HomeMy WebLinkAboutEastMain_TIS_6_with_appendices
Traffic Impact Study
East Main Street Development
Bozeman, Montana
August 2016
East Main Street Development Traffic Impact Study
TABLE OF CONTENTS
Executive Summary ....................................................................................................... 1
Introduction ................................................................................................................ 2
Study Area ............................................................................................................... 2
Study Intersections .................................................................................................. 2
Methodology ............................................................................................................. 4
Data Collection ....................................................................................................... 4
Trip Generation ...................................................................................................... 4
Trip Distribution and Assignment ................................................................................. 4
Capacity Analysis .................................................................................................... 4
Signal Warrant Analysis ............................................................................................. 5
Turn Lane Warrant Analysis ........................................................................................ 5
Access Spacing Analysis ............................................................................................. 5
Existing Conditions ........................................................................................................ 6
Bicycle and Pedestrian Facilities .................................................................................... 7
Signal Warrant Analysis ................................................................................................ 7
Intersection Capacity Analysis Results .............................................................................. 8
2016 Development Scenario ............................................................................................. 9
Trip Generation ......................................................................................................... 9
Trip Distribution and Assignment .................................................................................. 10
Signal Warrant Analysis .............................................................................................. 16
Intersection Capacity Analysis Results ............................................................................ 22
Access Spacing Analysis .............................................................................................. 25
Other Access Spacing Considerations ............................................................................. 25
Queuing Analysis ...................................................................................................... 25
Bicycle and Pedestrian Facilities .................................................................................. 30
Recommendations ........................................................................................................ 31
East Main Street Development Traffic Impact Study
TABLE OF CONTENTS
Table of Figures
Figure 1 - Study Area ..................................................................................................... 2
Figure 2 - Preliminary Site Plan ......................................................................................... 3
Figure 3 - Study Methodology ........................................................................................... 4
Figure 4 - Existing Traffic Conditions .................................................................................. 6
Figure 5 - Existing Traffic Volumes ..................................................................................... 7
Figure 6 - Alternative 1 Trip Assignment ............................................................................ 11
Figure 7 - Alternative 2 Trip Assignment ............................................................................ 12
Figure 8 - Alternative 3 Trip Assignment ............................................................................ 13
Figure 9 - Alternative 4 Trip Assignment ............................................................................ 14
Figure 10 - Alternative 5 Trip Assignment .......................................................................... 15
Figure 11 - Alternative 1: 2016 Development Traffic Volumes ................................................. 17
Figure 12 - Alternative 2: 2016 Development Traffic Volumes ................................................. 18
Figure 13 - Alternative 3: 2016 Development Traffic Volumes ................................................. 19
Figure 14 - Alternative 4: 2016 Development Traffic Volumes ................................................. 20
Figure 15 - Alternative 5: 2016 Development Traffic Volumes ................................................. 21
Figure 16 – Alt 1 Anticipated Queuing ............................................................................... 26
Figure 17 - Alt 2 Anticipated Queuing ............................................................................... 27
Figure 18 - Alt 3 & Alt 4 Anticipated Queuing ...................................................................... 28
Figure 19 - Alt 5 Anticipated Queuing ............................................................................... 29
Table of Tables
Table 1 - Highway Capacity Manual Level of Service Thresholds ................................................. 5
Table 2 - Bozeman City Code Access Spacing Requirements ...................................................... 5
Table 3 - Existing Intersection Capacity Analysis Results .......................................................... 8
Table 4 - Development Trip Generation Summary .................................................................. 9
Table 5 - Development Trips by Land Use Category ................................................................ 9
Table 6 - Development Trip Origin/Distribution Summary ....................................................... 10
Table 7 - 2016 Development Scenario Intersection Capacity Analysis Results ............................... 22
Table 8 – Alternatives’ Benefit & Weakness Summary ............................................................ 24
Appendix
Appendix A – Turning Movement Counts
Appendix B – Capacity Analysis Worksheets
Appendix C – Signal Warrant Analysis
East Main Street Development Traffic Impact Study 1
EXECUTIVE SUMMARY
This traffic study was completed for the proposed East Main Street development in Bozeman, Montana.
Two traffic scenarios were evaluated for the proposed development. These scenarios include: Existing
Conditions and 2016 Development Conditions. The following recommendations for the study roadways
are based upon the results of the analyses completed for each scenario.
Signalization of the Haggerty Lane and East Main Street intersection is recommended as it would
reduce delay and improve LOS under both existing and development conditions. Signalization would
greatly improve the northbound approach from LOS “F” under existing PM peak hour stop-controlled
conditions to LOS “D” under development PM peak signalized conditions. If this intersection was left
unsignalized, it would result in higher delays and operate at LOS “F”.
Analyses were performed for the following site access alternatives:
• Alternative 1: Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane
• Alternative 2: Full accesses off of Highland Boulevard and Haggerty Lane (no development
access on East Main Street)
• Alternative 3: Restricted access right-in and right-out (RIRO) off of Highland Boulevard, Full
accesses off East Main Street and Haggerty Lane
• Alternative 4: Restricted access RIRO off of Highland Boulevard and East Main Street, Full
access off of Haggerty Lane
• Alternative 5: Restricted access off Highland Boulevard right-in and right and left-out (RIRLO)
and East Main Street left and right-in and right out (LRIRO), Full access off of Haggerty Lane
Based on the analysis conducted on five alternatives for access to the development, it is recommended
that Alternative 5 be advanced as the preferred alternative. Improvements to the northbound left turn
at Highland Boulevard and East Main Street are needed, and double left turn lanes should be installed.
Alternative 5 provides good traffic operations for all adjacent roadways and provides slightly less
access restrictions than Alternative 4. Access to and from the development is superior to Alternative 4
as traffic to and from all directions has good options for entering and leaving the site.
The proposed site plan shows how sidewalks are proposed to connect to building and parking areas
within the development. The site plan also shows sidewalks proposed along Highland Boulevard, East
Main Street and Haggerty Lane which may connect to existing and future sidewalk facilities off-site. It
is recommended that sidewalks be installed as is shown in the proposed site plan.
Concerns have been voiced by local citizens regarding safety for pedestrians and bicyclists crossing
Highland Boulevard. It is recommended that these crossings be promoted to occur at the north
approach for the Highland Boulevard and East Curtiss Street intersection. Safety at this crossing should
be enhanced using appropriate pedestrian crossing signs and markings, ADA accessible ramps, and
installation of Rectangular Rapid Flashing Beacons. Crossings may also continue to be promoted at the
East Main Street traffic signal along with the existing crossing further south along Highland Boulevard.
East Main Street Development Traffic Impact Study 2
INTRODUCTION
The purpose of this study is to identify traffic operations or safety issues that could be triggered by the
addition of traffic related to the proposed East Main Street development in Bozeman, Montana. This
report has been developed to provide technically sound mitigation options to development-related
issues identified during the analysis process. This traffic impact study assumes the proposed
development will be constructed in 2016.
Study Area
This study was completed for the traffic impacts corresponding to the proposed development. Initial
plans indicate three new buildings on the site including a grocery store, retail shops, office spaces, and
residential spaces. The proposed development site is located on the south side of East Main Street,
between Highland Boulevard and Haggerty Lane in Bozeman, Montana. The surrounding land is of
mixed usage with businesses along the north side of East Main Street, a residential neighborhood to the
west, and a softball field complex to the south. The proposed development location and latest site
plan can be seen in Figure 1 and Figure 2 respectively.
East Main Street is classified as a principal arterial, Highland Boulevard and Haggerty Lane are
classified as minor arterials. Under current conditions, East Main Street has a posted speed limit of 40
MPH, Highland Boulevard and Haggerty Lane have a 35 MPH posted speed limit and all other roadways
within the study area operate under a 25 MPH speed limit.
Study Intersections
The following intersections were evaluated within this study (see Figure 1):
1. Highland Boulevard and East Main Street – Currently signalized
2. Highland Boulevard and East Curtiss Street – Currently two-way stop controlled on East Curtiss Street
3. Haggerty Lane and East Main Street – Currently two-way stop controlled on Haggerty Lane
4. Cypress Street and East Main Street – Currently two-way stop controlled on Cypress Street
Figure 1 - Study Area
East Main Street Development Traffic Impact Study 3
Figure 2 - Preliminary Site Plan
East Main Street Development Traffic Impact Study 4
Methodology
Within this study, the following traffic
conditions were analyzed to evaluate traffic
impacts of the proposed development:
2016 Existing Conditions – Existing Conditions
based on field collected data prior to proposed
development
2016 Conditions with Development Traffic –
Traffic Conditions expected with construction of
proposed development
Mitigation Strategies – Possible improvements
identified to mitigate development-related
deficiencies
Figure 3, to the right, illustrates the planning
process used within this study.
Data Collection
Weekday AM and PM peak hour turning movements collected at study intersections in October 2015
were provide with the exception of Highland Boulevard and East Curtiss Street with was collected by
KLJ in May 2016. Average daily traffic volumes (ADT) within the study area were obtained from the
Montana Department of Transportation (MDT).
Trip Generation
Site-generated volumes were estimated using the Institute of Transportation Engineers’ Trip
Generation Manual.
Trip Distribution and Assignment
Trip distribution refers to the origin for entering trips and the destination for exiting trips to and from
the proposed site. Trip assignment is the designated routing of trips between origin and destination.
Both origins and destination for trips generated by the proposed site were estimated based on average
daily traffic volumes obtained from MDT. Trips were assigned to the existing road network based upon
engineering judgement, estimating the most ideal and reasonable route between origins and
destination.
Capacity Analysis
Capacity analyses were performed using the Synchro 9 software, which implements an analysis
methodology based on that in the Highway Capacity Manual to determine intersection delay and level
of service. Level of service (LOS) is the qualitative measure of operational performance of
transportation infrastructure using grades ranging from “A” to “F”, with “A” being the optimal level of
service and “F” indicating breakdown of traffic flow. A breakdown of the HCM grading scale can be
seen in Table 1.
•Data Collection
•Capacity Analysis•Signal Warrant Alanysis
2016 Existing Conditions
•Trip Generation, Distribution, and Assignment
•Capacity Analysis
•Signal Warrant Analysis
•Access Spacing Analysis
2016 Conditions with Development Traffic
Mitigaion Strategies
Figure 3 - Study Methodology
East Main Street Development Traffic Impact Study 5
For intersection analyses within this study, intersection operations at LOS “C” or better are to be
considered to be acceptable.
Table 1 - Highway Capacity Manual Level of Service Thresholds
Signal Warrant Analysis
At all unsignalized study intersections, KLJ performed signal warrant analyses in accordance with
guidelines in the 2009 Manual on Traffic Control Devices.
Turn Lane Warrant Analysis
MDT turn lane warrants were analyzed at all study intersections. Turn lanes will be considered based
on the results of operational analyses.
Access Spacing Analysis
The minimum access spacing found in the Bozeman City Code can be seen in Table 2. For the purposes
of this study, queues from the capacity analysis will be used to determine whether there will be
potential issues with proposed access spacing. Access spacing analyses were performed for
development accesses off Highland Boulevard, East Main Street and Haggerty Lane.
Table 2 - Bozeman City Code Access Spacing Requirements
Access Located on
Arterial Streets
Access Located on
Collector Streets
Average Spacing In All Districts In All Districts
Partial Access1 315'150'
Full Access2 660'330'
Minimum Seperation 315'150'
1: Partial access includes right turn in and out only
2: Full access allows all turn movements, in and out
Signalized Unsignalized
≤ 10 ≤ 10 A F
> 10-20 > 10-15 B F
> 20-35 > 15-25 C F
> 35-55 > 25-35 D F
> 55-80 > 35-50 E F
> 80 > 50 F F
Control Delay (sec/veh)Volume
<
Capacity
Volume
>
Capacity
East Main Street Development Traffic Impact Study 6
EXISTING CONDITIONS
Analyses performed for the existing transportation network traffic scenario include the identification of
existing roadway/traffic characteristics, signal warrant analysis, and turn lane warrant analysis.
Existing daily traffic volumes can be seen in Figure 4. Intersection geometries and peak hour traffic
volumes can be seen in Figure 5.
Figure 4 - Existing Traffic Conditions
East Main Street Development Traffic Impact Study 7
Figure 5 - Existing Traffic Volumes
Bicycle and Pedestrian Facilities
On-street bicycle facilities are located on both sides of the East Main Street and Haggerty Lane
roadways. Sidewalks running along East Main Street conclude at Highland Boulevard on the southern
side and between Highland Boulevard and Haggerty Lane on the northern side. A shared-use path runs
along the western side of Highland Boulevard.
Signal Warrant Analysis
Unsignalized intersections within the study area were analyzed to determine if installation of traffic
signalization would be warranted per guidelines published in the Manual on Uniform Traffic Control
Devices (MUTCD). The eight-hour warrant, four-hour warrant, and peak hour warrants were analyzed
for this study.
The four-hour volume warrant and peak hour volume warrant were met at the intersection of Haggerty
Lane and East Main Street under existing traffic conditions. All other unsignalized study intersections
do not meet signal warrants under background traffic conditions. Signal warrant analysis results are
found in Appendix C.
East Main Street Development Traffic Impact Study 8
Intersection Capacity Analysis Results
Intersection capacity analyses were performed for existing weekday AM peak hour and PM peak hour
traffic conditions at all study intersections. Intersection capacity analysis spreadsheets are found in
Appendix B. The Haggerty Lane and East Main Street intersection along with the Highland Boulevard
and East Main Street intersection were found to currently operate below acceptable MDT standards.
(See Table 3)
The Highland Boulevard and East Main Street intersection currently operates at an overall LOS “B”
during the AM peak hour and LOS ”C” during the PM peak hour. However, deficiencies are experienced
with an overall LOS “D” reached for the PM peak hour on the northbound approach. The LOS for the
northbound left turning vehicles is at LOS “F”.
The intersection of Haggerty Lane and East Main Street currently operates at an overall LOS “A” during
the AM peak hour and LOS ”B” during the PM peak hour. Deficiencies are experienced on the
northbound and southbound approaches during both AM and PM peak hour operations.
Table 3 - Existing Intersection Capacity Analysis Results
East Main Street Development Traffic Impact Study 9
2016 DEVELOPMENT SCENARIO
The 2016 development scenario analyses were performed for conditions with site generated traffic
added to the existing transportation network traffic. Analyses performed for this scenario include trip
generation, distribution, and assignment, signal warrant analysis, turn lane warrant analysis, and
access spacing analysis. These analyses were performed for the following site access alternatives:
• Alternative 1: Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane
• Alternative 2: Full accesses off of Highland Boulevard and Haggerty Lane (no development
access on East Main Street)
• Alternative 3: Restricted access right-in and right-out (RIRO) off of Highland Boulevard, Full
accesses off East Main Street and Haggerty Lane
• Alternative 4: Restricted access RIRO off of Highland Boulevard and East Main Street, Full
access off of Haggerty Lane
• Alternative 5: Restricted access off Highland Boulevard right-in and right and left-out (RIRLO)
and East Main Street left and right-in and right out (LRIRO), Full access off of Haggerty Lane
The intersection of Haggerty Lane and East Main Street was analyzed as a signalized intersection for
each site access alternative as it was found to meet signalization warrants under existing peak hour
conditions.
Trip Generation
Site generated traffic was estimated using the Institute of Transportation Engineers’ (ITE) Trip
Generation Manual. Applying the applicable ITE land use categories, daily, AM and PM Peak hour trips
were calculated for the proposed development as seen in Table 4 and Table 5.
Table 4 - Development Trip Generation Summary
Square
Footage
Independent
Variable
Trip
Generation
Rate
AM Peak Hr
Trips
(avg.)
Trip
Generation
Rate
PM Peak Hr
Trips
(avg.)
Trip
Generation
Rate
Weekday
Trips
(avg.)
Trip
Generation
Rate
Weekday
Trips
(min.)
33000 1000 sf 1.56 51 1.49 49 11.03 364 3.58 118
10800 1000 sf 10.81 117 9.85 106 127.15 1373 73.51 794
12 units 0.46 6 0.58 7 6.59 79 5.10 0
3000 1000 sf 2.39 7 3.57 11 36.13 108 23.16 69
12404 1000 sf 1.80 22 1.74 22 11.65 145 5.33 66
17000 1000 sf 0 2.71 46 44.32 753 21.30 362
23736 1000 sf 3.41 81 9.48 225 102.24 2427 68.65 1629
2991 1000 sf 0.30 1 0.32 1 3.56 11 1.51 5
102943 285 467 5260 3044
General Office Building
High-Turnover (Sit-Down) Restaurant
Low Rise Apartment
Land Use Category
Development Totals by Land Use Category
Medical -Dental Office Building
Single Tenant Office Building
Specialty Retail Center
Supermarket
Warehousing
Entering Leaving Entering Leaving Entering Leaving
General Office Building 45 6 8 41 182 182
High-Turnover (Sit-Down) Restaurant 64 53 64 43 687 687
Low Rise Apartment 1 4 5 2 40 40
Medical -Dental Office Building 6 2 4 7 54 54
Single Tenant Office Building 20 2 3 18 72 72
Specialty Retail Center 0 0 26 20 332 422
Supermarket 50 31 115 110 1213 1213
Warehousing 1 0 0 1 5 5
Total 187 98 224 242 2585 2675
Land Use Type
Trips
AM PM Weekday
Table 5 - Development Trips by Land Use Category
East Main Street Development Traffic Impact Study 10
Trip Distribution and Assignment
Trip distribution refers to the origin for entering trips and the destination for exiting trips to and from
the proposed site. The origins and destinations for site generated traffic were estimated based on
existing average daily traffic on functionally classified roadways in the study area. Estimated site
generated trip distribution can be seen in Table 6.
Table 6 - Development Trip Origin/Distribution Summary
Trip assignment is the designated routing of trips between origin and destination. Trips were assigned
to the existing road network based on engineering judgement, estimating the most ideal and
reasonable route between origins and destination. It is assumed that most traffic to and from the
proposed development site will use major roadways and avoid unclassified roadways, as roads provide
the most direct route to the site. The assumptions seen in Figure 6, Figure 7, Figure 8, Figure 9, and
Figure 10 were applied in order to estimate trip assignments within the study area.
Entering Exiting Entering Exiting
E Main St (W of Site)12680 40.1%75 39 90 97
E Main St (E of Site)7440 23.6%44 23 53 57
Highland Blvd 8640 27.4%51 27 61 66
Haggerty Ln 2830 9.0%17 9 20 22
31590
Trip Origin/Destination %Origin/Destination
ADT
AM PM
East Main Street Development Traffic Impact Study 11
Alternative 1 - Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane
Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips
o Route: E Main St to Highland Blvd Access (50% of trips from this origin/destination)
o Route: E Main St to E Main St Access (50% of trips from this origin/destination)
Origin/Destination E Main St East of Proposed Site – 23.6% of site generated trips
o Route: E Main St to Haggerty Ln Access (50% of trips from this origin/destination)
o Route: E Main St to E Main St Access (50% of trips from this origin/destination)
Origin/Destination Highland Blvd – 27.4% of site generated trips
o Route: Highland Blvd to Highland Blvd Access (100% of trips from this
origin/destination)
Origin/Destination Haggerty Ln – 9.0% of site generated trips
o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination)
Figure 6 - Alternative 1 Trip Assignment
East Main Street Development Traffic Impact Study 12
Alternative 2 - Full accesses off of Highland Boulevard and Haggerty Lane (no development access
on East Main Street)
Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips
o Route: E Main St to Highland Blvd Access (100% of trips from this origin/destination)
Origin/Destination E Main St East of Proposed Site – 23.6% of site generated trips
o Route: E Main St to Haggerty Ln Access (100% of trips from this origin/destination)
Origin/Destination Highland Blvd – 27.4% of site generated trips
o Route: Highland Blvd to Highland Blvd Access (100% of trips from this
origin/destination)
Origin/Destination Haggerty Ln – 9.0% of site generated trips
o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination)
Figure 7 - Alternative 2 Trip Assignment
East Main Street Development Traffic Impact Study 13
Alternative 3 - Restricted access (RIRO) off of Highland Boulevard, Full accesses off East Main
Street and Haggerty Lane
Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips
o Route: E Main St to Highland Blvd Access (50% of entering trips from this
origin/destination)
o Route: E Main St to E Main St Access (50% of entering trips and 100% of exiting trips
from this origin/destination)
Origin/Destination E Main St East of Proposed Site – 23.6% of site generated trips
o Route: E Main St to Haggerty Ln Access (50% of trips from this origin/destination)
o Route: E Main St to E Main St Access (50% of trips from this origin/destination)
Origin/Destination Highland Blvd – 27.4% of site generated trips
o Route: Highland Blvd to Highland Blvd Access (100% of entering trips from this
origin/destination)
o Route: Highland Blvd to East Main Street Access (50% of exiting trips from this
origin/destination)
o Route: Highland Blvd to Haggerty Lane Access (50% of exiting trips from this
origin/destination)
Origin/Destination Haggerty Ln – 9.0% of site generated trips
o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination)
Figure 8 - Alternative 3 Trip Assignment
East Main Street Development Traffic Impact Study 14
Alternative 4 - Restricted access (RIRO) off of Highland Boulevard and East Main Street, Full access
off of Haggerty Lane
Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips
o Route: E Main St to Highland Blvd Access (100% of exiting trips from this
origin/destination)
o Route: E Main St to E Main St Access (100% of entering trips from this
origin/destination)
Origin/Destination E Main St East of Proposed Site – 23.6% of site generated trips
o Route: E Main St to Haggerty Ln Access (100% of entering trips from this
origin/destination, 50% of exiting trips from this origin/destination)
o Route: E Main St to E Main St Access (50% of exiting trips from this origin/destination)
Origin/Destination Highland Blvd – 27.4% of site generated trips
o Route: Highland Blvd to Highland Blvd Access (100% of entering trips from this
origin/destination)
o Route: Highland Blvd to Haggerty Lane Access (100% of exiting trips from this
origin/destination)
Origin/Destination Haggerty Ln – 9.0% of site generated trips
o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination)
Figure 9 - Alternative 4 Trip Assignment
East Main Street Development Traffic Impact Study 15
Alternative 5 - Restricted access off of Highland Boulevard (RIRLO) and East Main Street (LRIRO),
Full access off of Haggerty Lane
Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips
o Route: E Main St to Highland Blvd Access (50% of entering trips from this
origin/destination, 100% of exiting trips from this origin/destination)
o Route: E Main St to E Main St Access (50% of entering trips from this origin/destination)
Origin/Destination E Main St East of Proposed Site – 23.6% of site generated trips
o Route: E Main St to Haggerty Ln Access (50% of trips from this origin/destination)
o Route: E Main St to E Main St Access (50% of trips from this origin/destination)
Origin/Destination Highland Blvd – 27.4% of site generated trips
o Route: Highland Blvd to Highland Blvd Access (100% of trips from this
origin/destination)
Origin/Destination Haggerty Ln – 9.0% of site generated trips
o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination)
Figure 10 - Alternative 5 Trip Assignment
East Main Street Development Traffic Impact Study 16
Signal Warrant Analysis
Peak hour turning movement volumes including both development generated traffic and existing traffic
volumes can be seen in Figure 11, Figure 12, Figure 13, Figure 14 and Figure 15. These volumes
were used in the signal warrant analyses for each development scenario.
The eight-hour volume, four-hour volume and peak hour volume warrants were met at the intersection
of Haggerty Lane and East Main Street under development traffic conditions. The four-hour and peak
hour volume warrants were also met under background traffic conditions. If left unsignalized this
intersection is expected to operate at LOS “F” during peak hour operations.
No other unsignalized study intersections warranted signalization under development traffic conditions.
East Main Street Development Traffic Impact Study 17
Figure 11 - Alternative 1: 2016 Development Traffic Volumes
East Main Street Development Traffic Impact Study 18
Figure 12 - Alternative 2: 2016 Development Traffic Volumes
East Main Street Development Traffic Impact Study 19
Figure 13 - Alternative 3: 2016 Development Traffic Volumes
East Main Street Development Traffic Impact Study 20
Figure 14 - Alternative 4: 2016 Development Traffic Volumes
East Main Street Development Traffic Impact Study 21
Figure 15 - Alternative 5: 2016 Development Traffic Volumes
East Main Street Development Traffic Impact Study 22
Intersection Capacity Analysis Results
Intersection capacity analyses were performed for weekday AM peak hour and PM peak hour traffic
conditions at all study intersections under the 2016 completed development scenario. (See Table 7)
Capacity analyses were performed for the following site access alternatives:
• Alternative 1: Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane
• Alternative 2: Full accesses off of Highland Boulevard and Haggerty Lane (no development
access on East Main Street)
• Alternative 3: Restricted access (RIRO) off of Highland Boulevard, Full accesses off East Street
and Haggerty Lane
• Alternative 4: Restricted access (RIRO) off of Highland Boulevard and East Main Street, Full
access off of Haggerty Lane
• Alternative 5: Restricted access off of Highland Boulevard (RIRLO) and East Main Street
(LRIRO), Full access off of Haggerty Lane
Table 7 - 2016 Development Scenario Intersection Capacity Analysis Results
Existing Alternative
1
Alternative
2
Alternative
3
Alternative
4
Alternative
5
Alternative
5#
Alternative
5*
Overall Overall Overall Overall Overall Overall Overall Overall
B C C C C C C B
14.0 23.5 25.1 25.0 26.0 25.8 26.0 19.6
C D D D D D D C
21.3 37.4 48.2 38.2 48.7 48.7 48.7 24.8
A A A A A A A A
0.5 0.9 0.9 1.0 0.9 0.9 0.9 1.0
A A A A A A A A
1.0 1.3 1.3 1.3 1.3 1.3 1.3 1.3
A A A A A A A A
0.4 0.7 0.7 0.7 0.7 0.7 0.7 0.7
A A A A A A A A
0.2 0.4 0.4 0.4 0.4 0.4 0.4 0.4
A A A A A A C A
2.9 7.7 8.3 7.7 7.8 7.7 16.0 7.7
B C C C C C F C
12.1 22.8 28.8 22.8 27.1 22.2 1540.9 22.2
A A A A A A
0.3 0.4 0.1 0.1 0.1 0.1
A A A A A A
1.0 1.1 0.3 0.4 0.4 0.4
A A A A A A A
1.0 1.6 0.2 0.3 0.7 0.7 0.7
A A A A A A A
1.5 2.6 0.6 1.2 1.6 1.6 1.6
A A A A A A A
0.9 1.2 1.1 1.3 0.9 0.9 0.9
A A A A A A A
2.0 3.0 2.2 2.3 2.0 2.0 2.0
# Alternative 5 with Two-way stop controlled Haggerty Ln and Main St intersection
* Alternative 5 with double northbound left-turn lanes at Highland Blvd and Main St intersection
Highland Boulevard
&
East Curtiss Street
AM Peak
PM Peak
Intersection Time
Period
East Main Street
&
Highland Boulevard
AM Peak
PM Peak
East Main Street
&
Cypress Street
AM Peak
PM Peak
East Main Street
&
Haggerty Lane
AM Peak
PM Peak
Development Access
&
Haggerty Lane
AM Peak
PM Peak
Development Access
&
East Main Street
AM Peak
PM Peak
Development Access
&
Highland Boulevard
AM Peak
PM Peak
East Main Street Development Traffic Impact Study 23
As seen in Table 7, the intersection of Highland Boulevard and Main Street is expected to operate
deficiently during PM peak hour operations under all single northbound turn-lane scenarios. The
northbound approach is expected to operate at LOS “D”, with the northbound left-turn movements
operating at LOS “F”. Provision of double left turn lanes improves overall intersection LOS to LOS “C”,
with northbound left turns operating at LOS “C”.
Haggerty Lane and East Main Street westbound left-turn movements also experienced deficient levels
of delay (LOS “D”) under all signal-controlled scenarios.
A summary of the proposed alternatives’ benefits and weaknesses (associated with how well each of
the site accesses would perform) is provided in Table 8. Detailed capacity analysis results are provided
in Appendix B.
East Main Street Development Traffic Impact Study 24
Table 8 – Alternatives’ Benefit & Weakness Summary
Benefits Weaknesses
Alternative 1
Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane
• Full accesses off East Main Street,
Highland Boulevard, and Haggerty Lane.
• Highland Boulevard access westbound left-turn
movements experience 27.8 s delay (LOS “D”)
during PM peak hour conditions.
Alternative 2
Full accesses off of Highland Boulevard and Haggerty Lane (no development access on East Main Street)
• No private access onto East Main Street • Highland Boulevard access westbound left-turn
movements experience 25.9 s delay (LOS “D”)
during PM peak hour conditions and 33.3s delay
(LOS “D”) during PM peak hour conditions.
• Haggerty Lane and East Main Street intersection
northbound approach experience 37.3 s delay
(LOS “D”) during PM peak hour conditions.
• No access from East Main Street.
Alternative 3
Restricted access (RIRO) off of Highland Boulevard, Full accesses off East Main Street and Haggerty Lane
• Highland Boulevard and East Curtiss Street
intersection eastbound approach experience 25.2
s delay (LOS “D”) during AM peak hour
conditions.
Alternative 4
Restricted access (RIRO) off of Highland Boulevard and East Main Street, Full access off of Haggerty Lane
• Access for development traffic wanting to head
south on Highland Boulevard is convoluted due to
left turns prohibited from exiting the Highland
Road and East Main Street accesses.
• Access into the development for cars travelling
west on East Main is limited to Haggerty Lane.
• Haggerty Lane and East Main Street intersection
northbound approach experience 41.1s delay
(LOS “D”) during PM peak hour conditions.
Alternative 5
Restricted access off of Highland Boulevard (RIRLO) and East Main Street (LRIRO), Full access off of Haggerty Lane
• Resolves weaknesses attributed to
Alternative 4.
• Restricted access configurations require special
median or channelization treatments to control
traffic movements. These can increase
maintenance.
• Haggerty Lane and East Main Street intersection
northbound approach experiences 44.0 s delay
(LOS “D”) during PM peak hour conditions.
Legend
RIRO: Right-in, Right-out Access Control
RIRLO: Right-in, Right/Left-out Access Control
LRIRO: Left/Right-in, Right-out Access Control
East Main Street Development Traffic Impact Study 25
Access Spacing Analysis
The proposed site plan shows single accesses centrally located in the development connecting to
Highland Boulevard and East Main Street. This equates to one new access onto Highland Boulevard and
four fewer accesses onto East Main Street. Two accesses are proposed onto Haggerty Lane, which
matches the number of accesses present at this time. The northern access onto Haggerty Lane is
proposed to be moved south to provide further separation from the Main Street intersection. No access
connection from the development to the existing private road across from East Curtiss Street is being
proposed due to grade issues.
The existing 465 feet of frontage on East Main Street between Highland Boulevard and Haggerty Lane
only allows 213 feet and 237 feet between accesses under the current site plan (See Figure 2). This
does not provide the minimum access spacing distance prescribed by Bozeman city code. According to
the code, development access would require 660 feet for a full access or 315 feet for a partial access.
A Highland Boulevard access requires 660 feet of spacing distance for a full access or 315 feet of
spacing distance for a partial accesses under city code. A distance of approximately 545 feet is
available between East Main Street and East Curtiss Street. The proposed access provides 327 feet of
separation from East Main Street and 197 feet of separation from East Curtiss Street. Assuming partial
access, it is possible to satisfy the minimum spacing requirements between a Highland Boulevard
development access and East Main street, however, this access would fail to meet minimum spacing
requirements with East Curtiss Street.
The proposed full accesses on Haggerty Lane do not meet the minimum 660 feet spacing for full access
or the 315 feet spacing for partial access on arterial streets. One planned access is located
approximately 146 feet south of East Main Street and the proposed J & H Inc. access is located only 32
feet north of the alley and 60 feet south of the other proposed site access.
The Haggerty Lane accesses were analyzed as a single access. The Haggerty Lane access was evaluated
to determine the level of benefit that could be seen by using left and right turn lanes. Left and Right
turn lanes at the Haggerty exit only reduce delay from 12.0 to 11.4 s. The northbound lane only
experiences 1.2 seconds of total delay and 3.0 seconds delay for left turning vehicles. Therefore,
insufficient benefit was realized by the addition of left and right turn lanes at the driveway for the
development. Proposed development access spacing can be seen in Figure 2.
Other Access Spacing Considerations
Aside from concerns regarding access to the proposed development, there are other private accesses
across from the development and along both Highland Boulevard and East Main Street (See Figure 1).
These private accesses currently have full access and do not meet minimum access spacing distances
found in the Bozeman city code. If access to the proposed development were to be restricted, many of
these existing establishments could have impacts to their own level of access.
Queuing Analysis
Queues from the capacity analysis were used to determine whether there will be potential issues with
proposed access spacing. Under average peak hour queuing conditions the proposed development
accesses are not expected to experience any blockage. However, under 95th percentile queuing
conditions access blockages become an issue for the following turning movements:
• Right-turning vehicles entering and exiting at the Highland Boulevard access. This is resolved if
the northbound left turn lane becomes a double left.
• Left-turning vehicles entering and exiting at the Haggerty Lane accesses
• All vehicles exiting at the East Main Street access.
East Main Street Development Traffic Impact Study 26
• Left-turning vehicles entering the East Main Street access
Anticipated average and 95th percentile queues at the study intersections are shown in Figure 16-
Figure 19. Full queuing details can be found in Appendix B.
Figure 16 – Alt 1 Anticipated Queuing
East Main Street Development Traffic Impact Study 27
Figure 17 - Alt 2 Anticipated Queuing
East Main Street Development Traffic Impact Study 28
Figure 18 - Alt 3 & Alt 4 Anticipated Queuing
East Main Street Development Traffic Impact Study 29
Figure 19 - Alt 5 Anticipated Queuing
East Main Street Development Traffic Impact Study 30
Bicycle and Pedestrian Facilities
On-street bicycle facilities are currently located on both sides of the East Main Street and Haggerty
Lane roadways. Sidewalks running along East Main Street conclude at Highland Boulevard on the
southern side and between Highland Boulevard and Haggerty Lane on the northern side. A shared-use
path runs along the western side of Highland Boulevard.
The proposed site plan shows how sidewalks are proposed to connect to building and parking areas
within the development. The site plan also shows sidewalks proposed along Highland Boulevard, East
Main Street and Haggerty Lane which may connect to existing and future sidewalk facilities off-site.
Concerns have been voiced by local citizens regarding safety for pedestrians and bicyclists crossing
Highland Boulevard. It is recommended that these crossings be promoted to occur at the north
approach for the Highland Boulevard and East Curtiss Street intersection. Safety at this crossing should
be enhanced using appropriate pedestrian crossing signs and markings, ADA accessible ramps, and
installation of Rectangular Rapid Flashing Beacons. Crossings may also continue to be promoted at the
East Main Street traffic signal along with the existing crossing further south along Highland Boulevard.
East Main Street Development Traffic Impact Study 31
RECOMMENDATIONS
Warranted signalization of the Haggerty Lane and East Main Street intersection is recommended as it
would reduce delay and improve LOS under both existing and development conditions. Signalization
would greatly improve the northbound approach from LOS “F” under existing PM peak hour stop-
controlled conditions to LOS “D” under development PM peak signalized conditions. If this intersection
was left unsignalized, it would result in higher delays and operate at LOS “F”.
Based on the analysis conducted on five alternatives for access to the development, it is recommended
that Alternative 5 be advanced as the preferred alternative. Improvements to the northbound left turn
at Highland Boulevard and East Main Street are needed, and double left turn lanes should be installed.
Alternative 5 provides good traffic operations for all adjacent roadways and provides slightly less
access restrictions than Alternative 4. Access to and from the development is superior to Alternative 4
as traffic to and from all directions has good options for entering and leaving the site.
The proposed site plan shows how sidewalks are proposed to connect to building and parking areas
within the development. The site plan also shows sidewalks proposed along Highland Boulevard, East
Main Street and Haggerty Lane which may connect to existing and future sidewalk facilities off-site. It
is recommended that sidewalks be installed as is shown in the proposed site plan.
Concerns have been voiced by local citizens regarding safety for pedestrians and bicyclists crossing
Highland Boulevard. It is recommended that these crossings be promoted to occur at the north
approach for the Highland Boulevard and East Curtiss Street intersection. Safety at this crossing should
be enhanced using appropriate pedestrian crossing signs and markings, ADA accessible ramps, and
installation of Rectangular Rapid Flashing Beacons. Crossings may also continue to be promoted at the
East Main Street traffic signal along with the existing crossing further south along Highland Boulevard.
Appendix A:
Turning Movement Counts
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 1
Turning Movement Data
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
7:00 AM 0 0 0 1 0 7 0 2 4 9 9 65 0 0 74 0 65 15 0 80 163
7:15 AM 0 0 0 0 0 12 0 4 0 16 9 76 0 1 85 0 63 16 0 79 180
7:30 AM 0 0 0 1 0 22 0 7 0 29 10 127 0 0 137 0 92 12 0 104 270
7:45 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 186 367
Hourly Total 0 0 0 4 0 72 0 14 5 86 32 413 0 2 445 0 375 74 1 449 980
8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315
8:15 AM 0 0 0 2 0 18 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328
8:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294
8:45 AM 1 0 0 0 1 16 0 4 0 20 13 113 1 0 127 0 122 26 0 148 296
Hourly Total 1 0 0 4 1 78 0 26 3 104 50 476 1 4 527 1 491 109 0 601 1233
*** BREAK ***---------------------
4:00 PM 1 0 0 4 1 17 0 8 1 25 27 148 0 4 175 0 148 18 2 166 367
4:15 PM 1 0 0 2 1 19 0 12 1 31 32 127 1 0 160 0 131 31 2 162 354
4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425
4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 387
Hourly Total 2 1 1 8 4 91 0 40 8 131 99 569 5 6 673 0 609 116 6 725 1533
5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498
5:15 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441
5:30 PM 0 0 0 3 0 27 0 7 1 34 20 147 0 0 167 0 123 26 0 149 350
5:45 PM 0 0 0 1 0 22 0 4 1 26 20 137 0 1 157 0 118 27 1 145 328
Hourly Total 2 0 0 9 2 134 0 22 8 156 73 675 1 4 749 0 586 124 3 710 1617
Grand Total 5 1 1 25 7 375 0 102 24 477 254 2133 7 16 2394 1 2061 423 10 2485 5363
Approach %71.4 14.3 14.3 --78.6 0.0 21.4 --10.6 89.1 0.3 --0.0 82.9 17.0 ---
Total %0.1 0.0 0.0 -0.1 7.0 0.0 1.9 -8.9 4.7 39.8 0.1 -44.6 0.0 38.4 7.9 -46.3 -
Motorcycles 0 0 0 -0 1 0 0 -1 2 6 0 -8 0 7 0 -7 16
% Motorcycles 0.0 0.0 0.0 -0.0 0.3 -0.0 -0.2 0.8 0.3 0.0 -0.3 0.0 0.3 0.0 -0.3 0.3
Cars 5 0 1 -6 263 0 65 -328 190 1639 7 -1836 1 1601 341 -1943 4113
% Cars 100.0 0.0 100.0 -85.7 70.1 -63.7 -68.8 74.8 76.8 100.0 -76.7 100.0 77.7 80.6 -78.2 76.7
Light GoodsVehicles 0 0 0 -0 91 0 27 -118 50 401 0 -451 0 408 72 -480 1049
% Light GoodsVehicles 0.0 0.0 0.0 -0.0 24.3 -26.5 -24.7 19.7 18.8 0.0 -18.8 0.0 19.8 17.0 -19.3 19.6
Buses 0 0 0 -0 1 0 0 -1 1 19 0 -20 0 9 1 -10 31
% Buses 0.0 0.0 0.0 -0.0 0.3 -0.0 -0.2 0.4 0.9 0.0 -0.8 0.0 0.4 0.2 -0.4 0.6
Single-UnitTrucks 0 0 0 -0 9 0 7 -16 3 32 0 -35 0 25 4 -29 80
% Single-UnitTrucks 0.0 0.0 0.0 -0.0 2.4 -6.9 -3.4 1.2 1.5 0.0 -1.5 0.0 1.2 0.9 -1.2 1.5
ArticulatedTrucks 0 0 0 -0 4 0 2 -6 1 20 0 -21 0 10 4 -14 41
% ArticulatedTrucks 0.0 0.0 0.0 -0.0 1.1 -2.0 -1.3 0.4 0.9 0.0 -0.9 0.0 0.5 0.9 -0.6 0.8
Bicycles onRoad 0 1 0 -1 6 0 1 -7 7 16 0 -23 0 1 1 -2 33
% Bicycles onRoad 0.0 100.0 0.0 -14.3 1.6 -1.0 -1.5 2.8 0.8 0.0 -1.0 0.0 0.0 0.2 -0.1 0.6
Pedestrians ---25 ----24 ----16 ----10 --
% Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 --
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 2
10/22/2015 7:00 AMEnding At10/22/2015 6:00 PM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
2 1 3
531 328 859
122 118 240
2 1 3
21 29 50
678 477 1155
0 0 1 0
65 0 263 0
27 0 91 0
0 0 1 0
10 0 19 24
102 0 375 24
R T L P
2
5
0
9
8
7
2
0
4
9
2
1
9
0
3
7
O
u
t
2
4
8
5
4
5
1
0
4
8
0
1
9
4
3
7
I
n
4
9
9
4
1
3
2
3
0
9
7
2
3
8
4
6
1
4
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
4
2
3
9
1
7
2
3
4
1
0
T
2
0
6
1
3
6
9
4
0
8
1
6
0
1
7
L
1
0
0
0
1
0
P
1
0
1
0
0
0
0
0
0 0 0
8 6 14
0 0 0
0 0 0
0 1 1
8 7 15
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
5 0 1 0
0 0 0 0
0 0 0 0
0 1 0 25
5 1 1 25
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
15
35
0
7
88
6 29
12
5
45
6
2
In 8 18
3
6
45
1
20 79
23
9
4
Ou
t 7
16
7
1
43
5 9 46
21
6
8
2 19
0 50 1 11 25
4 L
6 16
3
9
40
1
19 68
21
3
3 T
0 7 0 0 0 7 R
0 0 0 0 16 16 P
Turning Movement Data Plot
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 3
Turning Movement Peak Hour Data (7:45 AM)
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
7:45 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 186 367
8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315
8:15 AM 0 0 0 2 0 18 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328
8:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294
Total 0 0 0 6 0 93 0 23 4 116 41 508 0 5 549 1 524 114 1 639 1304
Approach %NaN NaN NaN --80.2 0.0 19.8 --7.5 92.5 0.0 --0.2 82.0 17.8 ---
Total %0.0 0.0 0.0 -0.0 7.1 0.0 1.8 -8.9 3.1 39.0 0.0 -42.1 0.1 40.2 8.7 -49.0 -
PHF 0.000 0.000 0.000 -0.000 0.750 0.000 0.575 -0.906 0.603 0.876 0.000 -0.921 0.250 0.845 0.919 -0.859 0.888
Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 1 0 -1 1
% Motorcycles -----0.0 -0.0 -0.0 0.0 0.0 --0.0 0.0 0.2 0.0 -0.2 0.1
Cars 0 0 0 -0 68 0 16 -84 33 394 0 -427 1 388 87 -476 987
% Cars -----73.1 -69.6 -72.4 80.5 77.6 --77.8 100.0 74.0 76.3 -74.5 75.7
Light GoodsVehicles 0 0 0 -0 19 0 5 -24 7 93 0 -100 0 121 22 -143 267
% Light GoodsVehicles -----20.4 -21.7 -20.7 17.1 18.3 --18.2 0.0 23.1 19.3 -22.4 20.5
Buses 0 0 0 -0 0 0 0 -0 1 2 0 -3 0 2 0 -2 5
% Buses -----0.0 -0.0 -0.0 2.4 0.4 --0.5 0.0 0.4 0.0 -0.3 0.4
Single-UnitTrucks 0 0 0 -0 2 0 1 -3 0 12 0 -12 0 8 1 -9 24
% Single-UnitTrucks -----2.2 -4.3 -2.6 0.0 2.4 --2.2 0.0 1.5 0.9 -1.4 1.8
ArticulatedTrucks 0 0 0 -0 2 0 1 -3 0 6 0 -6 0 3 4 -7 16
% ArticulatedTrucks -----2.2 -4.3 -2.6 0.0 1.2 --1.1 0.0 0.6 3.5 -1.1 1.2
Bicycles onRoad 0 0 0 -0 2 0 0 -2 0 1 0 -1 0 1 0 -1 4
% Bicycles onRoad -----2.2 -0.0 -1.7 0.0 0.2 --0.2 0.0 0.2 0.0 -0.2 0.3
Pedestrians ---6 ----4 ----5 ----1 --
% Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 --
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 4
Peak Hour Data
10/22/2015 7:45 AMEnding At10/22/2015 8:45 AM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
0 0 0
120 84 204
29 24 53
1 0 1
5 8 13
155 116 271
0 0 0 0
16 0 68 0
5 0 19 0
0 0 0 0
2 0 6 4
23 0 93 4
R T L P
6
0
1
2
5
2
1
1
2
4
6
2
0
O
u
t
6
3
9
1
7
2
1
4
3
4
7
6
1
I
n
1
2
4
0
4
2
4
2
5
5
9
3
8
1
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
1
1
4
5
0
2
2
8
7
0
T
5
2
4
1
2
2
1
2
1
3
8
8
1
L
1
0
0
0
1
0
P
1
1
0
0
0
0
0 0 0
1 0 1
0 0 0
0 0 0
0 0 0
1 0 1
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 6
0 0 0 6
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
1 83
1
22
6 5 33
10
9
6
In 0 42
7
10
0 3 19 54
9
Ou
t 1 40
4
12
6 2 14 54
7
0 33 7 1 0 41 L
0 39
4
93 2 19 50
8 T
0 0 0 0 0 0 R
0 0 0 0 5 5 P
Turning Movement Peak Hour Data Plot (7:45 AM)
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 5
Turning Movement Peak Hour Data (4:30 PM)
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425
4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 387
5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498
5:15 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441
Total 2 1 1 7 4 140 0 31 12 171 73 685 5 5 763 0 675 138 4 813 1751
Approach %50.0 25.0 25.0 --81.9 0.0 18.1 --9.6 89.8 0.7 --0.0 83.0 17.0 ---
Total %0.1 0.1 0.1 -0.2 8.0 0.0 1.8 -9.8 4.2 39.1 0.3 -43.6 0.0 38.5 7.9 -46.4 -
PHF 0.500 0.250 0.250 -0.500 0.778 0.000 0.554 -0.891 0.730 0.808 0.417 -0.822 0.000 0.932 0.958 -0.937 0.879
Motorcycles 0 0 0 -0 0 0 0 -0 1 0 0 -1 0 1 0 -1 2
% Motorcycles 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 1.4 0.0 0.0 -0.1 -0.1 0.0 -0.1 0.1
Cars 2 0 1 -3 96 0 22 -118 47 545 5 -597 0 549 119 -668 1386
% Cars 100.0 0.0 100.0 -75.0 68.6 -71.0 -69.0 64.4 79.6 100.0 -78.2 -81.3 86.2 -82.2 79.2
Light GoodsVehicles 0 0 0 -0 38 0 9 -47 18 119 0 -137 0 109 17 -126 310
% Light GoodsVehicles 0.0 0.0 0.0 -0.0 27.1 -29.0 -27.5 24.7 17.4 0.0 -18.0 -16.1 12.3 -15.5 17.7
Buses 0 0 0 -0 0 0 0 -0 0 5 0 -5 0 3 0 -3 8
% Buses 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.7 0.0 -0.7 -0.4 0.0 -0.4 0.5
Single-UnitTrucks 0 0 0 -0 4 0 0 -4 1 5 0 -6 0 9 2 -11 21
% Single-UnitTrucks 0.0 0.0 0.0 -0.0 2.9 -0.0 -2.3 1.4 0.7 0.0 -0.8 -1.3 1.4 -1.4 1.2
ArticulatedTrucks 0 0 0 -0 0 0 0 -0 0 4 0 -4 0 4 0 -4 8
% ArticulatedTrucks 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.6 0.0 -0.5 -0.6 0.0 -0.5 0.5
Bicycles onRoad 0 1 0 -1 2 0 0 -2 6 7 0 -13 0 0 0 -0 16
% Bicycles onRoad 0.0 100.0 0.0 -25.0 1.4 -0.0 -1.2 8.2 1.0 0.0 -1.7 -0.0 0.0 -0.0 0.9
Pedestrians ---7 ----12 ----5 ----4 --
% Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 --
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 6
Peak Hour Data
10/22/2015 4:30 PMEnding At10/22/2015 5:30 PM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
1 0 1
166 118 284
35 47 82
0 0 0
10 6 16
212 171 383
0 0 0 0
22 0 96 0
9 0 38 0
0 0 0 0
0 0 6 12
31 0 140 12
R T L P
8
2
6
2
2
5
1
5
7
6
4
2
0
O
u
t
8
1
3
1
5
3
1
2
6
6
6
8
1
I
n
1
6
3
9
3
7
8
2
8
3
1
3
1
0
1
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
1
3
8
2
0
1
7
1
1
9
0
T
6
7
5
1
3
3
1
0
9
5
4
9
1
L
0
0
0
0
0
0
P
4
4
0
0
0
0
0 0 0
5 3 8
0 0 0
0 0 0
0 1 1
5 4 9
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
2 0 1 0
0 0 0 0
0 0 0 0
0 1 0 7
2 1 1 7
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
2 11
7
0
25
5 8 36
14
7
1
In 1 59
7
13
7 5 23 76
3
Ou
t 1 57
3
11
8 3 13 70
8
1 47 18 0 7 73 L
0 54
5
11
9 5 16 68
5 T
0 5 0 0 0 5 R
0 0 0 0 5 5 P
Turning Movement Peak Hour Data Plot (4:30 PM)
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 1
Turning Movement Data
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
7:00 AM 0 0 0 1 0 7 0 2 4 9 9 65 0 0 74 0 65 15 0 80 163
7:15 AM 0 0 0 0 0 12 0 4 0 16 9 76 0 1 85 0 63 16 0 79 180
7:30 AM 0 0 0 1 0 22 0 7 0 29 10 127 0 0 137 0 92 12 0 104 270
7:45 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 186 367
Hourly Total 0 0 0 4 0 72 0 14 5 86 32 413 0 2 445 0 375 74 1 449 980
8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315
8:15 AM 0 0 0 2 0 18 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328
8:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294
8:45 AM 1 0 0 0 1 16 0 4 0 20 13 113 1 0 127 0 122 26 0 148 296
Hourly Total 1 0 0 4 1 78 0 26 3 104 50 476 1 4 527 1 491 109 0 601 1233
*** BREAK ***---------------------
4:00 PM 1 0 0 4 1 17 0 8 1 25 27 148 0 4 175 0 148 18 2 166 367
4:15 PM 1 0 0 2 1 19 0 12 1 31 32 127 1 0 160 0 131 31 2 162 354
4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425
4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 387
Hourly Total 2 1 1 8 4 91 0 40 8 131 99 569 5 6 673 0 609 116 6 725 1533
5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498
5:15 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441
5:30 PM 0 0 0 3 0 27 0 7 1 34 20 147 0 0 167 0 123 26 0 149 350
5:45 PM 0 0 0 1 0 22 0 4 1 26 20 137 0 1 157 0 118 27 1 145 328
Hourly Total 2 0 0 9 2 134 0 22 8 156 73 675 1 4 749 0 586 124 3 710 1617
Grand Total 5 1 1 25 7 375 0 102 24 477 254 2133 7 16 2394 1 2061 423 10 2485 5363
Approach %71.4 14.3 14.3 --78.6 0.0 21.4 --10.6 89.1 0.3 --0.0 82.9 17.0 ---
Total %0.1 0.0 0.0 -0.1 7.0 0.0 1.9 -8.9 4.7 39.8 0.1 -44.6 0.0 38.4 7.9 -46.3 -
Motorcycles 0 0 0 -0 1 0 0 -1 2 6 0 -8 0 7 0 -7 16
% Motorcycles 0.0 0.0 0.0 -0.0 0.3 -0.0 -0.2 0.8 0.3 0.0 -0.3 0.0 0.3 0.0 -0.3 0.3
Cars 5 0 1 -6 263 0 65 -328 190 1639 7 -1836 1 1601 341 -1943 4113
% Cars 100.0 0.0 100.0 -85.7 70.1 -63.7 -68.8 74.8 76.8 100.0 -76.7 100.0 77.7 80.6 -78.2 76.7
Light GoodsVehicles 0 0 0 -0 91 0 27 -118 50 401 0 -451 0 408 72 -480 1049
% Light GoodsVehicles 0.0 0.0 0.0 -0.0 24.3 -26.5 -24.7 19.7 18.8 0.0 -18.8 0.0 19.8 17.0 -19.3 19.6
Buses 0 0 0 -0 1 0 0 -1 1 19 0 -20 0 9 1 -10 31
% Buses 0.0 0.0 0.0 -0.0 0.3 -0.0 -0.2 0.4 0.9 0.0 -0.8 0.0 0.4 0.2 -0.4 0.6
Single-UnitTrucks 0 0 0 -0 9 0 7 -16 3 32 0 -35 0 25 4 -29 80
% Single-UnitTrucks 0.0 0.0 0.0 -0.0 2.4 -6.9 -3.4 1.2 1.5 0.0 -1.5 0.0 1.2 0.9 -1.2 1.5
ArticulatedTrucks 0 0 0 -0 4 0 2 -6 1 20 0 -21 0 10 4 -14 41
% ArticulatedTrucks 0.0 0.0 0.0 -0.0 1.1 -2.0 -1.3 0.4 0.9 0.0 -0.9 0.0 0.5 0.9 -0.6 0.8
Bicycles onRoad 0 1 0 -1 6 0 1 -7 7 16 0 -23 0 1 1 -2 33
% Bicycles onRoad 0.0 100.0 0.0 -14.3 1.6 -1.0 -1.5 2.8 0.8 0.0 -1.0 0.0 0.0 0.2 -0.1 0.6
Pedestrians ---25 ----24 ----16 ----10 --
% Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 --
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 2
10/22/2015 7:00 AMEnding At10/22/2015 6:00 PM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
2 1 3
531 328 859
122 118 240
2 1 3
21 29 50
678 477 1155
0 0 1 0
65 0 263 0
27 0 91 0
0 0 1 0
10 0 19 24
102 0 375 24
R T L P
2
5
0
9
8
7
2
0
4
9
2
1
9
0
3
7
O
u
t
2
4
8
5
4
5
1
0
4
8
0
1
9
4
3
7
I
n
4
9
9
4
1
3
2
3
0
9
7
2
3
8
4
6
1
4
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
4
2
3
9
1
7
2
3
4
1
0
T
2
0
6
1
3
6
9
4
0
8
1
6
0
1
7
L
1
0
0
0
1
0
P
1
0
1
0
0
0
0
0
0 0 0
8 6 14
0 0 0
0 0 0
0 1 1
8 7 15
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
5 0 1 0
0 0 0 0
0 0 0 0
0 1 0 25
5 1 1 25
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
15
35
0
7
88
6 29
12
5
45
6
2
In 8 18
3
6
45
1
20 79
23
9
4
Ou
t 7
16
7
1
43
5 9 46
21
6
8
2 19
0 50 1 11 25
4 L
6 16
3
9
40
1
19 68
21
3
3 T
0 7 0 0 0 7 R
0 0 0 0 16 16 P
Turning Movement Data Plot
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 3
Turning Movement Peak Hour Data (7:45 AM)
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
7:45 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 186 367
8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315
8:15 AM 0 0 0 2 0 18 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328
8:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294
Total 0 0 0 6 0 93 0 23 4 116 41 508 0 5 549 1 524 114 1 639 1304
Approach %NaN NaN NaN --80.2 0.0 19.8 --7.5 92.5 0.0 --0.2 82.0 17.8 ---
Total %0.0 0.0 0.0 -0.0 7.1 0.0 1.8 -8.9 3.1 39.0 0.0 -42.1 0.1 40.2 8.7 -49.0 -
PHF 0.000 0.000 0.000 -0.000 0.750 0.000 0.575 -0.906 0.603 0.876 0.000 -0.921 0.250 0.845 0.919 -0.859 0.888
Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 1 0 -1 1
% Motorcycles -----0.0 -0.0 -0.0 0.0 0.0 --0.0 0.0 0.2 0.0 -0.2 0.1
Cars 0 0 0 -0 68 0 16 -84 33 394 0 -427 1 388 87 -476 987
% Cars -----73.1 -69.6 -72.4 80.5 77.6 --77.8 100.0 74.0 76.3 -74.5 75.7
Light GoodsVehicles 0 0 0 -0 19 0 5 -24 7 93 0 -100 0 121 22 -143 267
% Light GoodsVehicles -----20.4 -21.7 -20.7 17.1 18.3 --18.2 0.0 23.1 19.3 -22.4 20.5
Buses 0 0 0 -0 0 0 0 -0 1 2 0 -3 0 2 0 -2 5
% Buses -----0.0 -0.0 -0.0 2.4 0.4 --0.5 0.0 0.4 0.0 -0.3 0.4
Single-UnitTrucks 0 0 0 -0 2 0 1 -3 0 12 0 -12 0 8 1 -9 24
% Single-UnitTrucks -----2.2 -4.3 -2.6 0.0 2.4 --2.2 0.0 1.5 0.9 -1.4 1.8
ArticulatedTrucks 0 0 0 -0 2 0 1 -3 0 6 0 -6 0 3 4 -7 16
% ArticulatedTrucks -----2.2 -4.3 -2.6 0.0 1.2 --1.1 0.0 0.6 3.5 -1.1 1.2
Bicycles onRoad 0 0 0 -0 2 0 0 -2 0 1 0 -1 0 1 0 -1 4
% Bicycles onRoad -----2.2 -0.0 -1.7 0.0 0.2 --0.2 0.0 0.2 0.0 -0.2 0.3
Pedestrians ---6 ----4 ----5 ----1 --
% Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 --
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 4
Peak Hour Data
10/22/2015 7:45 AMEnding At10/22/2015 8:45 AM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
0 0 0
120 84 204
29 24 53
1 0 1
5 8 13
155 116 271
0 0 0 0
16 0 68 0
5 0 19 0
0 0 0 0
2 0 6 4
23 0 93 4
R T L P
6
0
1
2
5
2
1
1
2
4
6
2
0
O
u
t
6
3
9
1
7
2
1
4
3
4
7
6
1
I
n
1
2
4
0
4
2
4
2
5
5
9
3
8
1
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
1
1
4
5
0
2
2
8
7
0
T
5
2
4
1
2
2
1
2
1
3
8
8
1
L
1
0
0
0
1
0
P
1
1
0
0
0
0
0 0 0
1 0 1
0 0 0
0 0 0
0 0 0
1 0 1
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 6
0 0 0 6
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
1 83
1
22
6 5 33
10
9
6
In 0 42
7
10
0 3 19 54
9
Ou
t 1 40
4
12
6 2 14 54
7
0 33 7 1 0 41 L
0 39
4
93 2 19 50
8 T
0 0 0 0 0 0 R
0 0 0 0 5 5 P
Turning Movement Peak Hour Data Plot (7:45 AM)
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 5
Turning Movement Peak Hour Data (4:30 PM)
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425
4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 387
5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498
5:15 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441
Total 2 1 1 7 4 140 0 31 12 171 73 685 5 5 763 0 675 138 4 813 1751
Approach %50.0 25.0 25.0 --81.9 0.0 18.1 --9.6 89.8 0.7 --0.0 83.0 17.0 ---
Total %0.1 0.1 0.1 -0.2 8.0 0.0 1.8 -9.8 4.2 39.1 0.3 -43.6 0.0 38.5 7.9 -46.4 -
PHF 0.500 0.250 0.250 -0.500 0.778 0.000 0.554 -0.891 0.730 0.808 0.417 -0.822 0.000 0.932 0.958 -0.937 0.879
Motorcycles 0 0 0 -0 0 0 0 -0 1 0 0 -1 0 1 0 -1 2
% Motorcycles 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 1.4 0.0 0.0 -0.1 -0.1 0.0 -0.1 0.1
Cars 2 0 1 -3 96 0 22 -118 47 545 5 -597 0 549 119 -668 1386
% Cars 100.0 0.0 100.0 -75.0 68.6 -71.0 -69.0 64.4 79.6 100.0 -78.2 -81.3 86.2 -82.2 79.2
Light GoodsVehicles 0 0 0 -0 38 0 9 -47 18 119 0 -137 0 109 17 -126 310
% Light GoodsVehicles 0.0 0.0 0.0 -0.0 27.1 -29.0 -27.5 24.7 17.4 0.0 -18.0 -16.1 12.3 -15.5 17.7
Buses 0 0 0 -0 0 0 0 -0 0 5 0 -5 0 3 0 -3 8
% Buses 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.7 0.0 -0.7 -0.4 0.0 -0.4 0.5
Single-UnitTrucks 0 0 0 -0 4 0 0 -4 1 5 0 -6 0 9 2 -11 21
% Single-UnitTrucks 0.0 0.0 0.0 -0.0 2.9 -0.0 -2.3 1.4 0.7 0.0 -0.8 -1.3 1.4 -1.4 1.2
ArticulatedTrucks 0 0 0 -0 0 0 0 -0 0 4 0 -4 0 4 0 -4 8
% ArticulatedTrucks 0.0 0.0 0.0 -0.0 0.0 -0.0 -0.0 0.0 0.6 0.0 -0.5 -0.6 0.0 -0.5 0.5
Bicycles onRoad 0 1 0 -1 2 0 0 -2 6 7 0 -13 0 0 0 -0 16
% Bicycles onRoad 0.0 100.0 0.0 -25.0 1.4 -0.0 -1.2 8.2 1.0 0.0 -1.7 -0.0 0.0 -0.0 0.9
Pedestrians ---7 ----12 ----5 ----4 --
% Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 --
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Broadway/MainTMCSite Code: 16Start Date: 10/22/2015Page No: 6
Peak Hour Data
10/22/2015 4:30 PMEnding At10/22/2015 5:30 PM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
1 0 1
166 118 284
35 47 82
0 0 0
10 6 16
212 171 383
0 0 0 0
22 0 96 0
9 0 38 0
0 0 0 0
0 0 6 12
31 0 140 12
R T L P
8
2
6
2
2
5
1
5
7
6
4
2
0
O
u
t
8
1
3
1
5
3
1
2
6
6
6
8
1
I
n
1
6
3
9
3
7
8
2
8
3
1
3
1
0
1
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
1
3
8
2
0
1
7
1
1
9
0
T
6
7
5
1
3
3
1
0
9
5
4
9
1
L
0
0
0
0
0
0
P
4
4
0
0
0
0
0 0 0
5 3 8
0 0 0
0 0 0
0 1 1
5 4 9
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
2 0 1 0
0 0 0 0
0 0 0 0
0 1 0 7
2 1 1 7
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
2 11
7
0
25
5 8 36
14
7
1
In 1 59
7
13
7 5 23 76
3
Ou
t 1 57
3
11
8 3 13 70
8
1 47 18 0 7 73 L
0 54
5
11
9 5 16 68
5 T
0 5 0 0 0 5 R
0 0 0 0 5 5 P
Turning Movement Peak Hour Data Plot (4:30 PM)
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 1
Turning Movement Data
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
7:00 AM 2 40 6 2 48 8 40 22 0 70 7 0 0 1 7 1 0 3 0 4 129
7:15 AM 0 41 7 1 48 13 56 41 1 110 4 0 1 0 5 3 1 2 1 6 169
7:30 AM 2 58 11 1 71 26 78 64 0 168 3 0 2 1 5 14 4 5 0 23 267
7:45 AM 2 78 14 1 94 21 113 90 0 224 4 0 2 0 6 4 4 8 0 16 340
Hourly Total 6 217 38 5 261 68 287 217 1 572 18 0 5 2 23 22 9 18 1 49 905
8:00 AM 0 64 10 0 74 15 63 43 0 121 6 1 0 0 7 7 1 7 0 15 217
8:15 AM 1 53 14 1 68 12 46 60 0 118 5 1 0 0 6 3 1 14 1 18 210
8:30 AM 2 50 9 0 61 18 76 39 1 133 8 2 1 1 11 7 0 10 1 17 222
8:45 AM 0 57 14 0 71 18 75 40 1 133 7 1 0 1 8 16 1 9 0 26 238
Hourly Total 3 224 47 1 274 63 260 182 2 505 26 5 1 2 32 33 3 40 2 76 887
*** BREAK ***---------------------
4:00 PM 1 98 13 1 112 15 71 9 0 95 38 2 4 0 44 15 0 23 0 38 289
4:15 PM 3 94 14 2 111 8 68 5 0 81 29 2 3 1 34 3 1 22 0 26 252
4:30 PM 0 110 10 5 120 9 78 7 0 94 41 2 1 1 44 8 1 30 0 39 297
4:45 PM 1 114 9 5 124 10 66 5 0 81 28 0 3 0 31 12 1 30 0 43 279
Hourly Total 5 416 46 13 467 42 283 26 0 351 136 6 11 2 153 38 3 105 0 146 1117
5:00 PM 0 120 12 3 132 13 73 10 1 96 34 1 4 3 39 20 0 31 2 51 318
5:15 PM 1 111 22 7 134 19 72 1 0 92 37 0 2 3 39 11 1 21 1 33 298
5:30 PM 0 80 12 1 92 7 70 2 8 79 24 0 1 2 25 12 0 10 10 22 218
5:45 PM 0 64 6 2 70 12 71 5 1 88 29 0 1 0 30 10 0 10 2 20 208
Hourly Total 1 375 52 13 428 51 286 18 10 355 124 1 8 8 133 53 1 72 15 126 1042
Grand Total 15 1232 183 32 1430 224 1116 443 13 1783 304 12 25 14 341 146 16 235 18 397 3951
Approach %1.0 86.2 12.8 --12.6 62.6 24.8 --89.1 3.5 7.3 --36.8 4.0 59.2 ---
Total %0.4 31.2 4.6 -36.2 5.7 28.2 11.2 -45.1 7.7 0.3 0.6 -8.6 3.7 0.4 5.9 -10.0 -
Motorcycles 0 0 1 -1 0 1 0 -1 0 0 0 -0 0 0 1 -1 3
% Motorcycles 0.0 0.0 0.5 -0.1 0.0 0.1 0.0 -0.1 0.0 0.0 0.0 -0.0 0.0 0.0 0.4 -0.3 0.1
Cars 11 984 158 -1153 178 884 390 -1452 250 9 16 -275 116 12 194 -322 3202
% Cars 73.3 79.9 86.3 -80.6 79.5 79.2 88.0 -81.4 82.2 75.0 64.0 -80.6 79.5 75.0 82.6 -81.1 81.0
Light GoodsVehicles 4 220 21 -245 43 207 41 -291 50 1 4 -55 19 2 37 -58 649
% Light GoodsVehicles 26.7 17.9 11.5 -17.1 19.2 18.5 9.3 -16.3 16.4 8.3 16.0 -16.1 13.0 12.5 15.7 -14.6 16.4
Buses 0 8 1 -9 1 3 4 -8 3 0 2 -5 9 0 1 -10 32
% Buses 0.0 0.6 0.5 -0.6 0.4 0.3 0.9 -0.4 1.0 0.0 8.0 -1.5 6.2 0.0 0.4 -2.5 0.8
Single-UnitTrucks 0 17 1 -18 1 16 7 -24 0 1 2 -3 1 1 2 -4 49
% Single-UnitTrucks 0.0 1.4 0.5 -1.3 0.4 1.4 1.6 -1.3 0.0 8.3 8.0 -0.9 0.7 6.3 0.9 -1.0 1.2
ArticulatedTrucks 0 2 0 -2 1 4 1 -6 1 0 0 -1 0 0 0 -0 9
% ArticulatedTrucks 0.0 0.2 0.0 -0.1 0.4 0.4 0.2 -0.3 0.3 0.0 0.0 -0.3 0.0 0.0 0.0 -0.0 0.2
Bicycles onRoad 0 1 1 -2 0 1 0 -1 0 1 1 -2 1 1 0 -2 7
% Bicycles onRoad 0.0 0.1 0.5 -0.1 0.0 0.1 0.0 -0.1 0.0 8.3 4.0 -0.6 0.7 6.3 0.0 -0.5 0.2
Pedestrians ---32 ----13 ----14 ----18 --
% Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 --
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 2
10/22/2015 7:00 AMEnding At10/22/2015 6:00 PM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
1 1 2
1428 1452 2880
307 291 598
12 8 20
23 31 54
1771 1783 3554
0 1 0 0
390 884 178 0
41 207 43 0
4 3 1 0
8 21 2 13
443 1116 224 13
R T L P
4
1
9
6
2
6
5
3
4
5
1
O
u
t
3
9
7
6
1
0
5
8
3
2
2
1
I
n
8
1
6
1
2
1
2
1
2
3
6
6
7
2
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
2
3
5
2
1
3
7
1
9
4
1
T
1
6
2
0
2
1
2
0
L
1
4
6
2
9
1
9
1
1
6
0
P
1
8
1
8
0
0
0
0
1 1 2
1016 1153 2169
230 245 475
14 9 23
26 22 48
1287 1430 2717
Out In Total
Northbound Approach [S]
L T R P
0 0 1 0
11 984 158 0
4 220 21 0
0 8 1 0
0 20 2 32
15 1232 183 32
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
0 68
8
10
2 9 16
81
5
In 0 27
5
55 5 6 34
1
Ou
t 0 41
3 47 4 10 47
4
0 25
0 50 3 1 30
4 L
0 9 1 0 2 12 T
0 16 4 2 3 25 R
0 0 0 0 14 14 P
Turning Movement Data Plot
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 3
Turning Movement Peak Hour Data (7:30 AM)
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
7:30 AM 2 58 11 1 71 26 78 64 0 168 3 0 2 1 5 14 4 5 0 23 267
7:45 AM 2 78 14 1 94 21 113 90 0 224 4 0 2 0 6 4 4 8 0 16 340
8:00 AM 0 64 10 0 74 15 63 43 0 121 6 1 0 0 7 7 1 7 0 15 217
8:15 AM 1 53 14 1 68 12 46 60 0 118 5 1 0 0 6 3 1 14 1 18 210
Total 5 253 49 3 307 74 300 257 0 631 18 2 4 1 24 28 10 34 1 72 1034
Approach %1.6 82.4 16.0 --11.7 47.5 40.7 --75.0 8.3 16.7 --38.9 13.9 47.2 ---
Total %0.5 24.5 4.7 -29.7 7.2 29.0 24.9 -61.0 1.7 0.2 0.4 -2.3 2.7 1.0 3.3 -7.0 -
PHF 0.625 0.811 0.875 -0.816 0.712 0.664 0.714 -0.704 0.750 0.500 0.500 -0.857 0.500 0.625 0.607 -0.783 0.760
Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 0 0 -0 0
% Motorcycles 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0
Cars 5 199 45 -249 63 240 227 -530 13 1 2 -16 18 9 30 -57 852
% Cars 100.0 78.7 91.8 -81.1 85.1 80.0 88.3 -84.0 72.2 50.0 50.0 -66.7 64.3 90.0 88.2 -79.2 82.4
Light GoodsVehicles 0 45 4 -49 10 52 27 -89 5 0 1 -6 6 0 3 -9 153
% Light GoodsVehicles 0.0 17.8 8.2 -16.0 13.5 17.3 10.5 -14.1 27.8 0.0 25.0 -25.0 21.4 0.0 8.8 -12.5 14.8
Buses 0 2 0 -2 0 0 0 -0 0 0 0 -0 4 0 0 -4 6
% Buses 0.0 0.8 0.0 -0.7 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 14.3 0.0 0.0 -5.6 0.6
Single-UnitTrucks 0 5 0 -5 1 7 2 -10 0 0 1 -1 0 0 1 -1 17
% Single-UnitTrucks 0.0 2.0 0.0 -1.6 1.4 2.3 0.8 -1.6 0.0 0.0 25.0 -4.2 0.0 0.0 2.9 -1.4 1.6
ArticulatedTrucks 0 2 0 -2 0 1 1 -2 0 0 0 -0 0 0 0 -0 4
% ArticulatedTrucks 0.0 0.8 0.0 -0.7 0.0 0.3 0.4 -0.3 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.4
Bicycles onRoad 0 0 0 -0 0 0 0 -0 0 1 0 -1 0 1 0 -1 2
% Bicycles onRoad 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 50.0 0.0 -4.2 0.0 10.0 0.0 -1.4 0.2
Pedestrians ---3 ----0 ----1 ----1 --
% Pedestrians ---100.0 ---------100.0 ----100.0 --
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 4
Peak Hour Data
10/22/2015 7:30 AMEnding At10/22/2015 8:30 AM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
0 0 0
242 530 772
53 89 142
2 0 2
8 12 20
305 631 936
0 0 0 0
227 240 63 0
27 52 10 0
0 0 0 0
3 8 1 0
257 300 74 0
R T L P
1
2
5
2
0
1
4
1
0
9
0
O
u
t
7
2
2
4
9
5
7
0
I
n
1
9
7
4
4
2
3
1
6
6
0
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
3
4
1
0
3
3
0
0
T
1
0
1
0
0
9
0
L
2
8
0
4
6
1
8
0
P
1
1
0
0
0
0
0 0 0
260 249 509
59 49 108
4 2 6
9 7 16
332 307 639
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
5 199 45 0
0 45 4 0
0 2 0 0
0 7 0 3
5 253 49 3
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
0 25
7 33 0 6 29
6
In 0 16 6 0 2 24
Ou
t 0 24
1 27 0 4 27
2
0 13 5 0 0 18 L
0 1 0 0 1 2 T
0 2 1 0 1 4 R
0 0 0 0 1 1 P
Turning Movement Peak Hour Data Plot (7:30 AM)
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 5
Turning Movement Peak Hour Data (4:30 PM)
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
4:30 PM 0 110 10 5 120 9 78 7 0 94 41 2 1 1 44 8 1 30 0 39 297
4:45 PM 1 114 9 5 124 10 66 5 0 81 28 0 3 0 31 12 1 30 0 43 279
5:00 PM 0 120 12 3 132 13 73 10 1 96 34 1 4 3 39 20 0 31 2 51 318
5:15 PM 1 111 22 7 134 19 72 1 0 92 37 0 2 3 39 11 1 21 1 33 298
Total 2 455 53 20 510 51 289 23 1 363 140 3 10 7 153 51 3 112 3 166 1192
Approach %0.4 89.2 10.4 --14.0 79.6 6.3 --91.5 2.0 6.5 --30.7 1.8 67.5 ---
Total %0.2 38.2 4.4 -42.8 4.3 24.2 1.9 -30.5 11.7 0.3 0.8 -12.8 4.3 0.3 9.4 -13.9 -
PHF 0.500 0.948 0.602 -0.951 0.671 0.926 0.575 -0.945 0.854 0.375 0.625 -0.869 0.638 0.750 0.903 -0.814 0.937
Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 0 1 -1 1
% Motorcycles 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.9 -0.6 0.1
Cars 1 376 43 -420 39 227 19 -285 122 2 6 -130 43 2 90 -135 970
% Cars 50.0 82.6 81.1 -82.4 76.5 78.5 82.6 -78.5 87.1 66.7 60.0 -85.0 84.3 66.7 80.4 -81.3 81.4
Light GoodsVehicles 1 71 9 -81 12 59 0 -71 17 0 2 -19 7 1 20 -28 199
% Light GoodsVehicles 50.0 15.6 17.0 -15.9 23.5 20.4 0.0 -19.6 12.1 0.0 20.0 -12.4 13.7 33.3 17.9 -16.9 16.7
Buses 0 4 0 -4 0 0 3 -3 1 0 1 -2 1 0 0 -1 10
% Buses 0.0 0.9 0.0 -0.8 0.0 0.0 13.0 -0.8 0.7 0.0 10.0 -1.3 2.0 0.0 0.0 -0.6 0.8
Single-UnitTrucks 0 4 1 -5 0 3 1 -4 0 1 0 -1 0 0 1 -1 11
% Single-UnitTrucks 0.0 0.9 1.9 -1.0 0.0 1.0 4.3 -1.1 0.0 33.3 0.0 -0.7 0.0 0.0 0.9 -0.6 0.9
ArticulatedTrucks 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 0 0 -0 0
% ArticulatedTrucks 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0
Bicycles onRoad 0 0 0 -0 0 0 0 -0 0 0 1 -1 0 0 0 -0 1
% Bicycles onRoad 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 10.0 -0.7 0.0 0.0 0.0 -0.0 0.1
Pedestrians ---20 ----1 ----7 ----3 --
% Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 --
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/EllisTMCSite Code: 20Start Date: 10/22/2015Page No: 6
Peak Hour Data
10/22/2015 4:30 PMEnding At10/22/2015 5:30 PM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
1 0 1
588 285 873
108 71 179
5 3 8
5 4 9
707 363 1070
0 0 0 0
19 227 39 0
0 59 12 0
3 0 0 0
1 3 0 1
23 289 51 1
R T L P
1
0
7
2
0
2
1
8
4
0
O
u
t
1
6
6
1
1
2
8
1
3
5
1
I
n
2
7
3
3
1
4
9
2
1
9
1
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
1
1
2
1
0
2
0
9
0
1
T
3
0
0
1
2
0
L
5
1
0
1
7
4
3
0
P
3
3
0
0
0
0
0 0 0
276 420 696
68 81 149
2 4 6
4 5 9
350 510 860
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
1 376 43 0
1 71 9 0
0 4 0 0
0 4 1 20
2 455 53 20
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
0 15
2 21 5 3 18
1
In 0 13
0
19 2 2 15
3
Ou
t 0 22 2 3 1 28
0 12
2 17 1 0 14
0 L
0 2 0 0 1 3 T
0 6 2 1 1 10 R
0 0 0 0 7 7 P
Turning Movement Peak Hour Data Plot (4:30 PM)
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 1
Turning Movement Data
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
7:00 AM 1 1 0 0 2 1 0 25 0 26 38 8 0 0 46 0 47 1 0 48 122
7:15 AM 0 0 0 0 0 0 0 55 0 55 43 12 0 0 55 0 32 3 0 35 145
7:30 AM 0 0 0 0 0 4 0 77 0 81 70 14 0 0 84 0 66 8 0 74 239
7:45 AM 0 0 0 0 0 2 0 94 0 96 93 21 1 0 115 0 78 8 0 86 297
Hourly Total 1 1 0 0 2 7 0 251 0 258 244 55 1 0 300 0 223 20 0 243 803
8:00 AM 1 0 0 0 1 0 0 78 1 78 80 11 0 0 91 0 64 2 0 66 236
8:15 AM 1 2 0 0 3 1 0 82 0 83 76 25 0 0 101 1 62 3 0 66 253
8:30 AM 2 1 0 0 3 2 0 71 0 73 68 16 1 0 85 0 49 5 0 54 215
8:45 AM 2 0 0 0 2 1 2 69 2 72 68 16 0 0 84 0 53 2 0 55 213
Hourly Total 6 3 0 0 9 4 2 300 3 306 292 68 1 0 361 1 228 12 0 241 917
*** BREAK ***---------------------
4:00 PM 0 0 0 0 0 4 0 75 0 79 62 44 0 0 106 0 24 3 0 27 212
4:15 PM 0 3 0 0 3 4 1 75 3 80 69 37 0 0 106 1 28 4 0 33 222
4:30 PM 0 0 0 0 0 4 1 92 18 97 70 44 1 0 115 0 34 2 0 36 248
4:45 PM 1 1 0 0 2 4 0 85 0 89 75 42 0 2 117 0 40 4 0 44 252
Hourly Total 1 4 0 0 5 16 2 327 21 345 276 167 1 2 444 1 126 13 0 140 934
5:00 PM 0 0 0 0 0 3 3 97 0 103 105 47 0 1 152 0 36 0 0 36 291
5:15 PM 0 1 0 0 1 5 0 94 1 99 91 48 1 1 140 0 34 7 0 41 281
5:30 PM 1 1 1 0 3 6 0 70 2 76 90 58 3 1 151 0 38 3 0 41 271
5:45 PM 3 0 0 1 3 3 1 0 2 4 61 42 0 4 103 0 30 10 0 40 150
Hourly Total 4 2 1 1 7 17 4 261 5 282 347 195 4 7 546 0 138 20 0 158 993
Grand Total 12 10 1 1 23 44 8 1139 29 1191 1159 485 7 9 1651 2 715 65 0 782 3647
Approach %52.2 43.5 4.3 --3.7 0.7 95.6 --70.2 29.4 0.4 --0.3 91.4 8.3 ---
Total %0.3 0.3 0.0 -0.6 1.2 0.2 31.2 -32.7 31.8 13.3 0.2 -45.3 0.1 19.6 1.8 -21.4 -
Motorcycles 0 0 0 -0 0 0 1 -1 2 1 0 -3 0 4 0 -4 8
% Motorcycles 0.0 0.0 0.0 -0.0 0.0 0.0 0.1 -0.1 0.2 0.2 0.0 -0.2 0.0 0.6 0.0 -0.5 0.2
Cars 10 8 0 -18 31 7 922 -960 924 353 6 -1283 2 567 50 -619 2880
% Cars 83.3 80.0 0.0 -78.3 70.5 87.5 80.9 -80.6 79.7 72.8 85.7 -77.7 100.0 79.3 76.9 -79.2 79.0
Light GoodsVehicles 2 0 1 -3 10 1 184 -195 217 126 1 -344 0 128 14 -142 684
% Light GoodsVehicles 16.7 0.0 100.0 -13.0 22.7 12.5 16.2 -16.4 18.7 26.0 14.3 -20.8 0.0 17.9 21.5 -18.2 18.8
Buses 0 0 0 -0 1 0 11 -12 3 1 0 -4 0 4 0 -4 20
% Buses 0.0 0.0 0.0 -0.0 2.3 0.0 1.0 -1.0 0.3 0.2 0.0 -0.2 0.0 0.6 0.0 -0.5 0.5
Single-UnitTrucks 0 0 0 -0 0 0 9 -9 8 1 0 -9 0 5 0 -5 23
% Single-UnitTrucks 0.0 0.0 0.0 -0.0 0.0 0.0 0.8 -0.8 0.7 0.2 0.0 -0.5 0.0 0.7 0.0 -0.6 0.6
ArticulatedTrucks 0 0 0 -0 0 0 4 -4 0 0 0 -0 0 0 1 -1 5
% ArticulatedTrucks 0.0 0.0 0.0 -0.0 0.0 0.0 0.4 -0.3 0.0 0.0 0.0 -0.0 0.0 0.0 1.5 -0.1 0.1
Bicycles onRoad 0 2 0 -2 2 0 8 -10 5 3 0 -8 0 7 0 -7 27
% Bicycles onRoad 0.0 20.0 0.0 -8.7 4.5 0.0 0.7 -0.8 0.4 0.6 0.0 -0.5 0.0 1.0 0.0 -0.9 0.7
Pedestrians ---1 ----29 ----9 ----0 --
% Pedestrians ---100.0 ----100.0 ----100.0 -------
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 2
10/21/2015 7:00 AMEnding At10/21/2015 6:00 PM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
2 1 3
982 960 1942
231 195 426
3 12 15
16 23 39
1234 1191 2425
1 0 0 0
922 7 31 0
184 1 10 0
11 0 1 0
21 0 2 29
1139 8 44 29
R T L P
5
3
0
6
2
1
3
7
3
8
4
1
O
u
t
7
8
2
1
3
4
1
4
2
6
1
9
4
I
n
1
3
1
2
1
9
6
2
7
9
1
0
0
3
5
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
6
5
1
0
1
4
5
0
0
T
7
1
5
1
2
4
1
2
8
5
6
7
4
L
2
0
0
0
2
0
P
0
0
0
0
0
0
0 0 0
15 18 33
2 3 5
0 0 0
0 2 2
17 23 40
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
10 8 0 0
2 0 1 0
0 0 0 0
0 2 0 1
12 10 1 1
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
8 27
8
2
65
8 19 50
35
1
7
In 3 12
8
3
34
4 4 17
16
5
1
Ou
t 5
14
9
9
31
4 15 33
18
6
6
2 92
4
21
7 3 13
11
5
9
L
1 35
3
12
6 1 4 48
5 T
0 6 1 0 0 7 R
0 0 0 0 9 9 P
Turning Movement Data Plot
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 3
Turning Movement Peak Hour Data (7:30 AM)
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
7:30 AM 0 0 0 0 0 4 0 77 0 81 70 14 0 0 84 0 66 8 0 74 239
7:45 AM 0 0 0 0 0 2 0 94 0 96 93 21 1 0 115 0 78 8 0 86 297
8:00 AM 1 0 0 0 1 0 0 78 1 78 80 11 0 0 91 0 64 2 0 66 236
8:15 AM 1 2 0 0 3 1 0 82 0 83 76 25 0 0 101 1 62 3 0 66 253
Total 2 2 0 0 4 7 0 331 1 338 319 71 1 0 391 1 270 21 0 292 1025
Approach %50.0 50.0 0.0 --2.1 0.0 97.9 --81.6 18.2 0.3 --0.3 92.5 7.2 ---
Total %0.2 0.2 0.0 -0.4 0.7 0.0 32.3 -33.0 31.1 6.9 0.1 -38.1 0.1 26.3 2.0 -28.5 -
PHF 0.500 0.250 0.000 -0.333 0.438 0.000 0.880 -0.880 0.858 0.710 0.250 -0.850 0.250 0.865 0.656 -0.849 0.863
Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 1 0 -1 1
% Motorcycles 0.0 0.0 --0.0 0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.4 0.0 -0.3 0.1
Cars 2 2 0 -4 5 0 256 -261 236 52 1 -289 1 216 19 -236 790
% Cars 100.0 100.0 --100.0 71.4 -77.3 -77.2 74.0 73.2 100.0 -73.9 100.0 80.0 90.5 -80.8 77.1
Light GoodsVehicles 0 0 0 -0 2 0 63 -65 80 18 0 -98 0 47 2 -49 212
% Light GoodsVehicles 0.0 0.0 --0.0 28.6 -19.0 -19.2 25.1 25.4 0.0 -25.1 0.0 17.4 9.5 -16.8 20.7
Buses 0 0 0 -0 0 0 6 -6 2 1 0 -3 0 4 0 -4 13
% Buses 0.0 0.0 --0.0 0.0 -1.8 -1.8 0.6 1.4 0.0 -0.8 0.0 1.5 0.0 -1.4 1.3
Single-UnitTrucks 0 0 0 -0 0 0 1 -1 1 0 0 -1 0 1 0 -1 3
% Single-UnitTrucks 0.0 0.0 --0.0 0.0 -0.3 -0.3 0.3 0.0 0.0 -0.3 0.0 0.4 0.0 -0.3 0.3
ArticulatedTrucks 0 0 0 -0 0 0 1 -1 0 0 0 -0 0 0 0 -0 1
% ArticulatedTrucks 0.0 0.0 --0.0 0.0 -0.3 -0.3 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.1
Bicycles onRoad 0 0 0 -0 0 0 4 -4 0 0 0 -0 0 1 0 -1 5
% Bicycles onRoad 0.0 0.0 --0.0 0.0 -1.2 -1.2 0.0 0.0 0.0 -0.0 0.0 0.4 0.0 -0.3 0.5
Pedestrians ---0 ----1 ----0 ----0 --
% Pedestrians --------100.0 ------------
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 4
Peak Hour Data
10/21/2015 7:30 AMEnding At10/21/2015 8:30 AM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
0 0 0
257 261 518
82 65 147
2 6 8
1 6 7
342 338 680
0 0 0 0
256 0 5 0
63 0 2 0
6 0 0 0
6 0 0 1
331 0 7 1
R T L P
7
8
0
1
2
0
5
7
0
O
u
t
2
9
2
2
4
4
9
2
3
6
1
I
n
3
7
0
2
5
6
9
2
9
3
1
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
2
1
0
0
2
1
9
0
T
2
7
0
2
4
4
7
2
1
6
1
L
1
0
0
0
1
0
P
0
0
0
0
0
0
0 0 0
2 4 6
0 0 0
0 0 0
0 0 0
2 4 6
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
2 2 0 0
0 0 0 0
0 0 0 0
0 0 0 0
2 2 0 0
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
1 76
3
20
8 13 9 99
4
In 0 28
9
98 3 1 39
1
Ou
t 1 47
4
11
0 10 8 60
3
0 23
6 80 2 1 31
9 L
0 52 18 1 0 71 T
0 1 0 0 0 1 R
0 0 0 0 0 0 P
Turning Movement Peak Hour Data Plot (7:30 AM)
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 5
Turning Movement Peak Hour Data (4:45 PM)
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
4:45 PM 1 1 0 0 2 4 0 85 0 89 75 42 0 2 117 0 40 4 0 44 252
5:00 PM 0 0 0 0 0 3 3 97 0 103 105 47 0 1 152 0 36 0 0 36 291
5:15 PM 0 1 0 0 1 5 0 94 1 99 91 48 1 1 140 0 34 7 0 41 281
5:30 PM 1 1 1 0 3 6 0 70 2 76 90 58 3 1 151 0 38 3 0 41 271
Total 2 3 1 0 6 18 3 346 3 367 361 195 4 5 560 0 148 14 0 162 1095
Approach %33.3 50.0 16.7 --4.9 0.8 94.3 --64.5 34.8 0.7 --0.0 91.4 8.6 ---
Total %0.2 0.3 0.1 -0.5 1.6 0.3 31.6 -33.5 33.0 17.8 0.4 -51.1 0.0 13.5 1.3 -14.8 -
PHF 0.500 0.750 0.250 -0.500 0.750 0.250 0.892 -0.891 0.860 0.841 0.333 -0.921 0.000 0.925 0.500 -0.920 0.941
Motorcycles 0 0 0 -0 0 0 0 -0 1 0 0 -1 0 3 0 -3 4
% Motorcycles 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.3 0.0 0.0 -0.2 -2.0 0.0 -1.9 0.4
Cars 1 2 0 -3 12 3 289 -304 291 136 3 -430 0 110 11 -121 858
% Cars 50.0 66.7 0.0 -50.0 66.7 100.0 83.5 -82.8 80.6 69.7 75.0 -76.8 -74.3 78.6 -74.7 78.4
Light GoodsVehicles 1 0 1 -2 5 0 53 -58 61 57 1 -119 0 31 3 -34 213
% Light GoodsVehicles 50.0 0.0 100.0 -33.3 27.8 0.0 15.3 -15.8 16.9 29.2 25.0 -21.3 -20.9 21.4 -21.0 19.5
Buses 0 0 0 -0 0 0 2 -2 1 0 0 -1 0 0 0 -0 3
% Buses 0.0 0.0 0.0 -0.0 0.0 0.0 0.6 -0.5 0.3 0.0 0.0 -0.2 -0.0 0.0 -0.0 0.3
Single-UnitTrucks 0 0 0 -0 0 0 1 -1 2 0 0 -2 0 1 0 -1 4
% Single-UnitTrucks 0.0 0.0 0.0 -0.0 0.0 0.0 0.3 -0.3 0.6 0.0 0.0 -0.4 -0.7 0.0 -0.6 0.4
ArticulatedTrucks 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 0 0 -0 0
% ArticulatedTrucks 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 -0.0 0.0 -0.0 0.0
Bicycles onRoad 0 1 0 -1 1 0 1 -2 5 2 0 -7 0 3 0 -3 13
% Bicycles onRoad 0.0 33.3 0.0 -16.7 5.6 0.0 0.3 -0.5 1.4 1.0 0.0 -1.3 -2.0 0.0 -1.9 1.2
Pedestrians ---0 ----3 ----5 ----0 --
% Pedestrians --------100.0 ----100.0 -------
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/KagyTMCSite Code: 22Start Date: 10/21/2015Page No: 6
Peak Hour Data
10/21/2015 4:45 PMEnding At10/21/2015 5:45 PM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
1 0 1
304 304 608
64 58 122
1 2 3
8 3 11
378 367 745
0 0 0 0
289 3 12 0
53 0 5 0
2 0 0 0
2 0 1 3
346 3 18 3
R T L P
2
1
4
3
0
6
3
1
4
8
0
O
u
t
1
6
2
4
0
3
4
1
2
1
3
I
n
3
7
6
7
0
9
7
2
6
9
3
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
1
4
0
0
3
1
1
0
T
1
4
8
4
0
3
1
1
1
0
3
L
0
0
0
0
0
0
P
0
0
0
0
0
0
0 0 0
6 3 9
1 2 3
0 0 0
0 1 1
7 6 13
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
1 2 0 0
1 0 1 0
0 0 0 0
0 1 0 0
2 3 1 0
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
4 83
0
20
4 3 15
10
5
6
In 1 43
0
11
9 1 9 56
0
Ou
t 3 40
0 85 2 6 49
6
1 29
1 61 1 7 36
1 L
0 13
6
57 0 2 19
5 T
0 3 1 0 0 4 R
0 0 0 0 5 5 P
Turning Movement Peak Hour Data Plot (4:45 PM)
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 1
Turning Movement Data
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
7:00 AM 21 0 29 0 50 0 0 0 0 0 0 49 22 0 71 48 56 0 0 104 225
7:15 AM 18 1 26 0 45 0 0 0 1 0 0 45 46 0 91 65 63 1 0 129 265
7:30 AM 27 0 36 0 63 0 0 0 0 0 0 53 76 0 129 95 83 0 0 178 370
7:45 AM 46 0 35 0 81 0 0 0 1 0 0 83 90 0 173 136 144 1 0 281 535
Hourly Total 112 1 126 0 239 0 0 0 2 0 0 230 234 0 464 344 346 2 0 692 1395
8:00 AM 57 1 37 1 95 0 0 0 0 0 0 76 51 0 127 75 114 2 1 191 413
8:15 AM 43 0 21 0 64 0 0 0 0 0 0 75 47 0 122 73 122 0 0 195 381
8:30 AM 42 1 20 0 63 0 0 2 0 2 1 72 62 0 135 80 83 0 0 163 363
8:45 AM 55 0 27 0 82 0 0 0 0 0 1 53 58 0 112 75 92 1 0 168 362
Hourly Total 197 2 105 1 304 0 0 2 0 2 2 276 218 0 496 303 411 3 1 717 1519
*** BREAK ***---------------------
4:00 PM 88 0 65 0 153 0 0 1 0 1 0 109 46 0 155 40 91 0 0 131 440
4:15 PM 81 0 61 0 142 0 0 0 0 0 0 108 44 0 152 42 85 0 0 127 421
4:30 PM 94 0 83 0 177 0 3 0 0 3 0 128 45 0 173 40 102 0 0 142 495
4:45 PM 71 0 93 1 164 0 2 1 0 3 0 122 43 1 165 35 106 0 0 141 473
Hourly Total 334 0 302 1 636 0 5 2 0 7 0 467 178 1 645 157 384 0 0 541 1829
5:00 PM 88 0 106 0 194 0 1 7 0 8 0 206 44 0 250 46 103 0 0 149 601
5:15 PM 88 0 81 0 169 3 0 0 0 3 1 156 48 0 205 34 117 0 0 151 528
5:30 PM 49 0 57 1 106 0 0 1 0 1 0 110 42 0 152 27 87 0 1 114 373
5:45 PM 53 0 59 1 112 0 0 0 1 0 1 119 47 0 167 33 92 0 1 125 404
Hourly Total 278 0 303 2 581 3 1 8 1 12 2 591 181 0 774 140 399 0 2 539 1906
Grand Total 921 3 836 4 1760 3 6 12 3 21 4 1564 811 1 2379 944 1540 5 3 2489 6649
Approach %52.3 0.2 47.5 --14.3 28.6 57.1 --0.2 65.7 34.1 --37.9 61.9 0.2 ---
Total %13.9 0.0 12.6 -26.5 0.0 0.1 0.2 -0.3 0.1 23.5 12.2 -35.8 14.2 23.2 0.1 -37.4 -
Motorcycles 1 0 0 -1 0 0 0 -0 0 5 1 -6 0 3 0 -3 10
% Motorcycles 0.1 0.0 0.0 -0.1 0.0 0.0 0.0 -0.0 0.0 0.3 0.1 -0.3 0.0 0.2 0.0 -0.1 0.2
Cars 760 3 693 -1456 3 5 12 -20 4 1181 655 -1840 748 1330 5 -2083 5399
% Cars 82.5 100.0 82.9 -82.7 100.0 83.3 100.0 -95.2 100.0 75.5 80.8 -77.3 79.2 86.4 100.0 -83.7 81.2
Light GoodsVehicles 145 0 126 -271 0 1 0 -1 0 312 135 -447 174 164 0 -338 1057
% Light GoodsVehicles 15.7 0.0 15.1 -15.4 0.0 16.7 0.0 -4.8 0.0 19.9 16.6 -18.8 18.4 10.6 0.0 -13.6 15.9
Buses 4 0 4 -8 0 0 0 -0 0 14 9 -23 2 5 0 -7 38
% Buses 0.4 0.0 0.5 -0.5 0.0 0.0 0.0 -0.0 0.0 0.9 1.1 -1.0 0.2 0.3 0.0 -0.3 0.6
Single-UnitTrucks 9 0 12 -21 0 0 0 -0 0 24 10 -34 15 21 0 -36 91
% Single-UnitTrucks 1.0 0.0 1.4 -1.2 0.0 0.0 0.0 -0.0 0.0 1.5 1.2 -1.4 1.6 1.4 0.0 -1.4 1.4
ArticulatedTrucks 1 0 1 -2 0 0 0 -0 0 22 1 -23 4 14 0 -18 43
% ArticulatedTrucks 0.1 0.0 0.1 -0.1 0.0 0.0 0.0 -0.0 0.0 1.4 0.1 -1.0 0.4 0.9 0.0 -0.7 0.6
Bicycles onRoad 1 0 0 -1 0 0 0 -0 0 6 0 -6 1 3 0 -4 11
% Bicycles onRoad 0.1 0.0 0.0 -0.1 0.0 0.0 0.0 -0.0 0.0 0.4 0.0 -0.3 0.1 0.2 0.0 -0.2 0.2
Pedestrians ---4 ----3 ----1 ----3 --
% Pedestrians ---100.0 ----100.0 ----100.0 ----100.0 --
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 2
10/22/2015 7:00 AMEnding At10/22/2015 6:00 PM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
0 0 0
12 20 32
0 1 1
0 0 0
0 0 0
12 21 33
0 0 0 0
12 5 3 0
0 1 0 0
0 0 0 0
0 0 0 3
12 6 3 3
R T L P
2
4
0
3
6
5
1
8
4
3
8
1
8
7
7
5
O
u
t
2
4
8
9
5
8
7
3
3
8
2
0
8
3
3
I
n
4
8
9
2
1
2
3
2
5
7
7
6
3
9
6
0
8
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
5
0
0
0
5
0
T
1
5
4
0
3
8
5
1
6
4
1
3
3
0
3
L
9
4
4
2
0
2
1
7
4
7
4
8
0
P
3
3
0
0
0
0
1 1 2
1408 1456 2864
310 271 581
11 8 19
31 24 55
1761 1760 3521
Out In Total
Northbound Approach [S]
L T R P
1 0 0 0
760 3 693 0
145 0 126 0
4 0 4 0
11 0 13 4
921 3 836 4
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
10
39
4
2
75
6 32
11
2
48
5
2
In 6 18
4
0
44
7
23 63
23
7
9
Ou
t 4
21
0
2
30
9 9 49
24
7
3
0 4 0 0 0 4 L
5 11
8
1
31
2
14 52
15
6
4 T
1 65
5
13
5 9 11 81
1 R
0 0 0 0 1 1 P
Turning Movement Data Plot
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 3
Turning Movement Peak Hour Data (7:30 AM)
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
7:30 AM 27 0 36 0 63 0 0 0 0 0 0 53 76 0 129 95 83 0 0 178 370
7:45 AM 46 0 35 0 81 0 0 0 1 0 0 83 90 0 173 136 144 1 0 281 535
8:00 AM 57 1 37 1 95 0 0 0 0 0 0 76 51 0 127 75 114 2 1 191 413
8:15 AM 43 0 21 0 64 0 0 0 0 0 0 75 47 0 122 73 122 0 0 195 381
Total 173 1 129 1 303 0 0 0 1 0 0 287 264 0 551 379 463 3 1 845 1699
Approach %57.1 0.3 42.6 --NaN NaN NaN --0.0 52.1 47.9 --44.9 54.8 0.4 ---
Total %10.2 0.1 7.6 -17.8 0.0 0.0 0.0 -0.0 0.0 16.9 15.5 -32.4 22.3 27.3 0.2 -49.7 -
PHF 0.759 0.250 0.872 -0.797 0.000 0.000 0.000 -0.000 0.000 0.864 0.733 -0.796 0.697 0.804 0.375 -0.752 0.794
Motorcycles 0 0 0 -0 0 0 0 -0 0 0 0 -0 0 0 0 -0 0
% Motorcycles 0.0 0.0 0.0 -0.0 ------0.0 0.0 -0.0 0.0 0.0 0.0 -0.0 0.0
Cars 137 1 107 -245 0 0 0 -0 0 197 226 -423 300 392 3 -695 1363
% Cars 79.2 100.0 82.9 -80.9 ------68.6 85.6 -76.8 79.2 84.7 100.0 -82.2 80.2
Light GoodsVehicles 32 0 17 -49 0 0 0 -0 0 77 35 -112 72 55 0 -127 288
% Light GoodsVehicles 18.5 0.0 13.2 -16.2 ------26.8 13.3 -20.3 19.0 11.9 0.0 -15.0 17.0
Buses 1 0 0 -1 0 0 0 -0 0 2 0 -2 0 2 0 -2 5
% Buses 0.6 0.0 0.0 -0.3 ------0.7 0.0 -0.4 0.0 0.4 0.0 -0.2 0.3
Single-UnitTrucks 2 0 5 -7 0 0 0 -0 0 5 3 -8 6 5 0 -11 26
% Single-UnitTrucks 1.2 0.0 3.9 -2.3 ------1.7 1.1 -1.5 1.6 1.1 0.0 -1.3 1.5
ArticulatedTrucks 1 0 0 -1 0 0 0 -0 0 4 0 -4 1 8 0 -9 14
% ArticulatedTrucks 0.6 0.0 0.0 -0.3 ------1.4 0.0 -0.7 0.3 1.7 0.0 -1.1 0.8
Bicycles onRoad 0 0 0 -0 0 0 0 -0 0 2 0 -2 0 1 0 -1 3
% Bicycles onRoad 0.0 0.0 0.0 -0.0 ------0.7 0.0 -0.4 0.0 0.2 0.0 -0.1 0.2
Pedestrians ---1 ----1 ----0 ----1 --
% Pedestrians ---100.0 ----100.0 ---------100.0 --
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 4
Peak Hour Data
10/22/2015 7:30 AMEnding At10/22/2015 8:30 AM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
0 0 0
4 0 4
0 0 0
0 0 0
0 0 0
4 0 4
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 1
0 0 0 1
R T L P
4
1
6
1
6
2
9
4
3
0
4
0
O
u
t
8
4
5
2
1
2
1
2
7
6
9
5
0
I
n
1
2
6
1
3
7
4
2
2
1
9
9
9
0
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
3
0
0
0
3
0
T
4
6
3
1
4
2
5
5
3
9
2
0
L
3
7
9
7
0
7
2
3
0
0
0
P
1
1
0
0
0
0
0 0 0
526 245 771
107 49 156
0 1 1
10 8 18
643 303 946
Out In Total
Northbound Approach [S]
L T R P
0 0 0 0
137 1 107 0
32 0 17 0
1 0 0 0
3 0 5 1
173 1 129 1
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
0 95
2
19
9 5 31
11
8
7
In 0 42
3
11
2 2 14 55
1
Ou
t 0 52
9 87 3 17 63
6
0 0 0 0 0 0 L
0 19
7
77 2 11 28
7 T
0 22
6 35 0 3 26
4 R
0 0 0 0 0 0 P
Turning Movement Peak Hour Data Plot (7:30 AM)
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 5
Turning Movement Peak Hour Data (4:30 PM)
Start Time
Northbound Approach Southbound Approach Eastbound Approach Westbound Approach
Northbound Southbound Eastbound Westbound
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
4:30 PM 94 0 83 0 177 0 3 0 0 3 0 128 45 0 173 40 102 0 0 142 495
4:45 PM 71 0 93 1 164 0 2 1 0 3 0 122 43 1 165 35 106 0 0 141 473
5:00 PM 88 0 106 0 194 0 1 7 0 8 0 206 44 0 250 46 103 0 0 149 601
5:15 PM 88 0 81 0 169 3 0 0 0 3 1 156 48 0 205 34 117 0 0 151 528
Total 341 0 363 1 704 3 6 8 0 17 1 612 180 1 793 155 428 0 0 583 2097
Approach %48.4 0.0 51.6 --17.6 35.3 47.1 --0.1 77.2 22.7 --26.6 73.4 0.0 ---
Total %16.3 0.0 17.3 -33.6 0.1 0.3 0.4 -0.8 0.0 29.2 8.6 -37.8 7.4 20.4 0.0 -27.8 -
PHF 0.907 0.000 0.856 -0.907 0.250 0.500 0.286 -0.531 0.250 0.743 0.938 -0.793 0.842 0.915 0.000 -0.965 0.872
Motorcycles 1 0 0 -1 0 0 0 -0 0 2 0 -2 0 1 0 -1 4
% Motorcycles 0.3 -0.0 -0.1 0.0 0.0 0.0 -0.0 0.0 0.3 0.0 -0.3 0.0 0.2 --0.2 0.2
Cars 288 0 303 -591 3 5 8 -16 1 491 142 -634 113 377 0 -490 1731
% Cars 84.5 -83.5 -83.9 100.0 83.3 100.0 -94.1 100.0 80.2 78.9 -79.9 72.9 88.1 --84.0 82.5
Light GoodsVehicles 48 0 55 -103 0 1 0 -1 0 103 32 -135 38 35 0 -73 312
% Light GoodsVehicles 14.1 -15.2 -14.6 0.0 16.7 0.0 -5.9 0.0 16.8 17.8 -17.0 24.5 8.2 --12.5 14.9
Buses 2 0 2 -4 0 0 0 -0 0 2 3 -5 1 1 0 -2 11
% Buses 0.6 -0.6 -0.6 0.0 0.0 0.0 -0.0 0.0 0.3 1.7 -0.6 0.6 0.2 --0.3 0.5
Single-UnitTrucks 2 0 3 -5 0 0 0 -0 0 8 3 -11 3 8 0 -11 27
% Single-UnitTrucks 0.6 -0.8 -0.7 0.0 0.0 0.0 -0.0 0.0 1.3 1.7 -1.4 1.9 1.9 --1.9 1.3
ArticulatedTrucks 0 0 0 -0 0 0 0 -0 0 4 0 -4 0 4 0 -4 8
% ArticulatedTrucks 0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.7 0.0 -0.5 0.0 0.9 --0.7 0.4
Bicycles onRoad 0 0 0 -0 0 0 0 -0 0 2 0 -2 0 2 0 -2 4
% Bicycles onRoad 0.0 -0.0 -0.0 0.0 0.0 0.0 -0.0 0.0 0.3 0.0 -0.3 0.0 0.5 --0.3 0.2
Pedestrians ---1 ----0 ----1 ----0 --
% Pedestrians ---100.0 ---------100.0 -------
Robert Peccia & Associates825 Custer Ave
Helena, Montana, United States 59604406-447-5000 shane@rpa-hln.com
Count Name: Highland/MainTMCSite Code: 17Start Date: 10/22/2015Page No: 6
Peak Hour Data
10/22/2015 4:30 PMEnding At10/22/2015 5:30 PM
MotorcyclesCarsLight Goods VehiclesBusesOther
Southbound Approach [N]
Out In Total
0 0 0
1 16 17
0 1 1
0 0 0
0 0 0
1 17 18
0 0 0 0
8 5 3 0
0 1 0 0
0 0 0 0
0 0 0 0
8 6 3 0
R T L P
9
7
8
1
7
4
1
5
8
7
9
7
2
O
u
t
5
8
3
1
7
2
7
3
4
9
0
1
I
n
1
5
6
1
3
4
6
2
3
1
1
2
8
7
3
T
o
t
a
l
W
e
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
E
]
R
0
0
0
0
0
0
T
4
2
8
1
4
1
3
5
3
7
7
1
L
1
5
5
3
1
3
8
1
1
3
0
P
0
0
0
0
0
0
0 1 1
260 591 851
71 103 174
4 4 8
6 5 11
341 704 1045
Out In Total
Northbound Approach [S]
L T R P
1 0 0 0
288 0 303 0
48 0 55 0
2 0 2 0
2 0 3 1
341 0 363 1
Ea
s
t
b
o
u
n
d
A
p
p
r
o
a
c
h
[
W
]
To
t
a
l
4 13
0
7
21
8 8 33
15
7
0
In 2 63
4
13
5 5 17 79
3
Ou
t 2 67
3 83 3 16 77
7
0 1 0 0 0 1 L
2 49
1
10
3 2 14 61
2 T
0 14
2 32 3 3 18
0 R
0 0 0 0 1 1 P
Turning Movement Peak Hour Data Plot (4:30 PM)
Appendix B:
Capacity Analysis Worksheets
Ex
i
s
t
i
n
g
A
l
t
e
r
n
a
t
i
v
e
1
Al
t
e
r
n
a
t
i
v
e
2
Al
t
e
r
n
a
t
i
v
e
3
Al
t
e
r
n
a
t
i
v
e
4
Al
t
e
r
n
a
t
i
v
e
5
Alternative 5 +Alternative 5 *
Ov
e
r
a
l
l
O
v
e
r
a
l
l
O
v
e
r
a
l
l
O
v
e
r
a
l
l
O
v
e
r
a
l
l
O
v
e
r
a
l
l
O
v
e
r
a
l
l
O
v
e
r
a
l
l
B
C
C
C
C
C
C
B
14
.
0
2
3
.
5
2
5
.
1
2
5
.
0
2
6
.
0
2
5
.
8
2
6
.
0
1
9
.
6
C
D
D
D
D
D
D
C
21
.
3
3
7
.
4
4
8
.
2
3
8
.
2
4
8
.
7
4
8
.
7
4
8
.
7
2
4
.
8
A
A
A
A
A
A
A
A
0.
5
0
.
9
0
.
9
1
.
0
0
.
9
0
.
9
0
.
9
1
.
0
A
A
A
A
A
A
A
A
1.
0
1
.
3
1
.
3
1
.
3
1
.
3
1
.
3
1
.
3
1
.
3
A
A
A
A
A
A
A
A
0.
4
0
.
7
0
.
7
0
.
7
0
.
7
0
.
7
0
.
7
0
.
7
A
A
A
A
A
A
A
A
0.
2
0
.
4
0
.
4
0
.
4
0
.
4
0
.
4
0
.
4
0
.
4
A
A
A
A
A
A
C
A
2.
9
7
.
7
8
.
3
7
.
7
7
.
8
7
.
7
1
6
.
0
7
.
7
B
C
C
C
C
C
F C
12
.
1
2
2
.
8
2
8
.
8
2
2
.
8
2
7
.
1
2
2
.
2
1
5
4
0
.
9
2
2
.
2
A
A
A
A
A
A
0.
3
0
.
4
0
.
1
0
.
1
0
.
1
0
.
1
A
A
A
A
A
A
1.
0
1
.
1
0
.
3
0
.
4
0
.
4
0
.
4
A
A
A
A
A
A
A
1.
0
1
.
6
0
.
2
0
.
3
0
.
7
0
.
7
0
.
7
A
A
A
A
A
A
A
1.
5
2
.
6
0
.
6
1
.
2
1
.
6
1
.
6
1
.
6
A
A
A
A
A
A
A
0.
9
1
.
2
1
.
1
1
.
3
0
.
9
0
.
9
0
.
9
A
A
A
A
A
A
A
2.
0
3
.
0
2
.
2
2
.
3
2
.
0
2
.
0
2
.
0
+ Al
t
e
r
n
a
t
i
v
e
5 wi
t
h
Tw
o
‐wa
y
st
o
p
co
n
t
r
o
l
l
e
d
Ha
g
g
e
r
t
y
Ln
an
d
Ma
i
n
St
in
t
e
r
s
e
c
t
i
o
n
* Al
t
e
r
n
a
t
i
v
e
5 wi
t
h
do
u
b
l
e
no
r
t
h
b
o
u
n
d
le
f
t
‐tu
r
n
la
n
e
s
at
Hi
g
h
l
a
n
d
Bl
v
d
an
d
Ma
i
n
St
in
t
e
r
s
e
c
t
i
o
n
Hi
g
h
l
a
n
d
B
o
u
l
e
v
a
r
d
&
Ea
s
t
C
u
r
t
i
s
s
S
t
r
e
e
t
AM
P
e
a
k
PM
P
e
a
k
In
t
e
r
s
e
c
t
i
o
n
Ti
m
e
Pe
r
i
o
d
Ea
s
t
M
a
i
n
S
t
r
e
e
t
&
Hi
g
h
l
a
n
d
B
o
u
l
e
v
a
r
d
AM
P
e
a
k
PM
P
e
a
k
Ea
s
t
M
a
i
n
S
t
r
e
e
t
&
Cy
p
r
e
s
s
S
t
r
e
e
t
AM
P
e
a
k
PM
P
e
a
k
Ea
s
t
M
a
i
n
S
t
r
e
e
t
&
Ha
g
g
e
r
t
y
L
a
n
e
AM
P
e
a
k
PM
P
e
a
k
De
v
e
l
o
p
m
e
n
t
A
c
c
e
s
s
&
Ha
g
g
e
r
t
y
L
a
n
e
AM
P
e
a
k
PM
P
e
a
k
De
v
e
l
o
p
m
e
n
t
A
c
c
e
s
s
&
Ea
s
t
M
a
i
n
S
t
r
e
e
t
AM
P
e
a
k
PM
P
e
a
k
De
v
e
l
o
p
m
e
n
t
A
c
c
e
s
s
&
Hi
g
h
l
a
n
d
B
o
u
l
e
v
a
r
d
AM
P
e
a
k
PM
P
e
a
k
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
LT
0
.
0
A
L
T
1
6
.
9
C
L
T
0
.
1
A
Th
r
u
0
.
1
A
T
h
r
u
1
6
.
9
C
T
h
r
u
0
.
1
A
RT
0
.
0
A
R
T
1
6
.
9
C
R
T
0
.
0
A
To
t
a
l
0
.
1
A
To
t
a
l
1
6
.
9
C
To
t
a
l
0
.
1
A
LT
8
.
6
A
L
T
0
.
0
A
L
T
9
.
0
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
1
0
.
2
B
R
T
0
.
0
A
To
t
a
l
0
.
9
A
To
t
a
l
1
0
.
2
B
To
t
a
l
0
.
1
A
LT
2
9
.
3
D
L
T
0
.
1
A
L
T
1
5
.
3
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
2
A
T
h
r
u
0
.
0
A
RT
2
9
.
3
D
R
T
0
.
2
A
R
T
1
4
.
5
B
To
t
a
l
2
9
.
3
D
To
t
a
l
0
.
2
A
To
t
a
l
1
5
.
3
C
LT
3
9
.
1
E
L
T
0
.
1
A
L
T
0
.
0
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
1
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
0
.
1
A
R
T
1
1
.
0
B
To
t
a
l
3
9
.
1
E
To
t
a
l
0
.
1
A
To
t
a
l
1
1
.
0
B
2.
9
A
0.
5
A
0.
4
A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
LT
0
.
0
A
Th
r
u
8
.
7
A
RT
0
.
0
A
To
t
a
l
8
.
7
A
LT
2
3
.
9
C
Th
r
u
8
.
0
A
RT
0
.
0
A
To
t
a
l
1
5
.
2
B
LT
3
1
.
4
C
Th
r
u
6
.
0
A
RT
0
.
0
A
To
t
a
l
2
0
.
5
C
LT
0
.
0
A
Th
r
u
2
3
.
0
C
RT
0
.
0
A
To
t
a
l
2
3
.
0
C
14
.
0
B
NB
N
B
N
B
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
Cy
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
EB
E
B
E
B
Ex
i
s
i
t
n
g
AM
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
WB NB
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& E Ma
i
n
St
r
e
e
t
EBSB
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
WB
W
B
W
B
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
BASE 5/27/2016 Baseline Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 332 83 92 773 2 62 0 49 1 0 0
Future Volume (vph) 2 332 83 92 773 2 62 0 49 1 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 65 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.970 0.940
Flt Protected 0.950 0.973 0.950
Satd. Flow (prot) 0 3433 0 1770 3539 0 0 1704 0 0 1770 0
Flt Permitted 0.950 0.973 0.950
Satd. Flow (perm) 0 3433 0 1770 3539 0 0 1704 0 0 1770 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 541 1310 967 143
Travel Time (s) 12.3 29.8 22.0 3.3
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
Adj. Flow (vph) 2 361 90 100 840 2 67 0 53 1 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 453 0 100 842 0 0 120 0010
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 49.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
BASE 5/27/2016 Baseline Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 5 1 14 0025 3 1 975 6 3 73
Future Volume (vph) 5 1 14 0025 3 1 975 6 3 73
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.904 0.865 0.997 0.999
Flt Protected 0.988 0.999
Satd. Flow (prot) 0 1664 0 0 1611 0 0 1855 0 0 1861 0
Flt Permitted 0.988 0.999
Satd. Flow (perm) 0 1664 0 0 1611 0 0 1855 0 0 1861 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 358 425 606
Travel Time (s) 10.1 8.1 9.7 13.8
Confl. Peds. (#/hr) 1 1 2 2
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
Adj. Flow (vph) 5 1 15 0025 3 4 785 6 9 23
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 21 00200 3 6 000 7 0 00
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 0 0 0 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 48.9% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
BASE 5/27/2016 Baseline Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 601 27 5 701 3 30 03002
Future Volume (vph) 4 601 27 5 701 3 30 03002
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.994 0.999 0.975 0.865
Flt Protected 0.950 0.950 0.960
Satd. Flow (prot) 0 3518 0 1770 3536 0 1681 1656 0 0 1611 0
Flt Permitted 0.950 0.950 0.960
Satd. Flow (perm) 0 3518 0 1770 3536 0 1681 1656 0 0 1611 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
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
Adj. Flow (vph) 4 653 29 5 762 3 33 03002
Shared Lane Traffic (%) 45%
Lane Group Flow (vph) 0 686 0 5 765 0 18 18 0020
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 35.5% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
BASE 5/27/2016 Baseline Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 287 264 379 463 3 173 1 129 1 0 0
Future Volume (vph) 0 287 264 379 463 3 173 1 129 1 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 185 0 325 0 0 0
Storage Lanes 1 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 1.00 0.99 1.00
Frt 0.928 0.999 0.851
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1863 3284 0 1770 3535 0 1770 1564 0 0 1770 0
Flt Permitted 0.326 0.757 0.641
Satd. Flow (perm) 1863 3284 0 607 3535 0 1408 1564 0 0 1193 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 287 1 140
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 541 606 185
Travel Time (s) 32.2 12.3 13.8 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 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
Adj. Flow (vph) 0 312 287 412 503 3 188 1 140 1 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 599 0 412 506 0 188 141 0010
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0
Total Split (%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3%
Maximum Green (s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
BASE 5/27/2016 Baseline Synchro 9 Report
Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 40.5 55.5 55.5 25.5 25.5 25.5
Actuated g/C Ratio 0.45 0.62 0.62 0.28 0.28 0.28
v/c Ratio 0.37 0.81 0.23 0.47 0.26 0.00
Control Delay 8.7 23.9 8.0 31.4 6.0 23.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 8.7 23.9 8.0 31.4 6.0 23.0
L O S AC AC A C
Approach Delay 8.7 15.2 20.5 23.0
Approach LOS A B C C
Queue Length 50th (ft) 54 106 61 88 0 0
Queue Length 95th (ft) 92 #202 85 154 43 4
Internal Link Dist (ft) 1335 461 526 105
Turn Bay Length (ft) 185 325
Base Capacity (vph) 1635 510 2180 398 543 338
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.37 0.81 0.23 0.47 0.26 0.00
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 60
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 14.0 Intersection LOS: B
Intersection Capacity Utilization 63.7% ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
LT
0
.
0
A
L
T
2
1
.
8
C
L
T
0
.
1
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
1
A
RT
0
.
0
A
R
T
2
1
.
8
C
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
2
1
.
8
C
To
t
a
l
0
.
1
A
LT
1
0
.
4
B
L
T
1
9
.
8
C
L
T
9
.
8
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
1
9
.
8
C
R
T
0
.
0
A
To
t
a
l
1
.
3
A
To
t
a
l
1
9
.
8
C
To
t
a
l
0
.
0
A
LT
1
0
4
.
8
F
L
T
0
.
2
A
L
T
1
6
.
1
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
3
A
T
h
r
u
0
.
0
A
RT
1
0
4
.
8
F
R
T
0
.
3
A
R
T
1
6
.
1
C
To
t
a
l
1
0
4
.
8
F
To
t
a
l
0
.
3
A
To
t
a
l
1
6
.
1
C
LT
3
0
.
3
D
L
T
0
.
0
A
L
T
1
6
.
5
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
1
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
0
.
1
A
R
T
1
6
.
5
C
To
t
a
l
3
0
.
3
D
To
t
a
l
0
.
1
A
To
t
a
l
1
6
.
5
C
12
.
1
B
1.
0
A
0.
2
A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
LT
1
1
.
0
B
Th
r
u
1
4
.
6
B
RT
0
.
0
A
To
t
a
l
1
4
.
6
B
LT
1
2
.
4
B
Th
r
u
7
.
9
A
RT
0
.
0
A
To
t
a
l
9
.
1
A
LT
6
7
.
5
E
Th
r
u
1
2
.
2
B
RT
0
.
0
A
To
t
a
l
3
9
.
0
D
LT
0
.
0
A
Th
r
u
1
6
.
9
B
RT
0
.
0
A
To
t
a
l
1
6
.
9
B
21
.
3
C
NB
N
B
N
B
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
Cy
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
EB
E
B
E
B
Ex
i
s
i
t
n
g
PM
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
WB NB
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& E Ma
i
n
St
r
e
e
t
EBSB
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
WB
W
B
W
B
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 811 150 69 496 1 97 0 95 1 0 0
Future Volume (vph) 2 811 150 69 496 1 97 0 95 1 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 65 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.977 0.933
Flt Protected 0.950 0.975 0.950
Satd. Flow (prot) 0 3458 0 1770 3539 0 0 1694 0 0 1770 0
Flt Permitted 0.950 0.975 0.950
Satd. Flow (perm) 0 3458 0 1770 3539 0 0 1694 0 0 1770 0
Link Speed (mph) 40 40 30 30
Link Distance (ft) 541 1310 967 143
Travel Time (s) 9.2 22.3 22.0 3.3
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
Adj. Flow (vph) 2 882 163 75 539 1 105 0 103 1 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1047 0 75 540 0 0 208 0010
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 61.0% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 10 0970 1 6 1 3 6 8 423 3 6 46
Future Volume (vph) 10 0970 1 6 1 3 6 8 423 3 6 46
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.936 0.908 0.998
Flt Protected 0.974 0.984 0.999
Satd. Flow (prot) 0 1698 0 0 1664 0 0 1861 0 0 1859 0
Flt Permitted 0.974 0.984 0.999
Satd. Flow (perm) 0 1698 0 0 1664 0 0 1861 0 0 1859 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 358 425 606
Travel Time (s) 10.1 8.1 9.7 13.8
Confl. Peds. (#/hr) 2 2 1 1 7 7 2 2
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
Adj. Flow (vph) 11 0 10 8 0 17 14 743 2 3 396 7
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 21 0 0 25 0 0 759 0 0 406 0
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 0 0 0 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 55.2% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 3 784 42 2 788 1 10 07301
Future Volume (vph) 3 784 42 2 788 1 10 07301
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.943 0.966
Flt Protected 0.950 0.972 0.964
Satd. Flow (prot) 0 3511 0 1770 3539 0 0 1707 0 0 1735 0
Flt Permitted 0.950 0.972 0.964
Satd. Flow (perm) 0 3511 0 1770 3539 0 0 1707 0 0 1735 0
Link Speed (mph) 25 25 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 16.0 38.6 15.7 3.7
Confl. Peds. (#/hr) 4 4 4 4 14 14 1 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
Adj. Flow (vph) 3 852 46 2 857 1 11 08301
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 901 0 2 858 0 0 19 0040
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 38.9% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 612 180 155 428 0 341 0 363 3 6 8
Future Volume (vph) 1 612 180 155 428 0 341 0 363 3 6 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 185 0 325 0 0 0
Storage Lanes 1 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99
Frt 0.966 0.850 0.936
Flt Protected 0.950 0.950 0.950 0.992
Satd. Flow (prot) 1770 3419 0 1770 3539 0 1770 1562 0 0 1730 0
Flt Permitted 0.485 0.230 0.745 0.952
Satd. Flow (perm) 903 3419 0 428 3539 0 1386 1562 0 0 1660 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 62 291 9
Link Speed (mph) 40 40 30 30
Link Distance (ft) 1415 541 606 185
Travel Time (s) 24.1 9.2 13.8 4.2
Confl. Peds. (#/hr) 1 1 1 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
Adj. Flow (vph) 1 665 196 168 465 0 371 0 395 3 7 9
Shared Lane Traffic (%)
Lane Group Flow (vph) 1 861 0 168 465 0 371 395 0 0 19 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 50.0 50.0 10.0 60.0 30.0 30.0 30.0 30.0
Total Split (%) 55.6% 55.6% 11.1% 66.7% 33.3% 33.3% 33.3% 33.3%
Maximum Green (s) 45.5 45.5 5.5 55.5 25.5 25.5 25.5 25.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report
Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 45.5 45.5 55.5 55.5 25.5 25.5 25.5
Actuated g/C Ratio 0.51 0.51 0.62 0.62 0.28 0.28 0.28
v/c Ratio 0.00 0.49 0.49 0.21 0.95 0.61 0.04
Control Delay 11.0 14.6 12.4 7.9 67.5 12.2 16.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.0 14.6 12.4 7.9 67.5 12.2 16.9
L O S BB BA EB B
Approach Delay 14.6 9.1 39.0 16.9
Approach LOS B A D B
Queue Length 50th (ft) 0 148 37 55 206 45 4
Queue Length 95th (ft) 3 198 64 78 #380 138 21
Internal Link Dist (ft) 1335 461 526 105
Turn Bay Length (ft) 100 185 325
Base Capacity (vph) 456 1759 345 2182 392 651 476
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.00 0.49 0.49 0.21 0.95 0.61 0.04
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 21.3 Intersection LOS: C
Intersection Capacity Utilization 68.1% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
LT
0
.
0
A
LT
2
4
.
5
C
LT
0
.
1
A
LT
6
.
8
A
Th
r
u
9
.
5
A
Th
r
u
2
4
.
5
C
Th
r
u
0
.
2
A
Th
r
u
0
.
0
A
RT
0
.
0
A
RT
2
4
.
5
C
RT
0
.
0
A
RT
0
.
0
A
To
t
a
l
9
.
5
A
To
t
a
l
2
4
.
5
C
To
t
a
l
0
.
2
A
To
t
a
l
6
.
8
A
LT
7
.
5
A
LT
0
.
0
A
LT
9
.
2
A
LT
0
.
0
A
Th
r
u
6
.
2
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
RT
0
.
0
A
RT
1
0
.
2
B
RT
0
.
0
A
RT
0
.
0
A
To
t
a
l
6
.
4
A
To
t
a
l
1
0
.
2
B
To
t
a
l
0
.
1
A
To
t
a
l
0
.
0
A
LT
0
.
0
A
LT
0
.
2
A
LT
1
7
.
4
C
LT
2
.
2
A
Th
r
u
1
2
.
8
B
Th
r
u
0
.
5
A
Th
r
u
0
.
0
A
Th
r
u
0
.
2
A
RT
0
.
0
A
RT
0
.
5
A
RT
1
7
.
4
C
RT
0
.
0
A
To
t
a
l
1
2
.
8
B
To
t
a
l
0
.
5
A
To
t
a
l
1
7
.
4
C
To
t
a
l
0
.
2
A
LT
0
.
0
A
LT
0
.
1
A
LT
0
.
0
A
LT
0
.
0
A
Th
r
u
1
4
.
0
B
Th
r
u
0
.
1
A
Th
r
u
0
.
0
A
Th
r
u
0
.
3
A
RT
0
.
0
A
RT
0
.
1
A
RT
1
1
.
7
B
RT
0
.
1
A
To
t
a
l
1
4
.
0
B
To
t
a
l
0
.
1
A
To
t
a
l
1
1
.
7
B
To
t
a
l
0
.
3
A
7.
7
A
0.
9
A
0.
7
A
0.
3
A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
LT
0
.
0
A
LT
0
.
0
A
LT
1
0
.
2
B
LT
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
2
7
.
0
C
RT
0
.
0
A
RT
0
.
0
A
RT
1
0
.
2
B
RT
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
0
.
2
B
To
t
a
l
2
7
.
0
C
LT
2
3
.
1
C
LT
8
.
4
A
LT
0
.
0
A
LT
2
8
.
3
C
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
6
.
9
A
RT
1
0
.
2
B
RT
0
.
0
A
RT
0
.
0
A
RT
0
.
0
A
To
t
a
l
1
6
.
8
C
To
t
a
l
0
.
1
A
To
t
a
l
0
.
0
A
To
t
a
l
1
6
.
7
B
LT
0
.
0
A
LT
1
6
.
0
C
LT
0
.
1
A
LT
5
4
.
8
D
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
1
.
0
A
Th
r
u
7
.
4
A
RT
0
.
0
A
RT
9
.
8
A
RT
0
.
0
A
RT
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
3
.
4
B
To
t
a
l
1
.
0
A
To
t
a
l
3
6
.
8
D
LT
0
.
3
A
LT
0
.
0
A
LT
0
.
0
A
LT
0
.
0
A
Th
r
u
0
.
7
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
2
5
.
0
C
RT
0
.
0
A
RT
0
.
0
A
RT
0
.
0
A
RT
0
.
0
A
To
t
a
l
0
.
7
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
2
5
.
0
C
1.
0
A
0.
3
A
0.
9
A
23
.
5
C
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
EB WB NB SB
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
EB WB NB SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
Cy
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
EB WB NB SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
Ha
g
g
e
r
t
y
La
n
e
& Cu
r
t
i
s
s
St
r
e
e
t
EB WB NB SB
WB NB SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
E Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
EB WB NB SB
Al
t
e
r
n
a
t
i
v
e
1 AM
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
Ha
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
EB WB NB SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& E Ma
i
n
St
r
e
e
t
EB WB NB SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
EB
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0
Future Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.971 0.999 0.922
Flt Protected 0.950 0.979 0.950
Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0
Flt Permitted 0.946 0.483 0.861 0.678
Satd. Flow (perm) 0 2994 0 829 3257 0 0 1362 0 0 1163 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 56 1 119
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 165 143
Travel Time (s) 6.1 29.8 3.8 3.3
Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92
Adj. Flow (vph) 4 376 90 219 1104 4 79 0 107 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 470 0 219 1108 0 0 186 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA
Protected Phases 4 3 8 2 6
Permitted Phases 8462
Detector Phase 8 4 3 8 6 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 32.1 22.6 9.5 32.1 22.9 22.9 22.9 22.9
Total Split (%) 58.4% 41.1% 17.3% 58.4% 41.6% 41.6% 41.6% 41.6%
Maximum Green (s) 27.6 18.1 5.0 27.6 18.4 18.4 18.4 18.4
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 18.5 23.6 29.4 8.2 8.2
Actuated g/C Ratio 0.43 0.55 0.69 0.19 0.19
v/c Ratio 0.36 0.40 0.50 0.52 0.02
Control Delay 9.5 7.5 6.2 12.8 14.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 9.5 7.5 6.2 12.8 14.0
LOS A A A B B
Approach Delay 9.5 6.4 12.8 14.0
Approach LOS AABB
Queue Length 50th (ft) 35 19 64 15 1
Queue Length 95th (ft) 76 35 106 56 6
Internal Link Dist (ft) 188 1230 85 63
Turn Bay Length (ft) 65
Base Capacity (vph) 1323 551 2233 663 509
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.36 0.40 0.50 0.28 0.01
Intersection Summary
Area Type: Other
Cycle Length: 55
Actuated Cycle Length: 42.9
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.52
Intersection Signal Delay: 7.7 Intersection LOS: A
Intersection Capacity Utilization 55.9% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 5 1 14 0025 3 1 3 2 45 6 5 23
Future Volume (vph) 5 1 14 0025 3 1 3 2 45 6 5 23
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.925 0.865 0.991 0.999
Flt Protected 0.984 0.998
Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Flt Permitted 0.984 0.998
Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 188 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 836 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 36 00200 3 7 800 8 4 50
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 53.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 656 27 5 734 3 30 03002
Future Volume (vph) 4 656 27 5 734 3 30 03002
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.999 0.979 0.865
Flt Protected 0.999 0.950 0.959
Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Flt Permitted 0.999 0.950 0.959
Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50
Adj. Flow (vph) 8 698 40 12 906 4 44 08004
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.8% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 0 3 126 178 1
Future Volume (vph) 1 0 3 126 178 1
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.999
Flt Protected 0.950 0.999
Satd. Flow (prot) 1630 0 0 1714 1714 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1630 0 0 1714 1714 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 857 161
Travel Time (s) 5.8 19.5 3.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1 0 3 137 193 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 1 0 0 140 194 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 20.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 16 303 17 28 643
Future Volume (vph) 17 16 303 17 28 643
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 50 0 0 0
Storage Lanes 1 1 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.993
Flt Protected 0.950 0.998
Satd. Flow (prot) 1630 1458 1704 0 0 1712
Flt Permitted 0.950 0.998
Satd. Flow (perm) 1630 1458 1704 0 0 1712
Link Speed (mph) 30 30 30
Link Distance (ft) 185 299 308
Travel Time (s) 4.2 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 18 17 329 18 30 699
Shared Lane Traffic (%)
Lane Group Flow (vph) 18 17 347 0 0 729
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 70.2% ICU Level of Service C
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 416 28 11 868 16 11
Future Volume (vph) 416 28 11 868 16 11
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 50 0
Storage Lanes 0 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.991 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 3230 0 1630 3260 1630 1458
Flt Permitted 0.950 0.950
Satd. Flow (perm) 3230 0 1630 3260 1630 1458
Link Speed (mph) 30 30 15
Link Distance (ft) 273 268 260
Travel Time (s) 6.2 6.1 11.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 452 30 12 943 17 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 482 0 12 943 17 12
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 36.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 8
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 11 9 16 111 170 49
Future Volume (vph) 11 9 16 111 170 49
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.939 0.970
Flt Protected 0.973 0.994
Satd. Flow (prot) 1568 0 0 1705 1664 0
Flt Permitted 0.973 0.994
Satd. Flow (perm) 1568 0 0 1705 1664 0
Link Speed (mph) 15 30 30
Link Distance (ft) 227 161 165
Travel Time (s) 10.3 3.7 3.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 12 10 17 121 185 53
Shared Lane Traffic (%)
Lane Group Flow (vph) 22 0 0 138 238 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 31.0% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 315 292 379 502 3 189 1 129 1 0 0
Future Volume (vph) 0 315 292 379 502 3 189 1 129 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 100 0 185 0 325 0 0 0
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 1.00
Frt 0.922 0.998 0.854
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1716 3006 0 1630 3252 0 1630 1446 0 0 1630 0
Flt Permitted 0.155 0.757 0.607
Satd. Flow (perm) 1716 3006 0 266 3252 0 1297 1446 0 0 1040 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 287 3 148
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00
Adj. Flow (vph) 0 366 400 541 628 8 249 4 148 1 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 766 0 541 636 0 249 152 0010
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 25.8 25.8 36.2 62.0 28.0 28.0 28.0 28.0
Total Split (%) 28.7% 28.7% 40.2% 68.9% 31.1% 31.1% 31.1% 31.1%
Maximum Green (s) 21.3 21.3 31.7 57.5 23.5 23.5 23.5 23.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 1 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 21.3 57.6 57.6 20.2 20.2 20.2
Actuated g/C Ratio 0.25 0.66 0.66 0.23 0.23 0.23
v/c Ratio 0.80 0.80 0.29 0.83 0.34 0.00
Control Delay 27.0 28.3 6.9 54.8 7.4 25.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.0 28.3 6.9 54.8 7.4 25.0
LOS C C A D A C
Approach Delay 27.0 16.7 36.8 25.0
Approach LOS C B D C
Queue Length 50th (ft) 137 219 73 129 2 0
Queue Length 95th (ft) 194 228 88 174 0 4
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 185 325
Base Capacity (vph) 955 675 2159 351 499 282
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.80 0.80 0.29 0.71 0.30 0.00
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 86.8
Natural Cycle: 75
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 23.5 Intersection LOS: C
Intersection Capacity Utilization 64.5% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
2
4
.
0
C
L
T
0
.
2
A
L
T
0
.
0
A
Th
r
u
2
4
.
6
C
T
h
r
u
0
.
0
A
T
h
r
u
0
.
2
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
4
.
0
C
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
2
4
.
6
C
To
t
a
l
2
4
.
0
C
To
t
a
l
0
.
2
A
Total 0.0 A
LT
3
6
.
5
D
LT
2
1
.
6
C
L
T
1
0
.
3
B
L
T
0
.
0
A
Th
r
u
6
.
5
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
1
.
6
C
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
3
.
9
B
To
t
a
l
2
1
.
6
C
To
t
a
l
0
.
0
A
Total 0.0 A
LT
0
.
0
A
L
T
0
.
3
A
L
T
1
7
.
2
C
L
T
0
.
0
A
Th
r
u
3
4
.
4
C
T
h
r
u
0
.
5
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
5
A
RT
0
.
0
A
R
T
0
.
5
A
R
T
1
7
.
2
C
R
T
0
.
0
A
To
t
a
l
3
4
.
4
C
To
t
a
l
0
.
5
A
To
t
a
l
1
7
.
2
C
Total 0.5 A
LT
0
.
0
A
L
T
0
.
0
A
L
T
1
8
.
7
C
L
T
0
.
0
A
Th
r
u
2
1
.
0
C
T
h
r
u
0
.
1
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
2
A
RT
0
.
0
A
R
T
0
.
1
A
R
T
1
8
.
7
C
R
T
0
.
0
A
To
t
a
l
2
1
.
0
C
To
t
a
l
0
.
1
A
To
t
a
l
1
8
.
7
C
Total 0.2 A
22
.
8
C
1.
3
A
0.
4
A
0.3 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
0
.
0
A
L
T
1
2
.
2
B
L
T
1
1
.
0
B
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
8
.
7
B
RT
0
.
0
A
R
T
0
.
0
A
R
T
1
2
.
2
B
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
2
.
2
B
Total 18.6 B
LT
2
7
.
8
D
LT
9
.
9
A
L
T
0
.
0
A
L
T
3
2
.
3
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
8
.
2
A
RT
1
5
.
3
C
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
9
.
4
C
To
t
a
l
0
.
4
A
To
t
a
l
0
.
0
A
Total 14.5 B
LT
0
.
0
A
L
T
2
2
.
9
C
L
T
0
.
2
A
L
T
1
4
1
.
8
F
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
.
0
A
T
h
r
u
2
3
.
9
C
RT
0
.
0
A
R
T
9
.
4
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
5
.
7
C
To
t
a
l
1
.
0
A
Total 82.7 F
LT
0
.
6
A
L
T
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
Th
r
u
1
.
6
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
4
.
1
B
RT
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
.
6
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
Total 14.1 B
1.
5
A
1.
0
A
2.
0
A
37.4 D
Al
t
e
r
n
a
t
i
v
e
1 PM
SB
S
B
S
B
S
B
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
E
Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
H
a
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
H
i
g
h
l
a
n
d
Boulevard & E Main Street
EB
E
B
E
B
E
B
SB
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
WB
W
B
W
B
W
B
NB
N
B
N
B
N
B
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
WB
W
B
W
B
W
B
NB
N
B
N
B
N
B
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
C
y
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
H
a
g
g
e
r
t
y
Lane & Curtiss Street
EB
E
B
E
B
E
B
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 100 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.976 0.999 0.905
Flt Protected 0.950 0.985 0.950
Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0
Flt Permitted 0.952 0.115 0.899 0.375
Satd. Flow (perm) 0 3029 0 197 3257 0 0 1396 0 0 643 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 40 2 158
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 185 143
Travel Time (s) 6.1 29.8 4.2 3.3
Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25
Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1298 0 190 574 0 0 376 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA
Protected Phases 4 3 8 2 6
Permitted Phases 8462
Detector Phase 8 4 3 8 6 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5
Total Split (s) 50.0 39.0 11.0 50.0 25.0 25.0 25.0 25.0
Total Split (%) 66.7% 52.0% 14.7% 66.7% 33.3% 33.3% 33.3% 33.3%
Maximum Green (s) 45.5 34.5 6.5 45.5 20.5 20.5 20.5 20.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 34.6 41.2 45.7 16.2 16.2
Actuated g/C Ratio 0.49 0.58 0.64 0.23 0.23
v/c Ratio 0.87 0.77 0.27 0.85 0.03
Control Delay 24.6 36.5 6.5 34.4 21.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 24.6 36.5 6.5 34.4 21.0
LOS C D A C C
Approach Delay 24.6 13.9 34.4 21.0
Approach LOS C B C C
Queue Length 50th (ft) 261 36 54 92 1
Queue Length 95th (ft) 310 33 85 #226 8
Internal Link Dist (ft) 188 1230 105 63
Turn Bay Length (ft) 65
Base Capacity (vph) 1500 246 2099 517 186
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.87 0.77 0.27 0.73 0.02
Intersection Summary
Area Type: Other
Cycle Length: 75
Actuated Cycle Length: 70.9
Natural Cycle: 75
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 22.8 Intersection LOS: C
Intersection Capacity Utilization 72.3% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 10 0970 1 6 1 3 7 1 323 3 5 26
Future Volume (vph) 10 0970 1 6 1 3 7 1 323 3 5 26
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.932 0.908 0.996
Flt Protected 0.976 0.984 0.999
Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Flt Permitted 0.976 0.984 0.999
Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 187 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 400 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 415 0
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.3% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 3 863 42 2 863 1 10 07301
Future Volume (vph) 3 863 42 2 863 1 10 07301
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.988 0.999 0.932 0.955
Flt Protected 0.950 0.976 0.968
Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Flt Permitted 0.950 0.976 0.968
Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25
Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 216 237 0
Future Volume (vph) 0 0 0 216 237 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1716 0 0 1716 1716 0
Flt Permitted
Satd. Flow (perm) 1716 0 0 1716 1716 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 860 147
Travel Time (s) 5.8 19.5 3.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 235 258 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 235 258 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.9% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 20 41 704 35 40 341
Future Volume (vph) 20 41 704 35 40 341
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.994
Flt Protected 0.950 0.995
Satd. Flow (prot) 1630 1458 1705 0 0 1707
Flt Permitted 0.950 0.995
Satd. Flow (perm) 1630 1458 1705 0 0 1707
Link Speed (mph) 30 30 30
Link Distance (ft) 211 299 308
Travel Time (s) 4.8 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 22 45 765 38 43 371
Shared Lane Traffic (%)
Lane Group Flow (vph) 22 45 803 0 0 414
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 65.8% ICU Level of Service C
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report
Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 978 40 28 593 41 48
Future Volume (vph) 978 40 28 593 41 48
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 0 0
Storage Lanes 0 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.994 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 3240 0 1630 3260 1630 1458
Flt Permitted 0.950 0.950
Satd. Flow (perm) 3240 0 1630 3260 1630 1458
Link Speed (mph) 30 30 30
Link Distance (ft) 273 268 204
Travel Time (s) 6.2 6.1 4.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1063 43 30 645 45 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 1106 0 30 645 45 52
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report
Page 8
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 48 23 24 192 214 33
Future Volume (vph) 48 23 24 192 214 33
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.956 0.982
Flt Protected 0.967 0.994
Satd. Flow (prot) 1586 0 0 1705 1685 0
Flt Permitted 0.967 0.994
Satd. Flow (perm) 1586 0 0 1705 1685 0
Link Speed (mph) 30 30 30
Link Distance (ft) 302 147 185
Travel Time (s) 6.9 3.3 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 52 25 26 209 233 36
Shared Lane Traffic (%)
Lane Group Flow (vph) 77 0 0 235 269 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 652 220 155 476 3 382 0 363 3 6 8
Future Volume (vph) 1 652 220 155 476 3 382 0 363 3 6 8
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 75 0 185 0 320 0 0 0
Storage Lanes 1 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 0.99
Frt 0.969 0.999 0.850 0.918
Flt Protected 0.950 0.950 0.950 0.987
Satd. Flow (prot) 1630 3159 0 1630 3256 0 1630 1439 0 0 1542 0
Flt Permitted 0.460 0.146 0.727 0.802
Satd. Flow (perm) 789 3159 0 250 3256 0 1246 1439 0 0 1253 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 54 1 215 28
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29
Adj. Flow (vph) 4 881 234 185 517 3 420 0 422 12 6 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 1115 0 185 520 0 420 422 0 0 46 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 50.0 50.0 10.0 60.0 30.0 30.0 30.0 30.0
Total Split (%) 55.6% 55.6% 11.1% 66.7% 33.3% 33.3% 33.3% 33.3%
Maximum Green (s) 45.5 45.5 5.5 55.5 25.5 25.5 25.5 25.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 2 5/27/2016 Synchro 9 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 45.5 45.5 55.5 55.5 25.5 25.5 25.5
Actuated g/C Ratio 0.51 0.51 0.62 0.62 0.28 0.28 0.28
v/c Ratio 0.01 0.69 0.78 0.26 1.19 0.75 0.12
Control Delay 11.0 18.7 32.3 8.2 141.8 23.9 14.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.0 18.7 32.3 8.2 141.8 23.9 14.1
LOS B B C A F C B
Approach Delay 18.6 14.5 82.7 14.1
Approach LOS B B F B
Queue Length 50th (ft) 1 228 40 62 ~291 106 7
Queue Length 95th (ft) 2 218 #77 84 #470 #237 33
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 75 185 320
Base Capacity (vph) 398 1623 238 2008 353 561 375
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.01 0.69 0.78 0.26 1.19 0.75 0.12
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 75
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 1.19
Intersection Signal Delay: 37.4 Intersection LOS: D
Intersection Capacity Utilization 77.4% ICU Level of Service D
Analysis Period (min) 15
~ 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.
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
2
4
.
5
C
L
T
0
.
1
A
L
T
1
0
.
2
B
Th
r
u
1
0
.
2
B
T
h
r
u
2
4
.
5
C
T
h
r
u
0
.
2
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
4
.
5
C
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
0
.
2
B
To
t
a
l
2
4
.
5
C
To
t
a
l
0
.
2
A
To
t
a
l
1
0
.
2
B
LT
8
.
3
A
L
T
0
.
0
A
L
T
9
.
2
A
L
T
0
.
0
A
Th
r
u
6
.
4
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
1
0
.
2
B
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
6
.
8
A
To
t
a
l
1
0
.
2
B
To
t
a
l
0
.
1
A
To
t
a
l
0
.
0
A
LT
0
.
0
A
L
T
0
.
2
A
L
T
1
7
.
4
C
L
T
2
.
4
A
Th
r
u
1
3
.
4
B
T
h
r
u
0
.
5
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
3
A
RT
0
.
0
A
R
T
0
.
5
A
R
T
1
7
.
4
C
R
T
0
.
0
A
To
t
a
l
1
3
.
4
B
To
t
a
l
0
.
5
A
To
t
a
l
1
7
.
4
C
To
t
a
l
0
.
4
A
LT
0
.
0
A
L
T
0
.
1
A
L
T
0
.
0
A
L
T
0
.
0
A
Th
r
u
1
4
.
0
B
T
h
r
u
0
.
1
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
3
A
RT
0
.
0
A
R
T
0
.
1
A
R
T
1
1
.
7
B
R
T
0
.
0
A
To
t
a
l
1
4
.
0
B
To
t
a
l
0
.
1
A
To
t
a
l
1
1
.
7
B
To
t
a
l
0
.
3
A
8.
3
A
0.
9
A
0.
7
A
0.4 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
LT
0
.
0
A
L
T
1
0
.
5
B
L
T
0
.
0
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
2
8
.
8
C
RT
0
.
0
A
R
T
1
0
.
5
B
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
0
.
5
B
To
t
a
l
2
8
.
8
C
LT
2
5
.
9
D
LT
0
.
0
A
L
T
3
2
.
1
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
7
.
9
A
RT
1
0
.
4
B
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
5
.
6
C
To
t
a
l
0
.
0
A
To
t
a
l
1
9
.
1
B
LT
0
.
0
A
L
T
0
.
1
A
L
T
5
1
.
0
D
Th
r
u
0
.
0
A
T
h
r
u
1
.
1
A
T
h
r
u
6
.
7
A
RT
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
.
1
A
To
t
a
l
3
5
.
1
D
LT
0
.
7
A
L
T
0
.
0
A
L
T
0
.
0
A
Th
r
u
1
.
3
A
T
h
r
u
0
.
0
A
T
h
r
u
2
3
.
0
C
RT
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
.
3
A
To
t
a
l
0
.
0
A
To
t
a
l
2
3
.
0
C
1.
6
A
1.
2
A
25
.
1
C
Al
t
e
r
n
a
t
i
v
e
2 AM
SB
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
WB
W
B
W
B
NB
N
B
N
B
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
Ha
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& E Ma
i
n
St
r
e
e
t
EB
E
B
E
B
SB
S
B
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
WB
W
B
W
B
W
B
NB
N
B
N
B
N
B
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
C
y
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
H
a
g
g
e
r
t
y
La
n
e
& Curtiss Street
EB
E
B
E
B
E
B
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 359 83 147 817 2 62 0 71 1 0 0
Future Volume (vph) 2 359 83 147 817 2 62 0 71 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.972 0.999 0.917
Flt Protected 0.950 0.981 0.950
Satd. Flow (prot) 0 3169 0 1630 3257 0 0 1543 0 0 1630 0
Flt Permitted 0.946 0.474 0.873 0.628
Satd. Flow (perm) 0 2997 0 813 3257 0 0 1373 0 0 1077 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 53 1 127
Link Speed (mph) 30 30 30 30
Link Distance (ft) 541 1310 165 143
Travel Time (s) 12.3 29.8 3.8 3.3
Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92
Adj. Flow (vph) 4 395 90 237 1104 4 79 0 127 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 489 0 237 1108 0 0 206 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA
Protected Phases 4 3 8 2 6
Permitted Phases 8462
Detector Phase 8 4 3 8 6 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 32.4 22.6 9.8 32.4 22.6 22.6 22.6 22.6
Total Split (%) 58.9% 41.1% 17.8% 58.9% 41.1% 41.1% 41.1% 41.1%
Maximum Green (s) 27.9 18.1 5.3 27.9 18.1 18.1 18.1 18.1
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 18.5 24.0 29.8 8.6 8.6
Actuated g/C Ratio 0.42 0.55 0.68 0.20 0.20
v/c Ratio 0.38 0.43 0.50 0.55 0.02
Control Delay 10.2 8.3 6.4 13.4 14.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 10.2 8.3 6.4 13.4 14.0
LOS B A A B B
Approach Delay 10.2 6.8 13.4 14.0
Approach LOS BABB
Queue Length 50th (ft) 38 22 68 18 1
Queue Length 95th (ft) 84 40 112 62 6
Internal Link Dist (ft) 461 1230 85 63
Turn Bay Length (ft) 65
Base Capacity (vph) 1301 547 2220 655 457
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.38 0.43 0.50 0.31 0.01
Intersection Summary
Area Type: Other
Cycle Length: 55
Actuated Cycle Length: 43.7
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 8.3 Intersection LOS: A
Intersection Capacity Utilization 57.1% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 5 1 14 0025 3 1 3 2 45 6 5 23
Future Volume (vph) 5 1 14 0025 3 1 3 2 45 6 5 23
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.925 0.865 0.991 0.999
Flt Protected 0.984 0.998
Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Flt Permitted 0.984 0.998
Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 188 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 836 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 36 00200 3 7 800 8 4 50
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 53.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 656 27 5 734 3 30 03002
Future Volume (vph) 4 656 27 5 734 3 30 03002
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.999 0.979 0.865
Flt Protected 0.999 0.950 0.959
Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Flt Permitted 0.999 0.950 0.959
Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50
Adj. Flow (vph) 8 698 40 12 906 4 44 08004
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.8% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 0 3 126 178 1
Future Volume (vph) 1 0 3 126 178 1
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.999
Flt Protected 0.950 0.999
Satd. Flow (prot) 1630 0 0 1714 1714 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1630 0 0 1714 1714 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 857 161
Travel Time (s) 5.8 19.5 3.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1 0 3 137 193 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 1 0 0 140 194 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 20.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 32 303 17 56 643
Future Volume (vph) 17 32 303 17 56 643
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.993
Flt Protected 0.950 0.996
Satd. Flow (prot) 1630 1458 1704 0 0 1709
Flt Permitted 0.950 0.996
Satd. Flow (perm) 1630 1458 1704 0 0 1709
Link Speed (mph) 30 30 30
Link Distance (ft) 120 299 308
Travel Time (s) 2.7 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 18 35 329 18 61 699
Shared Lane Traffic (%)
Lane Group Flow (vph) 18 35 347 0 0 760
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 71.9% ICU Level of Service C
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 22 9 16 111 170 60
Future Volume (vph) 22 9 16 111 170 60
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.960 0.965
Flt Protected 0.966 0.994
Satd. Flow (prot) 1591 0 0 1705 1656 0
Flt Permitted 0.966 0.994
Satd. Flow (perm) 1591 0 0 1705 1656 0
Link Speed (mph) 30 30 30
Link Distance (ft) 162 161 165
Travel Time (s) 3.7 3.7 3.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 24 10 17 121 185 65
Shared Lane Traffic (%)
Lane Group Flow (vph) 34 0 0 138 250 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 31.0% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 315 320 379 497 3 205 1 129 1 0 0
Future Volume (vph) 0 315 320 379 497 3 205 1 129 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 100 0 185 0 325 0 0 0
Storage Lanes 1 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 1.00
Frt 0.918 0.998 0.854
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1716 2992 0 1630 3252 0 1630 1446 0 0 1630 0
Flt Permitted 0.159 0.757 0.618
Satd. Flow (perm) 1716 2992 0 273 3252 0 1297 1446 0 0 1059 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 311 3 148
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 541 308 185
Travel Time (s) 32.2 12.3 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00
Adj. Flow (vph) 0 366 438 541 621 8 270 4 148 1 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 804 0 541 629 0 270 152 0010
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 25.0 25.0 34.0 59.0 31.0 31.0 31.0 31.0
Total Split (%) 27.8% 27.8% 37.8% 65.6% 34.4% 34.4% 34.4% 34.4%
Maximum Green (s) 20.5 20.5 29.5 54.5 26.5 26.5 26.5 26.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 2 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 20.6 54.7 54.7 21.6 21.6 21.6
Actuated g/C Ratio 0.24 0.64 0.64 0.25 0.25 0.25
v/c Ratio 0.84 0.84 0.30 0.82 0.32 0.00
Control Delay 28.8 32.1 7.9 51.0 6.7 23.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.8 32.1 7.9 51.0 6.7 23.0
LOS C C A D A C
Approach Delay 28.8 19.1 35.1 23.0
Approach LOS C B D C
Queue Length 50th (ft) 139 218 74 136 2 0
Queue Length 95th (ft) #225 241 97 180 0 4
Internal Link Dist (ft) 1335 461 228 105
Turn Bay Length (ft) 185 325
Base Capacity (vph) 957 646 2085 404 552 330
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.84 0.84 0.30 0.67 0.28 0.00
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 85.3
Natural Cycle: 70
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 25.1 Intersection LOS: C
Intersection Capacity Utilization 66.3% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
2
4
.
0
C
L
T
0.
2
A
L
T
0
.
0
A
Th
r
u
3
1
.
9
C
T
h
r
u
0
.
0
A
T
h
r
u
0.
2
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
4
.
0
C
R
T
0.
0
A
R
T
0
.
0
A
To
t
a
l
3
1
.
9
C
To
t
a
l
2
4
.
0
C
To
t
a
l
0.
2
A
To
t
a
l
0
.
0
A
LT
4
9
.
0
D
LT
2
1
.
6
C
L
T
10
.
3
B
L
T
0
.
0
A
Th
r
u
6
.
6
A
T
h
r
u
0
.
0
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
1
.
6
C
R
T
0.
0
A
R
T
0
.
0
A
To
t
a
l
1
9
.
3
B
To
t
a
l
2
1
.
6
C
To
t
a
l
0.
0
A
To
t
a
l
0
.
0
A
LT
0
.
0
A
L
T
0
.
3
A
L
T
17
.
2
C
L
T
0
.
0
A
Th
r
u
3
7
.
3
D
Th
r
u
0
.
5
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
5
A
RT
0
.
0
A
R
T
0
.
5
A
R
T
17
.
2
C
R
T
0
.
0
A
To
t
a
l
3
7
.
3
D
To
t
a
l
0
.
5
A
To
t
a
l
17
.
2
C
To
t
a
l
0
.
5
A
LT
0
.
0
A
L
T
0
.
0
A
L
T
18
.
7
C
L
T
0
.
0
A
Th
r
u
2
0
.
0
B
T
h
r
u
0
.
1
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
3
A
RT
0
.
0
A
R
T
0
.
1
A
R
T
18
.
7
C
R
T
0
.
0
A
To
t
a
l
2
0
.
0
B
To
t
a
l
0
.
1
A
To
t
a
l
18
.
7
C
To
t
a
l
0
.
3
A
28
.
8
C
1.
3
A
0.
4
A
0.4 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
LT
0
.
0
A
L
T
1
3
.
7
B
L
T
1
4
.
0
B
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
2
5
.
3
C
RT
0
.
0
A
R
T
1
3
.
7
B
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
3
.
7
B
To
t
a
l
2
5
.
2
C
LT
3
3
.
3
D
LT
0
.
0
A
L
T
2
4
.
8
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
8
.
2
A
RT
1
6
.
8
C
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
2
0
.
1
C
To
t
a
l
0
.
0
A
To
t
a
l
1
2
.
6
B
LT
0
.
0
A
L
T
0
.
2
A
L
T
1
9
1
.
4
F
Th
r
u
0
.
0
A
T
h
r
u
1
.
0
A
T
h
r
u
1
5
.
7
B
RT
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
.
0
A
To
t
a
l
1
0
7
.
8
F
LT
1
.
3
A
L
T
0
.
0
A
L
T
0
.
0
A
Th
r
u
3
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
4
.
1
B
RT
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
3
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
4
.
1
B
2.
6
A
3.
0
A
48
.
2
D
Al
t
e
r
n
a
t
i
v
e
2 PM
SB
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
WB
W
B
W
B
NB
N
B
N
B
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
Ha
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& E Ma
i
n
St
r
e
e
t
EB
E
B
E
B
SB
S
B
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
WB
W
B
W
B
W
B
NB
N
B
N
B
N
B
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
C
y
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
H
a
g
g
e
r
t
y
La
n
e
& Curtiss Street
EB
E
B
E
B
E
B
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 100 0 0 0
Storage Lanes 0 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.976 0.999 0.850
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 0 3182 0 1630 3257 0 1630 1458 0 0 1630 0
Flt Permitted 0.952 0.121
Satd. Flow (perm) 0 3029 0 208 3257 0 1716 1458 0 0 1716 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 42 2 213
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 185 143
Travel Time (s) 6.1 29.8 4.2 3.3
Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25
Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1298 0 190 574 0 111 265 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA D.P+P NA D.Pm NA
Protected Phases 4 3 8 5 2 6
Permitted Phases 8462
Detector Phase 8 4 3 8 5 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5
Total Split (s) 52.5 41.5 11.0 52.5 12.0 22.5 22.5 10.5
Total Split (%) 70.0% 55.3% 14.7% 70.0% 16.0% 30.0% 30.0% 14.0%
Maximum Green (s) 48.0 37.0 6.5 48.0 7.5 18.0 18.0 6.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 37.2 43.7 48.2 9.2 9.8 5.8
Actuated g/C Ratio 0.55 0.65 0.72 0.14 0.15 0.09
v/c Ratio 0.77 0.70 0.25 0.49 0.67 0.03
Control Delay 16.2 25.9 4.1 33.5 16.0 31.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.2 25.9 4.1 33.5 16.0 31.0
L O S BC AC B C
Approach Delay 16.2 9.5 21.1 31.0
Approach LOS B A C C
Queue Length 50th (ft) 175 17 27 42 19 2
Queue Length 95th (ft) 287 29 76 81 83 11
Internal Link Dist (ft) 188 1230 105 63
Turn Bay Length (ft) 65 100
Base Capacity (vph) 1696 273 2341 232 548 154
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.77 0.70 0.25 0.48 0.48 0.03
Intersection Summary
Area Type: Other
Cycle Length: 75
Actuated Cycle Length: 67.1
Natural Cycle: 75
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 14.9 Intersection LOS: B
Intersection Capacity Utilization 68.1% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 10 0970 1 6 1 3 7 1 323 3 5 26
Future Volume (vph) 10 0970 1 6 1 3 7 1 323 3 5 26
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.932 0.908 0.996
Flt Protected 0.976 0.984 0.999
Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Flt Permitted 0.976 0.984 0.999
Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 187 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 400 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 415 0
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.3% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 3 863 42 2 863 1 10 07301
Future Volume (vph) 3 863 42 2 863 1 10 07301
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.988 0.999 0.932 0.955
Flt Protected 0.950 0.976 0.968
Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Flt Permitted 0.950 0.976 0.968
Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25
Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 216 237 0
Future Volume (vph) 0 0 0 216 237 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1716 0 0 1716 1716 0
Flt Permitted
Satd. Flow (perm) 1716 0 0 1716 1716 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 860 147
Travel Time (s) 5.8 19.5 3.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 235 258 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 235 258 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.9% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 20 82 704 35 0 341
Future Volume (vph) 20 82 704 35 0 341
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.994
Flt Protected 0.950
Satd. Flow (prot) 1630 1458 1705 0 0 1716
Flt Permitted 0.950
Satd. Flow (perm) 1630 1458 1705 0 0 1716
Link Speed (mph) 30 30 30
Link Distance (ft) 211 299 308
Travel Time (s) 4.8 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 22 89 765 38 0 371
Shared Lane Traffic (%)
Lane Group Flow (vph) 22 89 803 0 0 371
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 24 24
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 54.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 978 80 28 593 0 48
Future Volume (vph) 978 80 28 593 0 48
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.989 0.865
Flt Protected 0.950
Satd. Flow (prot) 3224 0 1630 3260 0 1484
Flt Permitted 0.950
Satd. Flow (perm) 3224 0 1630 3260 0 1484
Link Speed (mph) 30 30 30
Link Distance (ft) 273 268 204
Travel Time (s) 6.2 6.1 4.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1063 87 30 645 0 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 1150 0 30 645 0 52
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 8
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 48 23 24 192 214 33
Future Volume (vph) 48 23 24 192 214 33
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.956 0.982
Flt Protected 0.967 0.994
Satd. Flow (prot) 1586 0 0 1705 1685 0
Flt Permitted 0.967 0.994
Satd. Flow (perm) 1586 0 0 1705 1685 0
Link Speed (mph) 30 30 30
Link Distance (ft) 302 147 185
Travel Time (s) 6.9 3.3 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 52 25 26 209 233 36
Shared Lane Traffic (%)
Lane Group Flow (vph) 77 0 0 235 269 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8
Future Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 75 0 185 0 320 0 0 0
Storage Lanes 1 0 1 0 2 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 0.99
Frt 0.975 0.999 0.850 0.918
Flt Protected 0.950 0.950 0.950 0.987
Satd. Flow (prot) 1630 3178 0 1630 3256 0 3162 1439 0 0 1539 0
Flt Permitted 0.480 0.096 0.950 0.773
Satd. Flow (perm) 824 3178 0 165 3256 0 3155 1439 0 0 1205 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 32 1 288 28
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29
Adj. Flow (vph) 4 935 191 185 473 3 465 0 422 12 6 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 1126 0 185 476 0 465 422 0 0 46 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 24 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Prot NA Perm NA
Protected Phases 4 3 8 5 2 6
Permitted Phases 4 8 6
Detector Phase 4 4 3 8 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5
Total Split (s) 41.8 41.8 15.4 57.2 22.8 32.8 10.0 10.0
Total Split (%) 46.4% 46.4% 17.1% 63.6% 25.3% 36.4% 11.1% 11.1%
Maximum Green (s) 37.3 37.3 10.9 52.7 18.3 28.3 5.5 5.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max Max Max None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 37.3 37.3 52.7 52.7 22.3 28.3 5.5
Actuated g/C Ratio 0.41 0.41 0.59 0.59 0.25 0.31 0.06
v/c Ratio 0.01 0.84 0.68 0.25 0.59 0.65 0.46
Control Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0
L O S BC CA CB D
Approach Delay 30.3 14.8 24.8 38.0
Approach LOS C B C D
Queue Length 50th (ft) 1 287 50 62 128 57 10
Queue Length 95th (ft) 2 274 102 84 181 163 #50
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 75 185 320
Base Capacity (vph) 341 1335 274 1906 783 649 99
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.01 0.84 0.68 0.25 0.59 0.65 0.46
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 80
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 24.8 Intersection LOS: C
Intersection Capacity Utilization 72.1% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
2
5
.
2
D
LT
0.
1
A
L
T
5
.
4
A
Th
r
u
9
.
5
A
T
h
r
u
2
5
.
2
D
Th
r
u
0.
2
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
5
.
2
D
RT
0.
0
A
R
T
0
.
0
A
To
t
a
l
9
.
5
A
To
t
a
l
2
5
.
2
D
To
t
a
l
0.
2
A
Total 5.4 A
LT
7
.
5
A
L
T
0
.
0
A
L
T
9.
2
A
L
T
0
.
0
A
Th
r
u
6
.
2
A
T
h
r
u
0
.
0
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
1
0
.
2
B
R
T
0.
0
A
R
T
0
.
0
A
To
t
a
l
6
.
4
A
To
t
a
l
1
0
.
2
B
To
t
a
l
0.
1
A
Total 0.0 A
LT
0
.
0
A
L
T
0
.
2
A
L
T
17
.
4
C
L
T
1
.
3
A
Th
r
u
1
2
.
8
B
T
h
r
u
0
.
5
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
3
A
RT
0
.
0
A
R
T
0
.
5
A
R
T
17
.
4
C
R
T
0
.
0
A
To
t
a
l
1
2
.
8
B
To
t
a
l
0
.
5
A
To
t
a
l
17
.
4
C
Total 0.3 A
LT
0
.
0
A
L
T
0
.
1
A
L
T
0.
0
A
L
T
0
.
0
A
Th
r
u
1
4
.
0
B
T
h
r
u
0
.
1
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
3
A
RT
0
.
0
A
R
T
0
.
1
A
R
T
11
.
7
B
R
T
0
.
2
A
To
t
a
l
1
4
.
0
B
To
t
a
l
0
.
1
A
To
t
a
l
11
.
7
B
Total 0.3 A
7.
7
A
1.
0
A
0.
7
A
0.3 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
0
.
0
A
L
T
1
0
.
0
A
L
T
0
.
0
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
2
9
.
7
C
RT
0
.
0
A
R
T
0
.
0
A
R
T
1
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
0
.
0
A
Total 29.7 C
LT
0
.
0
A
L
T
8
.
5
A
L
T
0
.
0
A
L
T
3
0
.
5
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
6
.
9
A
RT
1
0
.
2
B
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
0
.
2
B
To
t
a
l
0
.
1
A
To
t
a
l
0
.
0
A
Total 17.9 B
LT
0
.
0
A
L
T
1
6
.
6
C
L
T
0
.
1
A
L
T
5
4
.
8
D
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
.
0
A
T
h
r
u
7
.
4
A
RT
0
.
0
A
R
T
9
.
9
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
4
.
5
B
To
t
a
l
1
.
0
A
Total 36.8 D
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
2
5
.
0
C
RT
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
Total 25.0 C
0.
2
A
0.
4
A
1.
1
A
25.0 C
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
C
y
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
H
a
g
g
e
r
t
y
Lane & Curtiss Street
EB
E
B
E
B
E
B
WB
W
B
W
B
W
B
NB
N
B
N
B
N
B
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
WB
W
B
W
B
W
B
NB
N
B
N
B
N
B
Al
t
e
r
n
a
t
i
v
e
3 AM
SB
S
B
S
B
S
B
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
E
Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
H
a
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
H
i
g
h
l
a
n
d
Boulevard & E Main Street
EB
E
B
E
B
E
B
SB
S
B
S
B
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0
Future Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.971 0.999 0.922
Flt Protected 0.950 0.979 0.950
Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0
Flt Permitted 0.946 0.483 0.861 0.678
Satd. Flow (perm) 0 2994 0 829 3257 0 0 1362 0 0 1163 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 56 1 119
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 165 143
Travel Time (s) 6.1 29.8 3.8 3.3
Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92
Adj. Flow (vph) 4 376 90 219 1104 4 79 0 107 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 470 0 219 1108 0 0 186 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA
Protected Phases 4 3 8 2 6
Permitted Phases 8462
Detector Phase 8 4 3 8 6 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 32.1 22.6 9.5 32.1 22.9 22.9 22.9 22.9
Total Split (%) 58.4% 41.1% 17.3% 58.4% 41.6% 41.6% 41.6% 41.6%
Maximum Green (s) 27.6 18.1 5.0 27.6 18.4 18.4 18.4 18.4
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 18.5 23.6 29.4 8.2 8.2
Actuated g/C Ratio 0.43 0.55 0.69 0.19 0.19
v/c Ratio 0.36 0.40 0.50 0.52 0.02
Control Delay 9.5 7.5 6.2 12.8 14.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 9.5 7.5 6.2 12.8 14.0
LOS A A A B B
Approach Delay 9.5 6.4 12.8 14.0
Approach LOS AABB
Queue Length 50th (ft) 35 19 64 15 1
Queue Length 95th (ft) 76 35 106 56 6
Internal Link Dist (ft) 188 1230 85 63
Turn Bay Length (ft) 65
Base Capacity (vph) 1323 551 2233 663 509
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.36 0.40 0.50 0.28 0.01
Intersection Summary
Area Type: Other
Cycle Length: 55
Actuated Cycle Length: 42.9
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.52
Intersection Signal Delay: 7.7 Intersection LOS: A
Intersection Capacity Utilization 55.9% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 5 1 14 0025 3 1 3 2 45 6 4 33
Future Volume (vph) 5 1 14 0025 3 1 3 2 45 6 4 33
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.925 0.865 0.991 0.999
Flt Protected 0.984 0.998
Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Flt Permitted 0.984 0.998
Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 188 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 824 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 36 00200 3 7 800 8 3 30
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.9% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 656 27 5 734 3 30 03002
Future Volume (vph) 4 656 27 5 734 3 30 03002
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.999 0.979 0.865
Flt Protected 0.999 0.950 0.959
Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Flt Permitted 0.999 0.950 0.959
Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50
Adj. Flow (vph) 8 698 40 12 906 4 44 08004
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.8% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 0 3 126 187 1
Future Volume (vph) 1 0 3 126 187 1
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.999
Flt Protected 0.950 0.999
Satd. Flow (prot) 1630 0 0 1714 1714 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1630 0 0 1714 1714 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 857 161
Travel Time (s) 5.8 19.5 3.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1 0 3 137 203 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 1 0 0 140 204 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 20.8% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 16 303 17 0 651
Future Volume (vph) 0 16 303 17 0 651
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 50 0 0 0
Storage Lanes 0 1 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.993
Flt Protected
Satd. Flow (prot) 0 1484 1704 0 0 1716
Flt Permitted
Satd. Flow (perm) 0 1484 1704 0 0 1716
Link Speed (mph) 30 30 30
Link Distance (ft) 185 299 308
Travel Time (s) 4.2 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 17 329 18 0 708
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 17 347 0 0 708
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.5% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report
Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 416 56 11 868 24 11
Future Volume (vph) 416 56 11 868 24 11
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 50 0
Storage Lanes 0 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.982 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 3201 0 1630 3260 1630 1458
Flt Permitted 0.950 0.950
Satd. Flow (perm) 3201 0 1630 3260 1630 1458
Link Speed (mph) 30 30 15
Link Distance (ft) 273 268 260
Travel Time (s) 6.2 6.1 11.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 452 61 12 943 26 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 513 0 12 943 26 12
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 36.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report
Page 8
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 11 18 16 111 170 49
Future Volume (vph) 11 18 16 111 170 49
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.916 0.970
Flt Protected 0.982 0.994
Satd. Flow (prot) 1543 0 0 1705 1664 0
Flt Permitted 0.982 0.994
Satd. Flow (perm) 1543 0 0 1705 1664 0
Link Speed (mph) 15 30 30
Link Distance (ft) 227 161 165
Travel Time (s) 10.3 3.7 3.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 12 20 17 121 185 53
Shared Lane Traffic (%)
Lane Group Flow (vph) 32 0 0 138 238 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 31.0% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 343 264 387 502 3 189 1 129 1 0 0
Future Volume (vph) 0 343 264 387 502 3 189 1 129 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 100 0 185 0 325 0 0 0
Storage Lanes 1 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 1.00 0.99 1.00
Frt 0.929 0.998 0.854
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0
Flt Permitted 0.186 0.757 0.607
Satd. Flow (perm) 1716 3028 0 319 3252 0 1297 1446 0 0 1040 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 241 3 148
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00
Adj. Flow (vph) 0 399 362 553 628 8 249 4 148 1 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 761 0 553 636 0 249 152 0010
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA D.P+P NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4426
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 26.0 26.0 36.0 62.0 28.0 28.0 28.0 28.0
Total Split (%) 28.9% 28.9% 40.0% 68.9% 31.1% 31.1% 31.1% 31.1%
Maximum Green (s) 21.5 21.5 31.5 57.5 23.5 23.5 23.5 23.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 3 - 2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 21.5 53.1 57.6 20.2 20.2 20.2
Actuated g/C Ratio 0.25 0.61 0.66 0.23 0.23 0.23
v/c Ratio 0.82 0.82 0.29 0.83 0.34 0.00
Control Delay 29.7 30.5 6.9 54.8 7.4 25.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.7 30.5 6.9 54.8 7.4 25.0
LOS C C A D A C
Approach Delay 29.7 17.9 36.8 25.0
Approach LOS C B D C
Queue Length 50th (ft) 149 228 73 129 2 0
Queue Length 95th (ft) 207 238 88 174 0 4
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 185 325
Base Capacity (vph) 932 671 2159 351 499 282
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.82 0.82 0.29 0.71 0.30 0.00
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 86.8
Natural Cycle: 75
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 25.0 Intersection LOS: C
Intersection Capacity Utilization 64.8% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
2
3
.
8
C
L
T
0
.
2
A
L
T
0
.
0
A
Th
r
u
2
4
.
6
C
T
h
r
u
0
.
0
A
T
h
r
u
0
.
2
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
3
.
8
C
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
2
4
.
6
C
To
t
a
l
2
3
.
8
C
To
t
a
l
0
.
2
A
Total 0.0 A
LT
3
6
.
5
D
LT
2
1
.
5
C
L
T
1
0
.
3
B
L
T
0
.
0
A
Th
r
u
6
.
5
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
1
.
5
C
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
3
.
9
B
To
t
a
l
2
1
.
5
C
To
t
a
l
0
.
0
A
Total 0.0 A
LT
0
.
0
A
L
T
0
.
3
A
L
T
1
7
.
2
C
L
T
0
.
0
A
Th
r
u
3
4
.
4
C
T
h
r
u
0
.
5
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
4
A
RT
0
.
0
A
R
T
0
.
5
A
R
T
1
7
.
2
C
R
T
0
.
0
A
To
t
a
l
3
4
.
4
C
To
t
a
l
0
.
5
A
To
t
a
l
1
7
.
2
C
Total 0.4 A
LT
0
.
0
A
L
T
0
.
1
A
L
T
1
8
.
7
C
L
T
0
.
0
A
Th
r
u
2
1
.
0
C
T
h
r
u
0
.
1
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
2
A
RT
0
.
0
A
R
T
0
.
1
A
R
T
1
8
.
7
C
R
T
0
.
0
A
To
t
a
l
2
1
.
0
C
To
t
a
l
0
.
1
A
To
t
a
l
1
8
.
7
C
Total 0.2 A
22
.
8
C
1.
3
A
0.
4
A
0.3 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
0
.
0
A
L
T
1
2
.
0
B
L
T
1
4
.
0
B
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
2
4
.
8
C
RT
0
.
0
A
R
T
0
.
0
A
R
T
1
2
.
0
B
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
2
.
0
B
Total 24.8 C
LT
0
.
0
A
L
T
9
.
8
A
L
T
0
.
0
A
L
T
2
5
.
4
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
8
.
2
A
RT
1
5
.
3
C
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
5
.
3
C
To
t
a
l
0
.
4
A
To
t
a
l
0
.
0
A
Total 13.0 B
LT
0
.
0
A
L
T
2
1
.
7
C
L
T
0
.
2
A
L
T
1
4
1
.
8
F
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
.
0
A
T
h
r
u
1
6
.
6
B
RT
0
.
0
A
R
T
9
.
7
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
6
.
0
C
To
t
a
l
1
.
0
A
Total 79.0 E
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
4
.
1
B
RT
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
Total 14.1 B
0.
6
A
1.
1
A
2.
2
A
38.2 D
Al
t
e
r
n
a
t
i
v
e
3 PM
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
C
y
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
H
a
g
g
e
r
t
y
Lane & Curtiss Street
EB
E
B
E
B
E
B
WB
W
B
W
B
W
B
NB
N
B
N
B
N
B
SB
S
B
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
E
Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
H
a
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
H
i
g
h
l
a
n
d
Boulevard & E Main Street
EB
E
B
E
B
E
B
WB
W
B
W
B
W
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
NB
N
B
N
B
N
B
SB
S
B
S
B
S
B
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 100 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.976 0.999 0.905
Flt Protected 0.950 0.985 0.950
Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0
Flt Permitted 0.952 0.115 0.899 0.375
Satd. Flow (perm) 0 3029 0 197 3257 0 0 1396 0 0 643 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 40 2 158
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 185 143
Travel Time (s) 6.1 29.8 4.2 3.3
Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25
Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1298 0 190 574 0 0 376 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA
Protected Phases 4 3 8 2 6
Permitted Phases 8462
Detector Phase 8 4 3 8 6 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 50.0 39.0 11.0 50.0 25.0 25.0 25.0 25.0
Total Split (%) 66.7% 52.0% 14.7% 66.7% 33.3% 33.3% 33.3% 33.3%
Maximum Green (s) 45.5 34.5 6.5 45.5 20.5 20.5 20.5 20.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 34.6 41.2 45.7 16.2 16.2
Actuated g/C Ratio 0.49 0.58 0.64 0.23 0.23
v/c Ratio 0.87 0.77 0.27 0.85 0.03
Control Delay 24.6 36.5 6.5 34.4 21.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 24.6 36.5 6.5 34.4 21.0
LOS C D A C C
Approach Delay 24.6 13.9 34.4 21.0
Approach LOS C B C C
Queue Length 50th (ft) 261 36 54 92 1
Queue Length 95th (ft) 310 33 85 #226 8
Internal Link Dist (ft) 188 1230 105 63
Turn Bay Length (ft) 65
Base Capacity (vph) 1500 246 2099 517 186
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.87 0.77 0.27 0.73 0.02
Intersection Summary
Area Type: Other
Cycle Length: 75
Actuated Cycle Length: 70.9
Natural Cycle: 75
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 22.8 Intersection LOS: C
Intersection Capacity Utilization 72.3% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 10 0970 1 6 1 3 7 1 323 3 4 36
Future Volume (vph) 10 0970 1 6 1 3 7 1 323 3 4 36
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.932 0.908 0.996
Flt Protected 0.976 0.984 0.999
Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Flt Permitted 0.976 0.984 0.999
Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 187 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 390 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 405 0
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.2% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 3 863 42 2 863 1 10 07301
Future Volume (vph) 3 863 42 2 863 1 10 07301
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.988 0.999 0.932 0.955
Flt Protected 0.950 0.976 0.968
Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Flt Permitted 0.950 0.976 0.968
Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25
Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 216 245 0
Future Volume (vph) 0 0 0 216 245 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1716 0 0 1716 1716 0
Flt Permitted
Satd. Flow (perm) 1716 0 0 1716 1716 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 860 147
Travel Time (s) 5.8 19.5 3.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 235 266 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 235 266 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.3% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 41 704 35 0 352
Future Volume (vph) 0 41 704 35 0 352
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.994
Flt Protected
Satd. Flow (prot) 0 1484 1705 0 0 1716
Flt Permitted
Satd. Flow (perm) 0 1484 1705 0 0 1716
Link Speed (mph) 30 30 30
Link Distance (ft) 211 299 308
Travel Time (s) 4.8 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 45 765 38 0 383
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 45 803 0 0 383
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.5% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report
Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 978 80 28 593 52 48
Future Volume (vph) 978 80 28 593 52 48
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 0 0
Storage Lanes 0 1 1 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.989 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 3224 0 1630 3260 1630 1458
Flt Permitted 0.950 0.950
Satd. Flow (perm) 3224 0 1630 3260 1630 1458
Link Speed (mph) 30 30 30
Link Distance (ft) 273 268 204
Travel Time (s) 6.2 6.1 4.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1063 87 30 645 57 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 1150 0 30 645 57 52
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report
Page 8
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 48 31 24 192 214 33
Future Volume (vph) 48 31 24 192 214 33
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.947 0.982
Flt Protected 0.971 0.994
Satd. Flow (prot) 1578 0 0 1705 1685 0
Flt Permitted 0.971 0.994
Satd. Flow (perm) 1578 0 0 1705 1685 0
Link Speed (mph) 30 30 30
Link Distance (ft) 302 147 185
Travel Time (s) 6.9 3.3 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 52 34 26 209 233 36
Shared Lane Traffic (%)
Lane Group Flow (vph) 86 0 0 235 269 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.8% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 692 180 166 476 3 382 0 363 3 6 8
Future Volume (vph) 1 692 180 166 476 3 382 0 363 3 6 8
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 75 0 185 0 320 0 0 0
Storage Lanes 1 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 0.99
Frt 0.975 0.999 0.850 0.918
Flt Protected 0.950 0.950 0.950 0.987
Satd. Flow (prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0
Flt Permitted 0.460 0.116 0.727 0.802
Satd. Flow (perm) 789 3178 0 199 3256 0 1246 1439 0 0 1253 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 35 1 279 28
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29
Adj. Flow (vph) 4 935 191 198 517 3 420 0 422 12 6 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 1126 0 198 520 0 420 422 0 0 46 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0
Total Split (%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3%
Maximum Green (s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5
Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28
v/c Ratio 0.01 0.78 0.69 0.26 1.19 0.70 0.12
Control Delay 14.0 24.8 25.4 8.2 141.8 16.6 14.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.0 24.8 25.4 8.2 141.8 16.6 14.1
LOS B C C A F B B
Approach Delay 24.8 13.0 79.0 14.1
Approach LOS C B E B
Queue Length 50th (ft) 1 267 44 62 ~291 66 7
Queue Length 95th (ft) 2 254 95 84 #470 178 33
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 75 185 320
Base Capacity (vph) 355 1449 289 2008 353 607 375
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.01 0.78 0.69 0.26 1.19 0.70 0.12
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 70
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 1.19
Intersection Signal Delay: 38.2 Intersection LOS: D
Intersection Capacity Utilization 77.9% ICU Level of Service D
Analysis Period (min) 15
~ 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.
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
2
3
.
9
C
L
T
0.
1
A
L
T
6
.
2
A
Th
r
u
9
.
7
A
T
h
r
u
2
3
.
9
C
T
h
r
u
0.
2
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
3
.
9
C
R
T
0.
0
A
R
T
0
.
0
A
To
t
a
l
9
.
7
A
To
t
a
l
2
3
.
9
C
To
t
a
l
0.
2
A
Total 6.2 A
LT
7
.
8
A
L
T
0
.
0
A
L
T
9.
2
A
L
T
0
.
0
A
Th
r
u
6
.
1
A
T
h
r
u
0
.
0
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
1
0
.
2
B
R
T
0.
0
A
R
T
0
.
0
A
To
t
a
l
6
.
4
A
To
t
a
l
1
0
.
2
B
To
t
a
l
0.
1
A
Total 0.0 A
LT
0
.
0
A
L
T
0
.
2
A
L
T
17
.
4
C
L
T
1
.
6
A
Th
r
u
1
2
.
9
B
T
h
r
u
0
.
5
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
3
A
RT
0
.
0
A
R
T
0
.
5
A
R
T
17
.
4
C
R
T
0
.
0
A
To
t
a
l
1
2
.
9
B
To
t
a
l
0
.
5
A
To
t
a
l
17
.
4
C
Total 0.3 A
LT
0
.
0
A
L
T
0
.
1
A
L
T
0.
0
A
L
T
0
.
0
A
Th
r
u
1
4
.
0
B
T
h
r
u
0
.
1
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
4
A
RT
0
.
0
A
R
T
0
.
1
A
R
T
11
.
7
B
R
T
0
.
0
A
To
t
a
l
1
4
.
0
B
To
t
a
l
0
.
1
A
To
t
a
l
11
.
7
B
Total 0.4 A
7.
8
A
0.
9
A
0.
7
A
0.4 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
0
.
0
A
L
T
9
.
9
A
L
T
0
.
0
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
3
1
.
4
C
RT
0
.
0
A
R
T
0
.
0
A
R
T
9
.
9
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
9
.
9
A
Total 31.4 C
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
L
T
3
2
.
1
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
7
.
8
A
RT
1
0
.
4
B
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
0
.
4
B
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
Total 19.2 B
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
1
A
L
T
5
1
.
0
D
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
.
1
A
T
h
r
u
6
.
7
A
RT
0
.
0
A
R
T
9
.
9
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
9
.
9
A
To
t
a
l
1
.
1
A
Total 35.1 D
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
L
T
2
3
.
0
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
Total 23.0 C
0.
3
A
0.
1
A
1.
3
A
26.0 C
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
NB
N
B
N
B
N
B
SB
S
B
S
B
S
B
EB
E
B
E
B
E
B
WB
W
B
W
B
W
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
E
Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
H
a
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
H
i
g
h
l
a
n
d
Boulevard & E Main Street
NB
N
B
N
B
N
B
SB
S
B
S
B
S
B
EB
E
B
E
B
E
B
WB
W
B
W
B
W
B
Al
t
e
r
n
a
t
i
v
e
4 AM
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
C
y
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
H
a
g
g
e
r
t
y
Lane & Curtiss Street
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 342 83 147 806 2 62 0 60 1 0 0
Future Volume (vph) 2 342 83 147 806 2 62 0 60 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.971 0.999 0.922
Flt Protected 0.950 0.979 0.950
Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0
Flt Permitted 0.946 0.483 0.861 0.675
Satd. Flow (perm) 0 2994 0 829 3257 0 0 1362 0 0 1158 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 56 1 119
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 165 143
Travel Time (s) 6.1 29.8 3.8 3.3
Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92
Adj. Flow (vph) 4 376 90 237 1089 4 79 0 107 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 470 0 237 1093 0 0 186 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA
Protected Phases 4 3 8 2 6
Permitted Phases 8462
Detector Phase 8 4 3 8 6 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 32.4 22.6 9.8 32.4 22.6 22.6 22.6 22.6
Total Split (%) 58.9% 41.1% 17.8% 58.9% 41.1% 41.1% 41.1% 41.1%
Maximum Green (s) 27.9 18.1 5.3 27.9 18.1 18.1 18.1 18.1
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 18.5 23.9 29.7 8.2 8.2
Actuated g/C Ratio 0.43 0.55 0.69 0.19 0.19
v/c Ratio 0.36 0.42 0.49 0.53 0.02
Control Delay 9.7 7.8 6.1 12.9 14.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 9.7 7.8 6.1 12.9 14.0
LOS A A A B B
Approach Delay 9.7 6.4 12.9 14.0
Approach LOS AABB
Queue Length 50th (ft) 35 21 63 15 1
Queue Length 95th (ft) 77 38 105 56 6
Internal Link Dist (ft) 188 1230 85 63
Turn Bay Length (ft) 65
Base Capacity (vph) 1313 559 2239 651 495
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.36 0.42 0.49 0.29 0.01
Intersection Summary
Area Type: Other
Cycle Length: 55
Actuated Cycle Length: 43.2
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.53
Intersection Signal Delay: 7.8 Intersection LOS: A
Intersection Capacity Utilization 55.6% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 5 1 14 0025 3 1 3 2 45 6 3 53
Future Volume (vph) 5 1 14 0025 3 1 3 2 45 6 3 53
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.925 0.865 0.991 0.999
Flt Protected 0.984 0.998
Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Flt Permitted 0.984 0.998
Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 188 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 814 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 36 00200 3 7 800 8 2 30
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 52.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 656 27 5 734 3 30 03002
Future Volume (vph) 4 656 27 5 734 3 30 03002
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.999 0.979 0.865
Flt Protected 0.999 0.950 0.959
Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Flt Permitted 0.999 0.950 0.959
Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50
Adj. Flow (vph) 8 698 40 12 906 4 44 08004
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.8% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 0 3 126 195 1
Future Volume (vph) 1 0 3 126 195 1
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.999
Flt Protected 0.950 0.999
Satd. Flow (prot) 1630 0 0 1714 1714 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1630 0 0 1714 1714 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 857 161
Travel Time (s) 5.8 19.5 3.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1 0 3 137 212 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 1 0 0 140 213 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 21.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 32 303 17 0 643
Future Volume (vph) 0 32 303 17 0 643
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 50 0 0 0
Storage Lanes 0 1 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.993
Flt Protected
Satd. Flow (prot) 0 1484 1704 0 0 1716
Flt Permitted
Satd. Flow (perm) 0 1484 1704 0 0 1716
Link Speed (mph) 30 30 30
Link Distance (ft) 185 299 308
Travel Time (s) 4.2 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 35 329 18 0 699
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 35 347 0 0 699
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 40.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 416 56 0 868 0 11
Future Volume (vph) 416 56 0 868 0 11
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 50 0
Storage Lanes 0 0 0 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.982 0.865
Flt Protected
Satd. Flow (prot) 3201 0 0 3260 0 1484
Flt Permitted
Satd. Flow (perm) 3201 0 0 3260 0 1484
Link Speed (mph) 30 30 15
Link Distance (ft) 273 268 260
Travel Time (s) 6.2 6.1 11.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 452 61 0 943 0 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 513 0 0 943 0 12
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 29.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 8
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 11 26 16 111 170 60
Future Volume (vph) 11 26 16 111 170 60
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.905 0.965
Flt Protected 0.985 0.994
Satd. Flow (prot) 1529 0 0 1705 1656 0
Flt Permitted 0.985 0.994
Satd. Flow (perm) 1529 0 0 1705 1656 0
Link Speed (mph) 15 30 30
Link Distance (ft) 227 161 165
Travel Time (s) 10.3 3.7 3.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 12 28 17 121 185 65
Shared Lane Traffic (%)
Lane Group Flow (vph) 40 0 0 138 250 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 31.0% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0
Future Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 100 0 185 0 325 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 1.00
Frt 0.929 0.998 0.854
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0
Flt Permitted 0.159 0.757 0.618
Satd. Flow (perm) 1716 3028 0 273 3252 0 1297 1446 0 0 1059 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 237 3 148
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00
Adj. Flow (vph) 0 399 362 541 608 8 270 4 148 1 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 761 0 541 616 0 270 152 0010
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 25.0 25.0 34.0 59.0 31.0 31.0 31.0 31.0
Total Split (%) 27.8% 27.8% 37.8% 65.6% 34.4% 34.4% 34.4% 34.4%
Maximum Green (s) 20.5 20.5 29.5 54.5 26.5 26.5 26.5 26.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 4 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 20.6 54.7 54.7 21.6 21.6 21.6
Actuated g/C Ratio 0.24 0.64 0.64 0.25 0.25 0.25
v/c Ratio 0.84 0.84 0.30 0.82 0.32 0.00
Control Delay 31.4 32.1 7.8 51.0 6.7 23.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.4 32.1 7.8 51.0 6.7 23.0
LOS C C A D A C
Approach Delay 31.4 19.2 35.1 23.0
Approach LOS C B D C
Queue Length 50th (ft) 147 218 72 136 2 0
Queue Length 95th (ft) #232 241 95 180 0 4
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 185 325
Base Capacity (vph) 910 646 2085 404 552 330
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.84 0.84 0.30 0.67 0.28 0.00
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 85.3
Natural Cycle: 70
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 26.0 Intersection LOS: C
Intersection Capacity Utilization 65.2% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
2
3
.
3
C
L
T
0
.
2
A
L
T
0
.
0
A
Th
r
u
2
8
.
3
C
T
h
r
u
0
.
0
A
T
h
r
u
0
.
2
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
3
.
3
C
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
2
8
.
3
C
To
t
a
l
2
3
.
3
C
To
t
a
l
0
.
2
A
Total 0.0 A
LT
4
4
.
9
D
LT
2
1
.
3
C
L
T
1
0
.
3
B
L
T
0
.
0
A
Th
r
u
6
.
2
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
1
.
3
C
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
8
.
3
B
To
t
a
l
8
.
7
A
To
t
a
l
0
.
0
A
Total 0.0 A
LT
0
.
0
A
L
T
0
.
3
A
L
T
1
7
.
2
C
L
T
0
.
0
A
Th
r
u
4
1
.
1
D
Th
r
u
0
.
5
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
5
A
RT
0
.
0
A
R
T
0
.
5
A
R
T
1
7
.
2
C
R
T
0
.
0
A
To
t
a
l
4
1
.
1
D
To
t
a
l
0
.
5
A
To
t
a
l
1
7
.
2
C
Total 0.5 A
LT
0
.
0
A
L
T
0
.
0
A
L
T
1
8
.
7
C
L
T
0
.
0
A
Th
r
u
2
3
.
0
C
T
h
r
u
0
.
1
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
3
A
RT
0
.
0
A
R
T
0
.
1
A
R
T
1
8
.
7
C
R
T
0
.
0
A
To
t
a
l
2
3
.
7
C
To
t
a
l
0
.
1
A
To
t
a
l
1
8
.
7
C
Total 0.3 A
27
.
1
C
1.
3
A
0.
4
A
0.4 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
0
.
0
A
L
T
1
2
.
0
B
L
T
1
4
.
0
B
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
2
4
.
8
C
RT
0
.
0
A
R
T
0
.
0
A
R
T
1
2
.
0
B
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
2
.
0
B
Total 24.8 C
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
L
T
2
2
.
2
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
8
.
1
A
RT
1
6
.
8
C
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
6
.
8
C
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
Total 12.0 B
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
2
A
L
T
1
9
1
.
4
F
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
.
0
A
T
h
r
u
1
6
.
6
B
RT
0
.
0
A
R
T
9
.
7
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
9
.
7
A
To
t
a
l
1
.
0
A
Total 108.2 F
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
4
.
1
B
RT
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
Total 14.1 B
1.
2
A
0.
3
A
2.
3
A
48.7 D
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
NB
N
B
N
B
N
B
SB
S
B
S
B
S
B
EB
E
B
E
B
E
B
WB
W
B
W
B
W
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
E
Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
H
a
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
H
i
g
h
l
a
n
d
Boulevard & E Main Street
NB
N
B
N
B
N
B
SB
S
B
S
B
S
B
EB
E
B
E
B
E
B
WB
W
B
W
B
W
B
Al
t
e
r
n
a
t
i
v
e
4 PM
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
C
y
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
H
a
g
g
e
r
t
y
Lane & Curtiss Street
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 874 150 125 496 1 97 0 143 1 0 0
Future Volume (vph) 2 874 150 125 496 1 97 0 143 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 100 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.976 0.999 0.905
Flt Protected 0.950 0.985 0.950
Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0
Flt Permitted 0.952 0.109 0.899 0.366
Satd. Flow (perm) 0 3029 0 187 3257 0 0 1396 0 0 628 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 37 2 144
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 185 143
Travel Time (s) 6.1 29.8 4.2 3.3
Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25
Adj. Flow (vph) 8 1079 211 245 539 4 111 0 265 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1298 0 245 543 0 0 376 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA
Protected Phases 4 3 8 2 6
Permitted Phases 8462
Detector Phase 8 4 3 8 6 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 55.0 41.0 14.0 55.0 25.0 25.0 25.0 25.0
Total Split (%) 68.8% 51.3% 17.5% 68.8% 31.3% 31.3% 31.3% 31.3%
Maximum Green (s) 50.5 36.5 9.5 50.5 20.5 20.5 20.5 20.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 36.6 46.1 50.7 17.4 17.4
Actuated g/C Ratio 0.47 0.60 0.66 0.23 0.23
v/c Ratio 0.89 0.84 0.25 0.88 0.03
Control Delay 28.3 44.9 6.2 41.1 23.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 28.3 44.9 6.2 41.1 23.0
LOS C D A D C
Approach Delay 28.3 18.3 41.1 23.0
Approach LOS C B D C
Queue Length 50th (ft) 301 73 55 110 2
Queue Length 95th (ft) 334 55 78 #258 9
Internal Link Dist (ft) 188 1230 105 63
Turn Bay Length (ft) 65
Base Capacity (vph) 1458 290 2140 477 167
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.89 0.84 0.25 0.79 0.02
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 77.1
Natural Cycle: 80
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 27.1 Intersection LOS: C
Intersection Capacity Utilization 71.4% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 10 0970 1 6 1 3 7 1 323 3 3 26
Future Volume (vph) 10 0970 1 6 1 3 7 1 323 3 3 26
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.932 0.908 0.996
Flt Protected 0.976 0.984 0.999
Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Flt Permitted 0.976 0.984 0.999
Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 187 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 377 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 392 0
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.2% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 3 863 42 2 863 1 10 07301
Future Volume (vph) 3 863 42 2 863 1 10 07301
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.988 0.999 0.932 0.955
Flt Protected 0.950 0.976 0.968
Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Flt Permitted 0.950 0.976 0.968
Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25
Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 216 257 0
Future Volume (vph) 0 0 0 216 257 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1716 0 0 1716 1716 0
Flt Permitted
Satd. Flow (perm) 1716 0 0 1716 1716 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 860 147
Travel Time (s) 5.8 19.5 3.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 235 279 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 235 279 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 18.0% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 82 704 35 0 341
Future Volume (vph) 0 82 704 35 0 341
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.994
Flt Protected
Satd. Flow (prot) 0 1484 1705 0 0 1716
Flt Permitted
Satd. Flow (perm) 0 1484 1705 0 0 1716
Link Speed (mph) 30 30 30
Link Distance (ft) 211 299 308
Travel Time (s) 4.8 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 89 765 38 0 371
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 89 803 0 0 371
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 54.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report
Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 978 80 0 593 0 48
Future Volume (vph) 978 80 0 593 0 48
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 0 0
Storage Lanes 0 0 0 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.989 0.865
Flt Protected
Satd. Flow (prot) 3224 0 0 3260 0 1484
Flt Permitted
Satd. Flow (perm) 3224 0 0 3260 0 1484
Link Speed (mph) 30 30 30
Link Distance (ft) 273 268 204
Travel Time (s) 6.2 6.1 4.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1063 87 0 645 0 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 1150 0 0 645 0 52
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report
Page 8
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 48 43 24 192 214 61
Future Volume (vph) 48 43 24 192 214 61
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.936 0.970
Flt Protected 0.974 0.994
Satd. Flow (prot) 1564 0 0 1705 1664 0
Flt Permitted 0.974 0.994
Satd. Flow (perm) 1564 0 0 1705 1664 0
Link Speed (mph) 30 30 30
Link Distance (ft) 302 147 185
Travel Time (s) 6.9 3.3 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 52 47 26 209 233 66
Shared Lane Traffic (%)
Lane Group Flow (vph) 99 0 0 235 299 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 44.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8
Future Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 75 0 185 0 320 0 0 0
Storage Lanes 1 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 0.99
Frt 0.975 0.999 0.850 0.918
Flt Protected 0.950 0.950 0.950 0.987
Satd. Flow (prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0
Flt Permitted 0.480 0.116 0.727 0.802
Satd. Flow (perm) 824 3178 0 199 3256 0 1246 1439 0 0 1253 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 35 1 279 28
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29
Adj. Flow (vph) 4 935 191 185 473 3 465 0 422 12 6 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 1126 0 185 476 0 465 422 0 0 46 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0
Total Split (%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3%
Maximum Green (s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 4 5/27/2016 RIRO Highland & Main Synchro 9 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5
Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28
v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12
Control Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1
LOS B C C A F B B
Approach Delay 24.8 12.0 108.2 14.1
Approach LOS C B F B
Queue Length 50th (ft) 1 267 40 56 ~345 66 7
Queue Length 95th (ft) 2 254 86 77 #530 178 33
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 75 185 320
Base Capacity (vph) 370 1449 289 2008 353 607 375
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 80
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 1.32
Intersection Signal Delay: 48.7 Intersection LOS: D
Intersection Capacity Utilization 79.7% ICU Level of Service D
Analysis Period (min) 15
~ 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.
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
2
4
.
7
C
L
T
0.
1
A
L
T
6
.
1
A
Th
r
u
9
.
4
A
T
h
r
u
2
4
.
7
C
T
h
r
u
0.
2
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
4
.
7
C
R
T
0.
0
A
R
T
0
.
0
A
To
t
a
l
9
.
4
A
To
t
a
l
2
4
.
7
C
To
t
a
l
0.
2
A
To
t
a
l
6
.
1
A
LT
7
.
5
A
L
T
0
.
0
A
L
T
9.
2
A
L
T
0
.
0
A
Th
r
u
6
.
1
A
T
h
r
u
0
.
0
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
1
0
.
2
B
R
T
0.
0
A
R
T
0
.
0
A
To
t
a
l
6
.
4
A
To
t
a
l
1
0
.
2
B
To
t
a
l
0.
1
A
To
t
a
l
0
.
0
A
LT
0
.
0
A
L
T
0
.
2
A
L
T
17
.
4
C
L
T
3
.
6
A
Th
r
u
1
3
.
0
B
T
h
r
u
0
.
5
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
3
A
RT
0
.
0
A
R
T
0
.
5
A
R
T
17
.
4
C
R
T
0
.
0
A
To
t
a
l
1
3
.
0
B
To
t
a
l
0
.
5
A
To
t
a
l
17
.
4
C
To
t
a
l
0
.
3
A
LT
0
.
0
A
L
T
0
.
1
A
L
T
0.
0
A
L
T
0
.
0
A
Th
r
u
1
4
.
0
B
T
h
r
u
0
.
1
A
T
h
r
u
0.
0
A
T
h
r
u
0
.
3
A
RT
0
.
0
A
R
T
0
.
1
A
R
T
11
.
7
B
R
T
0
.
1
A
To
t
a
l
1
4
.
0
B
To
t
a
l
0
.
1
A
To
t
a
l
11
.
7
B
To
t
a
l
0
.
3
A
7.
7
A
0.
9
A
0.
7
A
0.3 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
0
.
0
A
L
T
1
0
.
2
B
L
T
0
.
0
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
2
8
.
0
C
RT
0
.
0
A
R
T
0
.
0
A
R
T
1
0
.
2
B
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
0
.
2
B
To
t
a
l
2
8
.
0
C
LT
2
0
.
9
C
L
T
8
.
5
A
L
T
0
.
0
A
L
T
3
2
.
3
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
7
.
1
A
RT
1
0
.
4
B
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
3
.
9
B
To
t
a
l
0
.
1
A
To
t
a
l
0
.
0
A
To
t
a
l
1
8
.
9
B
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
1
A
L
T
5
9
.
4
E
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
.
0
A
T
h
r
u
7
.
3
A
RT
0
.
0
A
R
T
9
.
9
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
9
.
9
A
To
t
a
l
1
.
0
A
To
t
a
l
4
0
.
6
D
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
2
5
.
0
C
RT
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
2
5
.
0
C
0.
7
A
0.
1
A
0.
9
A
25.8 C
SB
S
B
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
WB
W
B
W
B
W
B
NB
N
B
N
B
N
B
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
E Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
H
a
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& E Main Stree t
EB
E
B
E
B
E
B
SB
S
B
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
WB
W
B
W
B
W
B
NB
N
B
N
B
N
B
EB
E
B
E
B
E
B
Al
t
e
r
n
a
t
i
v
e
5 AM
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
Cy
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
H
a
g
g
e
r
t
y
La
n
e
& Curtiss Stree t
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0
Future Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.971 0.999 0.922
Flt Protected 0.950 0.979 0.950
Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0
Flt Permitted 0.946 0.483 0.861 0.674
Satd. Flow (perm) 0 2994 0 829 3257 0 0 1362 0 0 1156 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 57 1 119
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 165 143
Travel Time (s) 6.1 29.8 3.8 3.3
Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92
Adj. Flow (vph) 4 376 90 219 1104 4 79 0 107 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 470 0 219 1108 0 0 186 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA
Protected Phases 4 3 8 2 6
Permitted Phases 8462
Detector Phase 8 4 3 8 6 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5
Total Split (s) 32.5 23.0 9.5 32.5 22.5 22.5 22.5 22.5
Total Split (%) 59.1% 41.8% 17.3% 59.1% 40.9% 40.9% 40.9% 40.9%
Maximum Green (s) 28.0 18.5 5.0 28.0 18.0 18.0 18.0 18.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 18.9 24.0 29.9 8.2 8.2
Actuated g/C Ratio 0.44 0.55 0.69 0.19 0.19
v/c Ratio 0.35 0.40 0.49 0.53 0.02
Control Delay 9.4 7.5 6.1 13.0 14.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 9.4 7.5 6.1 13.0 14.0
LOS A A A B B
Approach Delay 9.4 6.4 13.0 14.0
Approach LOS AABB
Queue Length 50th (ft) 35 19 64 15 1
Queue Length 95th (ft) 76 35 107 56 6
Internal Link Dist (ft) 188 1230 85 63
Turn Bay Length (ft) 65
Base Capacity (vph) 1338 553 2241 646 490
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.35 0.40 0.49 0.29 0.01
Intersection Summary
Area Type: Other
Cycle Length: 55
Actuated Cycle Length: 43.4
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.53
Intersection Signal Delay: 7.7 Intersection LOS: A
Intersection Capacity Utilization 55.9% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 5 1 14 0025 3 1 3 2 45 6 5 23
Future Volume (vph) 5 1 14 0025 3 1 3 2 45 6 5 23
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.925 0.865 0.991 0.999
Flt Protected 0.984 0.998
Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Flt Permitted 0.984 0.998
Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 188 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 836 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 36 00200 3 7 800 8 4 50
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 53.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 656 27 5 734 3 30 03002
Future Volume (vph) 4 656 27 5 734 3 30 03002
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.999 0.979 0.865
Flt Protected 0.999 0.950 0.959
Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Flt Permitted 0.999 0.950 0.959
Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50
Adj. Flow (vph) 8 698 40 12 906 4 44 08004
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.8% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 0 3 126 178 1
Future Volume (vph) 1 0 3 126 178 1
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.999
Flt Protected 0.950 0.999
Satd. Flow (prot) 1630 0 0 1714 1714 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1630 0 0 1714 1714 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 857 161
Travel Time (s) 5.8 19.5 3.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1 0 3 137 193 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 1 0 0 140 194 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 20.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 32 303 17 0 643
Future Volume (vph) 17 32 303 17 0 643
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 50 0 0 0
Storage Lanes 1 1 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.993
Flt Protected 0.950
Satd. Flow (prot) 1630 1458 1704 0 0 1716
Flt Permitted 0.950
Satd. Flow (perm) 1630 1458 1704 0 0 1716
Link Speed (mph) 30 30 30
Link Distance (ft) 185 299 308
Travel Time (s) 4.2 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 18 35 329 18 0 699
Shared Lane Traffic (%)
Lane Group Flow (vph) 18 35 347 0 0 699
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 416 56 11 868 0 11
Future Volume (vph) 416 56 11 868 0 11
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 50 0
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.982 0.865
Flt Protected 0.950
Satd. Flow (prot) 3201 0 1630 3260 0 1484
Flt Permitted 0.950
Satd. Flow (perm) 3201 0 1630 3260 0 1484
Link Speed (mph) 30 30 15
Link Distance (ft) 273 268 260
Travel Time (s) 6.2 6.1 11.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 452 61 12 943 0 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 513 0 12 943 0 12
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 29.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 8
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 11 9 16 111 170 49
Future Volume (vph) 11 9 16 111 170 49
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.939 0.970
Flt Protected 0.973 0.994
Satd. Flow (prot) 1568 0 0 1705 1664 0
Flt Permitted 0.973 0.994
Satd. Flow (perm) 1568 0 0 1705 1664 0
Link Speed (mph) 15 30 30
Link Distance (ft) 227 161 165
Travel Time (s) 10.3 3.7 3.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 12 10 17 121 185 53
Shared Lane Traffic (%)
Lane Group Flow (vph) 22 0 0 138 238 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 31.0% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0
Future Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 100 0 185 0 325 0 0 0
Storage Lanes 1 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 1.00
Frt 0.929 0.998 0.854
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0
Flt Permitted 0.148 0.757 0.609
Satd. Flow (perm) 1716 3028 0 254 3252 0 1297 1446 0 0 1044 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 244 3 148
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00
Adj. Flow (vph) 0 399 362 541 608 8 270 4 148 1 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 761 0 541 616 0 270 152 0010
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5
Total Split (s) 27.0 27.0 35.0 62.0 28.0 28.0 28.0 28.0
Total Split (%) 30.0% 30.0% 38.9% 68.9% 31.1% 31.1% 31.1% 31.1%
Maximum Green (s) 22.5 22.5 30.5 57.5 23.5 23.5 23.5 23.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 22.5 57.6 57.6 21.1 21.1 21.1
Actuated g/C Ratio 0.26 0.66 0.66 0.24 0.24 0.24
v/c Ratio 0.79 0.84 0.29 0.87 0.33 0.00
Control Delay 28.0 32.3 7.1 59.4 7.3 25.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.0 32.3 7.1 59.4 7.3 25.0
LOS C C A E A C
Approach Delay 28.0 18.9 40.6 25.0
Approach LOS C B D C
Queue Length 50th (ft) 147 230 73 143 2 0
Queue Length 95th (ft) 202 235 85 190 0 4
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 185 325
Base Capacity (vph) 959 646 2136 347 496 280
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.79 0.84 0.29 0.78 0.31 0.00
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 87.7
Natural Cycle: 70
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 25.8 Intersection LOS: C
Intersection Capacity Utilization 65.2% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
2
4
.
0
C
L
T
0
.
2
A
L
T
0
.
0
A
Th
r
u
2
0
.
8
C
T
h
r
u
0
.
0
A
T
h
r
u
0
.
2
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
4
.
0
C
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
2
0
.
8
C
To
t
a
l
2
4
.
0
C
To
t
a
l
0
.
2
A
Total 0.0 A
LT
3
7
.
4
D
LT
2
1
.
6
C
L
T
1
0
.
3
B
L
T
0
.
0
A
Th
r
u
6
.
1
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
RT
0
.
0
A
R
T
2
1
.
6
C
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
3
.
9
B
To
t
a
l
2
1
.
6
C
To
t
a
l
0
.
0
A
Total 0.0 A
LT
0
.
0
A
L
T
0
.
6
A
L
T
1
7
.
2
C
L
T
0
.
0
A
Th
r
u
4
4
.
0
D
Th
r
u
0
.
5
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
4
A
RT
0
.
0
A
R
T
0
.
5
A
R
T
1
7
.
2
C
R
T
0
.
0
A
To
t
a
l
4
4
.
0
D
To
t
a
l
0
.
5
A
To
t
a
l
1
7
.
2
C
Total 0.4 A
LT
0
.
0
A
L
T
0
.
0
A
L
T
1
8
.
7
C
L
T
0
.
0
A
Th
r
u
2
4
.
0
C
T
h
r
u
0
.
1
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
2
A
RT
0
.
0
A
R
T
0
.
1
A
R
T
1
8
.
7
C
R
T
0
.
0
A
To
t
a
l
2
4
.
0
C
To
t
a
l
0
.
1
A
To
t
a
l
1
8
.
7
C
Total 0.2 A
22
.
2
C
1.
3
A
0.
4
A
0.3 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
L
T
0
.
0
A
L
T
1
2
.
2
B
L
T
1
4
.
0
B
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
2
4
.
8
C
RT
0
.
0
A
R
T
0
.
0
A
R
T
1
2
.
2
B
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
1
2
.
2
B
Total 24.8 C
LT
2
3
.
7
C
L
T
9
.
8
A
L
T
0
.
0
A
L
T
2
2
.
2
C
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
8
.
1
A
RT
1
6
.
8
C
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
1
8
.
2
C
To
t
a
l
0
.
4
A
To
t
a
l
0
.
0
A
Total 12.0 B
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
2
A
L
T
1
9
1
.
4
F
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
.
0
A
T
h
r
u
1
6
.
6
B
RT
0
.
0
A
R
T
9
.
7
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
9
.
7
A
To
t
a
l
1
.
0
A
Total 108.2 F
LT
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
L
T
0
.
0
A
Th
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
0
.
0
A
T
h
r
u
1
4
.
1
B
RT
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
R
T
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
To
t
a
l
0
.
0
A
Total 14.1 B
1.
6
A
0.
4
A
2.
0
A
48.7 D
SB
S
B
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
WB
W
B
W
B
W
B
NB
N
B
N
B
N
B
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
E
Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
H
a
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
H
i
g
h
l
a
n
d
Boulevard & E Main Street
EB
E
B
E
B
E
B
SB
S
B
S
B
S
B
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
To
t
a
l
I
n
t
e
r
s
e
c
t
i
o
n
Total
WB
W
B
W
B
W
B
NB
N
B
N
B
N
B
EB
E
B
E
B
E
B
Al
t
e
r
n
a
t
i
v
e
5 PM
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
C
y
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
H
a
g
g
e
r
t
y
Lane & Curtiss Street
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 100 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.976 0.999 0.905
Flt Protected 0.950 0.985 0.950
Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0
Flt Permitted 0.952 0.117 0.899 0.361
Satd. Flow (perm) 0 3029 0 201 3257 0 0 1396 0 0 619 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 41 2 142
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 185 143
Travel Time (s) 6.1 29.8 4.2 3.3
Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25
Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1298 0 190 574 0 0 376 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA
Protected Phases 4 3 8 2 6
Permitted Phases 8462
Detector Phase 8 4 3 8 6 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5
Total Split (s) 56.0 45.0 11.0 56.0 24.0 24.0 24.0 24.0
Total Split (%) 70.0% 56.3% 13.8% 70.0% 30.0% 30.0% 30.0% 30.0%
Maximum Green (s) 51.5 40.5 6.5 51.5 19.5 19.5 19.5 19.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 40.6 47.1 51.6 17.3 17.3
Actuated g/C Ratio 0.52 0.60 0.66 0.22 0.22
v/c Ratio 0.81 0.79 0.27 0.90 0.03
Control Delay 20.8 37.4 6.1 44.0 24.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 20.8 37.4 6.1 44.0 24.0
LOS C D A D C
Approach Delay 20.8 13.9 44.0 24.0
Approach LOS C B D C
Queue Length 50th (ft) 267 36 56 113 2
Queue Length 95th (ft) 297 31 80 #267 9
Internal Link Dist (ft) 188 1230 105 63
Turn Bay Length (ft) 65
Base Capacity (vph) 1597 241 2158 456 155
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.81 0.79 0.27 0.82 0.03
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 77.9
Natural Cycle: 80
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 22.2 Intersection LOS: C
Intersection Capacity Utilization 72.3% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 10 0970 1 6 1 3 7 1 323 3 5 26
Future Volume (vph) 10 0970 1 6 1 3 7 1 323 3 5 26
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.932 0.908 0.996
Flt Protected 0.976 0.984 0.999
Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Flt Permitted 0.976 0.984 0.999
Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 187 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 400 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 415 0
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.3% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 3 863 42 2 863 1 10 07301
Future Volume (vph) 3 863 42 2 863 1 10 07301
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.988 0.999 0.932 0.955
Flt Protected 0.950 0.976 0.968
Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Flt Permitted 0.950 0.976 0.968
Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25
Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 216 237 0
Future Volume (vph) 0 0 0 216 237 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1716 0 0 1716 1716 0
Flt Permitted
Satd. Flow (perm) 1716 0 0 1716 1716 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 860 147
Travel Time (s) 5.8 19.5 3.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 235 258 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 235 258 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.9% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 20 82 704 35 0 341
Future Volume (vph) 20 82 704 35 0 341
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.994
Flt Protected 0.950
Satd. Flow (prot) 1630 1458 1705 0 0 1716
Flt Permitted 0.950
Satd. Flow (perm) 1630 1458 1705 0 0 1716
Link Speed (mph) 30 30 30
Link Distance (ft) 211 299 308
Travel Time (s) 4.8 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 22 89 765 38 0 371
Shared Lane Traffic (%)
Lane Group Flow (vph) 22 89 803 0 0 371
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 54.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 978 80 28 593 0 48
Future Volume (vph) 978 80 28 593 0 48
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.989 0.865
Flt Protected 0.950
Satd. Flow (prot) 3224 0 1630 3260 0 1484
Flt Permitted 0.950
Satd. Flow (perm) 3224 0 1630 3260 0 1484
Link Speed (mph) 30 30 30
Link Distance (ft) 273 268 204
Travel Time (s) 6.2 6.1 4.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1063 87 30 645 0 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 1150 0 30 645 0 52
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 8
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 48 23 24 192 214 33
Future Volume (vph) 48 23 24 192 214 33
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.956 0.982
Flt Protected 0.967 0.994
Satd. Flow (prot) 1586 0 0 1705 1685 0
Flt Permitted 0.967 0.994
Satd. Flow (perm) 1586 0 0 1705 1685 0
Link Speed (mph) 30 30 30
Link Distance (ft) 302 147 185
Travel Time (s) 6.9 3.3 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 52 25 26 209 233 36
Shared Lane Traffic (%)
Lane Group Flow (vph) 77 0 0 235 269 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8
Future Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 75 0 185 0 320 0 0 0
Storage Lanes 1 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 0.99
Frt 0.975 0.999 0.850 0.918
Flt Protected 0.950 0.950 0.950 0.987
Satd. Flow (prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0
Flt Permitted 0.480 0.116 0.727 0.802
Satd. Flow (perm) 824 3178 0 199 3256 0 1246 1439 0 0 1253 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 35 1 279 28
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29
Adj. Flow (vph) 4 935 191 185 473 3 465 0 422 12 6 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 1126 0 185 476 0 465 422 0 0 46 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5
Total Split (s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0
Total Split (%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3%
Maximum Green (s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5
Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28
v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12
Control Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1
LOS B C C A F B B
Approach Delay 24.8 12.0 108.2 14.1
Approach LOS C B F B
Queue Length 50th (ft) 1 267 40 56 ~345 66 7
Queue Length 95th (ft) 2 254 86 77 #530 178 33
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 75 185 320
Base Capacity (vph) 370 1449 289 2008 353 607 375
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 90
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 1.32
Intersection Signal Delay: 48.7 Intersection LOS: D
Intersection Capacity Utilization 79.7% ICU Level of Service D
Analysis Period (min) 15
~ 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.
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
LT
2
4
.
5
C
LT
0
.
1
A
LT 6.1 A
Th
r
u
9
.
4
A
Th
r
u
2
4
.
5
C
Th
r
u
0
.
2
A
Thru 0.0 A
RT
0
.
0
A
RT
2
4
.
5
C
RT
0
.
0
A
RT 0.0 A
To
t
a
l
9.
4
A
To
t
a
l
24
.
5
C
To
t
a
l
0.
2
A
Total 6.1 A
LT
7
.
5
A
LT
0
.
0
A
LT
9
.
2
A
LT 0.0 A
Th
r
u
6
.
1
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 0.0 A
RT
0
.
0
A
RT
1
0
.
2
B
RT
0
.
0
A
RT 0.0 A
To
t
a
l
6.
4
A
To
t
a
l
10
.
2
B
To
t
a
l
0.
1
A
Total 0.0 A
LT
0
.
0
A
LT
0
.
2
A
LT
1
7
.
4
C
LT 3.6 A
Th
r
u
1
3
.
0
B
Th
r
u
0
.
5
A
Th
r
u
0
.
0
A
Thru 0.3 A
RT
0
.
0
A
RT
0
.
5
A
RT
1
7
.
4
C
RT 0.0 A
To
t
a
l
13
.
0
B
To
t
a
l
0.
5
A
To
t
a
l
17
.
4
C
Total 0.3 A
LT
0
.
0
A
LT
0
.
1
A
LT
0
.
0
A
LT 0.0 A
Th
r
u
1
4
.
0
B
Th
r
u
0
.
1
A
Th
r
u
0
.
0
A
Thru 0.3 A
RT
0
.
0
A
RT
0
.
1
A
RT
1
1
.
7
B
RT 0.1 A
To
t
a
l
14
.
0
B
To
t
a
l
0.
1
A
To
t
a
l
11
.
7
B
Total 0.3 A
7.
7
A
1.
0
A
0.
7
A
0.3 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
LT
0
.
0
A
LT
1
0
.
2
B
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 22.9 C
RT
0
.
0
A
RT
0
.
0
A
RT
1
0
.
2
B
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
To
t
a
l
10
.
2
B
Total 22.9 C
LT
2
0
.
8
C
LT
8
.
5
A
LT
0
.
0
A
LT 26.9 C
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 5.2 A
RT
1
0
.
4
B
RT
0
.
0
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
13
.
9
B
To
t
a
l
0.
1
A
To
t
a
l
0.
0
A
Total 15.3 B
LT
0
.
0
A
LT
0
.
0
A
LT
0
.
1
A
LT 34.7 C
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
1
.
0
A
Thru 8.5 A
RT
0
.
0
A
RT
9
.
9
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
9.
9
A
To
t
a
l
1.
0
A
Total 25.3 C
LT
0
.
0
A
LT
0
.
0
A
LT
0
.
0
A
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 37.0 D
RT
0
.
0
A
RT
0
.
0
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
Total 37.0 D
0.
7
A
0.
1
A
0.
9
A
19.6 B
SB
SB
SB
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
Total
WB
WB
WB
WB
NB
NB
NB
NB
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
E Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
Ha
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
Hi
g
h
l
a
n
d
Boulevard & E Main Street
EB
EB
EB
EB
SB
SB
SB
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
Total
WB
WB
WB
WB
NB
NB
NB
NB
Al
t
e
r
n
a
t
i
v
e
5 AM
(
d
o
u
b
l
e
N
B
L
T
@
H
i
g
h
l
a
n
d
&
M
a
i
n
)
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
C
y
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
Ha
g
g
e
r
t
y
Lane & Curtiss Street
EB
EB
EB
EB
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0
Future Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.971 0.999 0.922
Flt Protected 0.950 0.979 0.950
Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0
Flt Permitted 0.946 0.483 0.861 0.674
Satd. Flow (perm) 0 2994 0 829 3257 0 0 1362 0 0 1156 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 57 1 119
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 165 143
Travel Time (s) 6.1 29.8 3.8 3.3
Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92
Adj. Flow (vph) 4 376 90 219 1104 4 79 0 107 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 470 0 219 1108 0 0 186 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA
Protected Phases 4 3 8 2 6
Permitted Phases 8462
Detector Phase 8 4 3 8 6 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5
Total Split (s) 32.5 23.0 9.5 32.5 22.5 22.5 22.5 22.5
Total Split (%) 59.1% 41.8% 17.3% 59.1% 40.9% 40.9% 40.9% 40.9%
Maximum Green (s) 28.0 18.5 5.0 28.0 18.0 18.0 18.0 18.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 18.9 24.0 29.9 8.2 8.2
Actuated g/C Ratio 0.44 0.55 0.69 0.19 0.19
v/c Ratio 0.35 0.40 0.49 0.53 0.02
Control Delay 9.4 7.5 6.1 13.0 14.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 9.4 7.5 6.1 13.0 14.0
LOS A A A B B
Approach Delay 9.4 6.4 13.0 14.0
Approach LOS AABB
Queue Length 50th (ft) 35 19 64 15 1
Queue Length 95th (ft) 76 35 107 56 6
Internal Link Dist (ft) 188 1230 85 63
Turn Bay Length (ft) 65
Base Capacity (vph) 1338 553 2241 646 490
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.35 0.40 0.49 0.29 0.01
Intersection Summary
Area Type: Other
Cycle Length: 55
Actuated Cycle Length: 43.4
Natural Cycle: 55
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.53
Intersection Signal Delay: 7.7 Intersection LOS: A
Intersection Capacity Utilization 55.9% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 5 1 14 0025 3 1 3 2 45 6 5 23
Future Volume (vph) 5 1 14 0025 3 1 3 2 45 6 5 23
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.925 0.865 0.991 0.999
Flt Protected 0.984 0.998
Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Flt Permitted 0.984 0.998
Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 188 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 836 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 36 00200 3 7 800 8 4 50
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 53.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 656 27 5 734 3 30 03002
Future Volume (vph) 4 656 27 5 734 3 30 03002
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.999 0.979 0.865
Flt Protected 0.999 0.950 0.959
Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Flt Permitted 0.999 0.950 0.959
Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50
Adj. Flow (vph) 8 698 40 12 906 4 44 08004
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.8% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 0 3 126 178 1
Future Volume (vph) 1 0 3 126 178 1
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.999
Flt Protected 0.950 0.999
Satd. Flow (prot) 1630 0 0 1714 1714 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1630 0 0 1714 1714 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 857 161
Travel Time (s) 5.8 19.5 3.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1 0 3 137 193 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 1 0 0 140 194 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 20.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 32 303 17 0 643
Future Volume (vph) 17 32 303 17 0 643
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 50 0 0 0
Storage Lanes 1 1 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.993
Flt Protected 0.950
Satd. Flow (prot) 1630 1458 1704 0 0 1716
Flt Permitted 0.950
Satd. Flow (perm) 1630 1458 1704 0 0 1716
Link Speed (mph) 30 30 30
Link Distance (ft) 185 299 308
Travel Time (s) 4.2 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 18 35 329 18 0 699
Shared Lane Traffic (%)
Lane Group Flow (vph) 18 35 347 0 0 699
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 24 24
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report
Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 416 56 11 868 0 11
Future Volume (vph) 416 56 11 868 0 11
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 50 0
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.982 0.865
Flt Protected 0.950
Satd. Flow (prot) 3201 0 1630 3260 0 1484
Flt Permitted 0.950
Satd. Flow (perm) 3201 0 1630 3260 0 1484
Link Speed (mph) 30 30 15
Link Distance (ft) 273 268 260
Travel Time (s) 6.2 6.1 11.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 452 61 12 943 0 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 513 0 12 943 0 12
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 29.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report
Page 8
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 11 9 16 111 170 49
Future Volume (vph) 11 9 16 111 170 49
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.939 0.970
Flt Protected 0.973 0.994
Satd. Flow (prot) 1568 0 0 1705 1664 0
Flt Permitted 0.973 0.994
Satd. Flow (perm) 1568 0 0 1705 1664 0
Link Speed (mph) 15 30 30
Link Distance (ft) 227 161 165
Travel Time (s) 10.3 3.7 3.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 12 10 17 121 185 53
Shared Lane Traffic (%)
Lane Group Flow (vph) 22 0 0 138 238 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 31.0% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0
Future Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 100 0 185 0 325 0 0 0
Storage Lanes 1 0 1 0 2 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 1.00 0.99 1.00
Frt 0.929 0.998 0.854
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1716 3028 0 1630 3252 0 3162 1446 0 0 1630 0
Flt Permitted 0.193 0.950
Satd. Flow (perm) 1716 3028 0 331 3252 0 3154 1446 0 0 1714 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 240 2 148
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00
Adj. Flow (vph) 0 399 362 541 608 8 270 4 148 1 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 761 0 541 616 0 270 152 0010
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 24 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Prot NA Perm NA
Protected Phases 4 3 8 5 2 6
Permitted Phases 4 8 6
Detector Phase 4 4 3 8 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5
Total Split (s) 25.9 25.9 32.0 57.9 22.6 32.1 9.5 9.5
Total Split (%) 28.8% 28.8% 35.6% 64.3% 25.1% 35.7% 10.6% 10.6%
Maximum Green (s) 21.4 21.4 27.5 53.4 18.1 27.6 5.0 5.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 21.5 53.8 53.8 11.7 13.4 5.0
Actuated g/C Ratio 0.28 0.71 0.71 0.15 0.18 0.07
v/c Ratio 0.74 0.77 0.27 0.55 0.40 0.01
Control Delay 22.9 26.9 5.2 34.7 8.5 37.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 22.9 26.9 5.2 34.7 8.5 37.0
LOS C C A C A D
Approach Delay 22.9 15.3 25.3 37.0
Approach LOS C B C D
Queue Length 50th (ft) 111 138 40 59 2 0
Queue Length 95th (ft) 203 226 94 89 0 6
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 185 325
Base Capacity (vph) 1028 705 2294 756 621 113
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.74 0.77 0.27 0.36 0.24 0.01
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 76.2
Natural Cycle: 90
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 19.6 Intersection LOS: B
Intersection Capacity Utilization 62.6% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
LT
2
4
.
2
C
LT
0
.
2
A
LT 0.0 A
Th
r
u
2
0
.
8
C
Th
r
u
0
.
0
A
Th
r
u
0
.
2
A
Thru 0.0 A
RT
0
.
0
A
RT
2
4
.
2
C
RT
0
.
0
A
RT 0.0 A
To
t
a
l
20
.
8
C
To
t
a
l
24
.
2
C
To
t
a
l
0.
2
A
Total 0.0 A
LT
3
7
.
4
D
LT
2
1
.
7
C
LT
1
0
.
3
B
LT 0.0 A
Th
r
u
6
.
1
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 0.0 A
RT
0
.
0
A
RT
2
1
.
7
C
RT
0
.
0
A
RT 0.0 A
To
t
a
l
13
.
9
B
To
t
a
l
21
.
7
C
To
t
a
l
0.
0
A
Total 0.0 A
LT
0
.
0
A
LT
0
.
3
A
LT
1
7
.
2
C
LT 0.0 A
Th
r
u
4
4
.
0
D
Th
r
u
0
.
5
A
Th
r
u
0
.
0
A
Thru 0.4 A
RT
0
.
0
A
RT
0
.
5
A
RT
1
7
.
2
C
RT 0.0 A
To
t
a
l
44
.
0
D
To
t
a
l
0.
5
A
To
t
a
l
17
.
2
C
Total 0.4 A
LT
2
4
.
0
C
LT
0
.
0
A
LT
1
8
.
7
C
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
1
A
Th
r
u
0
.
0
A
Thru 0.2 A
RT
0
.
0
A
RT
0
.
1
A
RT
1
8
.
7
C
RT 0.0 A
To
t
a
l
24
.
0
C
To
t
a
l
0.
1
A
To
t
a
l
18
.
7
C
Total 0.2 A
22
.
2
C
1.
3
A
0.
4
A
0.3 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
LT
0
.
0
A
LT
1
2
.
2
B
LT 16.0 B
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 30.3 C
RT
0
.
0
A
RT
0
.
0
A
RT
1
2
.
2
B
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
To
t
a
l
12
.
2
B
Total 30.3 C
LT
2
3
.
8
C
LT
9
.
6
A
LT
0
.
0
A
LT 28.6 C
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 9.4 A
RT
1
6
.
8
C
RT
0
.
0
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
18
.
2
C
To
t
a
l
0.
4
A
To
t
a
l
0.
0
A
Total 14.8 B
LT
0
.
0
A
LT
0
.
0
A
LT
0
.
2
A
LT 34.8 C
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
1
.
0
A
Thru 13.8 B
RT
0
.
0
A
RT
9
.
9
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
9.
9
A
To
t
a
l
1.
0
A
Total 24.8 C
LT
0
.
0
A
LT
0
.
0
A
LT
0
.
0
A
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 38.0 D
RT
0
.
0
A
RT
0
.
0
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
Total 38.0 D
1.
6
A
0.
4
A
2.
0
A
24.8 C
SB
SB
SB
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
Total
WB
WB
WB
WB
NB
NB
NB
NB
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
E Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
Ha
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
Hi
g
h
l
a
n
d
Boulevard & E Main Street
EB
EB
EB
EB
SB
SB
SB
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
Total
WB
WB
WB
WB
NB
NB
NB
NB
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
C
y
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
Ha
g
g
e
r
t
y
Lane & Curtiss Street
EB
EB
EB
EB
Al
t
e
r
n
a
t
i
v
e
5 P M (d
o
u
b
l
e
N
B
L
T
@
H
i
g
h
l
a
n
d
&
M
a
i
n
)
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 100 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.976 0.999 0.905
Flt Protected 0.950 0.985 0.950
Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0
Flt Permitted 0.952 0.117 0.899 0.361
Satd. Flow (perm) 0 3029 0 201 3257 0 0 1396 0 0 619 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 41 2 142
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 185 143
Travel Time (s) 6.1 29.8 4.2 3.3
Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25
Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1298 0 190 574 0 0 376 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type D.Pm NA D.P+P NA Perm NA D.Pm NA
Protected Phases 4 3 8 2 6
Permitted Phases 8422
Detector Phase 8 4 3 8 2 2 2 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 9.5
Total Split (s) 56.0 45.0 11.0 56.0 24.0 24.0 24.0 24.0
Total Split (%) 70.0% 56.3% 13.8% 70.0% 30.0% 30.0% 30.0% 30.0%
Maximum Green (s) 51.5 40.5 6.5 51.5 19.5 19.5 19.5 19.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0
Act Effct Green (s) 40.6 47.1 51.6 17.3 17.3
Actuated g/C Ratio 0.52 0.60 0.66 0.22 0.22
v/c Ratio 0.81 0.79 0.27 0.90 0.03
Control Delay 20.8 37.4 6.1 44.0 24.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 20.8 37.4 6.1 44.0 24.0
LOS C D A D C
Approach Delay 20.8 13.9 44.0 24.0
Approach LOS C B D C
Queue Length 50th (ft) 267 36 56 113 2
Queue Length 95th (ft) 297 31 80 #267 9
Internal Link Dist (ft) 188 1230 105 63
Turn Bay Length (ft) 65
Base Capacity (vph) 1597 241 2158 456 155
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.81 0.79 0.27 0.82 0.03
Intersection Summary
Area Type: Other
Cycle Length: 80
Actuated Cycle Length: 77.9
Natural Cycle: 80
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 22.2 Intersection LOS: C
Intersection Capacity Utilization 72.3% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 1: Haggerty LN & E Main ST
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 10 0970 1 6 1 3 7 1 323 3 5 26
Future Volume (vph) 10 0970 1 6 1 3 7 1 323 3 5 26
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.932 0.908 0.996
Flt Protected 0.976 0.984 0.999
Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Flt Permitted 0.976 0.984 0.999
Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 187 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 400 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 415 0
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.3% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 3 863 42 2 863 1 10 07301
Future Volume (vph) 3 863 42 2 863 1 10 07301
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.988 0.999 0.932 0.955
Flt Protected 0.950 0.976 0.968
Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Flt Permitted 0.950 0.976 0.968
Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25
Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 5
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 216 237 0
Future Volume (vph) 0 0 0 216 237 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1716 0 0 1716 1716 0
Flt Permitted
Satd. Flow (perm) 1716 0 0 1716 1716 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 860 147
Travel Time (s) 5.8 19.5 3.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 235 258 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 235 258 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.9% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 6
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 20 82 704 35 0 341
Future Volume (vph) 20 82 704 35 0 341
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.994
Flt Protected 0.950
Satd. Flow (prot) 1630 1458 1705 0 0 1716
Flt Permitted 0.950
Satd. Flow (perm) 1630 1458 1705 0 0 1716
Link Speed (mph) 30 30 30
Link Distance (ft) 211 299 308
Travel Time (s) 4.8 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 22 89 765 38 0 371
Shared Lane Traffic (%)
Lane Group Flow (vph) 22 89 803 0 0 371
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 24 24
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 54.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 7
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 978 80 28 593 0 48
Future Volume (vph) 978 80 28 593 0 48
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.989 0.865
Flt Protected 0.950
Satd. Flow (prot) 3224 0 1630 3260 0 1484
Flt Permitted 0.950
Satd. Flow (perm) 3224 0 1630 3260 0 1484
Link Speed (mph) 30 30 30
Link Distance (ft) 273 268 204
Travel Time (s) 6.2 6.1 4.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1063 87 30 645 0 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 1150 0 30 645 0 52
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 8
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 48 23 24 192 214 33
Future Volume (vph) 48 23 24 192 214 33
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.956 0.982
Flt Protected 0.967 0.994
Satd. Flow (prot) 1586 0 0 1705 1685 0
Flt Permitted 0.967 0.994
Satd. Flow (perm) 1586 0 0 1705 1685 0
Link Speed (mph) 30 30 30
Link Distance (ft) 302 147 185
Travel Time (s) 6.9 3.3 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 52 25 26 209 233 36
Shared Lane Traffic (%)
Lane Group Flow (vph) 77 0 0 235 269 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8
Future Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 75 0 185 0 320 0 0 0
Storage Lanes 1 0 1 0 2 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.97 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 0.99
Frt 0.975 0.999 0.850 0.918
Flt Protected 0.950 0.950 0.950 0.987
Satd. Flow (prot) 1630 3178 0 1630 3256 0 3162 1439 0 0 1539 0
Flt Permitted 0.480 0.096 0.950 0.773
Satd. Flow (perm) 824 3178 0 165 3256 0 3155 1439 0 0 1205 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 32 1 288 28
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29
Adj. Flow (vph) 4 935 191 185 473 3 465 0 422 12 6 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 1126 0 185 476 0 465 422 0 0 46 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 24 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Prot NA Perm NA
Protected Phases 4 3 8 5 2 6
Permitted Phases 4 8 6
Detector Phase 4 4 3 8 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5
Total Split (s) 41.8 41.8 15.4 57.2 22.8 32.8 10.0 10.0
Total Split (%) 46.4% 46.4% 17.1% 63.6% 25.3% 36.4% 11.1% 11.1%
Maximum Green (s) 37.3 37.3 10.9 52.7 18.3 28.3 5.5 5.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max Max Max None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 37.3 37.3 52.7 52.7 22.3 28.3 5.5
Actuated g/C Ratio 0.41 0.41 0.59 0.59 0.25 0.31 0.06
v/c Ratio 0.01 0.84 0.68 0.25 0.59 0.65 0.46
Control Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0
L O S BC CA CB D
Approach Delay 30.3 14.8 24.8 38.0
Approach LOS C B C D
Queue Length 50th (ft) 1 287 50 62 128 57 10
Queue Length 95th (ft) 2 274 102 84 181 163 #50
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 75 185 320
Base Capacity (vph) 341 1335 274 1906 783 649 99
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.01 0.84 0.68 0.25 0.59 0.65 0.46
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 80
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 24.8 Intersection LOS: C
Intersection Capacity Utilization 72.1% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
1
A
LT
2
4
.
7
C
LT
0
.
1
A
LT 6.1 A
Th
r
u
0
.
2
A
Th
r
u
2
4
.
7
C
Th
r
u
0
.
2
A
Thru 0.0 A
RT
0
.
0
A
RT
2
4
.
7
C
RT
0
.
0
A
RT 0.0 A
To
t
a
l
0.
1
A
To
t
a
l
24
.
7
C
To
t
a
l
0.
2
A
Total 6.1 A
LT
9
.
1
A
LT
0
.
0
A
LT
9
.
2
A
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 0.0 A
RT
0
.
0
A
RT
1
0
.
2
B
RT
0
.
0
A
RT 0.0 A
To
t
a
l
1.
5
A
To
t
a
l
10
.
2
B
To
t
a
l
0.
1
A
Total 0.0 A
LT
1
5
7
.
1
F
LT
0
.
2
A
LT
1
7
.
4
C
LT 3.6 A
Th
r
u
0
.
0
A
Th
r
u
0
.
5
A
Th
r
u
0
.
0
A
Thru 0.3 A
RT
1
5
7
.
1
F
RT
0
.
5
A
RT
1
7
.
4
C
RT 0.0 A
To
t
a
l
15
7
.
1
F
To
t
a
l
0.
5
A
To
t
a
l
17
.
4
C
Total 0.3 A
LT
1
2
6
.
7
F
LT
0
.
1
A
LT
0
.
0
A
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
1
A
Th
r
u
0
.
0
A
Thru 0.3 A
RT
0
.
0
A
RT
0
.
1
A
RT
1
1
.
7
B
RT 0.1 A
To
t
a
l
12
6
.
7
F
To
t
a
l
0.
1
A
To
t
a
l
11
.
7
B
Total 0.3 A
16
.
0
B
0.
9
A
0.
7
A
0.3 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
LT
0
.
0
A
LT
1
0
.
3
B
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 24.6 C
RT
0
.
0
A
RT
0
.
0
A
RT
1
0
.
3
B
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
To
t
a
l
10
.
3
B
Total 24.6 C
LT
2
0
.
9
C
LT
8
.
5
A
LT
0
.
0
A
LT 36.8 D
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 6.9 A
RT
1
0
.
4
B
RT
0
.
0
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
13
.
9
B
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
Total 20.9 C
LT
0
.
0
A
LT
0
.
0
A
LT
0
.
1
A
LT 62.6 E
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
1
.
0
A
Thru 7.5 A
RT
0.
0
A
RT
9
.
9
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
9.
9
A
To
t
a
l
1.
0
A
Total 42.7 D
LT
0
.
0
A
LT
0
.
0
A
LT
0
.
0
A
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 26.0 C
RT
0
.
0
A
RT
0
.
0
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
Total 26.0 C
0.
7
A
0.
1
A
0.
9
A
26.0 C
SB
SB
SB
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
Total
WB
WB
WB
WB
NB
NB
NB
NB
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
E Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
Ha
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
Hi
g
h
l
a
n
d
Boulevard & E Main Street
EB
EB
EB
EB
SB
SB
SB
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
Total
WB
WB
WB
WB
NB
NB
NB
NB
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
Cy
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
Ha
g
g
e
r
t
y
Lane & Curtiss Street
EB
EB
EB
EB
Al
t
e
r
n
a
t
i
v
e
5 AM
(T
WS
C
@
H
a
g
g
e
rt
y
&
M
a
i
n
)
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0
Future Volume (vph) 2 342 83 136 817 2 62 0 60 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.971 0.999 0.922
Flt Protected 0.950 0.979 0.950
Satd. Flow (prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0
Flt Permitted 0.950 0.979 0.950
Satd. Flow (perm) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 165 143
Travel Time (s) 6.1 29.8 3.8 3.3
Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92
Adj. Flow (vph) 4 376 90 219 1104 4 79 0 107 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 470 0 219 1108 0 0 186 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 54.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 5 1 14 0025 3 1 3 2 45 6 5 23
Future Volume (vph) 5 1 14 0025 3 1 3 2 45 6 5 23
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.925 0.865 0.991 0.999
Flt Protected 0.984 0.998
Satd. Flow (prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Flt Permitted 0.984 0.998
Satd. Flow (perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 188 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 12 4 20 0 0 2 12 340 26 5 836 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 36 00200 3 7 800 8 4 50
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 53.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 656 27 5 734 3 30 03002
Future Volume (vph) 4 656 27 5 734 3 30 03002
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.999 0.979 0.865
Flt Protected 0.999 0.950 0.959
Satd. Flow (prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Flt Permitted 0.999 0.950 0.959
Satd. Flow (perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50
Adj. Flow (vph) 8 698 40 12 906 4 44 08004
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 746 0 12 910 0 0 52 0040
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 39.8% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report
Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 1 0 3 126 178 1
Future Volume (vph) 1 0 3 126 178 1
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.999
Flt Protected 0.950 0.999
Satd. Flow (prot) 1630 0 0 1714 1714 0
Flt Permitted 0.950 0.999
Satd. Flow (perm) 1630 0 0 1714 1714 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 857 161
Travel Time (s) 5.8 19.5 3.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1 0 3 137 193 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 1 0 0 140 194 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 20.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report
Page 5
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 32 303 17 0 643
Future Volume (vph) 17 32 303 17 0 643
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 50 0 0 0
Storage Lanes 1 1 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.993
Flt Protected 0.950
Satd. Flow (prot) 1630 1458 1704 0 0 1716
Flt Permitted 0.950
Satd. Flow (perm) 1630 1458 1704 0 0 1716
Link Speed (mph) 30 30 30
Link Distance (ft) 185 299 308
Travel Time (s) 4.2 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 18 35 329 18 0 699
Shared Lane Traffic (%)
Lane Group Flow (vph) 18 35 347 0 0 699
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report
Page 6
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 416 56 11 868 0 11
Future Volume (vph) 416 56 11 868 0 11
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 50 0
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.982 0.865
Flt Protected 0.950
Satd. Flow (prot) 3201 0 1630 3260 0 1484
Flt Permitted 0.950
Satd. Flow (perm) 3201 0 1630 3260 0 1484
Link Speed (mph) 30 30 15
Link Distance (ft) 273 268 260
Travel Time (s) 6.2 6.1 11.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 452 61 12 943 0 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 513 0 12 943 0 12
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 29.4% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report
Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 11 9 16 111 170 49
Future Volume (vph) 11 9 16 111 170 49
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.939 0.970
Flt Protected 0.973 0.994
Satd. Flow (prot) 1568 0 0 1705 1664 0
Flt Permitted 0.973 0.994
Satd. Flow (perm) 1568 0 0 1705 1664 0
Link Speed (mph) 15 30 30
Link Distance (ft) 227 161 165
Travel Time (s) 10.3 3.7 3.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 12 10 17 121 185 53
Shared Lane Traffic (%)
Lane Group Flow (vph) 22 0 0 138 238 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 31.0% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report
Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0
Future Volume (vph) 0 343 264 379 486 3 205 1 129 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 100 0 185 0 325 0 0 0
Storage Lanes 1 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 1.00
Frt 0.929 0.998 0.854
Flt Protected 0.950 0.950 0.950
Satd. Flow (prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0
Flt Permitted 0.137 0.757 0.606
Satd. Flow (perm) 1716 3028 0 235 3252 0 1297 1446 0 0 1039 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 252 3 148
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00
Adj. Flow (vph) 0 399 362 541 608 8 270 4 148 1 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 761 0 541 616 0 270 152 0010
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5
Total Split (s) 29.0 29.0 34.0 63.0 27.0 27.0 27.0 27.0
Total Split (%) 32.2% 32.2% 37.8% 70.0% 30.0% 30.0% 30.0% 30.0%
Maximum Green (s) 24.5 24.5 29.5 58.5 22.5 22.5 22.5 22.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
Option 5 - 2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main, TWSC at Haggerty and Main Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 24.5 58.6 58.6 20.9 20.9 20.9
Actuated g/C Ratio 0.28 0.66 0.66 0.24 0.24 0.24
v/c Ratio 0.75 0.87 0.29 0.88 0.33 0.00
Control Delay 24.6 36.8 6.9 62.6 7.5 26.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.6 36.8 6.9 62.6 7.5 26.0
LOS C D A E A C
Approach Delay 24.6 20.9 42.7 26.0
Approach LOS CCDC
Queue Length 50th (ft) 140 236 70 146 2 0
Queue Length 95th (ft) 193 241 82 #207 0 4
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 185 325
Base Capacity (vph) 1021 621 2152 330 478 264
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.75 0.87 0.29 0.82 0.32 0.00
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 88.5
Natural Cycle: 70
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 26.0 Intersection LOS: C
Intersection Capacity Utilization 65.2% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 22: Highland BLVD & E Main ST
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
1
A
LT
2
4
.
0
C
LT
0
.
2
A
LT 0.0 A
Th
r
u
0
.
1
A
Th
r
u
0
.
0
A
Th
r
u
0
.
2
A
Thru 0.0 A
RT
0
.
0
A
RT
2
4
.
0
C
RT
0
.
0
A
RT 0.0 A
To
t
a
l
0.
1
A
To
t
a
l
24
.
0
C
To
t
a
l
0.
2
A
Total 0.0 A
LT
1
3
.
9
B
LT
2
1
.
6
C
LT
1
0
.
3
B
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 0.0 A
RT
0
.
0
A
RT
2
1
.
6
C
RT
0
.
0
A
RT 0.0 A
To
t
a
l
3.
5
A
To
t
a
l
21
.
6
C
To
t
a
l
0.
0
A
Total 0.0 A
LT
1
8
0
.
0
F
LT
0
.
6
A
LT
1
7
.
2
C
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
5
A
Th
r
u
0
.
0
A
Thru 0.4 A
RT
1
8
0
.
0
F
RT
0
.
5
A
RT
1
7
.
2
C
RT 0.0 A
To
t
a
l
18
0
.
0
F
To
t
a
l
0.
5
A
To
t
a
l
17
.
2
C
Total 0.4 A
LT
1
4
7
.
4
F
LT
0
.
0
A
LT
1
8
.
7
C
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
1
A
Th
r
u
0
.
0
A
Thru 0.2 A
RT
0
.
0
A
RT
0
.
1
A
RT
1
8
.
7
C
RT 0.0 A
To
t
a
l
14
7
.
4
F
To
t
a
l
0.
1
A
To
t
a
l
18
.
7
C
Total 0.2 A
15
4
0
.
9
F
1.
3
A
0.
4
A
0.3 A
Ap
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s
)
A
p
p
r
o
a
c
h
M
o
v
e
m
e
n
t
D
e
l
a
y
/
V
e
h
(s)
LT
0
.
0
A
LT
0
.
0
A
LT
1
2
.
2
B
LT 14.0 B
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 24.8 C
RT
0
.
0
A
RT
0
.
0
A
RT
1
2
.
2
B
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
To
t
a
l
12
.
2
B
Total 24.8 C
LT
2
3
.
7
C
LT
9
.
8
A
LT
0
.
0
A
LT 22.2 C
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 8.1 A
RT
1
6
.
8
C
RT
0
.
0
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
18
.
2
C
To
t
a
l
0.
4
A
To
t
a
l
0.
0
A
Total 12.0 B
LT
0
.
0
A
LT
0
.
0
A
LT
0
.
2
A
LT 191.4 F
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
1
.
0
A
Thru 16.6 B
RT
0
.
0
A
RT
9
.
7
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
9.
7
A
To
t
a
l
1.
0
A
Total 108.2 F
LT
0
.
0
A
LT
0
.
0
A
LT
0
.
0
A
LT 0.0 A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Th
r
u
0
.
0
A
Thru 14.1 B
RT
0
.
0
A
RT
0
.
0
A
RT
0
.
0
A
RT 0.0 A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
To
t
a
l
0.
0
A
Total 14.1 B
1.
6
A
0.
4
A
2.
0
A
48.7 D
SB
SB
SB
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
Total
WB
WB
WB
WB
NB
NB
NB
NB
Hi
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
Ac
c
e
s
s
E Ma
i
n
St
r
e
e
t
Ac
c
e
s
s
Ha
g
g
e
r
t
y
La
n
e
Ac
c
e
s
s
Hi
g
h
l
a
n
d
Boulevard & E Main Street
EB
EB
EB
EB
SB
SB
SB
SB
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
To
t
a
l
In
t
e
r
s
e
c
t
i
o
n
Total
WB
WB
WB
WB
NB
NB
NB
NB
Ha
g
g
e
r
t
y
La
n
e
& E Ma
i
n
St
r
e
e
t
H
i
g
h
l
a
n
d
Bo
u
l
e
v
a
r
d
& Cu
r
t
i
s
s
St
r
e
e
t
C
y
p
r
e
s
s
St
r
e
e
t
& E Ma
i
n
St
r
e
e
t
Ha
g
g
e
r
t
y
Lane & Curtiss Street
EB
EB
EB
EB
Al
t
e
r
n
a
t
i
v
e
5 AM
(T
WS
C
@
H
a
g
g
e
rt
y
&
M
a
i
n
)
Lanes, Volumes, Timings
1: Haggerty LN & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Future Volume (vph) 2 874 150 97 524 1 97 0 143 1 0 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 65 0 100 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.976 0.999 0.905
Flt Protected 0.950 0.985 0.950
Satd. Flow (prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0
Flt Permitted 0.950 0.985 0.950
Satd. Flow (perm) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 268 1310 185 143
Travel Time (s) 6.1 29.8 4.2 3.3
Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25
Adj. Flow (vph) 8 1079 211 190 570 4 111 0 265 4 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1298 0 190 574 0 0 376 0040
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 71.0% ICU Level of Service C
Analysis Period (min) 15
Lanes, Volumes, Timings
2: Highland BLVD & E Curtiss ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 10 0970 1 6 1 3 7 1 323 3 5 26
Future Volume (vph) 10 0970 1 6 1 3 7 1 323 3 5 26
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.932 0.908 0.996
Flt Protected 0.976 0.984 0.999
Satd. Flow (prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Flt Permitted 0.976 0.984 0.999
Satd. Flow (perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 444 187 425 299
Travel Time (s) 10.1 4.3 9.7 6.8
Confl. Peds. (#/hr) 1 1 2 2
Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Adj. Flow (vph) 16 0 16 8 0 17 20 810 2 3 400 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 32 0 0 25 0 0 832 0 0 415 0
Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)0000
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.3% ICU Level of Service B
Analysis Period (min) 15
Lanes, Volumes, Timings
7: Cypress ST & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 3 863 42 2 863 1 10 07301
Future Volume (vph) 3 863 42 2 863 1 10 07301
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 0 120 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.988 0.999 0.932 0.955
Flt Protected 0.950 0.976 0.968
Satd. Flow (prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Flt Permitted 0.950 0.976 0.968
Satd. Flow (perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 585 1415 691 162
Travel Time (s) 13.3 32.2 15.7 3.7
Confl. Peds. (#/hr) 3 3 2 2 5 5 2
Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25
Adj. Flow (vph) 8 928 79 4 1015 4 12 0 12 8 0 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1015 0 4 1019 0 0 24 0 0 12 0
Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
11: Haggerty LN 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 4
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 216 237 0
Future Volume (vph) 0 0 0 216 237 0
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1716 0 0 1716 1716 0
Flt Permitted
Satd. Flow (perm) 1716 0 0 1716 1716 0
Link Speed (mph) 30 30 30
Link Distance (ft) 255 860 147
Travel Time (s) 5.8 19.5 3.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 235 258 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 235 258 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.9% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
13: Highland BLVD & Development 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 5
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 20 82 704 35 0 341
Future Volume (vph) 20 82 704 35 0 341
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.994
Flt Protected 0.950
Satd. Flow (prot) 1630 1458 1705 0 0 1716
Flt Permitted 0.950
Satd. Flow (perm) 1630 1458 1705 0 0 1716
Link Speed (mph) 30 30 30
Link Distance (ft) 211 299 308
Travel Time (s) 4.8 6.8 7.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 22 89 765 38 0 371
Shared Lane Traffic (%)
Lane Group Flow (vph) 22 89 803 0 0 371
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 54.7% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
15: Development & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 6
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 978 80 28 593 0 48
Future Volume (vph) 978 80 28 593 0 48
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Storage Length (ft) 0 100 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.989 0.865
Flt Protected 0.950
Satd. Flow (prot) 3224 0 1630 3260 0 1484
Flt Permitted 0.950
Satd. Flow (perm) 3224 0 1630 3260 0 1484
Link Speed (mph) 30 30 30
Link Distance (ft) 273 268 204
Travel Time (s) 6.2 6.1 4.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1063 87 30 645 0 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 1150 0 30 645 0 52
Enter Blocked Intersection Yes Yes Yes Yes No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 42.1% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
19: Haggerty LN & Development 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 7
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 48 23 24 192 214 33
Future Volume (vph) 48 23 24 192 214 33
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.956 0.982
Flt Protected 0.967 0.994
Satd. Flow (prot) 1586 0 0 1705 1685 0
Flt Permitted 0.967 0.994
Satd. Flow (perm) 1586 0 0 1705 1685 0
Link Speed (mph) 30 30 30
Link Distance (ft) 302 147 185
Travel Time (s) 6.9 3.3 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 52 25 26 209 233 36
Shared Lane Traffic (%)
Lane Group Flow (vph) 77 0 0 235 269 0
Enter Blocked Intersection No No Yes Yes Yes Yes
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.2% ICU Level of Service A
Analysis Period (min) 15
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8
Future Volume (vph) 1 692 180 155 435 3 423 0 363 3 6 8
Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft) 75 0 185 0 320 0 0 0
Storage Lanes 1 0 1 0 1 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 1.00 0.99 0.99
Frt 0.975 0.999 0.850 0.918
Flt Protected 0.950 0.950 0.950 0.987
Satd. Flow (prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0
Flt Permitted 0.480 0.116 0.727 0.802
Satd. Flow (perm) 824 3178 0 199 3256 0 1246 1439 0 0 1253 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 35 1 279 28
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1415 273 308 185
Travel Time (s) 32.2 6.2 7.0 4.2
Confl. Peds. (#/hr) 1 1 1 1 1 1
Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29
Adj. Flow (vph) 4 935 191 185 473 3 465 0 422 12 6 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 1126 0 185 476 0 465 422 0 0 46 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm NA pm+pt NA Perm NA Perm NA
Protected Phases 4 3 8 2 6
Permitted Phases 4826
Detector Phase 4 4 3 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5
Total Split (s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0
Total Split (%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3%
Maximum Green (s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lanes, Volumes, Timings
22: Highland BLVD & E Main ST 8/26/2016
2016 PM PEAK - Option 5 5/27/2016 Synchro 9 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Recall Mode Max Max Max Max None None None None
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5
Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28
v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12
Control Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1
LOS B C C A F B B
Approach Delay 24.8 12.0 108.2 14.1
Approach LOS C B F B
Queue Length 50th (ft) 1 267 40 56 ~345 66 7
Queue Length 95th (ft) 2 254 86 77 #530 178 33
Internal Link Dist (ft) 1335 193 228 105
Turn Bay Length (ft) 75 185 320
Base Capacity (vph) 370 1449 289 2008 353 607 375
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Natural Cycle: 90
Control Type: Semi Act-Uncoord
Maximum v/c Ratio: 1.32
Intersection Signal Delay: 48.7 Intersection LOS: D
Intersection Capacity Utilization 79.7% ICU Level of Service D
Analysis Period (min) 15
~ 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.
Splits and Phases: 22: Highland BLVD & E Main ST
Appendix C:
Signal Warrant Analysis
Signal Warrant Analysis
Existing Conditions
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
1
3
4
1
3
3
2
1
5
7
5
1
1
9
5
4
4
8
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
1
1
8
7
2
9
1
9
0
9
4
5
1
7
2
9
4
3
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
9
4
0
2
3
1
5
1
2
3
6
1
3
7
0
3
4
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
9
4
0
2
3
2
0
1
5
1
1
8
7
2
9
20
1
6
9
6
3
2
4
2
0
1
6
1
2
1
6
3
0
20
1
7
9
8
6
2
4
2
0
1
7
1
2
4
5
3
0
20
1
8
1
0
0
9
2
5
2
0
1
8
1
2
7
4
3
1
20
1
9
1
0
3
2
2
5
2
0
1
9
1
3
0
2
3
2
20
2
0
1
0
5
5
2
6
2
0
2
0
1
3
3
1
3
2
20
2
1
1
0
7
8
2
6
2
0
2
1
1
3
6
0
3
3
20
2
2
1
1
0
0
2
7
2
0
2
2
1
3
8
9
3
4
20
2
3
1
1
2
3
2
7
2
0
2
3
1
4
1
8
3
4
20
2
4
1
1
4
6
2
8
2
0
2
4
1
4
4
7
3
5
20
2
5
1
1
6
9
2
8
2
0
2
5
1
4
7
6
3
6
20
2
6
1
1
9
2
2
9
2
0
2
6
1
5
0
5
3
6
20
2
7
1
2
1
5
2
9
2
0
2
7
1
5
3
3
3
7
20
2
8
1
2
3
8
3
0
2
0
2
8
1
5
6
2
3
7
20
2
9
1
2
6
1
3
0
2
0
2
9
1
5
9
1
3
8
20
3
0
1
2
8
3
3
1
2
0
3
0
1
6
2
0
3
9
20
3
1
1
3
0
6
3
1
2
0
3
1
1
6
4
9
3
9
20
3
2
1
3
2
9
3
2
2
0
3
2
1
6
7
8
4
0
20
3
3
1
3
5
2
3
2
2
0
3
3
1
7
0
7
4
1
20
3
4
1
3
7
5
3
3
2
0
3
4
1
7
3
6
4
1
20
3
5
1
3
9
8
3
3
2
0
3
5
1
7
6
5
4
2
20
3
6
1
4
2
1
3
4
2
0
3
6
1
7
9
3
4
3
20
3
7
1
4
4
4
3
4
2
0
3
7
1
8
2
2
4
3
20
3
8
1
4
6
7
3
5
2
0
3
8
1
8
5
1
4
4
20
3
9
1
4
8
9
3
5
2
0
3
9
1
8
8
0
4
5
20
4
0
1
5
1
2
3
6
2
0
4
0
1
9
0
9
4
5
Slo
p
e
2
2
.
8
8
3
1
1
5
0
.
5
0
5
3
1
3
6
S
l
o
p
e
2
8
.
8
8
5
2
4
4
0
.
6
3
7
8
5
4
9
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
AM
Cy
p
r
e
s
s
St
& Ma
i
n
St
‐
Ex
i
s
t
i
n
g
Co
n
d
i
t
i
o
n
s
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
1
6
2
0
1
7
2
6
0
6
2
6
2
3
6
0
2
5
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
1
4
3
4
1
5
2
3
0
6
2
3
2
0
8
9
2
2
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
1
1
3
6
1
2
1
8
2
7
1
8
1
6
5
5
1
7
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
1
1
3
6
1
2
2
0
1
5
1
4
3
4
1
5
20
1
6
1
1
6
4
1
2
2
0
1
6
1
4
6
9
1
5
20
1
7
1
1
9
1
1
2
2
0
1
7
1
5
0
4
1
6
20
1
8
1
2
1
9
1
3
2
0
1
8
1
5
3
8
1
6
20
1
9
1
2
4
6
1
3
2
0
1
9
1
5
7
3
1
6
20
2
0
1
2
7
4
1
3
2
0
2
0
1
6
0
8
1
7
20
2
1
1
3
0
2
1
3
2
0
2
1
1
6
4
3
1
7
20
2
2
1
3
2
9
1
4
2
0
2
2
1
6
7
8
1
7
20
2
3
1
3
5
7
1
4
2
0
2
3
1
7
1
3
1
8
20
2
4
1
3
8
5
1
4
2
0
2
4
1
7
4
8
1
8
20
2
5
1
4
1
2
1
5
2
0
2
5
1
7
8
3
1
8
20
2
6
1
4
4
0
1
5
2
0
2
6
1
8
1
8
1
9
20
2
7
1
4
6
8
1
5
2
0
2
7
1
8
5
3
1
9
20
2
8
1
4
9
5
1
5
2
0
2
8
1
8
8
7
1
9
20
2
9
1
5
2
3
1
6
2
0
2
9
1
9
2
2
2
0
20
3
0
1
5
5
1
1
6
2
0
3
0
1
9
5
7
2
0
20
3
1
1
5
7
8
1
6
2
0
3
1
1
9
9
2
2
0
20
3
2
1
6
0
6
1
6
2
0
3
2
2
0
2
7
2
1
20
3
3
1
6
3
3
1
7
2
0
3
3
2
0
6
2
2
1
20
3
4
1
6
6
1
1
7
2
0
3
4
2
0
9
7
2
1
20
3
5
1
6
8
9
1
7
2
0
3
5
2
1
3
2
2
2
20
3
6
1
7
1
6
1
7
2
0
3
6
2
1
6
7
2
2
20
3
7
1
7
4
4
1
8
2
0
3
7
2
2
0
1
2
2
20
3
8
1
7
7
2
1
8
2
0
3
8
2
2
3
6
2
3
20
3
9
1
7
9
9
1
8
2
0
3
9
2
2
7
1
2
3
20
4
0
1
8
2
7
1
8
2
0
4
0
2
3
0
6
2
3
Slo
p
e
2
7
.
6
4
4
0
3
2
0
.
2
6
0
3
1
3
1
S
l
o
p
e
3
4
.
8
9
4
9
2
5
0
.
3
2
8
5
9
1
9
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
PM
Cy
p
r
e
s
s
St
& Ma
i
n
St
‐
Ex
i
s
t
i
n
g
Co
n
d
i
t
i
o
n
s
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
9
7
6
2
0
1
5
7
0
3
1
1
4
2
2
2
9
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
8
6
4
1
8
1
3
8
9
2
7
1
2
5
8
2
6
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
6
8
4
1
4
1
1
0
1
2
2
9
9
7
2
0
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
6
8
4
1
4
2
0
1
5
8
6
4
1
8
20
1
6
7
0
1
1
4
2
0
1
6
8
8
5
1
8
20
1
7
7
1
8
1
5
2
0
1
7
9
0
6
1
8
20
1
8
7
3
4
1
5
2
0
1
8
9
2
7
1
9
20
1
9
7
5
1
1
5
2
0
1
9
9
4
8
1
9
20
2
0
7
6
8
1
6
2
0
2
0
9
6
9
2
0
20
2
1
7
8
4
1
6
2
0
2
1
9
9
0
2
0
20
2
2
8
0
1
1
6
2
0
2
2
1
0
1
1
2
0
20
2
3
8
1
8
1
6
2
0
2
3
1
0
3
2
2
1
20
2
4
8
3
4
1
7
2
0
2
4
1
0
5
3
2
1
20
2
5
8
5
1
1
7
2
0
2
5
1
0
7
4
2
2
20
2
6
8
6
8
1
7
2
0
2
6
1
0
9
5
2
2
20
2
7
8
8
4
1
8
2
0
2
7
1
1
1
6
2
2
20
2
8
9
0
1
1
8
2
0
2
8
1
1
3
7
2
3
20
2
9
9
1
7
1
8
2
0
2
9
1
1
5
8
2
3
20
3
0
9
3
4
1
9
2
0
3
0
1
1
7
9
2
3
20
3
1
9
5
1
1
9
2
0
3
1
1
2
0
0
2
4
20
3
2
9
6
7
1
9
2
0
3
2
1
2
2
1
2
4
20
3
3
9
8
4
2
0
2
0
3
3
1
2
4
2
2
5
20
3
4
1
0
0
1
2
0
2
0
3
4
1
2
6
3
2
5
20
3
5
1
0
1
7
2
0
2
0
3
5
1
2
8
4
2
5
20
3
6
1
0
3
4
2
0
2
0
3
6
1
3
0
5
2
6
20
3
7
1
0
5
1
2
1
2
0
3
7
1
3
2
6
2
6
20
3
8
1
0
6
7
2
1
2
0
3
8
1
3
4
7
2
7
20
3
9
1
0
8
4
2
1
2
0
3
9
1
3
6
8
2
7
20
4
0
1
1
0
1
2
2
2
0
4
0
1
3
8
9
2
7
Slo
p
e
1
6
.
6
5
4
6
7
6
0
.
3
0
6
2
5
0
7
S
l
o
p
e
2
1
.
0
2
3
1
1
5
0
.
3
8
6
5
7
8
7
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
AM
Hi
g
h
l
a
n
d
Bl
v
d
& Cu
r
t
i
s
s
St
‐
Ex
i
s
t
i
n
g
Co
n
d
i
t
i
o
n
s
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
1
0
7
2
2
3
1
7
2
4
3
6
1
5
6
2
3
4
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
9
4
9
2
0
1
5
2
6
3
1
1
3
8
2
3
0
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
7
5
2
1
6
1
2
0
9
2
5
1
0
9
5
2
3
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
7
5
2
1
6
2
0
1
5
9
4
9
2
0
20
1
6
7
7
0
1
6
2
0
1
6
9
7
2
2
1
20
1
7
7
8
8
1
7
2
0
1
7
9
9
5
2
1
20
1
8
8
0
7
1
7
2
0
1
8
1
0
1
8
2
2
20
1
9
8
2
5
1
8
2
0
1
9
1
0
4
1
2
2
20
2
0
8
4
3
1
8
2
0
2
0
1
0
6
4
2
3
20
2
1
8
6
1
1
8
2
0
2
1
1
0
8
7
2
3
20
2
2
8
8
0
1
9
2
0
2
2
1
1
1
0
2
3
20
2
3
8
9
8
1
9
2
0
2
3
1
1
3
4
2
4
20
2
4
9
1
6
1
9
2
0
2
4
1
1
5
7
2
4
20
2
5
9
3
5
2
0
2
0
2
5
1
1
8
0
2
5
20
2
6
9
5
3
2
0
2
0
2
6
1
2
0
3
2
5
20
2
7
9
7
1
2
0
2
0
2
7
1
2
2
6
2
6
20
2
8
9
8
9
2
1
2
0
2
8
1
2
4
9
2
6
20
2
9
1
0
0
8
2
1
2
0
2
9
1
2
7
2
2
7
20
3
0
1
0
2
6
2
1
2
0
3
0
1
2
9
5
2
7
20
3
1
1
0
4
4
2
2
2
0
3
1
1
3
1
8
2
7
20
3
2
1
0
6
3
2
2
2
0
3
2
1
3
4
1
2
8
20
3
3
1
0
8
1
2
2
2
0
3
3
1
3
6
4
2
8
20
3
4
1
0
9
9
2
3
2
0
3
4
1
3
8
8
2
9
20
3
5
1
1
1
7
2
3
2
0
3
5
1
4
1
1
2
9
20
3
6
1
1
3
6
2
4
2
0
3
6
1
4
3
4
3
0
20
3
7
1
1
5
4
2
4
2
0
3
7
1
4
5
7
3
0
20
3
8
1
1
7
2
2
4
2
0
3
8
1
4
8
0
3
1
20
3
9
1
1
9
1
2
5
2
0
3
9
1
5
0
3
3
1
20
4
0
1
2
0
9
2
5
2
0
4
0
1
5
2
6
3
1
Slo
p
e
1
8
.
2
9
2
8
4
1
0
.
3
5
2
1
8
8
3
S
l
o
p
e
2
3
.
0
9
0
9
6
3
0
.
4
4
4
5
6
5
5
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
PM
Hi
g
h
l
a
n
d
Blv
d
& Cu
r
t
i
s
s
St
‐
Ex
i
s
t
i
n
g
Co
n
d
i
t
i
o
n
s
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
1
3
3
4
1
1
1
2
1
4
6
1
7
2
1
9
4
3
1
6
2
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
1
1
8
1
9
8
1
8
9
9
1
5
2
1
7
2
0
1
4
3
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
9
3
5
7
8
1
5
0
4
1
2
0
1
3
6
3
1
1
3
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
9
3
5
7
8
2
0
1
5
1
1
8
1
9
8
20
1
6
9
5
8
8
0
2
0
1
6
1
2
0
9
1
0
0
20
1
7
9
8
1
8
1
2
0
1
7
1
2
3
8
1
0
3
20
1
8
1
0
0
4
8
3
2
0
1
8
1
2
6
7
1
0
5
20
1
9
1
0
2
6
8
5
2
0
1
9
1
2
9
6
1
0
7
20
2
0
1
0
4
9
8
6
2
0
2
0
1
3
2
4
1
0
9
20
2
1
1
0
7
2
8
8
2
0
2
1
1
3
5
3
1
1
1
20
2
2
1
0
9
5
9
0
2
0
2
2
1
3
8
2
1
1
3
20
2
3
1
1
1
7
9
1
2
0
2
3
1
4
1
1
1
1
5
20
2
4
1
1
4
0
9
3
2
0
2
4
1
4
3
9
1
1
8
20
2
5
1
1
6
3
9
5
2
0
2
5
1
4
6
8
1
2
0
20
2
6
1
1
8
6
9
7
2
0
2
6
1
4
9
7
1
2
2
20
2
7
1
2
0
8
9
8
2
0
2
7
1
5
2
5
1
2
4
20
2
8
1
2
3
1
1
0
0
2
0
2
8
1
5
5
4
1
2
6
20
2
9
1
2
5
4
1
0
2
2
0
2
9
1
5
8
3
1
2
8
20
3
0
1
2
7
7
1
0
3
2
0
3
0
1
6
1
2
1
3
0
20
3
1
1
3
0
0
1
0
5
2
0
3
1
1
6
4
0
1
3
3
20
3
2
1
3
2
2
1
0
7
2
0
3
2
1
6
6
9
1
3
5
20
3
3
1
3
4
5
1
0
8
2
0
3
3
1
6
9
8
1
3
7
20
3
4
1
3
6
8
1
1
0
2
0
3
4
1
7
2
7
1
3
9
20
3
5
1
3
9
1
1
1
2
2
0
3
5
1
7
5
5
1
4
1
20
3
6
1
4
1
3
1
1
4
2
0
3
6
1
7
8
4
1
4
3
20
3
7
1
4
3
6
1
1
5
2
0
3
7
1
8
1
3
1
4
5
20
3
8
1
4
5
9
1
1
7
2
0
3
8
1
8
4
2
1
4
8
20
3
9
1
4
8
2
1
1
9
2
0
3
9
1
8
7
0
1
5
0
20
4
0
1
5
0
4
1
2
0
2
0
4
0
1
8
9
9
1
5
2
Slo
p
e
2
2
.
7
6
3
6
6
6
1
.
6
9
9
6
9
1
2
S
l
o
p
e
2
8
.
7
3
4
4
6
3
2
.
1
4
5
5
1
1
8
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
AM
Ha
g
g
e
r
t
y
Ln
& Ma
i
n
St
‐
Ex
i
s
i
t
i
n
g
Co
n
d
i
t
i
o
n
s
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
1
5
2
9
1
9
2
2
4
5
9
2
9
7
2
2
2
7
2
8
0
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
1
3
5
3
1
7
0
2
1
7
7
2
6
3
1
9
7
1
2
4
8
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
1
0
7
2
1
3
5
1
7
2
4
2
0
8
1
5
6
2
1
9
6
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
1
0
7
2
1
3
5
2
0
1
5
1
3
5
3
1
7
0
20
1
6
1
0
9
8
1
3
8
2
0
1
6
1
3
8
6
1
7
4
20
1
7
1
1
2
4
1
4
1
2
0
1
7
1
4
1
9
1
7
7
20
1
8
1
1
5
0
1
4
3
2
0
1
8
1
4
5
2
1
8
1
20
1
9
1
1
7
6
1
4
6
2
0
1
9
1
4
8
5
1
8
5
20
2
0
1
2
0
3
1
4
9
2
0
2
0
1
5
1
8
1
8
8
20
2
1
1
2
2
9
1
5
2
2
0
2
1
1
5
5
1
1
9
2
20
2
2
1
2
5
5
1
5
5
2
0
2
2
1
5
8
4
1
9
6
20
2
3
1
2
8
1
1
5
8
2
0
2
3
1
6
1
7
2
0
0
20
2
4
1
3
0
7
1
6
1
2
0
2
4
1
6
5
0
2
0
3
20
2
5
1
3
3
3
1
6
4
2
0
2
5
1
6
8
3
2
0
7
20
2
6
1
3
5
9
1
6
7
2
0
2
6
1
7
1
6
2
1
1
20
2
7
1
3
8
5
1
7
0
2
0
2
7
1
7
4
8
2
1
4
20
2
8
1
4
1
1
1
7
3
2
0
2
8
1
7
8
1
2
1
8
20
2
9
1
4
3
7
1
7
6
2
0
2
9
1
8
1
4
2
2
2
20
3
0
1
4
6
3
1
7
9
2
0
3
0
1
8
4
7
2
2
6
20
3
1
1
4
9
0
1
8
2
2
0
3
1
1
8
8
0
2
2
9
20
3
2
1
5
1
6
1
8
5
2
0
3
2
1
9
1
3
2
3
3
20
3
3
1
5
4
2
1
8
8
2
0
3
3
1
9
4
6
2
3
7
20
3
4
1
5
6
8
1
9
0
2
0
3
4
1
9
7
9
2
4
0
20
3
5
1
5
9
4
1
9
3
2
0
3
5
2
0
1
2
2
4
4
20
3
6
1
6
2
0
1
9
6
2
0
3
6
2
0
4
5
2
4
8
20
3
7
1
6
4
6
1
9
9
2
0
3
7
2
0
7
8
2
5
2
20
3
8
1
6
7
2
2
0
2
2
0
3
8
2
1
1
1
2
5
5
20
3
9
1
6
9
8
2
0
5
2
0
3
9
2
1
4
4
2
5
9
20
4
0
1
7
2
4
2
0
8
2
0
4
0
2
1
7
7
2
6
3
Slo
p
e
2
6
.
0
9
1
1
8
8
2
.
9
4
0
0
0
6
4
S
l
o
p
e
3
2
.
9
3
4
7
7
8
3
.
7
1
1
1
5
5
6
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Ha
g
g
e
r
t
y
Ln
& Ma
i
n
St
‐
Ex
i
s
t
i
n
g
Co
n
d
i
t
i
o
n
s
Signal Warrant Analysis
Alternative 4 Conditions
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
1
4
2
9
3
3
2
2
9
8
5
1
2
0
8
2
4
8
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
1
2
6
5
2
9
2
0
3
4
4
5
1
8
4
2
4
3
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
1
0
0
2
2
3
1
6
1
2
3
6
1
4
6
0
3
4
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
1
0
0
2
2
3
2
0
1
5
1
2
6
5
2
9
20
1
6
1
0
2
6
2
4
2
0
1
6
1
2
9
6
3
0
20
1
7
1
0
5
1
2
4
2
0
1
7
1
3
2
6
3
0
20
1
8
1
0
7
5
2
5
2
0
1
8
1
3
5
7
3
1
20
1
9
1
0
9
9
2
5
2
0
1
9
1
3
8
8
3
2
20
2
0
1
1
2
4
2
6
2
0
2
0
1
4
1
9
3
2
20
2
1
1
1
4
8
2
6
2
0
2
1
1
4
4
9
3
3
20
2
2
1
1
7
3
2
7
2
0
2
2
1
4
8
0
3
4
20
2
3
1
1
9
7
2
7
2
0
2
3
1
5
1
1
3
4
20
2
4
1
2
2
1
2
8
2
0
2
4
1
5
4
2
3
5
20
2
5
1
2
4
6
2
8
2
0
2
5
1
5
7
3
3
6
20
2
6
1
2
7
0
2
9
2
0
2
6
1
6
0
3
3
6
20
2
7
1
2
9
5
2
9
2
0
2
7
1
6
3
4
3
7
20
2
8
1
3
1
9
3
0
2
0
2
8
1
6
6
5
3
7
20
2
9
1
3
4
3
3
0
2
0
2
9
1
6
9
6
3
8
20
3
0
1
3
6
8
3
1
2
0
3
0
1
7
2
6
3
9
20
3
1
1
3
9
2
3
1
2
0
3
1
1
7
5
7
3
9
20
3
2
1
4
1
6
3
2
2
0
3
2
1
7
8
8
4
0
20
3
3
1
4
4
1
3
2
2
0
3
3
1
8
1
9
4
1
20
3
4
1
4
6
5
3
3
2
0
3
4
1
8
5
0
4
1
20
3
5
1
4
9
0
3
3
2
0
3
5
1
8
8
0
4
2
20
3
6
1
5
1
4
3
4
2
0
3
6
1
9
1
1
4
3
20
3
7
1
5
3
8
3
4
2
0
3
7
1
9
4
2
4
3
20
3
8
1
5
6
3
3
5
2
0
3
8
1
9
7
3
4
4
20
3
9
1
5
8
7
3
5
2
0
3
9
2
0
0
3
4
5
20
4
0
1
6
1
2
3
6
2
0
4
0
2
0
3
4
4
5
Slo
p
e
2
4
.
3
8
4
7
6
6
0
.
5
0
5
3
1
3
6
S
l
o
p
e
3
0
.
7
8
0
7
7
1
0
.
6
3
7
8
5
4
9
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
AM
Cy
p
r
e
s
s
St
& Ma
i
n
St
‐
Al
t
e
r
n
a
t
i
v
e
4
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
1
7
7
4
1
7
2
8
5
3
2
6
2
5
8
4
2
5
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
1
5
7
0
1
5
2
5
2
5
2
3
2
2
8
7
2
2
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
1
2
4
4
1
2
2
0
0
1
1
8
1
8
1
2
1
7
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
1
2
4
4
1
2
2
0
1
5
1
5
7
0
1
5
20
1
6
1
2
7
4
1
2
2
0
1
6
1
6
0
8
1
5
20
1
7
1
3
0
4
1
2
2
0
1
7
1
6
4
7
1
6
20
1
8
1
3
3
5
1
3
2
0
1
8
1
6
8
5
1
6
20
1
9
1
3
6
5
1
3
2
0
1
9
1
7
2
3
1
6
20
2
0
1
3
9
5
1
3
2
0
2
0
1
7
6
1
1
7
20
2
1
1
4
2
5
1
3
2
0
2
1
1
7
9
9
1
7
20
2
2
1
4
5
6
1
4
2
0
2
2
1
8
3
8
1
7
20
2
3
1
4
8
6
1
4
2
0
2
3
1
8
7
6
1
8
20
2
4
1
5
1
6
1
4
2
0
2
4
1
9
1
4
1
8
20
2
5
1
5
4
7
1
5
2
0
2
5
1
9
5
2
1
8
20
2
6
1
5
7
7
1
5
2
0
2
6
1
9
9
0
1
9
20
2
7
1
6
0
7
1
5
2
0
2
7
2
0
2
9
1
9
20
2
8
1
6
3
7
1
5
2
0
2
8
2
0
6
7
1
9
20
2
9
1
6
6
8
1
6
2
0
2
9
2
1
0
5
2
0
20
3
0
1
6
9
8
1
6
2
0
3
0
2
1
4
3
2
0
20
3
1
1
7
2
8
1
6
2
0
3
1
2
1
8
1
2
0
20
3
2
1
7
5
8
1
6
2
0
3
2
2
2
2
0
2
1
20
3
3
1
7
8
9
1
7
2
0
3
3
2
2
5
8
2
1
20
3
4
1
8
1
9
1
7
2
0
3
4
2
2
9
6
2
1
20
3
5
1
8
4
9
1
7
2
0
3
5
2
3
3
4
2
2
20
3
6
1
8
8
0
1
7
2
0
3
6
2
3
7
3
2
2
20
3
7
1
9
1
0
1
8
2
0
3
7
2
4
1
1
2
2
20
3
8
1
9
4
0
1
8
2
0
3
8
2
4
4
9
2
3
20
3
9
1
9
7
0
1
8
2
0
3
9
2
4
8
7
2
3
20
4
0
2
0
0
1
1
8
2
0
4
0
2
5
2
5
2
3
Slo
p
e
3
0
.
2
7
1
9
2
1
0
.
2
6
0
3
1
3
1
S
l
o
p
e
3
8
.
2
1
2
0
9
7
0
.
3
2
8
5
9
1
9
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
PM
Cy
p
r
e
s
s
St
& Ma
i
n
St
‐
Al
t
e
r
n
a
t
i
v
e
4
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
9
8
5
2
0
1
5
8
4
3
1
1
4
3
5
2
9
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
8
7
2
1
8
1
4
0
2
2
7
1
2
7
0
2
6
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
6
9
1
1
4
1
1
1
1
2
2
1
0
0
6
2
0
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
6
9
1
1
4
2
0
1
5
8
7
2
1
8
20
1
6
7
0
7
1
4
2
0
1
6
8
9
3
1
8
20
1
7
7
2
4
1
5
2
0
1
7
9
1
4
1
8
20
1
8
7
4
1
1
5
2
0
1
8
9
3
5
1
9
20
1
9
7
5
8
1
5
2
0
1
9
9
5
7
1
9
20
2
0
7
7
5
1
6
2
0
2
0
9
7
8
2
0
20
2
1
7
9
1
1
6
2
0
2
1
9
9
9
2
0
20
2
2
8
0
8
1
6
2
0
2
2
1
0
2
0
2
0
20
2
3
8
2
5
1
6
2
0
2
3
1
0
4
2
2
1
20
2
4
8
4
2
1
7
2
0
2
4
1
0
6
3
2
1
20
2
5
8
5
9
1
7
2
0
2
5
1
0
8
4
2
2
20
2
6
8
7
6
1
7
2
0
2
6
1
1
0
5
2
2
20
2
7
8
9
2
1
8
2
0
2
7
1
1
2
6
2
2
20
2
8
9
0
9
1
8
2
0
2
8
1
1
4
8
2
3
20
2
9
9
2
6
1
8
2
0
2
9
1
1
6
9
2
3
20
3
0
9
4
3
1
9
2
0
3
0
1
1
9
0
2
3
20
3
1
9
6
0
1
9
2
0
3
1
1
2
1
1
2
4
20
3
2
9
7
6
1
9
2
0
3
2
1
2
3
2
2
4
20
3
3
9
9
3
2
0
2
0
3
3
1
2
5
4
2
5
20
3
4
1
0
1
0
2
0
2
0
3
4
1
2
7
5
2
5
20
3
5
1
0
2
7
2
0
2
0
3
5
1
2
9
6
2
5
20
3
6
1
0
4
4
2
0
2
0
3
6
1
3
1
7
2
6
20
3
7
1
0
6
0
2
1
2
0
3
7
1
3
3
9
2
6
20
3
8
1
0
7
7
2
1
2
0
3
8
1
3
6
0
2
7
20
3
9
1
0
9
4
2
1
2
0
3
9
1
3
8
1
2
7
20
4
0
1
1
1
1
2
2
2
0
4
0
1
4
0
2
2
7
Slo
p
e
1
6
.
8
0
8
2
5
4
0
.
3
0
6
2
5
0
7
S
l
o
p
e
2
1
.
2
1
6
9
7
6
0
.
3
8
6
5
7
8
7
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
AM
Hi
g
h
l
a
n
d
Blv
d
& Cu
r
t
i
s
s
St
‐
Al
t
e
r
n
a
t
i
v
e
4
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
1
0
6
9
2
3
1
7
1
9
3
6
1
5
5
7
3
4
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
9
4
6
2
0
1
5
2
2
3
1
1
3
7
8
3
0
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
7
5
0
1
6
1
2
0
6
2
5
1
0
9
2
2
3
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
7
5
0
1
6
2
0
1
5
9
4
6
2
0
20
1
6
7
6
8
1
6
2
0
1
6
9
6
9
2
1
20
1
7
7
8
6
1
7
2
0
1
7
9
9
2
2
1
20
1
8
8
0
4
1
7
2
0
1
8
1
0
1
5
2
2
20
1
9
8
2
2
1
8
2
0
1
9
1
0
3
8
2
2
20
2
0
8
4
1
1
8
2
0
2
0
1
0
6
1
2
3
20
2
1
8
5
9
1
8
2
0
2
1
1
0
8
4
2
3
20
2
2
8
7
7
1
9
2
0
2
2
1
1
0
7
2
3
20
2
3
8
9
5
1
9
2
0
2
3
1
1
3
0
2
4
20
2
4
9
1
4
1
9
2
0
2
4
1
1
5
3
2
4
20
2
5
9
3
2
2
0
2
0
2
5
1
1
7
6
2
5
20
2
6
9
5
0
2
0
2
0
2
6
1
1
9
9
2
5
20
2
7
9
6
8
2
0
2
0
2
7
1
2
2
2
2
6
20
2
8
9
8
7
2
1
2
0
2
8
1
2
4
5
2
6
20
2
9
1
0
0
5
2
1
2
0
2
9
1
2
6
8
2
7
20
3
0
1
0
2
3
2
1
2
0
3
0
1
2
9
2
2
7
20
3
1
1
0
4
1
2
2
2
0
3
1
1
3
1
5
2
7
20
3
2
1
0
6
0
2
2
2
0
3
2
1
3
3
8
2
8
20
3
3
1
0
7
8
2
2
2
0
3
3
1
3
6
1
2
8
20
3
4
1
0
9
6
2
3
2
0
3
4
1
3
8
4
2
9
20
3
5
1
1
1
4
2
3
2
0
3
5
1
4
0
7
2
9
20
3
6
1
1
3
3
2
4
2
0
3
6
1
4
3
0
3
0
20
3
7
1
1
5
1
2
4
2
0
3
7
1
4
5
3
3
0
20
3
8
1
1
6
9
2
4
2
0
3
8
1
4
7
6
3
1
20
3
9
1
1
8
7
2
5
2
0
3
9
1
4
9
9
3
1
20
4
0
1
2
0
6
2
5
2
0
4
0
1
5
2
2
3
1
Slo
p
e
1
8
.
2
4
1
6
4
8
0
.
3
5
2
1
8
8
3
S
l
o
p
e
2
3
.
0
2
6
3
4
3
0
.
4
4
4
5
6
5
5
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
PM
Hi
g
h
l
a
n
d
Bl
v
d
& Cu
r
t
i
s
s
St
‐
Al
t
e
r
n
a
t
i
v
e
4
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
1
3
8
2
1
2
2
2
2
2
3
1
8
9
2
0
1
3
1
7
8
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
1
2
2
3
1
0
8
1
9
6
7
1
6
7
1
7
8
2
1
5
7
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
9
6
9
8
6
1
5
5
9
1
3
2
1
4
1
2
1
2
5
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
9
6
9
8
6
2
0
1
5
1
2
2
3
1
0
8
20
1
6
9
9
3
8
7
2
0
1
6
1
2
5
3
1
1
0
20
1
7
1
0
1
6
8
9
2
0
1
7
1
2
8
3
1
1
3
20
1
8
1
0
4
0
9
1
2
0
1
8
1
3
1
2
1
1
5
20
1
9
1
0
6
3
9
3
2
0
1
9
1
3
4
2
1
1
7
20
2
0
1
0
8
7
9
5
2
0
2
0
1
3
7
2
1
2
0
20
2
1
1
1
1
0
9
7
2
0
2
1
1
4
0
2
1
2
2
20
2
2
1
1
3
4
9
9
2
0
2
2
1
4
3
2
1
2
4
20
2
3
1
1
5
8
1
0
0
2
0
2
3
1
4
6
1
1
2
7
20
2
4
1
1
8
1
1
0
2
2
0
2
4
1
4
9
1
1
2
9
20
2
5
1
2
0
5
1
0
4
2
0
2
5
1
5
2
1
1
3
2
20
2
6
1
2
2
8
1
0
6
2
0
2
6
1
5
5
1
1
3
4
20
2
7
1
2
5
2
1
0
8
2
0
2
7
1
5
8
0
1
3
6
20
2
8
1
2
7
6
1
1
0
2
0
2
8
1
6
1
0
1
3
9
20
2
9
1
2
9
9
1
1
2
2
0
2
9
1
6
4
0
1
4
1
20
3
0
1
3
2
3
1
1
4
2
0
3
0
1
6
7
0
1
4
3
20
3
1
1
3
4
6
1
1
5
2
0
3
1
1
6
9
9
1
4
6
20
3
2
1
3
7
0
1
1
7
2
0
3
2
1
7
2
9
1
4
8
20
3
3
1
3
9
3
1
1
9
2
0
3
3
1
7
5
9
1
5
0
20
3
4
1
4
1
7
1
2
1
2
0
3
4
1
7
8
9
1
5
3
20
3
5
1
4
4
1
1
2
3
2
0
3
5
1
8
1
9
1
5
5
20
3
6
1
4
6
4
1
2
5
2
0
3
6
1
8
4
8
1
5
7
20
3
7
1
4
8
8
1
2
7
2
0
3
7
1
8
7
8
1
6
0
20
3
8
1
5
1
1
1
2
9
2
0
3
8
1
9
0
8
1
6
2
20
3
9
1
5
3
5
1
3
0
2
0
3
9
1
9
3
8
1
6
5
20
4
0
1
5
5
9
1
3
2
2
0
4
0
1
9
6
7
1
6
7
Slo
p
e
2
3
.
5
8
2
7
4
8
1
.
8
6
8
1
2
9
1
S
l
o
p
e
2
9
.
7
6
8
3
8
7
2
.
3
5
8
1
3
0
1
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
AM
Ha
g
g
e
r
t
y
Ln
& Ma
i
n
St
‐
Al
t
e
r
n
a
t
i
v
e
4
Se
e
"F
u
n
c
t
i
o
n
a
l
Cla
s
s
"
Ta
b
fo
r
de
t
a
i
l
s
GR
2%
Ma
j
o
r
Min
o
r
Al
l
A
l
l
Ma
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
M
a
j
o
r
M
i
n
o
r
Pe
a
k
Ho
u
r
8
.
7
%
8
.
7
%
1
6
4
8
2
4
0
2
6
5
1
3
7
1
2
4
0
1
3
5
0
4t
h
Ho
u
r
7
.
7
%
7
.
7
%
1
4
5
9
2
1
2
2
3
4
6
3
2
8
2
1
2
5
3
0
9
8t
h
Ho
u
r
6
.
1
%
6
.
1
%
1
1
5
5
1
6
8
1
8
5
9
2
6
0
1
6
8
3
2
4
5
Ye
a
r
M
a
j
o
r
M
i
n
o
r
Y
e
a
r
M
a
j
o
r
M
i
n
o
r
20
1
5
1
1
5
5
1
6
8
2
0
1
5
1
4
5
9
2
1
2
20
1
6
1
1
8
4
1
7
2
2
0
1
6
1
4
9
4
2
1
7
20
1
7
1
2
1
2
1
7
6
2
0
1
7
1
5
3
0
2
2
2
20
1
8
1
2
4
0
1
7
9
2
0
1
8
1
5
6
5
2
2
6
20
1
9
1
2
6
8
1
8
3
2
0
1
9
1
6
0
1
2
3
1
20
2
0
1
2
9
6
1
8
7
2
0
2
0
1
6
3
6
2
3
6
20
2
1
1
3
2
4
1
9
0
2
0
2
1
1
6
7
2
2
4
0
20
2
2
1
3
5
2
1
9
4
2
0
2
2
1
7
0
7
2
4
5
20
2
3
1
3
8
0
1
9
8
2
0
2
3
1
7
4
3
2
5
0
20
2
4
1
4
0
9
2
0
1
2
0
2
4
1
7
7
8
2
5
4
20
2
5
1
4
3
7
2
0
5
2
0
2
5
1
8
1
4
2
5
9
20
2
6
1
4
6
5
2
0
9
2
0
2
6
1
8
4
9
2
6
3
20
2
7
1
4
9
3
2
1
2
2
0
2
7
1
8
8
5
2
6
8
20
2
8
1
5
2
1
2
1
6
2
0
2
8
1
9
2
0
2
7
3
20
2
9
1
5
4
9
2
2
0
2
0
2
9
1
9
5
6
2
7
7
20
3
0
1
5
7
7
2
2
3
2
0
3
0
1
9
9
1
2
8
2
20
3
1
1
6
0
5
2
2
7
2
0
3
1
2
0
2
7
2
8
7
20
3
2
1
6
3
4
2
3
1
2
0
3
2
2
0
6
2
2
9
1
20
3
3
1
6
6
2
2
3
4
2
0
3
3
2
0
9
8
2
9
6
20
3
4
1
6
9
0
2
3
8
2
0
3
4
2
1
3
3
3
0
1
20
3
5
1
7
1
8
2
4
2
2
0
3
5
2
1
6
9
3
0
5
20
3
6
1
7
4
6
2
4
5
2
0
3
6
2
2
0
4
3
1
0
20
3
7
1
7
7
4
2
4
9
2
0
3
7
2
2
4
0
3
1
4
20
3
8
1
8
0
2
2
5
3
2
0
3
8
2
2
7
5
3
1
9
20
3
9
1
8
3
0
2
5
6
2
0
3
9
2
3
1
1
3
2
4
20
4
0
1
8
5
9
2
6
0
2
0
4
0
2
3
4
6
3
2
8
Slo
p
e
2
8
.
1
2
1
8
3
3
.
6
7
5
0
0
8
S
l
o
p
e
3
5
.
4
9
8
0
4
7
4
.
6
3
8
9
4
4
5
Fo
r
e
c
a
s
t
20
3
5
8t
h
Ho
u
r
An
a
l
y
s
i
s
4t
h
Ho
u
r
An
a
l
y
s
i
s
Fu
n
c
t
i
o
n
a
l
Cl
a
s
s
i
f
i
c
a
t
i
o
n
Da
i
l
y
Pe
r
c
e
n
t
a
g
e
Ap
p
r
o
a
c
h
Vo
l
u
m
e
Ex
i
s
t
i
n
g
20
1
6
F
o
r
e
c
a
s
t
20
4
0
Li
n
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
Lin
e
a
r
Di
s
t
r
i
b
u
t
i
o
n
PM
Ha
g
g
e
r
t
y
Ln
& Ma
i
n
St
‐
Al
t
e
r
n
a
t
i
v
e
4