8.2. SR 06-20-2016
Request for Action
To Item Number
Mayor and City Council 8.2
Agenda Section Meeting Date Prepared by
General BusinessJune 20, 2016Justin Femrite, P.E., City Engineer
Item Description Reviewed by
Line Avenue Traffic Operations Study Cal Portner, City Administrator
Reviewed by
Action Requested
Accept, by motion, Line Avenue Traffic Operations Study and provide direction for implementation of
study recommendations.
Background/Discussion
The Line Avenue Traffic Operations Study has been completed by the traffic engineering firm Spack
Consulting.
The purpose of this study was to determine if any modifications should be made along Line Avenue
st
between Main Street/181 Avenue and Twin Lakes Road. The study included looking at potential
impacts to surrounding intersections if Line Avenue was converted to a cul-de-sac between Main
Street/181st Avenue and Twin Lakes Road.
Staff will present the results of the study and discuss the recommendations made by the traffic engineer.
Financial Impact
There is no financial impact associated with this item.
Attachments
Line Avenue Traffic Operations Study
Sack
THE TRAFFIC STUDY COMPANY
Traffic Operations Stud
Line Avenue
Elk River, Minnesota
I hereby certify that this report was prepared by me
or under my direct supervision, and that I am a duly
Licensed Professional Engineer under the laws of
the State of Minnesota.
BiyaTT J. Ficelf; P.E., P.T.O.E.
License No. 42802
Date: June 15, 2016
Executive Summary
Background.
The purpose of this study is to determine if any modifications should be made along
Line Avenue between Main Street/181St Avenue and Twin Lakes Road. This includes
looking at potential impacts to surrounding intersections if Line Avenue was converted
to a cul-de-sac between Main Street/181 st Avenue and Twin Lakes Road. The potential
cul-de-sac options are:
• At Twin Lakes Road (Alternative A)
• Between 5t" Street and 3rd Street (Alternative B)
• Between 3rd Street and Main Street (Alternative C)
In addition, the 5th Street intersections with Dodge Avenue and Line Avenue were
examined to determine potential impacts if re -aligned to better recognize the east -west
dominant movement.
Results.-
The
esults.The traffic impacts of a cul-de-sac on Line Avenue between Main Street/181St Street
and Twin Lakes Road as well as the potential to recognize the dominant east -west
movement on 5t" Street were analyzed. The principle findings are:
• The study intersections all have satisfactory overall operations today, except the
eastbound left turn movement on Line Avenue at Twin Lakes Road/Line Avenue
during the p.m. peak.
• The existing volumes for the intersection of Twin Lakes Road/181St Avenue do
not satisfy any signal warrants.
• With the shifts in existing volumes, the three alternatives for a cul-de-sac on Line
Avenue have overall acceptable operations, except for the Twin Lakes Road/Line
Avenue intersection during the p.m. peak hour under Alternatives B and C.
• The potential mitigation of a southbound left turn lane/eastbound right turn or a
single -lane roundabout at the Twin Lakes Road/Line Avenue intersection
improves the operations under any scenario.
• Alternative A represents the most impact to cut -through traffic on Line Avenue
and least impact to other routes with origins and destinations within the study
area.
• Alternative C represents the least impact to cut -through traffic on Line Avenue
and most impact other routes with origins and destinations within the study area.
• Although Warrants 2 and 3 are satisfied using shifted volumes at the intersection
of Twin Lakes Road/181St Avenue under any Line Avenue alternative, traffic
operations suggest a traffic signal is not justified. It is likely that additional
development and traffic growth in the area will increase delays and satisfy the
criteria for Warrant 1 in the near future.
• Warrants for a traffic signal or all -way stop control at the 5t" Street intersections
with Dodge Avenue and with Line Avenue are not satisfied with existing volumes
and unlikely to be satisfied with shifted volumes under any Line Avenue
alternative.
Traffic Operations Study i Line Avenue in Elk River
• Changing the geometry and repositioning the side -street stop control to
recognize the east -west flow on 5t" Street would have acceptable operations with
existing traffic or with shifted traffic under any Line Avenue alternative.
• A roundabout is an option only with existing traffic at the Line Avenue/5t" Street
intersection.
Recommendations.
Based on these conclusions, the following is recommended:
• Keep Line Avenue connected between Main Street/181 st Avenue and Twin Lakes
Road based on satisfactory traffic operations today.
• Change Line Avenue to place a cul-de-sac between the intersections of 5t" Street
and Twin Lakes Road if addition reasons beyond traffic operations suggest a
change is necessary.
• Consider the potential mitigation of a southbound left turn lane on Twin Lakes
Road at the Line Avenue intersection, which will improve safety in any scenario.
• Consider the potential mitigation of an eastbound right turn lane on Line Avenue
at the Twin Lakes Road intersection, which will improve traffic operations if Line
Avenue corridor does not change or if the corridor has a cul-de-sac placed south
of the 5th Street intersection.
• Revise the 5th Street intersection with Dodge Avenue to recognize the dominant
flow of traffic between the north leg and the east leg. This is recommended under
any alternative, including if Line Avenue is not changed.
• Revise the 5th Street intersection with Line Avenue to a roundabout if no changes
occur on the Line Avenue corridor. If Line Avenue is changed with a cul-de-sac
placed south of the 5t" Street intersection, revise the 5t" Street intersection with
Line Avenue to recognize the dominant flow of traffic between the west leg and
north leg.
• Monitor the Twin Lakes Road/181St Avenue intersection for increased traffic
volumes and decreasing operations in the near future, when a traffic signal may
be warranted.
Traffic Operations Study ii Line Avenue in Elk River
TABLE OF CONTENTS
1. Introduction................................................................................1
2. Analysis of Existing Conditions...............................................2
3. Line Avenue Alternative Options & Analysis ...........................5
4. Fifth Street Intersection Improvements.................................10
5. Conclusions and Recommendations.....................................12
6. Appendix..................................................................................14
LIST OF TABLES
Table 1 — Existing Peak Hour Level of Service'......................................4
Table 2 — Line Avenue Alternatives AM Peak Hour Level of Service' ...6
Table 3 — Line Avenue Alternatives PM Peak Hour Level of Service' ...6
Table 4 — Line Avenue/Twin Lakes Road Mitigated Level of Service' ... 7
Table 5 — Travel Time Changes with Line Ave Alternatives' .................8
Table 6 — Line Avenue Alternatives Comparison...................................9
Table 7 — 5t" Street Alternatives Level of Service'................................10
Table 8 — 5t" Street Roundabout Level of Service'...............................11
Traffic Operations Study iii Line Avenue in Elk River
1. Introduction
a. Purpose of Study
Line Avenue is a roadway corridor in Elk River, Minnesota, that is currently
being utilized by many drivers as a route from Main Street/181St Avenue
to/from Twin Lakes Road. The purpose of this study is to determine if any
modifications should be made along Line Avenue between Main Street/181St
Avenue and Twin Lakes Road. This includes looking at potential impacts to
surrounding intersections if Line Avenue was converted to a cul-de-sac
between Main Street/181St Avenue and Twin Lakes Road. The potential cul-
de-sac options are:
• At Twin Lakes Road
• Between 5t" Street and 3rd Street
• Between 3rd Street and Main Street
These options are compared against the existing conditions. In addition to the
potential changes on Line Avenue, 5t" Street has two intersections that
appear misaligned with the existing travel patterns. The 5t" Street
intersections with Dodge Avenue and Line Avenue were examined to
determine potential impacts if re -aligned to better recognize the east -west
dominant movement.
b. Study Objectives
The objectives of this study are:
i. Document how the study intersections currently operate.
ii. Forecast the changes in traffic volumes at the study intersections that
would be expected if changes to the Line Avenue connectivity are
made.
iii. Determine how the study intersections will operate with the forecasted
volumes.
iv. Determine how travel times will be impacted with the potential change
to the Line Avenue connectivity.
V. Review the 5t" Street intersections with Dodge Avenue and Line
Avenue for potential improvements to encourage east -west flow.
vi. Recommend the preferred option and potential improvements, if
needed.
The following intersections are analyzed in this study:
1. Dodge Avenue/5t" Street
2. Line Avenue/5t" Street
3. Twin Lakes Road/Line Avenue
4. Line Avenue/3rd Street/183rd Circle
5. Line Avenue/Zane Street/Main Street
6. Twin Lakes Road/181 st Avenue
Traffic Operations Study 1 Line Avenue in Elk River
2. Analysis of Existing Conditions
a. Transportation Network Characteristics
The primary study corridor is Line Avenue Northwest, an approximate 1/2 -
mile corridor connecting Main Street to Twin Lakes Road. Also known as Elk
River Municipal State Aid Street (MSAS) 136 (from Main Street to 5th Street),
Line Avenue is a two-lane, undivided road with a 30 mph speed limit. This
road was previously considered a Collector road, but has been updated to a
local road with a focus on access as opposed to mobility. South of the Main
Street intersection, Line Avenue becomes Zane Street. East of the Twin
Lakes Road intersection, Line Avenue becomes 185th Avenue.
The appeal of Line Avenue for motorists is as a "short-cut" from Main Street
to Twin Lakes Road and vice versa. The Line Avenue route is approximately
1/2 -mile compared to about 1 mile if staying on Main Street and Twin Lakes
Road. Figure 1 in the Appendix shows the location of this study corridor.
Twin Lakes Road Northwest is also known as Sherburne County State Aid
Highway (CSAH) 13 north of 181St Avenue and as MSAS 133 south of 181St
Avenue. The CSAH 13 section is a Minor Arterial and the MSAS 133 section
is a Collector roadway. North of the intersection with Line Avenue, Twin
Lakes Road transitions from a two-lane facility to a divided four -lane facility.
This four -lane section continues south through the intersection with 181st
Avenue. Turn lanes are provided at intersections in the study section. The
posted speed limit is 40 mph in this area.
Main Street Northwest transitions to 181St Avenue to the east of the
intersection with Line Avenue. Both Main Street and 181St Avenue are also
known as CSAH 12. A Minor Arterial, the corridor provides a four -lane divided
section in the study area. Turn lanes are provided at the intersections and the
posted speed limit is 35 mph from the Line Avenue intersection to the west
and 40 mph from the Line Avenue intersection to the east.
Dodge Avenue Northwest, also known as MSAS 118, provides for a three -
lane undivided facility. The three lanes are divided into two southbound lanes
and one northbound lane. The speed limit is 30 mph.
5th Street is also MSAS 117 and connects Highway 169 to Line Avenue in this
area. This local roadway is a two lane, undivided road with a 30 mph speed
limit.
3rd Street Northwest is a local, two lane undivided road with 30 mph speed
limit. East of Line Avenue, 3rd Street is known as 183rd Circle.
Existing traffic control and travel lanes for the study intersections is shown in
Figure 2 in the Appendix.
Traffic Operations Study 2 Line Avenue in Elk River
There are sidewalks/trails on the south side of Main Street/181St Avenue as
well as on the east sides of Twin Lakes Road and Dodge Avenue. Additional
trails and sidewalks are planned for Line Avenue and 3rd Street as well as a
connection between 3rd Street and 5t" Street to the west of Line Avenue.
b. Traffic Volumes
Intersection video was collected at each study intersection under weekday
conditions in late April 2016. Using these videos, 48 hour turning movement
counts were obtained at the study intersections. The data from the two days
was averaged and a seasonal adjustment factor was applied to give a better
representation of the traffic going through the intersections on a "typical day"
by smoothing out any irregularities.
The a.m. and p.m. peak hours were generally found to be from 7.00 to 8.00
a.m. and 4.30 to 5.30 p.m. These peak hours varied slightly depending upon
the location and day. The turning movement count data for each study
intersection and each day is contained in 15 -minute intervals in the Appendix.
c. Level of Service
LOS A
An intersection capacity analysis was conducted for the
_
existing intersections per the Highway Capacity Manual,
iIWie
2010. Intersections are assigned a "Level of Service" letter
grade for the peak hour of traffic based on the number of
lanes at the intersection, traffic volumes, and traffic control.
Level of Service A (LOS A) represents light traffic flow (free
LOS c
flow conditions) while LOS F represents heavy traffic flow
(over capacity conditions). LOS D is considered acceptable
at intersections. Individual movements are also assigned
LOS grades. At busy intersections, one or more individual
movements may operate at a lower LOS when the overall
LOS D=Acceptable_
Intersection is operating acceptably at LOS C or D. This
situation often occurs for movements with relatively low
volumes and a relatively high overall traffic signal cycle
length. The pictures on the left represent some of the LOS
Y'.►
grades (from a signal controlled intersection in San Jose,
CA). These LOS grades represent the overall intersection
LOS F = Unacceptable
operation, not individual movements.
A summary of the LOS results for the existing operations is
shown in Table 1. These are based on the existing traffic
Source: City of
control and lane configurations as shown in Figure 2. The
San Jose, CA
LOS calculations were completed with the VISTROTM
software package, which uses the methodology detailed in
the Highway
Capacity Manual 2010. Signal timings were determined upon
observation. The full LOS calculations are provided in the Appendix.
Traffic Operations Study 3 Line Avenue in Elk River
Table 1 — Existing Peak Hour Level of Service'
Intersection A.M.
Peak
P.M. Peak
Dodge Ave/5th St
A (b)
A (b)
Line Ave/5th St
A b
A c
Twin Lakes Rd/Line Ave
A c
C e
Line Ave/3rd St
A (b)
A (c)
Line Ave/Main St
B (c)
C (c)
Twin Lakes Rd/181St Ave
B (b)
B (b)
'The first letter is the Level of Service for the intersection. The second letter
(in parentheses) is the Level of Service for the worst operating movement.
As shown in Table 1, all of the study intersections currently operate at LOS C
or better. All movements are also at LOS C or better with the exception of the
eastbound approach on Line Avenue at the Twin Lakes Road intersection in
the p.m. peak hour. Less than ideal operations at side -street intersections are
not unusual during the peak periods across the Metro. The 95th percentile
queue for this movement is about 200 feet, or eight to ten vehicles. Field
observations confirmed the long queue during this period, but also noted that
the vehicles are able to keep moving due to the relatively low conflicting
volume on Twin Lakes Road.
Based on these results, Line Avenue is currently operating acceptably and
does not need improvements.
d. Warrant Analysis - Twin Lakes Road & 181St Avenue
As shown in Figure 2 in the Appendix, the Twin Lakes Road/181St Avenue
intersection is under all -way stop control, but appears to be set-up for a future
signal system given the number of approach lanes provided. The turning
movement counts show that there are significant enough volumes at this
intersection that upgrading it to a signalized intersection could be considered.
Using the turning movement counts, the volume signal warrants (Warrants 1-
3) were reviewed for the Twin Lakes Road/181St Avenue intersection using
the methodology from the Minnesota Manual on Uniform Traffic Control
Devices. Satisfying one or more warrants indicates that a traffic signal may be
appropriate for an intersection. With the existing turning movement volumes,
the Twin Lakes Road/181St Avenue intersection does not satisfy any of the
volume warrants.
Given the satisfactory traffic operations during the peak periods and the
failure to satisfy a volume warrant, this review of the existing conditions
indicates all -way stop remains an appropriate traffic control at this
intersection. Results of the warrant analysis are shown in the Appendix.
Traffic Operations Study 4 Line Avenue in Elk River
3. Line Avenue Alternative Options & Analysis
a. Line Avenue Alternative Options
The potential conversion of Line Avenue to a cul-de-sac between Main Street
and Twin Lakes Road could occur at three different locations:
• Alternative A - disconnect Line Avenue between the intersections with
Twin Lakes Road and 5t" Street
• Alternative B — disconnect Line Avenue between the intersections with
5t" Street and 3rd Street.
• Alternative C — disconnect Line Avenue between the intersections with
3rd Street and Main Street/181 st Avenue.
b. Traffic Volume Adjustments
To be able to analyze the study intersections with the different Line Avenue
alternatives, the existing volumes were shifted around to correspond to the
different layouts. The following assumptions were made in order to complete
these shifts for the different alternatives:
• Standard trip generation rates apply to houses and businesses that
have access directly, or indirectly through public roads, to Line
Avenue.
• Existing volumes at the end points of the study network will roughly
balance with these shifts. For example, Twin Lakes Road has an
existing a.m. peak hour volume of 503 vehicles on the southbound
approach. For any alternative, this southbound approach will continue
to have about 503 vehicles, although the percentages to the turning
movements will change.
• Drivers will select the closest replacement route based on the roadway
network, not based on delays or perceived delays.
The final volumes can be seen in the capacity analysis section of the
Appendix for each scenario.
c. Line Avenue Alternatives Level of Service Analysis
The forecasted turning movement volumes for the different alternative
scenarios were used to re -analyze the study intersections. As before, the
LOS calculations were done in accordance with the 2010 Highway Capacity
Manual using VISTROTM software.
A summary of the LOS results for the alternative Line Avenue layouts for
each peak hour is shown in Tables 2 and 3. The complete LOS calculations,
which include queue lengths and grades for all individual movements, are
included in the Appendix.
Traffic Operations Study 5 Line Avenue in Elk River
Table 2 — Line Avenue Alternatives AM Peak Hour Level of Service'
'The first letter is the Level of Service for the intersection. The second letter
(in parentheses) is the Level of Service for the worst operating movement.
Table 3 — Line Avenue Alternatives PM Peak Hour Level of Service'
Intersection
Existing
A.M. Peak
Hour
Alt. C
Intersection
Existing
Alt. A
Alt. B
Alt. C
Dodge Ave/5th St
A b
A b
A bLine
Ave/5th St
A (b)FR
)
A (a)
A (a)
Twin Lakes Rd/Line Ave
A (c)
)
A (c)
A (c)
Line Ave/3�d St
A (b))
C d
A (a)
A (a)
Line Ave/Main St
B c
B c
B c
A b
Twin Lakes Rd/181St Ave
B (b)
C (d)
B (c)
C (c)
'The first letter is the Level of Service for the intersection. The second letter
(in parentheses) is the Level of Service for the worst operating movement.
Table 3 — Line Avenue Alternatives PM Peak Hour Level of Service'
Intersection
Existing
P.M. Peak
Alt. A
Hour
Alt. B
Alt. C
Dodge Ave/5th St
A (b)
A (b)
A (c)
A (c)
Line Ave/5th St
A c
A a
A a
A b
Twin Lakes Rd/Line Ave
C e
A c
D
F
Line Ave/3rd St
A (c)
A (b)
A (b)
A (a)
Line Ave/Main St
C c
C d
B c
A b
Twin Lakes Rd/181St Ave
B b
C d
B c
B b
'The first letter is the Level of Service for the intersection. The second letter
(in parentheses) is the Level of Service for the worst operating movement.
As shown in the tables, all intersections and movements operate at LOS D or
better with the exception of the Twin Lakes Road/Line Avenue intersection in
some of the p.m. peak hour scenarios. As in the existing scenario, these poor
LOS results are due to the eastbound movements on Line Avenue at Twin
Lakes Road. These eastbound approach average delays per vehicle and 95th
percentile queues in the p.m. peak hour are as follows:
• Existing: 36 seconds, 8 vehicles
• Alternative A: n/a
• Alternative B: 99 seconds, 11 vehicles
• Alternative C: 234 seconds, 21 vehicles
These results indicate that intersection improvement modifications may be
needed at the Twin Lakes Road/Line Avenue intersection, even in the existing
scenario. As a first step, the traffic signal and all -way stop control warrants
were examined. This review showed that the existing traffic is relatively far
from satisfying any of the warrants. Therefore, a traffic signal or conversion to
all -way stop were not considered.
Next, geometric improvements were considered, including additional
approach lanes or a change to a roundabout. The addition of an eastbound
right turn lane on Line Avenue and a southbound left turn on Twin Lakes
Road would have the most impact. Due to the large queues and delays on the
Traffic Operations Study 6 Line Avenue in Elk River
eastbound approach resulting from the left turns, allowing right turning traffic
to pass through would lower overall approach delay and queues. A
southbound left turn lane could also be included where there is currently a
wide median, preventing through vehicles from waiting behind a left turning
vehicle. A single -lane roundabout could be considered a safety device that
would slow traffic and physically prevent right angle crashes.
The forecasted turning movement volumes for the different alternative
scenarios were used to re -analyze the Twin Lakes Road/Line Avenue
intersection in the p.m. peak hour with these two different alternatives. As
before, the LOS calculations were done in accordance with the 2010 Highway
Capacity Manual using VISTROTM software.
A summary of the LOS results for the alternative Line Avenue layouts for
each peak hour is shown in Table 4. The complete LOS calculations, which
include queue lengths and grades for all individual movements, are included
in the Appendix.
Table 4 — Line Avenue/Twin Lakes Road Mitigated Level of Service'
(in parentheses) is the Level of Service for the worst operating movement.
As shown in Table 4, the LOS results improve from the previous results,
especially with the conversion of the intersection to a roundabout. The overall
intersection operates acceptably with the added lanes in all scenarios, but the
eastbound approach, in particular the left turn/through lane, is still at
operating at LOS F in Alternatives B & C.
d. Travel Time Changes
In addition to operations at the study intersections, the alternatives were
evaluated through the impacts to travel times. The change in travel times
were estimated using the average delay results from the capacity analyses
and estimating the travel time between intersections based on the speed limit
and distance.
The study area was divided into zones and existing routes between zones
determined. Figure 3 in the Appendix shows these different zones in the study
network. Travel times were calculated between each of these zones for each
alternative scenario. The travel times were then grouped into routes that
represent a "cut -through" movement on Line Avenue and other movements
that have origins or destinations within the study network. The total travel
Traffic Operations Study 7 Line Avenue in Elk River
times for all routes in each group were summed together to provide an easy
comparison of alternatives. The resulting travel times are shown in Figure 3 in
the Appendix. A summary of comparisons is shown in Table 5.
Table 5 — Travel Time Changes with Line Ave Alternatives'
'The percentages shown are for all routes in each category relative to the existing travel
times.
As shown in Table 5, and intuitively for this type of change, the travel times
across the system will increase with the loss of a direct connection between
Main Street and Twin Lakes Road. However, the magnitude of the impact and
who receives the most impact changes based upon the alternative. In
general, Alternative A represents the most impact to cut -through traffic on
Line Avenue and least impact to other routes with origins and destinations
within the study area. Alternative C represents the least impact to cut -through
traffic on Line Avenue and most impact other routes.
e. Warrant Analysis - Twin Lakes Road & 181St Avenue
As presented earlier, the existing traffic at the Twin Lakes Road/181St Avenue
intersection does not satisfy the volume Traffic Signal Warrants. With any of
the alternatives for Line Avenue, the projected shift in traffic volumes
generally results in an increase at the Twin Lakes Road/181St Avenue
intersection. Because of these estimated increases in traffic, the possibility
arises of a traffic signal being needed.
To fully evaluate the volume signal warrants (Warrants 1-3), the changes
applied to the Twin Lakes Road/181St Avenue intersection for each of the
alternatives was applied to the full 24-hour period. Using these volumes, two
warrants, Warrant 2 Four -Hour Volumes and Warrant 3 Peak Hour Volumes,
were satisfied for all three alternatives. Up to six of the required eight hours
met the criteria for Warrant 1, Eight -Hour Volumes.
Although two warrants are met, traffic operations at the intersection are still
satisfactory with acceptable LOS for the overall intersection and individual
movements. These results suggest a traffic signal, while warranted, may not
yet be justified. However, it is likely that added growth from additional
development in the general area would push traffic volumes to satisfy the
Warrant 1 as well as increase delays to indicate need. It is likely that a traffic
signal will be needed at the Line Avenue/Twin Lakes Road intersection within
a few years. Traffic volumes and operations should continue to be monitored
into the future, regardless of an alternative for Line Avenue.
The results of the warrant analyses are shown in the Appendix.
Traffic Operations Study 8 Line Avenue in Elk River
f. Line Avenue Alternatives Comparison
Based upon the analyses completed in the above sections, the three
alternatives for Line Avenue were compared according to LOS, travel time
impacts, likely mitigation needs, and traffic signal need at Twin Lakes
Road/181 st Avenue. Table 6 shows this overview of the various analyses.
Table 6 — Line Avenue Alternatives Comparison
As shown in Table 6, the existing network operates acceptably and the
alternatives are not necessary based purely on the intersection operations. Of
the three alternatives, Alternative A has the least overall impact on the study
network. If other reasons suggest that changes to the Line Avenue corridor
are needed, Alternative A is recommended.
Regardless of the scenario, a southbound left turn lane on Twin Lakes Road
at the Line Avenue intersection would increase safety. An eastbound right
turn lane on Line Avenue at that same intersection would also benefit
operations for all scenarios except Alternative A, when a cul-de-sac would be
placed on Line Avenue at Twin Lakes Road.
Traffic Operations Study 9 Line Avenue in Elk River
Time
Impact
Scenario
•-
MitigationTravel
Signal
Needs
Warranted
routes
-
Existing
All acceptable __
__
At Twin Lakes
No
Rd/Line Ave
Alternative A
All acceptable 59%-21%
35%-25%
None
No
Issues at Twin
At Twin Lakes
Alternative B
50%-16%
Lakes Rd/Line Ave
44%-52%
Rd/Line Ave
No
Alternative C
Issues at Twin 47%-12%
45%-118%
At Twin Lakes
No
Lakes Rd/Line Ave
Rd/Line Ave
As shown in Table 6, the existing network operates acceptably and the
alternatives are not necessary based purely on the intersection operations. Of
the three alternatives, Alternative A has the least overall impact on the study
network. If other reasons suggest that changes to the Line Avenue corridor
are needed, Alternative A is recommended.
Regardless of the scenario, a southbound left turn lane on Twin Lakes Road
at the Line Avenue intersection would increase safety. An eastbound right
turn lane on Line Avenue at that same intersection would also benefit
operations for all scenarios except Alternative A, when a cul-de-sac would be
placed on Line Avenue at Twin Lakes Road.
Traffic Operations Study 9 Line Avenue in Elk River
4. Fifth Street Intersection Improvements
From Dodge Avenue to Twin Lakes Road, 5t" Street has a dominant east -west
movement. Despite this prevailing movement, traffic is stopped at the intersection
with Dodge Avenue and with Line Avenue. By making changes to these two
intersections, the dominant movement could be better recognized and the east -west
flow would improve.
Traffic control warrants for the two 5th Street intersections were examined using
existing volumes. If warranted, a change to all -way stop control or traffic signal
control may provide the necessary recognition of the east -west movement. However,
the volumes were relatively far from satisfying the traffic signal or all -way stop
control warrants and this change is not warranted. It is unlikely that the changes
associated with the Line Avenue alternatives would increase volumes enough to
satisfy any warrants either. Therefore, traffic signal control or all -way stop control is
not justified at the 5t" Street intersections with Dodge Avenue and with Line Avenue
under any alternative, including existing.
Geometric and traffic control changes to 5th Street to Dodge Avenue (and vice versa)
and 5t" Street to the north segment of Line Avenue (and vice versa) movements
would create this major street without stop signs. The west leg of 5th Street at Dodge
Avenue and the south leg of Line Avenue at 5t" Street would create a `T' under stop
control at the new roads.
With these new geometric changes in place, capacity analyses were run on the
Dodge Avenue/5t" Street and Line Avenue/5t" Street intersections. It is important to
note that for Alternative A, where Line Avenue ends before Twin Lakes Road, the
northern leg of Line Avenue would tee into a new continuous connection between 5t"
Street and the southern leg of Line Avenue. As before, the LOS calculations were
done in accordance with the 2010 Highway Capacity Manual using VISTROTM
software.
A summary of the LOS results for the 5th Street improvement layouts for each peak
hour is shown in Table 7. The complete LOS calculations, which include queue
lengths and grades for all individual movements, are included in the Appendix.
Table 7 — 5t" Street Alternatives Level of Service'
'The first letter is the Level of Service for the intersection. The second letter
(in parentheses) is the Level of Service for the worst operating movement.
As shown in Table 7, the two 5t" Street intersections are forecast to operate
acceptably with the proposed changes with or without any alternative for Line
Traffic Operations Study 10 Line Avenue in Elk River
Avenue. In some cases, these results are better than those of the existing
conditions.
A single -lane roundabout could be considered a safety device that would slow traffic
and physically prevent right angle crashes. In this case, the 5th Street intersection
with Dodge Avenue has a high imbalance of traffic flow. Due to this difference in
flow, a roundabout would not likely operate as desired, potentially creating safety
issues rather than solving them. Under any alternatives for Line Avenue, this same
imbalance of traffic would occur. Due to this safety concern, a roundabout was only
considered for the Line Avenue/5t" Street intersection under existing conditions and
traffic. Table 8 shows the results of this roundabout analysis. As before, the LOS
calculations were done in accordance with the 2010 Highway Capacity Manual using
VISTROTM software. Full results are provided in the Appendix.
Table 8 — 5t" Street Roundabout Level of Service'
'The first letter is the Level of Service for the intersection. The second letter
(in parentheses) is the Level of Service for the worst operating movement.
As shown in the table, a roundabout would be a good option to improve east -west
flow if a Line Avenue alternative is not implemented.
Traffic Operations Study 11 Line Avenue in Elk River
5. Conclusions and Recommendations
The traffic impacts of the creating a cul-de-sac of Line Avenue between Main
Street/181St Street and Twin Lakes Road as well as the potential to recognize the
dominant east -west movement on 5th Street were analyzed. The principle findings
based upon this evaluation and analysis are:
• The study intersections all have satisfactory overall operations today. The
eastbound left turn movement on Line Avenue at the intersection with Twin
Lakes Road/Line Avenue has an individual movement LOS E during the p.m.
peak hour.
• The existing volumes for the intersection of Twin Lakes Road/181St Avenue
do not satisfy any signal warrants.
• Three alternatives for Line Avenue include Alternative A, disconnection
between the intersections with Twin Lakes Road and 5t" Street, Alternative B,
disconnection between the intersections with 5th Street and 3rd Street, and
Alternative C, disconnection between the intersections with 3rd Street and
Main Street/181 st Avenue.
• With the shifts in existing volumes, the three alternatives have overall
acceptable operations, except for the Twin Lakes Road/Line Avenue
intersection during the p.m. peak hour under Alternatives B and C.
• The potential mitigation of a southbound left turn lane/eastbound right turn or
a single -lane roundabout at the Twin Lakes Road/Line Avenue intersection
improves the operations under any scenario. However, although better than
without mitigation, the eastbound left turn/through movements have LOS F
operations during the p.m. peak hour under Alternatives B and C.
• Alternative A represents the most impact to cut -through traffic on Line Avenue
and least impact to other routes with origins and destinations within the study
area.
• Alternative C represents the least impact to cut -through traffic on Line Avenue
and most impact other routes with origins and destinations within the study
area.
• Although Warrants 2 and 3 are satisfied using shifted volumes at the
intersection of Twin Lakes Road/181St Avenue under any Line Avenue
alternative, traffic operations suggest a traffic signal is not justified. It is likely
that additional development and traffic growth in the area will increase delays
and satisfy the criteria for Warrant 1 in the near future.
• Warrants for a traffic signal or all -way stop control at the 5t" Street
intersections with Dodge Avenue and with Line Avenue are not satisfied with
existing volumes and unlikely to be satisfied with shifted volumes under any
Line Avenue alternative.
• Changing the geometry and repositioning the side -street stop control to
recognize the east -west flow on 5t" Street would have acceptable operations
with existing traffic or with shifted traffic under any Line Avenue alternative.
• A roundabout is an option only with existing traffic at the Line Avenue/5t"
Street intersection. At the other 5t" Street intersection and under the Line
Traffic Operations Study 12 Line Avenue in Elk River
Avenue alternatives, the traffic flow is too imbalanced to proper roundabout
operations.
Based on these conclusions, the following is recommended:
• Keep Line Avenue connected between Main Street/181St Avenue and Twin
Lakes Road. The operations at the intersections are currently acceptable and
no other compelling traffic reason exists for this change.
• Change Line Avenue to place a cul-de-sac between the intersections of 5t"
Street and Twin Lakes Road if other reasons beyond traffic operations
suggest a change is needed. This change represents the least impact to
travel patterns while maintaining satisfactory operations without any other
m itigation.
• Consider potential mitigation of a southbound left turn lane at the Twin Lakes
Road/Line Avenue intersection, which will improve safety under existing
conditions and under any alternative for Line Avenue. The proper median
width already exists for this change and overall safety would increase, in
addition to a slight operations improvement.
• Consider potential mitigation of an eastbound right turn lane at the Twin
Lakes Road/Line Avenue intersection, which will improve traffic operations if
the Line Avenue corridor does not change or if the corridor has a cul-de-sac
placed south of the 5t" Street intersection.
• Revise the 5t" Street intersection with Dodge Avenue to recognize the
dominant flow of traffic between the north leg and the east leg. This includes
reconstruction to create a through movement between the two legs and
allowing for through movements without stopping by repositioning the stop
sign to the other leg. This is recommended under any alternative, including if
Line Avenue is not changed.
• Revise the 5t" Street intersection with Line Avenue to a roundabout if no
alternative for Line Avenue is selected. Besides maintaining acceptable
operations and recognizing the east -west flow, a roundabout would also slow
traffic through this intersection. If Line Avenue is changed with a cul-de-sac
placed south of the 5t" Street intersection, revise the 5t" Street intersection
with Line Avenue to recognize the dominant flow of traffic between the west
leg and north leg. This includes reconstruction to create a through movement
between the two legs and allowing for through movements without stopping
by repositioning the stop sign to the other leg.
• Monitor the Twin Lakes Road/181St Avenue intersection for increased traffic
volumes and decreasing operations. Future growth in the area along with
changes to Line Avenue traffic are likely to warrant a traffic signal in the near
future.
Traffic Operations Study 13 Line Avenue in Elk River
6. Appendix
A. Figures 1-3
B. Traffic Counts
C. Warrant Analyses
D. Capacity Analysis Backup
• AM Existing
• PM Existing
• AM Alternative A
• PM Alternative A
• AM Alternative B
• PM Alternative B
• AM Alternative C
• PM Alternative C
• AM Existing — 5t" St Improvements
• AM Alternative A — 5t" St Improvements
• AM Alternative B — 5t" St Improvements
• AM Alternative C — 5t" St Improvements
• PM Existing — 5t" St Improvements & Added Lanes at Twin Lakes
Pkwy/Line Ave
• PM Alternative A — 5t" St Improvements & Added Lanes at Twin Lakes
Pkwy/Line Ave
• PM Alternative B — 5t" St Improvements & Added Lanes at Twin Lakes
Pkwy/Line Ave
• PM Alternative C — 5t" St Improvements & Added Lanes at Twin Lakes
Pkwy/Line Ave
• PM Existing — Roundabout at Twin Lakes Pkwy/Line Ave
• PM Alternative A — Roundabout at Twin Lakes Pkwy/Line Ave
• PM Alternative B — Roundabout at Twin Lakes Pkwy/Line Ave
• PM Alternative C — Roundabout at Twin Lakes Pkwy/Line Ave
• AM Existing — Roundabout at Line Ave/5th St
• PM Existing — Roundabout at Line Ave/5th St
Traffic Operations Study 14 Line Avenue in Elk River
Appendix A - Figures 1-3
PMack Figure 1
Location Maps
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SPACK Appendix C - Signal Warrant Analyses
Traffic Signal Warrant Analysis
ACADEMY
Warrants 1- 3 (Volume Warrants)
Line Ave Operations in Elk River
359-16-01
Existing
Major Street (E/W Road)
77 _.7, 77
181st Ave
I q
Minor Street (N/S Road)
Twin Lakes Rd
Analyzed with
2 or more approach lanes
Analyzed with
2 or more approach lanes
Total Approach Volume
10042.8 vehicles
Total Approach Volume
4631.76 vehicles
Total Ped/Bike Volume
0 crossings
Total Ped/Bike Volume
0 crossings
Right turn reduction of
50 percent applied
Right turn reduction of
50 percent applied
No high speed or isolated community reduction applied to the Volume Warrant thresholds.
anouia oe appiiea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 2 hours
Criteria See Figure Below
-._.
Condition A
Condition B
Condition Satisfied?
Condition Satisfied?Not
Required values reached for
Condition A
Satisfied
4 hours
Condition B
Not Satisf led
1 hour
Condition A+B*
NotSatisfied
6 (Cond. A) & 3 (Cond. B)
Criteria - Major Street (veh/hr)
600
900
480 (Cond. A) & 720 (Cond. B)
Criteria - Minor Street (veh/hr)
200
100
160 (Cond. A) & 80 (Cond. B)
anouia oe appiiea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 2 hours
Criteria See Figure Below
-._.
Condition A
Condition B
Condition Satisfied?
Required values reached for 1560 total, 422 minor, 1.4 delay
0 hours
Criteria - Total Approach Volume (veh in one hour) 800
See Figure Below
Criteria - Minor Street High Side Volume (veh in one hour) 150
Criteria - Minor Street High Side Delay (veh-hrs) 5
T
900
800
700
600
500
400
300
200
100
0
0 500 1000 1500 2000
Major Street Volume (Both Approaches)
Spack Academy is part of the Spack Enterprise family of companies
S_.a �11"M!"n SPACK COUN-iriN�
traffic A C A D E M 1' C5.��m TAAlf7[ DATA INC.
Traffic Impact Study C 1 Line Avenue Operations
igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3) #
-*-Warrant 2 Threshold —Ar -Warrant 3 Threshold • Intersection Volumes
•
•
•
• •
2500
SPACK Appendix C - Signal Warrant Analyses
Traffic Signal Warrant Analysis
ACADEMY
Warrants 1- 3 (Volume Warrants)
Line Ave Operations in Elk River
359-16-01
Existing
Major Street (N/S Road)
Twin Lakes Rd
(E/W Road)
Line Ave
Analyzed with
2 or more approach lanesith
7Right
1 Approach Lane
Total Approach Volume
5752.32 vehicles
ach Volume
3530.88 vehicles
Total Ped/Bike Volume
0 crossings
ike Volume
0 crossings
Right turn reduction of
100 percent applied
duction of
0 percent applied
No high speed or isolated community reduction applied to the Volume Warrant thresholds.
anouia oe appuea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 0 hours
Criteria See Figure Below
Condition A
Condition B
Condition Satisfied? Not Examined
Condition Satisfied?Not
Required values reached for
Condition A
Satisfied
0 hours
Condition B
Not Satisf led
0 hours
Condition A+B*
NotSatisfied
0 (Cond. A) & 0 (Cond. B)
Criteria - Major Street (veh/hr)
600
900
480 (Cond. A) & 720 (Cond. B)
Criteria - Minor Street (veh/hr)
150
75
120 (Cond. A) & 60 (Cond. B)
anouia oe appuea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 0 hours
Criteria See Figure Below
T
900
800
700
600
500
400
300
200
100
igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3)
-*-Warrant2 Threshold —Ar -Warrant 3 Threshold • Intersection Volumes
Condition A
Condition B
Condition Satisfied? Not Examined
Required values reached for
0 hours
Criteria - Total Approach Volume (veh in one hour)
See Figure Below
Criteria - Minor Street High Side Volume (veh in one hour)
Criteria - Minor Street High Side Delay (veh-hrs)
T
900
800
700
600
500
400
300
200
100
igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3)
-*-Warrant2 Threshold —Ar -Warrant 3 Threshold • Intersection Volumes
•
•
0
0 500 1000 1500 2000
Major Street Volume (Both Approaches)
Spack Academy is part of the Spack Enterprise family of companies
S a c k Mi + n S PACK CQUN-irING
L �,; ACADEMY cars.com TPAFf7C DATA
Traffic Impact Study C2 Line Avenue Operations
2500
SPACK Appendix C - Signal Warrant Analyses
Traffic Signal Warrant Analysis
ACADEMY
Warrants 1- 3 (Volume Warrants)
Line Ave Operations in Elk River
359-16-01
Alternative A
Major Street (E/W Road)
ral�x
181st Ave
p
Minor Street (N/S Road)
Twin Lakes Rd
Analyzed with
2 or more approach lanes
Analyzed with
2 or more approach lanes
Total Approach Volume
13426.08 vehicles
Total Approach Volume
7330.56 vehicles
Total Ped/Bike Volume
0 crossings
Total Ped/Bike Volume
0 crossings
Right turn reduction of
50 percent applied
Right turn reduction of
50 percent applied
No high speed or isolated community reduction applied to the Volume Warrant thresholds.
anouia oe appuea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 4 hours
Criteria See Figure Below
-._
Condition A
Condition B
Condition Satisfied? Not Examined
Condition Satisfied?Not
Required values reached for
Condition A
Satisfied
6 hours
Condition B
Not Satisf led
4 hours
Condition A+B*
NotSatisfied
9 (Cond. A) & 6 (Cond. B)
Criteria - Major Street (veh/hr)
600
900
480 (Cond. A) & 720 (Cond. B)
Criteria - Minor Street (veh/hr)
200
100
160 (Cond. A) & 80 (Cond. B)
anouia oe appuea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 4 hours
Criteria See Figure Below
-._
Condition A
Condition B
Condition Satisfied? Not Examined
Required values reached for
2 hours
Criteria - Total Approach Volume (veh in one hour)
See Figure Below
Criteria - Minor Street High Side Volume (veh in one hour)
Criteria - Minor Street High Side Delay (veh-hrs)
I igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3)
T
900
800
700
600
500
400
300
200
100
-*-Warrant2 Threshold —Ar -Warrant 3 Threshold • Intersection Volumes
•
•
••
• •
'Die
i •
0
0 500 1000 1500 2000
Major Street Volume (Both Approaches)
Spack Academy is part of the Spack Enterprise family of companies
S M!"n SPACK COUN-irNa li
C�"5.��m TAAlf7[ DATA INC._.traffic ACADEMY
Traffic Impact Study C 3 Line Avenue Operations
2500
SPACK Appendix C - Signal Warrant Analyses
Traffic Signal Warrant Analysis
ACADEMY
Warrants 1- 3 (Volume Warrants)
Line Ave Operations in Elk River
359-16-01
Alternative B
Major Street (E/W Road)
77
181st Ave
I III
Minor Street (N/S Road)
Twin Lakes Rd
Analyzed with
2 or more approach lanes
Analyzed with
2 or more approach lanes
Total Approach Volume
11573.0310912 vehicles
Total Approach Volume
8042.9664 vehicles
Total Ped/Bike Volume
0 crossings
Total Ped/Bike Volume
0 crossings
Right turn reduction of
50 percent applied
I Right turn reduction of
50 percent applied
No high speed or isolated community reduction applied to the Volume Warrant thresholds.
anouia oe appuea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 4 hours
Criteria See Figure Below
Condition A
Condition B
Condition Satisfied? Not Examined
Condition Satisfied?Not
Required values reached for
Condition A
Satisfied
4 hours
Condition B
Not Satisf led
2 hours
Condition A+B*
NotSatisfied
8 (Cond. A) & 5 (Cond. B)
Criteria - Major Street (veh/hr)
600
900
480 (Cond. A) & 720 (Cond. B)
Criteria - Minor Street (veh/hr)
200
100
160 (Cond. A) & 80 (Cond. B)
anouia oe appuea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 4 hours
Criteria See Figure Below
T
900
800
700
600
500
400
300
200
100
igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3)
-*-Warrant2 Threshold —Ar -Warrant 3 Threshold • Intersection Volumes
0
0 500 1000 1500 2000
Major Street Volume (Both Approaches)
Spack Academy is part of the Spack Enterprise family of companies
S a c k Mi + n S PACK CQUN-irING
L �,; ACADEMY cars.com TPAFf7C DATA
Traffic Impact Study C4 Line Avenue Operations
2500
Condition A
Condition B
Condition Satisfied? Not Examined
Required values reached for
2 hours
Criteria - Total Approach Volume (veh in one hour)
See Figure Below
Criteria - Minor Street High Side Volume (veh in one hour)
Criteria - Minor Street High Side Delay (veh-hrs)
T
900
800
700
600
500
400
300
200
100
igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3)
-*-Warrant2 Threshold —Ar -Warrant 3 Threshold • Intersection Volumes
0
0 500 1000 1500 2000
Major Street Volume (Both Approaches)
Spack Academy is part of the Spack Enterprise family of companies
S a c k Mi + n S PACK CQUN-irING
L �,; ACADEMY cars.com TPAFf7C DATA
Traffic Impact Study C4 Line Avenue Operations
2500
0
0 500 1000 1500 2000
Major Street Volume (Both Approaches)
Spack Academy is part of the Spack Enterprise family of companies
S a c k Mi + n S PACK CQUN-irING
L �,; ACADEMY cars.com TPAFf7C DATA
Traffic Impact Study C4 Line Avenue Operations
2500
SPACK Appendix C - Signal Warrant Analyses
Traffic Signal Warrant Analysis
ACADEMY
Warrants 1- 3 (Volume Warrants)
Line Ave Operations in Elk River
359-16-01
Alternative C
Major Street (E/W Road)
77
181st Ave
I rol
Minor Street (N/S Road)
Twin Lakes Rd
Analyzed with
2 or more approach lanes
Analyzed with
2 or more approach lanes
Total Approach Volume
11919.3257952 vehicles
Total Approach Volume
7889.386512 vehicles
Total Ped/Bike Volume
0 crossings
Total Ped/Bike Volume
0 crossings
Right turn reduction of
1 0 percent applied
I Right turn reduction of
50 percent applied
No high speed or isolated community reduction applied to the Volume Warrant thresholds.
anouia oe appuea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 4 hours
Criteria See Figure Below
Condition A
Condition B
Condition Satisfied? Not Examined
Condition Satisfied?Not
Required values reached for
Condition A
Satisfied
5 hours
Condition B
Not Satisf led
4 hours
Condition A+B*
NotSatisfied
9 (Cond. A) & 5 (Cond. B)
Criteria - Major Street (veh/hr)
600
900
480 (Cond. A) & 720 (Cond. B)
Criteria - Minor Street (veh/hr)
200
100
160 (Cond. A) & 80 (Cond. B)
anouia oe appuea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 4 hours
Criteria See Figure Below
T
900
800
700
600
500
400
300
200
100
igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3)
-*-Warrant2 Threshold —Ar -Warrant 3 Threshold • Intersection Volumes
Condition A
Condition B
Condition Satisfied? Not Examined
Required values reached for
2 hours
Criteria - Total Approach Volume (veh in one hour)
See Figure Below
Criteria - Minor Street High Side Volume (veh in one hour)
Criteria - Minor Street High Side Delay (veh-hrs)
T
900
800
700
600
500
400
300
200
100
igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3)
-*-Warrant2 Threshold —Ar -Warrant 3 Threshold • Intersection Volumes
•
•
0
0 500 1000 1500 2000
Major Street Volume (Both Approaches)
Spack Academy is part of the Spack Enterprise family of companies
S a c k Mi + n S PACK CQUN-irING
L �,; ACADEMY cars.com TPAFf7C DATA
Traffic Impact Study C 5 Line Avenue Operations
2500
SPACKAppendix C - Signal arrant Analyses
Traffic Signal Warrant Analysis
ACADEMY
Warrants 1- 3 (Volume Warrants)
Line Ave Operations in Elk River
359-16-01
Existing
Major Street (E/W Road)
5th St
Minor Street (N/S Road)
Dodge Ave
Analyzed with
1 approach lane
Analyzed with
1 Approach Lane
Total Approach Volume
3203.52 vehicles
Total Approach Volume
2104.8 vehicles
Total Ped/Bike Volume
0 crossings
Total Ped/Bike Volume
0 crossings
Right turn reduction of
0 percent applied
Right turn reduction of
0 percent applied
No high speed or isolated community reduction applied to the Volume Warrant thresholds.
anouia oe appiiea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 0 hours
Criteria See Figure Below
_s
a -
Condition Satisfied?
Condition Satisfied?Not
Required values reached for
Condition A
Satisfied
0 hours
Condition B
Not Satisf led
0 hours
Condition A+B*
NotSatisfied
0 (Cond. A) & 0 (Cond. B)
Criteria - Major Street (veh/hr)
500
750
400 (Cond. A) & 600 (Cond. B)
Criteria - Minor Street (veh/hr)
150
75
120 (Cond. A) & 60 (Cond. B)
anouia oe appiiea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 0 hours
Criteria See Figure Below
T
900
800
700
600
500
400
300
200
100
0
0 500 1000 1500 2000
Major Street Volume (Both Approaches)
Spack Academy is part of the Spack Enterprise family of companies
a C k Milix-neshiGn S PACK COUN-irING lit
traffic A C A C) E M T r-c11"'S'�om TPAFf7C DATA INC.
Traffic Impact Study C 6 Line Avenue Operations
igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3)
2500
Condition A
Condition B
Condition Satisfied?
Required values reached for 524 total, 180 minor, 0.7 delay
0 hours
Criteria - Total Approach Volume (veh in one hour) 800
See Figure Below
Criteria - Minor Street High Side Volume (veh in one hour) 100
Criteria - Minor Street High Side Delay (veh-hrs) 4
T
900
800
700
600
500
400
300
200
100
0
0 500 1000 1500 2000
Major Street Volume (Both Approaches)
Spack Academy is part of the Spack Enterprise family of companies
a C k Milix-neshiGn S PACK COUN-irING lit
traffic A C A C) E M T r-c11"'S'�om TPAFf7C DATA INC.
Traffic Impact Study C 6 Line Avenue Operations
igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3)
2500
SPACKAppendix C - Signal Warrant Analyses
Traffic Signal Warrant Analysis
ACADEMY
Warrants 1- 3 (Volume Warrants)
Line Ave Operations in Elk River
359-16-01
Existing
Major Street (N/S Road)
_.., 7771
Line Ave
rol
Minor Street (E/W Road)
5th St
Analyzed with
1 approach lane
Analyzed with
1 Approach Lane
Total Approach Volume
7127.04 vehicles
Total Approach Volume
1853.28 vehicles
Total Ped/Bike Volume
0 crossings
Total Ped/Bike Volume
0 crossings
Right turn reduction of
0 percent applied
Right turn reduction of
0 percent applied
No high speed or isolated community reduction applied to the Volume Warrant thresholds.
anouia oe appiiea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 0 hours
Criteria See Figure Below
Condition A
Condition B
Condition Satisfied?
Condition Satisfied?Not
Required values reached for
Condition A
Satisfied
1 hour
Condition B
Not Satisf led
0 hours
Condition A+B*
NotSatisfied
5 (Cond. A) & 2 (Cond. B)
Criteria - Major Street (veh/hr)
500
750
400 (Cond. A) & 600 (Cond. B)
Criteria - Minor Street (veh/hr)
150
75
120 (Cond. A) & 60 (Cond. B)
anouia oe appiiea only arier an aaequaie mai or omer aiternanves mat couia cause less aeiay ana inconvenience to
traffic has failed to solve the traffic problems.
Condition Satisfied?
Required values reached for 0 hours
Criteria See Figure Below
T
igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3)
900
800
700
600
500
400
300
200
100
-*-Warrant2 Threshold —Ar -Warrant 3 Threshold • Intersection Volumes
Condition A
Condition B
Condition Satisfied?
Required values reached for 865 total, 151 minor, 0.7 delay
0 hours
Criteria - Total Approach Volume (veh in one hour) 650
See Figure Below
Criteria - Minor Street High Side Volume (veh in one hour) 100
Criteria - Minor Street High Side Delay (veh-hrs) 4
T
igure 4C-1 (Warrant 2) & Figure 4C-3 (Warrant 3)
900
800
700
600
500
400
300
200
100
-*-Warrant2 Threshold —Ar -Warrant 3 Threshold • Intersection Volumes
•
0
0 500 1000 1500 2000
Major Street Volume (Both Approaches)
Spack Academy is part of the Spack Enterprise family of companies
C k Mi +9,n S PAC K CQUIN r NG ,�
e•,efG$ tC ACADEMY car' •�O�il TPAFf7C DATA
Traffic Impact Study C 7 Line Avenue Operations
2500
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\AM Existing.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa.clk
Scenario 1: AM Existing
6/8/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
SB Thru
0.000
10.9
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
SEB Left
0.099
13.8
B
3
Twin Lakes Rd & Line Ave
Two-way stop
HCM 2010
WB Thru
0.046
16.0
C
4
Line Ave & 3rd St
Two-way stop
HCM 2010
WB Left
0.005
14.7
B
5
Line Ave & Main St
Signalized
HCM 2010
NB Left
0.498
19.5
B
6
Twin Lakes Rd & 181st Ave
All -way stop
HCM 2010
NWB Thru
12.1
B
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 1 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 10.9
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
0
2
94
0
0
18
10
0
0 1
42
130
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
0
2
94
0
0
18T
10
0
0
42
130
Peak Hour Factor
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
1
27
0
0
5
3
0
0
12
38
Total Analysis Volume [veh/h]
1
0
2
109
0
0
21
12
0
0
49
151
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 2 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Stop Free Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
0.14
0.00
0.00
0.02
0.00
u.00
0.00
d_M, Delay for Movement [s/veh]
9.68
10.66
8.39
10.45
10.90
9.67
7.68
7.25
:1.00
0.00
Movement LOS
A
B
A
B
B
A
A
A
A A
A
A
95th -Percentile Queue Length [veh]
0.01
0.01
0.01
0.49
0.49
0.49
0.07
0.07
0.07 0.00
0.00
0.00
95th -Percentile Queue Length [ft]
0.24
1 0.24 1
0.24
12.31
12.31
12.31
1.86
1 1.86
1 1.86 0.00
0.00
0.00
d_A, Approach Delay [s/veh]
8.82
10.45
4.88
0.00
Approach LOS
A
B
A
A
d_I, Intersection Delay [s/veh]
3.85
Intersection LOS
B
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 3 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 13.8
Level Of Service: B
Volume to Capacity (v/c): 0.099
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
35
101
310
115
43
56
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
35
101
310
115
43
56
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
10
28
86
32
12
16
Total Analysis Volume [veh/h]
39
112
344
128
48
62
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 4 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.04
0.10
0.09
d_M, Delay for Movement [s/veh]
8.44
13.83
11.59
Movement LOS
A A
A A
B
B
95th -Percentile Queue Length [veh]
0.48 0.48
0.00 0.00
0.69
0.69
95th -Percentile Queue Length [ft]
12.08 12.08
0.00 0.00
17.15
17.15
d_A, Approach Delay [s/veh]
2.18
0.00
12.56
Approach LOS
A
A
B
d_I, Intersection Delay [s/veh]
2.33
Intersection LOS
B
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 5 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Spark
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 16.0
HCM 2010 Level Of Service: C
15 minutes Volume to Capacity (v/c): 0.046
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
#11 r
I Imo►
+
+
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
0 1
0 0
0 0
Pocket Length [ft]
100.00 100.00
175.00
1.0000
1.0000
Speed [mph]
40.00
40.00
30.00
30.00
Grade [%]
0.00
0.00 10.00
3.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
34
63
1
1
127
375
115
3
24
4
1 14
1
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
34
63
1
1
127
375
-115T
3 1
24
4
1 14 1
1
Peak Hour Factor
0.9000
1 0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
1 0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
9
1 18
0
0
35
104
32
1
7
1
4
0
Total Analysis Volume [veh/h]
38
70
1
1
141
417
1287
3
27
4
16
1
Pedestrian Volume [ped/h]
0
0
10
10
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 6 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median i
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.04
0.00
0.00
0.00
0.21
1 0.01
0.03
0.01
0.05
0.00
d_M, Delay for Movement [s/veh]
8.71
0.00
7.37
G
12.69
12.85
10.78
13.56
15.99
9.21
Movement LOS
A
A
A A
A
A B
B
B
B
C
A
95th -Percentile Queue Length [veh]
0.12
FO.00
0.00 0.31
0.31
0.00 0.96
0.96
0.96
0.18
0.18
0.18
95th -Percentile Queue Length [ft]
2.94
1 0.00
0.00 7.70
7.70
0.00 23.92
1 23.92
1 23.92
4.45
4.45
4.45
d_A, Approach Delay [s/veh]
3.04
0.01
12.37
15.21
Approach LOS
A
A
B
C
d_I, Intersection Delay [s/veh]
3.08
Intersection LOS
C
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 7 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 4: Line Ave & 3rd St
Delay (sec / veh): 14.7
Level Of Service: B
Volume to Capacity (v/c): 0.005
Name
Line Ave
Line Ave
3rd St
3rd St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
6
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
3rd St
3rd St
Base Volume Input [veh/h]
6
135
24
7
352
6
1
0
28
2 1
0
1
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
6
135
24
7
352
6
1
0
28
2
0
1
Peak Hour Factor
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
2
39
7
2
101
2
0
0
8
1
0
0
Total Analysis Volume [veh/h]
7
155
28
8
405
7
1
0
32
2
0
1
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 8 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median i
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
u.00
0.01
0.00
0.00
1 0.00
0.05
0.01
0.00
0.00
d_M, Delay for Movement [s/veh]
8.17
0.00
7.61
G
14.29
14.41
10.94
14.71
14.02
9.18
Movement LOS
A
A
A A
A
A B
B
B
B
B
A
95th -Percentile Queue Length [veh]
0.60
FO.60
0.60 1.29
1.29
1.29 0.17
0.17
0.17
0.02
0.02
0.02
95th -Percentile Queue Length [ft]
14.90
1 14.90
14.90 32.26
32.26
32.26 4.14
1 4.14
1 4.14
0.49
0.49
0.49
d_A, Approach Delay [s/veh]
0.30
0.15
11.04
12.86
Approach LOS
A
A
B
B
d_I, Intersection Delay [s/veh]
0.81
Intersection LOS
B
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 9 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Snack
Intersection Level Of Service Report
Intersection 5: Line Ave & Main St
Control Type: Signalized Delay (sec / veh): 19.5
Analysis Method: HCM 2010 Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.498
Intersection Setup
Name
Zane Ave
Line Ave
Line Ave
Main St
Main St
181 st Ave
Approach
181 st Ave
Northbound
Base Volume Input [veh/h]
Southbound
19
Eastbound
29
26
Westbound
Lane Configuration
381
#7 I"►
1
1
16
*1�
30
l j r
1.0000
1 1.0000
i l F
Turning Movement
Left
Th1ru Right
Left
Thru Right
Left
Thru
Right
Left
Thru Right
Lane Width [ft]
12.00
12.00 12.00
12.00
12.00 12.00
12.00
12.00
12.00
12.00
12.00 12.00
No. of Lanes in Pocket
2
0
1
0
1
1.00
1
1
0
Pocket Length [ft]
225.00
1.00
75.00
1.00
175.00
0
75.00
100.00
0
Speed [mph]
0
30.00
130.00
0
135.00
0
0
Site -Generated Trips [veh/h]
40.00
Grade [%]
0
0.00
0
0.00
0
0.00
0
6
0.00
Crosswalk
Diverted Trips [veh/h]
Yes
0
Yes
0
Yes
0
0
Yes
volumes
Name
Zane Ave
Line Ave
Main St
181 st Ave
Base Volume Input [veh/h]
84
19
18
29
26
326
113
381
144
16
467
30
Base Volume Adjustment Factor
1.0000
1 1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Right -Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h]
84
19
18
29
26
326
113
381
144
16
467
30
Peak Hour Factor
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
24
5
5
8
7
94
32
109
41
5
134
9
Total Analysis Volume [veh/h]
97
22 1
21
33
30
375
130
438
1 166
18
537
34
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
0
Pedestrian Volume [ped/h]
10
0
10
0
Bicycle Volume [bicycles/h]
10
0
10
0
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 10 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Located in CBD
No
Signal Coordination Group
Permiss Protecte Permiss
Cycle Length [s]
100
Coordination Type
Time of Day Pattern Isolated
Actuation Type
Fully actuated
Offset [s]
0.0
Offset Reference
LeadGreen
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Protecte Permiss
Permiss Permiss Permiss
Permiss Protecte Permiss
Permiss Protecte Permiss Permiss
Signal group
3
8
4
5
2
1
6
Auxiliary Signal Groups
Lead/Lag
Lead
Lead
Lead
Minimum Green [s]
5
10
5
5
10
5
10
Maximum Green [s]
11
40
25
11
35
11
35
Amber [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
All red [s]
1.0
2.0
2.0
1.0
2.0
1.0
2.0
Split [s]
15
45
30
15
40
15
40
Vehicle Extension [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Walk [s]
0
0
0
0
Pedestrian Clearance [s]
0
0
0
0
11, Start -Up Lost Time [s]
2.0
2.0
2.0
2.0
1 2.0
2.0
2.0
12, Clearance Lost Time [s]
2.0
3.0
3.0
2.0
3.0
2.0
3.0
Minimum Recall
No
No
No
No
Yes
No
Yes
Maximum Recall
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
Detector Location [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector Length [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1, Upstream Filtering 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
Exclusive Pedestrian Phase
Pedestrian Signal Group 0
Pedestrian Walk [s] 0
Pedestrian Clearance [s] 0
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 11 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Group Calculations
Spa,ck
Lane Group
L
C
L
C
L
C
R
L
C
C
L, Total Lost Time per Cycle [s]
4.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
11_p, Permitted Start -Up Lost Time [s]
C
A
2.00
C
0.00
I B
I B
0.00
C
I C
12, Clearance Lost Time [s]
2.00
3.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
g_i, Effective Green Time [s]
4
24
16
16
20
14
14
20
11
11
g / C, Green / Cycle
0.07
0.44
0.30
0.30
0.37
0.27
0.27
0.37
1 0.21
0.21
(v / s)_i Volume / Saturation Flow Rate
0.03
0.03
0.02
0.26
0.12
0.13
0.11
0.02
0.16
0.16
s, saturation flow rate [veh/h]
3412
1698
1345
1586
1127
3478
1568
1071
1827
1789
c, Capacity [veh/h]
245
756
471
473
493
940
424
497
387
379
d1, Uniform Delay [s]
23.66
8.43
15.40
17.65
12.22
16.26
15.89
11.08
19.67
19.68
k, delay calibration
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
1.03
0.03
0.06
4.58
0.28
0.36
0.59
0.03
T2.84
2.94
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.40
0.06
0.07
0.86
0.26
1 0.47
1 0.39
0.04
1 0.74
1 0.75
d, Delay for Lane Group [s/veh]
24.69
8.46
15.46
22.23
12.50
1 16.62
1 16.48
11.11
22.51
1 22.62
Lane Group LOS
C
A
B
C
B
I B
I B
B
C
I C
Critical Lane Group
50th -Percentile Queue Length [veh]
0.58
0.24
0.29
4.68
0.91
1.97
1.50
0.11
3.15
3.10
50th -Percentile Queue Length [ft]
14.40
6.03
7.15
116.99
22.87
49.29
37.38
2.84
78.74
77.62
95th -Percentile Queue Length [veh]
1.04
0.43
0.51
8.23
1.65
1 3.55
2.69
0.20
5.67
5.59
95th -Percentile Queue Length [ft]
25.92
10.86
12.87
205.69
41.17
88.71
67.29
5.10
141.73
139.72
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 12 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Movement, Approach, & Intersection Results
Spa,ck
d_M, Delay for Movement [s/veh]
24.69
8.46
8.46 15.46
1 22.23
1 22.23 12.50
1 16.62
1 16.48 11.11
1 22.56
1 22.62
Movement LOS
C
A
A B
C
I C B
I B
I B B
I C
I C
d_A, Approach Delay [s/veh]
19.70
21.72
15.86
22.22
Approach LOS
B
C
B
C
d_I, Intersection Delay [s/veh]
19.46
Intersection LOS
B
Intersection V/C
0.498
■
ti
ti
ti
ti
ti
ti
ti
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 13 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 6: Twin Lakes Rd & 181st Ave
Control Type: All -way stop Delay (sec / veh)
Analysis Method: HCM 2010 Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
12.1
B
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Approach
Northeasttbiound
Southwestbound
Northwestbound
Southeastbound
Lane Configuration
1 41 I I"►
1
11 1 F
1T1hr1u
#11F
11 1 F
1Thru
Turning Movement
Left T1hru Right
Left Right
Left Thru Right
Left Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
2 0
1 0
1 0
1 0
Pocket Length [ft]
200.00FF
175.00
175.00
175.00
Speed [mph]
40.00
40.00
40.00
40.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Base Volume Input [veh/h]
142
59
36
22
138
30
71
345
11
19
175
231
Base Volume Adjustment Factor
1.0000
1 1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
4.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
142
59
36
22
138
30
71
345
11
19
175
231
Peak Hour Factor
0.8300
0.8300
0.8300
0.8300
0.8300
0.8300
0.8300
1 0.8300
0.8300
0.8300
0.8300
0.8300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
43
1 18
11
7
42
9
21
104
3
6
53
70
Total Analysis Volume [veh/h]
171
71
43
27
166
36
867
416
13
23
211
278
Pedestrian Volume [ped/h]
0
0
10
10
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 14 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with S na c k
Version 4.00-02
Intersection Settings
Lanes
Movement, Approach, & Intersection Results
95th -Percentile Queue Length [veh] 0.64
1 0.64
1 0.48
0.25 0.17
0.70
0.68 0.59
1.81
1.79
0.13
1.67
2.21
95th -Percentile Queue Length [ft] 16.04
16.04
12.01
6.19 4.31
17.57
16.88 14.67
45.16
44.75
3.34
41.85
55.21
Approach Delay [s/veh] 11.25
10.91
12.77
12.45
Approach LOS B
B
B
B
Intersection Delay [s/veh]
12.11
Intersection LOS
B
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study D 15 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
a
Line Avenue Operations
Scenario 1: 1: AM Existing
Traffic Impact Study
D16
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Base Volume
I� a
Line Avenue Operations
Scenario 1: 1: AM Existing
N
c + r
0 - Q
:'C'4
'N r/
Traffic Impact Study D 17 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\PM Existing.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa.clk
Scenario 2: PM Existing
6/8/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
SB Thru
0.004
14.1
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
SEB Left
0.268
20.9
C
3
Twin Lakes Rd & Line Ave
Two-way stop
HCM 2010
EB Thru
0.029
35.9
E
4
Line Ave & 3rd St
Two-way stop
HCM 2010
WB Left
0.102
21.4
C
5
Line Ave & Main St
Signalized
HCM 2010
SB Right
0.555
22.3
C
6
Twin Lakes Rd & 181st Ave
All -way stop
HCM 2010
SEB Thru
12.1
B
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D18 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 14.1
Level Of Service: B
Volume to Capacity (v/c): 0.004
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
2
2
168
2
5
54
33
3
3 1
40
206
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
2
2
168
2
5
54
33
3
3
40
206
Peak Hour Factor
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
1
46
1
1
15
9
1
1
11
57
Total Analysis Volume [veh/h]
1
2
2
185
2
5
59
36
3
3
44
226
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D 19 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Stop Free Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
0.31
0.00
0.01
0.05
0.00
u.00
0.00
d_M, Delay for Movement [s/veh]
11.04
12.39
8.53
13.67
14.07
11.77
7.93
7.31
:1.00
0.00
Movement LOS
B
B
A
B
B
B
A
A
A A
A
A
95th -Percentile Queue Length [veh]
0.02
FO.02
0.02
1.35
1.35
1.35
0.25
0.25
0.25 0.63
0.63
0.63
95th -Percentile Queue Length [ft]
0.58
1 0.58
0.58
33.71
33.71
33.71
6.17
6.17
1 6.17 15.79
15.79
15.79
d_A, Approach Delay [s/veh]
10.58
13.62
4.77
0.08
Approach LOS
B
B
A
A
d_I, Intersection Delay [s/veh]
5.56
Intersection LOS
B
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D20 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 20.9
Level Of Service: C
Volume to Capacity (v/c): 0.268
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
128
320
168
98
80
71
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
128
320
168
98
80
71
Peak Hour Factor
0.9500
0.9500
0.9500
0.9500
0.9500
0.9500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
34
84
44
26
21
19
Total Analysis Volume [veh/h]
135
337
177
103
84
75
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D 21 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.11
0.27
0.09
d_M, Delay for Movement [s/veh]
8.15
20.87
13.54
Movement LOS
A A
A A
C
B
95th -Percentile Queue Length [veh]
1.73 1.73
0.00 0.00
1.58
1.58
95th -Percentile Queue Length [ft]
43.24 43.24
0.00 0.00
39.59
39.59
d_A, Approach Delay [s/veh]
2.33
0.00
17.41
Approach LOS
A
A
C
d_I, Intersection Delay [s/veh]
4.25
Intersection LOS
C
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D22 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Snack
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 35.9
HCM 2010 Level Of Service: E
15 minutes Volume to Capacity (v/c): 0.029
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
#11 r
I Imo►
+
+
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
0 1
0 0
0 0
Pocket Length [ft]
100.00 100.00
175.00
1.0000
1.0000
Speed [mph]
40.00
40.00
30.00
30.00
Grade [%]
0.00
0.00 10.00
3.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
55
191
9
0
111
168
361
13
23
2
1 11
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
55
191
9
0
111
168
361T
13
23
2
11
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
14
50
2
0
29
44
94
3
6
1
3
0
Total Analysis Volume [veh/h]
57
199
9
0
116
175
376
14
24
2
11
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D23 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.05
u.00
0.00
0.00
0.76
1 0.03
0.03
0.00
0.03
0.00
d_M, Delay for Movement [s/veh]
7.98
0.00
7.65
G
35.80
F35.94
32.42
13.76
14.48
9.59
Movement LOS
A
A
A A
A
A E
E
D
B
B
A
95th -Percentile Queue Length [veh]
0.14
FO.00
0.00 0.00
0.00
0.00 7.79
7.79
7.79
0.10
0.10
0.10
95th -Percentile Queue Length [ft]
3.54
1 0.00
0.00 0.00
0.00
0.00 194.83
194.83
1 194.83
2.53
2.53
2.53
d_A, Approach Delay [s/veh]
1.72
0.00
35.61
14.37
Approach LOS
A
A
E
B
d_I, Intersection Delay [s/veh]
15.65
Intersection LOS
E
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D24 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 4: Line Ave & 3rd St
Delay (sec / veh): 21.4
Level Of Service: C
Volume to Capacity (v/c): 0.102
Name
Line Ave
Line Ave
3rd St
3rd St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
56
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
3rd St
3rd St
Base Volume Input [veh/h]
56
434
8
1
239
2
5
0
36
23 1
0
13
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
56
434
8
1
239
2
5
0
36
23
0
13
Peak Hour Factor
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
15
117
2
0
64
1
1
0
10
6
0
3
Total Analysis Volume [veh/h]
60
467
9
1
257
2
5
0
39
25
0
14
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D25 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.05
u.00
0.00
0.00
0.02
1 0.00
0.05
0.10
0.00
0.02
d_M, Delay for Movement [s/veh]
7.90
0.00
8.33
G
19.50
18.52
10.05
21.43
19.71
12.77
Movement LOS
A
A
A A
A
A C
C
B
C
C
B
95th -Percentile Queue Length [veh]
2.06
F2.06
2.06 0.94
0.94
0.94 0.22
0.22
0.22
0.43
0.43
0.43
95th -Percentile Queue Length [ft]
51.52
1 51.52
51.52 23.54
23.54
23.54 5.60
5.60
1 5.60
10.69
10.69
10.69
d_A, Approach Delay [s/veh]
0.88
0.03
11.13
18.32
Approach LOS
A
A
B
C
d_I, Intersection Delay [s/veh]
1.92
Intersection LOS
C
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D26 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Spark
Intersection Level Of Service Report
Intersection 5: Line Ave & Main St
Control Type: Signalized Delay (sec / veh): 22.3
Analysis Method: HCM 2010 Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.555
Intersection Setup
Name
Zane Ave
Line Ave
Line Ave
Main St
Main St
181 st Ave
Approach
181 st Ave
Northbound
Base Volume Input [veh/h]
Southbound
125
Eastbound
37
55
Westbound
Lane Configuration
477
#7 I"►
1
1
31
*1�
62
l j r
1.0000
1.0000
i l F
Turning Movement
Left
Th1ru Right
Left
Thru Right
Left
Thru
Right
Left
Thru Right
Lane Width [ft]
12.00
12.00 12.00
12.00
12.00 12.00
12.00
12.00
12.00
12.00
12.00 12.00
No. of Lanes in Pocket
2
0
1
0
1
1.00
1
1
0
Pocket Length [ft]
225.00
1.00
75.00
1.00
175.00
0
75.00
100.00
0
Speed [mph]
0
30.00
130.00
0
135.00
0
0
Site -Generated Trips [veh/h]
40.00
Grade [%]
0
0.00
0
0.00
0
0.00
0
6
0.00
Crosswalk
Diverted Trips [veh/h]
Yes
0
Yes
0
Yes
0
0
Yes
volumes
Name
Zane Ave
Line Ave
Main St
181 st Ave
Base Volume Input [veh/h]
364
125
64
37
55
204
309
477
404
31
414
62
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Right -Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h]
364
125
64
37
55
204
309
477
404
31
414
62
Peak Hour Factor
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
94
32
16
10
14
53
80
123
104
8
107
16
Total Analysis Volume [veh/h]
375
129 1
66
38
57
210
319
11 492
416
32
427
64
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
0
Pedestrian Volume [ped/h]
10
0
0
0
Bicycle Volume [bicycles/h]
10
0
0
0
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D27 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Located in CBD
No
Signal Coordination Group
Permiss Protecte Permiss
Cycle Length [s]
110
Coordination Type
Time of Day Pattern Isolated
Actuation Type
Fully actuated
Offset [s]
0.0
Offset Reference
LeadGreen
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Protecte Permiss
Permiss Permiss Permiss
Permiss Protecte Permiss
Permiss Protecte Permiss Permiss
Signal group
3
8
4
5
2
1
6
Auxiliary Signal Groups
Lead/Lag
Lead
Lead
Lead
Minimum Green [s]
5
10
5
5
10
5
10
Maximum Green [s]
26
45
15
26
25
26
25
Amber [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
All red [s]
1.0
2.0
2.0
1.0
2.0
1.0
2.0
Split [s]
30
50
20
30
30
30
30
Vehicle Extension [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Walk [s]
0
0
0
0
Pedestrian Clearance [s]
0
0
0
0
11, Start -Up Lost Time [s]
2.0
2.0
2.0
2.0
1 2.0
2.0
2.0
12, Clearance Lost Time [s]
2.0
3.0
3.0
2.0
3.0
2.0
3.0
Minimum Recall
No
No
No
No
Yes
No
Yes
Maximum Recall
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
Detector Location [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector Length [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1, Upstream Filtering 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
Exclusive Pedestrian Phase
Pedestrian Signal Group 0
Pedestrian Walk [s] 0
Pedestrian Clearance [s] 0
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D28 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Group Calculations
Spa,ck
Lane Group
L
C
L
C
L
C
R
L
C
C
L, Total Lost Time per Cycle [s]
4.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
11_p, Permitted Start -Up Lost Time [s]
C
B
2.00
C
0.00
I B
I C
0.00
C
I C
12, Clearance Lost Time [s]
2.00
3.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
g_i, Effective Green Time [s]
9
25
12
12
26
20
20
26
11
11
g / C, Green / Cycle
0.15
0.42
0.20
0.20
0.42
0.32
0.32
0.42
1 0.18
0.18
(v / s)_i Volume / Saturation Flow Rate
0.11
0.11
0.03
0.16
0.24
0.14
0.27
0.03
0.14
0.14
s, saturation flow rate [veh/h]
3412
1741
1171
1620
1315
3478
1568
1031
1827
1745
c, Capacity [veh/h]
527
724
224
317
612
1117
503
510
334
319
d1, Uniform Delay [s]
24.58
11.77
26.18
23.71
13.35
16.44
19.21
10.84
23.69
23.72
k, delay calibration
0.11
0.11
0.11
0.16
0.13
0.11
0.17
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
1.79
0.20
0.36
8.42
0.84
0.27
5.44
0.05
T3.37
3.66
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.71
0.27
0.17
0.84
0.52
1 0.44
1 0.83
0.06
1 0.75
1 0.76
d, Delay for Lane Group [s/veh]
26.37
11.97
26.53
32.12
14.20
1 16.71
1 24.65
10.89
27.06
1 27.38
Lane Group LOS
C
B
C
C
B
I B
I C
B
C
I C
Critical Lane Group
50th -Percentile Queue Length [veh]
2.54
1.58
0.51
4.18
2.76
1 2.45
5.52
0.22
3.36
3.27
50th -Percentile Queue Length [ft]
63.58
39.57
12.87
104.49
68.94
F61.27
138.00
5.46
83.96
81.65
95th -Percentile Queue Length [veh]
4.58
2.85
0.93
7.52
4.96
1 4.41
9.37
0.39
6.05
5.88
95th -Percentile Queue Length [ft]
114.44
71.23
23.17
188.08
124.10110.29
234.33
9.83
151.14
146.98
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D29 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Movement, Approach, & Intersection Results
Spa,ck
d_M, Delay for Movement [s/veh]
26.37
11.97
11.97 26.53
1 32.12
32.12 14.20
16.71
24.65 10.89
27.19
27.38
Movement LOS
C
B
B C
C
C B
B
C B
C
C
d_A, Approach Delay [s/veh]
21.44
31.43
18.75
26.21
Approach LOS
C
C
B
C
d_I, Intersection Delay [s/veh]
22.30
Intersection LOS
C
Intersection V/C
0.555
.1 '105 30s LG 3 N3O5
:5 3N YW
rr ■
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D30 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 6: Twin Lakes Rd & 181st Ave
Control Type: All -way stop Delay (sec / veh)
Analysis Method: HCM 2010 Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
12.1
B
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Approach
Northeasttbiound
Southwestbound
Northwestbound
Southeastbound
Lane Configuration
1 41 I I"►
1
11 1 F
1T1hr1u
#11F
11 1 F
1Thru
Turning Movement
Left T1hru Right
Left Right
Left Thru Right
Left Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
2 0
1 0
1 0
1 0
Pocket Length [ft]
200.00FF
175.00
175.00
175.00
Speed [mph]
40.00
40.00
40.00
40.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Base Volume Input [veh/h]
161
178
83
19
64
27
78
327
37
78
416
92
Base Volume Adjustment Factor
1.0000
1 1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
4.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
161
178
83
19
64
27
78
327
37
78
416
92
Peak Hour Factor
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
1 0.9700
0.9700
0.9700
0.9700
0.9700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
41
1 46
21
5
16
7
20
84
10
20
107
24
Total Analysis Volume [veh/h]
166
184
86
20
66
28
807
337
38
80
429
95
Pedestrian Volume [ped/h]
0
0
0
10
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D31 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with S na c k
Version 4.00-02
Intersection Settings
Lanes
Movement, Approach, & Intersection Results
95th -Percentile Queue Length [veh] 0.61
1 0.61
1 1.03
1 0.95 0.11
1 0.26
1 0.24 0.53
1 1.45
1 1.41 0.52
1 2.33
1 2.20
95th -Percentile Queue Length [ft] 15.19
15.19
25.78
23.79 2.79
1 6.44
1 6.06 13.25
1 36.25
1 35.24 12.88
1 58.25
1 54.90
Approach Delay [s/veh] 11.64
9.16
11.85
13.14
Approach LOS B
A
B
B
Intersection Delay [s/veh]
12.09
Intersection LOS
B
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study D32 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
a
Line Avenue Operations
Scenario 2: 2: PM Existing
Traffic Impact Study
D33
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Base Volume
I� a
fL�Ag
309
404
4
4f2
v
Line Avenue Operations
Scenario 2: 2: PM Existing
NCD
f 7r -
N
{ a
8
23
LoIr �
Traffic Impact Study D34 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\AM - Alt A.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa.ck
Scenario 5: AM - Alt A
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
SB Thru
0.000
10.9
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
SEB Left
0.000
11.5
B
3
Twin Lakes Rd & Line Ave
Two-way stop
HCM 2010
WB Left
0.062
17.0
C
4
Line Ave & 3rd St
Two-way stop
HCM 2010
EB Thru
0.000
11.5
B
5
Line Ave & Main St
Signalized
HCM 2010
SB Right
0.393
12.9
B
6
Twin Lakes Rd & 181st Ave
All -way stop
HCM 2010
SWB Right
18.9
C
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D 3 5 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 10.9
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
0
2
94
0
0
18
10
0
0 1
42
130
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
0
2
94
0
0
18T
10
0
0
42
130
Peak Hour Factor
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
1
27
0
0
5
3
0
0
12
38
Total Analysis Volume [veh/h]
1
0
2
109
0
0
21
12
0
0
49
151
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D36 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Stop Free Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
0.14
0.00
0.00
0.02
0.00
u.00
0.00
d_M, Delay for Movement [s/veh]
9.68
10.66
8.39
10.45
10.90
9.67
7.68
7.25
:1.00
0.00
Movement LOS
A
B
A
B
B
A
A
A
A A
A
A
95th -Percentile Queue Length [veh]
0.01
0.01
0.01
0.49
0.49
0.49
0.07
0.07
0.07 0.00
0.00
0.00
95th -Percentile Queue Length [ft]
0.24
1 0.24 1
0.24
12.31
12.31
12.31
1.86
1 1.86
1 1.86 0.00
0.00
0.00
d_A, Approach Delay [s/veh]
8.82
10.45
4.88
0.00
Approach LOS
A
B
A
A
d_I, Intersection Delay [s/veh]
3.85
Intersection LOS
B
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D37 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 11.5
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
35
101
310
115
43
56
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
115
-101
-310
-115
-43
43
Other Volume [veh/h]
0
1
5
0
0
0
Total Hourly Volume [veh/h]
150
1
5
0
0
99
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
42
0
1
0
0
28
Total Analysis Volume [veh/h]
167
1
6
0
0
110
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D 3 8 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.10
0.00
0.10
d_M, Delay for Movement [s/veh]
7.50
11.53
8.73
Movement LOS
A A
A A B
A
95th -Percentile Queue Length [veh]
0.35 0.35
0.00 0.00 0.34
0.34
95th -Percentile Queue Length [ft]
8.73 8.73
0.00 0.00 8.54
8.54
d_A, Approach Delay [s/veh]
7.45
0.00 8.73
Approach LOS
A
A A
d_I, Intersection Delay [s/veh]
7.79
Intersection LOS
B
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D39 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Snack
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 17.0
HCM 2010 Level Of Service: C
15 minutes Volume to Capacity (v/c): 0.062
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
#11 r
I Imo►
+
+
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
0 1
0 0
0 0
Pocket Length [ft]
100.00 100.00
175.00
1.0000
1.0000
Speed [mph]
40.00
40.00
30.00
30.00
Grade [%]
0.00
0.00 10.00
3.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
34
63
1
1
127
375
115
3
24
4
1 14
1
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-34
117
3
0
377
-377
115
-3
-24
14
-14
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
180
4
1
504
0
OT
0
0
18
1 0 1
1
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
1 0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
50
1
0
140
0
0
0
0
5
0
0
Total Analysis Volume [veh/h]
0
200
4
1
560
0
0
0
0
20
0
1
Pedestrian Volume [ped/h]
0
0
10
10
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D40 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median i
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
u.00
0.00
0.01
0.00
1 0.00
0.00
0.06
0.00
0.00
d_M, Delay for Movement [s/veh]
8.58
0.00
7.65
G
16.31
15.86
11.85
16.99
16.55
10.04
Movement LOS
A
A
A A
A
A C
C
B
C
C
B
95th -Percentile Queue Length [veh]
0.00
0.00
0.00 2.06
2.06
0.00 0.00
0.00
0.00
0.20
0.20
0.20
95th -Percentile Queue Length [ft]
0.00
1 0.00
0.00 51.49
51.49
0.00 0.00
0.00
1 0.00
5.07
5.07
5.07
d_A, Approach Delay [s/veh]
0.00
0.01
14.67
16.66
Approach LOS
A
A
B
C
d_I, Intersection Delay [s/veh]
0.45
Intersection LOS
C
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D 41 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 4: Line Ave & 3rd St
Delay (sec / veh): 11.5
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Line Ave
Line Ave
3rd St
3rd St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
6
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
3rd St
3rd St
Base Volume Input [veh/h]
6
135
24
7
352
6
1
0
28
2 1
0
1
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
5
15
6
-6
-256
-5
1
0
1
0
0
0
Other Volume [veh/h]
0
5
0
0
1
0
0
1 0
0
0
0
0
Total Hourly Volume [veh/h]
11
155
30
1
97
1
0
0
29
2
0
1
Peak Hour Factor
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
3
45
9
0
28
0
0
0
8
1
0
0
Total Analysis Volume [veh/h]
13
178
34
1
111
1
0
0
33
2
0
1
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D42 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median i
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
u.00
0.00
0.00
0.00
1 0.00
0.04
0.00
0.00
0.00
d_M, Delay for Movement [s/veh]
7.47
0.00
7.66
G
11.03
11.51
8.97
11.28
11.26
9.29
Movement LOS
A
A A
A
A
A B
B
A
B
B
A
95th -Percentile Queue Length [veh]
0.54
FO.54 0.54
0.27
0.27
0.27 0.11
0.11
0.11
0.01
0.01
0.01
95th -Percentile Queue Length [ft]
13.49
1 13.49 13.49
6.83
6.83
6.83 2.73
1 2.73
1 2.73
0.35
0.35
0.35
d_A, Approach Delay [s/veh]
0.43
0.07
8.97
10.62
Approach LOS
A
A
A
B
d_I, Intersection Delay [s/veh]
1.16
Intersection LOS
B
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D43 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Snack
Intersection Level Of Service Report
Intersection 5: Line Ave & Main St
Control Type: Signalized Delay (sec / veh): 12.9
Analysis Method: HCM 2010 Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.393
Intersection Setup
Name
Zane Ave
Line Ave
Line Ave
Main St
Main St
181 st Ave
Approach
181 st Ave
Northbound
Base Volume Input [veh/h]
Southbound
19
Eastbound
29
26
Westbound
Lane Configuration
381
#7 I"►
1
1
16
*1�
30
l j r
1.0000
1 1.0000
i l F
Turning Movement
Left
Th1ru Right
Left
Thru Right
Left
Thru
Right
Left
Thru Right
Lane Width [ft]
12.00
12.00 12.00
12.00
12.00 12.00
12.00
12.00
12.00
12.00
12.00 12.00
No. of Lanes in Pocket
2
0
1
0
1
1.00
1
1
0
Pocket Length [ft]
225.00
1.00
75.00
1.00
175.00
0
75.00
100.00
0
Speed [mph]
0
30.00
130.00
0
135.00
0
0
Site -Generated Trips [veh/h]
40.00
Grade [%]
0
0.00
0
0.00
0
0.00
0
6
0.00
Crosswalk
Diverted Trips [veh/h]
Yes
0
Yes
0
Yes
0
0
Yes
volumes
Name
Zane Ave
Line Ave
Main St
181 st Ave
Base Volume Input [veh/h]
84
19
18
29
26
326
113
381
144
16
467
30
Base Volume Adjustment Factor
1.0000
1 1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
-14
14
44
-21
-278
86
86
0
21
278
126
Other Volume [veh/h]
0
0
0
0
0
5
1
0
0
0
0
0
Right -Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h]
84
5
32
73
5
53
28
467
144
37
745
156
Peak Hour Factor
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
24
1
9
21
1
15
8
134
41
11
214
45
Total Analysis Volume [veh/h]
97
6 1
37
84
6
61
32
1 537
166
43
856
179
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
0
Pedestrian Volume [ped/h]
10
0
0
0
Bicycle Volume [bicycles/h]
10
0
0
0
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D44 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Located in CBD
No
Signal Coordination Group
Permiss Protecte Permiss
Cycle Length [s]
100
Coordination Type
Time of Day Pattern Isolated
Actuation Type
Fully actuated
Offset [s]
0.0
Offset Reference
LeadGreen
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Protecte Permiss
Permiss Permiss Permiss
Permiss Protecte Permiss
Permiss Protecte Permiss Permiss
Signal group
3
8
4
5
2
1
6
Auxiliary Signal Groups
Lead/Lag
Lead
Lead
Lead
Minimum Green [s]
5
10
5
5
10
5
10
Maximum Green [s]
11
40
25
11
35
11
35
Amber [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
All red [s]
1.0
2.0
2.0
1.0
2.0
1.0
2.0
Split [s]
15
45
30
15
40
15
40
Vehicle Extension [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Walk [s]
0
0
0
0
Pedestrian Clearance [s]
0
0
0
0
11, Start -Up Lost Time [s]
2.0
2.0
2.0
2.0
1 2.0
2.0
2.0
12, Clearance Lost Time [s]
2.0
3.0
3.0
2.0
3.0
2.0
3.0
Minimum Recall
No
No
No
No
Yes
No
Yes
Maximum Recall
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
Detector Location [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector Length [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1, Upstream Filtering 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
Exclusive Pedestrian Phase
Pedestrian Signal Group 0
Pedestrian Walk [s] 0
Pedestrian Clearance [s] 0
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D45 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Group Calculations
Spa,ck
Lane Group
L
C
L
C
L
C
R
L
C
C
L, Total Lost Time per Cycle [s]
4.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
11_p, Permitted Start -Up Lost Time [s]
B
B
2.00
C
0.00
B
A
0.00
B
I B
12, Clearance Lost Time [s]
2.00
3.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
g_i, Effective Green Time [s]
3
10
3
3
21
15
15
21
16
16
g / C, Green / Cycle
0.08
0.25
0.07
0.07
0.51
0.37
0.37
0.51
1 0.38
0.38
(v / s)_i Volume / Saturation Flow Rate
0.03
0.03
0.06
0.04
0.04
0.15
0.11
0.04
0.29
0.29
s, saturation flow rate [veh/h]
3412
1601
1345
1589
743
3478
1568
1025
1 1827
1719
c, Capacity [veh/h]
278
401
182
116
497
1270
573
682
685
645
d1, Uniform Delay [s]
18.05
12.00
20.78
18.67
6.58
9.91
9.37
5.43
11.46
11.47
k, delay calibration
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1 1.00
1.00
d2, Incremental Delay [s]
0.74
0.12
1.82
4.52
0.05
0.22
0.28
0.04
1.95
2.07
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.35
0.11
0.46
0.58
0.06
0.42
0.29
0.06
1 0.78
1 0.78
d, Delay for Lane Group [s/veh]
18.80
12.12
22.60
23.18
6.63
10.13
9.65
5.46
13.41
1 13.54
Lane Group LOS
B
B
C
C
A
B
A
A
B
I B
Critical Lane Group
50th -Percentile Queue Length [veh]
0.41
0.27
0.86
0.69
0.09
1.37
0.82
0.11
3.27
3.10
50th -Percentile Queue Length [ft]
10.31
6.68
21.49
17.28
2.25
34.30
20.58
2.73
81.80
77.59
95th -Percentile Queue Length [veh]
0.74
0.48
1.55
1.24
0.16
1 2.47
1.48
0.20
5.89
5.59
95th -Percentile Queue Length [ft]
18.56
12.02
38.68
31.10
4.06
61.73
37.04
4.91
147.24
139.66
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D46 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Movement, Approach, & Intersection Results
Spa,ck
d_M, Delay for Movement [s/veh]
18.80
12.12
12.12 22.60
1 23.18
23.18 6.63
10.13
9.65
5.46
13.46
13.54
Movement LOS
B
B
B C
C
C A
B
A
A
B
B
d_A, Approach Delay [s/veh]
16.75
22.86
9.87
13.15
Approach LOS
B
C
A
B
d_I, Intersection Delay [s/veh]
12.94
Intersection LOS
B
Intersection V/C
0.393
■
ti
ti
ti
ti
ti
ti
ti
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D47 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 6: Twin Lakes Rd & 181st Ave
Control Type: All -way stop Delay (sec / veh)
Analysis Method: HCM 2010 Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
18.9
C
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Approach
Northeasttbiound
Southwestbound
Northwestbound
Southeastbound
Lane Configuration
1 41 I I"►
1
11 1 F
1T1hr1u
#11F
11 1 F
1Thru
Turning Movement
Left T1hru Right
Left Right
Left Thru Right
Left Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
2 0
1 0
1 0
1 0
Pocket Length [ft]
200.00FF
175.00
175.00
175.00
Speed [mph]
40.00
40.00
40.00
40.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Base Volume Input [veh/h]
142
59
36
22
138
30
71
345
11
19
175
231
Base Volume Adjustment Factor
1.0000
1 1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
4.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
29
-29
0
-3
-21
391
0
5
-5
120
3
21
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
171
30
36
19
117
421
71
350
6
139
178
252
Peak Hour Factor
0.8300
0.8300
0.8300
0.8300
0.8300
0.8300
0.8300
1 0.8300
0.8300
0.8300
0.8300
0.8300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
52
1 9
11
6
35
127
217
105
2
42
54
76
Total Analysis Volume [veh/h]
206
36
43
23
141
507
86
7 422
7
167
214
304
Pedestrian Volume [ped/h]
0
0
0
10
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D48 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with S na c k
Version 4.00-02
Intersection Settings
Lanes
Movement, Approach, & Intersection Results
95th -Percentile Queue Length [veh] 0.86
1 0.86
1 0.24
0.27 0.14
1.02
9.08 0.68
2.21
2.20 1.60
2.15
3.46
95th -Percentile Queue Length [ft] 21.62F21.62
T
6.09
6.76 3.48
25.42
226.97 16.93
55.29
55.06 40.04
53.79
86.43
Approach Delay [s/veh] 12.29
27.38
15.14
16.19
Approach LOS B
D
C
C
Intersection Delay [s/veh]
18.91
Intersection LOS
C
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study D49 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
a
Line Avenue Operations
Scenario 5: 5: AM - Alt A
Traffic Impact Study
D50
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
a
Line Avenue Operations
Scenario 5: 5: AM - Alt A
R
0
o
CD
Qeoer
4
T
Dh�
7j` 9
{
3s
R
0
o
CD
Qeoer
4
rte'
{
0
9
029
_
- 0
Traffic Impact Study D51 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\PM - Alt A.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa c,k
Scenario 8: PM - Alt A
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
SB Thru
0.004
14.1
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
SEB Left
0.000
13.4
B
3
Twin Lakes Rd & Line Ave
Two-way stop
HCM 2010
WB Left
0.052
19.0
C
4
Line Ave & 3rd St
Two-way stop
HCM 2010
WB Left
0.085
14.9
B
5
Line Ave & Main St
Signalized
HCM 2010
SB Left
0.515
20.3
C
6
Twin Lakes Rd & 181st Ave
All -way stop
HCM 2010
SEB Left
19.2
C
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D52 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 14.1
Level Of Service: B
Volume to Capacity (v/c): 0.004
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
2
2
168
2
5
54
33
3
3 1
40
206
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
2
2
168
2
5
54
33
3
3
40
206
Peak Hour Factor
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
1
46
1
1
15
9
1
1
11
57
Total Analysis Volume [veh/h]
1
2
2
185
2
5
59
36
3
3
44
226
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D53 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Stop Free Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
0.31
0.00
0.01
0.05
0.00
u.00
0.00
d_M, Delay for Movement [s/veh]
11.04
12.39
8.53
13.67
14.07
11.77
7.93
7.31
:1.00
0.00
Movement LOS
B
B
A
B
B
B
A
A
A A
A
A
95th -Percentile Queue Length [veh]
0.02
FO.02
0.02
1.35
1.35
1.35
0.25
0.25
0.25 0.63
0.63
0.63
95th -Percentile Queue Length [ft]
0.58
1 0.58
0.58
33.71
33.71
33.71
6.17
6.17
1 6.17 15.79
15.79
15.79
d_A, Approach Delay [s/veh]
10.58
13.62
4.77
0.08
Approach LOS
B
B
A
A
d_I, Intersection Delay [s/veh]
5.56
Intersection LOS
B
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D54 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 13.4
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
128
320
168
98
80
71
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
98
320
-168
-98
-80
80
Other Volume [veh/h]
0
5
2
0
0
0
Total Hourly Volume [veh/h]
226
5
2
0
0
151
Peak Hour Factor
0.9500
0.9500
0.9500
0.9500
0.9500
0.9500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
59
1
1
0
0
40
Total Analysis Volume [veh/h]
238
5
2
0
0
159
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D55 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.15
0.00
0.15
d_M, Delay for Movement [s/veh]
7.62
13.39
8.91
Movement LOS
A A
A A
B
A
95th -Percentile Queue Length [veh]
0.53 0.53
0.00 0.00
0.52
0.52
95th -Percentile Queue Length [ft]
13.25 13.25
0.00 0.00
12.90
12.90
d_A, Approach Delay [s/veh]
7.46
0.00
8.91
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
7.99
Intersection LOS
B
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D56 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Snack
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 19.0
HCM 2010 Level Of Service: C
15 minutes Volume to Capacity (v/c): 0.052
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
#11 r
I Imo►
+
+
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
0 1
0 0
0 0
Pocket Length [ft]
100.00 100.00
175.00
1.0000
1.0000
Speed [mph]
40.00
40.00
30.00
30.00
Grade [%]
0.00
0.00 10.00
3.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
55
191
9
0
111
168
361
13
23
2
1 11
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-55
364
13
0
168
-168
364
-13
-23
11
-11
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
555
22
0
279
0
0
0
0
13
0
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
145
6
0
73
0
0
0
0
3
0
0
Total Analysis Volume [veh/h]
0
578
23
0
291
0
0
0
0
14
0
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D57 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median i
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
u.01
0.00
0.00
0.00
1 0.00
0.00
0.05
0.00
0.00
d_M, Delay for Movement [s/veh]
7.85
0.00
8.71
G
18.52
17.85
9.83
19.00
18.18
12.73
Movement LOS
A
A
A A
A
A C
C
A
C
C
B
95th -Percentile Queue Length [veh]
0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
0.16
0.16
0.16
95th -Percentile Queue Length [ft]
0.00
1 0.00
0.00 0.00
0.00
0.00 0.00
0.00 1
0.00
4.06
4.06
4.06
d_A, Approach Delay [s/veh]
0.00
0.00
15.40
19.00
Approach LOS
A
A
C
C
d_I, Intersection Delay [s/veh]
0.29
Intersection LOS
C
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D58 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 4: Line Ave & 3rd St
Delay (sec / veh): 14.9
Level Of Service: B
Volume to Capacity (v/c): 0.085
Name
Line Ave
Line Ave
3rd St
3rd St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
56
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
3rd St
3rd St
Base Volume Input [veh/h]
56
434
8
1
239
2
5
0
36
23 1
0
13
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
1
-209
1
-1
-86
-1
4
0
4
9
0
-9
Other Volume [veh/h]
0
5
0
0
2
0
0
0
1 0
0 1
0
1 0
Total Hourly Volume [veh/h]
57
230
9
0
155
1
1
0
40
32
0
4
Peak Hour Factor
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
15
62
2
0
42
0
0
0
11
9
0
1
Total Analysis Volume [veh/h]
61
247
10
0
167
1
1
0
43
34
0
4
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D59 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.04
u.00
0.00
0.00
0.00
1 0.00
0.05
0.09
0.00
0.01
d_M, Delay for Movement [s/veh]
7.68
0.00
7.77
G
13.62
13.79
9.35
14.90
14.36
10.44
Movement LOS
A
A A
A
A
A B
B
A
B
B
B
95th -Percentile Queue Length [veh]
0.87
FO.87 0.87
0.00
0.00
0.00 0.16
0.16
0.16
0.30
0.30
0.30
95th -Percentile Queue Length [ft]
21.83
1 21.83 21.83
0.00
0.00
0.00 4.07
1 4.07 1
4.07
7.42
7.42
7.42
d_A, Approach Delay [s/veh]
1.47
0.00
9.44
14.43
Approach LOS
A
A
A
B
d_I, Intersection Delay [s/veh]
2.52
Intersection LOS
B
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D60 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Spark
Intersection Level Of Service Report
Intersection 5: Line Ave & Main St
Control Type: Signalized Delay (sec / veh): 20.3
Analysis Method: HCM 2010 Level Of Service: C
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.515
Intersection Setup
Name
Zane Ave
Line Ave
Line Ave
Main St
Main St
181 st Ave
Approach
181 st Ave
Northbound
Base Volume Input [veh/h]
Southbound
125
Eastbound
37
55
Westbound
Lane Configuration
477
#7 I"►
1
1
31
*1�
62
l j r
1.0000
1.0000
i l F
Turning Movement
Left
Th1ru Right
Left
Thru Right
Left
Thru
Right
Left
Thru Right
Lane Width [ft]
12.00
12.00 12.00
12.00
12.00 12.00
12.00
12.00
12.00
12.00
12.00 12.00
No. of Lanes in Pocket
2
0
1
0
1
1.00
1
1
0
Pocket Length [ft]
225.00
1.00
75.00
1.00
175.00
0
75.00
100.00
0
Speed [mph]
0
30.00
130.00
0
135.00
0
0
Site -Generated Trips [veh/h]
40.00
Grade [%]
0
0.00
0
0.00
0
0.00
0
6
0.00
Crosswalk
Diverted Trips [veh/h]
Yes
0
Yes
0
Yes
0
0
Yes
volumes
Name
Zane Ave
Line Ave
Main St
181 st Ave
Base Volume Input [veh/h]
364
125
64
37
55
204
309
477
404
31
414
62
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
-88
88
93
-36
-130
219
219
0
36
98
100
Other Volume [veh/h]
0
0
0
0
0
2
5
0
0
0
0
0
Right -Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h]
364
37
152
130
19
76
95
696
404
67
512
162
Peak Hour Factor
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
94
10
39
34
5
20
24
179
104
17
132
42
Total Analysis Volume [veh/h]
375
38 1
157
134
20
78
98
718
416
69
528
167
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
0
Pedestrian Volume [ped/h]
10
0
10
0
Bicycle Volume [bicycles/h]
10
0
10
0
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D 61 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Located in CBD
No
Signal Coordination Group
Permiss Protecte Permiss
Cycle Length [s]
110
Coordination Type
Time of Day Pattern Isolated
Actuation Type
Fully actuated
Offset [s]
0.0
Offset Reference
LeadGreen
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Protecte Permiss
Permiss Permiss Permiss
Permiss Protecte Permiss
Permiss Protecte Permiss Permiss
Signal group
3
8
4
5
2
1
6
Auxiliary Signal Groups
Lead/Lag
Lead
Lead
Lead
Minimum Green [s]
5
10
5
5
10
5
10
Maximum Green [s]
26
45
15
26
25
26
25
Amber [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
All red [s]
1.0
2.0
2.0
1.0
2.0
1.0
2.0
Split [s]
30
50
20
30
30
30
30
Vehicle Extension [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Walk [s]
0
0
0
0
Pedestrian Clearance [s]
0
0
0
0
11, Start -Up Lost Time [s]
2.0
2.0
2.0
2.0
1 2.0
2.0
2.0
12, Clearance Lost Time [s]
2.0
3.0
3.0
2.0
3.0
2.0
3.0
Minimum Recall
No
No
No
No
Yes
No
Yes
Maximum Recall
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
Detector Location [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector Length [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1, Upstream Filtering 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
Exclusive Pedestrian Phase
Pedestrian Signal Group 0
Pedestrian Walk [s] 0
Pedestrian Clearance [s] 0
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D62 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Group Calculations
Spa,ck
Lane Group
L
C
L
C
L
C
R
L
C
C
L, Total Lost Time per Cycle [s]
4.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
11_p, Permitted Start -Up Lost Time [s]
C
B
2.00
C
0.00
I B
I C
0.00
B
I B
12, Clearance Lost Time [s]
2.00
3.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
g_i, Effective Green Time [s]
9
23
10
10
27
19
19
27
19
19
g / C, Green / Cycle
0.16
0.38
0.16
0.16
0.45
0.32
0.32
0.45
0.31
0.31
(v / s)_i Volume / Saturation Flow Rate
0.11
0.12
0.11
0.06
0.10
0.21
0.27
0.07
0.20
0.20
s, saturation flow rate [veh/h]
3412
1615
1171
1617
970
3478
1568
934
1827
1679
c, Capacity [veh/h]
529
623
176
264
486
1119
505
-469T
569
523
d1, Uniform Delay [s]
23.87
12.77
29.19
22.17
10.67
17.25
18.63
10.52
17.58
17.60
k, delay calibration
0.11
0.11
0.11
0.11
0.11
0.11
0.16
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
1.76
0.28
6.69
0.86
0.20
0.62
4.99
0.14
1.18
1.30
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.71
0.31
0.76
0.37
0.20
1 0.64
1 0.82
0.15
1 0.64
1 0.64
d, Delay for Lane Group [s/veh]
25.63
13.06
35.88
23.04
10.87
17.87
23.62
10.67
18.77
1 18.90
Lane Group LOS
C
B
D
C
B
I B
I C
B
B
I B
Critical Lane Group
50th -Percentile Queue Length [veh]
2.46
1.66
2.18
1.20
0.65
1 3.75
5.27
0.43
3.80
3.52
50th -Percentile Queue Length [ft]
61.44
41.49
54.45
30.10
16.29
F93.73
131.78
10.86
95.01
88.10
95th -Percentile Queue Length [veh]
4.42
2.99
3.92
2.17
1.17
1 6.75
9.04
0.78
6.84
6.34
95th -Percentile Queue Length [ft]
110.60
74.68
98.01
54.18
29.33168.71
225.91
19.55
171.01
158.59
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D63 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Movement, Approach, & Intersection Results
Spa,ck
d_M, Delay for Movement [s/veh]
25.63
13.06
13.06 35.88
1 23.04
23.04 10.87
17.87
23.62 10.67
18.81
18.90
Movement LOS
C
B
B D
C
C B
B
C B
B
B
d_A, Approach Delay [s/veh]
21.33
30.46
19.25
18.09
Approach LOS
C
C
B
B
d_I, Intersection Delay [s/veh]
20.29
Intersection LOS
C
Intersection V/C
0.515
SG 3 305 djLfia
i'
IG: 5 3N 16 ■
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D64 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 6: Twin Lakes Rd & 181st Ave
Control Type: All -way stop Delay (sec / veh)
Analysis Method: HCM 2010 Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
19.2
C
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Approach
Northeasttbiound
Southwestbound
Northwestbound
Southeastbound
Lane Configuration
1 41 I I"►
1
11 1 F
1T1hr1u
#11F
11 1 F
1Thru
Turning Movement
Left T1hru Right
Left Right
Left Thru Right
Left Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
2 0
1 0
1 0
1 0
Pocket Length [ft]
200.00FF
175.00
175.00
175.00
Speed [mph]
40.00
40.00
40.00
40.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Base Volume Input [veh/h]
161
178
83
19
64
27
78
327
37
78
416
92
Base Volume Adjustment Factor
1.0000
1 1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
4.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
46
-46
0
-5
-18
179
0
9
-9
377
5
18
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
207
132
83
14
46
206
78
336
28
455
421
110
Peak Hour Factor
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
53
34
21
4
12
53
20
87
7
117
109
28
Total Analysis Volume [veh/h]
213
136
86
14
47
212
80
346
29
469
434
113
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D65 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with S na c k
Version 4.00-02
Intersection Settings
Lanes
Movement, Approach, & Intersection Results
95th -Percentile Queue Length [veh] 0.96
1 0.96
1 0.95
1 0.87 0.08
1 0.26
1 1.46 0.60
1 1.71
1 1.68 9.87
2.60
2.44
95th -Percentile Queue Length [ft] 24.10
24.10
23.74
21.87 1.96
1 6.57
1 36.60 15.00
1 42.79
1 41.98 246.65
65.01
60.92
Approach Delay [s/veh] 13.26
10.80
13.58
26.60
Approach LOS B
B
B
D
Intersection Delay [s/veh]
19.24
Intersection LOS
C
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D66 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
a
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study
D67
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Sp7--r ark
F4-a_aa
Line Avenue Operations
Scenario 8: 8: PM - Alt A
Traffic Impact Study D68 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\AM - Alt B.pdf
Line Avenue Operations
Intersection Analysis Summary
Spack
Scenario 4: AM - Alt B
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
SB Thru
0.000
11.6
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
SEB Left
0.158
9.2
A
3
Twin Lakes Rd & Line Ave
Two-way stop
HCM 2010
EB Left
0.219
21.7
C
4
Line Ave & 3rd St
Two-way stop
HCM 2010
EB Thru
0.000
9.5
A
5
Line Ave & Main St
Signalized
HCM 2010
SB Right
0.309
11.6
B
6
Twin Lakes Rd & 181st Ave
All -way stop
HCM 2010
SWB Right
14.7
B
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D69 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 11.6
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
0
2
94
0
0
18
10
0
0 1
42
130
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
9
46
0
0
0
-9
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
0
2
94
0
0
27T
56
0
0
42
121
Peak Hour Factor
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
1
27
0
0
8
16
0
0
12
35
Total Analysis Volume [veh/h]
1
0
2
109
0
0
31
65
0
0
49
141
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D70 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Stop Free Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
0.16
0.00
0.00
0.02
0.00
u.00
0.00
d_M, Delay for Movement [s/veh]
10.21
11.18
8.63
11.19
11.61
9.85
7.67
7.35
:1.00
0.00
Movement LOS
B
B
A
B
B
A
A
A
A A
A
A
95th -Percentile Queue Length [veh]
0.01
0.01
0.01
0.56
0.56
0.56
0.22
0.22
0.22 0.00
0.00
0.00
95th -Percentile Queue Length [ft]
0.26
1 0.26 1
0.26
13.96
13.96
13.96
5.61
1 5.61
1 5.61 0.00
0.00
0.00
d_A, Approach Delay [s/veh]
9.16
11.19
2.48
0.00
Approach LOS
A
B
A
A
d_I, Intersection Delay [s/veh]
3.73
Intersection LOS
B
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D 71 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 9.2
Level Of Service: A
Volume to Capacity (v/c): 0.158
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
35
101
310
115
43
56
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-35
101
-310
26
102
-56
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
0
0
141
145
0
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
0
39
40
0
Total Analysis Volume [veh/h]
0
0
0
157
161
0
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D72 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.16
0.00
d_M, Delay for Movement [s/veh]
7.54
9.19
8.99
Movement LOS
A A
A A A
A
95th -Percentile Queue Length [veh]
0.00 0.00
0.00 0.00 0.56
0.56
95th -Percentile Queue Length [ft]
0.00 0.00
0.00 0.00 13.97
13.97
d_A, Approach Delay [s/veh]
3.77
0.00
9.19
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
4.65
Intersection LOS
A
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D73 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Spark
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 21.7
HCM 2010 Level Of Service: C
15 minutes Volume to Capacity (v/c): 0.219
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
#11 r
I Imo►
+
+
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
0 1
0 0
0 0
Pocket Length [ft]
100.00 100.00
175.00
1.0000
1.0000
Speed [mph]
40.00
40.00
30.00
30.00
Grade [%]
0.00
0.00 10.00
3.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
34
63
1
1
127
375
115
3
24
4
1 14
1
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
26
55
1
0
299
-299
54
-1
56
11
-11
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
60
118
2
1
426
76
61
2
80
15
3
1
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
17
33
1
0
118
21
17
1
22
4
1
0
Total Analysis Volume [veh/h]
67
131
2
1
473
84
68
2
89
17
3
1
Pedestrian Volume [ped/h]
0
0
10
10
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D74 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median i
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.07
0.00
0.00
0.00
0.22
1 0.01
0.15
0.07
0.01
0.00
d_M, Delay for Movement [s/veh]
8.82
0.00
7.49
G
21.67
21.33
16.17
20.68
18.76
10.12
Movement LOS
A
A
A A
A
A C
C
C
C
C
B
95th -Percentile Queue Length [veh]
0.21
0.00
0.00 1.45
1.45
0.00 1.72
1.72
1.72
0.26
0.26
0.26
95th -Percentile Queue Length [ft]
5.33
1 0.00
0.00 36.16
36.16
0.00 43.06
1 43.06
1 43.06
6.47
6.47
6.47
d_A, Approach Delay [s/veh]
2.96
0.01
18.59
19.90
Approach LOS
A
A
C
C
d_I, Intersection Delay [s/veh]
4.23
Intersection LOS
C
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D75 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 4: Line Ave & 3rd St
Delay (sec / veh): 9.5
Level Of Service: A
Volume to Capacity (v/c): 0.000
Name
Line Ave
Line Ave
3rd St
3rd St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
6
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
3rd St
3rd St
Base Volume Input [veh/h]
6
135
24
7
352
6
1
0
28
2 1
0
1
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
6
-135
7
-7
-352
-6
1
0
1
1
0
-1
Other Volume [veh/h]
0
1
0
0
4
0
0
0
1 0
0 1
0
1 0
Total Hourly Volume [veh/h]
12
1
31
0
4
0
OT
0
29
3 1
0
1 0
Peak Hour Factor
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700 1
0.8700
0.8700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
3
0
9
0
1
0
0
0
8
1
F 0
0
Total Analysis Volume [veh/h]
14
1
36
0
5
0
0
0
33
3
0
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D76 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median i
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
u.00
0.00
0.00
0.00
1 0.00
0.03
0.00
0.00
0.00
d_M, Delay for Movement [s/veh]
7.26
0.00
7.30
G
8.94
9.54
8.45
9.07
9.35
8.42
Movement LOS
A
A
A A
A
A A
A
A
A
A
A
95th -Percentile Queue Length [veh]
0.10
0.10
0.10 0.00
0.00
0.00 0.09
0.09
0.09
0.01
0.01
0.01
95th -Percentile Queue Length [ft]
2.45
1 2.45
2.45 0.00
0.00
0.00 2.37
2.37
1 2.37
0.25
0.25
0.25
d_A, Approach Delay [s/veh]
1.99
0.00
8.45
9.07
Approach LOS
A
A
A
A
d_I, Intersection Delay [s/veh]
4.43
Intersection LOS
A
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D77 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Spark
Intersection Level Of Service Report
Intersection 5: Line Ave & Main St
Control Type: Signalized Delay (sec / veh): 11.6
Analysis Method: HCM 2010 Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.309
Intersection Setup
Name
Zane Ave
Line Ave
Line Ave
Main St
Main St
181 st Ave
Approach
181 st Ave
Northbound
Base Volume Input [veh/h]
Southbound
19
Eastbound
29
26
Westbound
Lane Configuration
381
#7 I"►
1
1
16
*1�
30
l j r
1.0000
1 1.0000
i l F
Turning Movement
Left
Th1ru Right
Left
Thru Right
Left
Thru
Right
Left
Thru Right
Lane Width [ft]
12.00
12.00 12.00
12.00
12.00 12.00
12.00
12.00
12.00
12.00
12.00 12.00
No. of Lanes in Pocket
2
0
1
0
1
1.00
1
1
0
Pocket Length [ft]
225.00
1.00
75.00
1.00
175.00
0
75.00
100.00
0
Speed [mph]
0
30.00
130.00
0
135.00
0
0
Site -Generated Trips [veh/h]
40.00
Grade [%]
0
0.00
0
0.00
0
0.00
0
6
0.00
Crosswalk
Diverted Trips [veh/h]
Yes
0
Yes
0
Yes
0
0
Yes
volumes
Name
Zane Ave
Line Ave
Main St
181 st Ave
Base Volume Input [veh/h]
84
19
18
29
26
326
113
381
144
16
467
30
Base Volume Adjustment Factor
1.0000
1 1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
8
-16
8
-25
-24
-302
94
47
0
24
302
-12
Other Volume [veh/h]
0
0
0
0
1
3
1
0
0
0
0
0
Right -Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h]
92
3
26
4
3
27
20
428
144
40
769
18
Peak Hour Factor
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
0.87000.8700
0.8700
0.8700
0.8700
0.8700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
26
1
7
1
1
8
6
123
41
11
221
5
Total Analysis Volume [veh/h]
106
3 1
30
5
3
31
23
1 492
166
46
884
21
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
0
Pedestrian Volume [ped/h]
10
0
0
0
Bicycle Volume [bicycles/h]
10
0
0
0
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D78 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Located in CBD
No
Signal Coordination Group
Permiss Protecte Permiss
Cycle Length [s]
100
Coordination Type
Time of Day Pattern Isolated
Actuation Type
Fully actuated
Offset [s]
0.0
Offset Reference
LeadGreen
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Protecte Permiss
Permiss Permiss Permiss
Permiss Protecte Permiss
Permiss Protecte Permiss Permiss
Signal group
3
8
4
5
2
1
6
Auxiliary Signal Groups
Lead/Lag
Lead
Lead
Lead
Minimum Green [s]
5
10
5
5
10
5
10
Maximum Green [s]
11
40
25
11
35
11
35
Amber [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
All red [s]
1.0
2.0
2.0
1.0
2.0
1.0
2.0
Split [s]
15
45
30
15
40
15
40
Vehicle Extension [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Walk [s]
0
0
0
0
Pedestrian Clearance [s]
0
0
0
0
11, Start -Up Lost Time [s]
2.0
2.0
2.0
2.0
1 2.0
2.0
2.0
12, Clearance Lost Time [s]
2.0
3.0
3.0
2.0
3.0
2.0
3.0
Minimum Recall
No
No
No
No
Yes
No
Yes
Maximum Recall
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
Detector Location [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector Length [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1, Upstream Filtering 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
Exclusive Pedestrian Phase
Pedestrian Signal Group 0
Pedestrian Walk [s] 0
Pedestrian Clearance [s] 0
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D79 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Group Calculations
Spa,ck
Lane Group
L
C
L
C
L
C
R
L
C
C
L, Total Lost Time per Cycle [s]
4.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
11_p, Permitted Start -Up Lost Time [s]
B
B
2.00
C
0.00
I B
I A
0.00
B
I B
12, Clearance Lost Time [s]
2.00
3.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
g_i, Effective Green Time [s]
3
9
1
1
17
11
11
17
12
12
g / C, Green / Cycle
0.09
0.24
0.04
0.04
0.48
0.32
0.32
0.48
0.34
0.34
(v / s)_i Volume / Saturation Flow Rate
0.03
0.02
0.00
0.02
0.03
0.14
0.11
0.04
0.25
0.25
s, saturation flow rate [veh/h]
3412
1590
1357
1589
810
3478
1568
1086
1 1827
1812
c, Capacity [veh/h]
314
387
200
65
554
1105
498
722
623
617
d1, Uniform Delay [s]
15.42
10.59
18.11
17.02
5.82
9.82
9.43
5.24
10.48
10.48
k, delay calibration
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1 1.00
1.00
d2, Incremental Delay [s]
0.63
0.09
0.05
6.23
0.03
0.28
0.39
0.04
1.67
1.68
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.34
0.09
0.03
0.52
0.04
1 0.45
1 0.33
0.06
1 0.73
1 0.73
d, Delay for Lane Group [s/veh]
16.05
10.68
18.16
23.25
5.85
1 10.10
1 9.82
5.28
12.15
1 12.16
Lane Group LOS
B
B
B
C
A
I B
I A
A
B
I B
Critical Lane Group
50th -Percentile Queue Length [veh]
0.37
0.17
0.04
0.35
0.05
1.11
0.75
0.10
2.27
2.26
50th -Percentile Queue Length [ft]
9.20
4.21
0.97
8.68
1.34
27.85
18.69
2.40
56.79
56.38
95th -Percentile Queue Length [veh]
0.66
0.30
0.07
0.63
0.10
2.01
1.35
0.17
4.09
4.06
95th -Percentile Queue Length [ft]
16.55
7.58
1.74
15.63
2.42
50.13
33.64
4.32
102.22
101.49
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D80 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Movement, Approach, & Intersection Results
Spa c,,k
d_M, Delay for Movement [s/veh]
16.05
10.68
10.68 18.16
1 23.25
1 23.25 5.85
1 10.10
1 9.82
5.28
1 12.15
1 12.16
Movement LOS
B
B
B B
C
I C A
I B
I A
A
I B
I B
d_A, Approach Delay [s/veh]
14.78
22.60
9.89
11.82
Approach LOS
B
C
A
B
d_I, Intersection Delay [s/veh]
11.55
Intersection LOS
B
Intersection V/C
0.309
■
ti
ti
ti
ti
ti
ti
ti
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D81 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 6: Twin Lakes Rd & 181st Ave
Control Type: All -way stop Delay (sec / veh)
Analysis Method: HCM 2010 Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
14.7
B
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Approach
Northeasttbiound
Southwestbound
Northwestbound
Southeastbound
Lane Configuration
1 41 I I"►
1
11 1 F
1T1hr1u
#11F
11 1 F
1Thru
Turning Movement
Left T1hru Right
Left Right
Left Thru Right
Left Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
2 0
1 0
1 0
1 0
Pocket Length [ft]
200.00FF
175.00
175.00
175.00
Speed [mph]
40.00
40.00
40.00
40.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Base Volume Input [veh/h]
142
59
36
22
138
30
71
345
11
19
175
231
Base Volume Adjustment Factor
1.0000
1 1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
4.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-7
7
0
12
15
339
0
-18
18
57
-12
-15
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
135
66
36
34
153
369
71
327
29
76
163
216
Peak Hour Factor
0.8300
0.8300
0.8300
0.8300
0.8300
0.8300
0.8300
1 0.8300
0.8300
0.8300
0.8300
0.8300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
41
1 20
11
10
46
111
21
98
9
23
49
65
Total Analysis Volume [veh/h]
163
80
43
41
184
445
86
7 394
35
92
196
260
Pedestrian Volume [ped/h]
0
0
10
10
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D82 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with S na c k
Version 4.00-02
Intersection Settings
Lanes
Movement, Approach, & Intersection Results
95th -Percentile Queue Length [veh] 0.60
1 0.60
1 0.41
0.38 0.25
1.42
5.99 0.61
1.91
1.87 0.66
1.66
2.26
95th -Percentile Queue Length [ft] 1494T14
94
10.13
9.47 6.28
35.44
149.77 15.22
47.83
46.79 16.50
41.55
56.44
Approach Delay [s/veh] 11.08
18.49
13.31
13.10
Approach LOS B
C
B
B
Intersection Delay [s/veh]
14.66
Intersection LOS
B
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D83 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
a
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Sp7--r ark
F4-a_aa
Line Avenue Operations
Scenario 4: 4: AM - Alt B
Traffic Impact Study D85 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\PM - Alt B.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa c,k
Scenario 7: PM - Alt B
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
SB Thru
0.005
21.2
C
2
Line Ave & 5th St
Two-way stop
HCM 2010
SEB Left
0.293
10.0
A
3
Twin Lakes Rd & Line Ave
Two-way stop
HCM 2010
EB Left
0.829
103.0
F
4
Line Ave & 3rd St
Two-way stop
HCM 2010
WB Thru
0.000
10.2
B
5
Line Ave & Main St
Signalized
HCM 2010
SB Right
0.450
14.8
B
6
Twin Lakes Rd & 181st Ave
All -way stop
HCM 2010
SEB Left
13.1
B
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D86 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 21.2
Level Of Service: C
Volume to Capacity (v/c): 0.005
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
2
2
168
2
5
54
33
3
3 1
40
206
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
49
133
0
0
0
-49
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
2
2
168
2
5
103
166
3
3
40
157
Peak Hour Factor
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
1
46
1
1
28
46
1
1
11
43
Total Analysis Volume [veh/h]
1
2
2
185
2
5
113
182
3
3
44
173
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D87 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Stop Free Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.01
0.00
0.45
0.00
0.01
0.08
0.00
u.00
0.00
d_M, Delay for Movement [s/veh]
13.90
15.14
9.28
20.99
21.21
16.14
7.92
7.61
:1.00
0.00
Movement LOS
B
C
A
C
C
C
A
A
A A
A
A
95th -Percentile Queue Length [veh]
0.03
FO.03
0.03
2.37
2.37
2.37
0.85
0.85
0.85 0.56
0.56
0.56
95th -Percentile Queue Length [ft]
0.79
1 0.79
0.79
59.29
59.29
59.29
21.17
21.17
1 21.17 14.12
14.12
14.12
d_A, Approach Delay [s/veh]
12.55
20.87
3.00
0.10
Approach LOS
B
C
A
A
d_I, Intersection Delay [s/veh]
6.97
Intersection LOS
C
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D88 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 10.0
Level Of Service: A
Volume to Capacity (v/c): 0.293
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
128
320
168
98
80
71
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-128
-320
-168
79
204
-71
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
0
0
177
284
0
Peak Hour Factor
0.9500
0.9500
0.9500
0.9500
0.9500
0.9500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
0
47
75
0
Total Analysis Volume [veh/h]
0
0
0
186
299
0
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D89 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.29
0.00
d_M, Delay for Movement [s/veh]
7.60
9.98
9.78
Movement LOS
A A
A A A
A
95th -Percentile Queue Length [veh]
0.00 0.00
0.00 0.00 1.23
1.23
95th -Percentile Queue Length [ft]
0.00 0.00
0.00 0.00 30.66
30.66
d_A, Approach Delay [s/veh]
3.80
0.00
9.98
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
6.15
Intersection LOS
A
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D90 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Snack
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 103.0
HCM 2010 Level Of Service: F
15 minutes Volume to Capacity (v/c): 0.829
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
#11 r
I Imo►
+
+
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
0 1
0 0
0 0
Pocket Length [ft]
100.00 100.00
175.00
1.0000
1.0000
Speed [mph]
40.00
40.00
30.00
30.00
Grade [%]
0.00
0.00 10.00
3.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
55
191
9
0
111
168
361
13
23
2
1 11
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
79
191
0
0
158
-158
191
0
71
10
-10
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
134
382
9
0
269
10
170T
13
94
12
1
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
35
99
2
0
70
3
44
3
24
3
0
0
Total Analysis Volume [veh/h]
140
398
9
0
280
10
177
14
98
13
1
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D 91 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median i
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.11
u.00
0.00
0.00
0.83
1 0.06
0.13
0.07
0.00
0.00
d_M, Delay for Movement [s/veh]
8.20
0.00
8.14
G
102.99
102.12
90.89
27.17
22.71
12.25
Movement LOS
A
A
A A
A
A F
F
F
D
C
B
95th -Percentile Queue Length [veh]
0.37
FO.00
0.00 0.00
0.00
0.00 10.78
10.78
10.78
0.25
0.25
0.25
95th -Percentile Queue Length [ft]
9.30
1 0.00
0.00 0.00
0.00
0.00 269.45
269.45
1269.45
6.30
6.30
6.30
d_A, Approach Delay [s/veh]
2.10
0.00
98.84
26.85
Approach LOS
A
A
F
D
d_I, Intersection Delay [s/veh]
26.39
Intersection LOS
F
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D92 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 4: Line Ave & 3rd St
Delay (sec / veh): 10.2
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Line Ave
Line Ave
3rd St
3rd St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
56
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
3rd St
3rd St
Base Volume Input [veh/h]
56
434
8
1
239
2
5
0
36
23 1
0
13
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0 1
0
0
Existing Site Adjustment Volume [veh/h]
2
-434
1
-1
-239
-2
5
0
5
13 1
0
-13
Other Volume [veh/h]
0
4
0
0
3
0
0
0
1 0
0 1
0
1 0
Total Hourly Volume [veh/h]
58
4
9
0
3
0
__0T0
41
36
0
0
Peak Hour Factor
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
16
1
2
0
1
0
0
0
11
10
0
0
Total Analysis Volume [veh/h]
62
4
10
0
3
0
0
0
44
39
0
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D93 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.04
u.00
0.00
0.00
0.00
1 0.00
0.04
0.05
0.00
0.00
d_M, Delay for Movement [s/veh]
7.32
0.00
7.25
G
9.60
10.15
8.48
10.06
10.24
8.63
Movement LOS
A
A
A A
A
A A
B
A
B
B
A
95th -Percentile Queue Length [veh]
0.15
FO.15
0.15 0.00
0.00
0.00 0.13
0.13
0.13
0.16
0.16
0.16
95th -Percentile Queue Length [ft]
3.71
1 3.71
3.71 0.00
0.00
0.00 3.19
3.19 1
3.19
4.11
4.11
4.11
d_A, Approach Delay [s/veh]
5.97
0.00
8.48
10.06
Approach LOS
A
A
A
B
d_I, Intersection Delay [s/veh]
7.53
Intersection LOS
B
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D94 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Snack
Intersection Level Of Service Report
Intersection 5: Line Ave & Main St
Control Type: Signalized Delay (sec / veh): 14.8
Analysis Method: HCM 2010 Level Of Service: B
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.450
Intersection Setup
Name
Zane Ave
Line Ave
Line Ave
Main St
Main St
181 st Ave
Approach
181 st Ave
Northbound
Base Volume Input [veh/h]
Southbound
125
Eastbound
37
55
Westbound
Lane Configuration
477
#7 I"►
1
1
31
*1�
62
l j r
1.0000
1.0000
i l F
Turning Movement
Left
Th1ru Right
Left
Thru Right
Left
Thru
Right
Left
Thru Right
Lane Width [ft]
12.00
12.00 12.00
12.00
12.00 12.00
12.00
12.00
12.00
12.00
12.00 12.00
No. of Lanes in Pocket
2
0
1
0
1
1.00
1
1
0
Pocket Length [ft]
225.00
1.00
75.00
1.00
175.00
0
75.00
100.00
0
Speed [mph]
0
30.00
130.00
0
135.00
0
0
Site -Generated Trips [veh/h]
40.00
Grade [%]
0
0.00
0
0.00
0
0.00
0
6
0.00
Crosswalk
Diverted Trips [veh/h]
Yes
0
Yes
0
Yes
0
0
Yes
volumes
Name
Zane Ave
Line Ave
Main St
181 st Ave
Base Volume Input [veh/h]
364
125
64
37
55
204
309
477
404
31
414
62
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
1 0
1 0
0
1 0 1
0
Existing Site Adjustment Volume [veh/h]
23
-110
87
9
-48
-180
270
111
1 0
48
1 179 1
-51
Other Volume [veh/h]
0
1
0
0
1
2
3
0
1 0
0
1 0 1
0
Right -Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h]
387
16
151
46
8
26
42
1 588
404
79
593
11
Peak Hour Factor
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
100
4
39
12
2
7
11
152
104
20
153
3
Total Analysis Volume [veh/h]
399
16 1
156
47
8
27
43
606
416
81
611
11
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
0
Pedestrian Volume [ped/h]
10
0
10
0
Bicycle Volume [bicycles/h]
10
0
10
0
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D95 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Located in CBD
No
Signal Coordination Group
Permiss Protecte Permiss
Cycle Length [s]
110
Coordination Type
Time of Day Pattern Isolated
Actuation Type
Fully actuated
Offset [s]
0.0
Offset Reference
LeadGreen
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Protecte Permiss
Permiss Permiss Permiss
Permiss Protecte Permiss
Permiss Protecte Permiss Permiss
Signal group
3
8
4
5
2
1
6
Auxiliary Signal Groups
Lead/Lag
Lead
Lead
Lead
Minimum Green [s]
5
10
5
5
10
5
10
Maximum Green [s]
26
45
15
26
25
26
25
Amber [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
All red [s]
1.0
2.0
2.0
1.0
2.0
1.0
2.0
Split [s]
30
50
20
30
30
30
30
Vehicle Extension [s]
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Walk [s]
0
0
0
0
Pedestrian Clearance [s]
0
0
0
0
11, Start -Up Lost Time [s]
2.0
2.0
2.0
2.0
1 2.0
2.0
2.0
12, Clearance Lost Time [s]
2.0
3.0
3.0
2.0
3.0
2.0
3.0
Minimum Recall
No
No
No
No
Yes
No
Yes
Maximum Recall
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
Detector Location [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector Length [ft]
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1, Upstream Filtering 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
Exclusive Pedestrian Phase
Pedestrian Signal Group 0
Pedestrian Walk [s] 0
Pedestrian Clearance [s] 0
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D96 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Group Calculations
Spa,ck
Lane Group
L
C
L
C
L
C
R
L
C
C
L, Total Lost Time per Cycle [s]
4.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
11_p, Permitted Start -Up Lost Time [s]
B
B
2.00
C
0.00
B
B
0.00
B
I B
12, Clearance Lost Time [s]
2.00
3.00
3.00
3.00
0.00
3.00
3.00
0.00
3.00
3.00
g_i, Effective Green Time [s]
8
14
2
2
23
16
16
23
17
17
g / C, Green / Cycle
0.17
0.30
0.04
0.04
0.49
0.34
0.34
0.49
1 0.36
0.36
(v / s)_i Volume / Saturation Flow Rate
0.12
0.11
0.04
0.02
0.04
0.17
0.27
0.08
0.17
0.17
s, saturation flow rate [veh/h]
3412
1590
1196
1624
965
3478
1568
1021
1 1827
1816
c, Capacity [veh/h]
598
476
152
64
596
1169
527
-615T
657
653
d1, Uniform Delay [s]
18.28
13.07
23.74
22.37
6.75
12.67
14.24
6.97
11.74
11.74
k, delay calibration
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1 1.00
1.00
d2, Incremental Delay [s]
1.29
0.46
1.15
6.92
0.05
0.36
2.69
0.10
0.53
0.54
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.67
0.36
0.31
0.54
0.07
0.52
0.79
0.13
1 0.47
1 0.47
d, Delay for Lane Group [s/veh]
19.58
13.53
24.88
29.30
6.80
13.03
16.93
7.07
12.27
1 12.27
Lane Group LOS
B
B
C
C
A
B
B
A
B
I B
Critical Lane Group
50th -Percentile Queue Length [veh]
1.91
1.28
0.55
0.47
0.17
2.12
3.58
0.30
2.01
2.00
50th -Percentile Queue Length [ft]
47.65
32.06
13.76
11.81
4.17
53.04
89.45
7.56
50.25
49.99
95th -Percentile Queue Length [veh]
3.43
2.31
0.99
0.85
0.30
1 3.82
6.44
0.54
3.62
3.60
95th -Percentile Queue Length [ft]
85.78
57.70
24.78
21.27
7.51
95.47
161.02
13.61
90.46
89.97
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D97 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Movement, Approach, & Intersection Results
Spa,ck
d_M, Delay for Movement [s/veh]
19.58
13.53
13.53 24.88
1 29.30
29.30 6.80
13.03
16.93
7.07
12.27
12.27
Movement LOS
B
B
B C
C
C A
B
B
A
B
B
d_A, Approach Delay [s/veh]
17.76
26.77
14.30
11.67
Approach LOS
B
C
B
B
d_I, Intersection Delay [s/veh]
14.77
Intersection LOS
B
Intersection V/C
0.450
.1 '105 30s LG 3 N3O5
:5 3N YW
rr ■
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D98 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 6: Twin Lakes Rd & 181st Ave
Control Type: All -way stop Delay (sec / veh)
Analysis Method: HCM 2010 Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
13.1
B
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Approach
Northeasttbiound
Southwestbound
Northwestbound
Southeastbound
Lane Configuration
1 41 I I"►
1
11 1 F
1T1hr1u
#11F
11 1 F
1Thru
Turning Movement
Left T1hru Right
Left Right
Left Thru Right
Left Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
2 0
1 0
1 0
1 0
Pocket Length [ft]
200.00FF
175.00
175.00
175.00
Speed [mph]
40.00
40.00
40.00
40.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Base Volume Input [veh/h]
161
178
83
19
64
27
78
327
37
78
416
92
Base Volume Adjustment Factor
1.0000
1 1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
4.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-18
18
0
7
2
230
0
-36
36
216
-7
-2
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
143
196
83
26
66
257
78
291
73
294
409
90
Peak Hour Factor
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
37
51
21
7
17
66
20
75
19
76
105
23
Total Analysis Volume [veh/h]
147
202
86
27
68
265
80
300
75
303
422
93
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D99 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with S na c k
Version 4.00-02
Intersection Settings
Lanes
Movement, Approach, & Intersection Results
95th -Percentile Queue Length [veh] 0.54
1 0.54
1 1.16
1 1.08 0.15
1 0.37
1 1.89 0.53
1 1.47
1 1.39
3.48
1 2.32
1 2.19
95th -Percentile Queue Length [ft] 13.47
13.47
29.05
27.09 3.68
1 9.35
1 47.20 13.27
1 36.63
1 34.81
87.00
1 57.91
1 54.80
Approach Delay [s/veh] 12.03
10.94
11.85
15.21
Approach LOS B
B
B
C
Intersection Delay [s/veh]
13.06
Intersection LOS
B
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D100 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
a
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study
D101
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
a
42
404 �
4
?P
m� f
Line Avenue Operations
Scenario 7: 7: PM - Alt B
Traffic Impact Study D102 Line Avenue Operations
h
Traffic Impact Study D102 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\AM - Alt C.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa c,k
Scenario 3: AM - Alt C
6/8/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
SB Thru
0.000
11.7
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
SEB Left
0.175
9.7
A
3
Twin Lakes Rd & Line Ave
Two-way stop
HCM 2010
EB Left
0.255
24.4
C
4
Line Ave & 3rd St
Two-way stop
HCM 2010
SB Left
0.039
9.1
A
5
Line Ave & Main St
Signalized
HCM 2010
NB Left
0.294
5.1
A
6
Twin Lakes Rd & 181st Ave
All -way stop
HCM 2010
SWB Right
15.0
C
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D103 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 11.7
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
0
2
94
0
0
18
10
0
0 1
42
130
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
5
61
0
0
0
-5
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
0
2
94
0
0
23T
71
0
0
42
125
Peak Hour Factor
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
1
27
0
0
7
21
0
0
12
36
Total Analysis Volume [veh/h]
1
0
2
109
0
0
27
83
0
0
49
145
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D104 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Stop Free Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
0.16
0.00
0.00
0.02
0.00
u.00
0.00
d_M, Delay for Movement [s/veh]
10.30
11.28
8.71
11.31
11.72
9.89
7.67
7.39
:1.00
0.00
Movement LOS
B
B
A
B
B
A
A
A
A A
A
A
95th -Percentile Queue Length [veh]
0.01
0.01
0.01
0.57
0.57
0.57
0.26
0.26
0.26 0.00
0.00
0.00
95th -Percentile Queue Length [ft]
0.27
1 0.27 1
0.27
14.23
14.23
14.23
6.52
1 6.52
1 6.52 0.00
0.00
0.00
d_A, Approach Delay [s/veh]
9.24
11.31
1.88
0.00
Approach LOS
A
B
A
A
d_I, Intersection Delay [s/veh]
3.53
Intersection LOS
B
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D105 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 9.7
Level Of Service: A
Volume to Capacity (v/c): 0.175
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
35
101
310
115
43
56
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-34
70
-280
29
104
-43
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
31
30
144
147
13
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
9
8
40
41
4
Total Analysis Volume [veh/h]
1
34
33
160
163
14
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D106 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.17
0.01
d_M, Delay for Movement [s/veh]
7.62
9.75
9.36
Movement LOS
A A
A A A
A
95th -Percentile Queue Length [veh]
0.08 0.08
0.00 0.00 0.69
0.69
95th -Percentile Queue Length [ft]
1.96 1.96
0.00 0.00 17.27
17.27
d_A, Approach Delay [s/veh]
0.22
0.00
9.72
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
4.27
Intersection LOS
A
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D107 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Spark
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 24.4
HCM 2010 Level Of Service: C
15 minutes Volume to Capacity (v/c): 0.255
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
#11 r
I Imo►
+
+
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
0 1
0 0
0 0
Pocket Length [ft]
100.00 100.00
175.00
1.0000
1.0000
Speed [mph]
40.00
40.00
30.00
30.00
Grade [%]
0.00
0.00 10.00
3.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
34
63
1
1
127
375
115
3
24
4
1 14
1
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
48
49
2
0
288
-288
48
-2
84
11
-11
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
82
112
3
1
415
87
67
1
108
15
3
1
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
23
31
1
0
115
24
19
0
30
4
1
0
Total Analysis Volume [veh/h]
91
124
3
1
461
97
74
1
120
17
3
1
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D108 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median i
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.09
0.00
0.00
0.00
0.25
1 0.00
0.20
0.08
0.01
0.00
d_M, Delay for Movement [s/veh]
8.93
0.00
7.48
C
24.38
24.02
18.00
23.07
20.19
10.43
Movement LOS
A
A
A A
A
A C
C
C
C
C
B
95th -Percentile Queue Length [veh]
0.30
FO.00
0.00 1.38
1.38
0.00 2.35
2.35
2.35
0.30
0.30
0.30
95th -Percentile Queue Length [ft]
7.43
1 0.00
0.00 34.58
34.58
0.00 58.77
1 58.77
1 58.77
7.38
7.38
7.38
d_A, Approach Delay [s/veh]
3.73
0.01
20.45
22.05
Approach LOS
A
A
C
C
d_I, Intersection Delay [s/veh]
5.31
Intersection LOS
C
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D109 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 4: Line Ave & 3rd St
Delay (sec / veh): 9.1
Level Of Service: A
Volume to Capacity (v/c): 0.039
Name
Line Ave
3rd St
3rd St
Approach
Southbound
Eastbound
Westbound
Lane Configuration
"r
i
�"►
Turning Movement
Left Right
Left Thru
Thru Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
Pocket Length [ft]
3.00
3.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
3rd St
3rd St
Base Volume Input [veh/h]
7
6
1
0
0
1
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
24
6
28
0
0
2
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
31
12
29
0
0
3
Peak Hour Factor
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
9
3
8
0
0
1
Total Analysis Volume [veh/h]
36
14
33
0
0
3
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D110 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Free
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.04
0.01
0.02
d_M, Delay for Movement [s/veh]
9.14
8.54
7.28
Movement LOS
A
A
A A A A
95th -Percentile Queue Length [veh]
0.17
0.17
0.06 0.06 0.00 0.00
95th -Percentile Queue Length [ft]
4.13
4.13
1.57 1.57 0.00 0.00
d_A, Approach Delay [s/veh]
8.97
7.28 0.00
Approach LOS
A
A A
d_I, Intersection Delay [s/veh]
8.01
Intersection LOS
A
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study Dl l l Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Spark
Intersection Level Of Service Report
Intersection 5: Line Ave & Main St
Control Type: Signalized Delay (sec / veh): 5.1
Analysis Method: HCM 2010 Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.294
Intersection Setup
Name
Zane Ave
Main St
Main St
181st Ave
Approach
84
Northbound
Eastbound
144
16
Westbound
Lane Configuration
1.0000
i i r
11 r
1.0000
1.0000
*111
Turning Movement
Left
Right
Thru
Right
Left
Thru
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Pocket
2
0
0
1
1
0
Pocket Length [ft]
225.00
0
0
75.00
100.00
0
Speed [mph]
0
30.00
35.00
0
0
40.00
Grade [%]
0
0.00
0.00
0
0
0.00
Crosswalk
9
Yes
Yes
0
26
Yes
volumes
Name
Zane Ave
Main St
181st Ave
Base Volume Input [veh/h]
84
18
381
144
16
467
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
4.00
3.00
3.00
4.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
9
11
58
0
26
328
Other Volume [veh/h]
0
0
0
0
0
0
Right -Turn on Red Volume [veh/h]
0
0
0
Total Hourly Volume [veh/h]
93
29
439
144
42
795
Peak Hour Factor
0.8700
0.8700
0.8700
0.8700
0.8700
0.8700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
27
8
126
41
12
228
Total Analysis Volume [veh/h]
107
33
505
166
48
914
Presence of On -Street Parking
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
Pedestrian Volume [ped/h] 10
10
10
Bicycle Volume [bicycles/h]
0
0
0
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D112 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Located in CBD
No
Signal Coordination Group
Permissive Protected Permissi
Cycle Length [s]
90
Coordination Type
Time of Day Pattern Isolated
Actuation Type
Fully actuated
Offset [s]
0.0
Offset Reference
LeadGreen
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Protected
Permissive Permissive
Permissive Protected Permissi
Permissive
Signal group
3
2
1
6
Auxiliary Signal Groups
Lead / Lag
Lead
Lead
Minimum Green [s]
5
10
5
10
Maximum Green [s]
26
35
16
55
Amber [s]
3.0
3.0
3.0
3.0
All red [s]
1.0
2.0
1.0
2.0
Split [s]
30
40
20
60
Vehicle Extension [s]
3.0
3.0
3.0
3.0
Walk [s]
0
0
0
Pedestrian Clearance [s]
0
0
0
11, Start -Up Lost Time [s]
2.0
2.0
2.0
2.0
12, Clearance Lost Time [s]
2.0
3.0
2.0
3.0
Minimum Recall
No
Yes
No
Yes
Maximum Recall
No
No
No
No
Pedestrian Recall
No
No
No
No
Detector Location [ft]
0.0
0.0
0.0
Detector Length [ft]
0.0
0.0
0.0
I, Upstream Filtering Factor
1.00
1.00 1.00
1.00 1.00
1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group 0
Pedestrian Walk [s] 0
Pedestrian Clearance [s] 0
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D113 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Group Calculations
Spack
Lane Group
L
R
C
R
L
C
L, Total Lost Time per Cycle [s]
4.00
4.00
5.00
5.00
5.00
5.00
11_p, Permitted Start -Up Lost Time [s]
B
B
A
A
0.00
A
12, Clearance Lost Time [s]
2.00
2.00
3.00
3.00
0.00
3.00
g_i, Effective Green Time [s]
1
1
16
10
15
15
g / C, Green / Cycle
0.04
0.04
0.39
0.39
0.60
0.60
(v / s)_i Volume / Saturation Flow Rate
0.03
0.02
0.15
0.11
0.04
0.26
s, saturation flow rate [veh/h]
3412
1568
3478
1568
1081
3478
c, Capacity [veh/h]
152
70
1353
1 610
983
2104
d1, Uniform Delay [s]
12.09
11.97
5.60
5.36
2.20
2.72
k, delay calibration
0.11
0.11
0.11
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
5.83
4.89
0.17
0.24
0.02
0.14
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.70
0.47
0.37
0.27
0.05
0.43
d, Delay for Lane Group [s/veh]
17.92
16.85
5.77
5.60
2.22
2.86
Lane Group LOS
B
B
A
A
A
A
Critical Lane Group
50th -Percentile Queue Length [veh]
0.34
0.23
0.39
0.27
0.01
0.04
50th -Percentile Queue Length [ft]
8.47
5.66
9.81
6.67
0.14
1.04
95th -Percentile Queue Length [veh]
0.61
0.41
0.71
0.48
0.01
0.07
95th -Percentile Queue Length [ft]
15.25
10.19
17.65
12.00
0.25
1.87
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D114 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Movement, Approach, & Intersection Results
SpaCk
d_M, Delay for Movement [s/veh] 17.92
16.85
5.77
5.60 2.22
2.86
Movement LOS B
B
A
A A
A
d_A, Approach Delay [s/veh] 17.67
5.73 2.83
Approach LOS B
A A
d_I, Intersection Delay [s/veh]
5.10
Intersection LOS
A
Intersection V/C
0.294
.Sia' 1 las _ 41
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D115 Line Avenue Operations
tl■
i
Traffic Impact Study D115 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 6: Twin Lakes Rd & 181st Ave
Control Type: All -way stop Delay (sec / veh)
Analysis Method: HCM 2010 Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
15.0
C
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Approach
Northeasttbiound
Southwestbound
Northwestbound
Southeastbound
Lane Configuration
1 41 I I"►
1
11 1 F
1T1hr1u
#11F
11 1 F
1Thru
Turning Movement
Left T1hru Right
Left Right
Left Thru Right
Left Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
2 0
1 0
1 0
1 0
Pocket Length [ft]
200.00FF
175.00
175.00
175.00
Speed [mph]
40.00
40.00
40.00
40.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Base Volume Input [veh/h]
142
59
36
22
138
30
71
345
11
19
175
231
Base Volume Adjustment Factor
1.0000
1 1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
4.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-9
9
0
15
12
354
0
-21
21
69
-13
-16
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
133
68
36
37
150
384
71
324
32
88
162
215
Peak Hour Factor
0.8300
0.8300
0.8300
0.8300
0.8300
0.8300
0.8300
1 0.8300
0.8300
0.8300
0.8300
0.8300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
40
1 20
11
11
45
116
21
98
10
27
49
65
Total Analysis Volume [veh/h]
160
82
43
45
181
463
86
7 390
39
106
195
259
Pedestrian Volume [ped/h]
0
0
10
10
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D116 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with S na c k
Version 4.00-02
Intersection Settings
Lanes
Movement, Approach, & Intersection Results
95th -Percentile Queue Length [veh] 0.58
1 0.58
1 0.41
0.38 0.28
1.38
6.55 0.61
1.91
1.87 0.79
1.66
2.26
95th -Percentile Queue Length [ft] 1452T14
52
10.26
9.60 6.91
34.41
163.76 15.21
47.82
46.66 19.70
41.43
56.41
Approach Delay [s/veh] 11.01
19.51
13.29
13.15
Approach LOS B
C
B
B
Intersection Delay [s/veh]
15.03
Intersection LOS
C
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D117 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
a
O � �r O D�r
O�
Line Avenue Operations
Scenario 3: 3: AM - Alt C
Traffic Impact Study D118 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
a
23 J 126
71 42
0 � � 0
rQN. l
439
144
7
9S
>� 42n�klcl/
❑i
Line Avenue Operations
Scenario 3: 3: AM - Alt C
108 67
29
0 3
`- 0 �- 0
75
CO—
Traffic Impact Study DI 19 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\PM - Alt C.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa c,k
Scenario 6: PM - Alt C
6/8/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
SB Thru
0.005
22.3
C
2
Line Ave & 5th St
Two-way stop
HCM 2010
SEB Left
0.367
11.8
B
3
Twin Lakes Rd & Line Ave
Two-way stop
HCM 2010
EB Left
1.151
239.6
F
4
Line Ave & 3rd St
Two-way stop
HCM 2010
SB Left
0.012
9.4
A
5
Line Ave & Main St
Signalized
HCM 2010
NB Left
0.423
9.3
A
6
Twin Lakes Rd & 181st Ave
All -way stop
HCM 2010
SEB Left
12.8
B
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D120 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 22.3
Level Of Service: C
Volume to Capacity (v/c): 0.005
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
2
2
168
2
5
54
33
3
3 1
40
206
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
34
182
0
0
0
-34
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
2
2
168
2
5
88
215
3
3
40
172
Peak Hour Factor
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
1
46
1
1
24
59
1
1
11
47
Total Analysis Volume [veh/h]
1
2
2
185
2
5
97
236
3
3
44
189
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D121 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Stop Free Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.01
0.00
0.47
0.01
0.01
0.07
0.00
u.00
0.00
d_M, Delay for Movement [s/veh]
14.26
15.56
9.59
22.15
22.29
16.99
7.92
7.73
:1.00
0.00
Movement LOS
B
C
A
C
C
C
A
A
A A
A
A
95th -Percentile Queue Length [veh]
0.03
FO.03
0.03
2.52
2.52
2.52
1.01
1.01
1.01 0.65
0.65
0.65
95th -Percentile Queue Length [ft]
0.82
1 0.82 1
0.82
63.06
63.06
63.06
25.18
1 25.18
1 25.18 16.22
16.22
16.22
d_A, Approach Delay [s/veh]
12.91
22.02
2.29
0.10
Approach LOS
B
C
A
A
d_I, Intersection Delay [s/veh]
6.61
Intersection LOS
C
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D122 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 11.8
Level Of Service: B
Volume to Capacity (v/c): 0.367
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
128
320
168
98
80
71
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-123
-252
-133
89
224
-42
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
5
68
35
187
304
29
Peak Hour Factor
0.9500
0.9500
0.9500
0.9500
0.9500
0.9500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
1
18
9
49
80
8
Total Analysis Volume [veh/h]
5
72
37
197
320
31
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D123 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.37
0.03
d_M, Delay for Movement [s/veh]
7.72
11.80
11.15
Movement LOS
A A
A A
B
B
95th -Percentile Queue Length [veh]
0.18 0.18
0.00 0.00
1.92
1.92
95th -Percentile Queue Length [ft]
4.61 4.61
0.00 0.00
48.09
48.09
d_A, Approach Delay [s/veh]
0.50
0.00
11.74
Approach LOS
A
A
B
d_I, Intersection Delay [s/veh]
6.28
Intersection LOS
B
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D124 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Spark
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 239.6
HCM 2010 Level Of Service: F
15 minutes Volume to Capacity (v/c): 1.151
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
#11 r
I Imo►
+
+
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
0 1
0 0
0 0
Pocket Length [ft]
100.00 100.00
175.00
1.0000
1.0000
Speed [mph]
40.00
40.00
30.00
30.00
Grade [%]
0.00
0.00 10.00
3.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
55
191
9
0
111
168
361
13
23
2
1 11
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
125
149
6
0
158
-158
151
-6
129
11
-11
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
180
340
15
0
269
10
210
7
152
13
0
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
47
89
4
0
70
3
55
2
40
3
0
0
Total Analysis Volume [veh/h]
188
354
16
0
280
10
219
7
158
14
0
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D125 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.15
u.00
0.00
0.00
1.15
1 0.04
0.21
0.10
0.00
0.00
d_M, Delay for Movement [s/veh]
8.34
0.00
8.04
C
239.63
238.80
225.47
32.15
25.52
12.82
Movement LOS
A
A
A A
A
A F
F
F
D
D
B
95th -Percentile Queue Length [veh]
0.52
FO.00
0.00 0.00
0.00
0.00 20.58
20.58
20.58
0.31
0.31
0.31
95th -Percentile Queue Length [ft]
13.03 1
0.00
0.00 0.00
0.00
0.00 514.57
514.57
1514.57
7.78
7.78
7.78
d_A, Approach Delay [s/veh]
2.81
0.00
233.79
32.15
Approach LOS
A
A
F
D
d_I, Intersection Delay [s/veh]
73.67
Intersection LOS
F
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D126 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 4: Line Ave & 3rd St
Delay (sec / veh): 9.4
Level Of Service: A
Volume to Capacity (v/c): 0.012
Name
Line Ave
3rd St
3rd St
Approach
Southbound
Eastbound
Westbound
Lane Configuration
"r
i
�"►
Turning Movement
Left Right
Left Thru
Thru Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
Pocket Length [ft]
3.00
3.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
3rd St
3rd St
Base Volume Input [veh/h]
1
2
5
0
0
13
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
8
56
36
0
0
23
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
9
58
41
0
0
36
Peak Hour Factor
0.9300
0.9300
0.9300
0.9300
0.9300
0.9300
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
2
16
11
0
0
10
Total Analysis Volume [veh/h]
10
62
44
0
0
39
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D127 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Free
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.06
0.03
d_M, Delay for Movement [s/veh]
9.44
8.68
7.37
Movement LOS
A
A
A A A A
95th -Percentile Queue Length [veh]
0.23
0.23
0.09 0.09 0.00 0.00
95th -Percentile Queue Length [ft]
5.66
5.66
2.17 2.17 0.00 0.00
d_A, Approach Delay [s/veh]
8.78
7.37 0.00
Approach LOS
A
A A
d_I, Intersection Delay [s/veh]
6.17
Intersection LOS
A
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D128 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Spark
Intersection Level Of Service Report
Intersection 5: Line Ave & Main St
Control Type: Signalized Delay (sec / veh): 9.3
Analysis Method: HCM 2010 Level Of Service: A
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.423
Intersection Setup
Name
Zane Ave
Main St
Main St
181st Ave
Approach
364
Northbound
Eastbound
404
31
Westbound
Lane Configuration
1.0000
i i r
11 r
1.0000
1.0000
*111
Turning Movement
Left
Right
Thru
Right
Left
Thru
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Pocket
2
0
0
1
1
0
Pocket Length [ft]
225.00
0
0
75.00
100.00
0
Speed [mph]
0
30.00
35.00
0
0
40.00
Grade [%]
0
0.00
0.00
0
0
0.00
Crosswalk
62
Yes
Yes
0
55
Yes
volumes
Name
Zane Ave
Main St
181st Ave
Base Volume Input [veh/h]
364
64
477
404
31
414
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
4.00
3.00
3.00
4.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
62
63
155
0
55
205
Other Volume [veh/h]
0
0
0
0
0
0
Right -Turn on Red Volume [veh/h]
0
0
0
Total Hourly Volume [veh/h]
426
127
632
404
86
619
Peak Hour Factor
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
110
33
163
104
22
160
Total Analysis Volume [veh/h]
439
131
652
416
89
638
Presence of On -Street Parking
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
Pedestrian Volume [ped/h] 10
10
10
Bicycle Volume [bicycles/h]
0
0
0
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D129 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Located in CBD
No
Signal Coordination Group
Permissive Protected Permissi
Cycle Length [s]
90
Coordination Type
Time of Day Pattern Isolated
Actuation Type
Fully actuated
Offset [s]
0.0
Offset Reference
LeadGreen
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Protected
Permissive Permissive
Permissive Protected Permissi
Permissive
Signal group
3
2
1
6
Auxiliary Signal Groups
Lead / Lag
Lead
Lead
Minimum Green [s]
5
10
5
10
Maximum Green [s]
21
45
11
60
Amber [s]
3.0
3.0
3.0
3.0
All red [s]
1.0
2.0
1.0
2.0
Split [s]
25
50
15
65
Vehicle Extension [s]
3.0
3.0
3.0
3.0
Walk [s]
0
0
0
Pedestrian Clearance [s]
0
0
0
11, Start -Up Lost Time [s]
2.0
2.0
2.0
2.0
12, Clearance Lost Time [s]
2.0
3.0
2.0
3.0
Minimum Recall
No
Yes
No
Yes
Maximum Recall
No
No
No
No
Pedestrian Recall
No
No
No
No
Detector Location [ft]
0.0
0.0
0.0
Detector Length [ft]
0.0
0.0
0.0
I, Upstream Filtering Factor
1.00
1.00 1.00
1.00 1.00
1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group 0
Pedestrian Walk [s] 0
Pedestrian Clearance [s] 0
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D130 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Group Calculations
Spack
Lane Group
L
R
C
R
L
C
L, Total Lost Time per Cycle [s]
4.00
4.00
5.00
5.00
5.00
5.00
11_p, Permitted Start -Up Lost Time [s]
B
B
A
B
0.00
A
12, Clearance Lost Time [s]
2.00
2.00
3.00
3.00
0.00
3.00
g_i, Effective Green Time [s]
6
6
13
13
20
20
g / C, Green / Cycle
0.16
0.16
0.37
0.37
0.57
0.57
(v / s)_i Volume / Saturation Flow Rate
0.13
0.08
0.19
0.27
0.09
0.18
s, saturation flow rate [veh/h]
3412
1568
3478
1568
1014
3478
c, Capacity [veh/h]
558
256
1300
586
785
1998
d1, Uniform Delay [s]
13.79
13.11
8.29
9.17
3.67
3.81
k, delay calibration
0.11
0.11
0.11
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
2.51
1.58
0.30
1.60
0.06
0.09
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.79
0.51
0.50
0.71
0.11
0.32
d, Delay for Lane Group [s/veh]
16.31
14.69
8.59
10.77
3.73
3.90
Lane Group LOS
B
B
A
B
A
A
Critical Lane Group
50th -Percentile Queue Length [veh]
1.47
0.84
1.20
1.87
0.08
0.30
50th -Percentile Queue Length [ft]
36.83
20.94
29.90
46.82
2.01
7.56
95th -Percentile Queue Length [veh]
2.65
1.51
2.15
3.37
0.14
0.54
95th -Percentile Queue Length [ft]
66.30
37.69
53.83
84.27
3.61
13.60
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D131 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Movement, Approach, & Intersection Results
Spa c,,k
d_M, Delay for Movement [s/veh] 16.31
14.69
8.59
10.77 3.73
3.90
Movement LOS B
B
A
B A
A
d_A, Approach Delay [s/veh] 15.93
9.44 3.88
Approach LOS B
A A
d_I, Intersection Delay [s/veh]
9.29
Intersection LOS
A
Intersection V/C
0.423
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D132 Line Avenue Operations
1.
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 6: Twin Lakes Rd & 181st Ave
Control Type: All -way stop Delay (sec / veh)
Analysis Method: HCM 2010 Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
12.8
B
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Approach
Northeasttbiound
Southwestbound
Northwestbound
Southeastbound
Lane Configuration
1 41 I I"►
1
11 1 F
1T1hr1u
#11F
11 1 F
1Thru
Turning Movement
Left T1hru Right
Left Right
Left Thru Right
Left Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
2 0
1 0
1 0
1 0
Pocket Length [ft]
200.00FF
175.00
175.00
175.00
Speed [mph]
40.00
40.00
40.00
40.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
181 st Ave
181 st Ave
Base Volume Input [veh/h]
161
178
83
19
64
27
78
327
37
78
416
92
Base Volume Adjustment Factor
1.0000
1 1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
4.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
6
0
0
Diverted Trips [veh/h]
TT
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-21
21
0
30
7
260
0
-41
41
218
-30
-6
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
140
199
83
49
71
287
78
286
78
296
386
86
Peak Hour Factor
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
36
51
21
13
18
74
20
74
20
76
99
22
Total Analysis Volume [veh/h]
144
205
86
51
73
296
80
295
80
305
398
89
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D133 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with S na c k
Version 4.00-02
Intersection Settings
Lanes
Movement, Approach, & Intersection Results
95th -Percentile Queue Length [veh] 0.51
1 0.51
1 1.13
1 1.05 0.30
1 0.41
1 2.31 0.51
1 1.41
1 1.33 3.43
1 2.06
1 1.96
95th -Percentile Queue Length [ft] 12.65
12.65
28.16
26.28 7.39
1 10.30
1 57.86 12.83
1 35.14
1 33.30 85.73
1 51.60
1 48.91
Approach Delay [s/veh] 11.65
11.63
11.46
14.70
Approach LOS B
B
B
B
Intersection Delay [s/veh]
12.75
Intersection LOS
B
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D134 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
a
O � �r O D�r
O�
Line Avenue Operations
Scenario 6: 6: PM - Alt C
Traffic Impact Study D135 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Sp7--r ark
F4-a_aa
to q,
fa32 f�
404 � }.
86
4�
Line Avenue Operations
Scenario 6: 6: PM - Alt C
M, R,
U5
4r1`\
1
41 36
0 0
Traffic Impact Study D136 Line Avenue Operations
Generated with
Version 4.00-02
Appendix D - Capacity Analysis Backup
Line Avenue Operations
Spa.ck
Vistro File: C:\...\Line Ave Vistro.vistro Scenario 9: AM Existing - Mitigation
Report File: C:\...\AM Existing - Mitigation.pdf 6/9/2016
Intersection Analysis Summary
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
NB Thru
0.000
11.0
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
NEB Left
0.079
13.7
B
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 9: 9: AM Existing - Mitigation
Traffic Impact Study D137
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 11.0
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
0
2
94
0
0
18
10
0
0 1
42
130
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
0
2
94
0
0
18T
10
0
0
42
130
Peak Hour Factor
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
1
27
0
0
5
3
0
0
12
38
Total Analysis Volume [veh/h]
1
0
2
109
0
0
21
12
0
0
49
151
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 9: 9: AM Existing - Mitigation
Traffic Impact Study D138 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Stop Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
J
0.00
0.03
1 0.02
0.00
0.00
0.03
j.00
d_M, Delay for Movement [s/veh]
10.03
10.98
8.84
-00
G10.91
10.06
8.96
7.52
7.52
13.00
Movement LOS
B
B
A
A
A
A B
F B
A
A
A
A
95th -Percentile Queue Length [veh]
0.01
0.01
0.01
0.00
0.00
0.00 0.15
0.15
0.15
0.47
0.47
0.47
95th -Percentile Queue Length [ft]
0.26
1 0.26
0.26
0.00
0.00
0.00 3.84
3.84 1
3.84
11.73
11.73
11.73
d_A, Approach Delay [s/veh]
9.23
0.00
10.60
1.84
Approach LOS
A
A
B
A
d_I, Intersection Delay [s/veh]
2.16
Intersection LOS
B
Line Avenue Operations
Scenario 9: 9: AM Existing - Mitigation
Traffic Impact Study D139 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 13.7
Level Of Service: B
Volume to Capacity (v/c): 0.079
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
35
101
310
115
43
56
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
35
101
310
115
43
56
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
10
28
86
32
12
16
Total Analysis Volume [veh/h]
39
112
344
128
48
62
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 9: 9: AM Existing - Mitigation
Traffic Impact Study D140 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Free
Flared Lane
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.08
0.14
0.23
d_M, Delay for Movement [s/veh]
13.73
10.88
8.08
Movement LOS
B
B
A
A A A
95th -Percentile Queue Length [veh]
0.82
0.82
0.88
0.00 0.00 0.00
95th -Percentile Queue Length [ft]
20.59
20.59
21.94
0.00 0.00 0.00
d_A, Approach Delay [s/veh]
11.62
5.89 0.00
Approach LOS
B
A A
d_I, Intersection Delay [s/veh]
6.18
Intersection LOS
B
Line Avenue Operations
Scenario 9: 9: AM Existing - Mitigation
Traffic Impact Study D141 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
411. 'NAM
f
7.
1 }
Spark
00 0
\\, -� Y
Line Avenue Operations
Scenario 9: 9: AM Existing - Mitigation
Traffic Impact Study D142 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Base Volume
SP
Line Avenue Operations
Scenario 9: 9: AM Existing - Mitigation
Traffic Impact Study D143 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\AM - Alt A - Mitigation.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa.ck
Scenario 13: AM - Alt A - Mitigation
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
NB Thru
0.000
11.0
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
SWB Thru
0.010
10.8
B
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 13: 13: AM - Alt A - Mitigation
Traffic Impact Study D144
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 11.0
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
0
2
94
0
0
18
10
0
0 1
42
130
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
0
2
94
0
0
18T
10
0
0
42
130
Peak Hour Factor
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
1
27
0
0
5
3
0
0
12
38
Total Analysis Volume [veh/h]
1
0
2
109
0
0
21
12
0
0
49
151
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 13: 13: AM - Alt A - Mitigation
Traffic Impact Study D145 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Stop Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
J
0.00
0.03
1 0.02
0.00
0.00
0.03
j.00
d_M, Delay for Movement [s/veh]
10.03
10.98
8.84
-00
G10.91
10.06
8.96
7.52
7.52
13.00
Movement LOS
B
B
A
A
A
A B
F B
A
A
A
A
95th -Percentile Queue Length [veh]
0.01
0.01
0.01
0.00
0.00
0.00 0.15
0.15
0.15
0.47
0.47
0.47
95th -Percentile Queue Length [ft]
0.26
1 0.26
0.26
0.00
0.00
0.00 3.84
3.84 1
3.84
11.73
11.73
11.73
d_A, Approach Delay [s/veh]
9.23
0.00
10.60
1.84
Approach LOS
A
A
B
A
d_I, Intersection Delay [s/veh]
2.16
Intersection LOS
B
Line Avenue Operations
Scenario 13: 13: AM - Alt A - Mitigation
Traffic Impact Study D146 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 10.8
Level Of Service: B
Volume to Capacity (v/c): 0.010
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
35
101
310
115
43
56
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
115
-101
-310
-115
-43
43
Other Volume [veh/h]
0
1
5
0
0
0
Total Hourly Volume [veh/h]
150
1
5
0
0
99
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
42
0
1
0
0
28
Total Analysis Volume [veh/h]
167
1
6
0
0
110
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 13: 13: AM - Alt A - Mitigation
Traffic Impact Study D147 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Stop Free
Flared Lane
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.00
0.00
d_M, Delay for Movement [s/veh]
10.79
9.12
7.56
Movement LOS A A
B
A
A A
95th -Percentile Queue Length [veh] 0.00 0.00
0.03
0.00
0.00 0.00
95th -Percentile Queue Length [ft] 0.00 0.00
0.72
0.00
0.00 0.00
d_A, Approach Delay [s/veh] 0.00
10.79
0.00
Approach LOS A
B
A
d_I, Intersection Delay [s/veh]
0.23
Intersection LOS
B
Line Avenue Operations
Scenario 13: 13: AM - Alt A - Mitigation
Traffic Impact Study D148 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
f
7.
1 }
00
Y
Line Avenue Operations
Scenario 13: 13: AM - Alt A - Mitigation
Spark
Traffic Impact Study D149 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Spark
oQ
O
1& J 130
10 ------ . - 42
�6
R R
Line Avenue Operations
Scenario 13: 13: AM - Alt A - Mitigation
Traffic Impact Study D150 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\AM - Alt B - Mitigation.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa.ck
Scenario 12: AM - Alt B - Mitigation
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
EB Left
0.048
11.3
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
NEB Left
0.000
10.4
B
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 12: 12: AM - Alt B - Mitigation
Traffic Impact Study D151
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 11.3
Level Of Service: B
Volume to Capacity (v/c): 0.048
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
0
2
94
0
0
18
10
0
0 1
42
130
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
9
46
0
0
0
-9
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
0
2
94
0
0
27T
56
0
0
42
121
Peak Hour Factor
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
1
27
0
0
8
16
0
0
12
35
Total Analysis Volume [veh/h]
1
0
2
109
0
0
31
65
0
0
49
141
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 12: 12: AM - Alt B - Mitigation
Traffic Impact Study D152 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Stop Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
J
0.00
0.05
1 0.09
0.00
0.00
0.03
j.00
d_M, Delay for Movement [s/veh]
9.99
10.91
8.84
-00
G
11.33
10.57
9.46
7.52
7.52
13.00
Movement LOS
A
B
A
A
A
A B
B
A
A
A
A
95th -Percentile Queue Length [veh]
0.01
0.01
0.01
0.00
0.00
0.00 0.46
0.46
0.46
0.44
0.44
0.44
95th -Percentile Queue Length [ft]
0.26
1 0.26 1
0.26
0.00
0.00
0.00 11.56
1 11.56
1 11.56
11.06
11.06
11.06
d_A, Approach Delay [s/veh]
9.22
0.00
10.81
1.94
Approach LOS
A
A
B
A
d_I, Intersection Delay [s/veh]
3.60
Intersection LOS
B
Line Avenue Operations
Scenario 12: 12: AM - Alt B - Mitigation
Traffic Impact Study D153 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 10.4
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
35
101
310
115
43
56
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-35
101
-310
26
102
-56
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
0
0
141
145
0
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
0
39
40
0
Total Analysis Volume [veh/h]
0
0
0
157
161
0
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 12: 12: AM - Alt B - Mitigation
Traffic Impact Study D154 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Free
Flared Lane
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
d_M, Delay for Movement [s/veh]
10.36
9.94
7.55
Movement LOS
B
A
A A A A
95th -Percentile Queue Length [veh]
0.00
0.00
0.00 0.00 0.00 0.00
95th -Percentile Queue Length [ft]
0.00
0.00
0.00 0.00 0.00 0.00
d_A, Approach Delay [s/veh]
10.15
0.00 0.00
Approach LOS
B
A A
d_I, Intersection Delay [s/veh]
0.00
Intersection LOS
B
Line Avenue Operations
Scenario 12: 12: AM - Alt B - Mitigation
Traffic Impact Study D155 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
411. 'NAM
f
7.
1 }
Spark
00 0
\\, -� Y
Line Avenue Operations
Scenario 12: 12: AM - Alt B - Mitigation
Traffic Impact Study D156 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Spark
�
h
MJ1
42as �
Line Avenue Operations
Scenario 12: 12: AM - Alt B - Mitigation
Traffic Impact Study D157 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\AM - Alt C - Mitigation.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa.ck
Scenario 11: AM - Alt C - Mitigation
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
EB Left
0.042
11.5
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
NEB Left
0.002
10.9
B
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 11: 11: AM - Alt C - Mitigation
Traffic Impact Study D158
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 11.5
Level Of Service: B
Volume to Capacity (v/c): 0.042
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
0
2
94
0
0
18
10
0
0 1
42
130
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
5
61
0
0
0
-5
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
0
2
94
0
0
23T
71
0
0
42
125
Peak Hour Factor
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
0.8600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
1
27
0
0
7
21
0
0
12
36
Total Analysis Volume [veh/h]
1
0
2
109
0
0
27
83
0
0
49
145
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 11: 11: AM - Alt C - Mitigation
Traffic Impact Study D159 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Stop Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
J
0.00
0.04
1 0.11
0.00
0.00
0.03
j.00
d_M, Delay for Movement [s/veh]
10.00
10.94
8.84
-00
C
11.48
10.68
9.58
7.52
7.52
13.00
Movement LOS
B
B
A
A
A
A B
B
A
A
A
A
95th -Percentile Queue Length [veh]
0.01
0.01
0.01
0.00
0.00
0.00 0.54
0.54
0.54
0.45
0.45
0.45
95th -Percentile Queue Length [ft]
0.26
1 0.26 1
0.26
0.00
0.00
0.00 13.38
1 13.38
1 13.38
11.32
11.32
11.32
d_A, Approach Delay [s/veh]
9.23
0.00
10.88
1.90
Approach LOS
A
A
B
A
d_I, Intersection Delay [s/veh]
3.83
Intersection LOS
B
Line Avenue Operations
Scenario 11: 11: AM - Alt C - Mitigation
Traffic Impact Study D160 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 10.9
Level Of Service: B
Volume to Capacity (v/c): 0.002
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
35
101
310
115
43
56
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-34
70
-280
29
104
-43
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
31
30
144
147
13
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
9
8
40
41
4
Total Analysis Volume [veh/h]
1
34
33
160
163
14
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 11: 11: AM - Alt C - Mitigation
Traffic Impact Study D161 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Free
Flared Lane
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.05
0.02
d_M, Delay for Movement [s/veh]
10.94
10.25
7.63
Movement LOS
B
B
A A A A
95th -Percentile Queue Length [veh]
0.15
0.15
0.07 0.00 0.00 0.00
95th -Percentile Queue Length [ft]
3.83
3.83
1.81 0.00 0.00 0.00
d_A, Approach Delay [s/veh]
10.27
1.30 0.00
Approach LOS
B
A A
d_I, Intersection Delay [s/veh]
1.51
Intersection LOS
B
Line Avenue Operations
Scenario 11: 11: AM - Alt C - Mitigation
Traffic Impact Study D162 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
411. 'NAM
f
7.
1 }
Spark
00 0
\\, -� Y
Line Avenue Operations
Scenario 11: 11: AM - Alt C - Mitigation
Traffic Impact Study D163 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Spark
23 J 126
71 42
..A
roN M
Line Avenue Operations
Scenario 11: 11: AM - Alt C - Mitigation
Traffic Impact Study D164 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with S I a a k
Version 4.00-02
Line Avenue Operations
Vistro File: C:\...\Line Ave Vistro.vistro Scenario 10: PM Existing - Mitigation
Report File: C:\...\PM Existing - Mitigation.pdf 6/9/2016
Intersection Analysis Summary
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
EB Left
0.117
13.5
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
NEB Left
0.224
20.4
C
3
Twin Lakes Rd & Line Ave
Two-way stop I
HCM 2010
EB Thru 1
0.029
1 33.9
D
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 10: 10: PM Existing - Mitigation
Traffic Impact Study D165 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 13.5
Level Of Service: B
Volume to Capacity (v/c): 0.117
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
2
2
168
2
5
54
33
3
3 1
40
206
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
2
2
168
2
5
54
33
3
3
40
206
Peak Hour Factor
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
1
46
1
1
15
9
1
1
11
57
Total Analysis Volume [veh/h]
1
2
2
185
2
5
59
36
3
3
44
226
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 10: 10: PM Existing - Mitigation
Traffic Impact Study D166 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Stop Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
J
0.00
0.12
1 0.05
0.00
0.00
0.03
j.00
d_M, Delay for Movement [s/veh]
11.06
12.34
9.28
-00
G
13.47
11.67
10.24
7.70
7.71
0.00
Movement LOS
B
B
A
A
A
A B
B
B
A
A
A
95th -Percentile Queue Length [veh]
0.02
FO.02
0.02
0.00
0.00
0.00 0.62
0.62
0.62
0.74
0.74
0.74
95th -Percentile Queue Length [ft]
0.61
1 0.61
0.61
0.00
0.00
0.00 15.59
1 15.59
1 15.59
18.47
18.47
18.47
d_A, Approach Delay [s/veh]
10.86
0.00
12.71
1.33
Approach LOS
B
A
B
A
d_I, Intersection Delay [s/veh]
2.93
Intersection LOS
B
Line Avenue Operations
Scenario 10: 10: PM Existing - Mitigation
Traffic Impact Study D167 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 20.4
Level Of Service: C
Volume to Capacity (v/c): 0.224
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
128
320
168
98
80
71
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
128
320
168
98
80
71
Peak Hour Factor
0.9500
0.9500
0.9500
0.9500
0.9500
0.9500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
34
84
44
26
21
19
Total Analysis Volume [veh/h]
135
337
177
103
84
75
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 10: 10: PM Existing - Mitigation
Traffic Impact Study D168 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Free
Flared Lane
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.22
0.44
0.12
d_M, Delay for Movement [s/veh]
20.38
19.09
7.81
Movement LOS
C
C
A
A A A
95th -Percentile Queue Length [veh]
5.06
5.06
0.41
0.00 0.00 0.00
95th -Percentile Queue Length [ft]
126.53
126.53
10.32
0.00 0.00 0.00
d_A, Approach Delay [s/veh]
19.46
4.93 0.00
Approach LOS
C
A A
d_I, Intersection Delay [s/veh]
11.60
Intersection LOS
C
Line Avenue Operations
Scenario 10: 10: PM Existing - Mitigation
Traffic Impact Study D169 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Snack
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 33.9
HCM 2010 Level Of Service: D
15 minutes Volume to Capacity (v/c): 0.029
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
55
Westbound
Lane Configuration
#11 r
i i r
i t
361
13
Turning Movement
Left Thru Right
Left Thru Right
Left Thru
Right
Left Thru Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00
12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
1 1
0
1
0 0
Pocket Length [ft]
100.00 100.00
175.00 175.00
3.00
150.00
3.00
Speed [mph]
40.00
40.00
30.00
3.00
30.00
Grade [%]
0.00
0.00 10.00
1.00
1.00
0.00
Crosswalk
Yes
Yes
Yes
1.00
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
55
191
9
0
111
168
361
13
23
2
1 11
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
55
191
9
0
111
168
361T
13
23
2
11
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
14
50
2
0
29
44
94
3
6
1
3
0
Total Analysis Volume [veh/h]
57
199
9
0
116
175
376
14
24
2
11
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 10: 10: PM Existing - Mitigation
Traffic Impact Study D170 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.05
u.00
0.00
0.00
0.76
1 0.03
0.03
0.00
0.03
0.00
d_M, Delay for Movement [s/veh]
7.98
0.00
7.65
G
33.79
F33.94
8.96
13.76
14.48
9.59
Movement LOS
A
A
A A
A
A D
D
A
B
B
A
95th -Percentile Queue Length [veh]
0.14
FO.00
0.00 0.00
0.00
0.00 7.13
7.13
0.08
0.10
0.10
0.10
95th -Percentile Queue Length [ft]
3.54
1 0.00
0.00 0.00
0.00
0.00 178.15
178.15 1
1.98
2.53
2.53
2.53
d_A, Approach Delay [s/veh]
1.72
0.00
32.36
14.37
Approach LOS
A
A
D
B
d_I, Intersection Delay [s/veh]
14.28
Intersection LOS
D
Line Avenue Operations
Scenario 10: 10: PM Existing - Mitigation
Traffic Impact Study D171 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
Line Avenue Operations
Scenario 10: 10: PM Existing - Mitigation
l�
IN
Spark
Traffic Impact Study D172 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Sn ark
t e+
2 3
361
54
206 2Y �.
33
3 40ti 70
rc�ni. RM�ry� �mry�
Line Avenue Operations
Scenario 10: 10: PM Existing - Mitigation
Traffic Impact Study D173 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\PM - Alt A - Mitigation.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa.ck
Scenario 16: PM - Alt A - Mitigation
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
EB Left
0.117
13.5
B
2
Line Ave & 5th St
Two-way stop
HCM 2010
SWB Thru
0.004
11.7
B
3
Twin Lakes Rd & Line Ave
Two-way stop I
HCM 2010
WB Left
0.052
19.0
C
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 16: 16: PM - Alt A - Mitigation
Traffic Impact Study D174 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 13.5
Level Of Service: B
Volume to Capacity (v/c): 0.117
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
2
2
168
2
5
54
33
3
3 1
40
206
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
2
2
168
2
5
54
33
3
3
40
206
Peak Hour Factor
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
1
46
1
1
15
9
1
1
11
57
Total Analysis Volume [veh/h]
1
2
2
185
2
5
59
36
3
3
44
226
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 16: 16: PM - Alt A - Mitigation
Traffic Impact Study D175 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Stop Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
J
0.00
0.12
1 0.05
0.00
0.00
0.03
j.00
d_M, Delay for Movement [s/veh]
11.06
12.34
9.28
-00
G
13.47
11.67
10.24
7.70
7.71
0.00
Movement LOS
B
B
A
A
A
A B
B
B
A
A
A
95th -Percentile Queue Length [veh]
0.02
FO.02
0.02
0.00
0.00
0.00 0.62
0.62
0.62
0.74
0.74
0.74
95th -Percentile Queue Length [ft]
0.61
1 0.61
0.61
0.00
0.00
0.00 15.59
1 15.59
1 15.59
18.47
18.47
18.47
d_A, Approach Delay [s/veh]
10.86
0.00
12.71
1.33
Approach LOS
B
A
B
A
d_I, Intersection Delay [s/veh]
2.93
Intersection LOS
B
Line Avenue Operations
Scenario 16: 16: PM - Alt A - Mitigation
Traffic Impact Study D176 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 11.7
Level Of Service: B
Volume to Capacity (v/c): 0.004
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
128
320
168
98
80
71
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
98
320
-168
-98
-80
80
Other Volume [veh/h]
0
5
2
0
0
0
Total Hourly Volume [veh/h]
226
5
2
0
0
151
Peak Hour Factor
0.9500
0.9500
0.9500
0.9500
0.9500
0.9500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
59
1
1
0
0
40
Total Analysis Volume [veh/h]
238
5
2
0
0
159
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 16: 16: PM - Alt A - Mitigation
Traffic Impact Study D177 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Stop Free
Flared Lane
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
d_M, Delay for Movement [s/veh]
11.74
9.52
7.73
Movement LOS A A
B
A
A A
95th -Percentile Queue Length [veh] 0.00 0.00
0.01
0.00
0.00 0.00
95th -Percentile Queue Length [ft] 0.00 0.00
0.28
0.00
0.00 0.00
d_A, Approach Delay [s/veh] 0.00
11.74
0.00
Approach LOS A
B
A
d_I, Intersection Delay [s/veh]
0.06
Intersection LOS
B
Line Avenue Operations
Scenario 16: 16: PM - Alt A - Mitigation
Traffic Impact Study D178 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Snack
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 19.0
HCM 2010 Level Of Service: C
15 minutes Volume to Capacity (v/c): 0.052
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
55
Westbound
Lane Configuration
#11 r
i i r
i t
361
13
Turning Movement
Left Thru Right
Left Thru Right
Left Thru
Right
Left Thru Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00
12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
1 1
0
1
0 0
Pocket Length [ft]
100.00 100.00
175.00 175.00
3.00
100.00
3.00
Speed [mph]
40.00
40.00
30.00
3.00
30.00
Grade [%]
0.00
0.00 10.00
1.00
1.00
0.00
Crosswalk
Yes
Yes
Yes
1.00
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
55
191
9
0
111
168
361
13
23
2
1 11
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-55
364
13
0
168
-168
364
-13
-23
11
-11
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
555
22
0
279
0
0
0
0
13
0
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
145
6
0
73
0
0
0
0
3
0
0
Total Analysis Volume [veh/h]
0
578
23
0
291
0
0
0
0
14
0
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 16: 16: PM - Alt A - Mitigation
Traffic Impact Study D179 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median i
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
u.01
0.00
0.00
0.00
1 0.00
0.00
0.05
0.00
0.00
d_M, Delay for Movement [s/veh]
7.85
0.00
8.71
G
18.52
17.85
9.83
19.00
18.18
12.73
Movement LOS
A
A
A A
A
A C
C
A
C
C
B
95th -Percentile Queue Length [veh]
0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
0.16
0.16
0.16
95th -Percentile Queue Length [ft]
0.00
1 0.00
0.00 0.00
0.00
0.00 0.00
0.00 1
0.00
4.06
4.06
4.06
d_A, Approach Delay [s/veh]
0.00
0.00
15.40
19.00
Approach LOS
A
A
C
C
d_I, Intersection Delay [s/veh]
0.29
Intersection LOS
C
Line Avenue Operations
Scenario 16: 16: PM - Alt A - Mitigation
Traffic Impact Study D180 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
Line Avenue Operations
Scenario 16: 16: PM - Alt A - Mitigation
l�
12
�Ir
Spark
Traffic Impact Study D181 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Sn ark
5 6 40
rNN. l
Line Avenue Operations
Scenario 16: 16: PM - Alt A - Mitigation
N �
a
0
25
n1 �] CjnNV
UN
Traffic Impact Study D182 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\PM - Alt B - Mitigation.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa.ck
Scenario 15: PM - Alt B - Mitigation
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
EB Left
0.207
16.8
C
2
Line Ave & 5th St
Two-way stop
HCM 2010
NEB Left
0.000
11.7
B
3
Twin Lakes Rd & Line Ave
Two-way stop I
HCM 2010
EB Left
0.829
82.9
F
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 15: 15: PM - Alt B - Mitigation
Traffic Impact Study D183 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 16.8
Level Of Service: C
Volume to Capacity (v/c): 0.207
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
2
2
168
2
5
54
33
3
3 1
40
206
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
49
133
0
0
0
-49
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
2
2
168
2
5
103
166
3
3
40
157
Peak Hour Factor
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
1
46
1
1
28
46
1
1
11
43
Total Analysis Volume [veh/h]
1
2
2
185
2
5
113
182
3
3
44
173
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 15: 15: PM - Alt B - Mitigation
Traffic Impact Study D184 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Stop Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
11.00
0.00
0.21
1 0.27
0.00
0.00
0.03
j.00
d_M, Delay for Movement [s/veh]
10.82
11.85
9.27
0.00
G
16.81
15.56
14.13
7.70
7.71
0.00
Movement LOS
B
B
A
A
A
A C
C
B
A
A
A
95th -Percentile Queue Length [veh]
0.02
FO.02
0.02
0.00
0.00
0.00 2.60
2.60
2.60
0.57
0.57
0.57
95th -Percentile Queue Length [ft]
0.58
1 0.58 1
0.58
0.00
0.00
0.00 64.95
1 64.95
1 64.95
14.22
14.22
14.22
d_A, Approach Delay [s/veh]
10.62
0.00
16.02
1.65
Approach LOS
B
A
C
A
d_I, Intersection Delay [s/veh]
7.26
Intersection LOS
C
Line Avenue Operations
Scenario 15: 15: PM - Alt B - Mitigation
Traffic Impact Study D185 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Spark
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 11.7
Level Of Service: B
Volume to Capacity (v/c): 0.000
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
128
320
168
98
80
71
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-128
-320
-168
79
204
-71
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
0
0
177
284
0
Peak Hour Factor
0.9500
0.9500
0.9500
0.9500
0.9500
0.9500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
0
0
47
75
0
Total Analysis Volume [veh/h]
0
0
0
186
299
0
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 15: 15: PM - Alt B - Mitigation
Traffic Impact Study D186 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Free
Flared Lane
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
d_M, Delay for Movement [s/veh]
11.70
10.89
7.87
Movement LOS
B
B
A A A A
95th -Percentile Queue Length [veh]
0.00
0.00
0.00 0.00 0.00 0.00
95th -Percentile Queue Length [ft]
0.00
0.00
0.00 0.00 0.00 0.00
d_A, Approach Delay [s/veh]
11.29
0.00 0.00
Approach LOS
B
A A
d_I, Intersection Delay [s/veh]
0.00
Intersection LOS
B
Line Avenue Operations
Scenario 15: 15: PM - Alt B - Mitigation
Traffic Impact Study D187 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Spark
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 82.9
HCM 2010 Level Of Service: F
15 minutes Volume to Capacity (v/c): 0.829
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
55
Westbound
Lane Configuration
#11 r
i i r
i t
361
13
Turning Movement
Left Thru Right
Left Thru Right
Left Thru
Right
Left Thru Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00
12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
1 1
0
1
0 0
Pocket Length [ft]
100.00 100.00
175.00 175.00
3.00
100.00
3.00
Speed [mph]
40.00
40.00
30.00
3.00
30.00
Grade [%]
0.00
0.00 10.00
1.00
1.00
0.00
Crosswalk
Yes
Yes
Yes
1.00
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
55
191
9
0
111
168
361
13
23
2
1 11
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
79
191
0
0
158
-158
191
0
71
10
-10
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
134
382
9
0
269
10
170T
13
94
12
1
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
35
99
2
0
70
3
44
3
24
3
0
0
Total Analysis Volume [veh/h]
140
398
9
0
280
10
177
14
98
13
1
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 15: 15: PM - Alt B - Mitigation
Traffic Impact Study D188 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median i
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.11
u.00
0.00
0.00
0.83
1 0.06
0.13
0.07
0.00
0.00
d_M, Delay for Movement [s/veh]
8.20
0.00
8.14
G
82.94
F82.07
10.47
27.17
22.71
12.25
Movement LOS
A
A
A A
A
A F
F
B
D
C
B
95th -Percentile Queue Length [veh]
0.37
FO.00
0.00 0.00
0.00
0.00 7.13
7.13
0.44
0.25
0.25
0.25
95th -Percentile Queue Length [ft]
9.30
1 0.00
0.00 0.00
0.00
0.00 178.15
178.15 1
11.10
6.30
6.30
6.30
d_A, Approach Delay [s/veh]
2.10
0.00
58.32
26.85
Approach LOS
A
A
F
D
d_I, Intersection Delay [s/veh]
16.12
Intersection LOS
F
Line Avenue Operations
Scenario 15: 15: PM - Alt B - Mitigation
Traffic Impact Study D189 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
Line Avenue Operations
Scenario 15: 15: PM - Alt B - Mitigation
l�
IN
Spark
Traffic Impact Study D190 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Sn ark
t
2
103 J 157
166 ------ 40
3 � � 3
rNN.
Line Avenue Operations
Scenario 15: 15: PM - Alt B - Mitigation
3 4
4
12
Traffic Impact Study D191 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\PM - Alt C - Mitigation.pdf
Line Avenue Operations
Intersection Analysis Summary
Spa.ck
Scenario 14: PM - Alt C - Mitigation
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
1
Dodge Ave & 5th St
Two-way stop
HCM 2010
EB Left
0.182
18.1
C
2
Line Ave & 5th St
Two-way stop
HCM 2010
NEB Left
0.010
13.5
B
3
Twin Lakes Rd & Line Ave
Two-way stop I
HCM 2010
EB Left
1.151
174.5
F
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 14: 14: PM - Alt C - Mitigation
Traffic Impact Study D192 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 1: Dodge Ave & 5th St
Delay (sec / veh): 18.1
Level Of Service: C
Volume to Capacity (v/c): 0.182
Name
Parking Lot
Dodge Ave
5th St
5th St
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
Base Volume Input [veh/h]
1
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
30.00
30.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Parking Lot
Dodge Ave
5th St
5th St
Base Volume Input [veh/h]
1
2
2
168
2
5
54
33
3
3 1
40
206
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
34
182
0
0
0
-34
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1
2
2
168
2
5
88
215
3
3
40
172
Peak Hour Factor
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
0.9100
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
1
1
46
1
1
24
59
1
1
11
47
Total Analysis Volume [veh/h]
1
2
2
185
2
5
97
236
3
3
44
189
Pedestrian Volume [ped/h]
0
10
10
0
Line Avenue Operations
Scenario 14: 14: PM - Alt C - Mitigation
Traffic Impact Study D193 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Stop Free
Flared Lane No No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.00
0.00
J
0.00
0.18
1 0.35
0.00
0.00
0.03
j.00
d_M, Delay for Movement [s/veh]
10.89
12.00
9.28
-00
C
18.14
16.73
15.29
7.70
7.71
0.00
Movement LOS
B
B
A
A
A
A C
C
C
A
A
A
95th -Percentile Queue Length [veh]
0.02
FO.02
0.02
0.00
0.00
0.00 3.17
3.17
3.17
0.62
0.62
0.62
95th -Percentile Queue Length [ft]
0.59
1 0.59
0.59
0.00
0.00
0.00 79.32
1 79.32
1 79.32
15.46
15.46
15.46
d_A, Approach Delay [s/veh]
10.69
0.00
17.12
1.54
Approach LOS
B
A
C
A
d_I, Intersection Delay [s/veh]
8.02
Intersection LOS
C
Line Avenue Operations
Scenario 14: 14: PM - Alt C - Mitigation
Traffic Impact Study D194 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Control Type: Two-way stop
Analysis Method: HCM 2010
Analysis Period: 15 minutes
Intersection Setup
Snack
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Delay (sec / veh): 13.5
Level Of Service: B
Volume to Capacity (v/c): 0.010
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
128
320
168
98
80
71
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
-123
-252
-133
89
224
-42
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
5
68
35
187
304
29
Peak Hour Factor
0.9500
0.9500
0.9500
0.9500
0.9500
0.9500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
1
18
9
49
80
8
Total Analysis Volume [veh/h]
5
72
37
197
320
31
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 14: 14: PM - Alt C - Mitigation
Traffic Impact Study D195 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Stop Free Free
Flared Lane
Storage Area [veh]
Two -Stage Gap Acceptance No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.01
0.12
0.03
d_M, Delay for Movement [s/veh]
13.46
12.13
8.05
Movement LOS
B
B
A
A A A
95th -Percentile Queue Length [veh]
0.46
0.46
0.09
0.00 0.00 0.00
95th -Percentile Queue Length [ft]
11.50
11.50
2.35
0.00 0.00 0.00
d_A, Approach Delay [s/veh]
12.22
1.27 0.00
Approach LOS
B
A A
d_I, Intersection Delay [s/veh]
1.87
Intersection LOS
B
Line Avenue Operations
Scenario 14: 14: PM - Alt C - Mitigation
Traffic Impact Study D196 Line Avenue Operations
Generated with
Version 4.00-02
Control Type:
Analysis Method
Analysis Period:
Intersection Setup
Appendix D - Capacity Analysis Backup
Spark
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Two-way stop Delay (sec / veh): 174.5
HCM 2010 Level Of Service: F
15 minutes Volume to Capacity (v/c): 1.151
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
55
Westbound
Lane Configuration
#11 r
i i r
i t
361
13
Turning Movement
Left Thru Right
Left Thru Right
Left Thru
Right
Left Thru Right
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00
12.00
12.00 12.00 12.00
No. of Lanes in Pocket
1 1
1 1
0
1
0 0
Pocket Length [ft]
100.00 100.00
175.00 175.00
3.00
100.00
3.00
Speed [mph]
40.00
40.00
30.00
3.00
30.00
Grade [%]
0.00
0.00 10.00
1.00
1.00
0.00
Crosswalk
Yes
Yes
Yes
1.00
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
55
191
9
0
111
168
361
13
23
2
1 11
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
125
149
6
0
158
-158
151
-6
129
11
-11
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
180
340
15
0
269
10
210
7
152
13
0
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
47
89
4
0
70
3
55
2
40
3
0
0
Total Analysis Volume [veh/h]
188
354
16
0
280
10
219
7
158
14
0
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 14: 14: PM - Alt C - Mitigation
Traffic Impact Study D197 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Priority Scheme Free Free Stop Stop
Flared Lane No
Storage Area [veh]
Two -Stage Gap Acceptance No No
Number of Storage Spaces in Median u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.15
u.00
0.00
0.00
1.15
1 0.04
0.21
0.10
0.00
0.00
d_M, Delay for Movement [s/veh]
8.34
0.00
8.04
C
174.53
173.70
11.01
32.15
25.52
12.82
Movement LOS
A
A
A A
A
A F
F
B
D
D
B
95th -Percentile Queue Length [veh]
0.52
FO.00
0.00 0.00
0.00
0.00 11.68
11.68
0.78
0.31
0.31
0.31
95th -Percentile Queue Length [ft]
13.03 1
0.00
0.00 0.00
0.00
0.00 292.08
292.08 1
19.60
7.78
7.78
7.78
d_A, Approach Delay [s/veh]
2.81
0.00
107.23
32.15
Approach LOS
A
A
F
D
d_I, Intersection Delay [s/veh]
34.67
Intersection LOS
F
Line Avenue Operations
Scenario 14: 14: PM - Alt C - Mitigation
Traffic Impact Study D198 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
Line Avenue Operations
Scenario 14: 14: PM - Alt C - Mitigation
l�
IN
Spark
Traffic Impact Study D199 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Sn ark
\} 2 to
as0 i 162 e
215
-�� �-~ _ o
Line Avenue Operations
Scenario 14: 14: PM - Alt C - Mitigation
Traffic Impact Study D200 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Line Avenue Operations
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\PM Existing - Mitigation - Roundabout.pdf
Spa c,k
Scenario 20: PM Existing - Mit - Roundabout
Intersection Analysis Summary
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
3
Twin Lakes Rd & Line Ave
Roundabout
HCM
NB Thru
1 8.2
A
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 20: 20: PM Existing - Mit - Roundabout
Traffic Impact Study D201 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Control Type: Roundabout Delay (sec / veh)
Analysis Method: HCM Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
8.2
A
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
9
0
111
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
40.00
40.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
55
191
9
0
111
168
361
13
23
2
1 11
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
55
191
9
0
111
168
361T
13
23
2
11
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
14
50
2
0
29
44
94
3
6
1
3
0
Total Analysis Volume [veh/h]
57
199
9
0
116
175
376
14
24
2
11
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 20: 20: PM Existing - Mit - Roundabout
Traffic Impact Study D202 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
Spark
Number of Conflicting Circulating Lanes
1
1
1
1
Circulating Flow Rate [veh/h]
402
72
123
653
Exiting Flow Rate [veh/h]
14
70
123
594
Demand Flow Rate [veh/h] 55
191
1 9
1 0
111
1 168 1 361
1 13
23
1 2
11
1 0
Adjusted Demand Flow Rate [veh/h] 57
199
1 9
1 0
116T
175 1 376
1 14
24
1 2
11
0
Lanes
Overwrite Calculated Critical Headway
No
No
No
No
User -Defined Critical Headway [s]
1.67
-11
2.16
0.07
Overwrite Calculated Follow -Up Time
No
No
No
No
User -Defined Follow -Up Time [s]
3.00
3.00
8.57
6.56
A (intercept)
1130.00
1130.00
1130.00
1130.00
B (coefficient)
0.00100
0.00100
0.00100
0.00100
HV Adjustment Factor
0.96
0.97
0.97
0.97
Entry Flow Rate [veh/h]
275
301
427
14
Capacity of Entry and Bypass Lanes [veh/
757
1052
1000
589
Pedestrian Impedance
1.00
1.00
1.00
1.00
Capacity per Entry Lane [veh/h]
729
1017
971
572
X, volume / capacity
0.36
0.29
0.43
0.02
Movement, Approach, & Intersection Results
Lane LOS
A
A
A
A
95th -Percentile Queue Length [veh]
1.67
1.19
2.16
0.07
95th -Percentile Queue Length [ft]
41.65
29.68
54.12
1.75
Approach Delay [s/veh]
9.55
6.38
8.57
6.56
Approach LOS
A
A
A
A
Intersection Delay [s/veh]
8.16
Intersection LOS
A
Line Avenue Operations
Scenario 20: 20: PM Existing - Mit - Roundabout
Traffic Impact Study D203 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
_
9c,
[ t: �,,
Noe
F.w �
Spark
Line Avenue Operations
Scenario 20: 20: PM Existing - Mit - Roundabout
Traffic Impact Study D204
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Base Volume
t:;Y
F.w �
EVAL14-0
Spark
Line Avenue Operations
Scenario 20: 20: PM Existing - Mit - Roundabout
Traffic Impact Study D205
Line Avenue Operations
Generated with
Version 4.00-02
Appendix D - Capacity Analysis Backup
Line Avenue Operations
Spa c,k
Vistro File: C:\...\Line Ave Vistro.vistro Scenario 19: PM - Alt A - Mit - Roundabout
Report File: C:\...\PM - Alt A - Mitigation - Roundabout.pdf 6/9/2016
Intersection Analysis Summary
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
3
Twin Lakes Rd & Line Ave
Roundabout
HCM
NB Thru
1 8.7
A
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 19: 19: PM - Alt A - Mit - Roundabout
Traffic Impact Study D206 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Control Type: Roundabout Delay (sec / veh)
Analysis Method: HCM Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
8.7
A
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Approach
Northbound
Southbound
Westbound
Lane Configuration
�"►
I
"r
Turning Movement
Thru Right
Left Thru
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
Pocket Length [ft]
3.00
Growth Rate
1.00
Speed [mph]
40.00
40.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Base Volume Input [veh/h]
191
9
0
111
2
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
4.00
3.00
3.00
4.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
364
13
0
168
11
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
555
22
0
279
13
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
145
6
0
73
3
0
Total Analysis Volume [veh/h]
578
23
0
291
14
0
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 19: 19: PM - Alt A - Mit - Roundabout
Traffic Impact Study D207 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Number of Conflicting Circulating Lanes 1 1 1
Circulating Flow Rate [veh/h] 0 14 601
Exiting Flow Rate [veh/h] 0 14 601
Demand Flow Rate [veh/h] 555
22 0
279 13
0
Adjusted Demand Flow Rate [veh/h] 578
23 0
291 14
0
Lanes
Overwrite Calculated Critical Headway
No
No
No
User -Defined Critical Headway [s]
4.00
4.00
0.07
Overwrite Calculated Follow -Up Time
No
No
No
User -Defined Follow -Up Time [s]
3.00
3.00
6.24
A (intercept)
1130.00
1130.00
1130.00
B (coefficient)
0.00100
0.00100
0.00100
HV Adjustment Factor
0.96
0.96
0.97
Entry Flow Rate [veh/h]
625
303
15
Capacity of Entry and Bypass Lanes [veh/
1130
1114
620
Pedestrian Impedance
1.00
1.00
1.00
Capacity per Entry Lane [veh/h]
1087
1071
602
X, volume / capacity
0.55
0.27
0.02
Movement, Approach, & Intersection Results
Lane LOS
B
A
A
95th -Percentile Queue Length [veh]
3.51
1.11
0.07
95th -Percentile Queue Length [ft]
87.69
27.67
1.79
Approach Delay [s/veh]
10.09
5.97
6.24
Approach LOS
B
A
A
Intersection Delay [s/veh]
8.71
Intersection LOS
A
Line Avenue Operations
Scenario 19: 19: PM - Alt A - Mit - Roundabout
Traffic Impact Study D208 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
_
9c,
[ t: �,,
Noe
F.w �
Spark
Line Avenue Operations
Scenario 19: 19: PM - Alt A - Mit - Roundabout
Traffic Impact Study D209
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Spat{
Line Avenue Operations
Scenario 19: 19: PM - Alt A - Mit - Roundabout
Traffic Impact Study D210
k
i
Line Avenue Operations
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Spa.ck
Line Avenue Operations
Vistro File: C:\...\Line Ave Vistro.vistro Scenario 18: PM - Alt B - Mitigation - Roundabout
Report File: C:\...\PM - Alt B - Mitigation - Roundabout.pdf 6/9/2016
Intersection Analysis Summary
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
3
Twin Lakes Rd & Line Ave
Roundabout
HCM
NB Thru
1 10.5
B
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 18: 18: PM - Alt B - Mitigation - Roundabout
Traffic Impact Study D211 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Control Type: Roundabout Delay (sec / veh)
Analysis Method: HCM Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Snack
10.5
B
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
9
0
111
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
40.00
40.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
55
191
9
0
111
168
361
13
23
2
1 11
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
79
191
0
0
158
-158
191
0
71
10
-10
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
134
382
9
0
269
10
170T
13
94
12
1
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
35
99
2
0
70
3
44
3
24
3
0
0
Total Analysis Volume [veh/h]
140
398
9
0
280
10
177
14
98
13
1
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 18: 18: PM - Alt B - Mitigation - Roundabout
Traffic Impact Study D212 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
Spark
Number of Conflicting Circulating Lanes
1
1
1
1
Circulating Flow Rate [veh/h]
197
159
305
740
Exiting Flow Rate [veh/h]
14
145
305
596
Demand Flow Rate [veh/h] 134
382
9
1 0
269
10 1 170
13
94
1 12
1
0
Adjusted Demand Flow Rate [veh/h] 140
398
9
1 0
280
10 1 177
14
98
1 13
1
0
Lanes
Overwrite Calculated Critical Headway
No
No
No
No
User -Defined Critical Headway [s]
4.29
1_..1
1.63
0.08
Overwrite Calculated Follow -Up Time
No
No
No
No
User -Defined Follow -Up Time [s]
3.00
3.00
8.69
7.20
A (intercept)
1130.00
1130.00
1130.00
1130.00
B (coefficient)
0.00100
0.00100
0.00100
0.00100
HV Adjustment Factor
0.96
0.96
0.97
0.97
Entry Flow Rate [veh/h]
568
302
298
15
Capacity of Entry and Bypass Lanes [veh/
929
965
834
539
Pedestrian Impedance
1.00
1.00
1.00
1.00
Capacity per Entry Lane [veh/h]
895
928
810
524
X, volume / capacity
0.61
0.31
0.36
0.03
Movement, Approach, & Intersection Results
Lane LOS
B
A
A
A
95th -Percentile Queue Length [veh]
4.29
1.34
1.63
0.08
95th -Percentile Queue Length [ft]
107.34
33.55
40.66
2.06
Approach Delay [s/veh]
13.19
7.20
8.69
7.20
Approach LOS
B
A
A
A
Intersection Delay [s/veh]
10.45
Intersection LOS
B
Line Avenue Operations
Scenario 18: 18: PM - Alt B - Mitigation - Roundabout
Traffic Impact Study D213 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
_
9c,
[ t: �,,
Noe
F.w �
Spark
Line Avenue Operations
Scenario 18: 18: PM - Alt B - Mitigation - Roundabout
Traffic Impact Study D214
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Spat{
Line Avenue Operations
Scenario 18: 18: PM - Alt B - Mitigation - Roundabout
Traffic Impact Study D215
k
i
Line Avenue Operations
Line Avenue Operations
Generated with
Version 4.00-02
Appendix D - Capacity Analysis Backup
Line Avenue Operations
Vistro File: C:\...\Line Ave Vistro.vistro
Report File: C:\...\PM - Alt C - Mitigation - Roundabout.pdf
Intersection Analysis Summary
Spa c,k
Scenario 17: PM - Alt C - Mit - Roundabout
6/9/2016
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
3
Twin Lakes Rd & Line Ave
Roundabout
HCM
NB Thru
1 11.8
B
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 17: 17: PM - Alt C - Mit - Roundabout
Traffic Impact Study D216 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 3: Twin Lakes Rd & Line Ave
Control Type: Roundabout Delay (sec / veh)
Analysis Method: HCM Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Snack
11.8
B
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
+
9
0
111
Turning Movement
Left Thru Right
Left Thru Right
Left Thru Right
Left Thru TRght
Lane Width [ft]
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
12.00 12.00 12.00
No. of Lanes in Pocket
0 0
0 0
0 0
0 0
Pocket Length [ft]
1.0000
1.0000
1.0000
1.0000
Speed [mph]
40.00
40.00
30.00
130.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
Yes
volumes
Name
Twin Lakes Rd
Twin Lakes Rd
Line Ave
Line Ave
Base Volume Input [veh/h]
55
191
9
0
111
168
361
13
23
2
1 11
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
4.00
3.00
3.00
4.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
_77-6
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
125
149
6
0
158
-158
151
-6
129
11
-11
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
180
340
15
0
269
10
210
7
152
13
0
0
Peak Hour Factor
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
0.9600
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
47
89
4
0
70
3
55
2
40
3
0
0
Total Analysis Volume [veh/h]
188
354
16
0
280
10
219
7
158
14
0
0
Pedestrian Volume [ped/h]
0
10
10
10
Line Avenue Operations
Scenario 17: 17: PM - Alt C - Mit - Roundabout
Traffic Impact Study D217 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
Spark
Number of Conflicting Circulating Lanes
1
1
1
1
Circulating Flow Rate [veh/h]
233
208
306
787
Exiting Flow Rate [veh/h]
7
194
306
594
Demand Flow Rate [veh/h] 180
340
15
1 0
269
10 1 210
7
152
1 13
0
1 0
Adjusted Demand Flow Rate [veh/h] 188
354
16
1 0
280
10 1 219
7
158
1 14
0
0
Lanes
Overwrite Calculated Critical Headway
No
No
No
No
User -Defined Critical Headway [s]
4.86
1_..1
2.59
0.09
Overwrite Calculated Follow -Up Time
No
No
No
No
User -Defined Follow -Up Time [s]
3.00
3.00
10.80
7.56
A (intercept)
1130.00
1130.00
1130.00
1130.00
B (coefficient)
0.00100
0.00100
0.00100
0.00100
HV Adjustment Factor
0.96
0.96
0.97
0.97
Entry Flow Rate [veh/h]
579
302
396
15
Capacity of Entry and Bypass Lanes [veh/
896
918
833
515
Pedestrian Impedance
1.00
1.00
1.00
1.00
Capacity per Entry Lane [veh/h]
864
883
809
500
X, volume / capacity
0.65
0.33
0.48
0.03
Movement, Approach, & Intersection Results
Lane LOS
B
A
B
A
95th -Percentile Queue Length [veh]
4.86
1.44
2.59
0.09
95th -Percentile Queue Length [ft]
121.38
35.99
64.73
2.16
Approach Delay [s/veh]
14.66
7.70
10.80
7.56
Approach LOS
B
A
B
A
Intersection Delay [s/veh]
11.77
Intersection LOS
B
Line Avenue Operations
Scenario 17: 17: PM - Alt C - Mit - Roundabout
Traffic Impact Study D218 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
_
9c,
[ t: �,,
Noe
F.w �
Spark
Line Avenue Operations
Scenario 17: 17: PM - Alt C - Mit - Roundabout
Traffic Impact Study D219
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
w�
lei__yam
Line Avenue Operations
Scenario 17: 17: PM - Alt C - Mit - Roundabout
Traffic Impact Study D220
Spark
AL-
Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Spa.ck
Line Avenue Operations
Vistro File: C:\...\Line Ave Vistro.vistro Scenario 21: AM Existing - Roundabout on 5 Line
Report File: C:\...\AM Existing - Roundabout at 5th & 6/9/2016
Line.pdf
Intersection Analysis Summary
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
2
Line Ave & 5th St
Roundabout
HCM
SWB Thru
1 5.8
A
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 21: 21: AM Existing - Roundabout on 5 Line
Traffic Impact Study D221 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Control Type: Roundabout Delay (sec / veh)
Analysis Method: HCM Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
5.8
A
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
35
101
310
115
43
56
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
35
101
310
115
43
56
Peak Hour Factor
0.9000
0.9000
0.9000
0.9000
0.9000
0.9000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.06
Total 15 -Minute Volume [veh/h]
10
28
86
32
12
16
Total Analysis Volume [veh/h]
39
112
344
128
48
62
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 21: 21: AM Existing - Roundabout on 5 Line
Traffic Impact Study D222 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Number of Conflicting Circulating Lanes 1 1 1
Circulating Flow Rate [veh/h] 49 40 354
Exiting Flow Rate [veh/h] 49 40 354
Demand Flow Rate [veh/h] 35
101 310
115 43
56
Adjusted Demand Flow Rate [veh/h] 39
112 344
128 48
62
Lanes
Overwrite Calculated Critical Headway
No
No
No
No
User -Defined Critical Headway [s]
4.00
0.50
95th -Percentile Queue Length [ft]
12.62
Overwrite Calculated Follow -Up Time
No
No
No
No
User -Defined Follow -Up Time [s]
3.00
3.00
A
A
A (intercept)
1130.00
1130.00
1130.00
1130.00
B (coefficient)
0.00100
0.00100
0.00100
0.00100
HV Adjustment Factor
0.97
0.97
F 0.97
0.97
Entry Flow Rate [veh/h]
156
355
132
114
Capacity of Entry and Bypass Lanes [veh/
1076
1086
1086
793
Pedestrian Impedance
1.00
1.00
1.00
1.00
Capacity per Entry Lane [veh/h]
1045
1054
1054
770
X, volume / capacity
0.14
0.33
0.12
0.14
Movement, Approach, & Intersection Results
Lane LOS
A
A A
A
95th -Percentile Queue Length [veh]
0.50
1.43 0.41
0.50
95th -Percentile Queue Length [ft]
12.62
35.77 10.33
12.43
Approach Delay [s/veh]
4.75
6.10
6.17
Approach LOS
A
A
A
Intersection Delay [s/veh]
5.83
Intersection LOS
A
Line Avenue Operations
Scenario 21: 21: AM Existing - Roundabout on 5 Line
Traffic Impact Study D223 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
Spark
(zi
Line Avenue Operations
Scenario 21: 21: AM Existing - Roundabout on 5 Line
Traffic Impact Study D224 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Spark
Line Avenue Operations
Scenario 21: 21: AM Existing - Roundabout on 5 Line
Traffic Impact Study D225 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Spa.ck
Line Avenue Operations
Vistro File: C:\...\Line Ave Vistro.vistro Scenario 22: PM Existing - Roundabout on 5 Line
Report File: C:\...\PM Existing - Roundabout at 5th & 6/9/2016
Line.pdf
Intersection Analysis Summary
ID
Intersection Name
Control Type
Method
Worst Mvmt
V/C
Delay (s/veh)
LOS
2
Line Ave & 5th St
Roundabout
HCM
NEB Thru
1 7.3
A
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. for
all other control types, they are taken for the whole intersection.
Line Avenue Operations
Scenario 22: 22: PM Existing - Roundabout on 5 Line
Traffic Impact Study D226 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Level Of Service Report
Intersection 2: Line Ave & 5th St
Control Type: Roundabout Delay (sec / veh):
Analysis Method: HCM Level Of Service:
Analysis Period: 15 minutes
Intersection Setup
Spark
7.3
A
Name
Line Ave
Line Ave
5th St
Approach
Northeastbound
Southwestbound
Southeastbound
Lane Configuration
I
i r
Ir
Turning Movement
Left Thru
Thru Right
Left Right
Lane Width [ft]
12.00 12.00
12.00 12.00
12.00 12.00
No. of Lanes in Pocket
0 0
0 1
0 0
Pocket Length [ft]
3.00
150.00
3.00
Speed [mph]
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
Yes
Yes
volumes
Name
Line Ave
Line Ave
5th St
Base Volume Input [veh/h]
128
320
168
98
80
71
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
3.00
3.00
3.00
3.00
3.00
3.00
Growth Rate
1.00
1.00
1.00
1.00
1.00
1.00
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
128
320
168
98
80
71
Peak Hour Factor
0.9500
0.9500
0.9500
0.9500
0.9500
0.9500
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
34
84
44
26
-_
21
19
Total Analysis Volume [veh/h]
135
337
177
103
84
75
Pedestrian Volume [ped/h]
0
0
0
Line Avenue Operations
Scenario 22: 22: PM Existing - Roundabout on 5 Line
Traffic Impact Study D227 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Intersection Settings
SpaCk
Number of Conflicting Circulating Lanes 1 1 1
Circulating Flow Rate [veh/h] 87 139 182
Exiting Flow Rate [veh/h] 87 139 182
Demand Flow Rate [veh/h] 128
320 168
98 80
71
Adjusted Demand Flow Rate [veh/h] 135
337 177
103 84
75
Lanes
Overwrite Calculated Critical Headway
No
No
No
No
User -Defined Critical Headway [s]
4.00
0.63
95th -Percentile Queue Length [ft]
63.83
Overwrite Calculated Follow -Up Time
No
No
No
No
User -Defined Follow -Up Time [s]
3.00
3.00
A
A
A (intercept)
1130.00
1130.00
1130.00
1130.00
B (coefficient)
0.00100
0.00100
0.00100
0.00100
HV Adjustment Factor
0.97
0.97
F 0.97
0.97
Entry Flow Rate [veh/h]
487
183
107
164
Capacity of Entry and Bypass Lanes [veh/
1037
984
984
942
Pedestrian Impedance
1.00
1.00
1.00
1.00
Capacity per Entry Lane [veh/h]
1007
955
955
915
X, volume / capacity
0.47
0.19
0.11
0.17
Movement, Approach, & Intersection Results
Lane LOS
A
A A
A
95th -Percentile Queue Length [veh]
2.55
0.68 0.36
0.63
95th -Percentile Queue Length [ft]
63.83
16.95 9.04
15.69
Approach Delay [s/veh]
9.04
5.26
5.63
Approach LOS
A
A
A
Intersection Delay [s/veh]
7.29
Intersection LOS
A
Line Avenue Operations
Scenario 22: 22: PM Existing - Roundabout on 5 Line
Traffic Impact Study D228 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Lane Configuration and Traffic Control
Spark
(zi
Line Avenue Operations
Scenario 22: 22: PM Existing - Roundabout on 5 Line
Traffic Impact Study D229 Line Avenue Operations
Appendix D - Capacity Analysis Backup
Generated with
Version 4.00-02
Traffic Volume - Future Total Volume
Spark
Line Avenue Operations
Scenario 22: 22: PM Existing - Roundabout on 5 Line
Traffic Impact Study D230 Line Avenue Operations
a
r
-• �e+AL� mow;
� }y
} '
Line Avenue Traffic Operations Study
June 20, 2016
City of
Elk
River
C
• Evaluate Options for Line Avenue Cul-de-sac
A. At Twin Lakes Road
B. Between 5th St. and 3rd St.
C. Between 3rd St. and Main St.
r.• F'
�I r � •� ' Z� C
� f
/*
4k
:s
4L
an;
10
f
-
• Intersection Levels of Service (LOS)
"Level of Service A ( LOS A) represents light traffic flow
(free flow conditions) while LOS F represents heavy
traffic flow (over capacity conditions) . LOS D is
considered acceptable at intersections."
LOS A _ _ LOS D = Acceptable LOS F = Unaccee ble
Sol
mr III
Table 1 - Existing Peak Hour Level of Service'
Intersection A.M. Peak P.M. Peak
Dodge Ave/5t' St A (b) A (b)
Line Ave/5tI St A (b) A (c)
Twin Lakes Rd/Line Ave A (c) C (e)
Line Ave/31 St A (b) A (c)
Line Ave/Main St B (c) C (c)
Twin Lakes Rd/181st Ave B (b) B (b)
'The first letter is the Level of Service for the intersection. The second letter
(in parentheses) is the Level of Service for the worst operating movement.
�► p .
Table 3 - Line Avenue Alternatives PM Peak Hour Level of Service'
Intersection P.M. Peak Hour
Existing Alt. a Alt. B a
Dodge Awe/511 St A (b) A (b) A (c) A (c)
Line Ave/5' St A c A a A a A b
Twin Lakes Rd/Line Ave C e A c D f F f
Line Ave/31 St A (c) A (b) A (b) A (a)
Line Ave/Main St C (c) C (d) B (c) A (b)
Twin Lakes Rd/181 st Ave B (b) C (d) B (c) B (b)
'The first letter is the Level of Service for the intersection. The Mond letter
(in parentheses) is the Level of Service for the worst operating movement.
C
fks,
Study Recommendations
• Keep Line Avenue connected between Main Street and Twin
Lakes Road (TLR) at this time unless a non traffic related
compelling reason exists to change it.
• Consider a left turn lane on TLR at Line Avenue
• Revise 5th Street intersection at Dodge to recognize
dominant traffic pattern.
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jo
VL
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Ir
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