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Transportation Impact Study
Vineyard-Goldelm
Fort Collins, Colorado
February 2016
Vineyard-Goldelm
Transportation Impact Study
Fort Collins, Colorado
22 February 2016
Prepared for:
Mr. Hans H. Breuer
Executive Pastor
Vineyard Church
1201 Riverside
Fort Collins, CO 80525
Prepared by:
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Eric L. Bracke, P.E., P.T.O.E.
5401 Taylor Lane
Fort Collins, CO 80528
Office: 970-988-7551
ELBEngineeringlpbroadband.net
This document, together with the concepts and designs presented herein, as an instrument of service, is intended only
for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without
written authorization from ELB Engineering, LLC shall be without liability to ELB Engineering, LLC.
TABLE OF CONTENTS
Page
1 Introduction 1
2. Agency Discussions 1
3. Existing Conditions 3
4. Project Description 8
5. Traffic Projections/Analysis 12
6. Improvements 23
7. Multimodal Analysis 24
8. Conclusions 26
Table
List of Tables
Page
1. LOS Definitions 7
2. Existing Operation 7
3. Trip Generation 10
4. 2018 Background Capacity Analysis 15
5. 2020 Background Capacity Analysis 16
6. 2036 Background Capacity Analysis 16
7. Year 2018 Total Traffic Capacity Analysis 21
8. Year 2020 Total Traffic Capacity Analysis 22
9. Year 2036 Total Traffic Capacity Analysis 23
Figures
List of Figures
Page
1. Vicinity Map 2
2. Existing Peak Hour Traffic 6
3. Site Plan 9
4. Trip Distribution 10
5. Site Distributed Traffic 11
6. Year 2018 Background Traffic 12
7. Year 2020 Background Traffic 13
8. Year 2036 Background Traffic 14
9. Year 2018 Total Traffic 18
10. Year 2020 Total Traffic 19
11. Year 2036 Total Traffic 20
APPENDIX
A. Base Assumptions/Scoping Form
B. Traffic Counts
C. HCM Capacity Analysis — Base Condition
D. Signal Warrant Analysis — Existing Year
E. Background Years — HCM Analysis
F. 2018 Signal Warrant Analysis — Total Traffic
G. HCM Capacity Analysis — Total Traffic
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1.0 Introduction
This transportation impact study addresses the Vineyard-Goldelm ODP/PDP located on
the west side of College Avenue (US287) between Crestridge Road and Fossil Creek
Boulevard in Fort Collins, Colorado. The site has sat vacant for years and numerous
proposals have been submitted for this site. The site should be considered an infill
development since it is surrounded by older county developments. The project will be
constructed in phases and includes 250 apartments (non-student), a 42,000 square foot
church, and either 18,000 square feet of car sales or specialty retail. For analysis
purposes, the project will be built in three phases.
Figure 1 on the following page is a vicinity map displaying the location of the project.
2.0 Agency Discussions
Initial discussions with City staff indicated that a Full Transportation Impact Study as
described in Chapter 4 of the Larimer County Urban Area Streets Standards (LCUASS)
would be appropriate for this particular development.
The project is considered infill and redevelopment and there are no recently approved
projects in the area that need to be considered in the analysis. College Avenue recently
has been repaved with minor improvements to the intersection of Skyway and College.
College Avenue is a State Highway (US287) and has an Access Control Plan in place.
The study will address the existing condition, a 2-year horizon, a 4-year horizon and a
20-year horizon for planning purposes. Traffic projections for College Avenue are from
the Colorado Department of Transportation.
Appendix A contains the form (Attachment A), which outlines the agreed to scope of
work for the study.
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Figure 1 - Vicinity Map
North
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3.0 Existing Conditions
3.1. Current Traffic
Peak hour turning movements for the College/Crestridge, College/Smokey, and the
College/Skyway were obtained in January 2016. Counts at these three locations were
taken in 2-hour blocks of time in 15-minute increments. The counts were taken in the
AM between 7:00-9:00 and in the PM between 4:00-6:00. The data was collected in
between the snowstorms of January when traffic was fairly normalized. The raw data
regarding the turning movements is provided in Appendix B.
3.2 Current Street System
The project is located in south Fort Collins on the west side of College Avenue between
Crestridge and Fossil Creek Boulevard. The project intends to align Crestridge with
Smokey on the east for full movement access with a potential traffic signal. Additional
access is proposed on the north end of the project with a limited (RI/RO) movement.
The land uses in the area are mixed
with commercial and residential.
All the developments in the south
and to the east of the site were built
under older County standards. To
the north of the site is the Redtail
Grove Natural Area owned by the
City of Fort Collins.
College Avenue is the main north-
south thoroughfare in Fort Collins
and is also US 287. The roadway is
under the jurisdiction of the
Colorado Department of
Transportation (CDOT). College
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Avenue is classified as an NRA Highway and currently has an Access Control Plan
(ACP) in place that governs future access. College Avenue is a four-lane highway with
a center left turn lane, shoulders and auxiliary lanes at intersections where needed. The
speed limit is posted 55 mph and the pavement is in good condition.
Crestridge is a collector roadway
that will provide full-access to the
proposed development. The
roadway connects to Venus Street
and provides access to the
residential area to the south as well
as the car dealership. The roadway
appears to be used more for
parking than access and is in poor
condition.
Smokey Street is a substandard
roadway that provides access to
an industrial area to the east of
College Avenue. The roadway is
in poor condition; no sidewalk,
curb or gutter, and in a state of
disrepair.
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The intersection of College Ave and
Skyway is controlled under a 6-phase
traffic signal. Skyway traffic
movements are relatively minor and
the roadway provides access to the
neighborhoods on both the east and
west side of College Avenue. The
radii on Skyway are non-existent and
traffic operations for the turning
movements is hindered by the poor
geometry.
3.3 Current Traffic Conditions
Capacity analyses were performed at the key intersections to determine if existing
deficiencies exist on the roadway network. The analyses followed the procedures of the
Highway Capacity Manual 2010. For the intersections of College/Crestridge and
College/Smokey, it was observed that most folks making the left turn maneuver from the
side street were using the TWLTL as a refuge. The intersections were model/analyzed
as a two-stage left turn. Observation at the intersection also revealed that although there
are no north or southbound left turn lanes at Crestridge or Smokey, the shoulders act as
right turn lanes.
Level of Service (LOS) is a qualitative term describing operating conditions and
expressed in terms of delay. Table 1 below provides the definitions of LOS for both
signalized and unsignalized intersections. Table 2 displays the results of the analyses.
All key intersections operate at acceptable levels of service. The worksheets from the
analyses can be found in Appendix C.
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Smokey
Figure 2 – Existing Peak Hour Turning Movements (AM/PM)
45/39
7/10
19/12
8/27
1359/1119
26/24
38/38
4/12
27/17
53/38
746/1560
32/37
18/28
6/10 16/73
14/47
1469/1171
36/59
847/1628
27/36
North
South College
7/10
1470/1234
32/0
841/1618
Crestridge
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Level of
Service
Signalized Intersection
Average Total Delay (seconds/vehicle)
Unsignalized Intersection
Average Total Delay (seconds/vehicle)
A < 10 < 10
B >10 and ≤ 20 >10 and ≤ 15
C >20 and ≤ 35 >15 and ≤ 25
D >35 and ≤ 55 >25 and ≤ 35
E >55 and ≤ 80 >35 and ≤ 50
F >80 >50
Table 1 Level of Service Definitions
M PM
I M O D(/) O D(/)
COLLEGE/SKYWAY EBL/T/R (APPROACH) D 51.8 D 52.2
Signal APPROACH D 51.8 D 52.2
WBL/T D 47.8 D 48.8
WBR D 49.0 D 52.2
WB APPROACH D 48.5 D 49.9
NBL A 3.6 A 5.9
NBT A 7.3 A 6.5
NBR A 3.9 A 4.0
NB APPROACH A 7.2 A 6.4
SBL A 5.2 A 4.9
SBT A 4.5 A 7.5
SBR A 3.4 A 3.5
SB APPROACH A 4.4 A 7.2
OVERALL A 8.8 A 8.7
COLLEGE/SMOKEY WBL/T D 28.7 E 38.4
STOP SIGN SBL A 0.4 B 12.1
OVERALL A 0.5 A 1.7
COLLEGE/CRESTRIDGE EBL/R C 21.3 F 50.3
STOP SIGN NBL A 9.9 C 15.4
OVERALL A 0.2 A 0.7
Table 2: Capacity Analysis - Existing Condition
All of the key intersections are currently operating within the city standards from an
overall standpoint. The intersections of College/Crestridge and College/Smokey are
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experiencing delay – primarily the left turns onto College Avenue. This is a normal
condition for an urban area.
A Traffic Signal Warrant Analysis was conducted for the existing condition to determine
if signalization was warranted at this time. The results indicate that the intersection of
Crestridge/College/Smokey did not meet signal warrants under today’s trafficand the
MUTCD requirements. Only the Peak Hour Warrant (#3) was analyzed. Results of this
analysis is found in Appendix D.
4.0 Project Description
4.1 Project
The project consists of developing the vacant parcel of land on the west side of College
Avenue between Crestridge Road and Fossil Creek Boulevard. The property is situated
just south of the Redtail Grove Natural Area. The project proposes to construct the
project in three phases:
Phase I – 250 apartments (non-student)
Phase II – 18 thousand square feet of either specialty retail or auto sales
Phase III – 42 thousand square feet for the Vineyard church
The project is surrounded by both commercial and residential developments. Access to
the site will be from a right-in/right-out access on the north end of the project and on the
south, at Crestridge Road. Crestridge Road is anticipated to be signalized in the future
and realigned with Smokey Street on the east side of College Avenue.
For analysis purposes, it will be assumed that the development will be completed in the
following years:
Phase I by 2018
Phase II by 2020
Phase III is undetermined but will be considered in the long term analysis.
The preliminary site plan is displayed in Figure 3.
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Figure 3- Preliminary Site Plan
4.2 Trip Generation
Trip generation rates for the proposed project are based on the ITE Trip Generation, 9
th
Edition. The manual presents data from numerous trip generation studies for a variety of
land uses from across the country. ITE Code 220, Apartments, was used for the
residential and ITE Code 826 for the retail portion, and ITE Code 560 for the church use.
No trip reductions were assumed as part of the project.
Table 3 below summarizes the proposed trip generation for the project. For the entire
project, during the morning peak hour, 294 trip ends can be expected and 298 trip ends
can be expected from the project during the afternoon peak hours.
North
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/
ITE Code Land Use Size AWDTA AM Peak Hour PM Peak Hour
Rate Trips Rate In Out Rate In Out
Phase I
220 Apartments 250 6.65 1663 0.55 37 98 0.67 102 65
Phase II
826 Specialty Retail Center 18 44.32 798 6.84 59 64 5.02 51 40
Phase II
560 Church 42 9.11 383 0.87 20 16 0.94 21 19
Total 2843 116 178 174 124
Table 3 - Trip Generation
4.3 Trip Distribution
Trip distribution is the process of determining where the trips are coming to and from the
site. Since all trips into the site must come enter the site from College Avenue, the
distribution is all north-south movements. The distribution for the project is displayed in
Figure 4.
Figure 4 – Trip Distribution
35%
North
South College
65%
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/
/
/
4.4 Site Distributed Traffic
Based on the trip generation, the project trips were then assigned to the surrounding
roadway network based on the estimated trip distribution. The numbers have been
rounded to the nearest “5”. These estimated project trips will be utilized by adding them
to the background traffic then analyzed to estimated roadway impact. Site distributed
traffic is shown below in Figure 5.
Figure 5 – Site Distributed Traffic by Phase
20/10
North
South College
Phase I
65/45
20/10
15/35
15/35
25/20
South College
Phase II
105/70
35/20
35/55
30/60
30/20
South College
Phase III
115/80
40/25
15/35
35/80 30/35
50/40
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Smokey
Skyway
5.0 Traffic Projections/Background Analysis
5.1 Traffic Projections
Background traffic for the horizon years was estimated by assuming that all traffic
movements would increase by 1.0% per year, as agreed to in the initial scoping meeting
with the Traffic Operations Department. The projections are based on the Colorado
Department of Transportation estimates and the OTIS estimation for future traffic
projections on the state highway system. Background traffic is displayed in Figure 6, 7
and 8.
Figure 6 – Year 2018 Background Peak Hour Turning Movements
(AM/PM)
45/40
10/10
20/10
10/30
1385/1140
30/25
40/40
5/15
30/20
55/40
760/1590
35/140
20/30
10/10 20/75
15/50
1500/1110
40/60
880/1695
30/40
North
South College
10/10
1520/1195
35/5
860/1615
Crestridge
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Smokey
Skyway
Figure 7 – Year 2020 Background Peak Hour Turning Movements
(AM/PM)
50/40
10/10
20/10
10/30
1415/1165
30/25
45/40
5/15
30/20
55/40
775/1620
35/140
20/30
10/10 20/75
15/50
1530/1220
40/60
870/1705
30/40
North
South College
10/10
1550/1280
35/5
875/1680
Crestridge
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Smokey
Skyway
Figure 8 – Year 2036 Background Peak Hour Turning Movements
(AM/PM)
55/50
10/15
25/15
45/45
5/15
35/20
10/35
1630/1345
35/30
45/45
5/15
35/20
65/45
895/2000
40//150
25/35
10/15 25/80
20/50
1760/1405
45/70
1015/1955
30/40
North
South College
10/15
1765/1480
40/5
1010/1940
Crestridge
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5.2 Capacity Analysis - Background
Capacity analysis was performed for all the key intersections based on the techniques of
the 2010 Highway Capacity Manual. The analysis revealed that the intersection get
slightly worse in terms of delay as we moved through the horizon years. In particular,
the minor street left turns from Crestridge and Smokey experience high levels of delay
under stop sign control. The intersection of College/Skyway continues to operate at
good levels of service without improvements through the year 2036.
Tables 4-6 display the results of the analysis and capacity worksheets can be found in
Appendix E.
M PM
I M O D(/) O D(/)
COLLEGE/SKYWAY EBL/T/R (APPROACH) D 51.7 D 52.1
Signal APPROACH D 51.7 D 52.1
WBL/T D 47.5 D 48.7
WBR D 48.4 D 50.4
WB APPROACH D 48.0 D 49.6
NBL A 3.8 A 6.5
NBT A 7.8 A 6.7
NBR A 4.1 A 4.1
NB APPROACH A 7.7 A 6.7
SBL A 5.7 A 5.3
SBT A 4.8 A 8.0
SBR A 3.6 A 3.7
SB APPROACH A 4.7 A 7.7
OVERALL A 9.2 A 9.2
COLLEGE/SMOKEY WBL/T D 25.2 E 38.1
STOP SIGN SBL A 14.8 B 11.7
OVERALL A 0.5 A 1.7
COLLEGE/CRESTRIDGE EBL/R C 14.9 F 51.5
STOP SIGN NBL A 10.0 C 15.4
OVERALL A 0.2 A 0.8
Table 4 - Year 2018 Background Traffic
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M PM
I M O D(/) O D(/)
COLLEGE/SKYWAY EBL/T/R (APPROACH) D 51.3 D 52.1
Signal APPROACH D 51.3 D 52.1
WBL/T D 46.9 D 848.7
WBR D 47.2 D 50.4
WB APPROACH D 47.0 D 49.6
NBL A 4.1 A 6.7
NBT A 8.4 A 6.8
NBR A 4.4 A 4.1
NB APPROACH A 8.3 A 6.8
SBL A 6.3 A 5.5
SBT A 5.1 A 8.2
SBR A 3.9 A 3.7
SB APPROACH A 5.1 A 7.9
OVERALL A 9.9 A 9.3
COLLEGE/SMOKEY WBL/T D 30.6 E 46.1
STOP SIGN SBL C 15.1 B 12.5
OVERALL A 0.6 A 2.0
COLLEGE/CRESTRIDGE EBL/R C 21.8 F 58.8
STOP SIGN NBL B 10.0 C 16.0
OVERALL A 0.3 A 0.8
Table 5 - Year 2020 Background Traffic
M PM
I M O D(/) O D(/)
COLLEGE/SKYWAY EBL/T/R (APPROACH) D 51.1 D 51.6
Signal APPROACH D 51.1 D 51.6
WBL/T D 46.1 D 47.1
WBR D 46.6 D 48.6
WB APPROACH D 46.4 D 47.9
NBL A 4.5 B 15.6
NBT B 10.6 A 8.4
NBR A 4.7 A 4.6
NB APPROACH A 10.4 A 8.5
SBL A 9.2 A 8.4
SBT A 5.8 B 13.5
SBR A 4.2 A 4.2
SB APPROACH A 5.8 B 13.0
OVERALL B 11.1 B 12.9
COLLEGE/SMOKEY WBL/T E 46.3 F 50.3
STOP SIGN SBL C 17.9 B 14.1
OVERALL A 0.9 A 2.0
COLLEGE/CRESTRIDGE EBL/R D 27.5 F 76.7
STOP SIGN NBL B 10.7 C 19.6
OVERALL A 0.4 A 1.2
Table 6 - Year 2036 Background Traffic
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5.2 Total Traffic Projections and Analysis
Site generated traffic was then added to the background traffic to derive the total traffic
expected on the network for the horizons years. Figures 9-11 display the total traffic that
is used in the analysis.
While calculating the “Total Traffic Projections”, a Warrant Study was conducted at the
intersections of College Ave/Crestridge/Smokey. It was determined that with the first
phase of the project completed, the intersection would meet traffic signal warrants under
the Manual on Uniform Traffic Control Devices, 2009. For analysis purposes, it was
assumed that Crestridge and Smokey would be realigned sometime in between the
construction of phase I and phase II. However, this does not prohibit the developer to
construct the realignment during the phase I construction (which would be preferred on
several levels). The Year 2018 “Total Traffic” diagram as shown in Figure 9 assumed
that 65 EB left turn morning peak hour trips and 45 EB left turn morning trips went
south through the neighborhood to make the EBLT at Skyway and College. The delays
in making this movement at Crestridge would be severe and they would most likely cut
through the neighborhood to make the left turn safely.
From a daily trip perspective, ELB Engineering, LLC has estimated that the total project
would generate over 2800 trips per day. Half of these trips ends are in and the other half
are leaving the site. If the assumption is that 65% of these trips are heading north, there
will probably be 900 extra trips going through the neighborhood to make the left turn at
Skyway. From a traffic engineering perspective, going through the neighborhood is a
safe and reasonable maneuver. From a neighborhood perspective, the increase in traffic
will be unacceptable. If this project is to be successful, then the developer needs to find
a way to reconstruct Crestridge Road and signalize the intersection in the early stages of
the project.
The Warrant Study can be found in Appendix F and the Capacity Worksheets in
Appendix G.
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Crestridge
Smokey
Skyway
Figure 9 – Year 2018 Total Traffic – Phase I w/o realigned Crestridge
110/185
10/10
20/10
45/45
5/15
35/20
10/30
1400/1175
30/25
40/40
5/15
30/20
55/40
830/1630
35/140
20/30
30/20 20/75
15/50
1620/1190
40/60
860/1595
30/45
North
South College
40/45
1600/1220
40/35
860/1615
Venus Rd
25/20
1670/1250
20/35
865/1645
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Crestridge
Smokey
Skyway
50/40
10/10
20/10
45/45
5/15
35/20
10/30
1450/1230
30/25
45/40
5/15
30/20
55/40
840/1670
35/140
125/100
Negligible
45/30
20/75
Negligible
15/50
North
South College
45/65
1530/1220
40/60
65/40
840/1635
30/40
Venus Rd
25/20
1675/1395
30/60
935/1715
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F o r t C o l l i n s , C O 8 0 5 2 8
V i n e y a r d - G o l d e l m T I S 9 7 0 - 988- 7 5 5 1
bruary, 2016
Crestridge Smokey
Skyway
Figure 10 – Year 2020 Total Traffic – Phase II w/ realigned Crestridge
Figure 11 – Year 2036 Total Traffic – Phase III
55/50
10/15
25/15
45/45
5/15
35/20
10/35
1645/1380
35/30
45/45
5/15
35/20
65/45
965/2045
40/150
135/110
Negligible
40/35
25/80
Negligible
20/50
North
South College
50/85
1760/1405
45/70
85/45
955/1935
30/40
Venus Rd
30/20
1895/1595
35/80
1070/2020
21 | P a g e E L B E n g i n e e r i n g , L L C
5 4 0 1 T a y l o r L a n e
F o r t C o l l i n s , C O 8 0 5 2 8
V i n e y a r d - G o l d e l m T I S 9 7 0 - 988- 7 5 5 1
bruary, 2016
Capacity analysis was performed on each of the key intersections for the years 2018,
2020 and for 2036. As stated earlier, it was assumed that in 2018, Crestridge and not yet
been realigned. The intersection of College and Skyway functioned well with additional
WB left turns added to the intersection.
In the years 2020 and 2036, it was assumed that the key intersection had been realigned.
For analysis purposes the following geometry was assumed:
The NB and SB approaches all had left turn lanes, two through lanes and an
auxiliary right turn lane.
Crestridge approach assumed a left turn lane and a combination thru-right
The Smokey approach assumed the existing geometry with a combination left-
thru-right.
The intersection operated under a 6-phase traffic signal with protected/permitted
left turn phasing for the north and southbound left turns.
The results of the analysis are shown in Tables 7-9 on the following pages. The key
intersections operate under acceptable conditions in the short and long range future.
M PM
I M O D(/) O D(/)
COLLEGE/SKYWAY EBL/T/R (APPROACH) D 50.3 D 50.8
Signal APPROACH D 50.3 D 50.8
WBL/T D 42.6 D 44.3
WBR D 43.1 D 45.0
WB APPROACH D 42.9 D 44.7
NBL A 5.4 A 9.3
NBT B 10.5 A 9.0
NBR A 5.5 A 5.4
NB APPROACH B 10.4 A 8.9
SBL A 8.0 A 7.5
SBT A 6.8 B 11.0
SBR A 5.0 A 4.9
SB APPROACH A 6.7 B 10.6
OVERALL B 11.9 B 12.1
COLLEGE/SMOKEY WBL/T D 29.0 E 41.9
STOP SIGN SBL C 16.1 B 12.3
OVERALL A 0.6 A 1.9
COLLEGE/CRESTRIDGE EBL/R C 19.6 F 52.1
STOP SIGN NBL B 10.2 C 16.6
OVERALL A 0.5 A 1.1
COLLEGE/VENUS (access) EBR B 11.9 C 18.0
Table 7 – Year 2018 Total Traffic Analysis
22 | P a g e E L B E n g i n e e r i n g , L L C
5 4 0 1 T a y l o r L a n e
F o r t C o l l i n s , C O 8 0 5 2 8
V i n e y a r d - G o l d e l m T I S 9 7 0 - 988- 7 5 5 1
bruary, 2016
M PM
I M O D(/) O D(/)
COLLEGE/SKYWAY EBL/T/R (APPROACH) D 51.5 D 52.1
Signal APPROACH D 51.5 D 52.1
WBL/T D 47.0 D 4.7
WBR D 48.1 D 50.4
WB APPROACH D 47.6 D 49.6
NBL A 4.0 A 7.2
NBT A 8.4 A 7.1
NBR A 4.2 A 4.1
NB APPROACH A 8.3 A 7.0
SBL A 6.4 A 6.0
SBT A 5.2 B 8.5
SBR A 3.8 A 3.7
SB APPROACH A 5.1 A 8.2
OVERALL A 9.7 A 9.5
COLLEGE/CRESTRIDGE/SMOKEY EBL D 39.1 D 43.5
Signal EBT/T D 36.2 D 38.7
EB APPROACH D 38.3 D 42.3
WBL/T/R D 35.4 D 43.2
WB APPROACH D 35.4 D 43.2
NBL A 5.0 B 12.4
NBT A 9.9 A 9.5
NBR A 5.1 A 6.1
NB APPROACH A 9.7 A 9.5
SBL A 8.6 A 8.8
SBT A 7.1 B 1.3
SBR A 5.5 A 5.7
SB APPROACH A 7.0 B 11.9
OVERALL B 11.0 B 13.4
COLLEGE/VENUS (access) EBR B 12.4 C 19.4
Table 8 - Year 2020 Total Traffic Analysis
23 | P a g e E L B E n g i n e e r i n g , L L C
5 4 0 1 T a y l o r L a n e
F o r t C o l l i n s , C O 8 0 5 2 8
V i n e y a r d - G o l d e l m T I S 9 7 0 - 988- 7 5 5 1
bruary, 2016
M PM
I M O D(/) O D(/)
COLLEGE/SKYWAY EBL/T/R (APPROACH) D 51.2 D 51.6
Signal APPROACH D 51.2 D 51.6
WBL/T D 46.2 D 47.1
WBR D 46.7 D 48.6
WB APPROACH D 46.4 D 47.9
NBL A 4.6 B 17.3
NBT B 10.6 A 8.6
NBR A 4.7 A 4.6
NB APPROACH B 10.5 A 8.7
SBL A 9.4 A 9.0
SBT A 6.0 B 14.3
SBR A 4.2 A 4.2
SB APPROACH A 6.0 A 13.8
OVERALL B 11.1 B 13.4
COLLEGE/CRESTRIDGE/SMOKEY EBL D 43.5 D 44.7
Signal EBT/T D 39.4 D 39.2
EB APPROACH D 42.5 D 43.3
WBL/T/R D 39.3 D 43.5
WB APPROACH D 39.3 D 43.5
NBL A 5.4 C 25.7
NBT B 12.3 B 10.4
NBR A 5.2 A 5.9
NB APPROACH B 12.0 B 11.0
SBL B 12.1 A 8.5
SBT A 7.6 B 19.3
SBR A 5.6 A 6.2
SB APPROACH A 7.5 B 18.8
OVERALL B 12.6 B 17.5
COLLEGE/VENUS (access) EBR B 13.4 C 23.9
Table 9 Year 2036 Total Traffic Analysis
6.0 Improvements
6.1. Auxiliary Lanes:
College Avenue is a State Highway under the “NRA” classification category with a
speed limit of 55 mph. Based on the State Highway Access Code, the following
improvements would be required:
Connection of Venus at College Ave.:
o Southbound deceleration lane of 600’. This may be difficult to
accomplish with the bridge in place over Fossil Creek
o A southbound acceleration lane from Venus at a length of 960’
o Some form of median control to prevent the NB left turn and the and the
EB left turn from the intersection
24 | P a g e E L B E n g i n e e r i n g , L L C
5 4 0 1 T a y l o r L a n e
F o r t C o l l i n s , C O 8 0 5 2 8
V i n e y a r d - G o l d e l m T I S 9 7 0 - 988- 7 5 5 1
bruary, 2016
College/Smokey/Crestridge Realignment
o NB and SB right turn lanes should be provided at the new intersection
with at least 600’ of deceleration and 60 ‘ of storage.
o NB and SB right turn lanes are already present and should be brought up
to the code in terms of deceleration.
o NB and SB acceleration lanes would be required at the intersection that
would accommodate “free right turns”
7.0. Multi-Modal Evaluation
Section 4.5.3 (B) of the Larimer County Urban Area Street Standards requires that
projects undergo a level of service analysis for alternative modes of transportation. The
modes of transportation that must meet LOS standards are bicycles, and pedestrians.
Transit service LOS must also be analyzed at the time of development review.
7.1 Pedestrian Level of Service
The project area was evaluated for compliance with the pedestrian level of service
standards. The project will construct pedestrian facilities an amenities to ensure that on-
site pedestrian is safe and pleasant. Sidewalks, crosswalks, appropriate lighting will all
be in place as the project develops.
As stated previously, the site is surrounded by older county developments and there are
no sidewalks in the immediate vicinity. It is physically impossible to connect to exist to
surrounding neighborhoods via pedestrian facilities.
There are sidewalks in the Redtail Ponds development to the north of the site but there
isn’t an area considered a “pedestrian destination” in the development.
On the northeast corner of the site, a pedestrian/trail connection could be made to the
Mason Street Trail that would give additional access to other locations.
The development will provide all pedestrian facilities and amenities in conformance with
the City of Fort Collins standards.
7.2 Bicycles Level of Service
The project meets the standard of C for bicycle LOS. This LOS can be achieved if the
project makes the connection to the Mason Street Trail to the north of the project. This
trail provides access both to the north and to the east of the site.
25 | P a g e E L B E n g i n e e r i n g , L L C
5 4 0 1 T a y l o r L a n e
F o r t C o l l i n s , C O 8 0 5 2 8
V i n e y a r d - G o l d e l m T I S 9 7 0 - 988- 7 5 5 1
bruary, 2016
At one time, there were bike lanes on College Avenue from Harmony Road to Carpenter
Road. When CDOT repaved College Avenue in 2015, the bike lanes were removed
and never replaced. The bike lanes were originally installed as an “experiment” by the
City of Fort Collins under the permission of both CDOT and FHWA. The City was
under the obligation to study the area and write a report on the results of the experiment.
However, it is unknown if that report was ever written or why the bike lanes were
removed. If the bike lanes had remained on College Avenue, then the LOS would be
elevated to a B.
C. Transit Level of Service
The project is located to the south of the normal operations of the Transfort Bus Service.
However, there are bus stops within walking distance to the north and to the south of the
site that will allow people to access the bus system through the Flex routes.
If a connection is made to the Mason Trail, then residents, employees, and customers
will have full access to the site via transit. The City of Fort Collins South Transit is
located north of the site with easy access via the trail.
26 | P a g e E L B E n g i n e e r i n g , L L C
5 4 0 1 T a y l o r L a n e
F o r t C o l l i n s , C O 8 0 5 2 8
V i n e y a r d - G o l d e l m T I S 9 7 0 - 988- 7 5 5 1
bruary, 2016
8.0 Conclusion
This TIS assessed the impacts associated with the Vineyard-Goldelm ODP/PDP
located on the west side of College Avenue in South Fort Collins, CO. The project
proposes to construct 250 apartments, 18 thousand square feet of retail/car sales and
a 42 thousand square foot church. Based on the analyses, investigations, and findings
documented in the various sections of this Transportation Impact Study, the
following can be concluded.
o Current operation is acceptable at all of the key intersections. Minor street
left turns at Crestridge and Smokey are problematic in the peak hours.
o Operation at the key intersections will be acceptable under full build-out
of the project.
o The realignment of Crestridge and Smokey should occur with the first
phase of the project when signal warrants are satisfied.
o For the entire project, during the morning peak hour, 294 trip ends can be
expected and 298 trip ends can be expected from the project during the
afternoon peak hours.
o A new traffic signal will be warranted at Crestridge/College and is in
conformance with the Access Control Plan.
o The project will be required to provide auxiliary lanes in conformance
with the State Highway Access Code as discussed in the report.
o Multi-modal level of service can be satisfied for bikes and transit. LOS
for pedestrians cannot be satisfied since there are no sidewalks in the
immediate area. The project will construct the sidewalk system in
conformance with the City Standards.
Statement of Adequacy: The transportation facilities will be adequate and available to
serve this development as contained in the Larimer County Urban Area Street
Standards. All applicable LOS standards will be met since all transportation facilities
are in place or will be in place upon issuance of a certificate of occupancy.
APPNPIX A
Vfretp-d- ocidelm frazsperiation Imprt otudy noengineering [LC
Fat Cd/s. Cda-ado
&May 20/6
Chapter 4 - Attachments
Attachment A
Transportation Impact Study
Base Assumptions
vdt 6,011 ollS
- %DOS, fr Q(^‘?"4"
f.,44, 1•\
hi 6-4-r
Project Information
Project Name via jayear_D ....ae
,i,
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Project Location ea an
e eascirauge
TIS Assumptions
Type of Study Full: a---- i Intermediate:
Study Area Boundaries North: ither.eatisnatc, South: screisigas
East:
,c,
%Vest:
Study Years Sh Long Range:
Future Traffic Tra Growth Rate s i / vivo 1.400,a
_
Study Intersections r."-All-access - ' 5.
2. at * eeu-gosee 6.
3-2t7 1 entice— 7.
4. 8.
Time Period for Study a- A..2:00-9:00 in) 4:00-6:00 Sat Noon:
Trip Generation Rates an5, 4t-e?
Trip Adjustment Factors Passby: essnis Captive
Market:
Overall Trip Distribution SEE ATTACHED SKETCH Cs 115 0K,
Mode Split Assumptions
Committed Roadway Roadway Improvements (.3 ONtysh Irtif I r•-• it
, I treat, le""
AJOae
\An IL:.‘ qt.?
Other Traffic Studies isars a 01.4ii.55 pokerk „A li
ngL
V) .0 4t,
‘
Areas Requiring Special Study so -ea i e aa ...ar 5.Thiry y
or a'? ay? fra6-7-atiCe-sot-Cier
•••
Date: ZS Zres,fko.r...4, te.
Traffic Engineer
Local Entity Engineer j•LSILAt
Page 4-34 Ladmor County Urban Area Street Standards — Ropoalod and Reenacted Apr111, 2007
Adopted by Latimer County, City of Loveland. City of Fort Collins
lgs-1
I ,
APPNPIX E3
Vineyard- addelm fral5prrtaten Impart 5tudii no engineering, LLC
Pat Collins, Cola-ado
robruarti 2016
2 2
2
0 2 0 4 0 2 382 8 0 4 225 2 633 0 0 0 0
0 5 0 5 0 2 337 15 0 6 208 5 587 0 0 0 0
0 21 0 27 0 13 2,886 67 0 471,581 46 4,729 0 0 0 0
0 14 0 16 0 71,469 36 0 27 841 32 2,466 0 0 0 0
8 30 00 AM 0 4 0
0
9:4500 AM 0 4 D
0
Count Total 0 34 0
7
Peak Hour 0 18 0 6
4
Tic Data
(303) 216-2439
www.alltrafficdatamet
Location: 1 COLLEGE AVE & SMOKEY ST AM
Date and Start Time: Tuesday, February 09, 2016
Peak Hour 07:30 AM - 08:30 AM
Peak 15-Minutes: 07:30 AM - 07:45 AM
Peak Hour-All Vehicles
(1,674) 900 0.91 1,503 (2,947)
1 I
1
(591
o .Z
.1 1 L. b
I_ 16
n Imm N
4....
10 ij 4.... 3
0.76 W 0.95 E
0 y r 14
24 yo 5 yp.
6
n
(41)
1 i rc °
..1
i 1
(48)
35
4.4.40 0
0 0
0.54
I
E
63 :NG* I 117
(114)
-1
4: 4"misr°. 1) ...*:
1 1
Peak Hour - Pedestrians/Bicycles in Crosswalk
(1,609) 661 0.88 1.512 (2,966)
Note: Total study counts contained in parentheses.
Traffic Counts
CRESTRIDGE DR
Interval Eastbound
Stall lime
4 00.00 PM
4 15 00 PM
PM
0
0
4
0
0
0
Pi°
5 30 00 PM 0 5 0
5 45 00 PM 0 4 0
Count Total 0 41 0
Peak Hour 0 28 0
2 0 11 0 15 0 0 271 16 0 16 367 0 702 2,937 0 0 0 0
3 0 11 0 20 0 0 292 20 0 24 343 0 713 Z993 0 0 0 0
2 0 " 042
4 2 4 7. 2
4
2 0 11 0 M 0 0 289 19 0 10 383 0 730 0 0
2 0 8 0 21 0 0 295 18 0 19 360 0 727 0 0
19 0 88 0 140 0 0 2,318 132 0 105 3071 0 5,914 0 1
10 0 47 0 73 0 0 1,171 59 0 36 1,618 0 3,042
Location: 1 COLLEGE AVE & SMOKEY ST PM
Date and Start Time: Monday, February 08, 2016
Peak Hour 04:30 PM - 05:30 PM
Peak 15-Minutes: 04:45 PM - 05:00 PM
a
(303) 216-2439
www.alltrafficdata.net
Peak Hour - All Vehicles
(3,175) 1,651 055 1,272 (2,449)
(228)
0
254 N
—O
120
033 W 096 E 0.81
aa ..... s ...0. 95
(60)
10 —I C 0
: 1
I
41
0°
!f:
(237)
n
(3,178) 1,675 0.97 1,230 (2.493)
Note: Total study counts contained In parentheses.
Traffic Counts
Peak Hour - Pedestrians/Bicycles in Crosswalk
4.440 1 ..*1
t I IN I t
w4XectE
1
5
0 1
4.4.44.4.444
440 0
Location: 2 COLLEGE AVE St SKYWAY DR PM
Date and Start Time: Monday, February 08, 2016
Peak Hour 04:45 PM - 05:45 PM
Peak 15-Minutes: 05:15 PM - 05:30 PM
(303) 216-2439
www.alltrafficdata.net
(139)
77
0.90
61 •••.*
(141)
Peak Hour - All Vehicles
(3,101) 1,1136 0.95 1,197 (2389)
J ILL
_ 9.9
39 _I N •••• 12
W Den E
10 r 17
12
11 -1 t fe
I -1 -1'2 n
(3,0251 1,590 0.95 1 171 (2,298)
Peak Hour - Pedestrians/Bicycles In Crosswalk
*MO 1 l MM.
2
(132) N I
67
0.93 *G*E "
71
S
(139)
---1•••••••••••••• 0
.10 a soak
Note: Total study cctunts contained In parentheses.
Traffic Counts
SKYWAY DR
SKYWAY DR COLLEGE AVE COLLEGE AVE
Start Time U-Turn Left Thru Right
Interval Eastbound
U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North
Westbound Northbound Southbound Rolling Pedestrain Crossings
0 7 0 5 0 4 248 4 0 15 343
0 11 2 12 0 4 264 8 0 7 331
0 4 3 7 0 4 267 5 0 10 366
4 00 00 PM 0 12 3 3 10 654 2,767 0 0 0 0
0 12 5 8
0 14 2 9
ID 694 2,846
709 2,920
0 0
0
0
0 0
0
5 45 00 PM
Count Total
Peak Hour
0 7 0 5
0 84 20 37
0 39 10 12
lc Data
(303) 216-2439
www.alltrafficdata.net
Location: 2 COLLEGE AVE & SKYWAY DR AM
Date and Start Time: Monday, February 08,2016
Peak Hour 07:45 AM - 08:45 AM
Peak 15-Minutes: 07:45 AM - 08:00 AM
Peak Hour - All Vehicles
(1,521) 621 091 1,442 (2,837)
1
1
t. ..
(120)
0 z .1 1 L Is
t_ 38
(132)
65 ii 643
45 j N
0.68 W 0.93 E are
7 .... r27
71 my, S sy 55
(145) 19 -I c °
7 n
ai
ii tic* (g2)
(1,486) 792 0.96 1,393 (2.727)
Note: Total study cuunts contacted in parentheses.
Traffic Counts
Peak Hour - Pedestrians/Bicycles in Crosswalk
_l 0
114,4tmermaserali
1
I N
= WXjGVOE
0 I i
-0
SKYWAY DR SKYWAY DR COLLEGE AVE COLLEGE AVE
Interval Eastbound Westbound Northbound Southbound Rolling Pedestrain Crossings
Start Time 1.1-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Lett Thru Right Total Floor West East South North
7.0000 AM 0 12 0 4
7:15,00 AM 0 11 1 7
730130 AM 0 15 2 8
0 6 0 1 0 3 288 0 1 6 118 6 445 2,207 0 0 0 0
0 11 0 5 0 4 340 3 3 1 143 8 537 2,328 0 0 1 0
0 1 1 10 0 1 363 1 0 3 181 8 594 2,353 0 0 0 0
8 45 00 AM 0 9 0 5
Count Total 0 92 10 43
Peak Hour 0 45 7 19
0 10 4 14 0 5 323 3 0 7 200 15 595 0 0 0 0
0 55 9 68 0 21 2,673 33 4 39 1,388 90 4,525 0 0 1 1
0 27 4 38 0 81,359 26 0 22 746 53 2,354 0 0 1 0
Appendix C
Virgya-eb aoldelm fratffxrtatial Impxt sizeig eterripirenip, [IC
Fat Ca' km Colorado February 206
4 5
14.5 6.7 8
5.5 5.5 5.5
20.5 58 67.5
8.6 2.1 9.8
0.5 0.0 33.4
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2/15/2016
C 4- sk" 4 \ t \'
Initial 0 (0b), veh 0 0 0 0 0 0 0 0 0 0 0 0
Fed-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking &IS, Adj 1.00 1.00 1,00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, vell/h/In 1900 1863 1900 1900 1863 1863 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 48 8 20 29 4 41 9 1461 28 34 802 57
Adj No. of Lanes 0 1 0 0 1 1 1 2 1 1 2 1
Peak Hour Factor 0.93 0.93 0.93 0.93 093 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, vell/h 110 22 28 163 19 130 524 2614 1169 313 2679 1199
Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 0.01 0.74 0.74 0.03 0.76 0.76
Sat Flow, veh/b 688 263 340 1236 227 1583 1774 3539 1583 1774 3539 1583
Grp Volume(v), vehTh 76 0 0 33 0 41 9 1461 28 34 802 57
Grp Sat Flow(s),veh/h/In 1291 0 0 1463 0 1583 1774 1770 1583 1774 1770 1583
Q Serve(g_s), s 4.4 0.0 0.0 0.0 00 2.7 0.1 20.2 0.5 0.5 7.8 1.0
Cycle 0 Clear(g_c), s 6.6 0.0 0.0 2.3 0.0 2.7 0.1 20.2 08 0.5 7.8 1.0
Prop In Lane 0.63 0.26 0.88 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), vehlb 159 0 0 182 0 130 524 2614 1169 313 2679 1199
V/C Ralio(X) 0.48 0.00 0.00 0.18 0.00 0.32 0.02 0.56 0.02 0.11 0.30 005
Avail Cal)(c_a), veli/h 311 0 0 330 0 295 593 2614 1169 350 2679 1199
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
lipstrearn Ffiter(1) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00
Uniform Delay (d), s/veh 490 0.0 0.0 47.4 0.0 470 3.6 6.4 3.8 5.1 4.2 3.4
'nu Delay (d2), s/veh 2.2 00 0.0 0.5 00 1.4 0.0 0.9 0.0 0.2 0.3 01
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%lie Back0fQ(50%),vehiln 2.4 00 0.0 1.0 0.0 12 0.1 10.1 02 0.2 39 0.5
LnGrp Delay(d),s/veh 51.8 0.0 0.0 47.8 0.0 49.0 3.6 70 3.9 5.2 4.5 3.4
LnGrp LOS D D D A A A A A A
Approach Vol, vehlh 76 74 1498 893
Approach Delay, s/veh 51.8 48,5
Approach LOS D D A A
7
Lane Configurations 4, r
Volume (veh/h) 45 7 19 53
Number 14 16
4 '1 tt r tt
27 4 38 8 1359 26 32 746
3 8 18 5 2 12 1 6
7.2 4.4
Assigned Phs 1 2
Phs Duration (G+Y+Rc), s 8.7 86.7
Change Period (Y+Rc), s 5.5 85
Max Green Setting (Gmax), s 5.5 67,5
Max Q Clear Time (g_c+I1), s 25 22.2
Green Ext Time (p_c), s 0.0 29.0
HCM 2010 Cti1 Delay
8.8
HCM 2010 LOS
A
Vineyard-Goldelm ODP/PDP 2/15/2016 AM Existing -
Synchro 9 Light Report
HCM 2010 TWSC
5: College Ave & Smokey St. 2/15/2016
Intersecion-
Int Delay, slveh 0.5
lttea
Vol, veh/h 14 16 1469 36 27 847
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RI Channelized None - None - None
Storage Length 0 - 0 0 -
Veh in Median Storage, # 0 0 0
Grade, % 0 0 - 0
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 15 17 1580 39 29 911
Conflicting Flow All 2093 790 0 0 1580 0
Stage 1 1580
Stage 2 513
Critical Hdvry 6.84 6.94 4.14
Critical Hdwy Stg 1 5.84
Critical Hdvry Stg 2 5.84
Follow-up Hdvry 3.52 3.32 2.22
Pot Cap-1 Maneuver 45 333 412
Stage 1 155
Stage 2 566
Platoon blocked, %
Mov Cap-1 Maneuver 42 333 412
Mov Cap-2 Maneuver 122
Stage 1 155
Stage 2 526
HCM Control Delay, s 28.7 0.4
HCM LOS
Capacity (vehlh) - 184 412
HCM Lane V/C Ratio - 0.175 0.07
HCM Control Delay (s) - 28.7 14.4
HCM Lane LOS - D B
HCM 95th %tile Q(veh) - 0.6 0.2
Vineyard-Goldelm ODP/PDP 2/15/2016 AM Existing -
Synchro 9 Light Report
ELB
Page 1
748
0.01
9.9
A
- 247
- 0,104
- 21.3
- 0.3
Capacity (veh/b)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95111 %tile Q(veh)
HCM 2010 TVVSC
4: College Ave & Crestridge Drive
2115/2016
ar-
18 7 1470
0 0
Free Free
- None
0
641 32
0 0
Free Free
- None
Vol, vetilb
Conflicting Peds, #Thr
Sign Control
RI Channelized
Storage Length
Veh in Median Storage, #
Grade %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
93 93
2 2
8 1581
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 81
Mov Cap-2 Maneuver 208
Stage 1 355
Stage 2
396
HCM Control Delay, s
21.3
HCM LOS
1709
904
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2/20/2016
f Ak" 4 \
11 ft r
24 137 1560 38
12 1 6 16
0 0 0 0
1.00 1.00 1.00
1.00 1.00 1.00 1.00
1863 1863 1863 1863
26 147 1677 41
1 1 2 1
0.93 0.93 0.93 0.93
2 2 2 2
1163 415 2664 1192
0.73 054 075 0.75
1583 1774 3539 1583
26 147 1677 41
1583 1774 1770 1583
0.5 2.2 24.5 0.7
0.5 22 24.5 0.7
1.00 1.00 1.00
1163 415 2664 1192
0.02 0.35 0.63 0.03
1163 431 2664 1192
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
3.9 4A 6.4 3.4
0.0 0.5 1.1 0.1
0.0 05 0.0 0.0
02 1.1 12.1 03
4.0 4.9 7.5 3.5
A A A A
1865
7.2
A
4
17 12 38
3 8 18
0 0 0 0 0 0
1.00 1.00 100 1.00
1.00 1.00 1.00 1.00 1.00 1.00
1900 1863 1900 1900 1863 1863
42 1111 18 13 41
0 1 0 0 1 1
0.93 0.93 0.93 0.93 0.93 0.93
2 2 2 2 2 2
106 25 16 109 65 112
0.07 0.07 057 0.07 0.07 0.07
738 354 227 812 922 1583
64 0 0 31 0 41
1319 0 1734 0 1583
3.7 0.0 0.0 05 0.0 2.7
5.5 0.0 0.0 11 ao 2,7
0.66 0.17 0.58 1.00
147 0 0 174 0 112
0.43 0.00 000 0.18 0.00 0.37
302 0 0 340 0 281
1.00 1.00 150 1.00 1.(10 1.00
1171 59
0 0
Free Free
- None
36 1628
0 0
Free Free
- None
73
0
Stop
None
1259
2.22
548
2212
1259
953
6.84
5.84
5.84
3.52
- 37
231
335
3.32
424
630
HCM Control Delay, s
HCM LOS
0.3
Capacity (vehth)
HCM Lane V/C Ratio
HCM Control Delay (s)
RCM Lane LOS
HCM 95th %tile C(veh)
-232548
- 0.556 0.071
- 38.4 12.1
3 0.2
HCM 2010 TWSC
5: College Ave & Smokey St.
2/15/2016
Int Delay, s/veh
1.7
Vol, vehili
47
Conflicting Peds, It/hr
0
Sign Control
Stop
RT Channelized
Storage Length
Veh in Median Storage, It 0
Grade, % 0
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Conflicting Flow All
Stage 1
HCM Control Delay, s
HCM LOS
50.3 0.1
HCM 2010 TWSC
4: College Ave & Crestridge Drive
2/15/2016
Int Delay, s/veh
0.7
gre
870
1740
358
28
0
Stop
10 10 1234
0 0
Free Free
- None
1618
0 0
Free Free
- None
Vol, veh/h
Conflicting Peds,
Sign Control
RI Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Ozteril
rat'
Conflicting Flow All
2425
Stage 1
1740
Stage 2
685
Critical Hdwy
6.84
Critical Hdwy Stg 1
5.84
Critical Hdwy Stg 2
5.84
Follow-up Hdwy
3.52
Pot Cap-1 Maneuver
- 27
Stage 1
127
Stage 2
462
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver 98
Stage 1 127
Stage 2 448
Appendix 17
Vheva-d- addelln franspertatal *art olvali
Pat aim, Colorado
el, gm/wean IX
februn 206
ntersection Information
Major Street Minor Street
College Creshidge
NB/ EB
Street Name
Direction
Number of Lanei
Approch Speed 55
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
Peak Hour Vehicular Volume
Community Population Greater Than 10,000 and Major Street Approach Speed Below 40 mph
— Wartant Curve
• Warranted
• Unwarranted
1 Majof, 1 Kona
1 M.;1 /4or, 2+ Knot
2+ Major, 1 Knot
— 2+ Major, 2+ hirer
... ... - - -
700 BOO 930 1000 1163 1200 1300 1400 1500 1E00 1700 1800
Maim Suitt - Total of Both Ploproach (VP1-1)
Major Street
Total All
Approaches (vph)
Minor Street
Highest Volume
Approach (vph)
17:00 2,835
Federal 2003
Appendix r
Vhetia-d- Cada; frampert3tIon Impxt study annlineentri, ICC
Pat CdIns, Cabrado
febrion/ 2016
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Grnax), s
Max Q Clear lime (g_c+I1), s
Green Ext Time (p c), s
1
2
8.9 86.0
59 5.5
55 67.5
2.6 234
00 292
4 5 6
15.1 6.9 88.0
5.5 5.5 5.5
20 5 5,5 67.5
al 2.2 10.2
0.5 0 . 0 34.3
-tz'45;7^
HCM 2010 Cid Delay
HCM 2010 LOS
A
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2/20/2016
At P \* 1
Sc
4 rf tt r
40 10 1385 30 35 760 55
18 5 2 12 1 6 16
0
Ped-Bike hij(A_pbT) 1.00 1.00 1.00
1.00 1.00 190 1.00 1.00
Paddrig Bus, Adj 1.00 1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/han 1900 1863 1900 1900 1863
1863 1863 1863 1863 1863 1863 1893
Adj Flosv Rate, vehth 48 11 22 32 5 43 11 1489 32 38 817 59
Lane Configurations
Volume (veh/h)
Number
Initial Q (Cb), veh
4,
10 20 30
4 14 3
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veil, %
Cap, vehth
Arrive On Green
Sat Flow, veli/h
1
0.93 0 . 93 0 . 93 0 . 93 0 . 93 0 , 93 0 . 93 0 . 93 0 . 93 0 . 93 0 . 93 0 . 93
2 2 2 2 2 2 2 2 2 2 2 2
107 27 30 163 21 138 514 2590 1159 304 2655 1188
099 0.09 009 0.09 0.09 0.09 091 0/3 0.73 093 0.75 0.75
630 307 350 1178 245 1583 1774 3539 1583 1774 3539 1583
1 1 2 1 1 2 1
81 0 0 37 0 43 11 1489 32 38 817 59
HCM 2010 TVVSC
5: College Ave & Smokey St.
2/20/2016
Int Delay, sheen
0.5
Vol, veh/h 15 20 1500 40 30 880
Conflicting Peds, Phr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 0 -
Vet) in Median Storage, # 0 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 16 22 1613 43 32 946
Conflicting Flow All 2151 806 1613
Stage 1 1613
Stage 2 538
Critical Hdvry 6.84 6.94 4.14
Critical Fidwy Sig 1 5.84
Crifical Hdwy Stg 2 5.84
Follow-uptidwy 3,52 3.32 222 -
Pot Cap-1 Maneuver 41 325 400
Stpge 1 149
Stage 2 549
Platoon blocked, %
Mov Cap-1 Maneuver 38 325 400
Mov Cap-2 Maneuver 149
Stage 1 149
Stage 2 505
HCM Control Delay, s 25.2 0 0.5
HCM LOS
(00 -24t
Capacity (veh/h) - 216 400
HCM Lane V/C_Ratio - 0.174 0.081
HCM Control Delay (s) - 25.2 14.8
HCM Lane LOS - D B
HCM 95th %tile Cl(veh) - 0.6 0.3
Vineyard-Goldelm ODP/PDP 2/20/2016 AM -20211BACKGROUND Synchro 9 Light Report
ELB 2ot F
Page 1
Int Delay, s/veh 0.2
0
HCM 2010 TWSC
4: College Ave & Crestridge Drive
2/20/2016
Vol, vet*
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mint Flow
20 10 10 1520 860.35
0 0 0 0 0 0
Stop Stop Free Free Free Free
None - None - None
0 - -
0 0 0
0 - 0
93 93 93 93 93 93
2 2 2 2 2 2
22 11 11 1634 925 38
Conflicting Row All 1764 462 925
Stage 1 925
Stage 2 839
Critical I-Idvry 6.84 6.94 4.14
Critkal Fldvry Stg 1 5.84
Critical Hdwy Stg 2 5.84
Follow-pp I-Idwy 3.52 322 222
Pot Cap-1 Maneuver 75 547 734
Stage 1 347
Stage 2 384
Platoon blocked, %
May Cap-1 Maneuver 74 547 734
Mov Cap-2 Maneuver 347
Stage 1 347
Stage 2 378
HCM Control Delay, s 14.9 0.1
HCM LOS
Capacity (veh/h) 734 - 395
HCM Lane V/C Ratio 0.015 - 0,082
HCM Control Delay (s) 10 - 14.9
HCM Lane LOS A - B
HCM 95th %tile 0(veli) 0 - 0.3
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airerszante=t-?, Zer0
$74
Assigned Phs 1 2
Phs Duration (G+Y+Rc), s 185 85,9
Change Period (Y+Ro), $ 5.5
Max Green Setting (Gmax), s 10.5 ciao
Max Clear Time (g_c+I1), s 43 17.7
Gietni ExtTime (p _ c) s 02 39.0
HCM 2010 CM Detay
HCM 2010 LOS
4 5 6
137 8.6 877
55 55 5.5
186 5.0 70.5
7.8 25 28.0
04 0.0 _ 35.7
A
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2/20/2016
Lane Configurations
4- k- \fr 1
44 ref
Voluffie (vt3h/h) 40 10 10 20 15 40 30 1140 25 140 1590 40
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1M0 1.00 1.00 1.00 160 160
Parkirig Bus, Ar 1.00 160 1.00 1.00 1,00 1.00 1.00 160 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1863 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veliffi 43 11 11 22 16 43 32 1226 27 151 1710 43
Adj No. of Lanes 0 1 0 0 1 1 1 2 1 1 2 1
Peak Hour Factor 0.93 0.93 063 0.93 0.93 033 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Caf), vehili 106 26 16 _111 67 117 255 2587 1157 405 2646 1184
Arrive On Green 0.07 0.07 0.07 0.07 0.07 0.07 0.03 0.73 0.73 0.05 0.75 0.75
Sat Flow, veh/h 702 352 215 805 908 1583 1774 3539 1M3 1774 3539 1583
Grp Vdume(v), veh/h 65 0 0 38 0 43 32 1226 27 151 1710 43
Grp Sat Flow(s),veli/hiln 1269 0 0 1713 0 1583 1774 1770 1583 1774 1770 1583
Q Serve(g_s), s 37 80 0.0 0.0 0.0 2.8 0.5 15.7 0.5 2.3 26.0 0.8
Cycle Q Clear(g_c), s 56 06 0.0 2.2 0.0 2.8 0.5 15.7 _ 0.5 23 26.0 0.8
Prop In Lane 0.66 0.17 858 1.00 1.00 1.00 IMO 160
Lane Grp Cap(c), vetuh 148 0 0 179 0 117 255 2587 1157 405 2646 1184
V/C Ratio()() 044 050 080 0.21 0.00 0.37 0.13 0.47 062 037 0.65 0.04
rt\vajl Cap(c_a), velt/h 278 0 0 318 0 259 286 2587 1157 494 2646 1184
HCM Platoon Ratio 160 1.00 160 1.00 1.00 1.00 1.00 180 1.00 1.00 160 1.00
Upstreani Filial') 1,00 0.00 0.00 1.00 0,00 1.00 160 1.00 160 1.00 1.00 160
Uniform Delay (d), sIveh 50.1 OM 0.0 48.1 80 48.5 6.2 6.1 4.1 4.7 6.8 3.6
Ina Delay (d2), s/Ireh 2.0 06 0.0 OM 0.0 1.9 0.2 0.6 0.0 OM 1.2 0.1
Initial Q Delay(d3) siveh 0.0 0.0 0.0 0.0 0.0 0.0 80 0.0 ao 0.0 0.0 0.0
%Ile Bad<OfQ(5056),vetdin
LnGrp Delay(d),s/veh
2 . 0
52.1
0.0
0.0
0.0
0.0 418:17
0
0
..0
HCM 2010 TVVSC
5: College Ave & Smokey St.
2/20/2016
1.7
Vol, veti/h
Conflicting Peds, #ihr
Sign Control
RI Channeiized
Storage Length
Veh in Median Storage,
Grade, 54
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
1110 60
0 0
Free Free
- None
40 1695
0 0
Free Free
- None
2191
1194
997
6.84
5.84
5.84
3.52
- 39
250
318
597
3.32
446
1
-36
140
250
294
f"ar
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical fidvry Stg 1
Critical Hdvry Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon 13{o_dced, '34
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
HCM Control Delay, s
HCM LOS
Capacity (vehlh)
HCM Lane V/C Ratio
1737
332 2.22
296 358
HCM 2010 TWSC
4: College Ave & Crestridge Drive
2/20/2016
af
Int Delay, sheet%
0.8
Vol, vehlh
Conflicting Peds, (Or
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, 56
Peak Hour Factor
Heavy Vehicles, 9:fi
Mvmt Flow
0
Stop
10
0
Stop
None
10 1195
0 0
Free Free
- None
1615
0 0
Free Free
- None
93
93
93 93
93 93
Conflicting Flow All
2401
Stage 1
1737
Stage 2
664
Critical Hdwy
6.84
Critical Hdwy Sig 1
5.84
Critical Hdwy Stg 2
5.84
Follow-up Ildwy
3.52
Pot Cap-1 Maneuver
- 28
Stage 1
127
Stage 2
474
Platoon blocked,
kitov Cap-1 Maneuver - 27
Mov Cap-2 Maneuver 99
4 r r "i
5 40 10 1415 30 35
8 18 5 2 12 1
ft r
775 55
6 16
0
10
4
20 35
14 3
8
A
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2/20/2016
2.21 -5R01%- -zi
Lane Configurations
Volume (vehlt)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Paddrig Flus, Air4
Adj Sat Flow, vehthfi n
ArM Flovi Rate, vehih
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive Oil Green
Sat Flow, veh/ti
Gm Volume(v), vehth
Grp Sat Flow(s),vetilli/in
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp D(c), vehlh
V/C Ralio(X)
Avail Cap(c a), veli/li
HCM Platoon Ratio
IJpstream Alegi)
Uniforrn Delay (d), s/veh
lnbr Delay (d2), slveh
Initial Q Delay(d3),s/veh
%Ile Back0fQ(50%),vehtin
LnGrp Delay(d),slveh
LnGrp LOS
Approach Vol, vehlh
Approach Delay, siveli
Approach LOS
Assigned Phs
Phs Duration (GFY+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Exi Tirrie (p c) s
IMO 1.00 100
1.00 1.00 1.00 1.00 1.00
1900 1863 1900 1900 1863
54 11 22 38 5
HCM 2010 TVVSC
5: College Ave & Smokey St.
2/20/2016
Int Delay, sit/eh
0.6
vel;vewh
Conflicting Peds, #/hr
Sign Control
RI Channelized
Storage Length
Veil in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
530 40 30 870
0 0 0 0
Stop
Free Free Free Free
None
- None None
0 - 0 0
0 0 0
0 0 - 0
93 93 93 93 93 93
2 2 2 2 2 2
16 22 1645 43 32 935
15
0
Stop
Conflicting Flow All zin 823 1645
Siegel 1645
Stage 2 532
Critical Hdwy 6.84 6.94 4.14
Critical Hdyry Stg 1 5.84
Critical Hdwy Stg 2 5.84
Follow-up Hdwy 3.52 3.32 2.22
Pot Cap-1 Maneuver 39 317 389
Stage 1 143
Stage 2 553
Platoon blocked, %
May Cap-1 Maneuver 36 317 389
May Cap-2 Maneuver 112
Siegel 143
Stage 2 508
HCM Control Delay, s 30.6 0 0.5
HCM LOS
SWITt . -14$11M1211.:
Capacity (vetilh) -178389
HCM Lane V/C Ratio - 0.211 0.083
HCM Control Delay (s) - 30.6 15.1
HCM Lane LOS - D C
HCM 95th %tile C(veh) - 0.8 0.3
Vineyard-Goldelm ODP/PDP 2/20/2016 AM - 2020 BACKGROUND Synchro 9 Light Report
ELB
Page 1
Int Delay, s/veh
HCM 2010 TWSC
4: College Ave & Crestridge Drive
2/20/2016
*Ifa
Vol, vehlh
20
Conflicting Peds, #/hr
0
Sign Control
Stop
RI Channelized
Storage Length 0
Veh in Median Storage, # 0
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
10 1550
0 0
Free Free
- None
0
875 35
0 0
Free Free
- None
tEF
Conflicting Flow All
1796
Stage 1
941
Stage 2
855
Critical lidwy
6.84
Critical Hdvry Sig 1
5.84
Critical Hdwy Stg 2
5.84
Follow-up Hdvry
3.52
Pot Cap-1 Maneuver
72
Stage 1
340
Stage 2
377
Platoon blocked, %
May Cap-1 Maneuver 71
Mov Cap-2 Maneuver 194
Stage 1 340
Stage 2 371
470
1
HCM Control Delay, s 21.8 0.1
HCM LOS
Capacity (vehlh) 724 247
HCM Laos V/C Ratio 0.015 - 0.131
HCM Control Delay (s) 10 - 21.8
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway 2/20/2016
Lane Configurations 4, 4 r ) ft r II ii-t r
Volume (veh/h) 40 10 10 20 15 40 30 1165 25 140 1620 40
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veli 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 190 1.00 130 1.00 1.00
Parldng 1311S, AO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ad Sat Flow, veh/htin 1960 1863 1900 1900 1863 1863 1863 1863 1863 1863 1863 1863
Ad) Flow Rate, veli/h 43 11 11 22 16 43 32 1253 27 151 1742 43
AO No. of Lanes 0 1 0 0 1 1 1 2 1 1 2 1
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Pe cent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, vent!" 106 26 16 111 67 117 249 2587 1157 396 2648 1184
Amve On Green 007 007. .07 007 0.07. .73 073 005.0.75
Sat Flow, yeti/II 702 352 215 805 908 1583 1774 3539 1503 1774 3539 1583
Grp Volume(v), veh/h 65 0 0 38 0 43 32 1253 27 151 1742 43
Grp Sat Flow(s),veh/hfin 1269 0 0 1713 0 1583 1774 1770 1583 1774 1770 1583
Q Serve(g_s), s 3.7 0.0 0.0 0.0 0.0 2.8 0.5 16.2 0.5 2.3 269 0.8
Cycle Q Clear(g_c), s 5.8 0 0 0 0 2.2 0 0 2 8 0.5 162 0.5 2.3 26.9 03
Prop In Lane 0.66 0.17 0.58 1.00 1.00 130 1.00 1.00
Lute Grp Cap(c), veh/11 148 0 0 179 0 117 249 2587 1157 396 2646 1184
V/C Ratio(X) 0.44 0.00 0.00 0.21 0.00 0.37 0 13 0.48 0.02 0.38 0.66 0.04
Avail Cap(c a), veh/h 278 0 0 318 0 259 279 2587 1157 486 2646 1184
HCM Platoon Ratio 1.00 1.00 190 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstrearri F4ter(I) 1.00 030 0.00 1.09 090 1.00 130 1.09 130 1.00 130 130
Uniform Delay (d), s/veh _50.1 0.0 0.0 48.1 a 0 48.5 6a 6.2 4.1 4.9 6.9 3.6
Ina Delay (d2), s/veh 2.0 0.0 0,0 0.6 0.0 13 0.2 0.7 0.0 0.6 1.3 al
Initial 0 Delay(d3),s/veti 0.0 0.0 0.0 0.0 0 0 0.0 0.0 09 0.0 0.0 0.0 0.0
%tie Back0f0(50%),vehAn 2.0 0.0 0.0 1.1 0.0 1.3 0.3 8.1 0.2 1.2 133 0.4
LnGrp Delay(d),s/veh 521 0.0 0.0 487 0.0 504 61 6.8 4.1 55 8.2 37
LnGrp LOS D D D A A A A A A
Approach Vol vehlh 65 81 1312 1936
Approach Delay, &vet) 52.1 49.6 68 7.9
Approach LOS D D A A
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Yi-Rc), s 10.5 85.9 13.7 8 6 871 137
Change Period (Y+Rc), s 5.5 5.5 55 5.5 55 55
Max Green Selling (Gmax), s 10.5 65.0 18.0 5.0 705 180
Max Q Clear Time (g_c+I1), s 4.3 182 7.8 2.5 28.9 48
Green EN:t Time (p_c), s 0.2 39.3 0.4 0.0 35.5
HCM 2010 Chi Delay 9.3
HCM 2010 LOS A
Vineyard-Goidelm ODP/PDP 2/20/2016 PM - 2020 BACKGROUND
Synchro 9 Light Report
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Page 1
Vol, vehill
Conflicting Peds, ifihr
Sign Control
RT Channelized
Storage Length
Veli in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
1220 60
0 0
Flee Free
- None
40 1705
0 0
Free Free
- None
0
Stop
0
75
0
Stop
None
2315
1312
1003
6.84
5.84
5.84
3.52 332
-32 408
216
315
- 29
408
523
126
216
289
46.1 0.3
- 215 523
- 0.625 0.082
- 46.1 12.5
E B
- 3.7 0.3
HCM 2010 TVVSC
5: College Ave & Smokey St.
2/20/2016
LIP
Conflicting Flaw M
Stage 1
Stage 2
Critical Hdwy
Gritted Hdwy Stg 1
Critical Hdwy Sty 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Int Delay, s/veh
Vol, vehth
Conflicting Peds, #/hr
Sign Control
RT Channefized
Storage Length
Veh in Median Storage
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
30 10 10 12E0 1680
0 0 0 0 0 0
Stop Stop Free Free Free Free
None - None - None
0 0 0
0
93 93 93 93 93 93
2 2 2 2 2 2
32 11 11 1376 1806
ConflctingFlowftll 2516
Stage 1 1806
Stage 2 710
Critical Hdwy 684
6.94 4.14
Critical 1-Idvry Stg 1 5.84
Critical Hdwy Stg 2 5.84
Follow-up I-Idvry 3.52 3.32
Pot Cap-1 Maneuver -23 280
Stage 1 116
Stage 2 448
Platoon blocked, %
Mov Cap-1 Maneuver -22
Mov Cap-2 Maneuver 116
Stage 1 116
Stage 2 433
HCM Control Delay, s
43.3
0.1
HCM LOS
0.6
HCM 2010 TWSC
4: College Ave & Crestridge Drive
2/20/2016
Capacity (veh/b)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
337 136
0.032 0.316
16 - 43.3
0.1
- 1.3
414 4:41-
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined 1': All major volume in platoon
Vineyard-Goldelm ODP/PDP 2/20/2016 PM - 2020 BACKGROUND
Synchro 9 Light Report
ELB
Page 1
Vol, veh/h
Conflicting Peds,
Sign Cont
ST Channelized
Storage Length
Veh in Median Storage,
Glade, %
Peak Hour Factor
Heavy Vehicles, %
Mvrnt Flow
0
Stop
0
0
Step
None
10 1280
0 0
Free Free
- None
1680
0 0
Rae Free
- None
332 2.22
280 337
HCM 2010 TVVSC
4: College Ave & Crestrid9e Drive
2/2012016
fl
Conflicting Flow All
2516_
Stage 1
1806
Stage 2
710
Critical Hdwy
6.84
Critical Hdwy Stg 1
5.84
Critical Hdvry Stg 2
5.84
Follow-up litho
3.52
Pot Cap-1 Maneuver
- 23
Stage 1
116
Stage 2
448
Platoon blocked, %
May Cap-1 Maneuver
Mov Cap-2 Maneuver 90
Stage 1 116
Stage 2 433
003
806
HCM Control Delay, s
HCM LOS
Capacity (veh/h)
4 r ill tt r il tt r
40 89: 65
1 16
0
4*
55 10 25 35
7 4 14
45 10 1630 35
18 5 2 12
5
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2/20/2016
t \* 1 1
4117C7.07:S-:--)
Lane Configurations
Volume (veh/h)
Number
Initial Q (Qb), veli
Ped-Bike Adj(A_pbT)
Parking Bus, Adj _
Adj Sat Flow, veh/h/ln
Aclj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veil, %
Cap, veli/ti
0 93
2
118
Arrive On Green 0.10
Sat Flan, veli/h 634
Grp Volume(v), vehlh 97
Grp Sat Flow(s),vehttiari 1241
Q Serve(g_s), s 5.6
CYdfl Q aeofifl_c4i 8 8.8
Prop In Lane 051
Lane Grp Cap(c), vell/ti 181
V/C Ratio(X) 0.54
Avail Cap(c_a), vehit 301
HCM Platoon Ratio 1.00
Upfdream Fitter(I) 1.00
Uniform Delay (d), s/veh 48.6
Ina Delay (d2), siveti 25
Initial Q Delay(d3),s/veh 0.0
Wile BacicOfQ(506/1),veliAn 3.0
1.00 1.00 1.013 1.00 1.00 IMO
to 1.00 1.00 IMO 1.00 1.00 1.00 1.00 1.00 1.00
1863 1900 1900 1863 1863 1863 1863 1863 1863 1863
11 27 38 5 48 11 1753 38 43 962
1 0 0 1 1 1 2 1 1 2
0.93 0.93 0 93 0.93 0.93 0.93 0.93 0.93 0.93 053
2 2 2 2 2 2 2 2 2 2
27 36 181 29 164 434 2525 1129 238 2596
0.10 0.10 0.10 0.10 0.10 0.01 0.71 0.71 0.03 0.73
261 345 1156 195 1583 1774 3539 1583 1774 3539
0 0 43 0 48 11 1753 38 43 962
0 0 1351 0 1583 1774 1770 1583 1774 1770
0.0 OM 0.0 OM 3.1 02 30.9 0.8 0.7 10.9
0.0 00 3.2 0.0 31 0.2 30.9 0.8 0.7 10.9
HCM 2010 TVVSC
5: College Ave & Smokey St.
2/20/2016
30 1015
0 0
Free Free
- None
Vol veh/h
Conflicting Peds,
Sign _Control
RT Channelized
Storage Length
Veh in Median Storage
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Conflicting Row Al 2502
Stage 1 1892
Stage 2 610
Critical Hdwy 6.84
Critical Hdwy Sig 1 5.84
Critical Hdvry Stg 2 5.84
Follow-up 1-idvry 3.52
Pot Cap-1 Maneuver 24
Stage 1 164
Stage 2 505
Platoon Necked, %
May Cap-1 Maneuver
Mov Cap-2 Maneuver 83
Stage 1 104
Stage 2 453
262
Capacity (veh/h) - 134 312
HCM Lane V/C Ratio - 0.361 0.103
HCM Control Delay (s) - 46.3 17.9
HCM Lane LOS E C
HCM 95th %tile Q(veti) - 1.5 0.3
Vineyard-Goldelm ODP/PDP 2/20/2016 AM - 2036 BACKGROUND
Synchro 9 Light Report
ELB
Page 1
0
HCM 2010 TWSC
4: College Ave & Crestridge Drive
2/20/2016
-10 1765
0 0
Free Free
None
Voi, veh/h
Conflicting Peds, WM*
Sign Control
RI Channeled
Storage Length
Vett in Median Storage, # 0
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
1010 40
0 0
Free Free
- None
Conflicting Flow All 2056 1086
Stage 1 1086
Stage 2 970
Critical Hdwy 6.84
Critical 1-1dvry Stg 1 584
Critical Hdwy Stg 2 5.84
Follow-up Hdwy 3.52
Pot Cap-1 Maneuver 48
Stage I 285
Stage 2 328
Platoon blocked, %
Mov Cap-1 Maneuver 47
Alov Cap-2 Maneuver 159
Stage 1 285
Stage 2 322
322 2.22
484 638
HCM Control Delay, s 27.5
HCM LOS
Capacity (vehth) 638 197
HCM Lane VIC Ratio 0.017 0.191
HCM Control Delay (s) 10.7 27.5
HCM Lane LOS
HCM 95th %tile Ct(veh) 0.1 - 0.7
Vineyard-Goldelm ODP/PDP 2/20/2016 AM - 2036 BACKGROUND
Synchro 9 Light Report
ELB
Page 1
0.1
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2/20/2016
te k- t P \* 1 1
TRIDEMS1P2i.Wij
Lane Configurations
40
Voltinte (velifh) 50 15 15
Number 7 4 14
Initial Q (Qb), veh
4 tt
15 45 35 1345 30 150
8 18 5 2 12 1
tt ft
2000 45
6 16
0
Ped-Bike Adj(A_pbT) IMO 1.60 IMO IMO 1.00 1.00 1.00 1.00
Parking BUS, Ad( 1.00 1.-00 1.00 1.00 1.00 1.00 10 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1863 1863 1863 1863 1863 1863 1863
Ac Flow Rate, vett/11 54 16 16 22 16 48 38 1446 32 161 2151 48
Acij No. of Lanes 0 1 0 0 1 1 1 2 1 1 2 1
Peak Flour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 093 0,93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, vetilli 116 32 22 121 75 140 176 2535 1134 331 2584 1156
Anive On Green 009 009 0.09 0.09 009 0.09 003 0.72 0.72 005 073 073
Sat Flow, veh/h 706 360 244 784 844 1583 1774 3539 1583 1774 3539 1583
Grp Volume(v), veh/h 86 0 0 38 0 48 38 1446 32 161 2151 48
Grp Sat Flow(s),vehThfin 1310 0 0 1628 0 1583 1774 1770 1583 1774 1770 1583
Q Serve(g_s), $ 5.1 0.0 0.0 0.0 00 3.1 0.6 21.6 OM '2.6 460 OM
Cyde Q Glearici_o), s 7.3 OM ao 22 0.0 3.1 0.6 216 0.6 26 46.0 0.9
Prop In Lane 0.63 0.19 0.58 1.00 100 1.00 IMO IMO
Lane Grp Cap(c), vehih 0 196 0 140 176 2535 1134 331 2584 1156
V/C Ratio(X) 0.51 0.00 0.00 0.19 000 0.34 022 0.57 0.03 0.49 0.83 0.04
Avail Cap(c_a), vehfh 278 0 0 312 0 259 201 2"1.5 1134 420 2584 1156
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 IMO 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 IMO 1.00 1.00 1.00
Uniform Delay (d), ¥ 493 00 0.0 467 0.0 47.1 15.0 75 45 7.3 102 4.1
!nor Delay (d2), sNeh 2.3 0.0 0.0 0.5 0.0 1A 0.6 0.9 ao 1.1 13 0.1
Initial Q Delay(d3),s/veh 0.0 OM 0.0 0.0 OM 0.0 0.0 0.0 00 0.0 00 0.0
%He BathOfQ(50%),vehlin 2,7 0.0 0,0 1.1 0.0 14 0.6 10.8 0.3 1.8 23.3 0.4
LnGrp Delay(d),slveti 516 0.0 0.0 47.1 0.0 486 156 84 4.6 8.4 133 4.2
LoGrp LOS o D 0 B A A A B A
Approach Vol, veh/h 86 86 1516 2360
Approach Delay, s/veth 51.6 47.9 8,5 13.0
Approach LOS A
444'ff
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.5 84.3 15.2 8.9 858 15.2
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5,5 5.5
Max Green Setting (Gmax), s 10.5 650 18.0 5.0 705 18.0
Max Q Clear Time (g_c+11), $ 4.6 23.6 9.3 2.6 480 5.1
Green Ext Time (p_c), s 0,2 39.1 0.5 _ 0.0 21.8 0.6
HCM 2010 CM Delay
HCM 2010 LOS
12.,
E
9
3
Vineyard-Goldelm ODP/PDP 2/20/2016 PM -2036 BACKGROUND
HCM 2010 TWSC
5: College Ave & Smokey St.
2/20/2016
Int Delay, s/veli
Vol, vet*
Conflicting Peds, #Thr
Sign Control
RI Channelized
Storage Length
Veh in Median Storage,
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvint Flow
80 50 1405 70 40 1955
0 0 0 0 0 0
Stop Stop Free Free Free Free
None - None - None
93 93
1511 75
—144,-?fraryi-- tazz-g.
Conflicting Flow AM 2648 755
Stage 1 1511
Stage 2 1137
CrifiGal Hdvry 624
Critical Hdwy Stg 1 524
Critical Hdwy Stg 2 5.84
Foliow-up Hdvry 152
Pot Cap-1 Maneuver -19
Stage 1 169
Stage 2 268
Platoon blocked, %
Mov Cap-1 Maneuver - 17
Mov Cap-2 Maneuver 169
Stage 1 169
242
HCM Control Delay, $
50.3
HCM LOS
0.3
1511
Capacity (veh/h)
HCM Lane VIC Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
- 211 439
0.662 0298
- 50.3 14.1
F B
4 0.3
-: Volume exceeds capacity $: Delay exceeds 300s
: Computation Not Defined 1': All major volume in platoon
Vineyard-Goldelm ODP/PDP 2/20/2016 PM -2036 BACKGROUND
Synchro 9 Light Report
ELB
Page 1
HCM 2010 TVVSC
4: College Ave & Crestridge Drive
2/20/2016
Int Delay, s/veh 1.2
Vol, verith
Conflicting Peds,
Sign Control
RI Channelized
0
Stop
15
0
Stop
None
15
0
Free
-
1480
0
Free
None
1940
0
Free
-
0
Free
None
Storage Length 0 0 - - 0
Veh in Median Storage, # 0 0 0
Grade, % 0 - 0 0
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Fbw 16 16 1591 2086
ConfiicthgFlowAll 2914 1043
Stage 1 2086
_ Stage 2 828
Critical Hdwy 6.84 6.94
Crilical Hdwy Stg 1 5.84
Critical Hdwy Stg 2 584 -
Follow-up Fldvry 152 332
Pot Cap-1 Maneuver - 12 226
Stage 1 81 -
Stage 2 389
Platoon blocked, %
Mov Cap-1 Maneuver -11 226
Mov Cap-2 Maneuver 81
Stage 1 81
Stage 2 365
HCM Control Delay, s 76.7
HCM LOS
Capacity (vehM) 262 - 100
HCM Lane V/G Ratio 0.062 - 0.538
HCM Control Delay (s) 19.6 - 76.7
HCM Lane LOS - F
HCM 95th %the G(veti) 0.2 - 2.5
-: Volume exceeds capacity $: Delay exceeds 300s
2086
4.14
Appendix F
Kreger& addelm frauffixrtation Imlat 544 ti1fnnj 1.1.6
rat Collm, Colorado retrial/ 2016
0 Hours met (1 required)
Major Street Minor Sheet
College Crestndge
NB/SB ER
Street Name
Direction
Number of Lanai
Approch Speed 55
Minor Approach Time Delay Condition Met?
Minor Approach Volume Condition Met?
Total Entering Intersection Volume Condition Met?
Peak Hour Vehicular Volume
Community Population Greater Than 10,000 and Major Street Approach Speed Below 40 mph
— Wartent Curve
• Warranted
• Urtwartartted
1 Major, 1 Moor
1 Major, 2+ Knot
2+ Major, 1 hcrnor
— 2+ Major. 2+ Knot
2 Hours met (1 required)
700 600 900 1000 1100 1200 1300 1400 15130 1600 17130 1600
Major Street - Total of Both Approaches (VPH)
-
4
500
Warrant 3: Peak Hour
4: CrestridgelCollege
Hour Major Street
Total Al
Approaches (vph)
Minor Street
Highest Volume
Approach NON
7:00 2,270 37
7:15 H 2,425::::::
8:15 1,757 19
16:00 2,788 62
17:15 2,146 26
Federal 2009
2 2/21/2016
Appendix
&ward- addelm fthnspatatiai Impact ..study ell 3 engineering, IL C
Pat Calms, Cdenzio februry 2016
110 10
7 4
30
3
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2121/2016
t P \*
190 1.00 190
*IMO 1.00 1.00 'IMO
1900 1863 1900 1900
118 11 2 32
0 1 0 0
0.93 0.93 0.93 0.93
2 2 2 2
202 15 2 245
Arrive On Green 0.13 0.13 013 0.13
Sat flow, veti/li 1068 113 18 1404
Grp Volume(v), veh/h 131 0 0 37
Grp Sat Flow(s),vetuh/ln 1199 0 0 1664
Q Serve(a..$),s 100 00. .0
Cycle Q Clear(g_c), is 12.1 0.0 0.0 2.1
Prop In Lane 0.90 0.02 0.86
Lane Grp Cap(c), veti/h 220 0 0 279
V/C Ralio()t) 0.60 0.00 0.00 0.13
Avail Cap(c_a), veh/li 264 0 0 326
HCM Platoon Ratio IMO 1.00 1.00 190
Upstream Falai° 1.00 ODO 0.00 1.00
Uniform Delay (d), s/veh 47.7 09 0.0 424
Ina- Delay (d2), siveh 2.6 0.0 0.0 02
Initial Q Delay(d3),s/veh OM 0 0 0.0 0.0
%Ile Back0fQ(505(,),vehtin 4.1 0.0 0.0 1.0
LnGrp Delay(d),s/veh 50.3 0.0 OM 426
LriClip LOS D D
Approach Vol, vehlh 131
Approach Delay, siveh 50.3
Approach LOS D
4 r i tt vi tat
5 40 10 1400 30 35 830 55
8 18 5 2 12 1 6 16
IMO 1.00 1.00 1.00 190
1.00 _ 1,00 _1.00 1.00 1.00 1.00 1.00 1.00
1863 1863 1863 1863 1863 1863 1863 1863
5 43 11 1505 32 38 892 59
1 1 1 2 1 1 2 1
0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
2 2 2 2 2 2 2 2
34 208 445 2433 1088 274 2498 1117
0.13 0.13 0.01 0.69 069 003 071 0.71
260 1583 1774 3539 1583 1774 3539 1583
0 43 11 1505 32 38 892 59
0 1583 1774 1770 1583 1774 1770 1583
00 2.7. .4 07 0.7. .
0.0 2.7 0.2 25.4 0.7 0.7 10.9 1.3
IMO IMO 1.00 1.00 1.00
0 208 445 2433 1088 274 2498 1117
0.00 0.21 0.02 0.62 093 0.14 036 0.05
0 259 502 2433 1088 388 2498 1117
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
000 1.00 1.00 1.00 1.00 100 1.00 1.00
HCM 2010 TWSC
5: College Ave & Smokey St. 2/21/2016
Int Delay, s/veh 0.6
0
Stop
None
30
0
Free
-
Vol, vetilh
Conflicting Peds, Itihr
Sign Control
RI Channelized
15
0
Stop
1620
0
Free
-
40
0
Free
None
860
0
Free
None
Storage Length) 0 0 0 -
Veh in Median Storage, # 0 0 - 0
Grade, % 0 0 - - 0
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2
Want Fbw 16 22 1742 43 32 925
Conflicting Flow All 2269 871 1742
Stage 1 1742
Stage 2 527
Critical Hdwy 6.84 6.94 4.14
Cauca' Hdwy Stg 1 5,84
Critical Hdwy Stg 2 5.84
Follow-up Hdwy 3.52 3.32 2.22
Pot Cap-1 Maneuver 34 294 357
Stage 1 126
Stage? 557
Platoon blocked, %
Mov Cap-1 Maneuver 31 294 357
Mov Cap-2 Maneuver 126
Stage 1 126
Stage 2 507
HCM Control Delay, s 29 0.5
HCM LOS
kiirreigr
Capacity (veh/h) - 187 357
HCM Lane V/C Ratio - 0.201 0.09
HCM Control Delay (s) - 29 16.1
HCM Lane LOS - D C
HCM 95th %tile Q(veh) - 0.7 0.3
Vineyard-Goldelm ODP/PDP 2/21/2016 AM 2018 Total Traffic
Synchro 9 Light Report
0.5
Vol, vehth
Conflicting Peds,
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvrnt Flow
40 1600
0 0
Free Free
- None
860 40
0 0
Free Free
- None
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Sig 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage
Stage 2
Platoon blocked, 54,
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Capacity (veh/h)
734
300
HCM Lane VIC Ratio
0,059
0.179
HCM Control Delay (s)
10.2
- 19.6
HCM Lane LOS
HCM 95th %tile Ci(veh)
0.2
- 0.6
547 734
1871
925
946
6.84
5.84
5.84
3.52
64
347
338
2.22
734
Vol, velti
Conflicting Peds, #Ihr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Fbw
0 1670
0 0
Free Free
- None
865 20
0 0
Free Free
- None
1828
930
898
684
5.84
5.84
3.52 3.32
68
544
344
358
930
2.22
731
344
HCM 2010 TVVSC
11: College Ave & Venus (access)
2/21/2016
-tsterstria.1*-441. rs:
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Cnlical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Trat
HCM Control Delay, s
11.9
HCM LOS
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
Lane Configurations
Volume (veh/h)
Number
Initial Q (Qb), veh
4,
10 10
4 14
tt jV 'I 14
15 40 30 1175 25 140
8 18 5 2 12 1
1630
6
40
16
0
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00 1.00 1.00
1863 1863 1863 1863 1863 1863
32 1263 27 151 1753 43
1 2 1 1 2 1
0.93 093 0.93 0.93 093 0.93
2 2 2 2 2 2
226 2444 1093 366 2503 1120
0.03. .69 0.05 071.
1774 3539 1583 1774 3539 1583
32 1263 27 151 1753 43
1774 1770 1583 1774 1770 1583
0.6 189 0.6 2.7 31.6 0.9
0,6 18,9 0.6 2.7 31.6 0.9
1.00 1.60 1.00 1.00
226 2444 1093 366 2503 1120
0.14 062 0.02 0.41 070 acvt
256 2444 1093 456 2503 1120
1.00 1.00 160 1.00 1.00 160
120 1.00 1.00 1.00 1.00 1.00
9.0 8.2 54 6.7 9.3 4.8
0.3 0.8 0.0 07 1.7 0.1
0.0 0.0 0.0 06 0.0 0.0
0.3 9.4 0.3 1.3 15.9 0,4
9.3 9.0 5 4 76 11.0 4.9
A A A A B A
1322 1947
8.9 10,6
A
5.5
18.0
4.7
07
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2/21/2016
t \*. 1 1
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parlcing B11S, A44 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, vehth/In 1900 1863 1900 1900 1863 1863
Adj Fins,/ Rate, velith 91 11 11 22 16 43
Adj No. of Lanes 0 1 0 0 1 1
Peak Hour Factor 023 0.93 0.93 0.93 023 _023
Percent Heavy Veh, % 2 2 2 2 2 2
C_ap, yeh/h 166 20 14 147 94 _ 181
HCM 2010 TWSC
5: College Ave & Smokey St.
2/21/2916
Int Delay, s/veh 1.9
Vol, veb/h 50 75 1190 60 44) 1595
Conflicting Peds, Phi 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RI Channelized None - None - None
Storage Length - 0 0 -
Veh in Median Storage, # 0 0 - 0
Grade, % 0 0 - 0
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, To 2 2 2 2 2 2
Minnt Row 54 81 1280 65 43 1715
Conflicting Flow All 2224
Stage 1 1280
Stage 2 944
Critical Hdvry 6.84
Critical Hdwy_Stg 1 5.84
Critical Hdwy Stg 2 5.84
Follow-up Hdvry 3.52
Pot Cap-1 Maneuver -37
Stage 1 225
Stage 2 339
Platoon blocked, %
Mov Cap-1 Maneuver -34
Mov Cap-2 Maneuver 134
Stage 1 225
Stage 2 312
HCM Control Delay, s
HCM LOS
Capacity (veh/h)
HCM Lane VIC Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Cl(veh)
6.94 4.14
3.32 222
418 538
418 538
0 0.3
- 226 538
-0.595 0,08
- 41.9 12.3
- E B
- 3.4 0.3
41.9
-
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined : All major volume in platoon
Vineyard-Goklelm ODP/PDP 2/21/2016 PM 2018 Total Traffic
Synchro 9 Light Report
ELB
Page 1
a:lkrat
HCM 2010 TVVSC
4: College Ave & Crestridge Drive
2/21/2016
Int Delay, s/veh
1.1
Vol,
Conflicting Peds, #thr
Sign Garb]
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Conflicting Flaw All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Sth 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
May Cap-2Maneuver
Stage 1
Stage 2
HCM Control Delay, s
HCM LOS
Capacity (vehlh)
HCM Lane_V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
45 1220
1615 35
0
0
0 0
0 0
Sp
Stop
Free Free
Free Free
None
None
- None
0
0
0
93
2
32
93
2
22
Vol, vetuli
Conflicting Peds, itlhr
Sign Control
RI Channelized
Storage Length
Veh in Median Storage, #
Gradet%
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
10 0 1250
0 0 0 0
Stop Stop Free Free
None - None
0
0 0
0 - 0 0
93 93 93 93 93 93
2 2 2 2 2 2
0 11 0 1344 1769 38
1645 35
0 0
Free Free
- None
HCM 2010 TVVSC
11: College Ave & Venus (access)
2/21/2016
Int Delay, s/veh
0.1
Conflicting Flow All 2441 1769
Stage 1 1769
Stage 2 672
Critical Hdwy 6.84 6.94 4.14
Critical tildwy Stg 1 5.84
Critical Hdwy Stg 2 5.84 _
Fotiow-up Hdwy 3.52 332 222
Pot Cap-1 Maneuver 26 288 348
Stage 1 122
Stage 2 469
Platoon blocked, %
Mov Cap-1 Maneuver 26 288 348
Mov Cap-2 Maneuver 96 -
Stage 1 122
Stage 2 469
HCM Control Delay, s 18
HCM LOS
Capacity (vehrh) 348 - 288
HCM Lane VIC Ratio - 0.037
HCM Control Delay (s) 0 - 18
HCM Lane LOS A - C
HCM 95th %tile Q(veh) 0 - 0.1
Vineyard-Goldelm ODP/PDP 2/21/2016 PM 2018 Total Traffic
Synchro 9 Light Report
ELB
Page 1
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2/21/2016
Lane Configurations
Volume (veh/h)
Number
Irlitial Q (C1b), veh
Ped-Bike Adj(A_pbT)
Parkintj Bus, io4
Adj Sat Flow, veh/h/In
Adj Flow Rate, veli/t)
Adj No. of Lanes
Peak Flour Factor
Perc.ent Heavy Veh, %
Cap, vehTh _
Arrive On Green
Sat Flow, velifh
Grp Volume(v), veh/h
Grp Sat Flovt(s),veltilin
CI Serve(g_s), s
Cycle Q Clear(g_c), 8
Prop In Lane
Lane Grp Cap(c), vehili
V/C Ratio(X)
Avail Cap(c_a), vehlh
HCM Platoon Ratio
Upslrearn Ffiter(i)
Uniform Delay (d), slveh
Ina Delay (d2), siveli
Initial Q Delay(d3),s/vett
Me BacirOfQ(51111‘),vehfin
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, vehM
Approach Delay, sheet'
Approach LOS
'II tt r
50 10 20 30 5 45 10 1450 30 35 840 55
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0
1.00 1.60 1.00 1.00 IMO IMO 1.00 1.00
1.00 1.00 1.00 1.00 1.00 1.00 1.00 190 -IMO IMO 1.00 1,00
1900 1863 1900 1900 1863 1863 1863 1863 1863 1863 1863 1863
54 11 22 32 5 48 11 1559 32 38 903 59
0 1 0 0 1 1 1 2 1 1 2 1
0.93 0.93 0.93 093 0.93 0.93 0.93 0.93 093 0.93 0.93 0.93
2 2 2 2 2 2 2 2 2 2 2 2
114 26 30 169 22 146 471 2572 1151 284 2637 1180
0.09 0.09 0,09 009 0.09 0.09 001 013 0.73 003 075 0.75
668 283 322 1173 241 1583 1774 3539 1583 1774 3539 1583
87 0 0 37 0 48 11 1559 32 38 903 59
1272 0 0 1414 0 1583 1774 1770 1583 1774 1770 1583
5.1 0.0 0.0 ao 0.0 3.1 02 23.7 OM 0.6 9.6 1.1
7.7 0.0 0.0 2.6 ao 31 0.2 231 0.6 0.6 9.6 1.1
0.62 0.25 0.86 1.00 1.00 1.00 1.00 IMO
170 0 0 191 0 146 471 2572 1151 284 2637 1180
0.51 aoo 0.00 0.19 000 0.33 0.02 0.61 0.03 0.13 0.34 005
281 0 0 299 0 266 537 2572 1151 318 2637 1180
1.00 IMO 1.00 1.00 1.00 100 1.00 1.00 1.00 100 100 IMO
1.00 0.00 0.00 1.00 aoo 1.00 1.00 1.00 'IMO 100 'IMO 1.00
HCM 2010 Signalized Intersection Summary
4: College Ave & Crestridge Drive/Smokey
tt:
-0' { 4- &"
Lane Configurations TO 4..
Volume (vettAi) 125 5 20
Number 7 18
Q (Qb), vett 0
Pod-Bike Adj(A_pbT) 120 120 1.60 1.00
Padang Bus, Adj 1.00 1.00 1.00 1,00 120 1.00
Adj Sat Flow, vett/Win 1863 1863 1900 1900 1863 1900
Adj Flow Rate, vehlh 134 5 48 16 5 22
Adj No. of Lanes 1 1 0 0 1 0
Peak Hour Facbar 0.93 023 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, velt/h 253 18 171 103 44 94
Arrive On Green 0.12 0.12 0.12 0.12 0,12 012
Sat Flow, vehlh 1378 152 1455 395 371 803
Grp Volume(v), veh/h 134 0 53 43 0 0
Grp Sat Floiv(s),vetilltfin 1378 0 1606 1569 0 0
Q Serve(g_s), s 5.7 0.0 26 02 0.0 02
Cycle Q Clear(g_c), s 7/ 0.0 2.6 2.0 ao 0.0
Prop In Lane 1.00 0.91 0.37 0.51
Lane Grp Cap(c), vehili 253 0 189 241 0 0
V/C Ratio()9 053 020 028 0.18 020 020
Avail Cap(c_a), vell/h 412 0 375 416 0
I-1CM Platoon Rath) 1.00 120 1.00 1.00 120 1.00
Upslreani Ffiter(I) 1.00 0.00 1.00 1.00 0,00 0.00
Unifonn Delay (d), s/veh 374 0.0 35.4 35.1 0.0 OD
iricr Delay (d2), siveh 17 0.0 as OA OM 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 ao oo
9li1el3ad(OfQ(505b),velifin 3.3 0.0 1.2 10 oo 0.0
LnGrp Delay(d),s/veh 39.1 0.0 362 35.4 0.0 0.0
LinGrp LOS D D D
Approach Vol, vehlh 187 43
Approach Delay, &vett 38.3 354
Approach LOS
Assigned Phs 1 2 4 5 6
Phs Duration (G+-Y+Rc), s 8.2 63.8 15.8 9.0 63,1
Change Period (Y+Rc), s 5.5 5.5 55 55 55
Max Green Setting (Gmax), s 5.1 67.9 205 5.1 67.9
Max Q Clear Time (g_c+11), s 2 5 27.7 9.7 2.7 12.4
Green Ext (p c), s 0.0 307 0.7 0.0 38.8
eat
HCM 2010 Clrl Delay 11.0
HCM 2010 LOS
2/21/2016
4 \ t P
i tt oft jV
45 1530 40 30 840 65
5 2 12 1 6 16
0
1.00 1.00 1.00 1.00
120 1.00 1.00 1.00 1.00 1.00
1863 1863 1863 1863 1863 1863
48 1645 43 32 903 70
1 2 1 1 2 1
023 023 0.93 0.93 0,93 0.93
2 2 2 2 2 2
461 2349 1051 245 2319 1038
HCM Control Delay, s
MGM LOS
RCM 2010 TVVSC
11: College Ave & Venus (access)
2/21/2016
0.1
Vol, venni
Conflicting Peds, itihr
Sign Control
RI Channelized
Storage Length
Veh in Median Storage
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
25
0 1675
935 30
0
0
0 0
0 0
Stop
Stop
Free Free
Free Free
None
- None
- None
""c;W.5:-451
Conflicting Flow All 1906
Stage 1 1005
Stage 2 901
Critical Hdwy 6.84
Cdfical_ Hdwy Stg 1 , 5.84
Critical Hdwy Stg 2 5.84
Follow-up 3.52
Pot Cap-1 Maneuver 60
Stage 1 315
Stage 2 357
Platoon blocked, %
Mov Cap-1 Maneuver
60
Mov Cap-2 Maneuver
315
Stage 1
315
Stage 2
357
503 1005
694 414
3,32 Z22
514
685
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway 2/21/2016
Lane Configurations
VA
4 f 'I
t
ft r
‘s.
4. tat r
Volume (vehlh) 40 10 10 20 15 40 30 1230 25 140 1670 40
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial C1 (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Ac j 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/hrin 1900 1863 1900 1900 1863 1863 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 43 11 11 22 16 43 32 1323 27 151 1796 43
Adj No. of Lanes 0 1 0 0 1 1 1 2 1 1 2 1
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, velth 106 26 16 111 67 117 238 2587 1157 375 2646 1184
Arrive On Green 0.07 0.07 0.07 0.07 0.07 0.07 0.03 0.73 0.73 0.05 0.75 0.75
Sat Flow, veh/h 702 352 215 805 908 1583 1774 3539 1583 1774 3539 1583
Grp Volume(v), veh/h 65 0 0 38 0 43 32 1323 27 151 1796 43
Grp Sat Flow(s),veh/h/In 1269 0 0 1713 0 1583 1774 1770 1583 1774 1770 1583
Q Serve(g_s), s 3.7 0.0 0.0 0.0 0.0 2.8 0.5 17.7 0.5 2.3 28.6 0.8
Cycle 0 Clear(g_c), s 5.8 0.0 0.0 2.2 0.0 2.8 0.5 17.7 0.5 2.3 28.6 0.8
Prop In Lane 0.66 0.17 0.58 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 148 0 0 179 0 117 238 2587 1157 375 2646 1184
V/C Ratio(X) 0.44 0.00 0.00 0.21 0.00 0.37 0.13 0.51 0.02 0.40 0.68 0.04
Avail Cap(c_a), veh/h 278 0 0 318 0 259 273 2587 1157 461 2646 1184
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter@ 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 50.1 0.0 0.0 48.1 0.0 48.5 7.0 6.4 4.1 5.3 7.1 3.6
Ina Delay (d2), s/veh 2.0 0.0 0.0 0.6 0.0 1.9 0.3 0.7 " 0.0 0.7 1.4 0.1
Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%Ile Back0fQ(50%),vetritn 2.0 0.0 0.0 1.1 0.0 1.3 0.3 8.7 0.2 1.2 14.2 0.4
LnGrp Delay(d),s/veh 52.1 0.0 0.0 48.7 0.0 50.4 7.2 7.1 4.1 6.0 8.5 3.7
LnGrp LOS D D 0 A A'A A A A
Approach Vol, veh/h 65 81 1382 1990
Approach Delay, s/veh 52.1 49.6 7.0 8.2
Approach LOS 0 0 A A
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), $ 10.5 85.9 13.7 8.6 87.7 13.7
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), $ 103 65.2 18.0 5.3 70.2 18.0
Max 0 Clear Time (g_c+I1), s 4.3 19.7 7.8 2.5 30.6 4.8
Green Ext Time (p_c), s 0.2 39.5 0.4 0.0 34.9 0.5
HCM 2010 Cld Delay 9.5
HCM 2010 LOS A
Vineyard-Goldelm ODP/PDP 2/21/2016 PM 2020 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, (SC
Page 1
Lane Configurations
Volume (vehth)
Number
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Ad] 1.00
Adj Sat Flow, vehtlii/In 1863
Adj Flow Rate, velilh 108
Adj No. of Lanes 1
Peak Hour Factor 0.93
Percent Heavy Veh, % 2
Cap vehth 215
Arrive On Green 013
Sat Flow, vehth 1306
Grp Volume(v) vehlh 108
C7rp Sat Flow(s),velt/Win 1306
Q Serve(g_s), s 10
Cycle Q Clear(g__c), s 9.5
Prop In Lane IMO
Lane Grp Cap(c), velvh 215
V/C Ratio(X) 050
Avail Caf)(c_a), vetr/h 298
HCM Platoon Ratio 1.00
Upstream Fittef(1) IMO
Uniform Delay (d), siveh 41.7
Ina Delay (d2), /veti 1.8
Inibal QDelay(d3),s/veb 00
Yale Back0fQ(503(,),veh/In 30
LnGrp Delay(d),slveh 415
LnGrp LOS D
Approach Vol, veh/h
Appnoach Delay, shieli
Approach LOS
Assigned Phs 1
Phs Duration (G+Y+F(c), s 10.4
Change Period (Y+Rc), s 35
Max Green Setting (Gram), s 10.3
Max Q Clear Time (g_c+I1), s 4.7
0 0
100
1.00 1.00
1863 1900
5 32
1 0
0.93 0.93
2 2
27 175
0.13.
218 1398
0 37
0 1616
0.0 2.0
00 2.0
086
0 203
0.00 0.18
0 305
1.00 1.00
0,00 1.00
00 383
Vol, veh/h
Conflicting Peds, fl/hr 0
Sign Control Stop
RT Channelized
Storage Length
Veh in Median Storage,
Grade, %
Peak Hour Factor 93
Heavy Vehicles, % 2
Mvmt Flow
0 1395
0 0
Free Free
- None
0
Stop
None
93 93 93
1715 60
0 0
Free Free
- None
93 93
332 222
272 326
HCM 2010 TVVSC
11: College Ave & Venus (access)
2/21/2016
Int Delay, siveh
0.1
Conflicting FlowAll
2594
Stage 1
1844
Stage 2
750
Critical Hdvry
6.84
Critical Hdvor Stg 1
5.84
Critical Hdvry Stg 2
5.84
Follow-up Hdwy
3.52
Pot Cap-1 Maneuver
20
Stage 1
111
Stage 2
427
Platoon Necked, %
Mov Cap-1 Maneuver 20
May Cap-2 Maneuver 86
Stage 1 111
Stage 2 427
922
1844
f2A,
Capacity (veti/h)
326
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2/21/2016
Lane Configuralions
-st {
4
ak•
r
4\
li 14
P
1' 'I
it
141'
.1
ig
Volume (vetdt) 55 10 25 35 5 45 10 1645 35 40 965 65
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 IMO IMO
Parking Bus, Agj 1.00 1.00 -IMO 1.00 1.00 1.00 1.00 1.00 IMO 1.00 1.00 1.00
Adj Sat Flow, veh/h/In 1900 1863 1900 1900 1863 1863 1863 1863 1863 1863 1863 1863
Al Flow Rate, vehth 59 11 27 38 5 48 11 1769 38 43 1038 70
Adj No. of Lanes 0 1 0 0 1 1 1 2 1 1 2 1
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0,93 0.93 093 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, vetifh 118 27 35 180 20 163 405 2527 1130 235 2599 1163
Arrive On Green 0.10 0.10 0.10 0.10 0.10 0.10 0.01 0.71 0.71 003 0.73 0.73
Sat Flow, velVb 632 260 344 1154 195 1583 1774 3539 1583 1774 3539 1583
Grp Vdume(v), vehlh 97 0 0 43 0 48 11 1769 38 43 1038 70
Grp Sat FIcrw(s),vell/h/In 1235 0 0 1349 0 1583 1774 1770 1583 1774 1770 1583
Q Serve(g_s), s 57 00 0.0 0.0 0.0 3.1 02 31.4 0.8 07 12.1 1.4
Cycle Q Clear(g_c), s 89 OM 0.0 3.2 ao 3.1 02 314 0.8 0,7 12.1 1.4
Prop In Lane 0.61 0.28 0.88 IMO 100 1.00 1.00 1.00
Lane Grp Car:i(c), vettlh 180 0 0 200 0 163 405 2527 1130 235 2599 1163
V/C Ratio(X) 054 0.00 000 021 0.00 0.30 003 0.70 0.03 0.18 0.40 0.06
Avail Gap(c_a), vetilh 268 0 0 286 0 259 462 2527 1130 268 2599 1163
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.09 1.00 1.00 1.00
Upstream Filter(I) 1.00 aoo 0.00 100 0.00 1.00 100 100 i.ao 1.00 i.00 1.00
Uniform Delay (d), s/veti 487 80 0.0 451 00 45/ 4.6 9.0 4.6 9.0 5.5 4.1
Ina Delay (d2), sNeti 2.5 0.0 ao 0.5 0.0 1.0 ao 1.6 0.1 OA 0.5 0.1
Initial Q Delay(d3),s/veti 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 00
°41143 Back0fQ(5096),vellfin 3.0 0.0 0.0 1.2 OM 1A 0.1 15.6 0.4 0.5 6.1 0.6
LnGrp Delay(d),s/veh 51.2 00. .2 00 46.7. .6 47 94. 4.2
LnGip LOS D D D A B A A A A
Approach Vol, vehlh 97 91 1818 1151
Approach Delay, s/vtah 51.2 46.4 10.5 6.0
Approach LOS D D B A
47k caici ata
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.2 840 168 6.9 863 168
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 55 55
Max Green Setting (Grim), $ 5.7 69.8 18.0 5.0 70.5 180
Max Q Clear Time (g_c+I1), s 2.7 33.4 109 2.2 14.1 52
Green Ext Time (p_c), s 0.0 30.6 0.5 0.0 43.6 0.7
HCM 2010 CIA Delay
HCM 2010 LOS
Vineyard-Goldelm ODP/PDP 2/21/2016 AM 2036 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, LLC
HCM 2010 Signalized Intersection Summary
4: College Ave & Crestridge Drive/Smokey 2/21/2016
4- k \* 4
Lane Configurations 1 to 4* I 14 r 1 ft r
Volume (vehlh) 135 5 40 20 5 25 50 1760 45 30 955 85
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial 0 (0b), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parldng Bus, Ar:Q 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, vehltilln 1863 1863 1900 1900 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, velith 145 5 43 22 5 27 54 1892 48 32 1027 91
Adj No. of Lanes 1 1 0 0 1 0 1 2 1 1 2 1
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 251 20 174 108 37 94 413 2407 1077 198 2372 1061
Arrive On Green 0.12 0.12 0.12 0.12 0.12 0.12 0.04 0.68 0.68 0.03 0.67 0.67
Sat Flow, vehlh 1372 168 1441 467 308 775 1774 3539 1583 1774 3539 1583
Grp Volume(v), veh/h 145 0 48 54 0 0 54 1892 48 32 1027 91
Grp Sat Flow(s),veh/h/In 1372 0 1608 1550 0 0 1774 1770 1583 1774 1770 1583
Q Serve(g_s), s 6.4 0.0 2.6 0.0 0.0 0.0 0.9 35.8 1.0 0.5 13.1 2.0
Cycle Q Clear(g_c), s 9.2 0.0 2.6 2.8 0.0 0.0 0.9 35.8 1.0 0.5 13.1 2.0
Prop In Lane 1.00 0.90 0.41 0.50 1.00 1.00 1.00 1.00
Lane Grp Cap(c), vet* 251 0 194 239 0 0 413 2407 1077 198 2372 1061
V/C Ratio(X) 0.58 0.00 0.25 0.23 0.60 0.00 0.13 0.79 0.04 0.16 0.43 0.09
Avail Cap(c_a), vehlh 346 0 306 343 0 0 436 2547 1139 236 2543 1138
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 41.4 0.0 38.8 38.8 0.0 0.0 5.2 10.7 5.1 11.7 7.5 5.6
!nor Delay (d2), stveh 2.1 0.0 0.7 0,5 0.0 0.0 0.1 1.6 0.0 0.4 0.1 0.0
Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%He Back0f0(50%),vehfin 3.9 0.0 1.2 1.4 0.0 0.0 0.4 17.6 0.4 0.4 6.3 0.8
LnGrp Delay(d),slveh 43.5 0.0 39.4 39.3 0.0 0.0 5.4 12.3 5.2 12.1 7.6 5.6
LnGrp LOS D D D A B AB A A
Approach Vol, veh/h 193 54 1994 1150
Approach Delay, sAreh 42.5 39.3 12.0 7.5
Approach LOS D D B A
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.4 71.6 17.2 9.3 70.7 17.2
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 5.0 70.0 18,5 5.1 69.9 18.5
Max 0 Clear Time (g_c+I1), s 2.5 37.8 11.2 2.9 15.1 4.8
Green Ext Time (p_c), s 0.0 28.4 0.6 0.0 44.6 0.8
r-_ -
HCM 2010 CM Delay
HCM 2010 LOS
Vineyard-Goldelm ODP/PDP 2121/2016 AM 2036 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, LLC
Page 1
12.6
0
Stop
0
Stop
None
32
1070
0 0
Free Free
- None
0
1151 86
0 1895
0 0
Free Free
- None
0 2038
Vol, veh/ti
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
2170
1151
1019
6.84
5.84
5.84
3.52
40
263
40
148
263
309
575
1151
3.32 Z22
461 603
HCM 2010 TWSC
11: College Ave & Venus (access)
2/21/2016
Int Delay, s/veh
0.1
0;0
twt;
E-5:111-*
Conflict ng Flow NI
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdvry Stg 2
Follow-up Hthiry
Pot Cap-1 Maneuver
HCM 2010 Signalized Intersection Summary
7: College Ave & Skyway
2/21/2016
Lane Configurations
Volume (veh/h)
Number
Q (Cti), veh
Ped-Bike Adj(A_pbT)
Parking Bus, AO
Adj Sat Flow, veh/h/in
Adj Flow Rate, ve4/11
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cal), vehlti
Arrive On Grecan
Sat FloNv, velifh
Grp Volume(v) vehlh
Grp Sat Flow(s),ven/h/In
Q Serve(g_s), s
Cyde Cl Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), vehlh
V/C Ratio(X)
Avail Cap(c_a), vehlti
HCM Platoon Ratio
Upstream Ftter(I)
Uniform Delay (d), s/veh
Irta Delay (d2), s/veh
IniUal QDelay(d3),s/veh
%Ile BacItOfQ(50%),vettilii
LnGrp Delay(d),siveh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, siveh
Approach LOS
Assigned F'hs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Grnax), s
Max Q Clear Time (g_c+11), s
Green Ext Time (pA, s
tt is tit
35 1380 30 150 2045 45
2 12 1 6 16
1.00 1.00 100 100 1.00 1.00 100 1.00
1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 IMO 100
1900 1863 1900 1900 1863 1863 1863 1863 1863 1863 1863 1863
54 16 16 22 16 48 38 1484 32 161 2199 48
0 1 0 0 1 1 1 2 1 1 2 1
0 93 0.93 0.93 0.93 0.93 0.93 0,93 0.93 0.93 0.93 0.93 0.93
2 2 2 2 2 2 2 2 2 2 2 2
116 32 fl 121 75 140 169 2935 1134 321 2584 1156
0.09 0.09 0.09 0.09 0.09 0.09 0.03 072 0.72 005 0.73 0.73
706 360 244 784 844 1583 1774 3539 1583 1774 3539 1583
86 0 0 38 0 48 38 1484 32 161 2199 48
1310 0 0 1628 0 1583 1774 1770 1583 1774 1770 1583
5.1 0.0 0.0 OM 0.0 3.1 0.6 225 0.6 2.6 48.7 0.9
7.3 0.0 00 22 ao 3.1 0,6 22.5 0,6 2.6 48.7 0.9
063 0.19 058 1.00 1.00 1.00 1.00 1.00
HCM 2010 Signalized Intersection Summary
4: College Ave & Crestridge Drive/Smokey 2/21/2016
t P
Larte Configurations 'itt 4. r 1 tt r
Volume (ueOral) 110 5 35 50 5 80 85 1405 70 40 1935 45
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial 0 (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
PS-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/In 1863 1863 1900 1900 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, velith 118 5 38 54 5 86 91 1511 75 43 2081 48
Adj No. of Lanes 1 1 0 0 1 0 1 2 1 1 2 1
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 221 25 192 111 22 123 183 2360 1056 267 2321 1038
Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.05 0.67 0.67 0.03 0.66 0.66
Sat Flow, veh/h 1300 187 1424 457 166 909 1774 3539 1583 1774 3539 1583
Grp Volume(v), veal 118 0 43 145 0 0 91 1511 75 43 2081 48
Grp Sat Flow(s),veh/h/In 1300 0 1611 1532 0 0 1774 1770 1583 1774 1770 1583
Q Serve(g_s), s 1.9 0.0 2.4 6.5 0.0 0.0 1.6 25.1 1.7 0.8 49.6 1.1
Cycle 0 Clear(g_c), $ 10.9 0.0 2.4 9.0 0.0 0.0 1.6 25.1 1.7 0.8 49.6 1.1
Prop In Lane 1.00 0.88 0.37 0.59 1.00 1.00 1.00 1.00
Lane Grp Cap(c), vehrb 221 0 218 256 0 0 183 2360 1056 267 2321 1038
V/C Ratio(X) 0.53 0.00 0.20 0.57 0.00 0.00 0.50 0.64 0.07 0.16 0.90 0.05
Avail Cap(c_a), veh/h 283 0 295 328 0 0 217 2360 1056 386 2401 1074
HCM Platoon Ratio 1.00 1.00 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(1) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 42.7 0.0 38.8 41.6 0.0 0.0 23.6 9.8 5.9 8.2 14.5 6.2
'nor Delay (d2), s/veh 2.0 0.0 0.4 2.0 0.0 0.0 2.1 0.6 0.0 0.3 4.8 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%fie Back0f0(50%),vehiln 3.3 0.0 1.1 4.0 0,0 0.0 1.8 12.4 0.7 0.4 25.5 0.5
InGrp Delay(d)s/veh 44.7 0.0 39.2 43.5 0.0 0.0 25.7 10.4 5.9 8.5 19.3 6.2
InGrp LOS D D CB A A B A
Approach Vol, vehlh 161 145 1677 2172
Approach Delay, s/veh 43,3 43.5 11.0 18.8
Approach LOS
Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.0 72.8 19.1 10.1 71.7 19.1
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 10.3 64.7 18.5 6.5 68.5 18.5
Max Q Clear lime (g_c+11), s 2.8 27.1 12.9 3.6 51.6 11.0
Green Ext Time (p c), s 0.0 35.7 0.7 0.0 14.6 0.9
HCM 2010 arl Delay 17.5
HCM 2010 LOS
Vineyard-Goldelm ODP/PDP 2/21/2016 PM 2036 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, LLC
Page 1
Int Delay, s/veh 0.1
Vol, veh/h
Conflicting Reds, lt/hr
Sign Control
RI Channelized
StorPt3e Length
Veil in Median Storage
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
o 20 0 1595 2020 80
0 0 0 0 0 0
Stop Stop Free Free Free Free
None - None - None
93 93 93 93
0 1715
93 93
2 2
2172 86
Conflicting Fbvv Afl
3030 1086
Stage 1
2172
Stage 2
858
Critical Hdwy
6.84
Critical Hdwy Stg 1
5.84
Critical Hdwy Stg 2
524
Follow-up lidwy
332
Pot Cap-1 Maneuver
10
Stage 1
Stage 2
Platoon blocked, %
May Cap-1 Maneuver 10
Mov Cap-2 Maneuver 73
Stage 1 73
Stage 2 376
HCM 2010 TVVSC
11: College Ave & Venus (access)
2/21/2016
zzi>zirsvir
HCM Control Delay, s 23.9
HCM LOS
Capacity (veh/h) 242 212
HCM Law V/C Ratio 0.101
liCM Control Delay (s) - 23.9
HCM Lane LOS
HCM 95th %tile Q(veh) - 0.3
Vineyard-Goldelm ODP/PDP 2/21/2016 PM 2036 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, LLC
Page 1
169 0 0 196 0 140 169 2535 1134 321 2584 1156
0.51 0.00 000 019 000 0.34 0 22 0.59 003 0.50 0.85 0.04
278 0 0 312 0 259 199 2535 1134 407 2584 1156
1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 100 1.00
IMO 0.00 000 1.00 0.00 1.00 100 1.00 100 1.00 1,00 1.00
49.3 00 ao 467 0.0 47.1 156 7.6 45 7.8 105 4.1
2.3 ao 0.0 0.5 0.0 1.4 0.7 10 0.0 1.2 3,8 01
0.0 00 0.0 0.0 0.0 00 0.0 00 0.0 00 0.0 0.0
2.7 00 0.0 1.1 0.0 14 0.7 112 0.3 1.9 24.6 OA
51.6 0.0 0.0 47.1 OM 48.6 17.3 85 4.6 9.0 14.3 4.2
D D D B A A A B A
86 86 1554 2408
51.6 47.9 81 13.8
D D A B
1 2 4 5 6 8
10.5 84.3 15.2 8.9 808 15.2
55 55 5.5 55 5.5 5.5
103 65.2 18.0 5.3 70.2 18.0
4.6 24.5 9.3 2.6 507 5.1
0.2 38.7 0.5 0.0 19.0 0.6
HCM 2010 Ctrl Delay
13.4
HCM 2010 LOS
Vineyard-Goldelm ODPIPDP 2/21/2016 PM 2036 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, LLC
Page 1
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
May Cap-2 Maneuver
Stage 1
Stage 2
HCM Control Delay, s
HCM LOS
Capacity (vehfh)
603
461
HCM Lane V/C Ratio
0.07
HCM Control Delay (s)
- 134
HCM Lane LOS
HCM 95th %the Q(veh)
- 0.2
Vineyard-Goldelm ODP/PDP 2/21/2016 AM 2036 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, LLC
Page 1
Page 1
- 272
HCM Lane V/C Ratio
- 0 079
HCM Control Delay (s)
- 19.4
HCM Lane LOS
HCM 95th %tile Q(veh)
- 0.3
Vineyard-Goldelm ODP/PDP 2/21/2016 PM 2020 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, LC
Page 1
0.0 0.4
00 0.0
0.0 0.9
0.0 38.7
D
145
42.3
0
2
69.7
5.5
64.7
21.9
Green Ext Time (p_c), $ 0,2 37.2
HCM 2010 Signalized Intersection Summary
4: College Ave & Crestridge Drive/Smokey
2/21/2016
4. 111 ft
100 5 30 50 5 75 65 1220 60 140 1635 40
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0
1.00 1.00 1.00 1.00 1.00 100
150 1.00 1.00 1.00 1.00 1.00 1.00 150 1.00
1900 1863 1900 1863 1863 1863 1863 1863 1863
54 5 81 70 1312 65 151 1758 43
0 1 0 1 2 1 1 2 1
093 093 0.93 0.93 0 93 093 0.93 0.93 0.93
2 2 2 2 2 2 2 2 2
111 21 111 236 2320 1038 340 2344 1049
, 013 0.13 004 0.66 0.66 005 0.66 0.66
479 167 886 1774 3539 1583 1774 3539 1583
140 0 0 70 1312 65 151 1758 43
1532 0 0 1774 1770 1583 1774 _ 1770 1583
6.4 00 00 1.2 199 1.4 27 32.6 0.9
8.5 0.0 OM 1.2 19.9 14 2.7 32.6 0.9
039 0.58 1.00 1.00 1.00 100
243 0 0 236 2320 1038 340 2344 1049
038 0.00 aoo 0.30 057 0.06 0.44 0.75 004
338 0 0 277 2339 1047 438 2477 1108
1.00 100 1.00 IMO IMO 1.00 1.00 1.00 IMO
1.00 0.00 0.00 150 1.00 1.00 1.00 1.00 1.00
41.1 0.0 ao 11.7 9.2 6.1 7.9 11.1 5.7
2.1 0.0 0,0 0,7 0.3 00 0.9 1.2 9.0
0.0 00 00 00 0.0 0.0 0.0 0.0 OM
3.8 0.0 0.0 0.9 9.8 06 14 16.0
43.2 OM 0.0 12.4 9.5 6.1 8.8 12.3 5.7
D B A A A B A
140 1447 1952
43.2 9.5 119
D A
4 5 6 8
17.8 9.8 70.3 17.8
5.5 53 53 53
18.5 6.5 685 18.5
11.5 12 34.6 10.5
0.8 0.0 30.2 03
ri rr cwsearaz.
Mc:Le
HCM 2010 Girl Delay
13.4
HCM 2010 LOS
Vineyard-Goldelm ODP/PDP 2/21/2016 PM 2020 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, LLC
Page 1
685 - 514
• 0 052
- 124
- 0.2
Vineyard-Goldelm ODP/PDP 2/21/2016 AM 2020 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, [IC
Page 1
0.04 ass ass 023 0.66 026
1774 3539 1583 1774 3539 1583
48 1645 43 32 903 70
1774 1770 15R3 1774 1770 1583
0.7 25.7 0.8 0.5 10.4 1.4
07 25/ as 0.5 104 1A
1.00 1.00 1.00 1.00
461 2349 1051 245 2319 1038
010 0.70 0.04 0.13 039 0.07
494 2735 1224 293 2735 1224
1.00 1.00 1.00 120 1.00 120
1.00 120 120 1.00 1.00 1.00
4.9 93 51 84 72 5.5
0.1 0.7 0.0 0.2 0.1 0.0
oo oo ao oo oo oo
04 12.6 04 03 51 a6
5.0 9.9 5.1 8.6 7.1 5.5
A A A A A A
1736 1005
91 7.0
A A
aws
Vineyard-Goldelm ODP/PDP 2/21/2016 AM 2020 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, LLC
Page 1
49.2 ao OM 46.5 0.0 46.8 4.0 7.3 4/ 6.2 4.8 17
2.4 0.0 0.0 0.5 0.0 13 0.0 1.1 0.0 0.2. .
00 0.0 0.0 00 0.0 00 0.0 00 0.0 0.0 0.0 ao
2.7 0.0 0.0 1.1 0,0 14 al 11.9 0.3 0.3 4.8 0.5
51.5 0.0 00 470 0.0 48.1 4.0 84 4.2 6.4 5.2 30
D D D A A A A A A
87 85 1602 1000
51.5 47.6 8,3 5.1
D A A
voiiiimmir-rtaieSfltilts
Assigned Phs
Phs Duration (G-EY+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Grnax), s
Max Q Clear Time (g_c+11), s
Green Ext Tune (p_c), s
1 2
8.9 85.4
55 5.5
5,5 69.5
2.6 25.7
0.0 31.3
4 5 6
15.6 6 . 9 875
5.5 5.5 5.5
18.5 5 . 5 69 . 5
9.7 22 11.6
05 00 373
8
15.6
5.5
185
5.1
0.6
HCM 2010 LOS A
Vineyard-Goldelm ODPIPDP 2/21/2016 AM 2020 Total Traffic
Synchro 9 Light Report
ELB ENGINEERING, LLC
Page 1
0
0
0
93 93
2 2
48 1312
0
0
93
2
1737
0
93
2
38
2490 1737 0
1737
753
6.84 6.94 4.14
5.84
5.84 -
3.52 3.32 2.22
- 24 296 358
127
426
-21 296 358
93 -
127
369
52.1 0.6 0
358 - 128
0,135 - 0.42
16.6 - 52.1
C - F
0.5 - 1.8
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined : All major volume in platoon
Vineyard-Goldelm ODP/PDP 2/21/2916 PM 2018 Total Traffic
Synchro 9 Light Report
ELB
Page 1
Anive On Gnaen all 0.11 011 011 0.11 011
Sat Flow, ve11/11 938 173 120 836 822 1583
Grp Volume(v), vehlh 113 0 0 38 0 43
Grp Sat Flow(s),vehhin 1230 0 0 1658 0 1583
Q Serve(g_s), s 81 0.0 0.0 0.0 00 27
Cycle Q Clear(g_c), s 10.2 DO 0.0 2.1 0.0 2.7
Prop in Lane 0.81 0.10 0.58 1.00
Lane Grp Cap(c), vetUb 200 0 0 242 0 181
V/C Ratio(X) 0.57 0.00 0.00 0.16 0.00 0/4
Avail Cap(c a), veh/ti 269 0 0 318 0 259
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Rtrar(I) 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), sfveh 48.3 0.0 06 44.0 DO 44.3
lila Delay (d2), s/veh 2.5 0.0 0.0 0.3 0.0 0.7
Initial Q Delay(d3),s/veh 0. . 0.0 0.0 0.0
%lie Sack°r(45°Ig'v
ehlln 3.5 06 0,0 1.1 ao 1.2
LnGrp Delay(d),s/veh 50 .8 0.0 06 44302 45.0
LnGrp LOS D D D
Approach Vol, veh/h 113 81
Approach Delay, sivell 50.8 44.7
Approach LOS
Assigned Phs 1 2 4 5 6
Nis Duration (G+Y+Rc), $ 105 81.5 18.1 8.6 83.3
Change Period (Y+Rc), s 56 5.5 5.5 5.5 5.5
Max Green Setting (Grriax), s 10.5 65.0 18,0 5.0 706
Max Ci Clear Time (g_c+I1), s 4.7 202 12.2 2.6 316
Green Ext Time (p_c), s 0.2 37.6 0.4 0.0 32.2
HCM 2010 Ctrt Delay 12.
HCM 2010 LOS
Vineyard-Goldelm ODP/PDP 2/21/2016 PM 2018 Total Traffic
Synchro 9 Light Report
ELB
Page 1
HCM 95th %tile Cl(veh)
731 - 544
1104
- 11.9
- 0.1
Vineyard-Goldelm ODP/PDP 2/21/2016 AM 2018 Total Traffic
Synchro 9 Light Report
ELB
Page 1
332
547
HCM 2010 TVVSC
4: College Ave & Crestridge Drive
2/21/2016
Vineyard-Goldelm ODP/PDP 2/21/2016 AM 2018 Total Traffic
Synchro 9 Light Report
ELB
Page 1
ELB
Page 1
09 42.7 E3 9.3 5.5 7.8 6.4 4.9
0.0 0.5 00 1.2 0.1 0.2 0.4 0.1
0 0 0.0 0.0 0.0 0.0 0.0 09 0.0
0.0 1.2 0.1 127 0.3 0.3 5.3 0.6
0.0 43.1 5.4 10.5 E5 80 6.8 59
D A B A A A A
80 1548 989
42.9 10.4 67
A
Lane Configurations
Volume (vehh)
Number
lniliaIQ(),veh
Pod-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/In
Adj Row Rate, veliTh
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, velith
Assigned Phs 1 2
Plis Duration (G+Y+Rc), s 8.9 81.1
Change Period (Y+Rc), s 5.5 5.5
Max Green Setting (Gmax), s 10.5 65.0
Max Q Clear Time (g_c+I1), $ 2.7 274
Green Ext Time (p_c), s 0.0 27.2
4 5 6
83
19.9 6 . 9 . 1
5.5 5.5 5.5
18.0 5.0 70.5
14.1 2.2 12.9
0.3 0.0 36.2
199
55
18.0
4.7
0.8
RCM 2910 Clrl Delay
11,9
HCM 2010 LOS
Vineyard-Goldelm ODP/PDP 2/21/2016 AM 2018 Total Traffic
Syncbro 9 Light Report
ELB
Page 1
-
2.22
262
262
0.2
: Computation Not Defined t: All major volume in platoon
Vineyard-Goldelm ODPIPDP 2/20/2016 PM - 2036 BACKGROUND
Synchro 9 Light Report
ELB
Page 1
Synchro 9 Light Report
ELB
Page 1
0.28 088 IMO 1.00 1.00 1.00
0 0 201 0 164 434 2525 1129 238 2596
OMO 0.00 0.21 0.00 0.29 053 0.69 0.03 0.18 0.37
0 0 318 0 295 499 2525 1129 268 2596
150 150 1.00 1.00 IMO 1.00 IMO 1.09 150 1.00
0.00 000 1.00 0.00 1.00 1.00 1.09 1.00 1.00 100
ao 0.0 45.6 ao 456 4.5 9.0 45 8.8 5.4
0.0 110 0.5 OM 1.0 0.0 1.6 al 0.4 0.4
0.0 OM OM 0.0 0.0 0.0 0.0 0.0 OM OM
0.0 0.0 1.2 0.0 1.4 0.1 15.4 0.4 0.5 as
0.0 0.0 46.1 0.0 46.6 4.5 10.6 4.7 9.2 5.8
D D A B A A A
97 91 1802 1075
51,1 464 104 55
D B A
-sear Wat:c
2 4 5 6 8
84.0 16.9 6.9 86.2 169
55 55 55 5.5 5.5
67.5 20.5 5.5 67.5 20,5
32.9 108 2.2 12.9 5.2
28.6 0.6 0.0 41 2 0,8
1900
59
0
LnGrp Delay(d),s/veti 51.1
LnGrpLOS D
Approach Vol, vehlh
Approach Delay, siveh
Approach LOS
Assigned Phs
1
Phs Duration (G+Y+fic), s
9.2
Change Period (Y+Rc) s
55
Max Green Selling (Gmax), $ 5.5
Max Q Clear Time (g_c+11), s 2.7
Green Ext Time (p_c), s 0.0
1.00
1.00
1863
70
1
0.93
2
1162
073
1583
70
1583
14
14
1.00
1162
0.116
1162
1.00
1.00
4.1
01
0.0
0.6
4.2
A
HCM 2010 Ctrl Delay
HCM 2010 LOS
B
Vineyard-Goldelm ODP/PDP 2/20/2016 AM - 2036 BACKGROUND
Synchro 9 Light Report
ELB
Page 1
337
- 108
HCM Lane V/C Ratio
0.032
0.398
I-1CM Control Delay (s)
16
- 58.8
HCM Lane LOS
HCM 95th %tile G(veh)
0.1
- 17
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Vineyard-Goldelm ODP/PDP 2120/2016 PM - 2020 BACKGROUND
Synchro 9 Light Report
ELB
Page 1
Stage 2
Platoon bladed, %
Mov Cap-1 Maneuver
May Cap-2 Maneuver
Stage 1
Stage 2
HCM Control Delay, s
RCM LOS
Capacity (veh/h)
HCM Lane VIC Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Cf(veh)
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Vineyard-Goldelm ODP/PDP 2/20/2016 PM -2020 BACKGROUND
Synchro 9 Light Report
ELB
Page 1
HCM Lane LOS
HCM 95th %lite Q(veh) - 0.4
Vineyard-Goldelm ODP/PDP 2/29/2016 AM - 2020 BACKGROUND
Synchro 9 Light Report
ELB
Page 1
0 1 1
0.93 033 0.93 0.93 0.93
2 2 2 2 2
114 27 30 175 19
0.10 0.10 0.10 0.10 010
635 283 311 1185 202
87 0 0 43 0
1229 0 0 1388 0
4.9 0.0 0.0 0.0 0.0
8.1 0.0 0.0 3.1 0.0
0.62 025 0.88
171 0 0 195 0
0.51 000 000 0.22 0.00
303 0 0 323 0
1.00 1.00IMO 1.00 1.60
IMO 0.00 0.00 1.00 0.00
49.0 00 0.0 46.3 00
2.3 0.0 0.0 0.6 0.0
0.0 0.0 ao 0.0 0.0
2.7 ao ao 1.2 0.0
51.3 0.0 0.0 409 OM
CI D
87 86
51.3 47.0
D D
1 2 4 5
8.9 85.0 16.1 6.9
5.5 55 5.5 5.5
5.5 67.5 20.5 5.5
26 25.0 10.1 2.2
0.9 29.2 0.5 0.0
1.00 IMO 1.00 IMO 1.00
1,00 1.00 1.00 1.00 1.00 1.00 IMO
1863 1863 1863 1863 1863
1863 1863
43 111522 32 38 833 59
1 1 2 1 1
2
1
0.93 0.93 0.93 0.93 0.93 0.93 0.93
2 2 2 2 2 2 2
152 499 2558 1144 291 2623 1173
010 0.01 0.72 0.72 0.03 0.74 0.74
1583 1774 3539 1583 1774 3539 1583
43 11 1522 32 38 833 59
1583 1774 1770 1583 1774 1770 1583
2.8 0.2 23.0 OM OM 83 1.1
2.8 02 23M 0.6 0.6 8.8 1.1
1.00 1.00 1.00 1.00 1.00
152 499 2558 1144 291 2623 1173
0.28 0.02 000 003 013 0.32 0.05
295 565 2558 1144 324 2623 1173
1.00 1 00 1.00 1.00 1.00 1.00 1.00
1.00 1.00 'IMO 100 1.00 1.00 1.60
462 4.1 7.4 4.3 6.1 4.8 3.8
1.0 0.0 10 0.0 az 0.3 al
OM 0.0 00 0.0 0.0 0.0 0.0
1.3 0.1 114 0.3 0.3 4.3 0.5
47.2 4.1 8.4 4.4 6.3 5 .1 3 .8
D A A A A A A
1565 930
8 3
5 1
A
A
6
87.0
5.5
67.5
10.8
35.2
HCM 2010 Ctrl Delay
HCM 2010 LOS
Vineyard-Gokielm ODP/PDP 2/20/2016 AM -2020 BACKGROUND
Synchro 9 Light Report
ELB
Page 1
Stage 1 127
Stage 2 459
HCM Control Delay, s
51.5
HCM LOS
0.1
-zt-c7
Capacity (veh/h)
HCM Lane V/C Rao
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %file 0(veh)
358 - 119
0.03 0.361
15.4 - 51,5
0.1 - 15
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Vineyard-Goldelm ODP/PDP 2/20/2016 PM -2018 BACKGROUND
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HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
38.1 0.3
- 238 580
0.565 0.074
- 38.1 11.7
E B
- 3.1 0.2
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Vineyard-Goldelm ODP/PDP 2/20/2016 PM -2018 BACKGROUND
Synchro 9 Light Report
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0
5
1
0
3
4
6
0.3
5
7
6
.7
7
4
0..2
1
5
1.
3
2 1.2
8
.8
0
3
0.4
7
LnGrp LOS D c.; D A A A A A A
Approach Vol, veh/h 65 81 1285 1904
Approach Delay, slveh 52.1 49.6 6.7 7.7
Approach LOS D D A A
Vineyard-Goldelm ODPIPDP 2/20/2016 PM -2018 BACKGROUND
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Grp Sa_t Flow(s),veltiAn 1287 0 0 1424 0 1583 1774 1770 1583 1774 1770 1583
Q Serve(g_s), s 4.5 0.0 09 0.0 ao 2.8 0.2 21.4 as 0.6 8.2 1.1
Cycle Q DP.ar(g_c), s 7.1 0.0 0.0 2.6 0.0 2.8 0.2 214 0.6 0.6 82 16.
0
1
Prop In Lane 0.59 027 0 1
.86 1.00 1.00 1.00 1.00 .
Lane Grp Cap(c), vehin 164 0 0 185 0 138 514 2590 1159 304 2655 1188
VIC Ratio(X) 0.49 0.00 0.00 0.20 090 0.31 0 02 0.57 0.03 0.12 0.31 0.05
Avail Capin a), vet* 310 0 0 326 _ 0 295 580 2590 1159 338 2655 1188
HCM Platoon Ratio 190 1.00 190 1.00 1.00 1.00 1.09 1.00 1.00 1.00 1.00 1.00
Upstream Fated') 1.00 000 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 494 09 0.0 47.0 0.0 47.1 3.8 98 49 95 4.5 39
Inc: Delay (d2), stveh - 2.3 0.0. 0.5 0,0 1.3 0.0 0.9 0.0 0.2 0.3 0.1
Initial Q Delay(d3),s/veh 0.0 09 0.0 0.0 0.0 0.0 00 0.0 09 ao oa ao
'bile BaclsOf_2(50{14),welUln 2.5 0.0 0.0 1.1 00 1.3 0.1 10/ 0.3 03 4.1 05
LnGrp Delay(d),s/veh 51/ 0.0 0.0 47.5 09 48.4 3.8 7.8 4.1 5.7 4.8 3.6
LuGrp LOS D D D A A A A A A
Approach Vol, veh/h 81 80 1532 914
Approach Delay, a/vell 51.7 480 7.7 4.7
Approach LOS D
Vineyard-Goldelm ODWPDP 2129/2016 AM 4928'BACKGROUND
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A
A
Capacity (veh/h)
358
- 119
HCM Lane V/C Ratio
0.03
- 0.343
HCM Control Delay (s)
15.4
- 50.3
HCM Lane LOS
HCM 95th %tile Q(veh)
0.1
- 1.4
-: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Vineyard-Goldelm ODP/PDP 2/15/2016 PM Existing -
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Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Ildwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver -34
Mov Cap-2 Maneuver 136
Stage 1 231
Stage 2 311
44.
-: Volume exceeds capadty $: Delay exceeds 300s +: Computation Not Defined t: All major volume in platoon
Vineyard-Goldelm ODP/PDP 2/15/2016 PM Existing -
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1.00 0.00 0.00 1.00 0.00 1.00
. . . . . 48.8
2.0 0.0 0.0 05 0.0 2.0
05 0.0 0.0 0.0 50 0.0
2.0 0.0 0.0 0.9 0.0 12
52.2 0.0 0.0 48.8 05 50.8
D D 1)
64 72
52.2 49.9
D D
1 2 4 5 6
104 863 132 8 4 883
5.5 5.5 5.5 55 55
5.9 68.1 19.5 5.5 68.5
4.2 17.0 7.5 Z4 26.5
0.1 40.8 0.4 0.0 34.8
tt
27 1119
5 2
0 0
1.00
1.00 1.00
1863 1863
29 1203
1 2
0.93 0.93
2 2
263 2600
0.03 0.73
1774 3539
29 1203
1774 1770
OA 15.0
OA 15.0
1.00
263 2600
0.11 0.46
304 2600
1.00 1.00
1.00 1,00
5.7 5.9
02 06
05 0.0
0,2 7.4
5.9 05
A A_
1258
6.4
A
8
13.2
5.5
19.5
4.7
Lane Configurations
Voturne (veh/h)
Number
Initial Q (0b), veh
Ped-Bike Adj(A_pbT)
Paridng Bus, Adj
Adj Sat Flow, vett/h/In
Acq flow Raba, itettfn
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, vehrn
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), velt/h
Grp Sat Flow(s),veh/hiln
0 Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cal3(c_a), veb/h
HCM Platoon Ratio
Upstream Filtac(1)
Uniform Delay (d), s/veti
1ncr Delay (d2), slveli
Initial Q Delay(d3),s/velt
%Ile Bacit010(50%),vetVin
LnGrp Delay(d),s/veh
Lit-Grp LOS
Approach Vol, vehth
Approach Delay, sive!).
Approach LOS
Assigned Phs
Phs Duration (G+Y+Ftc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+11), s
Green Ext Time (p_c), s
HCM 2010 Chi Delay
HCM 2010 LOS
A
Vineyard-Goldelm ODP/PDP 2/15/2016 PM Existing -
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805
6.84
5.84
5.84
3.52
82
355
400
452
3.32 2.22
555 748
Vineyard-Goldelm ODP/PDP 2/15/2016 AM Existing -
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ELB
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1
0 3 0 11 0 3 293 3 0 6 345 13 689 0 0 0 0
0 42 17 73 1 42 2,211 44 1 762,945 80 5672 0 2 0 2
0 17 12 38 1 27 1,119 24 1 37 1,560 38 2 935 0 0 1 0
Interral
Start Time
CRESTRIDGE DR SMOKEY ST COLLEGE AVE COLLEGE AVE
Eastbound Westbound Northbound Southbound Roiling Pedestrain Crossals
U-Turn Left Thru Right U Turn Left Thru Right U-Turn Lett Thru Right U-Turn Left Thru Right Total Hour West East South North
U-Turn Left That Right
700 00 AM 0 6 0 0
7.15:00 AM 0 2 0 1
SMOKEY ST COLLEGE AVE COLLEGE AVE
Westbound Northbound Southbound
Rotting Pedestrdin Crossings
U-Turn Left Thru Right U-Turn Left Thai Right U-Turn Left Thru Right Total Haw West East South North
0 0 0 1 0 0 329 3 0 3 129 4 475 2,327 0 0 0 0
0 0 0 1 0 2 369 5 0 7 178 3 568 2,456 0 0 U0