
3: Access & Harmony Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 704 19 0 843 0 22
Future Vol, veh/h 704 19 0 843 0 22
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 50 50 92 50 50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 828 38 0 916 0 44
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 433
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver - - 0 - 0 571
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 571
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s 0 0 11.8
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 571 - - -
HCM Lane V/C Ratio 0.077 - - -
HCM Control Delay (s) 11.8 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.2 - - -
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HCM 6th TWSC 2040 Total AM.syn
3: Access & Harmony Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1303 36 0 592 0 32
Future Vol, veh/h 1303 36 0 592 0 32
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 50 50 77 50 50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1515 72 0 769 0 64
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 794
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver - - 0 - 0 331
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 331
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s 0 0 18.5
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 331 - - -
HCM Lane V/C Ratio 0.193 - - -
HCM Control Delay (s) 18.5 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 0.7 - - -
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HCM 6th TWSC 2040 Total PM.syn
3: Access & Harmony Road 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 813 19 0 988 0 22
Future Vol, veh/h 813 19 0 988 0 22
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 50 50 92 50 50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 956 38 0 1074 0 44
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 497
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver - - 0 - 0 519
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 519
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s 0 0 12.6
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 519 - - -
HCM Lane V/C Ratio 0.085 - - -
HCM Control Delay (s) 12.6 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.3 - - -
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HCM 6th TWSC 2024 Total AM.syn
5: Shields Street & Access 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 129 18 1160 930 127
Future Vol, veh/h 0 129 18 1160 930 127
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 0 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 85 85 50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 258 36 1365 1094 254
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1976 674 1348 0 - 0
Stage 1 1221 - - - - -
Stage 2 755 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver *124 *685 738 - - -
Stage 1 *523 - - - - -
Stage 2 *572 - - - - -
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver *118 *685 738 - - -
Mov Cap-2 Maneuver *289 - - - - -
Stage 1 *497 - - - - -
Stage 2 *572 - - - - -
Approach EB NB SB
HCM Control Delay, s 13.4 0.3 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 738 - - 685 - -
HCM Lane V/C Ratio 0.049 - - 0.377 - -
HCM Control Delay (s) 10.1 - 0 13.4 - -
HCM Lane LOS B - A B - -
HCM 95th %tile Q(veh) 0.2 - - 1.8 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
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HCM 6th TWSC 2024 Total PM.syn
5: Shields Street & Access 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 90 10 880 935 67
Future Vol, veh/h 0 90 10 880 935 67
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 150 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 92 92 50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 180 20 957 1016 134
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1602 575 1150 0 - 0
Stage 1 1083 - - - - -
Stage 2 519 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver *228 *685 964 - - -
Stage 1 *646 - - - - -
Stage 2 *671 - - - - -
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver *223 *685 964 - - -
Mov Cap-2 Maneuver *395 - - - - -
Stage 1 *633 - - - - -
Stage 2 *671 - - - - -
Approach EB NB SB
HCM Control Delay, s 12.1 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 964 - - 685 - -
HCM Lane V/C Ratio 0.021 - - 0.263 - -
HCM Control Delay (s) 8.8 - 0 12.1 - -
HCM Lane LOS A - A B - -
HCM 95th %tile Q(veh) 0.1 - - 1.1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
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HCM 6th TWSC 2040 Total AM.syn
5: Shields Street & Access 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 129 18 1361 1091 127
Future Vol, veh/h 0 129 18 1361 1091 127
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 150 - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 92 92 50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 258 36 1479 1186 254
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2125 720 1440 0 - 0
Stage 1 1313 - - - - -
Stage 2 812 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver *117 *633 717 - - -
Stage 1 *526 - - - - -
Stage 2 *474 - - - - -
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver *111 *633 717 - - -
Mov Cap-2 Maneuver *330 - - - - -
Stage 1 *500 - - - - -
Stage 2 *474 - - - - -
Approach EB NB SB
HCM Control Delay, s 14.5 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 717 - - 633 - -
HCM Lane V/C Ratio 0.05 - - 0.408 - -
HCM Control Delay (s) 10.3 - 0 14.5 - -
HCM Lane LOS B - A B - -
HCM 95th %tile Q(veh) 0.2 - - 2 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
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HCM 6th TWSC 2040 Total PM.syn
5: Shields Street & Access 09/16/2019
Synchro 10 Report
Page 1
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 90 10 1032 1097 67
Future Vol, veh/h 0 90 10 1032 1097 67
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 150 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 92 92 50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 180 20 1122 1192 134
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1860 663 1326 0 - 0
Stage 1 1259 - - - - -
Stage 2 601 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver *142 *633 846 - - -
Stage 1 *584 - - - - -
Stage 2 *622 - - - - -
Platoon blocked, % 1 1 1 - - -
Mov Cap-1 Maneuver *139 *633 846 - - -
Mov Cap-2 Maneuver *331 - - - - -
Stage 1 *570 - - - - -
Stage 2 *622 - - - - -
Approach EB NB SB
HCM Control Delay, s 12.9 0.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 846 - - 633 - -
HCM Lane V/C Ratio 0.024 - - 0.284 - -
HCM Control Delay (s) 9.4 - 0 12.9 - -
HCM Lane LOS A - A B - -
HCM 95th %tile Q(veh) 0.1 - - 1.2 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
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Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
APPENDIX F
Queueing Analysis Worksheets
Queues 2024 Total AM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 292 902 231 227 439 318 176 951 180 422 883 55
v/c Ratio 0.67 0.86 0.38 0.82 0.43 0.47 0.54 0.91 0.30 0.89 0.74 0.09
Control Delay 29.8 49.4 7.5 52.2 36.2 5.9 70.4 49.1 10.0 71.9 40.6 1.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.8 49.4 7.5 52.2 36.2 5.9 70.4 49.1 10.0 71.9 40.6 1.6
Queue Length 50th (ft) 140 343 11 116 143 0 74 308 3 168 324 0
Queue Length 95th (ft) 168 400 27 156 161 29 90 #490 m67 #257 370 0
Internal Link Dist (ft) 341 907 438 485
Turn Bay Length (ft) 325 225 400 275 225 325 300 175
Base Capacity (vph) 445 1077 627 291 1046 692 529 1042 593 479 1195 597
Starvation Cap Reductn 0 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 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.66 0.84 0.37 0.78 0.42 0.46 0.33 0.91 0.30 0.88 0.74 0.09
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
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Queues 2024 Total PM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 195 606 146 289 688 391 163 640 193 369 752 113
v/c Ratio 0.64 0.73 0.30 0.79 0.71 0.54 0.52 0.59 0.31 0.72 0.58 0.18
Control Delay 31.5 47.5 6.8 41.3 43.0 5.9 55.5 42.0 11.9 56.5 35.3 10.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.5 47.5 6.8 41.3 43.0 5.9 55.5 42.0 11.9 56.5 35.3 10.1
Queue Length 50th (ft) 96 233 0 151 254 0 62 181 0 142 242 9
Queue Length 95th (ft) 79 245 5 178 290 67 82 #403 69 186 #412 40
Internal Link Dist (ft) 341 907 438 485
Turn Bay Length (ft) 325 225 400 275 225 325 300 175
Base Capacity (vph) 566 1082 585 529 1065 749 615 1086 619 577 1292 638
Starvation Cap Reductn 0 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 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.34 0.56 0.25 0.55 0.65 0.52 0.27 0.59 0.31 0.64 0.58 0.18
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
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Queues 2040 Total AM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 324 1047 271 252 516 373 207 1115 212 496 1022 65
v/c Ratio 0.89 0.97 0.43 1.09 0.49 0.54 0.58 0.98 0.33 1.12 0.84 0.10
Control Delay 53.9 63.2 10.5 116.3 36.8 10.3 63.5 58.8 12.3 127.0 43.9 0.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.9 63.2 10.5 116.3 36.8 10.3 63.5 58.8 12.3 127.0 43.9 0.3
Queue Length 50th (ft) 170 421 33 ~168 173 37 88 373 31 ~227 381 0
Queue Length 95th (ft) #204 #520 46 #240 188 67 m102 #564 m70 #336 428 0
Internal Link Dist (ft) 341 907 438 485
Turn Bay Length (ft) 325 225 400 275 225 325 300 175
Base Capacity (vph) 363 1076 629 231 1046 685 615 1135 648 443 1222 636
Starvation Cap Reductn 0 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 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.89 0.97 0.43 1.09 0.49 0.54 0.34 0.98 0.33 1.12 0.84 0.10
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
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Queues 2040 Total PM.syn
1: Harmony Road & Shields Street 09/16/2019
Synchro 10 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 211 702 172 332 807 459 191 751 225 433 876 133
v/c Ratio 0.64 0.70 0.30 0.85 0.72 0.56 0.56 0.89 0.41 0.79 0.83 0.25
Control Delay 27.6 41.5 5.3 44.4 39.8 5.2 57.5 61.3 16.3 59.3 48.5 15.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.6 41.5 5.3 44.4 39.8 5.2 57.5 61.3 16.3 59.3 48.5 15.4
Queue Length 50th (ft) 92 256 0 165 290 0 75 247 0 165 332 21
Queue Length 95th (ft) 69 260 2 199 321 65 97 #582 80 #225 #651 60
Internal Link Dist (ft) 341 907 438 485
Turn Bay Length (ft) 325 225 400 275 225 325 300 175
Base Capacity (vph) 573 1142 627 547 1153 825 615 846 549 579 1059 540
Starvation Cap Reductn 0 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 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.37 0.61 0.27 0.61 0.70 0.56 0.31 0.89 0.41 0.75 0.83 0.25
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
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Queues 2024 Total AM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Lane Group EBT WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 36 16 52 8 1597 374 823 190
v/c Ratio 0.35 0.16 0.35 0.02 0.75 0.78 0.26 0.13
Control Delay 48.6 55.4 19.4 12.2 20.4 30.0 2.8 1.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.6 55.4 19.4 12.2 20.4 30.0 2.8 1.4
Queue Length 50th (ft) 18 12 0 2 446 209 56 0
Queue Length 95th (ft) 8 35 4 7 645 220 112 16
Internal Link Dist (ft) 157 101 196 616
Turn Bay Length (ft) 175 225 325 200
Base Capacity (vph) 499 558 570 395 2136 490 3137 1424
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.03 0.09 0.02 0.75 0.76 0.26 0.13
Intersection Summary
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Queues 2024 Total PM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Lane Group EBT WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 40 96 208 4 823 112 868 198
v/c Ratio 0.20 0.59 0.57 0.01 0.33 0.21 0.30 0.15
Control Delay 8.8 64.1 12.5 7.0 7.4 2.7 2.0 0.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 8.8 64.1 12.5 7.0 7.4 2.7 2.0 0.4
Queue Length 50th (ft) 0 72 0 1 109 7 29 0
Queue Length 95th (ft) 21 31 42 2 178 22 73 0
Internal Link Dist (ft) 157 101 196 616
Turn Bay Length (ft) 175 225 325 200
Base Capacity (vph) 288 255 454 434 2505 740 2868 1320
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.38 0.46 0.01 0.33 0.15 0.30 0.15
Intersection Summary
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Queues 2040 Total AM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Lane Group EBT WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 36 16 52 8 1809 374 961 190
v/c Ratio 0.35 0.16 0.35 0.02 0.86 0.79 0.31 0.13
Control Delay 48.6 55.4 19.4 12.6 25.9 35.9 2.5 1.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.6 55.4 19.4 12.6 25.9 35.9 2.5 1.1
Queue Length 50th (ft) 18 12 0 2 584 238 52 0
Queue Length 95th (ft) 8 35 4 7 #888 m240 m114 m9
Internal Link Dist (ft) 157 101 196 616
Turn Bay Length (ft) 175 225 325 200
Base Capacity (vph) 463 517 532 338 2107 472 3137 1424
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.03 0.10 0.02 0.86 0.79 0.31 0.13
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Queues 2040 Total PM.syn
2: Shields Street & Westbury Drive 09/16/2019
Synchro 10 Report
Page 1
Lane Group EBT WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 40 96 208 4 954 112 1016 198
v/c Ratio 0.21 0.62 0.58 0.01 0.38 0.24 0.35 0.15
Control Delay 9.4 67.2 13.2 6.0 7.4 3.4 2.2 0.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 9.4 67.2 13.2 6.0 7.4 3.4 2.2 0.2
Queue Length 50th (ft) 0 72 0 1 132 6 30 0
Queue Length 95th (ft) 22 32 43 1 197 m15 68 0
Internal Link Dist (ft) 157 101 196 616
Turn Bay Length (ft) 175 225 325 200
Base Capacity (vph) 240 208 408 377 2526 697 2886 1327
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.17 0.46 0.51 0.01 0.38 0.16 0.35 0.15
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
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Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
APPENDIX G
Student Drop-Off and Pick-Up Queuing Analysis Worksheets
MSTA School Traffic Calculations
AM and PM Peak Traffic Estimates
(These numbers do not reflect peak hour traffic volumes)
School Name:
This is an Urban Charter Version: 111015
AM PM Avg. PM PM PM Average
Cars / Cars / Car At one Total Peak Queue
Student Student Length Time Vehicles Vehicles Length
30%
55.94% 39.15% 22.19 48.67% Grade K-10 160 20 63 31 680 199 126 885
2 15
52.91% 47.50% 22.19 46.12% Grade 11
50.08% 47.58% 22.83 55.71% Grade 12
Sum >> 160 20 63 31 680 199 126 885
204
Grade K-10
AM Trips Generated PM Trips Generated
Direction Parents Buses Staff Trips Parents Buses Staff Trips
IN 90 20 110 63 63
OUT 90 90 63 63 ADT
199 126 345
AM Trips Generated PM Trips Generated
Direction Parents Buses Staff Trips Parents Buses Staff Trips
- Average Queue Length does not IN
include an alternative traffic pattern OUT
required for high traffic demand days.
- Average Queue Length may
include the Student Loading Zone. AM Trips Generated PM Trips Generated
- Peak traffic volumes at schools Direction Parents Buses Staff Trips Parents Buses Staff Trips
normally occur within a 30-minute IN
time period. (justifying a PHF of 0.5) OUT
In 110 In 63
Out 90 Out 63
Total 199 Total 126 345
All AM
TRIPS
All PM
TRIPS
NOTES
High Demand
Length
Calculations
AM K-10 Trips PM K-10 Trips
AM 11 Trips
Total PM
Trips
PM 11 Trips
Fort Collins Montessori School - Opening Enrollment
AM 12 Trips PM 12 Trips
MSTA School Queue Input
Type School Student
Population
Number of
Buses
Staff
Members
Student
Drivers
Total AM
Trips
MSTA School Traffic Calculations
AM and PM Peak Traffic Estimates
(These numbers do not reflect peak hour traffic volumes)
School Name:
This is an Urban Charter Version: 111015
AM PM Avg. PM PM PM Average
Cars / Cars / Car At one Total Peak Queue
Student Student Length Time Vehicles Vehicles Length
30%
55.94% 39.15% 22.19 48.67% Grade K-10 300 20 118 57 1274 356 236 1657
4 27
52.91% 47.50% 22.19 46.12% Grade 11
50.08% 47.58% 22.83 55.71% Grade 12
Sum >> 300 20 118 57 1274 356 236 1657
382
Grade K-10
AM Trips Generated PM Trips Generated
Direction Parents Buses Staff Trips Parents Buses Staff Trips
IN 168 20 188 118 118
OUT 168 168 118 118 ADT
356 236 612
AM Trips Generated PM Trips Generated
Direction Parents Buses Staff Trips Parents Buses Staff Trips
- Average Queue Length does not IN
include an alternative traffic pattern OUT
required for high traffic demand days.
- Average Queue Length may
include the Student Loading Zone. AM Trips Generated PM Trips Generated
- Peak traffic volumes at schools Direction Parents Buses Staff Trips Parents Buses Staff Trips
normally occur within a 30-minute IN
time period. (justifying a PHF of 0.5) OUT
In 188 In 118
Out 168 Out 118
Total 356 Total 236 612
All AM
TRIPS
All PM
TRIPS
NOTES
High Demand
Length
Calculations
AM K-10 Trips PM K-10 Trips
AM 11 Trips
Total PM
Trips
PM 11 Trips
Fort Collins Montessori School - Full Capacity Enrollment
AM 12 Trips PM 12 Trips
MSTA School Queue Input
Type School Student
Population
Number of
Buses
Staff
Members
Student
Drivers
Total AM
Trips
Kimley-Horn and Associates, Inc.
096781002 – Fort Collins Montessori School
APPENDIX H
Conceptual Site Plan
WEST HARMONY ROAD
(PUBLIC ROW)
SOUTH SHIELDS STREET
(PUBLIC ROW)
WESTBURY PUD 1ST
REC. NO. 94098087
LOT 16
LOT 15
LOT 14
LOT 13
LOT 12
LOT 11
TRACT B
SUBJECT PARCEL
187,034 SQ. FT.
4.294 ACRES
4626 SOUTH SHIELDS ST.
PARCEL NO. 9603100009
∆
∆
∆
DETENTION
AREA
DROP OFF LANE
DROP OFF ENHANCED
CONCRETE PLAZA AREA
CONNECTING CONCRETE
WALK TO EXISTING WALK
FUTURE EMERGENCY
ACCESS GATE
PRIMARY
PLAYGROUND
(3-5 YRS.)
PROPOSED PRIMARY
SCHOOL
CONCRETE
PATIO,
(TYP)
PROPOSED
TRASH
ENCLOSURE
PROPOSED
RIGHT-IN /
RIGHT-OUT
W HARMONY RD
(EAST BOUND)
S SHIELDS ST
(SOUTH BOUND)
EXISTING MEDIAN
EXISTING MEDIAN
380.6'
PROPOSED
ADMINISTRATION
EXISTING WOOD
OUT BUILDING
TO REMAIN
FUTURE
ELEMENTRAY
TEMPORARY
FENCE
RIGHT-IN /
RIGHT-OUT / LEFT-IN
380.2'
FENCE WITH
PEDESTRIAN ACCESS
GATE
EXISTING 8'
WIDE WALK
EXISTING 8' WIDE
WALK
PROPOSED
CONCRETE WALK
9'
(TYP)
7' 17' 24' 17'
WESTBURY PUD 1ST
(RL)
EXISTING
RESIDENTIAL
FRONT RANGE
COMMUNITY
COLLEGE
(RL)
PINEVIEW PUD PH II
(NC)
VACANT
PINEVIEW PUD PH II
(MMN)
WOODLANDS CONDOS PUD
(MMN)
RESIDENTIAL
1109 W HARMONY RD
(LMN)
WESTBURY PUD 2ND
(RL)
EXISTING RESIDENTIAL
4626 S SHIELDS ST
(LMN)
EXISTING
RESIDENTIAL
OLT CT
(EXISTING STREET TO THE SOUTH)
FUTURE
ASPHALT
EMERGENCY
ACCESS
TURN-AROUND
11 10
14 8
9
5
24'
24'
HC HC HC
VAN) (
95'
24'
TEMPORARY
MODULAR
EMERGENCY
GATE ONLY
DROP OFF QUEUE
THROUGH LANE
THROUGH LANE TO RIGHT-OUT
ONLY AT HARMONY RD
FUTURE PARKING
EXIT RIGHT-OUT ONLY
AT SHIELDS ST
DROP OFF QUEUE
DROP OFF QUEUE
FUTURE ASPHALT
EMERGENCY ACCESS
DRIVE
24'
NATURAL
PLAY AREA
ELEMENTARY
PLAYGROUND
(5-12 YRS.)
PLAZA
PRIMARY OPEN
AREA
(3-5 YRS.)
OPEN SPACE
8' 5' 8' 5' 11'
DETENTION
AREA
ENHANCED
CROSSWALK
FUTURE
MULTI-PURPOSE
TEMPORARY
MODULAR
51.9'
EXISTING 6' HT. WOOD
PRIVACY FENCE
ALONG ENTIRE WEST
BOUNDARY TO
REMAIN
48" HT.
PLAYGROUND
FENCE
48" HT.
PLAYGROUND
FENCE
PLAYGROUND
HEADER, (TYP)
FUTURE
CONCRETE
WALK
FUTURE
CONNECTING
CONCRETE
WALK TO
EXISTING
WALK
NORTH
0
SCALE:
20' 40' 80' 120'
1" = 40'
TFG Design, LLC
138 E 4th Street, STE #1
Loveland CO 80537
(970) 669.3737
LANDSCAPE ARCHTIECTURE PLANNNIG
SHEET OF
SHEET NUMBER:
SHEET TITLE:
REVISIONS:
PROJECT INFORMATION:
OWNER:
DRAWN BY: David Kasprzak
FILE LOCATION: X:\Shared\Projects\177 hauser architects\177-1902fc fort collins montessori school\AutoCAD\177-1902fc fort collins montessori school\DWG\Exhibits\EX2.1 SITE PLAN EXHIBIT.dwg
PLOT DATE: 9/16/2019 11:39 AM
PROJECT NUMBER:
DATE:
PHASE:
www.tfgdesign.com
THIS DRAWING, AS AN INSTRUMENT OF SERVICE, IS AND
SHALL REMAIN THE PROPERTY OF TFG DESIGN, LLC. - THE
FRONTERRA GROUP AND SHALL NOT BE REPRODUCED,
PUBLISHED OR USED IN ANY WAY WITHOUT THE
P ERMISSION O F T H E L ANDSCAPE ARCHITECT.
The
Group
FronTerra
1 1
EX2.1
SITE PLAN TIS
EXHIBIT
SPAR (SDP)
OCT 1 , 2019
177-1902FC
LARIMER
FORT COLLINS, COLORADO 80525
1109 W HARMONY RD
PRELIMINARY SPAR SITE DEVELOPMENT PLAN
FORT COLLINS MONTESSORI SCHOOL
Fort Collins, Colorado
Fort Collins Montessori School
Calculated 9/17/2019 By:_______
Calculated 9/17/2019 By:_______
837 890 1727
Right
166
Thru
1
Left
67
U
Turns
0
Out InTotal
138 234 372
Left
1
Thru
658
Right
43
U
Turns
0
Out In Total
853 702 1555
Left
13
Thru
0
Right
4
U
Turns
0
OutTotal In
15 17 32
Peak Hour Begins at 02:45 PM
Automobiles
Peak Hour Data
North
Out In Total
1104 885 1989
Right
27
Thru
0
Left
9
U
Turns
0
Out InTotal
504 36 540
Left
5
Thru
1064
Right
234
U
Turns
0
Out In Total
624 1303 1927
Left
13
Thru
1
Right
4
U
Turns
0
OutTotal In
10 18 28
Peak Hour Begins at 07:30 AM
Automobiles
Peak Hour Data
North
4
Out In Total
951 1019 1970
Right
339
Thru
602
Left
194
U
Turns
0
Out InTotal
925 1135 2060
Left
118
Thru
554
Right
152
U
Turns
0
Out In Total
892 824 1716
Left
58
Thru
453
Right
85
U
Turns
1
OutTotal In
802 597 1399
Peak Hour Begins at 02:45 PM
Automobiles
Peak Hour Data
North
Right
233
Thru
322
Left
102
U
Turns
1
Out InTotal
1230 658 1888
Left
121
Thru
796
Right
163
U
Turns
0
Out In Total
885 1080 1965
Left
127
Thru
685
Right
154
U
Turns
5
OutTotal In
480 971 1451
Peak Hour Begins at 07:30 AM
Automobiles
Peak Hour Data
North
67’
102’
80’
336’
60’
325’
225’
400’
275’
225’ DL
325’
350’ DL
175’
Shields St & Westbury Dr
Eastbound Right
Northbound Left
Southbound Left
Southbound Right
175’
225’
325’
200’
42’
25’
220’
25’
175’
225’
325’
200’
43’
25’
240’
25’
175’
225’
325’
200’
Harmony Rd Access
Northbound Right DNE 25’ C 25’ C
Shields St Access
Northbound Left
Eastbound Right
DNE
DNE
25’
45’
150’
C
25’
50’
150’
C
DL = Dual Lefts; DNE = Does Not Exist; C = Continuous Lane
As shown in the table representing the queuing results, all anticipated queues are
accommodated or managed within existing turn bay lengths with school project traffic in the
2024 project build out. At the time of project build-out, it is recommended that a 150-foot
northbound left turn lane be striped at the Shields Street project access. There is currently
sufficient pavement width in a full lane striped median to designate this left turn lane without
widening Shields Street.
By 2040, if future traffic volumes are realized, the southbound dual left turning lanes at the
intersection of Harmony Road and Shields Street may need to be extended from 300 feet to 350
feet.
5.4 Student Drop-Off and Pick-Up Queuing Analysis
Based on the student drop-off/pick-up vehicle queuing analysis with 300 students, 1,275 feet of
vehicle stacking should be provided in order to accommodate the anticipated vehicle demands
(calculations are attached in Appendix G). The Shields Street project access will primarily
serve the proposed drop-off/pick-up lanes near the east side of the school building. The