HomeMy WebLinkAboutTHE HUB ON CAMPUS - PDP - PDP160038 - SUBMITTAL DOCUMENTS - ROUND 4 - TRAFFIC STUDYRevised Traffic Impact Study
The Hub
Fort Collins, Colorado
Prepared for:
Core Spaces
REVISED TRAFFIC IMPACT STUDY
The Hub – 1415 Elizabeth Street
Fort Collins, Colorado
Prepared for
Core Spaces
2234 W North Avenue
Chicago, IL 60647
Prepared by
Kimley-Horn and Associates, Inc.
4582 South Ulster Street
Suite 1500
Denver, Colorado 80237
(303) 228-2300
November 2017
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.
11/07/2017
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TABLE OF CONTENTS
TABLE OF CONTENTS ................................................................................................... i
APPENDICES .................................................................................................................. i
LIST OF TABLES .............................................................................................................ii
LIST OF FIGURES ...........................................................................................................ii
1.0 EXECUTIVE SUMMARY ........................................................................................... 1
2.0 INTRODUCTION ....................................................................................................... 4
3.0 EXISTING AND FUTURE CONDITIONS .................................................................. 6
3.1 Existing Roadway Network ................................................................................................6
3.2 Existing and Future Study Area .........................................................................................8
3.3 Existing Traffic Volumes ....................................................................................................8
3.4 Unspecified Development Traffic Growth ...........................................................................9
4.0 PROJECT TRAFFIC CHARACTERISTICS ............................................................. 13
4.1 Trip Generation................................................................................................................13
4.2 Trip Distribution ...............................................................................................................15
4.3 Traffic Assignment and Total (Background Plus Project) Traffic ......................................16
5.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 23
5.1 Analysis Methodology ......................................................................................................23
5.2 Key Intersection Operational Analysis .............................................................................24
5.3 Queuing Analysis .............................................................................................................28
5.4 Multimodal Transportation Analysis .................................................................................29
6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 36
APPENDICES
Appendix A – TIS Base Assumptions
Appendix B – Intersection Count Sheets
Appendix C – Trip Generation Worksheets
Appendix D – Intersection Analysis Worksheets
Appendix E – Queue Analysis Worksheets
Appendix F – Conceptual Site Plan
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LIST OF TABLES
Table 1 – The Hub Traffic Generation .......................................................................................14
Table 2 – Level of Service Definitions .......................................................................................23
Table 3 – Elizabeth Street and Shields Street LOS Results ......................................................25
Table 4 – Elizabeth Street and City Park Avenue LOS Results .................................................26
Table 5 – Elizabeth Street Access LOS Results ........................................................................27
Table 6 – Queuing Analysis Results ..........................................................................................28
LIST OF FIGURES
Figure 1 – Vicinity Map ................................................................................................................5
Figure 2 – Existing Lane Configurations ......................................................................................7
Figure 3 – Existing Traffic Volumes .............................................................................................9
Figure 4 – 2020 Background Traffic Volumes............................................................................11
Figure 5 – 2035 Background Traffic Volumes............................................................................12
Figure 6 – Non Pass-By Trip Distribution ..................................................................................16
Figure 7 – AM Peak Pass-By Trip Distribution...........................................................................17
Figure 8 – PM Peak Pass-By Trip Distribution...........................................................................18
Figure 9 – Non Pass-By Traffic Assignment ..............................................................................19
Figure 10 – Pass-By and Diverted Link Trips Traffic Assignment ..............................................20
Figure 11 – 2020 Background Plus Project Traffic Volumes ......................................................21
Figure 12 – 2035 Background Plus Project Traffic Volumes ......................................................22
Figure 13 – 2020 Recommended Lane Configurations and Control ..........................................34
Figure 14 – 2035 Recommended Lane Configurations and Control ..........................................35
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1.0 EXECUTIVE SUMMARY
A new student housing development, named The Hub, is to be located along the south side of
Elizabeth Street, between Constitution Avenue and City Park Avenue, in Fort Collins, Colorado.
Specifically, the project is located at 1415 Elizabeth Street. The site is anticipated to redevelop
with removal of the previous C.B. & Potts restaurant and facility to a student housing
development project with 142 apartment units containing 381 beds and approximately 12,404
square feet of retail space, with up to half of the area available for a grocery user. It is expected
that the project will be completed within a couple of years; therefore, analysis was conducted for
the 2020 short term horizon, as well as the 2035 long-term horizon per City of Fort Collins
requirements.
The purpose of this study is to identify project traffic generation characteristics, to identify
potential project 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 in accordance with City of Fort Collins standards and requirements:
· Elizabeth Street and Shields Street
· Elizabeth Street and City Park Avenue
· Elizabeth Street Access
Primary access to the site will be provided by Elizabeth Street, City Park Avenue, and Shields
Street. Direct access to the project is proposed from a full movement access to be constructed
along Elizbeth Street, to be located approximately 600 feet west of the Elizabeth Street and City
Park Avenue signalized intersection, measured center to center.
The Hub is expected to generate approximately 1,908 daily weekday trips. Of these, 100 trips
are expected to occur during the morning peak hour, while 283 driveway trips are expected
during the afternoon peak hour. Since the project has a commercial component, pass-by trips
are expected for the retail use only. These pass-by trips are vehicles already on the street
network that will be attracted to the retail. With pass-by, expected net new trips to the
surrounding street network results in an anticipated 1,908 weekday daily trips, of which 96 and
234 trips are anticipated to be new (non pass-by) during the weekday morning and afternoon
peak hours, respectively.
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Distribution of site traffic on the street system was based on the area street system
characteristics, existing traffic patterns, anticipated surrounding development areas, and the
proposed access system for the project. Assignment of project traffic was based upon the trip
generation described previously and the distributions developed.
Based on the analysis presented in this report, Kimley-Horn believes the proposed The Hub will
be successfully incorporated into the existing and future roadway network. The proposed project
development and expected traffic volumes resulted in the following recommendations/
conclusions:
· The proposed access for The Hub student housing and retail redevelopment project is
proposed to be located from a new full movement access, located along Elizabeth Street
approximately 600 feet west of City Park Avenue. It is recommended that the northbound
exiting access approach to Elizabeth Street operate with stop control with the installation of
a R1-1 “STOP” sign installed. It is believed that a single northbound approach lane from the
driveway access will be appropriate to provide acceptable operations.
· It is understood that the City of Fort Collins is considering reducing the through lane capacity
along Elizabeth Street in the project study area. In the near term build out horizon of the
project in 2020, a reduction of Elizabeth Street providing a single through lane in each
direction would operate acceptably. However, it was found that unacceptable intersection
level of service would result at the Elizabeth Street/City Park Avenue signalized intersection
in 2035 if the future projected traffic volume is realized and Elizabeth Street is reduced to a
single through lane in each direction. Therefore, if this reduction in vehicle capacity is
implemented, the City of Fort Collins should continue to monitor traffic volumes into the
future to determine if and when the additional through lane may need to be added back in
along Elizabeth Street.
· If traffic volumes grow at the same rate of anticipated student population growth, additional
improvements may be needed at the Elizabeth Street and Shields Street intersection by
2035. It was found that Shields Street may need additional through lane capacity and be a
six-lane roadway. The northbound approach may also need dual protected left turn lanes
while the southbound right turn may need to operate with protected-permissive overlap
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phasing. Of course, if these traffic volumes are realized, significant intersection and roadway
improvements would be needed. It is recommended that the City of Fort Collins monitor
traffic conditions at this intersection in the future to determine if and when any improvements
are needed.
· All off-site and on-site improvements should be incorporated into the Civil Drawings, and
conform to standards of the City of Fort Collins, Institute of Transportation Engineers (ITE),
and the Manual on Uniform Traffic Control Devices (MUTCD) – 2009 Edition.
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2.0 INTRODUCTION
Kimley-Horn and Associates, Inc. (Kimley-Horn) has prepared this report to document the
results of a Traffic Impact Study of future traffic conditions associated with a proposed student
housing project, The Hub, to be located along the south side of Elizabeth Street, between
Constitution Avenue and City Park Avenue, in Fort Collins, Colorado. Specifically, the project is
located at 1415 Elizabeth Street. A vicinity map illustrating the project site location is shown in
Figure 1. The site is anticipated to redevelop with removal of the previous C.B. & Potts
restaurant and facility to a student housing development project with 142 apartment units
containing 381 beds and approximately 12,404 square feet of retail space, with up to half of the
area available for a grocery user. It is expected that the project will be completed within a couple
of years. Analysis was therefore conducted for the 2020 short term horizon, as well as the 2035
long-term horizon per City of Fort Collins requirements. The conceptual site plan illustrating the
development and access locations is shown in Appendix F.
The purpose of this study is to identify project traffic generation characteristics, to identify
potential project 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 in accordance with City of Fort Collins standards and requirements:
· Elizabeth Street and Shields Street
· Elizabeth Street and City Park Avenue
· Elizabeth Street Access
The City of Fort Collins Transportation Impact Study Base Assumptions form is shown in
Appendix A.
Primary access to the site will be provided by Elizabeth Street, City Park Avenue, and Shields
Street. Direct access to the project is proposed from a full movement access to be constructed
along Elizbeth Street, to be located approximately 600 feet west of the Elizabeth Street and City
Park Avenue signalized intersection, measured center to center.
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3.0 EXISTING AND FUTURE CONDITIONS
3.1 Existing Roadway Network
Elizabeth Street provides two lanes of travel each direction, eastbound and westbound, with a
30 mile per hour posted speed limit through the study area. Shields Street provides two lanes of
travel each direction, northbound and southbound, with a 30 mile per hour posted speed limit.
City Park Avenue provides one lane of travel each direction, northbound and southbound, with a
25 mile per hour posted speed limit. The private roadway to the west of the project that will
provide access provides one lane of travel each direction, northbound and southbound, without
an observed posted speed limit.
The intersection of Elizabeth Street and Shields Street has recently been improved to include
dual eastbound left turn lanes and has removed the split phase timing on the eastbound and
westbound approaches. With these improvements, the existing intersection of Elizabeth Street
and Shields Street is signalized and operates with protected-permitted left-turn signal phasing
on all four approaches. The eastbound approach consists of dual left turn lanes, one through
lane, and a right turn lane. The westbound approach consists of a left turn lane and a shared
through/right turn lane. The westbound approach exits the Colorado State University (CSU)
campus. The northbound approach consists of a left turn lane and two through lanes with the
outermost through lane being a shared through/right turn lane. The southbound approach
consists of a left turn lane, two through lanes, and a right turn lane.
The existing intersection of Elizabeth Street and City Park Avenue is signalized and operates
with permissive only left turn phasing on all approaches. The eastbound and westbound
approaches consist of a left turn lane and two through lanes. The northbound and southbound
approaches consist of a left turn lane and one through lane.
The intersection lane configuration and control for these study area key intersections are shown
in Figure 2.
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3.2 Existing and Future Study Area
The existing site is comprised of an approximate 7,500 square foot C. B. & Potts restaurant and
6,000 square foot tap house. The surrounding area contains a mix of uses. Directly adjacent to
the site to the west is an approximate 15,000 square foot multi-use retail building (currently
under construction). Directly adjacent to the site to the east, north, and south are multi-family
apartment developments. Beyond these uses, residential areas exist in all directions, while
Colorado State University exists further to the east.
3.3 Existing Traffic Volumes
Existing peak hour turning movement counts were conducted at the key intersections on
Wednesday, October 19, 2016 and Thursday, October 27, 2016. Peak hour counts were also
collected at the intersection of Elizabeth Street and Shields Street on Wednesday, September
13, 2017; however, higher traffic volumes were observed during the 2016 counts. Therefore, the
previous 2016 counts were utilized in this study to provide a conservative analysis. The counts
were conducted in 15-minute intervals during the morning and afternoon peak hours of adjacent
street traffic from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM, respectively, on these count
dates. Existing turning movement counts are shown in Figure 3 with count sheets provided in
Appendix B.
106(301)
860(1175)
113(65)
119(362)
732(1075)
5(6)
298(296)
51(30)
258(326)
7(10)
5(45)
22(84)
28(113)
44(112)
61(85)
22(67)
40(106)
47(74)
47(77)
478(459)
90(85)
48(89)
175(491)
25(86)
615(621)
225(671)
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3.4 Unspecified Development Traffic Growth
Based on information from the CSU 2020 Transit Plan, the CSU student population may grow
by approximately 8,000 students, from the previous 27,000 students in 2013 to 35,000 students
in 2025. This equates to a 29.6 percent increase between the years of 2013 and 2025, which is
an annual growth rate of approximately 2.4 percent per year. Based on this growth factor, the
projected 2020 and 2035 background values for the study’s key intersections have been
calculated and are provided in Figures 4 and 5, respectively. Of note, this may be a higher
traffic volume growth than is actually realized as the development area is primarily built out.
However, this will provide a conservative analysis.
In addition, background traffic was added for the multi-use development located to the
northwest of this project site. This project includes retail and apartment units. This project was
studied within the “Kapoor Site Trip Generation Comparison”, completed by LSC Transportation
Consultants, Inc. in August 2013. The site is currently developed with approximately a 3,500
square foot bank, a 2,500 square foot restaurant, 8,300 square feet of retail, and 18 apartment
units according to this development traffic study. This adjacent development was not complete
at the time of the traffic counts; therefore, was still included as background traffic for this study.
134(349)
946(1292)
124(71)
141(408)
805(1182)
5(7)
337(335)
58(36)
299(376)
8(11)
7(52)
24(92)
31(124)
48(123)
67(93)
26(77)
44(117)
52(81)
54(88)
553(535)
99(93)
53(98)
221(571)
27(95)
676(683)
247(738)
183(490)
1350(1844)
177(102)
197(578)
1149(1687)
8(9)
477(475)
82(50)
420(530)
11(16)
10(74)
35(132)
44(177)
69(176)
96(133)
37(108)
63(166)
74(116)
76(124)
777(750)
141(133)
75(140)
304(802)
39(135)
965(975)
353(1053)
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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. Using the ITE Trip Generation Manual Trip
Generation Report1 published by the Institute of Transportation Engineers (ITE) is the industry
standard for determining site-generated traffic estimates. ITE has established trip rates in
nationwide studies of similar land uses. However, for the residential component of the project, it
was determined through discussions with City staff that the City of Fort Collins Student Housing
trip generation rates were a more accurate representation of expected site generated trips. This
was based on the unique nature of this use with close proximity to the Colorado State University
campus. These rates are 2.65 trips per bed, with a morning peak hour trip rate of 0.19 trips per
bed, and afternoon peak hour rate of 0.42 trips per bed. Parking counts from “The Hub Parking
Generation Letter”, completed by Kimley-Horn and Associates, Inc in October 2016 was used in
determining the proportion of entering and exiting traffic. In addition, Kimley-Horn used the ITE
Trip Generation Report average rate equations that apply to Supermarket (ITE Code 850) and
Shopping Center (820) for traffic associated with the retail portion of the proposed project. The
trip generation worksheet is included in Appendix C.
The Hub, to include 381 student housing beds, 6,202 square feet of retail space, and 6,202
square feet of grocery space, is expected to generate approximately 1,908 daily weekday trips.
Of these, 100 trips are expected to occur during the morning peak hour, while 283 driveway
trips are expected during the afternoon peak hour. Since the project has a commercial
component, pass-by trips are expected for the retail area only. These pass-by trips are vehicles
already on the street network that will be attracted to the retail. With pass-by, expected net new
trips to the surrounding street network results in an anticipated 1,908 weekday daily trips, of
which 96 and 234 trips are anticipated to be new (non pass-by) during the weekday morning
and afternoon peak hours, respectively. The pass-by percentage for the retail use was obtained
from the ITE “Trip Generation Manual, Ninth Edition Volume 1, Users Guide and Handbook”
2012. Table 1 summarizes the estimated traffic generation for the proposed development. Trip
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generation worksheets are included in Appendix C. These calculations illustrate the equations
used and directional distribution of trips based on the published ITE Trip Generation Report.
Table 1 – The Hub Traffic Generation
Scenario
Vehicles Trips
Daily
Weekday
AM Peak Hour
Weekday
PM Peak Hour
In Out Total In Out Total
Total Trips
Student Housing (381 beds) 1,010 18 55 73 83 77 160
Retail (12,404 SF) 898 17 10 27 62 61 123
Total Trips 1,908 35 65 100 145 68 213
Non Pass By Trips
Student Housing (381 beds) 18 55 73 83 77 160
Retail (12,404 SF) 15 8 23 37 37 74
Total Non Pass By Trips 33 63 96 120 114 234
Pass By Trips
Retail – Total Pass By Trips 2 2 4 25 24 49
Of note, internal capture or alternative modes were not included in the trip generation
calculation to provide a conservative analysis. It is anticipated that customers to the retail
portion of the project will arrive using other modes of travel. It is anticipated that the retail
patrons will arrive by walking, bicycling, or transit. Especially as the retail is anticipated to serve
the surrounding student population with the campus and other student housing located nearby.
The Hub project is a redevelopment of previous uses. Although no trip reduction credit was
taken for the previous use, it is worth noting that trips were previously generated by the site. The
existing site is comprised of an approximate 7,500 square foot C. B. & Potts restaurant and
6,000 square foot tap house. Using ITE Trip Generation Report average rate equations that
apply to High Turnover Sit-Down Restaurant (932) for the entire C. B. & Potts restaurant and tap
1 Institute of Transportation Engineers, Trip Generation: An Information Report, Ninth Edition, Washington
DC, 2012.
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house, the previous development was expected to generate 1,718 daily weekday trips. Of
these, 146 trips are expected to occur during the morning peak hour, while 133 driveway trips
are expected during the afternoon peak hour. This is provided for informational purposes.
4.2 Trip Distribution
Distribution of site traffic on the street system was based on the area street system
characteristics, existing traffic patterns, anticipated surrounding development areas, expected
roadway improvements, and the proposed access system for the project. The directional
distribution of traffic is a means to quantify the percentage of site-generated traffic that
approaches the site from a given direction and departs the site back to the original source.
Figure 6 illustrates the expected trip distribution for the site.
Since the Hub has a commercial component, a certain amount of traffic attracted to the project
will be passing by the site. This pass-by distribution is a means to quantify the amount of traffic
arriving to the site from a given direction and then leaving the site in the same original direction
of travel, continuing the driver’s trip. The expected weekday morning and afternoon peak hour
pass-by trip distributions were calculated based on actual traffic volumes. Directional differences
in the morning and afternoon peak hours were accounted for in the pass-by distributions as
shown in Figures 7 and 8, respectively.
4.3 Traffic Assignment and Total (Background Plus Project) Traffic
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
The Hub project for the non-pass-by and pass-by conditions during the peak hours studied is
shown in Figures 9 and 10. Project traffic volumes were added to the background volumes to
represent estimated traffic conditions for the short term 2020 horizon and long term 2035
horizon. These background plus project (total) traffic volumes for the project are illustrated for
the 2020 and 2035 horizon years in Figures 11 and 12, respectively.
[65%]
65%
[35%]
35%
[60%]
60%
5%
[5%]
[5%]
5%
35%
20%
[20%]
[35%]
25%
[75%]
[25%]
75%
[75%]
25%
[25%]
75%
-75%
-25%
50%
[50%]
[50%]
50%
[50%]
50%
[50%]
50%
-50%
-50%
12(42)
7(24)
13(23)
3(6)
22(40)
2(6)
2(6)
3(6)
38(68)
20(72)
22(40)
41(74)
12(42)
21(78)
1(12)
2(12)
-2(-13)
2(13)
-1(-13)
1(13)
146(391)
946(1292)
124(71)
148(432)
805(1182)
5(7)
350(358)
61(42)
321(416)
8(11)
9(58)
24(92)
31(124)
48(123)
67(93)
28(83)
44(117)
52(81)
57(94)
591(603)
99(93)
53(98)
241(643)
27(95)
23(52)
43(86)
674(670)
14(55)
246(725)
22(91)
195(532)
1350(1844)
177(102)
204(602)
1149(1687)
8(9)
490(498)
85(56)
442(570)
11(16)
12(80)
35(132)
44(177)
69(176)
96(133)
39(114)
63(166)
74(116)
79(130)
815(818)
141(133)
75(140)
324(874)
39(135)
23(52)
43(86)
963(962)
14(55)
352(1040)
22(91)
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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 2020 and 2035 development horizons at the identified key
intersections and access driveways. 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, typical standard traffic
engineering practice identifies intersection LOS D as the minimum threshold for acceptable
operations for signalized intersections and LOS E for movements and approaches of
unsignalized intersections. 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, Special Report 209, Transportation Research Board, 2010.
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 overall intersection.
2 Transportation Research Board, Highway Capacity Manual, Special Report 209, Washington DC, 2010.
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5.2 Key Intersection Operational Analysis
Calculations for the level of service at the key intersections within the study area are provided in
Appendix D. The signalized intersection analysis for the Elizabeth Street/City Park Avenue and
Elizabeth Street/Shields Street intersections utilizes the observed cycle lengths of 50 seconds
and 110 seconds for the morning peak hour and 60 seconds and 120 seconds for the afternoon
peak hour with existing phasing and timing splits, respectively. The existing year analysis is
based on the lane geometry and intersection control shown in Figure 2. The existing peak hour
factors are also used in the existing and short term horizon (2020) analysis. The recommended
HCM urban area peak hour factor of 0.92 was used for the 2035 horizon analysis. LOS for the
intersections was calculated using Synchro software presenting the HCM results.
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Elizabeth Street and Shields Street
The existing intersection of Elizabeth Street and Shields Street is signalized and operates with
protected-permitted left turn signal phasing on all four approaches. With the existing
configuration, the intersection currently operates at LOS C during the morning peak hour and
LOS D during the afternoon peak hour. With or without the addition of The Hub project traffic in
2020, the intersection is expected to continue operating at LOS D or better during the peak
hours.
By 2035, additional improvements may be needed at this intersection if the high traffic volume
growth of 2.4 percent per year is realized. For example, Shields Street may need additional
through lane capacity and need to be a six-lane roadway. The northbound approach may need
dual protected left turn lanes, while the southbound right turn may need to operate with
protected-permissive overlap phasing. With these improvements, the intersection is anticipated
to operate at LOS D during both the morning and afternoon peak hours. It will be important for
the City of Fort Collins to continue monitoring traffic conditions at this intersection in the future to
determine if and when any improvements are needed. Table 3 provides the results of the level
of service at this intersection.
Table 3 – Elizabeth Street and Shields Street LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay
(sec/veh) LOS
Delay
(sec/veh) LOS
Existing 29.9 C 36.4 D
2020 Background 33.8 C 43.5 D
2020 Total 36.6 D 50.0 D
2035 Background # 34.5 C 49.8 D
2035 Total # 37.8 D 53.7 D
# = Three Through Lanes NB and SB and Dual NB Protected Left Turn Lanes
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Elizabeth Street and City Park Avenue
The existing intersection of Elizabeth Street and City Park Avenue is signalized and operates
with permissive-only left turn phasing on all approaches. With the existing configuration, the
intersection currently operates at LOS B during both the morning and afternoon peak hours.
With or without the addition of The Hub project traffic throughout 2035, the intersection is
anticipated to continue operating acceptably at LOS B during both the morning and afternoon
peak hours. Therefore, no modifications are anticipated to be needed at this intersection due to
construction of the project. Table 4 provides the results of the level of service at this
intersection.
Table 4 – Elizabeth Street and City Park Avenue LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay
(sec/veh) LOS
Delay
(sec/veh) LOS
Existing 12.6 B 10.8 B
2020 Background 12.8 B 13.6 B
2020 Total 12.5 B 13.2 B
2035 Background 14.4 B 16.3 B
2035 Total 15.2 B 16.9 B
It is understood that the City of Fort Collins is considering reducing the through lane capacity
along Elizabeth Street in the project study area from two through lanes in each direction to a
single through lane in each direction. In the near term build out horizon of the project in 2020, a
reduction with Elizabeth Street providing a single through lane in each direction would operate
acceptably, at LOS B during the morning peak hour and afternoon peak hours (with optimized
cycle and phasing timing). However, it was found that LOS C during the morning peak hour
(with optimized cycle and phasing timing) and unacceptable LOS E during the afternoon peak
hour would result at this signalized intersection in 2035 if the future projected traffic volume is
realized and Elizabeth Street is reduced to a single through lane in each direction. Therefore, if
this reduction in vehicle capacity is implemented, the City of Fort Collins should continue to
monitor traffic volumes into the future to determine if and when the additional through lane may
need to be added back in along Elizabeth Street.
Kimley-Horn and Associates, Inc.
168450001 – The Hub Page 27
Elizabeth Street Access
A new full movement access to the project is proposed along Elizabeth Street. It is
recommended that this access operate with stop control with the installation of a R1-1 “STOP”
sign on the exiting northbound approach. The northbound approach is proposed to include a
single shared left turn/right turn lane. A TWLTL is present along Elizabeth Street through this
intersection which allows for two-stage northbound left turn movements. Based on this, the
operational analysis was prepared using HCS 2000 results. With the proposed access
configuration, all movements at this intersection are anticipated to operate acceptably at LOS D
or better during the morning and afternoon peak hours throughout 2035. Table 5 provides the
results of the level of service at this intersection.
Table 5 – Elizabeth Street Access LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay
(sec/veh) LOS
Delay
(sec/veh) LOS
2020 Total
Westbound Left
Northbound Approach
10.2
16.6
B
C
10.5
17.3
B
C
2035 Total
Westbound Left
Northbound Approach
12.4
25.8
B
D
12.9
25.2
B
D
Of note, this access intersection was also studied with a through lane capacity reduction of
Elizabeth Street from two through lanes in each direction to a single through lane in each
direction. If implemented, all movements are anticipated to operate acceptably during the short
term 2020 build out horizon, however the northbound approach may operate with long delays
and LOS F during the weekday afternoon peak hour in 2035 if just a single through lane is
provided along Elizabeth Street. Therefore, it is believed that the existing Elizabeth Street
roadway capacity should be maintained if the future traffic volume projections are realized.
Kimley-Horn and Associates, Inc.
168450001 – The Hub Page 28
5.3 Queuing Analysis
A queuing analysis was conducted for the study area intersections along Elizabeth Street. The
queuing analysis was performed using the Synchro analysis software presenting the results of
the 95th percentile queue lengths. Results are shown in the following Table 6 with calculations
provided within the level of service operational sheets of Appendix D for the unsignalized
intersections and Appendix E for signalized intersections.
Table 6 – Queuing Analysis Results
Intersection Turn Lane
Existing
Turn Lane
Length
(feet)
2020
Queue
Length
(feet)
2020
Recommended
Turn Lane
Length
(feet)
2035
Queue
Length
(feet)
2035
Recommended
Turn Lane
Length
(feet)
Elizabeth/Shields
Eastbound Left
Eastbound Right
Westbound Left
Northbound Left
Southbound Left
Southbound Right
200’ DL
C
100’
250’
250’
375’
148’
270’
103’
478’
25’
55’
200’ DL
C
100’
250’
250’
375’
246’
504’
118’
Kimley-Horn and Associates, Inc.
168450001 – The Hub Page 29
Of note, the analysis is showing that by 2035 the eastbound dual left turn lanes may need to
accommodate a queue of 250 feet, westbound left 125 feet, northbound dual left turn lanes 300
feet, and the southbound right 450 feet if future traffic volume growth is realized at the Elizabeth
Street and Shields Street intersection. As previously discussed, it is recommended that the City
of Fort Collins continue monitoring traffic at this intersection to determine if and when additional
improvements will be needed.
The westbound, northbound and southbound left turn lanes at the intersection of Elizabeth
Street and City Park Avenue could need extensions by 2035 if future traffic volumes are
realized.
The northbound exiting queue length for the full movement access along Elizabeth Street was
also evaluated. The northbound approach exiting queue was found to be two vehicles (50 feet)
in 2020 and three vehicles (75 feet) in 2035. The onsite configuration and layout will
successfully accommodate these queue lengths.
5.4 Multimodal Transportation Analysis
A multimodal transportation analysis was performed as part of this traffic study to meet City of
Fort Collins and standards and requirements. This multi-modal evaluation includes an
assessment of operations and level of service for pedestrians, bicycles and transit, as outlined
with the City of Fort Collins Multimodal Transportation Level of Service Manual and Adequate
Public Facilities Plan. Each of these will be discussed further within the following sections:
Pedestrian Analysis
The five level of service standards specific to pedestrian facilities were reviewed as part of this
project. These include directness, continuity, street crossings, visual interest and amenity, and
security. The Hub is proposed to be located along the south side of Elizabeth Street, west of
City Park Avenue, approximately 1/3rd mile from Colorado State University (CSU) campus. This
project is located within the Pedestrian District area of Fort Collins due to being within the
Colorado State University (CSU) area. Due to this, level of service A is desired for four of the
five elements, with a level of service B allowed for street crossings. The five level of service
quality measure assessments are as follows:
Kimley-Horn and Associates, Inc.
168450001 – The Hub Page 30
Directness
The City of Fort Collins identifies directness as the walking distance to destinations including
transit stops, schools, parks, commercial employment or activity areas. A grid street pattern
with sidewalks typifies the ideal system, as is present with this proposed project location.
Measurement of directness is the ratio of the Actual distance to such destinations by way of
pedestrian sidewalk or pathway divided by Minimum right angle distance characterized by the
grid street pattern (the A/M ratio). Pedestrian activity generated by this project is anticipated to
be along the south side of Elizabeth Street, to and from the CSU campus and transit stop along
Elizabeth Street to the east. As the actual distance is the same as the minimum distance, the
ratio of directness is 1.0, which is less than the maximum 1.2 threshold for Level of Service A.
Therefore, this criterion is met with this project, level of service A.
Continuity
Continuity is defined as the completeness of the sidewalk/walkway systems with avoidance of
gaps. Where the pedestrian corridor is integrated within the activities along the corridor, level of
service A results. Elizabeth Street includes sidewalks along both the north and south sides of
the street between this proposed project and CSU. As this is a student housing project, this is
the primary desired pedestrian connection. No other major City destinations are located within
a quarter-mile of the project. Given that a complete pedestrian connection is present between
The Hub and CSU that is believed to meet City of Fort Collins standards, level of service A
results as the pedestrian sidewalk appears as a single entity within the activity area.
Street Crossings
There are four types of street crossings with associated level of service ratings. The first is
signalized intersections where elements include grade separation, number of lanes to cross,
signal indication, well-marked crosswalks, lighting, raised median width, visibility, curb ramps,
pedestrian buttons, convenience, comfort, and security. The second is unsignalized intersection
crossing of major streets where grade separation, number of lanes to cross, well-marked
crosswalks, lighting, raised median width, visibility, and curb ramps are evaluated. Third,
unsignalized intersection crossings of minor streets that include an evaluation of well-marked
crosswalks, lighting, and curb ramps. The fourth and last is mid-block crossings where the
number of lanes to cross, strength of crosswalk presence, well-marked crosswalks, lighting,
Kimley-Horn and Associates, Inc.
168450001 – The Hub Page 31
raised median width, curb ramps, pedestrian signals, convenience, comfort, and security are
considered.
Along the pedestrian path between The Hub and CSU, there are two signalized intersection
public street crossings. There are no unsignalized public street crossings nor any mid-block
crosswalks. A signalized pedestrian crossing exists at the intersection of Elizabeth Street/City
Park Avenue, which includes three lanes to cross of City Park Avenue, pedestrian signal heads,
a designated crosswalk, lighting, great visibility, curb ramps, pedestrian push buttons, nice
convenience and comfort, and security. Given that all of these elements are present and that
there are three lanes to cross, this crossing is level of service A. A pedestrian crossing also
exists at the signalized intersection of Elizabeth Street/Shields Street, which includes five lanes
to cross of Shields Street, pedestrian signal heads, a designated crosswalk, lighting, great
visibility, curb ramps, pedestrian push buttons, nice convenience and comfort, and security.
Given that these elements are present and that there are five lanes to cross, this crossing is
level of service B. A new pedestrian underpass of the south leg of this intersection has also
recently been constructed, which would therefore demonstrate level of service A. Therefore,
both intersections meet the desired level of service for Street Crossing in the Pedestrian District
zone of CSU.
Visual Interest and Amenity
This identifies a pedestrian system to be aesthetically compatible with local architecture and
include pedestrian amenities. Street trees in grates are located along both sides of Elizabeth
Street between The Hub and CSU. The architecture of the new developments along the south
side of Elizabeth Street at the City Park Avenue intersection have active building frontages.
Throughout the remainder of the corridor, the landscaping that is present provides visual
interest necessary to provide a Level of Service A category as defined by “Visually appealing
and compatible with local architecture. Generous sidewalk width, active building frontages,
pedestrian lighting, street trees, and quality of street furniture.”, within the City standards.
Security
As identified by the City of Fort Collins requirements, the highest level of service is in an
environment with high pedestrians and police presence, clear lines of sight, and good lighting
levels. The lowest is where the streetscape is totally intimidating with major breaches in
Kimley-Horn and Associates, Inc.
168450001 – The Hub Page 32
pedestrian visibility from the street, adjacent land uses, and activities. Lighting is present along
the entire Elizabeth Street corridor between The Hub and CSU. Adequate sight lines exist and
the buildings overlook the sidewalk. A lot of pedestrians use this corridor as is evident from the
intersection counts. Due to this, the sense of security of the sidewalk and pedestrian
connection is very safe, level of service A.
Based on this evaluation criteria, it is believed that the project meets the minimum requirements
for pedestrian level of service with this project.
Bicycle Analysis
Bicycle level of service standards are based on connectivity to various bike facilities in
connecting corridors. Bicycle corridors may contain either on-street lanes, off-street paths, or
on-street routes, with on-street routes preferred providing this safer and more direct
connectivity. On-street bicycle lanes exist along both sides of Elizabeth Street between Taft Hill
Road and Shields Street, and most importantly, the Hub and CSU. Therefore, excellent bike
connectivity between King Soopers retail center on the southwest corner of Elizabeth Street/Taft
Hill Road signalized intersection and Colorado State University along the east side of Shields
Street exists. In addition, on-street bicycle lanes are present along City Park Avenue. Based
on this, the site is directly connected as it is connected immediately adjacent to the project sit
and is readily accessible. Therefore, the bicycle analysis demonstrates that LOS A exists for
this project.
Transit Analysis
Transit level of service standards have been developed to plan for a well-connected intermodal
transportation system. The transit service is developed so that it is frequent, reliable, and
accessible. Both Elizabeth Street and Shields Street are identified as High Frequency Transit
roadways. With service provided from numerous Transfort routes. Routes 2 and 3 both travel
along Elizabeth Street adjacent to The Hub. These provide connections to the CSU Transit
Center (CTC). In addition, Shields Street includes Routes 2, 7, and 19 through the Elizabeth
Street and Shields Street intersection. Route 7 connects through the CTC, while Route 19
connects the CTC to the South Transit Center (STC). For the routes traveling along Elizabeth
Kimley-Horn and Associates, Inc.
168450001 – The Hub Page 33
Street, a transit stop is located along the south side of Elizabeth Street, just east of City Park
Avenue (approximately 250 feet east of City Park Avenue and 660 feet from The Hub).
Route 2, CTC-Prospect-Overland-Elizabeth provides service along eastbound Elizabeth Street
from Monday through Saturday, all year long. The buses travel on 30 minute headways
currently and arrive at the eastbound transit stop along the south side of Elizabeth Street, east
of City Park at the top of the hour and 30 minutes’ past from 6:30 am to 10:00 pm. From this
stop, it is approximately a 10-minute ride to the CTC.
Route 3, CTC-Plum-Elizabeth-King Soopers provides service along westbound Elizabeth Street
adjacent to the project site. It provides access to King Soopers on the southwest corner of the
Elizabeth Street and Taft Hill Road. The westbound stop is located approximate 50 feet west of
the Elizabeth Street and City Park Avenue intersection. This route has 15-minute headways
and travels through the stop at the top of the hour, 15 minutes’ past, 30 minutes’ past, and 45
minutes’ past between 7:00 am and 6:00 pm, Monday through Saturday.
The transit stop along southbound Shields Street is located just south of the Elizabeth
Street/Shields Street signalized intersection. As discussed, adequate and acceptable
pedestrian and bicycle connections along Elizabeth Street to connect The Hub to Shields Street.
Based on the transit connections and availability, the transit level of service for this project is
anticipated to be LOS A.
In summary, the multimodal analysis provided for this project identifies that acceptable
operations will result to meet City of Fort Collins APF standards for the CSU Pedestrian District.
Based on the results of the level of service operational analysis and turn lane analysis,
recommended lane configurations and control of the study area intersections are shown in
Figures 13 and 14 for the 2020 and 2035 horizons, respectively.
Kimley-Horn and Associates, Inc.
168450001 – The Hub Page 36
6.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the analysis presented in this report, Kimley-Horn believes the proposed The Hub will
be successfully incorporated into the existing and future roadway network. The proposed project
development and expected traffic volumes resulted in the following recommendations/
conclusions:
· The proposed access for The Hub student housing and retail redevelopment project is
proposed to be located from a new full movement access, located along Elizabeth Street
approximately 600 feet west of City Park Avenue. It is recommended that the northbound
exiting access approach to Elizabeth Street operate with stop control with the installation of
a R1-1 “STOP” sign installed. It is believed that a single northbound approach lane from the
driveway access will be appropriate to provide acceptable operations.
· It is understood that the City of Fort Collins is considering reducing the through lane capacity
along Elizabeth Street in the project study area. In the near term build out horizon of the
project in 2020, a reduction of Elizabeth Street providing a single through lane in each
direction would operate acceptably. However, it was found that unacceptable intersection
level of service would result at the Elizabeth Street/City Park Avenue signalized intersection
in 2035 if the future projected traffic volume is realized and Elizabeth Street is reduced to a
single through lane in each direction. Therefore, if this reduction in vehicle capacity is
implemented, the City of Fort Collins should continue to monitor traffic volumes into the
future to determine if and when the additional through lane may need to be added back in
along Elizabeth Street.
· If traffic volumes grow at the same rate of anticipated student population growth, additional
improvements may be needed at the Elizabeth Street and Shields Street intersection by
2035. It was found that Shields Street may need additional through lane capacity and be a
six-lane roadway. The northbound approach may also need dual protected left turn lanes
while the southbound right turn may need to operate with protected-permissive overlap
phasing. Of course, if these traffic volumes are realized, significant intersection and roadway
improvements would be needed. It is recommended that the City of Fort Collins monitor
Kimley-Horn and Associates, Inc.
168450001 – The Hub Page 37
traffic conditions at this intersection in the future to determine if and when any improvements
are needed.
· All off-site and on-site improvements should be incorporated into the Civil Drawings, and
conform to standards of the City of Fort Collins, Institute of Transportation Engineers (ITE),
and the Manual on Uniform Traffic Control Devices (MUTCD) – 2009 Edition.
Kimley-Horn and Associates, Inc.
168450001 – The Hub
APPENDICES
Kimley-Horn and Associates, Inc.
168450001 – The Hub
APPENDIX A
TIS Base Assumptions
Kimley-Horn and Associates, Inc.
168450001 – The Hub
APPENDIX B
Intersection Count Sheets
File Name : ElizabethCityParkAM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
AM Peak
Elizabeth St and City Park Ave
Groups Printed- Auto
Elizabeth St
Eastbound
Elizabeth St
Westbound
City Park Ave
Northbound
City Park Ave
Southbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
07:00 AM 10 39 4 53 4 30 4 38 1 4 8 13 7 3 5 15 119
07:15 AM 8 57 7 72 8 29 12 49 4 6 7 17 7 7 8 22 160
07:30 AM 8 87 22 117 5 32 7 44 4 9 6 19 12 8 6 26 206
07:45 AM 8 146 29 183 4 39 17 60 6 14 18 38 16 9 6 31 312
Total 34 329 62 425 21 130 40 191 15 33 39 87 42 27 25 94 797
08:00 AM 14 110 14 138 5 52 0 57 5 15 13 33 11 6 5 22 250
08:15 AM 13 91 19 123 6 42 19 67 3 5 8 16 9 11 5 25 231
08:30 AM 12 131 28 171 10 42 12 64 14 10 22 46 11 14 6 31 312
08:45 AM 11 111 16 138 9 45 12 66 11 15 27 53 18 17 8 43 300
Total 50 443 77 570 30 181 43 254 33 45 70 148 49 48 24 121 1093
Grand Total 84 772 139 995 51 311 83 445 48 78 109 235 91 75 49 215 1890
Apprch % 8.4 77.6 14 11.5 69.9 18.7 20.4 33.2 46.4 42.3 34.9 22.8
Total % 4.4 40.8 7.4 52.6 2.7 16.5 4.4 23.5 2.5 4.1 5.8 12.4 4.8 4 2.6 11.4
Morrison, CO 80465
File Name : ElizabethCityParkAM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
AM Peak
Elizabeth St and City Park Ave
City Park Ave
Elizabeth St
Elizabeth St
City Park Ave
Right
49
Thru
75
Left
91
Out In Total
245 215 460
Right
83
Thru
311
Left
51
Out InTotal
972 445 1417
Left
48
Thru
78
Right
109
Out In Total
265 235 500
Left
84
Thru
772
Right
139
OutTotal In
408 995 1403
10/19/2016 07:00 AM
10/19/2016 08:45 AM
Auto
North
Morrison, CO 80465
File Name : ElizabethCityParkAM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
AM Peak
Elizabeth St and City Park Ave
Elizabeth St
Eastbound
Elizabeth St
Westbound
City Park Ave
Northbound
City Park Ave
Southbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 8 146 29 183 4 39 17 60 6 14 18 38
16 9 6 31 312
08:00 AM 14 110 14 138 5
52 0 57 5 15
13 33 11 6 5 22 250
08:15 AM 13 91 19 123 6 42 19 67 3 5 8 16 9 11 5 25 231
08:30 AM 12 131 28 171 10 42 12 64
14 10 22 46
11 14 6 31 312
Total Volume 47 478 90 615 25 175 48 248 28 44 61 133 47 40 22 109 1105
% App. Total 7.6 77.7 14.6 10.1 70.6 19.4 21.1 33.1 45.9 43.1 36.7 20.2
PHF .839 .818 .776 .840 .625 .841 .632 .925 .500 .733 .693 .723 .734 .714 .917 .879 .885
City Park Ave
Elizabeth St
Elizabeth St
City Park Ave
Right
22
Thru
40
Left
47
Out In Total
139 109 248
Right
48
Thru
175
Left
25
Out InTotal
586 248 834
Left
28
Thru
44
Right
61
Out In Total
155 133 288
Left
File Name : ElizabethCityParkPM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
PM Peak
Elizabeth St and City Park Ave
Groups Printed- Auto
Elizabeth St
Eastbound
Elizabeth St
Westbound
City Park Ave
Northbound
City Park Ave
Southbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
04:00 PM 15 114 28 157 13 111 12 136 32 38 33 103 10 19 23 52 448
04:15 PM 16 99 14 129 17 127 18 162 23 28 17 68 9 16 14 39 398
04:30 PM 13 106 21 140 11 95 25 131 19 22 22 63 22 20 10 52 386
04:45 PM 12 141 16 169 18 125 28 171 22 30 26 78 18 25 21 64 482
Total 56 460 79 595 59 458 83 600 96 118 98 312 59 80 68 207 1714
05:00 PM 18 127 24 169 16 110 17 143 25 29 12 66 19 20 15 54 432
05:15 PM 18 99 23 140 21 130 23 174 30 26 25 81 19 35 18 72 467
05:30 PM 26 110 13 149 26 118 25 169 26 31 23 80 14 25 18 57 455
05:45 PM 15 123 25 163 23 133 24 180 32 26 25 83 22 26 16 64 490
Total 77 459 85 621 86 491 89 666 113 112 85 310 74 106 67 247 1844
Grand Total 133 919 164 1216 145 949 172 1266 209 230 183 622 133 186 135 454 3558
Apprch % 10.9 75.6 13.5 11.5 75 13.6 33.6 37 29.4 29.3 41 29.7
Total % 3.7 25.8 4.6 34.2 4.1 26.7 4.8 35.6 5.9 6.5 5.1 17.5 3.7 5.2 3.8 12.8
Morrison, CO 80465
File Name : ElizabethCityParkPM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
PM Peak
Elizabeth St and City Park Ave
City Park Ave
Elizabeth St
Elizabeth St
City Park Ave
Right
135
Thru
186
Left
133
Out In Total
535 454 989
Right
172
Thru
949
Left
145
Out In Total
1235 1266 2501
Left
209
Thru
230
Right
183
Out In Total
495 622 1117
Left
133
Thru
919
Right
164
Out In Total
1293 1216 2509
10/19/2016 04:00 PM
10/19/2016 05:45 PM
Auto
North
Morrison, CO 80465
File Name : ElizabethCityParkPM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
PM Peak
Elizabeth St and City Park Ave
Elizabeth St
Eastbound
Elizabeth St
Westbound
City Park Ave
Northbound
City Park Ave
Southbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 18 127 24
169 16 110 17 143 25 29 12 66 19 20 15 54 432
05:15 PM 18 99 23 140 21 130 23 174 30 26 25 81 19
35 18 72 467
05:30 PM 26 110 13 149
26 118 25
169 26 31 23 80 14 25 18 57 455
05:45 PM 15 123 25 163 23
133 24 180 32
26 25 83 22 26 16 64
490
Total Volume 77 459 85 621 86 491 89 666 113 112 85 310 74 106 67 247 1844
% App. Total 12.4 73.9 13.7 12.9 73.7 13.4 36.5 36.1 27.4 30 42.9 27.1
PHF .740 .904 .850 .919 .827 .923 .890 .925 .883 .903 .850 .934 .841 .757 .931 .858 .941
City Park Ave
Elizabeth St
Elizabeth St
City Park Ave
Right
67
Thru
106
Left
74
Out In Total
278 247 525
Right
89
Thru
491
Left
86
Out In Total
618 666 1284
Left
113
Thru
112
Right
85
Out In Total
File Name : ElizabethCityParkAM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
AM Peak Peds and Bikes
Elizabeth St and City Park Ave
Groups Printed- Pedestrian/Bicycle
Elizabeth St
Eastbound
Elizabeth St
Westbound
City Park Ave
Northbound
City Park Ave
Southbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
07:00 AM 0 3 0 1 4 0 3 0 3 6 0 1 3 3 7 0 0 0 0 0 17
07:15 AM 0 9 0 3 12 0 1 0 1 2 0 1 2 0 3 0 0 0 1 1 18
07:30 AM 0 19 0 7 26 1 1 1 5 8 0 0 0 4 4 0 0 0 12 12 50
07:45 AM 0 48 1 4 53 0 2 0 5 7 0 2 14 6 22 0 0 0 5 5 87
Total 0 79 1 15 95 1 7 1 14 23 0 4 19 13 36 0 0 0 18 18 172
08:00 AM 0 18 1 6 25 0 2 0 4 6 0 1 8 1 10 0 1 0 3 4 45
08:15 AM 0 20 0 2 22 0 0 0 5 5 0 0 3 6 9 1 2 1 4 8 44
08:30 AM 0 32 0 8 40 0 2 0 6 8 0 0 9 6 15 0 3 0 5 8 71
08:45 AM 1 66 1 6 74 0 1 0 2 3 0 1 12 3 16 4 1 0 3 8 101
Total 1 136 2 22 161 0 5 0 17 22 0 2 32 16 50 5 7 1 15 28 261
Grand Total 1 215 3 37 256 1 12 1 31 45 0 6 51 29 86 5 7 1 33 46 433
Apprch % 0.4 84 1.2 14.5 2.2 26.7 2.2 68.9 0 7 59.3 33.7 10.9 15.2 2.2 71.7
Total % 0.2 49.7 0.7 8.5 59.1 0.2 2.8 0.2 7.2 10.4 0 1.4 11.8 6.7 19.9 1.2 1.6 0.2 7.6 10.6
Morrison, CO 80465
File Name : ElizabethCityParkAM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
AM Peak Peds and Bikes
Elizabeth St and City Park Ave
City Park Ave
Elizabeth St
Elizabeth St
City Park Ave
Right
1
Thru
7
Left
5
Peds
33
Out In Total
8 46 54
Right
1
Thru
12
Left
1
Peds
31
Out In Total
271 45 316
Left
0
Thru
6
Right
51
Peds
29
Out In Total
11 86 97
Left
1
Thru
215
Right
3
Peds
37
Out In Total
13 256 269
10/19/2016 07:00 AM
10/19/2016 08:45 AM
Pedestrian/Bicycle
North
Morrison, CO 80465
File Name : ElizabethCityParkAM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
AM Peak Peds and Bikes
Elizabeth St and City Park Ave
Elizabeth St
Eastbound
Elizabeth St
Westbound
City Park Ave
Northbound
City Park Ave
Southbound
Start Time Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 18 1 6 25 0
2 0 4 6 0 1
8 1 10 0 1 0 3 4 45
08:15 AM 0 20 0 2 22 0 0 0 5 5 0 0 3 6 9 1 2
1 4 8
44
08:30 AM 0 32 0 8 40 0 2 0
6 8 0 0 9 6 15 0 3
0 5 8 71
08:45 AM 1 66 1 6
74 0 1 0 2 3 0 1 12
3 16 4 1 0 3 8
101
Total Volume 1 136 2 22 161 0 5 0 17 22 0 2 32 16 50 5 7 1 15 28 261
% App. Total 0.6 84.5 1.2 13.7 0 22.7 0 77.3 0 4 64 32 17.9 25 3.6 53.6
PHF .250 .515 .500 .688 .544 .000 .625 .000 .708 .688 .000 .500 .667 .667 .781 .313 .583 .250 .750 .875 .646
City Park Ave
Elizabeth St
Elizabeth St
City Park Ave
Right
1
Thru
7
Left
5
Peds
15
Out In Total
3 28 31
Right
0
Thru
5
Left
0
Peds
File Name : ElizabethCityParkPM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
PM Peak Peds and Bikes
Elizabeth St and City Park Ave
Groups Printed- Pedestrian/Bicycle
Elizabeth St
Eastbound
Elizabeth St
Westbound
City Park Ave
Northbound
City Park Ave
Southbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
04:00 PM 0 5 0 16 21 3 32 0 7 42 0 3 2 8 13 0 3 0 16 19 95
04:15 PM 1 0 0 9 10 1 13 3 5 22 0 1 2 15 18 0 2 0 10 12 62
04:30 PM 0 4 2 20 26 1 18 0 7 26 0 1 2 9 12 0 0 0 8 8 72
04:45 PM 0 2 0 7 9 3 11 2 5 21 0 1 0 8 9 0 0 0 7 7 46
Total 1 11 2 52 66 8 74 5 24 111 0 6 6 40 52 0 5 0 41 46 275
05:00 PM 0 6 0 3 9 6 43 1 10 60 0 0 2 7 9 0 4 0 5 9 87
05:15 PM 0 8 0 8 16 3 25 2 1 31 0 0 0 9 9 0 1 1 12 14 70
05:30 PM 0 2 0 11 13 3 16 1 2 22 0 2 0 7 9 1 2 0 8 11 55
05:45 PM 1 3 0 8 12 4 19 0 6 29 0 3 0 10 13 0 2 0 17 19 73
Total 1 19 0 30 50 16 103 4 19 142 0 5 2 33 40 1 9 1 42 53 285
Grand Total 2 30 2 82 116 24 177 9 43 253 0 11 8 73 92 1 14 1 83 99 560
Apprch % 1.7 25.9 1.7 70.7 9.5 70 3.6 17 0 12 8.7 79.3 1 14.1 1 83.8
Total % 0.4 5.4 0.4 14.6 20.7 4.3 31.6 1.6 7.7 45.2 0 2 1.4 13 16.4 0.2 2.5 0.2 14.8 17.7
Morrison, CO 80465
File Name : ElizabethCityParkPM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
PM Peak Peds and Bikes
Elizabeth St and City Park Ave
City Park Ave
Elizabeth St
Elizabeth St
City Park Ave
Right
1
Thru
14
Left
1
Peds
83
Out In Total
22 99 121
Right
9
Thru
177
Left
24
Peds
43
Out In Total
39 253 292
Left
0
Thru
11
Right
8
Peds
73
Out In Total
40 92 132
Left
2
Thru
30
Right
2
Peds
82
Out In Total
178 116 294
10/19/2016 04:00 PM
10/19/2016 05:45 PM
Pedestrian/Bicycle
North
Morrison, CO 80465
File Name : ElizabethCityParkPM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
PM Peak Peds and Bikes
Elizabeth St and City Park Ave
Elizabeth St
Eastbound
Elizabeth St
Westbound
City Park Ave
Northbound
City Park Ave
Southbound
Start Time Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 6 0 3 9 6 43 1
10 60 0 0 2
7 9 0 4 0 5 9
87
05:15 PM 0 8 0 8
16 3 25 2
1 31 0 0 0 9 9 0 1 1 12 14 70
05:30 PM 0 2 0 11 13 3 16 1 2 22 0 2 0 7 9
1 2 0 8 11 55
05:45 PM 1 3 0 8 12 4 19 0 6 29 0
3 0 10 13
0 2 0 17 19 73
Total Volume 1 19 0 30 50 16 103 4 19 142 0 5 2 33 40 1 9 1 42 53 285
% App. Total 2 38 0 60 11.3 72.5 2.8 13.4 0 12.5 5 82.5 1.9 17 1.9 79.2
PHF .250 .594 .000 .682 .781 .667 .599 .500 .475 .592 .000 .417 .250 .825 .769 .250 .563 .250 .618 .697 .819
City Park Ave
Elizabeth St
Elizabeth St
City Park Ave
Right
1
Thru
9
Left
1
Peds
42
Out In Total
10 53 63
Right
4
Thru
103
Left
16
Peds
19
File Name : ElizabethPrivateAccessAM
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
AM Peak
Elizabeth St and Private Access
Groups Printed- Auto
Elizabeth St
Eastbound
Elizabeth St
Westbound
Private Access (Taco Bell)
Northbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total
07:00 AM 65 1 66 0 27 27 0 1 1 94
07:15 AM 77 2 79 1 27 28 1 1 2 109
07:30 AM 123 1 124 0 45 45 0 1 1 170
07:45 AM 164 3 167 1 56 57 0 2 2 226
Total 429 7 436 2 155 157 1 5 6 599
08:00 AM 116 1 117 2 55 57 1 5 6 180
08:15 AM 101 2 103 0 57 57 0 2 2 162
08:30 AM 121 0 121 1 59 60 0 2 2 183
08:45 AM 121 3 124 0 66 66 0 1 1 191
Total 459 6 465 3 237 240 1 10 11 716
Grand Total 888 13 901 5 392 397 2 15 17 1315
Apprch % 98.6 1.4 1.3 98.7 11.8 88.2
Total % 67.5 1 68.5 0.4 29.8 30.2 0.2 1.1 1.3
Morrison, CO 80465
File Name : ElizabethPrivateAccessAM
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
AM Peak
Elizabeth St and Private Access
Elizabeth St
Elizabeth St
Private Access (Taco Bell)
Thru
392
Left
5
Out InTotal
903 397 1300
Left
2
Right
15
Out In Total
18 17 35
Thru
888
Right
13
OutTotal In
394 901 1295
10/27/2016 07:00 AM
10/27/2016 08:45 AM
Auto
North
Morrison, CO 80465
File Name : ElizabethPrivateAccessAM
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
AM Peak
Elizabeth St and Private Access
Elizabeth St
Eastbound
Elizabeth St
Westbound
Private Access (Taco Bell)
Northbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 164 3 167 1 56 57 0 2 2
226
08:00 AM 116 1 117 2 55 57
1 5 6 180
08:15 AM 101 2 103 0 57 57 0 2 2 162
08:30 AM 121 0 121 1 59 60 0 2 2 183
Total Volume 502 6 508 4 227 231 1 11 12 751
% App. Total 98.8 1.2 1.7 98.3 8.3 91.7
PHF .765 .500 .760 .500 .962 .963 .250 .550 .500 .831
Elizabeth St
Elizabeth St
Private Access (Taco Bell)
Thru
227
Left
4
Out In Total
513 231 744
Left
1
Right
11
Out In Total
10 12 22
Thru
502
Right
6
Out In Total
228 508 736
Peak Hour Begins at 07:45 AM
Auto
Peak Hour Data
North
Morrison, CO 80465
File Name : ElizabethPrivateAccessPM
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
PM Peak
Elizabeth St and Private Access
Groups Printed- Auto
Elizabeth St
Eastbound
Elizabeth St
Westbound
Private Access (Taco Bell)
Northbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total
04:00 PM 107 2 109 5 129 134 3 5 8 251
04:15 PM 127 8 135 5 141 146 4 10 14 295
04:30 PM 158 8 166 6 154 160 7 3 10 336
04:45 PM 149 2 151 5 160 165 5 6 11 327
Total 541 20 561 21 584 605 19 24 43 1209
05:00 PM 136 3 139 6 165 171 3 3 6 316
05:15 PM 134 5 139 7 134 141 10 7 17 297
05:30 PM 148 4 152 6 174 180 4 6 10 342
05:45 PM 172 7 179 6 157 163 5 8 13 355
Total 590 19 609 25 630 655 22 24 46 1310
Grand Total 1131 39 1170 46 1214 1260 41 48 89 2519
Apprch % 96.7 3.3 3.7 96.3 46.1 53.9
Total % 44.9 1.5 46.4 1.8 48.2 50 1.6 1.9 3.5
Morrison, CO 80465
File Name : ElizabethPrivateAccessPM
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
PM Peak
Elizabeth St and Private Access
Elizabeth St
Elizabeth St
Private Access (Taco Bell)
Thru
1214
Left
46
Out In Total
1179 1260 2439
Left
41
Right
48
Out In Total
85 89 174
Thru
1131
Right
39
Out In Total
1255 1170 2425
10/27/2016 04:00 PM
10/27/2016 05:45 PM
Auto
North
Morrison, CO 80465
File Name : ElizabethPrivateAccessPM
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
PM Peak
Elizabeth St and Private Access
Elizabeth St
Eastbound
Elizabeth St
Westbound
Private Access (Taco Bell)
Northbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 136 3 139 6 165 171 3 3 6 316
05:15 PM 134 5 139 7 134 141
10 7 17
297
05:30 PM 148 4 152 6 174 180 4 6 10 342
05:45 PM 172 7 179 6 157 163 5
8 13 355
Total Volume 590 19 609 25 630 655 22 24 46 1310
% App. Total 96.9 3.1 3.8 96.2 47.8 52.2
PHF .858 .679 .851 .893 .905 .910 .550 .750 .676 .923
Elizabeth St
Elizabeth St
Private Access (Taco Bell)
Thru
630
Left
25
Out In Total
614 655 1269
Left
22
Right
24
Out In Total
44 46 90
Thru
590
Right
19
Out In Total
652 609 1261
Peak Hour Begins at 05:00 PM
Auto
Peak Hour Data
North
Morrison, CO 80465
File Name : ElizabethPrivateAccessAM PedsBikes
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
AM Peak Peds and Bikes
Elizabeth St and Private Access
Groups Printed- Pedestrian/Bicycle
Elizabeth St
Eastbound
Elizabeth St
Westbound
Private Access (Taco Bell)
Northbound
Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left Right Peds App. Total Int. Total
07:00 AM 10 0 1 11 0 2 0 2 0 0 0 0 13
07:15 AM 11 0 1 12 0 2 0 2 0 1 0 1 15
07:30 AM 31 0 5 36 0 4 0 4 0 0 0 0 40
07:45 AM 48 1 3 52 0 1 0 1 0 2 0 2 55
Total 100 1 10 111 0 9 0 9 0 3 0 3 123
08:00 AM 20 0 1 21 0 2 0 2 0 0 0 0 23
08:15 AM 16 0 0 16 0 0 0 0 0 0 0 0 16
08:30 AM 31 0 4 35 0 0 0 0 0 0 0 0 35
08:45 AM 39 0 5 44 1 2 0 3 0 0 0 0 47
Total 106 0 10 116 1 4 0 5 0 0 0 0 121
Grand Total 206 1 20 227 1 13 0 14 0 3 0 3 244
Apprch % 90.7 0.4 8.8 7.1 92.9 0 0 100 0
Total % 84.4 0.4 8.2 93 0.4 5.3 0 5.7 0 1.2 0 1.2
Morrison, CO 80465
File Name : ElizabethPrivateAccessAM PedsBikes
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
AM Peak Peds and Bikes
Elizabeth St and Private Access
Elizabeth St
Elizabeth St
Private Access (Taco Bell)
Thru
13
Left
1
Peds
0
Out In Total
209 14 223
Left
0
Right
3
Peds
0
Out In Total
2 3 5
Thru
206
Right
1
Peds
20
Out In Total
13 227 240
10/27/2016 07:00 AM
10/27/2016 08:45 AM
Pedestrian/Bicycle
North
Morrison, CO 80465
File Name : ElizabethPrivateAccessAM PedsBikes
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
AM Peak Peds and Bikes
Elizabeth St and Private Access
Elizabeth St
Eastbound
Elizabeth St
Westbound
Private Access (Taco Bell)
Northbound
Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left Right Peds App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 31 0 5 36 0
4 0 4
0 0 0 0 40
07:45 AM 48 1 3
52 0 1 0 1 0 2
0 2 55
08:00 AM 20 0 1 21 0 2 0 2 0 0 0 0 23
08:15 AM 16 0 0 16 0 0 0 0 0 0 0 0 16
Total Volume 115 1 9 125 0 7 0 7 0 2 0 2 134
% App. Total 92 0.8 7.2 0 100 0 0 100 0
PHF .599 .250 .450 .601 .000 .438 .000 .438 .000 .250 .000 .250 .609
Elizabeth St
Elizabeth St
Private Access (Taco Bell)
Thru
7
Left
0
Peds
0
Out In Total
117 7 124
Left
0
Right
2
Peds
0
Out In Total
1 2 3
Thru
115
Right
1
Peds
9
Out In Total
7 125 132
Peak Hour Begins at 07:30 AM
Pedestrian/Bicycle
Peak Hour Data
North
Morrison, CO 80465
File Name : ElizabethPrivateAccessPM PedsBikes
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
PM Peak Peds and Bikes
Elizabeth St and Private Access
Groups Printed- Pedestrian/Bicycle
Elizabeth St
Eastbound
Elizabeth St
Westbound
Private Access (Taco Bell)
Northbound
Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left Right Peds App. Total Int. Total
04:00 PM 11 0 11 22 1 15 0 16 0 0 0 0 38
04:15 PM 2 1 3 6 1 19 0 20 0 1 0 1 27
04:30 PM 5 1 2 8 0 22 0 22 0 1 0 1 31
04:45 PM 4 0 1 5 1 38 0 39 0 0 0 0 44
Total 22 2 17 41 3 94 0 97 0 2 0 2 140
05:00 PM 9 0 2 11 0 22 0 22 0 2 0 2 35
05:15 PM 2 0 2 4 0 14 0 14 0 0 0 0 18
05:30 PM 5 0 5 10 0 20 0 20 0 0 0 0 30
05:45 PM 11 0 8 19 0 14 0 14 0 0 0 0 33
Total 27 0 17 44 0 70 0 70 0 2 0 2 116
Grand Total 49 2 34 85 3 164 0 167 0 4 0 4 256
Apprch % 57.6 2.4 40 1.8 98.2 0 0 100 0
Total % 19.1 0.8 13.3 33.2 1.2 64.1 0 65.2 0 1.6 0 1.6
Morrison, CO 80465
File Name : ElizabethPrivateAccessPM PedsBikes
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
PM Peak Peds and Bikes
Elizabeth St and Private Access
Elizabeth St
Elizabeth St
Private Access (Taco Bell)
Thru
164
Left
3
Peds
0
Out In Total
53 167 220
Left
0
Right
4
Peds
0
Out In Total
5 4 9
Thru
49
Right
2
Peds
34
Out In Total
164 85 249
10/27/2016 04:00 PM
10/27/2016 05:45 PM
Pedestrian/Bicycle
North
Morrison, CO 80465
File Name : ElizabethPrivateAccessPM PedsBikes
Site Code : IPO 193
Start Date : 10/27/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
PM Peak Peds and Bikes
Elizabeth St and Private Access
Elizabeth St
Eastbound
Elizabeth St
Westbound
Private Access (Taco Bell)
Northbound
Start Time Thru Right Peds App. Total Left Thru Peds App. Total Left Right Peds App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 11 0
11 22 1 15 0 16 0 0 0 0 38
04:15 PM 2 1 3 6 1 19 0 20 0
1 0 1
27
04:30 PM 5 1 2 8 0 22 0 22 0 1 0 1 31
04:45 PM 4 0 1 5 1 38 0
39 0 0 0 0 44
Total Volume 22 2 17 41 3 94 0 97 0 2 0 2 140
% App. Total 53.7 4.9 41.5 3.1 96.9 0 0 100 0
PHF .500 .500 .386 .466 .750 .618 .000 .622 .000 .500 .000 .500 .795
Elizabeth St
Elizabeth St
Private Access (Taco Bell)
Thru
94
Left
3
Peds
0
Out In Total
24 97 121
Left
0
Right
2
Peds
0
Out In Total
5 2 7
Thru
22
Right
2
Peds
17
Out In Total
94 41 135
Peak Hour Begins at 04:00 PM
Pedestrian/Bicycle
Peak Hour Data
North
Morrison, CO 80465
File Name : ElizabethShieldsAM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
AM Peak
Elizabeth St and Shields St
Groups Printed- Auto
Elizabeth St
Eastbound
Elizabeth St
Westbound
Shields St
Northbound
Shields St
Southbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
07:00 AM 26 1 24 51 5 6 1 12 16 112 10 138 0 104 14 118 319
07:15 AM 39 5 26 70 6 7 4 17 18 161 9 188 2 144 22 168 443
07:30 AM 55 8 48 111 10 1 0 11 25 226 23 274 5 180 29 214 610
07:45 AM 102 13 76 191 9 0 0 9 28 285 29 342 3 197 31 231 773
Total 222 27 174 423 30 14 5 49 87 784 71 942 10 625 96 731 2145
08:00 AM 65 5 42 112 3 1 4 8 29 200 16 245 2 183 30 215 580
08:15 AM 63 9 55 127 3 0 1 4 27 190 34 251 0 160 23 183 565
08:30 AM 68 24 85 177 7 4 2 13 22 185 34 241 0 192 35 227 658
08:45 AM 68 14 71 153 4 2 2 8 43 239 21 303 6 201 32 239 703
Total 264 52 253 569 17 7 9 33 121 814 105 1040 8 736 120 864 2506
Grand Total 486 79 427 992 47 21 14 82 208 1598 176 1982 18 1361 216 1595 4651
Apprch % 49 8 43 57.3 25.6 17.1 10.5 80.6 8.9 1.1 85.3 13.5
Total % 10.4 1.7 9.2 21.3 1 0.5 0.3 1.8 4.5 34.4 3.8 42.6 0.4 29.3 4.6 34.3
Morrison, CO 80465
File Name : ElizabethShieldsAM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
AM Peak
Elizabeth St and Shields St
Shields St
Elizabeth St
Elizabeth St
Shields St
Right
216
Thru
1361
Left
18
Out In Total
2098 1595 3693
Right
14
Thru
21
Left
47
Out InTotal
273 82 355
Left
208
Thru
1598
Right
176
Out In Total
1835 1982 3817
Left
486
Thru
79
Right
427
OutTotal In
445 992 1437
10/19/2016 07:00 AM
10/19/2016 08:45 AM
Auto
North
Morrison, CO 80465
File Name : ElizabethShieldsAM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
AM Peak
Elizabeth St and Shields St
Elizabeth St
Eastbound
Elizabeth St
Westbound
Shields St
Northbound
Shields St
Southbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 102 13 76
191 9 0 0 9 28 285
29 342 3 197 31
231 773
08:00 AM 65 5 42 112 3 1 4 8
29 200 16 245 2 183 30 215 580
08:15 AM 63 9 55 127 3 0 1 4 27 190 34 251 0 160 23 183 565
08:30 AM 68 24 85 177 7
4 2 13
22 185 34 241 0 192 35 227 658
Total Volume 298 51 258 607 22 5 7 34 106 860 113 1079 5 732 119 856 2576
% App. Total 49.1 8.4 42.5 64.7 14.7 20.6 9.8 79.7 10.5 0.6 85.5 13.9
PHF .730 .531 .759 .795 .611 .313 .438 .654 .914 .754 .831 .789 .417 .929 .850 .926 .833
Shields St
Elizabeth St
Elizabeth St
Shields St
Right
119
Thru
732
Left
5
Out In Total
1165 856 2021
Right
7
Thru
5
Left
22
Out InTotal
169 34 203
Left
106
Thru
860
Right
113
Out In Total
1012 1079 2091
File Name : ElizabethShieldsPM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
PM Peak
Elizabeth St and Shields St
Groups Printed- Auto
Elizabeth St
Eastbound
Elizabeth St
Westbound
Shields St
Northbound
Shields St
Southbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
04:00 PM 70 5 81 156 14 11 5 30 68 306 8 382 2 276 81 359 927
04:15 PM 67 5 69 141 13 8 1 22 85 271 13 369 2 239 65 306 838
04:30 PM 65 5 80 150 18 4 2 24 71 260 16 347 1 276 86 363 884
04:45 PM 88 17 91 196 22 6 1 29 76 260 19 355 3 236 84 323 903
Total 290 32 321 643 67 29 9 105 300 1097 56 1453 8 1027 316 1351 3552
05:00 PM 65 9 72 146 24 11 3 38 66 303 12 381 1 285 87 373 938
05:15 PM 88 6 74 168 14 13 3 30 86 261 19 366 3 252 105 360 924
05:30 PM 65 5 73 143 22 10 0 32 68 313 14 395 1 277 84 362 932
05:45 PM 78 10 107 195 24 11 4 39 81 298 20 399 1 261 86 348 981
Total 296 30 326 652 84 45 10 139 301 1175 65 1541 6 1075 362 1443 3775
Grand Total 586 62 647 1295 151 74 19 244 601 2272 121 2994 14 2102 678 2794 7327
Apprch % 45.3 4.8 50 61.9 30.3 7.8 20.1 75.9 4 0.5 75.2 24.3
Total % 8 0.8 8.8 17.7 2.1 1 0.3 3.3 8.2 31 1.7 40.9 0.2 28.7 9.3 38.1
Morrison, CO 80465
File Name : ElizabethShieldsPM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
PM Peak
Elizabeth St and Shields St
Shields St
Elizabeth St
Elizabeth St
Shields St
Right
678
Thru
2102
Left
14
Out In Total
2877 2794 5671
Right
19
Thru
74
Left
151
Out In Total
197 244 441
Left
601
Thru
2272
Right
121
Out In Total
2900 2994 5894
Left
586
Thru
62
Right
647
Out In Total
1353 1295 2648
10/19/2016 04:00 PM
10/19/2016 05:45 PM
Auto
North
Morrison, CO 80465
File Name : ElizabethShieldsPM
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
PM Peak
Elizabeth St and Shields St
Elizabeth St
Eastbound
Elizabeth St
Westbound
Shields St
Northbound
Shields St
Southbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 65 9 72 146 24 11 3 38 66 303 12 381 1
285 87 373
938
05:15 PM 88 6 74 168 14
13 3 30 86
261 19 366 3 252
105 360 924
05:30 PM 65 5 73 143 22 10 0 32 68 313 14 395 1 277 84 362 932
05:45 PM 78 10 107 195 24 11
4 39 81 298 20 399
1 261 86 348 981
Total Volume 296 30 326 652 84 45 10 139 301 1175 65 1541 6 1075 362 1443 3775
% App. Total 45.4 4.6 50 60.4 32.4 7.2 19.5 76.2 4.2 0.4 74.5 25.1
PHF .841 .750 .762 .836 .875 .865 .625 .891 .875 .938 .813 .966 .500 .943 .862 .967 .962
Shields St
Elizabeth St
Elizabeth St
Shields St
Right
362
Thru
1075
Left
6
Out In Total
1481 1443 2924
Right
10
Thru
45
Left
84
Out In Total
101 139 240
Left
301
Thru
1175
Right
65
Out In Total
File Name : ElizabethShieldsAM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
AM Peak Peds and Bikes
Elizabeth St and Shields St
Groups Printed- Pedestrian/Bicycle
Elizabeth St
Eastbound
Elizabeth St
Westbound
Shields St
Northbound
Shields St
Southbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
07:00 AM 0 9 0 6 15 0 2 0 0 2 0 1 1 4 6 0 0 0 2 2 25
07:15 AM 1 13 0 9 23 0 1 0 5 6 0 0 1 0 1 0 0 0 1 1 31
07:30 AM 1 31 0 19 51 0 3 0 9 12 0 1 2 1 4 0 0 0 1 1 68
07:45 AM 2 68 0 26 96 2 2 0 7 11 0 0 7 4 11 0 0 1 0 1 119
Total 4 121 0 60 185 2 8 0 21 31 0 2 11 9 22 0 0 1 4 5 243
08:00 AM 2 24 0 16 42 0 1 0 7 8 0 0 1 1 2 0 0 0 0 0 52
08:15 AM 0 28 0 15 43 0 1 1 3 5 0 4 2 2 8 0 0 1 0 1 57
08:30 AM 0 50 0 34 84 1 1 0 12 14 0 2 1 0 3 0 1 0 2 3 104
08:45 AM 1 87 0 24 112 2 5 0 12 19 0 6 6 1 13 0 0 0 0 0 144
Total 3 189 0 89 281 3 8 1 34 46 0 12 10 4 26 0 1 1 2 4 357
Grand Total 7 310 0 149 466 5 16 1 55 77 0 14 21 13 48 0 1 2 6 9 600
Apprch % 1.5 66.5 0 32 6.5 20.8 1.3 71.4 0 29.2 43.8 27.1 0 11.1 22.2 66.7
Total % 1.2 51.7 0 24.8 77.7 0.8 2.7 0.2 9.2 12.8 0 2.3 3.5 2.2 8 0 0.2 0.3 1 1.5
Morrison, CO 80465
File Name : ElizabethShieldsAM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
AM Peak Peds and Bikes
Elizabeth St and Shields St
Shields St
Elizabeth St
Elizabeth St
Shields St
Right
2
Thru
1
Left
0
Peds
6
Out In Total
22 9 31
Right
1
Thru
16
Left
5
Peds
55
Out In Total
331 77 408
Left
0
Thru
14
Right
21
Peds
13
Out In Total
6 48 54
Left
7
Thru
310
Right
0
Peds
149
Out In Total
18 466 484
10/19/2016 07:00 AM
10/19/2016 08:45 AM
Pedestrian/Bicycle
North
Morrison, CO 80465
File Name : ElizabethShieldsAM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
AM Peak Peds and Bikes
Elizabeth St and Shields St
Elizabeth St
Eastbound
Elizabeth St
Westbound
Shields St
Northbound
Shields St
Southbound
Start Time Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 2 24 0 16 42 0 1 0 7 8 0 0 1 1 2 0 0 0 0 0 52
08:15 AM 0 28 0 15 43 0 1 1 3 5 0 4 2
2 8 0 0 1
0 1 57
08:30 AM 0 50 0 34 84 1 1 0
12 14 0 2 1 0 3 0 1
0 2 3 104
08:45 AM 1 87 0 24
112 2 5 0 12 19
0 6 6 1
13 0 0 0 0 0 144
Total Volume 3 189 0 89 281 3 8 1 34 46 0 12 10 4 26 0 1 1 2 4 357
% App. Total 1.1 67.3 0 31.7 6.5 17.4 2.2 73.9 0 46.2 38.5 15.4 0 25 25 50
PHF .375 .543 .000 .654 .627 .375 .400 .250 .708 .605 .000 .500 .417 .500 .500 .000 .250 .250 .250 .333 .620
Shields St
Elizabeth St
Elizabeth St
Shields St
Right
1
Thru
1
Left
0
Peds
2
Out In Total
16 4 20
Right
1
Thru
8
Left
3
Peds
34
Out InTotal
File Name : ElizabethShieldsPM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 1
Fort Collins, CO
CORE Fort Collins
PM Peak Peds and Bikes
Elizabeth St and Shields St
Groups Printed- Pedestrian/Bicycle
Elizabeth St
Eastbound
Elizabeth St
Westbound
Shields St
Northbound
Shields St
Southbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
04:00 PM 0 4 0 25 29 9 36 3 11 59 0 0 2 2 4 0 3 0 4 7 99
04:15 PM 0 2 0 24 26 8 18 0 8 34 0 0 2 4 6 0 1 0 1 2 68
04:30 PM 0 4 0 25 29 7 20 0 10 37 0 4 2 5 11 0 0 0 2 2 79
04:45 PM 0 8 0 24 32 7 27 0 9 43 0 1 5 1 7 0 0 1 2 3 85
Total 0 18 0 98 116 31 101 3 38 173 0 5 11 12 28 0 4 1 9 14 331
05:00 PM 0 6 0 38 44 15 62 0 7 84 0 0 0 1 1 0 0 0 6 6 135
05:15 PM 1 4 0 19 24 6 27 2 7 42 1 1 0 1 3 0 1 0 1 2 71
05:30 PM 0 5 0 21 26 3 26 0 6 35 1 0 2 5 8 0 1 0 3 4 73
05:45 PM 0 6 0 17 23 5 21 0 8 34 0 0 0 7 7 0 1 0 2 3 67
Total 1 21 0 95 117 29 136 2 28 195 2 1 2 14 19 0 3 0 12 15 346
Grand Total 1 39 0 193 233 60 237 5 66 368 2 6 13 26 47 0 7 1 21 29 677
Apprch % 0.4 16.7 0 82.8 16.3 64.4 1.4 17.9 4.3 12.8 27.7 55.3 0 24.1 3.4 72.4
Total % 0.1 5.8 0 28.5 34.4 8.9 35 0.7 9.7 54.4 0.3 0.9 1.9 3.8 6.9 0 1 0.1 3.1 4.3
Morrison, CO 80465
File Name : ElizabethShieldsPM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 2
Fort Collins, CO
CORE Fort Collins
PM Peak Peds and Bikes
Elizabeth St and Shields St
Shields St
Elizabeth St
Elizabeth St
Shields St
Right
1
Thru
7
Left
0
Peds
21
Out In Total
12 29 41
Right
5
Thru
237
Left
60
Peds
66
Out In Total
52 368 420
Left
2
Thru
6
Right
13
Peds
26
Out In Total
67 47 114
Left
1
Thru
39
Right
0
Peds
193
Out In Total
240 233 473
10/19/2016 04:00 PM
10/19/2016 05:45 PM
Pedestrian/Bicycle
North
Morrison, CO 80465
File Name : ElizabethShieldsPM PedsBikes
Site Code : IPO 193
Start Date : 10/19/2016
Page No : 3
Fort Collins, CO
CORE Fort Collins
PM Peak Peds and Bikes
Elizabeth St and Shields St
Elizabeth St
Eastbound
Elizabeth St
Westbound
Shields St
Northbound
Shields St
Southbound
Start Time Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Left Thru Right Peds
App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 4 0 25 29 7 20 0 10 37 0
4 2 5 11
0 0 0 2 2 79
04:45 PM 0 8 0 24 32 7 27 0 9 43 0 1
5 1 7 0 0 1
2 3 85
05:00 PM 0 6 0 38 44 15 62 0 7
84 0 0 0 1 1 0 0 0 6 6 135
05:15 PM 1 4 0 19 24 6 27
2 7 42 1
1 0 1 3 0 1 0 1 2 71
Total Volume 1 22 0 106 129 35 136 2 33 206 1 6 7 8 22 0 1 1 11 13 370
% App. Total 0.8 17.1 0 82.2 17 66 1 16 4.5 27.3 31.8 36.4 0 7.7 7.7 84.6
PHF .250 .688 .000 .697 .733 .583 .548 .250 .825 .613 .250 .375 .350 .400 .500 .000 .250 .250 .458 .542 .685
Shields St
Elizabeth St
Elizabeth St
Shields St
Right
1
Thru
1
Left
0
Peds
11
Out In Total
9 13 22
Right
2
Thru
136
Left
35
Peds
33
Out InTotal
Kimley-Horn and Associates, Inc.
168450001 – The Hub
APPENDIX C
Trip Generation Worksheets
381Beds
Directional Distribution: AM 24% in and 76% out, PM 52% in and 48% out
Scenario
Vehicles Trips
Daily
Weekday
AM Peak Hour
Weekday
PM Peak Hour
In Out Total In Out Total
Total Trips
Student Housing 1,010 18 55 73 83 77 160
Retail 898 17 10 27 62 61 123
Total Trips 1,908 35 65 100 145 138 283
Non Pass By Trips
Student Housing 1,010 18 55 73 83 77 160
Retail 898 15 8 23 37 37 74
Total Non Pass By Trips 1,908 33 63 96 120 114 234
Pass By Trips
Retail – Total Pass By Trips 2 2 4 25 24 49
Project The Hub - Fort Collins
Subject Trip Generation for Shopping Center
Designed by Jeff Planck Date October 27, 2017 Job No. 168450001
Checked by Date Sheet No. 1 of 1
TRIP GENERATION MANUAL TECHNIQUES
ITE Trip Generation Manual 9th Edition, Average Rate Equations
Land Use Code - Shopping Center (820)
Independant Variable - 1000 Square Feet Gross Leasable Area (X)
Gross Leasable Area = 6,202 Square Feet
X = 6.202
T = Average Vehicle Trip Ends
Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (Page 1562)
Daily Weekday Directional Distribution: 62% ent. 38% exit.
T = 0.96 * (X) T = 6 Average Vehicle Trip Ends
T = 0.96 * 6.202 4 entering 2 exiting
4 + = 6
Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (page 1563)
Daily Weekday Directional Distribution: 48% ent. 52% exit.
T = 3.71 * (X) T = 23 Average Vehicle Trip Ends
T = 3.71 * 6.202 11 entering 12 exiting
11 + 12 = 23
Weekday (page 1561)
Daily Weekday Directional Distribution: 50% entering, 50% exiting
T = 42.70 * (X) T = 264 Average Vehicle Trip Ends
T = 42.70 * 6.202 132 entering 132 exiting
132 + 132 = 264
Non Pass-By Trip Volumes (Per ITE Trip Generation Handbook, June 2004)
Average Pass-By Reduction: 34% Primary Diverted: 66%
IN Out Total
AM Peak 3 1 4
PM Peak 7 8 15
Daily 87 87 174
2
Project The Hub - Fort Collins
Subject Trip Generation for Supermarket
Designed by Jeff Planck Date October 27, 2017 Job No.
Checked by Date Sheet No. 1 of 1
TRIP GENERATION MANUAL TECHNIQUES
ITE Trip Generation Manual 9th Edition, Fitted Curve and Average Rate Equations
Land Use Code - Supermarket (850)
Independant Variable - 1000 Square Feet Gross Leasable Area (X)
Gross Leasable Area = 6,202 Square Feet
X = 6.202
T = Average Vehicle Trip Ends
Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (Page 1646)
Average Weekday Directional Distribution: 62% ent. 38% exit.
(T) = 3.40 (X) T = 21 Average Vehicle Trip Ends
(T) = 3.40 * 13 entering 8 exiting
13 + = 21
Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (page 1647)
Average Weekday Directional Distribution: 51% ent. 49% exit.
Ln(T) = 0.74 Ln(X) + 3.25 T = 100 Average Vehicle Trip Ends
Ln(T) = 0.74 * Ln(6.202) + 3.25 51 entering 49 exiting
51 + 49 = 100
Weekday (page 1645)
Average Weekday Directional Distribution: 50% entering, 50% exiting
(T) = 102.24 (X) T = 634 Average Vehicle Trip Ends
(T) = 102.24 * 317 entering 317 exiting
317 + 317 = 634
Non Pass-by Trip Volumes (page 52 of ITE Trip Generation Handbook, 2nd Edition, June 2004)
PM Peak Hour = 36% Pass By
IN Out Total
AM Peak 8 5 13 * PM Pass By Rate Applied to AM Rate and Daily
PM Peak 33 31 64
Daily 203 203 406
8
6.20
6.20
168450001
Kimley-Horn and Associates, Inc.
168450001 – The Hub
APPENDIX D
Intersection Analysis Worksheets
HCM 2010 Signalized Intersection Summary Existing AM.syn
1: Shields Street & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 298 51 258 22 5 7 106 860 113 5 732 119
Future Volume (veh/h) 298 51 258 22 5 7 106 860 113 5 732 119
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.76 0.71 0.89 0.79 1.00 0.97 1.00 0.99
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
Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 408 96 339 36 16 16 116 1147 136 12 787 140
Adj No. of Lanes 2 1 1 1 1 0 1 2 0 1 2 1
Peak Hour Factor 0.73 0.53 0.76 0.61 0.31 0.44 0.91 0.75 0.83 0.42 0.93 0.85
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 792 400 317 264 103 103 386 1786 211 225 1871 825
Arrive On Green 0.12 0.21 0.21 0.05 0.14 0.14 0.05 0.56 0.56 0.01 0.53 0.53
Sat Flow, veh/h 3442 1863 1126 1774 748 748 1774 3176 376 1774 3539 1560
Grp Volume(v), veh/h 408 96 339 36 0 32 116 638 645 12 787 140
Grp Sat Flow(s),veh/h/ln 1721 1863 1126 1774 0 1497 1774 1770 1782 1774 1770 1560
Q Serve(g_s), s 10.7 4.7 23.6 1.9 0.0 2.1 3.2 27.1 27.3 0.3 14.8 5.1
Cycle Q Clear(g_c), s 10.7 4.7 23.6 1.9 0.0 2.1 3.2 27.1 27.3 0.3 14.8 5.1
Prop In Lane 1.00 1.00 1.00 0.50 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 792 400 317 264 0 207 386 995 1002 225 1871 825
V/C Ratio(X) 0.52 0.24 1.07 0.14 0.00 0.15 0.30 0.64 0.64 0.05 0.42 0.17
Avail Cap(c_a), veh/h 936 400 317 473 0 245 588 995 1002 281 1871 825
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.79 0.79 0.79 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.6 35.8 41.4 37.4 0.0 41.7 11.5 16.5 16.5 14.2 15.7 13.4
Incr Delay (d2), s/veh 0.4 0.2 64.6 0.2 0.0 0.3 0.4 3.2 3.2 0.1 0.7 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 5.1 2.5 15.3 0.9 0.0 0.9 1.6 14.0 14.1 0.2 7.4 2.3
LnGrp Delay(d),s/veh 33.0 36.0 106.0 37.6 0.0 42.1 11.9 19.7 19.7 14.3 16.4 13.9
LnGrp LOS C D F D D B B B B B B
Approach Vol, veh/h 843 68 1399 939
Approach Delay, s/veh 62.7 39.7 19.0 16.0
Approach LOS E D B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.0 66.3 9.5 28.1 9.7 62.6 17.9 19.7
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 5.0 51.0 18.0 18.0 17.7 38.3 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.3 29.3 3.9 25.6 5.2 16.8 12.7 4.1
Green Ext Time (p_c), s 0.0 15.5 0.0 0.0 0.2 15.4 0.7 0.1
Intersection Summary
HCM 2010 Ctrl Delay 29.9
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary Existing PM.syn
1: Shields Street & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 296 30 326 84 45 10 301 1175 65 6 1075 362
Future Volume (veh/h) 296 30 326 84 45 10 301 1175 65 6 1075 362
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.81 0.59 0.90 0.68 1.00 0.97 1.00 0.98
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
Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 352 40 429 95 47 16 342 1250 71 12 1144 421
Adj No. of Lanes 2 1 1 1 1 0 1 2 0 1 2 1
Peak Hour Factor 0.84 0.75 0.76 0.88 0.96 0.62 0.88 0.94 0.91 0.50 0.94 0.86
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 770 402 432 311 201 68 367 1900 108 209 1516 665
Arrive On Green 0.11 0.22 0.22 0.06 0.17 0.17 0.14 0.56 0.56 0.01 0.43 0.43
Sat Flow, veh/h 3442 1863 940 1774 1175 400 1774 3398 193 1774 3539 1552
Grp Volume(v), veh/h 352 40 429 95 0 63 342 650 671 12 1144 421
Grp Sat Flow(s),veh/h/ln 1721 1863 940 1774 0 1575 1774 1770 1821 1774 1770 1552
Q Serve(g_s), s 9.7 2.1 25.9 5.2 0.0 4.1 15.2 30.7 30.9 0.5 32.8 25.5
Cycle Q Clear(g_c), s 9.7 2.1 25.9 5.2 0.0 4.1 15.2 30.7 30.9 0.5 32.8 25.5
Prop In Lane 1.00 1.00 1.00 0.25 1.00 0.11 1.00 1.00
Lane Grp Cap(c), veh/h 770 402 432 311 0 269 367 989 1018 209 1516 665
V/C Ratio(X) 0.46 0.10 0.99 0.31 0.00 0.23 0.93 0.66 0.66 0.06 0.75 0.63
Avail Cap(c_a), veh/h 1147 402 432 468 0 269 378 989 1018 259 1516 665
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.85 0.85 0.85 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 33.5 37.7 41.1 37.4 0.0 42.9 30.6 18.4 18.5 19.8 29.0 26.9
Incr Delay (d2), s/veh 0.4 0.1 38.2 0.5 0.0 0.4 29.1 3.4 3.3 0.1 3.5 4.6
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 4.6 1.1 18.7 2.6 0.0 1.8 14.1 15.9 16.4 0.2 16.6 11.8
LnGrp Delay(d),s/veh 33.9 37.8 79.3 37.9 0.0 43.4 59.7 21.8 21.8 19.9 32.5 31.5
LnGrp LOS C D E D D E C C B C C
Approach Vol, veh/h 821 158 1663 1577
Approach Delay, s/veh 57.8 40.1 29.6 32.1
Approach LOS E D C C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.1 71.6 11.9 30.4 21.8 55.9 17.2 25.0
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 5.0 53.1 18.0 25.9 18.1 40.0 25.9 18.0
Max Q Clear Time (g_c+I1), s 2.5 32.9 7.2 27.9 17.2 34.8 11.7 6.1
Green Ext Time (p_c), s 0.0 17.3 0.1 0.0 0.1 4.9 1.1 2.8
Intersection Summary
HCM 2010 Ctrl Delay 36.4
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary 2020 Background AM.syn
1: Shields Street & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 337 58 299 24 7 8 134 946 124 5 805 141
Future Volume (veh/h) 337 58 299 24 7 8 134 946 124 5 805 141
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.76 0.72 0.90 0.79 1.00 0.97 1.00 0.99
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
Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 462 109 393 39 23 18 147 1261 149 12 866 166
Adj No. of Lanes 2 1 1 1 1 0 1 2 0 1 2 1
Peak Hour Factor 0.73 0.53 0.76 0.61 0.31 0.44 0.91 0.75 0.83 0.42 0.93 0.85
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 821 419 348 256 117 91 357 1754 206 187 1799 793
Arrive On Green 0.13 0.23 0.23 0.05 0.14 0.14 0.06 0.55 0.55 0.01 0.51 0.51
Sat Flow, veh/h 3442 1863 1143 1774 858 672 1774 3178 374 1774 3539 1560
Grp Volume(v), veh/h 462 109 393 39 0 41 147 699 711 12 866 166
Grp Sat Flow(s),veh/h/ln 1721 1863 1143 1774 0 1530 1774 1770 1782 1774 1770 1560
Q Serve(g_s), s 12.1 5.3 24.8 2.0 0.0 2.6 4.1 32.2 32.7 0.4 17.5 6.4
Cycle Q Clear(g_c), s 12.1 5.3 24.8 2.0 0.0 2.6 4.1 32.2 32.7 0.4 17.5 6.4
Prop In Lane 1.00 1.00 1.00 0.44 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 821 419 348 256 0 208 357 976 984 187 1799 793
V/C Ratio(X) 0.56 0.26 1.13 0.15 0.00 0.20 0.41 0.72 0.72 0.06 0.48 0.21
Avail Cap(c_a), veh/h 920 419 348 465 0 250 522 976 984 243 1799 793
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.76 0.76 0.76 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.3 35.1 40.4 37.7 0.0 42.2 12.8 18.3 18.4 16.3 17.6 14.9
Incr Delay (d2), s/veh 0.5 0.2 81.9 0.3 0.0 0.5 0.8 4.5 4.6 0.1 0.9 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 5.8 2.8 18.5 1.0 0.0 1.1 2.0 17.0 17.2 0.2 8.8 2.9
LnGrp Delay(d),s/veh 32.7 35.3 122.2 38.0 0.0 42.6 13.5 22.8 23.0 16.4 18.5 15.5
LnGrp LOS C D F D D B C C B B B
Approach Vol, veh/h 964 80 1557 1044
Approach Delay, s/veh 69.5 40.4 22.0 18.0
Approach LOS E D C B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.0 65.2 9.5 29.3 10.8 60.4 19.3 19.5
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 5.0 51.0 18.0 18.0 16.5 39.5 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.4 34.7 4.0 26.8 6.1 19.5 14.1 4.6
Green Ext Time (p_c), s 0.0 13.4 0.0 0.0 0.3 15.8 0.7 0.2
Intersection Summary
HCM 2010 Ctrl Delay 33.8
HCM 2010 LOS C
HCM 2010 Signalized Intersection Summary 2020 Background PM.syn
1: Shields Street & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 335 36 376 92 52 11 349 1292 71 7 1182 408
Future Volume (veh/h) 335 36 376 92 52 11 349 1292 71 7 1182 408
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.73 0.52 0.88 0.59 1.00 0.97 1.00 0.98
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
Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 399 48 495 105 54 18 397 1374 78 14 1257 474
Adj No. of Lanes 2 1 1 1 1 0 1 2 0 1 2 1
Peak Hour Factor 0.84 0.75 0.76 0.88 0.96 0.62 0.88 0.94 0.91 0.50 0.94 0.86
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 675 321 437 274 136 45 420 2017 114 203 1495 655
Arrive On Green 0.12 0.17 0.17 0.07 0.12 0.12 0.19 0.59 0.59 0.02 0.42 0.42
Sat Flow, veh/h 3442 1863 822 1774 1120 373 1774 3398 192 1774 3539 1551
Grp Volume(v), veh/h 399 48 495 105 0 72 397 714 738 14 1257 474
Grp Sat Flow(s),veh/h/ln 1721 1863 822 1774 0 1494 1774 1770 1821 1774 1770 1551
Q Serve(g_s), s 11.7 2.6 20.6 6.1 0.0 5.3 20.4 33.0 33.3 0.5 38.2 30.5
Cycle Q Clear(g_c), s 11.7 2.6 20.6 6.1 0.0 5.3 20.4 33.0 33.3 0.5 38.2 30.5
Prop In Lane 1.00 1.00 1.00 0.25 1.00 0.11 1.00 1.00
Lane Grp Cap(c), veh/h 675 321 437 274 0 182 420 1050 1081 203 1495 655
V/C Ratio(X) 0.59 0.15 1.13 0.38 0.00 0.40 0.94 0.68 0.68 0.07 0.84 0.72
Avail Cap(c_a), veh/h 781 321 437 418 0 224 422 1050 1081 249 1495 655
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.83 0.83 0.83 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 37.7 42.2 41.8 41.8 0.0 48.6 35.2 16.6 16.7 19.8 31.0 28.8
Incr Delay (d2), s/veh 0.7 0.2 81.2 0.9 0.0 1.4 30.1 3.5 3.5 0.1 5.9 6.8
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 5.6 1.4 24.3 3.0 0.0 2.3 16.4 17.1 17.7 0.3 19.9 14.3
LnGrp Delay(d),s/veh 38.4 42.4 123.1 42.7 0.0 50.0 65.3 20.2 20.2 19.9 36.9 35.6
LnGrp LOS D D F D D E C C B D D
Approach Vol, veh/h 942 177 1849 1745
Approach Delay, s/veh 83.1 45.6 29.9 36.4
Approach LOS F D C D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.4 75.7 12.8 25.1 26.9 55.2 18.8 19.1
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 5.0 61.0 18.0 18.0 22.5 43.5 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.5 35.3 8.1 22.6 22.4 40.2 13.7 7.3
Green Ext Time (p_c), s 0.0 22.6 0.2 0.0 0.0 3.2 0.6 0.4
Intersection Summary
HCM 2010 Ctrl Delay 43.5
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary 2020 Total AM.syn
1: Shields Street & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 350 61 321 24 9 8 146 946 124 5 805 148
Future Volume (veh/h) 350 61 321 24 9 8 146 946 124 5 805 148
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.77 0.72 0.91 0.79 1.00 0.97 1.00 0.99
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
Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 479 115 422 39 29 18 160 1261 149 12 866 174
Adj No. of Lanes 2 1 1 1 1 0 1 2 0 1 2 1
Peak Hour Factor 0.73 0.53 0.76 0.61 0.31 0.44 0.91 0.75 0.83 0.42 0.93 0.85
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 825 425 359 252 130 81 358 1745 205 185 1774 782
Arrive On Green 0.14 0.23 0.23 0.05 0.13 0.13 0.06 0.55 0.55 0.01 0.50 0.50
Sat Flow, veh/h 3442 1863 1148 1774 965 599 1774 3178 374 1774 3539 1560
Grp Volume(v), veh/h 479 115 422 39 0 47 160 699 711 12 866 174
Grp Sat Flow(s),veh/h/ln 1721 1863 1148 1774 0 1564 1774 1770 1782 1774 1770 1560
Q Serve(g_s), s 12.6 5.6 25.1 2.0 0.0 2.9 4.6 32.4 32.9 0.4 17.8 6.9
Cycle Q Clear(g_c), s 12.6 5.6 25.1 2.0 0.0 2.9 4.6 32.4 32.9 0.4 17.8 6.9
Prop In Lane 1.00 1.00 1.00 0.38 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 825 425 359 252 0 211 358 972 979 185 1774 782
V/C Ratio(X) 0.58 0.27 1.17 0.15 0.00 0.22 0.45 0.72 0.73 0.06 0.49 0.22
Avail Cap(c_a), veh/h 912 425 359 461 0 256 502 972 979 241 1774 782
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.73 0.73 0.73 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.2 34.9 40.0 37.8 0.0 42.4 13.1 18.5 18.6 16.6 18.1 15.4
Incr Delay (d2), s/veh 0.6 0.2 98.4 0.3 0.0 0.5 0.9 4.6 4.7 0.1 1.0 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 6.1 2.9 20.7 1.0 0.0 1.3 2.3 17.0 17.3 0.2 8.9 3.1
LnGrp Delay(d),s/veh 32.8 35.2 138.4 38.1 0.0 43.0 14.0 23.1 23.3 16.7 19.1 16.1
LnGrp LOS C D F D D B C C B B B
Approach Vol, veh/h 1016 86 1570 1052
Approach Delay, s/veh 76.9 40.7 22.3 18.5
Approach LOS E D C B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.0 64.9 9.5 29.6 11.3 59.6 19.7 19.3
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 5.0 51.0 18.0 18.0 15.7 40.3 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.4 34.9 4.0 27.1 6.6 19.8 14.6 4.9
Green Ext Time (p_c), s 0.0 13.2 0.0 0.0 0.3 16.2 0.6 0.2
Intersection Summary
HCM 2010 Ctrl Delay 36.6
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary 2020 Total PM.syn
1: Shields Street & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 358 42 416 92 58 11 391 1292 71 7 1182 432
Future Volume (veh/h) 358 42 416 92 58 11 391 1292 71 7 1182 432
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.73 0.53 0.89 0.59 1.00 0.97 1.00 0.98
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
Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 426 56 547 105 60 18 444 1374 78 14 1257 502
Adj No. of Lanes 2 1 1 1 1 0 1 2 0 1 2 1
Peak Hour Factor 0.84 0.75 0.76 0.88 0.96 0.62 0.88 0.94 0.91 0.50 0.94 0.86
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 687 329 463 269 139 42 434 2002 113 200 1435 629
Arrive On Green 0.13 0.18 0.18 0.07 0.12 0.12 0.20 0.59 0.59 0.02 0.41 0.41
Sat Flow, veh/h 3442 1863 836 1774 1164 349 1774 3398 192 1774 3539 1551
Grp Volume(v), veh/h 426 56 547 105 0 78 444 714 738 14 1257 502
Grp Sat Flow(s),veh/h/ln 1721 1863 836 1774 0 1513 1774 1770 1821 1774 1770 1551
Q Serve(g_s), s 12.5 3.1 21.2 6.1 0.0 5.7 23.9 33.3 33.6 0.6 39.3 34.2
Cycle Q Clear(g_c), s 12.5 3.1 21.2 6.1 0.0 5.7 23.9 33.3 33.6 0.6 39.3 34.2
Prop In Lane 1.00 1.00 1.00 0.23 1.00 0.11 1.00 1.00
Lane Grp Cap(c), veh/h 687 329 463 269 0 181 434 1042 1073 200 1435 629
V/C Ratio(X) 0.62 0.17 1.18 0.39 0.00 0.43 1.02 0.68 0.69 0.07 0.88 0.80
Avail Cap(c_a), veh/h 771 329 463 412 0 227 434 1042 1073 247 1435 629
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.81 0.81 0.81 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 37.6 42.0 40.9 42.0 0.0 49.0 37.1 17.0 17.0 20.9 32.9 31.4
Incr Delay (d2), s/veh 1.0 0.2 98.9 0.9 0.0 1.6 48.9 3.7 3.6 0.1 7.8 10.2
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 6.0 1.6 28.0 3.0 0.0 2.5 20.3 17.3 17.9 0.3 20.8 16.3
LnGrp Delay(d),s/veh 38.6 42.2 139.8 42.9 0.0 50.6 86.0 20.6 20.7 21.0 40.7 41.6
LnGrp LOS D D F D D F C C C D D
Approach Vol, veh/h 1029 183 1896 1773
Approach Delay, s/veh 92.6 46.2 35.9 40.8
Approach LOS F D D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.4 75.2 12.8 25.7 28.4 53.1 19.6 18.9
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 5.0 61.0 18.0 18.0 23.9 42.1 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.6 35.6 8.1 23.2 25.9 41.3 14.5 7.7
Green Ext Time (p_c), s 0.0 22.4 0.2 0.0 0.0 0.8 0.6 0.4
Intersection Summary
HCM 2010 Ctrl Delay 50.0
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary 2035 Background AM.syn
1: Shields Street & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 477 82 420 35 10 11 183 1350 177 8 1149 197
Future Volume (veh/h) 477 82 420 35 10 11 183 1350 177 8 1149 197
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.75 0.90 0.77 1.00 0.97 1.00 0.99
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
Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 518 89 457 38 11 12 199 1467 192 9 1249 214
Adj No. of Lanes 2 1 1 1 1 0 2 3 0 1 3 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 594 474 425 229 86 94 268 2461 322 176 2420 1016
Arrive On Green 0.17 0.25 0.25 0.04 0.12 0.12 0.08 0.54 0.54 0.01 0.48 0.48
Sat Flow, veh/h 3442 1863 1186 1774 697 760 3442 4533 593 1774 5085 1560
Grp Volume(v), veh/h 518 89 457 38 0 23 199 1097 562 9 1249 214
Grp Sat Flow(s),veh/h/ln 1721 1863 1186 1774 0 1457 1721 1695 1735 1774 1695 1560
Q Serve(g_s), s 17.6 4.5 30.6 2.2 0.0 1.7 6.8 26.2 26.3 0.3 20.5 6.7
Cycle Q Clear(g_c), s 17.6 4.5 30.6 2.2 0.0 1.7 6.8 26.2 26.3 0.3 20.5 6.7
Prop In Lane 1.00 1.00 1.00 0.52 1.00 0.34 1.00 1.00
Lane Grp Cap(c), veh/h 594 474 425 229 0 180 268 1841 942 176 2420 1016
V/C Ratio(X) 0.87 0.19 1.07 0.17 0.00 0.13 0.74 0.60 0.60 0.05 0.52 0.21
Avail Cap(c_a), veh/h 746 474 425 458 0 219 703 1841 942 238 2420 1016
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.59 0.59 0.59 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 48.4 35.0 41.2 42.7 0.0 46.8 54.2 18.5 18.5 17.3 21.8 8.6
Incr Delay (d2), s/veh 5.7 0.1 55.3 0.3 0.0 0.3 4.1 1.4 2.8 0.1 0.8 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 8.8 2.3 20.6 1.1 0.0 0.7 3.4 12.6 13.2 0.2 9.8 3.0
LnGrp Delay(d),s/veh 54.1 35.1 96.5 43.0 0.0 47.1 58.2 20.0 21.3 17.4 22.6 9.1
LnGrp LOS D D F D D E B C B C A
Approach Vol, veh/h 1064 61 1858 1472
Approach Delay, s/veh 70.7 44.6 24.5 20.6
Approach LOS E D C C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.8 69.6 9.5 35.1 13.8 61.6 25.2 19.3
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 5.5 52.5 20.5 23.5 24.5 33.5 26.0 18.0
Max Q Clear Time (g_c+I1), s 2.3 28.3 4.2 32.6 8.8 22.5 19.6 3.7
Green Ext Time (p_c), s 0.0 21.4 0.0 0.0 0.6 10.3 1.1 0.1
Intersection Summary
HCM 2010 Ctrl Delay 34.5
HCM 2010 LOS C
Notes
HCM 2010 Signalized Intersection Summary 2035 Background PM.syn
1: Shields Street & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 475 50 530 132 74 16 490 1844 102 9 1687 578
Future Volume (veh/h) 475 50 530 132 74 16 490 1844 102 9 1687 578
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.56 0.88 0.57 1.00 0.97 1.00 0.98
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
Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 516 54 576 143 80 17 533 2004 111 10 1834 628
Adj No. of Lanes 2 1 1 1 1 0 2 3 0 1 3 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 570 358 450 296 149 32 610 2747 151 129 1997 871
Arrive On Green 0.17 0.19 0.19 0.09 0.11 0.11 0.18 0.56 0.56 0.01 0.39 0.39
Sat Flow, veh/h 3442 1863 881 1774 1298 276 3442 4922 271 1774 5085 1550
Grp Volume(v), veh/h 516 54 576 143 0 97 533 1377 738 10 1834 628
Grp Sat Flow(s),veh/h/ln 1721 1863 881 1774 0 1574 1721 1695 1804 1774 1695 1550
Q Serve(g_s), s 17.7 2.9 23.1 8.4 0.0 7.0 18.1 36.3 36.7 0.4 41.1 36.1
Cycle Q Clear(g_c), s 17.7 2.9 23.1 8.4 0.0 7.0 18.1 36.3 36.7 0.4 41.1 36.1
Prop In Lane 1.00 1.00 1.00 0.18 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 570 358 450 296 0 180 610 1892 1006 129 1997 871
V/C Ratio(X) 0.91 0.15 1.28 0.48 0.00 0.54 0.87 0.73 0.73 0.08 0.92 0.72
Avail Cap(c_a), veh/h 588 358 450 443 0 243 760 1892 1006 190 1997 871
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.79 0.79 0.79 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 49.1 40.3 41.0 41.5 0.0 50.1 48.1 19.7 19.8 22.6 34.6 19.7
Incr Delay (d2), s/veh 14.4 0.2 139.2 1.2 0.0 2.5 9.4 2.5 4.7 0.3 8.3 5.1
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 9.5 1.5 32.2 4.2 0.0 3.2 9.4 17.5 19.6 0.2 20.7 16.6
LnGrp Delay(d),s/veh 63.6 40.5 180.2 42.7 0.0 52.6 57.4 22.2 24.6 22.9 42.9 24.8
LnGrp LOS E D F D D E C C C D C
Approach Vol, veh/h 1146 240 2648 2472
Approach Delay, s/veh 121.1 46.7 30.0 38.2
Approach LOS F D C D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.9 71.5 15.0 27.6 25.8 51.6 24.4 18.3
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 5.5 57.5 20.5 18.5 26.5 36.5 20.5 18.5
Max Q Clear Time (g_c+I1), s 2.4 38.7 10.4 25.1 20.1 43.1 19.7 9.0
Green Ext Time (p_c), s 0.0 18.5 0.2 0.0 1.2 0.0 0.2 0.5
Intersection Summary
HCM 2010 Ctrl Delay 49.8
HCM 2010 LOS D
Notes
HCM 2010 Signalized Intersection Summary 2035 Total AM.syn
1: Shields Street & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 490 85 442 35 12 11 195 1350 177 8 1149 204
Future Volume (veh/h) 490 85 442 35 12 11 195 1350 177 8 1149 204
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.84 0.73 0.90 0.76 1.00 0.97 1.00 0.99
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
Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 533 92 480 38 13 12 212 1467 192 9 1249 222
Adj No. of Lanes 2 1 1 1 1 0 2 3 0 1 3 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 869 425 393 226 94 87 283 2580 337 188 2531 1011
Arrive On Green 0.15 0.23 0.23 0.04 0.12 0.12 0.08 0.57 0.57 0.01 0.50 0.50
Sat Flow, veh/h 3442 1863 1148 1774 769 710 3442 4533 593 1774 5085 1560
Grp Volume(v), veh/h 533 92 480 38 0 25 212 1097 562 9 1249 222
Grp Sat Flow(s),veh/h/ln 1721 1863 1148 1774 0 1480 1721 1695 1736 1774 1695 1560
Q Serve(g_s), s 15.7 4.8 27.4 2.2 0.0 1.8 7.2 24.7 24.8 0.3 19.6 7.1
Cycle Q Clear(g_c), s 15.7 4.8 27.4 2.2 0.0 1.8 7.2 24.7 24.8 0.3 19.6 7.1
Prop In Lane 1.00 1.00 1.00 0.48 1.00 0.34 1.00 1.00
Lane Grp Cap(c), veh/h 869 425 393 226 0 180 283 1930 988 188 2531 1011
V/C Ratio(X) 0.61 0.22 1.22 0.17 0.00 0.14 0.75 0.57 0.57 0.05 0.49 0.22
Avail Cap(c_a), veh/h 875 425 393 418 0 222 817 1930 988 242 2531 1011
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.55 0.55 0.55 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 36.2 37.6 42.6 42.9 0.0 47.1 53.9 16.5 16.5 15.7 20.1 8.8
Incr Delay (d2), s/veh 0.7 0.1 112.7 0.3 0.0 0.3 4.0 1.2 2.4 0.1 0.7 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 7.5 2.5 25.2 1.1 0.0 0.8 3.6 11.8 12.4 0.2 9.3 3.1
LnGrp Delay(d),s/veh 36.9 37.7 155.3 43.2 0.0 47.4 57.8 17.7 18.9 15.8 20.8 9.3
LnGrp LOS D D F D D E B B B C A
Approach Vol, veh/h 1105 63 1871 1480
Approach Delay, s/veh 88.4 44.9 22.6 19.0
Approach LOS F D C B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.8 72.8 9.5 31.9 14.4 64.2 22.3 19.1
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 5.0 61.0 18.0 18.0 28.5 37.5 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.3 26.8 4.2 29.4 9.2 21.6 17.7 3.8
Green Ext Time (p_c), s 0.0 29.0 0.0 0.0 0.7 14.6 0.1 0.1
Intersection Summary
HCM 2010 Ctrl Delay 37.8
HCM 2010 LOS D
HCM 2010 Signalized Intersection Summary 2035 Total PM.syn
1: Shields Street & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 498 56 570 132 80 16 532 1844 102 9 1687 602
Future Volume (veh/h) 498 56 570 132 80 16 532 1844 102 9 1687 602
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.58 0.89 0.58 1.00 0.97 1.00 0.98
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
Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863
Adj Flow Rate, veh/h 541 61 620 143 87 17 578 2004 111 10 1834 654
Adj No. of Lanes 2 1 1 1 1 0 2 3 0 1 3 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 619 387 489 294 154 30 647 2671 147 124 1864 852
Arrive On Green 0.18 0.21 0.21 0.09 0.12 0.12 0.19 0.54 0.54 0.01 0.37 0.37
Sat Flow, veh/h 3442 1863 920 1774 1332 260 3442 4922 271 1774 5085 1549
Grp Volume(v), veh/h 541 61 620 143 0 104 578 1377 738 10 1834 654
Grp Sat Flow(s),veh/h/ln 1721 1863 920 1774 0 1593 1721 1695 1804 1774 1695 1549
Q Serve(g_s), s 18.4 3.2 24.9 8.4 0.0 7.4 19.7 37.6 38.0 0.4 42.9 39.8
Cycle Q Clear(g_c), s 18.4 3.2 24.9 8.4 0.0 7.4 19.7 37.6 38.0 0.4 42.9 39.8
Prop In Lane 1.00 1.00 1.00 0.16 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 619 387 489 294 0 185 647 1840 979 124 1864 852
V/C Ratio(X) 0.87 0.16 1.27 0.49 0.00 0.56 0.89 0.75 0.75 0.08 0.98 0.77
Avail Cap(c_a), veh/h 774 387 489 456 0 239 731 1840 979 185 1864 852
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.79 0.79 0.79 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 38.9 39.4 41.4 0.0 50.2 47.6 21.1 21.2 24.6 37.7 21.4
Incr Delay (d2), s/veh 7.4 0.1 133.3 1.2 0.0 2.7 12.4 2.8 5.4 0.3 17.4 6.6
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 9.4 1.7 34.3 4.2 0.0 3.4 10.4 18.1 20.3 0.2 23.0 18.5
LnGrp Delay(d),s/veh 55.4 39.1 172.7 42.6 0.0 52.9 60.0 24.0 26.6 24.8 55.1 27.9
LnGrp LOS E D F D D E C C C E C
Approach Vol, veh/h 1222 247 2693 2498
Approach Delay, s/veh 114.1 46.9 32.4 47.8
Approach LOS F D C D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.9 69.6 15.0 29.4 27.1 48.5 26.1 18.4
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 5.5 51.5 21.5 23.5 25.5 31.5 27.0 18.0
Max Q Clear Time (g_c+I1), s 2.4 40.0 10.4 26.9 21.7 44.9 20.4 9.4
Green Ext Time (p_c), s 0.0 11.4 0.3 0.0 0.9 0.0 1.2 0.4
Intersection Summary
HCM 2010 Ctrl Delay 53.7
HCM 2010 LOS D
Notes
HCM 2010 Signalized Intersection Summary Existing AM.syn
2: City Park Avenue & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 47 478 90 25 175 48 28 44 61 47 40 22
Future Volume (veh/h) 47 478 90 25 175 48 28 44 61 47 40 22
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.81 0.99 0.94 0.99 0.98 0.99 0.97
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
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900
Adj Flow Rate, veh/h 56 583 115 40 208 76 56 60 88 64 56 24
Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Peak Hour Factor 0.84 0.82 0.78 0.62 0.84 0.63 0.50 0.73 0.69 0.73 0.71 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 445 970 190 270 868 304 732 321 471 665 585 251
Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.48 0.48 0.48 0.48 0.48 0.48
Sat Flow, veh/h 1069 2825 553 738 2528 886 1302 674 988 1226 1228 526
Grp Volume(v), veh/h 56 364 334 40 143 141 56 0 148 64 0 80
Grp Sat Flow(s),veh/h/ln 1069 1770 1609 738 1770 1644 1302 0 1661 1226 0 1754
Q Serve(g_s), s 2.0 8.5 8.6 2.4 2.9 3.1 1.2 0.0 2.6 1.6 0.0 1.3
Cycle Q Clear(g_c), s 5.1 8.5 8.6 11.0 2.9 3.1 2.5 0.0 2.6 4.1 0.0 1.3
Prop In Lane 1.00 0.34 1.00 0.54 1.00 0.59 1.00 0.30
Lane Grp Cap(c), veh/h 445 608 553 270 608 565 732 0 792 665 0 836
V/C Ratio(X) 0.13 0.60 0.60 0.15 0.24 0.25 0.08 0.00 0.19 0.10 0.00 0.10
Avail Cap(c_a), veh/h 517 726 660 319 726 674 732 0 792 665 0 836
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 13.6 13.6 13.6 18.2 11.7 11.8 7.9 0.0 7.5 8.7 0.0 7.2
Incr Delay (d2), s/veh 0.1 1.0 1.1 0.2 0.2 0.2 0.2 0.0 0.5 0.3 0.0 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 0.6 4.3 4.0 0.5 1.4 1.4 0.5 0.0 1.3 0.6 0.0 0.7
LnGrp Delay(d),s/veh 13.7 14.5 14.7 18.4 11.9 12.0 8.1 0.0 8.0 9.0 0.0 7.4
LnGrp LOS B B B B B B A A A A
Approach Vol, veh/h 754 324 204 144
Approach Delay, s/veh 14.6 12.8 8.0 8.1
Approach LOS B B A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 28.3 21.7 28.3 21.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 20.5 20.5 20.5
Max Q Clear Time (g_c+I1), s 4.6 10.6 6.1 13.0
Green Ext Time (p_c), s 1.6 4.7 1.5 3.9
Intersection Summary
HCM 2010 Ctrl Delay 12.6
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary Existing PM.syn
2: City Park Avenue & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 77 459 85 86 491 89 113 112 85 74 106 67
Future Volume (veh/h) 77 459 85 86 491 89 113 112 85 74 106 67
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.92 0.99 0.84 0.98 0.96 0.99 0.96
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
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900
Adj Flow Rate, veh/h 104 510 100 104 534 100 128 124 100 88 139 72
Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Peak Hour Factor 0.74 0.90 0.85 0.83 0.92 0.89 0.88 0.90 0.85 0.84 0.76 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 355 1092 213 313 1083 201 581 445 359 568 540 280
Arrive On Green 0.38 0.38 0.38 0.75 0.75 0.75 0.47 0.47 0.47 0.47 0.47 0.47
Sat Flow, veh/h 779 2910 567 799 2885 536 1148 937 755 1135 1139 590
Grp Volume(v), veh/h 104 309 301 104 326 308 128 0 224 88 0 211
Grp Sat Flow(s),veh/h/ln 779 1770 1707 799 1770 1651 1148 0 1692 1135 0 1728
Q Serve(g_s), s 6.5 7.9 8.0 5.5 4.4 4.5 4.5 0.0 4.8 3.1 0.0 4.4
Cycle Q Clear(g_c), s 10.9 7.9 8.0 13.5 4.4 4.5 8.9 0.0 4.8 7.9 0.0 4.4
Prop In Lane 1.00 0.33 1.00 0.32 1.00 0.45 1.00 0.34
Lane Grp Cap(c), veh/h 355 664 641 313 664 620 581 0 803 568 0 820
V/C Ratio(X) 0.29 0.46 0.47 0.33 0.49 0.50 0.22 0.00 0.28 0.15 0.00 0.26
Avail Cap(c_a), veh/h 419 811 782 379 811 757 581 0 803 568 0 820
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.80 0.80 0.80 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 16.9 14.2 14.2 9.2 5.2 5.2 12.1 0.0 9.5 11.9 0.0 9.4
Incr Delay (d2), s/veh 0.5 0.5 0.5 0.5 0.4 0.5 0.9 0.0 0.9 0.6 0.0 0.8
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 1.4 4.0 3.9 1.2 2.1 2.0 1.6 0.0 2.4 1.0 0.0 2.2
LnGrp Delay(d),s/veh 17.4 14.7 14.8 9.7 5.7 5.7 13.0 0.0 10.4 12.5 0.0 10.2
LnGrp LOS B B B A A A B B B B
Approach Vol, veh/h 714 738 352 299
Approach Delay, s/veh 15.1 6.2 11.3 10.9
Approach LOS B A B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 33.0 27.0 33.0 27.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 23.5 27.5 23.5 27.5
Max Q Clear Time (g_c+I1), s 10.9 12.9 9.9 15.5
Green Ext Time (p_c), s 3.1 8.0 3.2 7.0
Intersection Summary
HCM 2010 Ctrl Delay 10.8
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary 2020 Background AM.syn
2: City Park Avenue & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 54 553 99 27 221 53 31 48 67 52 44 26
Future Volume (veh/h) 54 553 99 27 221 53 31 48 67 52 44 26
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.82 0.99 0.95 0.99 0.98 0.99 0.97
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
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900
Adj Flow Rate, veh/h 64 674 127 44 263 84 62 66 97 71 62 28
Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Peak Hour Factor 0.84 0.82 0.78 0.62 0.84 0.63 0.50 0.73 0.69 0.73 0.71 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 441 1048 197 258 961 298 691 305 448 620 547 247
Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.45 0.45 0.45 0.45 0.45 0.45
Sat Flow, veh/h 1013 2859 537 672 2622 812 1290 672 988 1209 1205 544
Grp Volume(v), veh/h 64 417 384 44 175 172 62 0 163 71 0 90
Grp Sat Flow(s),veh/h/ln 1013 1770 1627 672 1770 1664 1290 0 1661 1209 0 1750
Q Serve(g_s), s 2.4 9.8 9.8 2.9 3.5 3.7 1.5 0.0 3.0 1.9 0.0 1.5
Cycle Q Clear(g_c), s 6.0 9.8 9.8 12.7 3.5 3.7 2.9 0.0 3.0 4.9 0.0 1.5
Prop In Lane 1.00 0.33 1.00 0.49 1.00 0.60 1.00 0.31
Lane Grp Cap(c), veh/h 441 648 596 258 648 610 691 0 753 620 0 794
V/C Ratio(X) 0.15 0.64 0.64 0.17 0.27 0.28 0.09 0.00 0.22 0.11 0.00 0.11
Avail Cap(c_a), veh/h 485 726 667 288 726 682 691 0 753 620 0 794
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 13.3 13.1 13.1 18.4 11.1 11.2 8.7 0.0 8.3 9.8 0.0 7.9
Incr Delay (d2), s/veh 0.1 1.6 1.8 0.3 0.2 0.2 0.3 0.0 0.7 0.4 0.0 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 0.7 5.0 4.7 0.6 1.7 1.7 0.6 0.0 1.5 0.7 0.0 0.8
LnGrp Delay(d),s/veh 13.5 14.8 15.0 18.7 11.4 11.4 9.0 0.0 8.9 10.1 0.0 8.2
LnGrp LOS B B B B B B A A B A
Approach Vol, veh/h 865 391 225 161
Approach Delay, s/veh 14.8 12.2 8.9 9.0
Approach LOS B B A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 27.2 22.8 27.2 22.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 20.5 20.5 20.5
Max Q Clear Time (g_c+I1), s 5.0 11.8 6.9 14.7
Green Ext Time (p_c), s 1.8 5.0 1.7 3.6
Intersection Summary
HCM 2010 Ctrl Delay 12.8
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary 2020 Background PM.syn
2: City Park Avenue & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 88 535 93 95 571 98 124 123 93 81 117 77
Future Volume (veh/h) 88 535 93 95 571 98 124 123 93 81 117 77
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.93 0.99 0.86 0.98 0.96 0.98 0.95
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
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900
Adj Flow Rate, veh/h 119 594 109 114 621 110 141 137 109 96 154 83
Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Peak Hour Factor 0.74 0.90 0.85 0.83 0.92 0.89 0.88 0.90 0.85 0.84 0.76 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 328 1301 238 340 1291 228 473 385 306 463 458 247
Arrive On Green 0.44 0.44 0.44 0.44 0.44 0.44 0.41 0.41 0.41 0.41 0.41 0.41
Sat Flow, veh/h 717 2951 540 735 2928 517 1120 941 749 1111 1119 603
Grp Volume(v), veh/h 119 355 348 114 374 357 141 0 246 96 0 237
Grp Sat Flow(s),veh/h/ln 717 1770 1721 735 1770 1675 1120 0 1689 1111 0 1722
Q Serve(g_s), s 8.5 8.4 8.5 7.7 9.0 9.1 5.9 0.0 6.0 3.9 0.0 5.7
Cycle Q Clear(g_c), s 17.6 8.4 8.5 16.2 9.0 9.1 11.6 0.0 6.0 10.0 0.0 5.7
Prop In Lane 1.00 0.31 1.00 0.31 1.00 0.44 1.00 0.35
Lane Grp Cap(c), veh/h 328 780 758 340 780 738 473 0 691 463 0 704
V/C Ratio(X) 0.36 0.46 0.46 0.34 0.48 0.48 0.30 0.00 0.36 0.21 0.00 0.34
Avail Cap(c_a), veh/h 364 870 846 377 870 824 473 0 691 463 0 704
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.72 0.72 0.72 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 18.2 11.7 11.8 17.4 11.9 11.9 16.1 0.0 12.3 15.7 0.0 12.1
Incr Delay (d2), s/veh 0.7 0.4 0.4 0.4 0.3 0.4 1.6 0.0 1.4 1.0 0.0 1.3
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 1.7 4.1 4.1 1.6 4.4 4.2 2.0 0.0 3.1 1.3 0.0 3.0
LnGrp Delay(d),s/veh 18.8 12.2 12.2 17.8 12.2 12.3 17.7 0.0 13.7 16.7 0.0 13.4
LnGrp LOS B B B B B B B B B B
Approach Vol, veh/h 822 845 387 333
Approach Delay, s/veh 13.1 13.0 15.2 14.4
Approach LOS B B B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 29.1 30.9 29.1 30.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 21.5 29.5 21.5 29.5
Max Q Clear Time (g_c+I1), s 13.6 19.6 12.0 18.2
Green Ext Time (p_c), s 2.6 6.9 3.0 7.6
Intersection Summary
HCM 2010 Ctrl Delay 13.6
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary 2020 Total AM.syn
2: City Park Avenue & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 57 591 99 27 241 53 31 48 67 52 44 28
Future Volume (veh/h) 57 591 99 27 241 53 31 48 67 52 44 28
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.82 0.99 0.95 0.99 0.98 0.99 0.97
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
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900
Adj Flow Rate, veh/h 68 721 127 44 287 84 62 66 97 71 62 30
Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Peak Hour Factor 0.84 0.82 0.78 0.62 0.84 0.63 0.50 0.73 0.69 0.73 0.71 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 450 1117 197 261 1032 294 664 293 430 596 512 248
Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.44 0.44 0.44 0.44 0.44 0.44
Sat Flow, veh/h 992 2904 511 643 2682 765 1287 672 988 1208 1175 569
Grp Volume(v), veh/h 68 439 409 44 187 184 62 0 163 71 0 92
Grp Sat Flow(s),veh/h/ln 992 1770 1645 643 1770 1678 1287 0 1660 1208 0 1744
Q Serve(g_s), s 2.5 10.2 10.2 3.0 3.6 3.8 1.5 0.0 3.1 2.0 0.0 1.6
Cycle Q Clear(g_c), s 6.3 10.2 10.2 13.2 3.6 3.8 3.1 0.0 3.1 5.0 0.0 1.6
Prop In Lane 1.00 0.31 1.00 0.46 1.00 0.60 1.00 0.33
Lane Grp Cap(c), veh/h 450 681 633 261 681 645 664 0 723 596 0 759
V/C Ratio(X) 0.15 0.64 0.65 0.17 0.27 0.29 0.09 0.00 0.23 0.12 0.00 0.12
Avail Cap(c_a), veh/h 495 761 707 290 761 721 664 0 723 596 0 759
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 12.8 12.6 12.6 18.0 10.6 10.6 9.3 0.0 8.8 10.4 0.0 8.4
Incr Delay (d2), s/veh 0.2 1.6 1.7 0.3 0.2 0.2 0.3 0.0 0.7 0.4 0.0 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 0.7 5.2 4.8 0.5 1.8 1.8 0.6 0.0 1.5 0.7 0.0 0.8
LnGrp Delay(d),s/veh 13.0 14.2 14.3 18.3 10.8 10.9 9.6 0.0 9.6 10.8 0.0 8.7
LnGrp LOS B B B B B B A A B A
Approach Vol, veh/h 916 415 225 163
Approach Delay, s/veh 14.2 11.6 9.6 9.7
Approach LOS B B A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 26.3 23.7 26.3 23.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 21.5 19.5 21.5
Max Q Clear Time (g_c+I1), s 5.1 12.2 7.0 15.2
Green Ext Time (p_c), s 1.8 5.5 1.6 4.1
Intersection Summary
HCM 2010 Ctrl Delay 12.5
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary 2020 Total PM.syn
2: City Park Avenue & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 94 603 93 95 643 98 124 123 93 81 117 83
Future Volume (veh/h) 94 603 93 95 643 98 124 123 93 81 117 83
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.94 0.99 0.87 0.98 0.95 0.98 0.95
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
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900
Adj Flow Rate, veh/h 127 670 109 114 699 110 141 137 109 96 154 89
Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Peak Hour Factor 0.74 0.90 0.85 0.83 0.92 0.89 0.88 0.90 0.85 0.84 0.76 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 334 1446 235 347 1437 226 416 348 277 412 402 232
Arrive On Green 0.48 0.48 0.48 0.48 0.48 0.48 0.37 0.37 0.37 0.37 0.37 0.37
Sat Flow, veh/h 668 3016 490 686 2997 471 1112 939 747 1109 1086 627
Grp Volume(v), veh/h 127 393 386 114 412 397 141 0 246 96 0 243
Grp Sat Flow(s),veh/h/ln 668 1770 1736 686 1770 1699 1112 0 1686 1109 0 1713
Q Serve(g_s), s 9.6 8.9 8.9 8.0 9.5 9.5 6.4 0.0 6.5 4.2 0.0 6.2
Cycle Q Clear(g_c), s 19.1 8.9 8.9 16.9 9.5 9.5 12.6 0.0 6.5 10.6 0.0 6.2
Prop In Lane 1.00 0.28 1.00 0.28 1.00 0.44 1.00 0.37
Lane Grp Cap(c), veh/h 334 849 833 347 849 814 416 0 625 412 0 635
V/C Ratio(X) 0.38 0.46 0.46 0.33 0.49 0.49 0.34 0.00 0.39 0.23 0.00 0.38
Avail Cap(c_a), veh/h 365 929 912 378 929 892 416 0 625 412 0 635
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.68 0.68 0.68 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 17.1 10.4 10.5 16.1 10.6 10.6 18.5 0.0 13.9 17.8 0.0 13.9
Incr Delay (d2), s/veh 0.7 0.4 0.4 0.4 0.3 0.3 2.2 0.0 1.9 1.3 0.0 1.7
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 1.8 4.3 4.3 1.6 4.7 4.5 2.2 0.0 3.3 1.4 0.0 3.2
LnGrp Delay(d),s/veh 17.8 10.8 10.9 16.5 10.9 10.9 20.7 0.0 15.8 19.2 0.0 15.6
LnGrp LOS B B B B B B C B B B
Approach Vol, veh/h 906 923 387 339
Approach Delay, s/veh 11.8 11.6 17.6 16.6
Approach LOS B B B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 26.7 33.3 26.7 33.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 31.5 19.5 31.5
Max Q Clear Time (g_c+I1), s 14.6 21.1 12.6 18.9
Green Ext Time (p_c), s 1.9 7.7 2.4 8.9
Intersection Summary
HCM 2010 Ctrl Delay 13.2
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary 2035 Background AM.syn
2: City Park Avenue & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 76 777 141 39 304 75 44 69 96 74 63 37
Future Volume (veh/h) 76 777 141 39 304 75 44 69 96 74 63 37
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.84 1.00 0.95 0.99 0.97 0.99 0.97
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
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900
Adj Flow Rate, veh/h 90 948 181 63 362 119 88 95 139 101 89 40
Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Peak Hour Factor 0.84 0.82 0.78 0.62 0.84 0.63 0.50 0.73 0.69 0.73 0.71 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 446 1233 235 217 1116 360 569 263 384 472 471 211
Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.39 0.39 0.39 0.39 0.39 0.39
Sat Flow, veh/h 900 2868 547 496 2596 838 1244 673 985 1133 1206 542
Grp Volume(v), veh/h 90 584 545 63 245 236 88 0 234 101 0 129
Grp Sat Flow(s),veh/h/ln 900 1770 1645 496 1770 1664 1244 0 1659 1133 0 1749
Q Serve(g_s), s 3.7 14.1 14.1 6.2 4.6 4.7 2.5 0.0 5.0 3.5 0.0 2.4
Cycle Q Clear(g_c), s 8.4 14.1 14.1 20.3 4.6 4.7 4.9 0.0 5.0 8.5 0.0 2.4
Prop In Lane 1.00 0.33 1.00 0.50 1.00 0.59 1.00 0.31
Lane Grp Cap(c), veh/h 446 761 707 217 761 715 569 0 647 472 0 682
V/C Ratio(X) 0.20 0.77 0.77 0.29 0.32 0.33 0.15 0.00 0.36 0.21 0.00 0.19
Avail Cap(c_a), veh/h 446 761 707 217 761 715 569 0 647 472 0 682
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 12.3 12.1 12.1 20.8 9.4 9.5 11.7 0.0 10.8 13.8 0.0 10.0
Incr Delay (d2), s/veh 0.2 4.8 5.2 0.7 0.2 0.3 0.6 0.0 1.6 1.0 0.0 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 0.9 7.8 7.4 0.9 2.2 2.2 0.9 0.0 2.6 1.2 0.0 1.3
LnGrp Delay(d),s/veh 12.5 16.9 17.3 21.5 9.7 9.7 12.2 0.0 12.4 14.9 0.0 10.7
LnGrp LOS B B B C A A B B B B
Approach Vol, veh/h 1219 544 322 230
Approach Delay, s/veh 16.8 11.1 12.4 12.5
Approach LOS B B B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 24.0 26.0 24.0 26.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 21.5 19.5 21.5
Max Q Clear Time (g_c+I1), s 7.0 16.1 10.5 22.3
Green Ext Time (p_c), s 2.5 4.3 2.1 0.0
Intersection Summary
HCM 2010 Ctrl Delay 14.4
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary 2035 Background PM.syn
2: City Park Avenue & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 124 750 133 135 802 140 177 176 133 116 166 108
Future Volume (veh/h) 124 750 133 135 802 140 177 176 133 116 166 108
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.88 0.99 0.95 0.99 0.95
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
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900
Adj Flow Rate, veh/h 168 833 156 163 872 157 201 196 156 138 218 116
Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Peak Hour Factor 0.74 0.90 0.85 0.83 0.92 0.89 0.88 0.90 0.85 0.84 0.76 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 283 1495 280 298 1488 268 308 320 255 289 383 204
Arrive On Green 0.51 0.51 0.51 0.51 0.51 0.51 0.34 0.34 0.34 0.34 0.34 0.34
Sat Flow, veh/h 545 2941 551 565 2927 527 1026 938 746 1011 1121 597
Grp Volume(v), veh/h 168 501 488 163 527 502 201 0 352 138 0 334
Grp Sat Flow(s),veh/h/ln 545 1770 1722 565 1770 1684 1026 0 1684 1011 0 1718
Q Serve(g_s), s 18.0 11.7 11.7 16.7 12.5 12.5 11.0 0.0 10.4 7.9 0.0 9.5
Cycle Q Clear(g_c), s 30.5 11.7 11.7 28.3 12.5 12.5 20.5 0.0 10.4 18.3 0.0 9.5
Prop In Lane 1.00 0.32 1.00 0.31 1.00 0.44 1.00 0.35
Lane Grp Cap(c), veh/h 283 900 876 298 900 856 308 0 575 289 0 587
V/C Ratio(X) 0.59 0.56 0.56 0.55 0.59 0.59 0.65 0.00 0.61 0.48 0.00 0.57
Avail Cap(c_a), veh/h 283 900 876 298 900 856 308 0 575 289 0 587
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.59 0.59 0.59 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 21.3 10.1 10.1 19.8 10.3 10.3 24.9 0.0 16.4 24.1 0.0 16.1
Incr Delay (d2), s/veh 3.3 0.8 0.8 1.3 0.6 0.6 10.4 0.0 4.8 5.5 0.0 4.0
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 3.0 5.8 5.6 2.7 6.2 5.9 4.2 0.0 5.6 2.6 0.0 5.1
LnGrp Delay(d),s/veh 24.6 10.9 10.9 21.1 10.9 11.0 35.2 0.0 21.2 29.6 0.0 20.1
LnGrp LOS C B B C B B D C C C
Approach Vol, veh/h 1157 1192 553 472
Approach Delay, s/veh 12.9 12.3 26.3 22.9
Approach LOS B B C C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 25.0 35.0 25.0 35.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 30.5 20.5 30.5
Max Q Clear Time (g_c+I1), s 22.5 32.5 20.3 30.3
Green Ext Time (p_c), s 0.0 0.0 0.1 0.2
Intersection Summary
HCM 2010 Ctrl Delay 16.3
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary 2035 Total AM.syn
2: City Park Avenue & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 79 815 141 39 324 75 44 69 96 74 63 39
Future Volume (veh/h) 79 815 141 39 324 75 44 69 96 74 63 39
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.84 1.00 0.95 0.99 0.97 0.99 0.97
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
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900
Adj Flow Rate, veh/h 94 994 181 63 386 119 88 95 139 101 89 42
Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Peak Hour Factor 0.84 0.82 0.78 0.62 0.84 0.63 0.50 0.73 0.69 0.73 0.71 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 435 1246 226 206 1136 345 567 263 384 472 462 218
Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.39 0.39 0.39 0.39 0.39 0.39
Sat Flow, veh/h 881 2897 526 475 2641 801 1242 673 985 1133 1186 559
Grp Volume(v), veh/h 94 606 569 63 257 248 88 0 234 101 0 131
Grp Sat Flow(s),veh/h/ln 881 1770 1653 475 1770 1672 1242 0 1659 1133 0 1745
Q Serve(g_s), s 4.0 14.8 15.0 6.5 4.8 5.0 2.5 0.0 5.0 3.5 0.0 2.5
Cycle Q Clear(g_c), s 9.0 14.8 15.0 21.5 4.8 5.0 5.0 0.0 5.0 8.5 0.0 2.5
Prop In Lane 1.00 0.32 1.00 0.48 1.00 0.59 1.00 0.32
Lane Grp Cap(c), veh/h 435 761 711 206 761 719 567 0 647 472 0 681
V/C Ratio(X) 0.22 0.80 0.80 0.31 0.34 0.35 0.16 0.00 0.36 0.21 0.00 0.19
Avail Cap(c_a), veh/h 435 761 711 206 761 719 567 0 647 472 0 681
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 12.5 12.4 12.4 21.8 9.5 9.5 11.7 0.0 10.8 13.8 0.0 10.1
Incr Delay (d2), s/veh 0.2 5.9 6.5 0.8 0.2 0.3 0.6 0.0 1.6 1.0 0.0 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 1.0 8.3 7.9 0.9 2.4 2.3 0.9 0.0 2.6 1.2 0.0 1.3
LnGrp Delay(d),s/veh 12.8 18.3 18.9 22.5 9.7 9.8 12.3 0.0 12.4 14.9 0.0 10.7
LnGrp LOS B B B C A A B B B B
Approach Vol, veh/h 1269 568 322 232
Approach Delay, s/veh 18.1 11.2 12.4 12.5
Approach LOS B B B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 24.0 26.0 24.0 26.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.5 21.5 19.5 21.5
Max Q Clear Time (g_c+I1), s 7.0 17.0 10.5 23.5
Green Ext Time (p_c), s 2.5 3.8 2.1 0.0
Intersection Summary
HCM 2010 Ctrl Delay 15.2
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary 2035 Total PM.syn
2: City Park Avenue & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 130 818 133 135 874 140 177 176 133 116 166 114
Future Volume (veh/h) 130 818 133 135 874 140 177 176 133 116 166 114
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.88 0.98 0.95 0.98 0.94
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
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900
Adj Flow Rate, veh/h 176 909 156 163 950 157 201 196 156 138 218 123
Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0
Peak Hour Factor 0.74 0.90 0.85 0.83 0.92 0.89 0.88 0.90 0.85 0.84 0.76 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 278 1590 273 292 1583 261 271 298 237 259 348 196
Arrive On Green 0.53 0.53 0.53 0.53 0.53 0.53 0.32 0.32 0.32 0.32 0.32 0.32
Sat Flow, veh/h 506 2990 513 527 2977 492 1018 936 745 1009 1093 617
Grp Volume(v), veh/h 176 538 527 163 564 543 201 0 352 138 0 341
Grp Sat Flow(s),veh/h/ln 506 1770 1733 527 1770 1699 1018 0 1681 1009 0 1710
Q Serve(g_s), s 18.7 12.3 12.3 18.1 13.2 13.2 8.9 0.0 10.8 8.2 0.0 10.2
Cycle Q Clear(g_c), s 31.9 12.3 12.3 30.4 13.2 13.2 19.1 0.0 10.8 19.0 0.0 10.2
Prop In Lane 1.00 0.30 1.00 0.29 1.00 0.44 1.00 0.36
Lane Grp Cap(c), veh/h 278 941 922 292 941 903 271 0 535 259 0 544
V/C Ratio(X) 0.63 0.57 0.57 0.56 0.60 0.60 0.74 0.00 0.66 0.53 0.00 0.63
Avail Cap(c_a), veh/h 278 941 922 292 941 903 271 0 535 259 0 544
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.54 0.54 0.54 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 21.6 9.5 9.5 19.7 9.7 9.7 26.6 0.0 17.6 25.8 0.0 17.4
Incr Delay (d2), s/veh 4.6 0.8 0.9 1.3 0.6 0.6 16.6 0.0 6.2 7.6 0.0 5.4
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 3.2 6.0 5.9 2.7 6.4 6.2 4.5 0.0 5.9 2.8 0.0 5.5
LnGrp Delay(d),s/veh 26.2 10.3 10.3 21.0 10.2 10.3 43.3 0.0 23.8 33.5 0.0 22.8
LnGrp LOS C B B C B B D C C C
Approach Vol, veh/h 1241 1270 553 479
Approach Delay, s/veh 12.6 11.6 30.9 25.9
Approach LOS B B C C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 23.6 36.4 23.6 36.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.1 31.9 19.1 31.9
Max Q Clear Time (g_c+I1), s 21.1 33.9 21.0 32.4
Green Ext Time (p_c), s 0.0 0.0 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 16.9
HCM 2010 LOS B
HCM Unsignalized Intersection Capacity Analysis 2020 Total AM.syn
3: Private Access & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 674 14 22 246 23 43
Future Volume (Veh/h) 674 14 22 246 23 43
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.77 0.50 0.50 0.96 0.25 0.55
Hourly flow rate (vph) 875 28 44 256 92 78
Pedestrians 9 9 9
Lane Width (ft) 12.0 12.0 12.0
Walking Speed (ft/s) 3.5 3.5 3.5
Percent Blockage 1 1 1
Right turn flare (veh) 2
Median type TWLTL TWLTL
Median storage veh) 2 2
Upstream signal (ft) 822
pX, platoon unblocked
vC, conflicting volume 912 1123 470
vC1, stage 1 conf vol 898
vC2, stage 2 conf vol 225
vCu, unblocked vol 912 1123 470
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s) 5.8
tF (s) 2.2 3.5 3.3
p0 queue free % 94 73 85
cM capacity (veh/h) 736 335 531
Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1
Volume Total 583 320 44 128 128 170
Volume Left 0 0 44 0 0 92
Volume Right 0 28 0 0 0 78
cSH 1700 1700 736 1700 1700 619
Volume to Capacity 0.34 0.19 0.06 0.08 0.08 0.27
Queue Length 95th (ft) 0 0 5 0 0 28
Control Delay (s) 0.0 0.0 10.2 0.0 0.0 16.6
Lane LOS B C
Approach Delay (s) 0.0 1.5 16.6
Approach LOS C
Intersection Summary
Average Delay 2.4
Intersection Capacity Utilization 31.9% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 2020 Total PM.syn
3: Private Access & Elizabeth Street 10/27/2017
Synchro 9 Report
Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 670 55 91 725 52 86
Future Volume (Veh/h) 670 55 91 725 52 86
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.86 0.68 0.89 0.91 0.55 0.75
Hourly flow rate (vph) 779 81 102 797 95 115
Pedestrians 17 17 17
Lane Width (ft) 12.0 12.0 12.0
Walking Speed (ft/s) 3.5 3.5 3.5
Percent Blockage 2 2 2
Right turn flare (veh) 2
Median type TWLTL TWLTL
Median storage veh) 2 2
Upstream signal (ft) 812
pX, platoon unblocked 0.93
vC, conflicting volume 877 1456 464
vC1, stage 1 conf vol 836
vC2, stage 2 conf vol 620
vCu, unblocked vol 877 1344 464
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s) 5.8
tF (s) 2.2 3.5 3.3
p0 queue free % 86 69 78
cM capacity (veh/h) 753 310 527
Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1
Volume Total 519 341 102 398 398 210
Volume Left 0 0 102 0 0 95
Volume Right 0 81 0 0 0 115
cSH 1700 1700 753 1700 1700 685
Volume to Capacity 0.31 0.20 0.14 0.23 0.23 0.31
Queue Length 95th (ft) 0 0 12 0 0 32
Control Delay (s) 0.0 0.0 10.5 0.0 0.0 17.3
Lane LOS B C
Approach Delay (s) 0.0 1.2 17.3
Approach LOS C
Intersection Summary
Average Delay 2.4
Intersection Capacity Utilization 43.1% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 2035 Total AM.syn
3: Private Access & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 963 14 22 352 23 43
Future Volume (Veh/h) 963 14 22 352 23 43
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.77 0.50 0.50 0.96 0.25 0.55
Hourly flow rate (vph) 1251 28 44 367 92 78
Pedestrians 9 9 9
Lane Width (ft) 12.0 12.0 12.0
Walking Speed (ft/s) 3.5 3.5 3.5
Percent Blockage 1 1 1
Right turn flare (veh) 2
Median type TWLTL TWLTL
Median storage veh) 2 2
Upstream signal (ft) 822
pX, platoon unblocked
vC, conflicting volume 1288 1554 658
vC1, stage 1 conf vol 1274
vC2, stage 2 conf vol 280
vCu, unblocked vol 1288 1554 658
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s) 5.8
tF (s) 2.2 3.5 3.3
p0 queue free % 92 57 81
cM capacity (veh/h) 530 214 400
Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1
Volume Total 834 445 44 184 184 170
Volume Left 0 0 44 0 0 92
Volume Right 0 28 0 0 0 78
cSH 1700 1700 530 1700 1700 396
Volume to Capacity 0.49 0.26 0.08 0.11 0.11 0.43
Queue Length 95th (ft) 0 0 7 0 0 53
Control Delay (s) 0.0 0.0 12.4 0.0 0.0 25.8
Lane LOS B D
Approach Delay (s) 0.0 1.3 25.8
Approach LOS D
Intersection Summary
Average Delay 2.6
Intersection Capacity Utilization 39.9% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis 2035 Total PM.syn
3: Private Access & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 962 55 91 1040 52 86
Future Volume (Veh/h) 962 55 91 1040 52 86
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.86 0.68 0.89 0.91 0.55 0.75
Hourly flow rate (vph) 1119 81 102 1143 95 115
Pedestrians 17 17 17
Lane Width (ft) 12.0 12.0 12.0
Walking Speed (ft/s) 3.5 3.5 3.5
Percent Blockage 2 2 2
Right turn flare (veh) 2
Median type TWLTL TWLTL
Median storage veh) 2 2
Upstream signal (ft) 812
pX, platoon unblocked 0.87
vC, conflicting volume 1217 1969 634
vC1, stage 1 conf vol 1176
vC2, stage 2 conf vol 792
vCu, unblocked vol 1217 1820 634
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s) 5.8
tF (s) 2.2 3.5 3.3
p0 queue free % 82 55 72
cM capacity (veh/h) 560 213 408
Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1
Volume Total 746 454 102 572 572 210
Volume Left 0 0 102 0 0 95
Volume Right 0 81 0 0 0 115
cSH 1700 1700 560 1700 1700 470
Volume to Capacity 0.44 0.27 0.18 0.34 0.34 0.45
Queue Length 95th (ft) 0 0 17 0 0 57
Control Delay (s) 0.0 0.0 12.9 0.0 0.0 25.2
Lane LOS B D
Approach Delay (s) 0.0 1.1 25.2
Approach LOS D
Intersection Summary
Average Delay 2.5
Intersection Capacity Utilization 51.1% ICU Level of Service A
Analysis Period (min) 15
Kimley-Horn and Associates, Inc.
168450001 – The Hub
APPENDIX E
Queue Analysis Worksheets
Queues 2020 Total AM.syn
1: Shields Street & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 479 115 422 39 47 160 1410 12 866 174
v/c Ratio 0.70 0.34 0.73 0.21 0.35 0.39 0.63 0.05 0.46 0.19
Control Delay 41.1 42.8 17.4 32.7 40.6 10.6 14.7 8.8 18.1 3.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.1 42.8 17.4 32.7 40.6 10.6 14.7 8.8 18.1 3.2
Queue Length 50th (ft) 147 73 61 21 20 40 281 3 195 0
Queue Length 95th (ft) 148 72 83 31 11 73 361 5 293 32
Internal Link Dist (ft) 1229 111 371 498
Turn Bay Length (ft) 200 100 250 250 375
Base Capacity (vph) 697 345 644 354 293 479 2250 223 1899 916
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.69 0.33 0.66 0.11 0.16 0.33 0.63 0.05 0.46 0.19
Intersection Summary
Queues 2020 Total PM.syn
1: Shields Street & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 426 56 547 105 78 444 1452 14 1257 502
v/c Ratio 0.66 0.24 0.83 0.39 0.51 0.83 0.65 0.07 0.96 0.57
Control Delay 38.0 45.0 42.4 38.7 55.9 45.3 17.4 12.3 54.8 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.0 45.0 42.4 38.7 55.9 45.3 17.4 12.3 54.8 5.2
Queue Length 50th (ft) 117 36 269 63 50 271 321 4 ~522 0
Queue Length 95th (ft) 143 67 270 103 98 #478 556 7 #676 55
Internal Link Dist (ft) 1229 111 371 498
Turn Bay Length (ft) 200 100 250 250 375
Base Capacity (vph) 661 279 659 346 263 538 2243 211 1309 882
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.64 0.20 0.83 0.30 0.30 0.83 0.65 0.07 0.96 0.57
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.
Queues 2035 Total AM.syn
1: Shields Street & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 533 92 480 38 25 212 1659 9 1249 222
v/c Ratio 0.88 0.34 0.82 0.23 0.24 0.50 0.48 0.04 0.44 0.19
Control Delay 60.7 50.3 26.6 40.7 40.2 51.9 9.8 8.8 18.3 1.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.7 50.3 26.6 40.7 40.2 51.9 9.8 8.8 18.3 1.6
Queue Length 50th (ft) 192 65 126 23 10 81 197 2 206 0
Queue Length 95th (ft) 244 118 217 51 38 108 323 8 315 30
Internal Link Dist (ft) 1229 111 371 498
Turn Bay Length (ft) 200 100 250 250 375
Base Capacity (vph) 605 279 730 318 258 815 3475 217 2811 1164
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.88 0.33 0.66 0.12 0.10 0.26 0.48 0.04 0.44 0.19
Intersection Summary
Queues 2035 Total PM.syn
1: Shields Street & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 541 61 620 143 104 578 2115 10 1834 654
v/c Ratio 0.77 0.18 0.91 0.42 0.58 0.73 0.74 0.07 1.14 0.75
Control Delay 52.8 35.8 44.5 32.0 60.0 49.2 23.3 17.0 109.7 22.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.8 35.8 44.5 32.0 60.0 49.2 23.3 17.0 109.7 22.2
Queue Length 50th (ft) 191 34 261 78 73 214 417 3 ~626 273
Queue Length 95th (ft) 246 m57 #504 118 126 282 #703 12 #785 450
Internal Link Dist (ft) 1229 111 371 498
Turn Bay Length (ft) 200 100 250 250 375
Base Capacity (vph) 772 395 683 439 266 800 2847 149 1606 907
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.70 0.15 0.91 0.33 0.39 0.72 0.74 0.07 1.14 0.72
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.
Queues 2020 Total AM.syn
2: City Park Avenue & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 68 848 44 371 62 163 71 92
v/c Ratio 0.19 0.66 0.28 0.28 0.11 0.20 0.13 0.11
Control Delay 10.8 14.5 15.0 8.3 10.1 5.6 10.4 7.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 10.8 14.5 15.0 8.3 10.1 5.6 10.4 7.5
Queue Length 50th (ft) 12 92 8 27 10 11 12 10
Queue Length 95th (ft) 29 114 17 43 16 28 27 24
Internal Link Dist (ft) 742 1229 296 251
Turn Bay Length (ft) 100 75 75 75
Base Capacity (vph) 419 1480 181 1502 574 801 539 801
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 0.16 0.57 0.24 0.25 0.11 0.20 0.13 0.11
Intersection Summary
Queues 2020 Total PM.syn
2: City Park Avenue & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 127 779 114 809 141 246 96 243
v/c Ratio 0.74 0.58 0.63 0.60 0.28 0.30 0.19 0.29
Control Delay 40.0 14.7 30.5 18.7 14.7 10.1 13.8 11.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.0 14.7 30.5 18.7 14.7 10.1 13.8 11.0
Queue Length 50th (ft) 39 107 57 206 29 35 19 38
Queue Length 95th (ft) 57 113 m86 240 81 100 54 82
Internal Link Dist (ft) 732 1229 296 251
Turn Bay Length (ft) 100 75 75 75
Base Capacity (vph) 234 1819 248 1811 502 829 502 827
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 0.54 0.43 0.46 0.45 0.28 0.30 0.19 0.29
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues 2035 Total AM.syn
2: City Park Avenue & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 94 1175 63 505 88 234 101 131
v/c Ratio 0.27 0.81 0.43 0.34 0.18 0.34 0.22 0.18
Control Delay 11.7 18.0 20.8 8.3 11.2 10.4 11.9 8.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.7 18.0 20.8 8.3 11.2 10.4 11.9 8.0
Queue Length 50th (ft) 17 140 12 37 16 37 19 16
Queue Length 95th (ft) 39 177 24 58 21 58 36 31
Internal Link Dist (ft) 742 1229 296 251
Turn Bay Length (ft) 100 75 75 75
Base Capacity (vph) 360 1479 151 1510 496 694 453 728
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 0.26 0.79 0.42 0.33 0.18 0.34 0.22 0.18
Intersection Summary
Queues 2035 Total PM.syn
2: City Park Avenue & Elizabeth Street 10/30/2017
Synchro 9 Report
Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 176 1065 163 1107 201 352 138 341
v/c Ratio 0.97 0.58 0.83 0.60 0.85 0.60 0.61 0.58
Control Delay 80.8 10.6 50.0 13.8 54.0 18.6 31.5 19.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 80.8 10.6 50.0 13.8 54.0 18.6 31.5 19.3
Queue Length 50th (ft) 56 117 96 250 67 82 41 85
Queue Length 95th (ft) #128 168 m#177 305 #169 159 #99 123
Internal Link Dist (ft) 732 1229 296 251
Turn Bay Length (ft) 100 75 75 75
Base Capacity (vph) 182 1841 196 1832 237 589 228 583
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 0.97 0.58 0.83 0.60 0.85 0.60 0.61 0.58
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.
Kimley-Horn and Associates, Inc.
168450001 – The Hub
APPENDIX F
Conceptual Site Plan
29 206 235
Left
1
Thru
6
Right
7
Peds
8
Out In Total
36 22 58
Left
1
Thru
22
Right
0
Peds
106
OutTotal In
138 129 267
Peak Hour Begins at 04:30 PM
Pedestrian/Bicycle
Peak Hour Data
North
Morrison, CO 80465
199 46 245
Left
0
Thru
12
Right
10
Peds
4
Out In Total
4 26 30
Left
3
Thru
189
Right
0
Peds
89
OutTotal In
9 281 290
Peak Hour Begins at 08:00 AM
Pedestrian/Bicycle
Peak Hour Data
North
Morrison, CO 80465
1485 1541 3026
Left
296
Thru
30
Right
326
Out In Total
708 652 1360
Peak Hour Begins at 05:00 PM
Auto
Peak Hour Data
North
Morrison, CO 80465
Left
298
Thru
51
Right
258
OutTotal In
230 607 837
Peak Hour Begins at 07:45 AM
Auto
Peak Hour Data
North
Morrison, CO 80465
Out InTotal
22 142 164
Left
0
Thru
5
Right
2
Peds
33
Out In Total
25 40 65
Left
1
Thru
19
Right
0
Peds
30
OutTotal In
104 50 154
Peak Hour Begins at 05:00 PM
Pedestrian/Bicycle
Peak Hour Data
North
Morrison, CO 80465
17
Out InTotal
173 22 195
Left
0
Thru
2
Right
32
Peds
16
Out In Total
9 50 59
Left
1
Thru
136
Right
2
Peds
22
OutTotal In
6 161 167
Peak Hour Begins at 08:00 AM
Pedestrian/Bicycle
Peak Hour Data
North
Morrison, CO 80465
277 310 587
Left
77
Thru
459
Right
85
Out In Total
671 621 1292
Peak Hour Begins at 05:00 PM
Auto
Peak Hour Data
North
Morrison, CO 80465
47
Thru
478
Right
90
OutTotal In
225 615 840
Peak Hour Begins at 07:45 AM
Auto
Peak Hour Data
North
Morrison, CO 80465
282’
25’
450’
250’ DL
C
125’
300’ DL
250’
450’
Elizabeth/City Park
Eastbound Left
Westbound Left
Northbound Left
Southbound Left
100’/TWLTL
75’
75’
75’
57’
86’
81’
54’
100’/TWLTL
75’
75’
75’
128’
177’
169’
123’
100’/TWLTL
175’
175’
125’
Elizabeth/Access
Westbound Left
Northbound Approach
TWLTL
C
25’
32’
TWLTL
C
25’
57’
TWLTL
C
C = Continuous, TWLTL = Two-Way Left-Turn Lane, DL = Dual Lefts,
As shown in the table representing the queuing results, all anticipated queues are
accommodated or managed within existing turn bay lengths with project traffic in the 2020
horizon except for the northbound left turn at the Elizabeth Street/Shields Street intersection.
This storage length deficiency occurs with or without the addition of The Hub project traffic. The
northbound left turn lane at the Elizabeth Street and Shields Street intersection shows a need
for 475 feet of storage in 2020. However, due to the location of the University Avenue/Shields
Street intersection to the south, it is believed that this lane is not possible to be extended while
maintaining full turning movements at this intersection. The City of Fort Collins should monitor
traffic conditions at this intersection to determine if and when improvements are needed.