Attachment 14-Trans
Final Draft Report
State Route 9
Safety and Traffic Operations Analysis
for the
Town of Los Gatos
August 15, 2018
490 Mendocino Avenue, Suite 201 SANTA ROSA CA 95401 707.542.9500
505 17th Street, 2nd Floor OAKLAND, CA 94612 510.444.2600
1276 Lincoln Avenue, Suite 204 SAN JOSE, CA 95125 650.314.8313
w-trans.com
Table of Contents
Executive Summary 1
Introduction 5
Project Setting 6
Conclusions and Recommendations 29
Study Participants and References 30
Figures
1. Study Area and Lane Configurations 8
2. Existing Traffic Volumes 12
3. State Route 9/Massol Ave Recommendations 18
4. State Route 9/Santa Cruz Ave Recommendations Without Right Turn Lane Reconstruction 23
5. State Route 9/State Route 17 Ramps Recommendations 24
6. State Route 9/Alberto Way Recommendations 25
7. State Route 9/Los Gatos Boulevard Recommendations 26
8. Bicycle Connections 28
ES Tables
1. Qualitative Comparison of Alternatives of Traffic Signal Network Measures of Effectiveness 2
2. Summary of Cost Estimates 3
Tables
1. Collision Rates at the Study Intersections 9
2. Existing Peak Hour Intersection Levels of Service 13
3. Existing Network Measures of Effectiveness 14
4. Removal of Northbound Channelized Right -Turn Network Measures of Effectiveness 17
5. Implementation of HAWK Network Measures of Effectiveness 19
6. Implementation of Traffic Signal Network Measures of Effectiveness 20
Appendices
A. Traffic Counts — Unadjusted
B. Collision Rate Calculations
C. Level of Service Definition Tables
D. Intersection Level of Service Calculations
E. Synchro Measures of Effectiveness
F. Signal Warrant Analysis
G. NCHRP Pedestrian Crossing Treatment Worksheet
H. Cost Estimations
I. SIMTRAFFIC Corridor Functionality Analysis
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
Executive Summary
Within the Town of Los Gatos safety is paramount for all roadway users including motorists, cyclists, and
pedestrians. State highways transectthe southern boundaries of Town, including State Routes 17 and 9. The issue
of safety along State Route 9 (SR 9) has increasingly become a concern as residents have asked for safety
enhancements in various public meetings such as recent meetings held while developing the Town's safe routes
to school plan, and a recent pedestrian fatality has created a strong push for public safety improvements.
This report recommends improvements along SR 9 which include infrastructure improvements that directly
address pedestrian safety, and design features that promote driver -awareness of pedestrians and bicycles. The
goal of the project is to upgrade streets to encourage safe vehicles speeds and enhance safety for all modes of
travel.
For this report, safety for all roadway users was analyzed along the segment of Los Gatos -Saratoga Road (a large
part of which is designated as State Route 9) between the western most Town limits and Los Gatos Boulevard.
During the most recent five-year study period a total of 93 collisions were reported along the approximately one -
mile section of SR 9 and Los Gatos -Saratoga Road which provides regional access to various locations within Santa
Clara County. Further, it should be noted that vehicle -only collisions associated with the interchange SR 17/SR 9
were not analyzed as their exact location is difficult to determine due to the State Wide Integrated Traffic Records
System reporting method.
The intersection located at SR 9/Massol Avenue has received significant attention from residents, Town staff, and
local stakeholders. The intersection is an unsignalized tee intersection near the west Town limit with a pedestrian -
activated flashing beacon to alert motorists of the presence of pedestrians crossing SR 9. A total of sixteen
collisions were reported between January 1, 2013 and December 31, 2017, half of which consisted of injuries to
one or more parties involved. Additionally, half of these collisions involved cyclists at the intersection, while one
involved a pedestrian who was fatally struck by a vehicle on September 1, 2017. The fatal collision occurred at
approximately 6:30 a.m. when a pedestrian using the western crosswalk was struck by an eastbound traveling
vehicle.
Of the eight intersections analyzed for this report, five included either collision rates, injury rates, or fatality rates
higher than the average of similar intersections statewide. Most notably the intersection at Massol Avenue
exhibited collision, injury, and fatality rates higher than statewide averages for similar facilities. A total of 28
collisions were reported at the signalized intersection of SR 9/Santa Cruz Avenue between January 1, 2013 and
December 31, 2017. Similarly, injury rates were calculated to be higher than average at intersections along the
corridor: specifically at Massol Avenue, Tait Avenue, Monterey Avenue, and Alberto way. As a result, Town Staff
has requested that W-Trans develop a list of specific recommendations with the goal of improving safety along
the corridor for all roadway users, and specifically at the intersection at Massol Avenue.
Recommended safety and operational improvements along the corridor were developed in response to collision
data provided by the Town of Los Gatos, the California Highway Patrol, as well as field visits. Evaluation methods
included industry -standard traffic engineering practices such as collision analysis, speed surveys, and signal
warrant analysis, etc. Reported collisions involving cyclists and pedestrians occurred more often compared to
similar facilities statewide, thus higher than average collision and injury rates were recorded at various locations
along the corridor, specifically at conflict points, and the Massol Avenue intersection.
Recommendations at the intersection of SR 9/Santa Cruz Avenue include removing the channelized right -turn
lane, installing green bike paint, and continental crosswalks. Recommendations associated with the intersection
at SR 9/University Avenue include updating the current bicycles facilities to consist of green paint at conflict
points. Safety at the western interchanges of SR 9/SR 17 could be enhanced by trimming of foliage which
obstructs the view of motorists. Similarly, foliage could be trimmed to enhance safety in addition to the
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
installation of 'crosswalk ahead' signs on the eastern SR 9/SR 17 interchange ramps. Recommendations at the
intersection of SR 9/Alberto Way include trimming foliage and installing radar speed feedback signs along SR 9, in
addition to installing a curb ramp at the southeast corner. Safety improvements recommended for the
intersection located at Los Gatos Boulevard consist of installing yield markings, crosswalk warning signs, and
removing the channelized right -turns. Table ES-1 below provides a summary comparison of each alternative
recommendation as it relates to the expected benefits.
Table ES-1 - Qualitative
Comparison of Alternatives of Traffic
Signal Network Measures of Effectiveness
Alternative
Safety
Enhancement
Use*
Acceptance
Highway 9
Traffic
Impact*
Neighborhood
Access
Cut -Through
Traffic Impact
Cost
Existing
Conditions
N/A
Easy
N/A
N/A
N/A
N/A
RRFB (Alt. #1)
Medium
Easy
Low
No
No
Low
HAWK (Alt #2)
High
Moderate
Medium
No
No
Medium
Traffic Signal (Alt
#3)
High
Easy
High
Yes
Yes
High
Note: * = Use Acceptance refers to ease of comprehension for the driver Highway 9 Traffic mpact refers to an increase in
delay, stops, congestion as a result of implementation of intersection control alternatives
Based on an analysis of signal warrants and pedestrian crossing treatments as recommended by the Federal
Highway Administration, safety for pedestrians could be enhanced by installing traffic control at the unsignalized
tee intersection at Massol Avenue. As stated above several design features which affect drivers' behaviors were
considered for the signalization of the intersection including the current Rapid Rectangular Flashing Beacons with
enhanced roadway signage, a pedestrian hybrid beacon, and a traffic signal. Of the three alternatives, it was
determined that a pedestrian hybrid beacon, also known as a HAWK, would be most appropriate for the
intersection. The hybrid beacon was chosen due to a combination of factors such expected safety enhancement,
cost, impact on pedestrian delay and vehicle delay, impact on neighborhood access, and cut -through traffic.
Recommendations for State Route 9 Corridor Study will help shift the focus away from motor vehicles to a more
balanced approach of incorporating all roadway users, with more attention directed to the safety of those most
vulnerable, pedestrians and cyclists. Safety and operations along the corridor could be improved by
implementing the following recommendations:
• Install a HAWK beacon at the crosswalk on the west leg of the SR 9/Massol Avenue intersection along with
other complementary improvements
• Install green bike lane markings at conflict points
• Provide Continental crosswalk markings at intersections
• Remove channelized right -turn lanes as a long-term improvement
• Trim foliage along the corridor
• Provide bicycle facility improvements to enhance connectivity
A summary of the costs associated with recommended safety improvements are provided below in Table ES-2.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
Table ES-2 - Summary of Cost Estimates
SR 9/Massol Avenue
Intersection Improvement
Detail
Alternative 1
Improvement Type
Alternative 2
Intersection Control
RRFB
$111,900
HAWK
$476,400
Speed Reduction
RRFB
Adv'd Speed Hump
Marking
Raised Median
Beacons
$136,400
HAWK
Raised Median
Beacons
$72,200
Bike and Ped Improvements
Install Green Bike Lanes
Remove NB Channelized
Right -turn
$213,200
$213,200
Intersection TOTAL
$461,500
$761,800
Alternative 3
Signal
$721,900
Signal
Raised Median
Beacons
$72,200
$213,200
$1,007,300
SR 9/Santa Cruz Avenue
HSIP Improvement Cost
Non-HSIP Improvement Cost
Total
Near -to -Mid Term
Install Green Bike Lanes
Install Continental
Crosswalks
$42,500
$20,700
Long Term
Install/Paint Traffic Bars $4,000
$46,500
$20,700
Remove Channelized
Right -turns
Intersection TOTAL
$750,000
$813,200
$4,000
$750,000
$817,200
SR 9/University Avenue
HSIP Improvement
Install Green Bike Lanes
Intersection TOTAL
Cost
$20,000
$20,000
Non-HSIP Improvement Cost
Total
$ 20,000
$20,000
SR 9/SR 19 Interchange
HSIP Improvement
Foliage Trimming
Install Crosswalk Ahead
Signs
Cost
$5,000
$1,600
Intersection TOTAL $6,600
Non-HSIP Improvement Cost
Total
$5,000
$1,600
$6,600
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
IT3
SR 9/Alberto Way
HSIP Improvement Cost
Foliage Trimming $2,700
Intersection TOTAL $2,700
Non-H5IP Improvement Cost
Install Curb Ramp $8,900
Install Radar Speed Sign $53,400
$62,300
Total
$12,100
$55,500
$65,000
SR 9/Los Gatos Boulevard
HSIP Improvement Cost
Near -to -Mid Term
Non-HSIP Improvement Cost
Total
Install Yield Markings
Install Warning Signs
$200
$ 3,600
$200
$3,600
Long Term
Remove Channelized
Right -turns $647,500
Intersection TOTAL $651,300
$647,500
$651,300
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
Introduction
This report presents an analysis of safety and traffic operations of the Los Gatos -Saratoga Road corridor from Los
Gatos Boulevard to the western Town limits. The western portion of that corridor, between the Town limit and SR
17, is designated SR 9. The safety and traffic operations analysis was completed in accordance with the criteria
established by the Town of Los Gatos and the California Department of Transportation and is consistent with
standard traffic engineering techniques.
Prelude
The purpose of this safety and traffic operations analysis is to provide the Town Los Gatos staff and policy makers
with data they can use to make an informed decision regarding the potential safety and traffic operations impacts
along State Route 9 between Massol Avenue and Los Gatos Boulevard. SR 9 is maintained and operated by
Caltrans. The Town has received input from residents and stakeholders regarding safety along the corridor,
specifically citing issues with speed, collisions, and visibility. Recommendations at key locations along the corridor
have been identified based on data collected during field observations, review of collision data, analysis of traffic
operations, and data provided by local agencies.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
T5
Project Setting
Project Location
Between the west Town limits and State Route 17, Los Gatos -Saratoga Road is a section of State Route 9 (SR 9).
The full length of SR 9 extends from State Route 1 in Santa Cruz to State Route 17 in Los Gatos. The majority of SR
9 has a north -south alignment, even though the portion studied for this report has an east -west alignment. East
of State Route 17, Los Gatos -Saratoga Road is a City street that ends at a "T" intersection with Los Gatos Boulevard.
The roadway segment has four travel lanes with a raised median between State Route 17 and Tait Avenue, reduced
to two lanes at the west and east ends. Left turns are permitted onto side streets when there are breaks in the
median. The roadway segment between Tait Avenue and Montgomery Street is a three -lane arterial with one lane
in each direction plus a two-way center left -turn lane. The roadway provides access to SR 17 via on -ramps and off -
ramps in a cloverleaf interchange. Land uses along the corridor are comprised of residential neighborhoods and
commercial buildings.
The study area includes the following intersections:
1. SR 9/Massol Avenue
2. SR 9/San Benito Avenue
3. SR 9/Tait Avenue
4. SR 9/Monterey Avenue
5. SR 9/Santa Cruz Avenue
6. SR 9/University Avenue
7. Los Gatos -Saratoga Road/Alberto Way
8. Los Gatos -Saratoga Road/Los Gatos Boulevard
Safety and operating conditions during the a.m. and p.m. peak periods were evaluated to capture the potential
impacts for the proposed recommendations and to present a thorough description of traffic flow on the local
transportation network. The morning peak hour occurs between 7:00 and 9:00 a.m. and reflects conditions during
the home to work or school commute, while the p.m. peak hour occurs between 4:00 and 6:00 p.m. and typically
reflects the highest level of congestion during the homeward -bound commute. Traffic volumes were collected
for the study intersections during spring when school was in session. The unadjusted, raw, traffic count data are
provided in Appendix A.
Study Intersections
The tee intersection located at SR 9/Massol Avenue includes stop control on the northbound approach on Massol
Avenue. Pedestrian activated flashing beacons are present at the intersection, facing eastbound and westbound
vehicles. Class II bike lanes are present along SR 9 as well as a yellow "ladder" crosswalk on the west leg. The speed
limit on Massol Avenue is 25 miles per hour (mph) and on SR 9 is 35 mph.
The tee intersection of SR 9/San Benito Avenue has two-way stop -control on the minor approach (San Benito
Avenue) in addition to Class II bike lanes on SR 9. San Benito is closed to through traffic as there is a traffic barricade
approximately 70 feet north of the intersection. The posted speed limit on San Benito Avenue is 25 mph.
The intersection of SR 9/Tait Avenue also includes stop controls on the minor approach (northbound Tait Avenue).
Similarly, the intersection of SR 9/Monterey Avenue is a tee intersection with stop control on the minor street
(southbound Monterey Avenue). The posted speed limit on both Tait Avenue and Monterey Avenue is 25 mph.
T(6
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
The intersection of SR 9/Santa Cruz Avenue is a four -legged signalized intersection including channelized right
turns at all approaches, also known as "free" right turns. The intersection includes standard (parallel stripes)
crosswalks on all four legs in addition to diagonal crosswalks connecting the pedestrian refuge islands to the street
corners. Curb ramps, pedestrian signal heads and push buttons are present for all crossings excluding the right -
turn lanes. The posted speed limit on Santa Cruz Avenue is typically 25 mph, but decreases to 15 mph about one
block south of SR 9.
The intersection of SR 9/University Avenue is also a four -legged signalized intersection. Standard crosswalks are
present on all four legs in addition to pedestrian signal heads, push buttons, and curb ramps at each corner. The
posted speed limit on University Avenue is also 25 mph.
The intersection at Los Gatos -Saratoga Road/Alberto Way is a signalized four -legged intersection including a
signalized driveway providing access to the Los Gatos Inn. The intersection includes crosswalks at the north and
east legs, as well as push buttons located at the southeast, northeast, and northwest corners. Curb ramps are
located only at the northwest and northeast corners.
The intersection of Los Gatos Boulevard/Los Gatos -Saratoga Road is a signalized tee intersection. Channelized
right -turn lanes are present for the southbound and eastbound right turns. Standard crosswalks are present across
the south and west legs. Additionally, standard crosswalks provide access from the northwest and southwest
corners to the channelized pedestrian refuge islands. The posted speed limit on Los Gatos -Saratoga Road is
currently 35 mph within the Town limits.
The locations of the study intersections and the existing lane configurations and controls are shown in Figure 1.
Collision History
The collision history for the study area was reviewed to determine any trends or patterns that may indicate any
safety issues. Collision rates were calculated based on records available from the California Highway Patrol as
published in the Statewide Integrated Traffic Records System (SWITRS) reports. The most current five-year period
available is January 01, 2013 through December 2017. For the purposes of this study, collisions associated with
the SR 17/SR 9 interchanges were omitted. The specific location of reported collisions associated with the
interchanges could not be determined with accuracy due to the reporting method of the SWITRS database.
As presented in Table 1, the calculated collision rates for the study intersections were compared to average
collision rates for similar facilities statewide, as indicated in 2014 Collision Data on California State Highways,
California Department of Transportation (Caltrans).
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
N
0
c
0
San Benito Ave
o(13
ra
v
v
c
0
N Santa Cruz Ave
University Ave
Narth
Not to Scale
Pr jec
No th
Not toSc le
a
m
v)
4.0
(13
v)
0
LEGEND
• Study Intersection
State Route 9 & AGPC
Dwys/Montgomery St
/I\ Two-Way
L LTane
Two -Way
LT Lane
West E st
Dwy Dwy
State Route 9 &
Monterey Ave
State Route 9 &
Massol Ave
/2
4-
i)(6
J
State Route 9 &
N Santa Cruz Ave
State Route 9 &
San Benito Ave
/3
State Route 9 &
University Ave
State Route 9 &
Tait Ave
/4
4-
eiD
/
/g
State Route 9 &
Los Gatos Blvd
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Iga004-4.ai 8/18
State Route 9 Safety and Traffic Operations Analysis
Figure 1 - Study Area and Lane Configurations
Jy-Trans
Table 1 - Collision Rates at Study Intersections
Study Intersection
Number of
Calculated
Statewide
Injury
Statewide
Collisions
Collision
Average
Rate
Average
(2013-2017)
Rate
Collision Rate
Injury
(c/mve)
(c/mve)
Rate
1. SR 9 (SR 12)/Massol Ave (TWSC)
16*
0.43
0.14
50.0%
38.0%
2. SR 9/San Benito Ave (TWSC)
1
0.03
0.14
0.00%
38.0%
3. SR 9/Tait Ave (TWSC)**
3
0.14
66.7%
38 O u
4. SR 9/Monterey Ave (TWSC)**
1
0.14
100%
38.0%
5. SR 9/Santa Cruz Ave (SIG)
28
0.51
0.43
32.1 %
37.9%
6. SR 9/University Ave (SIG)
24
0.41
0.43
37.5%
37.9%
7. SR 9/Alberto Wy (SIG)
10
0.29
0.43
40.0%
37.9%
8. Los Gatos Blvd/SR 9 (SIG)
9
0.20
0.27
22.2%
37.3%
Note: c/mvm = collisions per million vehicles miles; * = fatal collision occurred at intersection; **/ = Limited Data and
subject to change; Bold = collision rate above statewide average; SIG = Signalized Intersection; TWSC = Two-way
Stop Control
A total of 16 collisions were reported at the intersection of SR 9/Massol Avenue. Of the reported collisions, half
included one or more parties involved sustaining injuries. The injury rate was calculated to be 12 percent higher
than the statewide average for similar facilities. Additionally, a fatality occurred at the intersection on September
1, 2017. Reported collisions associated with the tee intersection primarily consisted of broadside collisions. It
should also be noted that eight collisions involving bicycles and motor vehicles were reported at the intersection
during the five-year study period.
Three collisions were reported at the intersection of SR 9/Tait Avenue including broadside, vehicle -pedestrian, and
rear -end collisions. Trends of note at this intersection concern the degree of injury as two of the three reported
collisions included severe injuries to one of more parties involved.
A total of 28 collisions were reported at the four -legged signalized intersection at SR 9/Santa Cruz Avenue. The
collision rate for the intersection was calculated to be nearly twice that of the statewide average at similar facilities.
Of the 28 reported collisions, nine involved injuries to one or more parties. Predominate collisions types reported
at the intersection included broadside, rear -end, and sideswipe collisions. It should also be noted that while the
calculated collision rate was significantly higher than the statewide average, the injury rate was calculated to be
approximately ten percent less than that of similar facilities statewide. Of the 28 reported collisions 20 incidents
resulted in property damage only, in addition to four incidences of visible injury resulting from the collisions, and
five collisions resulting in complaints of pain.
The intersection at University Avenue had a total of 24 reported collisions. Of these, nine resulted in injuries to
one or more parties involved. The most common collision types included rear -end, broadside, and sideswipe
collisions. The most prevalent primary collision factor was unsafe vehicle speed.
Ten collisions were reported at the signalized intersection of Alberto Way during the five-year study period, four
of which caused injuries to one or more parties involved. The most common collision factors reported included
unsafe speed (6), and traffic signals (3). It should be noted that the calculated injury rate associated with this
intersection is slightly above the statewide average injury rate of similar facilities.
Nine collisions were reported at the signalized tee intersection located at Los Gatos Boulevard. Two collisions
consisted of injuries to one or more parties involved while the most common collision types included rear -end (4),
hit object (2), and broadside (2) collisions.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
It should also be noted that a total of 13 bicycle -involved collisions were reported along the corridor during the
five-year study period. Of the 13 reported collisions, eight occurred at the intersection at Massol Avenue, three at
Santa Cruz Avenue, and one each at San Benito and Tait Avenues. The collision rate calculations are provided in
Appendix B.
Intersection Level of Service Methodologies
Level of Service (LOS) is used to rank traffic operation on various types of facilities based on traffic volumes and
roadway capacity using a series of letter designations ranging from A to F. Generally, Level of Service A represents
free flow conditions and Level of Service F represents forced flow or breakdown conditions. Each Level of Service
ranking can also be described in terms of delay to the average vehicle as described in Appendix C.
The study intersections were analyzed using methodologies published in the Highway Capacity Manual (HCM),
Transportation Research Board, 2010. This source contains methodologies for various types of intersection
control, all of which are related to a measurement of delay in average number of seconds per vehicle.
The Levels of Service for the intersections with side street stop controls, or those which are unsignalized and have
one or two approaches stop controlled, were analyzed using the "Two -Way Stop -Controlled" intersection capacity
method from the HCM. This methodology determines a level of service for each minor turning movement by
estimating the level of average delay in seconds per vehicle. Results are presented for individual movements
together with the weighted overall average delay for the intersection.
The study intersections that are currently controlled by a traffic signal including Alberto Way and Los Gatos
Boulevard were evaluated using the signalized methodology from the HCM. This methodology is based on factors
including traffic volumes, green time for each movement, phasing, whether the signals are coordinated or not,
truck traffic, and pedestrian activity. Average stopped delay per vehicle in seconds is used as the basis for
evaluation in this LOS methodology. For purposes of this study, delays were calculated using signal timing
obtained from the California Department of Transportation (Caltrans).
Level of Service (LOS) is used to rank traffic operation on various types of facilities based on traffic volumes and
roadway capacity using a series of letter designations ranging from A to F. Generally, Level of Service A represents
free flow conditions and Level of Service F represents forced flow or breakdown conditions. A unit of measure
that indicates a level of delay generally accompanies the LOS designation. The ranges of delay associated with
the various levels of service are indicated in Appendix C.
The intersections located at University Avenue and Santa Cruz Avenue were evaluated using the signalized
intersection methodology published in the Traffic Level of Service Analysis Guidelines, Santa Clara County
Transportation Authority, Congestion Management Program, 2015. This methodology is based on the signalized
methodology published in the Highway Capacity Manual (HCM), Transportation Research Board, 2010, which has
been modified for use in Santa Clara County. This methodology is based on factors including traffic volumes,
green time for each movement, phasing, whether the signals are coordinated or not, truck traffic, and pedestrian
activity. Average stopped delay per vehicle in seconds is used as the basis for evaluation in this LOS methodology.
Traffic Operation Standards
The Town of Los Gatos has adopted level of service standards in addition to the Santa Clara County VTA standards.
Los Gatos -Saratoga Road is designated as a Highway in the Town's General Plan (Los Gatos 2020 General Plan,
Transportation Element, 2010). The VTA guidelines are included in the Transportation Impact Analysis Guidelines
(October 2014).
For local intersections not a part of the CMP network, a traffic impact is considered significant if:
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
• The addition of project -generated traffic causes operation of an intersection to deteriorate from an acceptable
level of service (LOS D or better) to LOS E or LOS F
For intersections in the CMP network, a traffic impact is considered significant if:
The addition of project -generated traffic causes operation of an intersection to deteriorate from an acceptable
level of service (LOS E or better) to LOS F, or
For intersections operating at LOS F under background or cumulative conditions, the project condition
increases the average control delay for critical movements by four seconds or more and project traffic
increases the critical volume -to -capacity (v/c)' ratio by 0.01 or more.
There is no level of service standard for unsignalized intersections with stop control on the minor street only. It is
fairly typical for this type of intersection to have a poor LOS on the minor street approaches, but also typical for
the overall intersection LOS to be acceptable because the major street approaches have no control delay and
operate at LOS A. LOS results presented in this report are for information and for explanation of the overall corridor
operations, and are not intended to lead to recommendations for operational improvements.
Existing Conditions
The Existing Conditions scenario provides an evaluation of current operation based on existing traffic volumes
during the a.m. and p.m. peak periods. Traffic volume data was collected in May 2018 while local schools were in
session.
Intersection Levels of Service
Under existing conditions, all intersections operate acceptably during the a.m. and p.m. peak periods. The existing
traffic volumes and lane configurations are shown in Figure 2. Because traffic counts were collected on different
days, the volumes in Figure 2 reflect adjustments made to the raw count data (see Appendix 1) so the volume
leaving one intersection would match the volume arriving at the subsequent intersection. A summary of the
existing intersection level of service calculations is contained in Table 2, and copies of the Level of Service
calculations are provided in Appendix D.
' Volume -to -Capacity (v/c) is a measure that reflects the mobility and quality of travel within a roadway facility. It
compares the number of vehicle using the roadway to the theoretical capacity of that facility. For example, a v/c
of 1.00 indicates the facility is operating at its theoretical capacity.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
N
0
c
0
0
San Benito Ave
N Santa Cruz Ave
University Ave
North
Not to Scale
Pr jec
No th
Not toSc le
"Cr
m
v)
4.0
rcr
v)
0
LEGEND
• Study Intersection
xx AM Peak Hour Volume
(xx) PM Peak Hour Volume
State Route 9 & AGPC
Dwys/Montgomery St
1
o 4-8 (20)
O M 1359(618)
E1 1, o (0)
(37) 6
(1238)537 —
(0) 0 —+
J
State Route 9 &
Monterey Ave
/5
4-132 (104)
1030(336)
(888)465-->
J
State Route 9 &
Massol Ave
/2
— 1359(625)
+-156 (131)
(1164)497 -->
(80) 42—,
J
State Route 9 &
N Santa Cruz Ave
6'--
r co O
s— N N
CO
N h- O
M N
y y
(273)172 —4
(888)465 —>
(142) 84 —+
4-132 (104)
— 1030(336)
+-104 (187)
E1Tr'
N LC) 10
co — ri
LC)
J
State Route 9 &
San Benito Ave
/3
4-1 (4)
<-1520(754)
(0) 0-4
(1303)675 —>
J
State Route 9 &
University Ave
�7
COCO1
N s— N
LO CO
N 10 C)
(34) 49-4
(1125)518 o
(91) 50—+
4-184 (145)
— 1198(497)
,- 259 (226)
*if i*
N M C)
CO N CO
J
State Route 9 &
Tait Ave
�4
1423(715)
(1256)645 —>
(58) 27—,
i* CO
J
State Route 9 &
Los Gatos Blvd
(578)332 —4 f
(374)469 —* M
s— O)
CO CO
Iga004-4.ai 8/18
State Route 9 Safety and Traffic Operations Analysis
Figure 2 - Existing Traffic Volumes
Jy-Trans
Table 2 - Existing Peak Hour Intersection Levels of Service
Study Intersection
Approach
AM Peak
Delay LOS
PM Peak
Delay LOS
1. SR 9/Massol Ave
Northbound Approach
51.8 F
48.6 E
2. SR 9/San Benito Ave
Southbound Approach
117.1 F
14.4 8
3. SR 9/Tait Ave
Northbound Approach
11.1 8
14.4 B
4. SR 9/Monterey Ave
Southbound Approach
11.0 B
10.0 A
5. SR 9/Santa Cruz Ave*
39.5 D
33.2 C
6. SR 9/University Ave*
26.3 C
27.2 C
7. SR 9/Alberto Wy
11.6 B
13.2 B
8. Los Gatos Blvd/SR 9
32.3 C
25.6 C
Notes: Delay is measured in average seconds per vehicle; LOS = Level of Service; * = Congestion Management Plan
Intersection; Results for minor approaches to two-way stop -controlled intersections are indicated in italics
Measures of Effectiveness
Performance Index is typically incorporated as a method to compare project alternatives to one another, and it
was applied in this study to compare recommendation outcomes. A performance index is calculated for each
alternative by combining multiple measures of effectiveness into a single score which allows practitioners to
compare and contrast alternatives more easily. Measures of effectiveness can include control delay, the number
of vehicle stops, fuel consumption, queue lengths, and operating costs. For the purposes of this study, the
Performance Index takes the total delay into account in combination with the number of vehicle stops over the
course of an hour along the corridor. A low performance index is good, and indicates a corridor with higher vehicle
through put. For example, if the signalization of an intersection increases the calculated performance index of a
corridor, the stop delay caused by the new signal would be the cause of the increase.
Under Existing Conditions, the network has a performance index of 135.2 during the a.m. peak hour and 178
during the p.m. peak hour. A summary of the network measures of effectiveness is shown in Table 3. Measures of
effectiveness reports from Synchro are provided in Appendix E.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
Table 3- Existing Network Measures of Effectiveness
Measure of Effectiveness
AM Peak
PM Peak
Total Delay (Hours)
117
114
Stops (Total Number of Stops)
6,598
8,086
Average Speed (mph)
13
14
Total Travel Time (Hours)
197
198
Distance Traveled (Miles)
2,625
2,751
Unserved Vehicles (Total Number)
0
0
Performance Index
135.2
136.5
Notes: mph = Miles per Hour; Performance Index = [(D *1) + (St * 10)]/3600 where D = Total Delay (in seconds) and St =
Stops
Traffic Signal Warrants
A signal warrant analysis was performed to determine potential need for a traffic signal at the intersection of SR
9/Massol Avenue.
Chapter 4C of the California Manual on Uniform Traffic Control Devices (CA-MUTCD) provides guidance on when a
traffic signal should be considered. There are nine different warrants, or criteria, presented, as follows:
® Warrant 1, Eight -Hour Vehicular Volume
• Warrant 2, Four -Hour Vehicular Volume
Warrant 3, Peak Hour Volume
® Warrant 4, Pedestrian Volume
• Warrant 5, School Crossing
• Warrant 6, Coordinated Signal System
Warrant 7, Crash Experience
Warrant 8, Roadway Network
Warrant 9, Intersection Near a Grade Crossing
Warrant 3, which is often the first warrant to be met, has a unique comment in the description that this signal
warrant shall be applied only in unusual cases with unusually high and short traffic peaks from adjacent land uses,
such as manufacturing plants. It is also used as a test at unsignalized intersections to further explore whether
signalization of the intersection is warranted.
Under the Peak Hour Warrant the need for a traffic control signal shall be considered if an engineering study finds
that the criteria in either of the following two categories are met:
A. If all three of the following conditions exist for the same one hour (any four consecutive 15-minute
periods) of an average day:
1. The total stopped time delay experienced by the traffic on one minor -street approach (one direction
only) controlled by a STOP sign equals or exceeds: four vehicle -hours for a one -lane approach; or five
vehicle -hours for a two-lane approach, and
2. The volume on the same minor -street approach (one direction only) equals or exceeds 100 vehicles
per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes, and
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
3. The total entering volume serviced during the hour equals or exceeds 650 vehicles per hour for
intersections with three approaches or 800 vehicles per hour for intersections with four or more
approaches.
B. The plotted point representing the vehicles per hour on the major street (total of both approaches) and
the corresponding vehicles per hour on the higher -volume minor -street approach (one direction only)
for one hour (any four consecutive 15-minute periods) of an average day falls above the applicable curve
in Figure 4C-3 for the existing combination of approach lanes.
Based on the peak hour volumes collected at the intersection, Warrant 3 was met during the a.m. peak hour only.
Satisfaction of only one warrant justifies the installation of a traffic signal but is not considered a mandate. For
this location where the crosswalk is slightly removed from the intersection, it also justifies installation of a
pedestrian hybrid beacon, also known as a HAWK. Traffic Signal Warrant worksheets are provided in Appendix F
In addition to Warrant 3, the Pedestrian Crossing Treatment Worksheet provided in Transit Cooperative Research
Program Report 112 - National Cooperative Highway Research Program Report 562 was utilized to assess pedestrian
safety at the unsignalized crossing. The worksheet provides guidelines which can be used to select pedestrian
crossing treatments based on quantitative measures including pedestrian volumes, vehicular traffic volumes, and
walking speeds. Based upon the requirements of the worksheet, 20 pedestrians must use a crosswalk during the
peak hour. While a maximum of 18 pedestrians used the crosswalk during the a.m. peak period, it should be noted
that this crosswalk is situated between several commercial businesses. Two additional pedestrians using the
crosswalk during the a.m. peak period could easily occur.
As a result, NCHRP Report 562 recommends implementing a HAWK based on average daily traffic, observed
pedestrian volumes, as well as the intersection crossing width. The number of vehicles entering an intersection
plays an important role in determining the vehicular gap associated with a roadway segment. Vehicular gap can
be described as the headway in seconds between consecutive vehicles traveling along a segment in the same
direction. The NCHRP Pedestrian Crossing Treatment Worksheet is provided in Appendix G.
Safety Recommendations and Outcomes
With the intent of improving safety for all roadway users along the corridor including pedestrians, cyclists, and
motorists, recommendations for improvements have been developed for several specific locations. The safety
improvements are based on observed conditions in conjunction with data provided by the Town of Los Gatos and
Caltrans. As reported above, the data analyzed during the formulation of safety -related alternatives include speed
survey data, intersection turning movement counts, collision history, pedestrian counts, as well as site visits during
peak periods. In addition, qualitative data was also considered, including anecdotal reports from community
members, Town Staff, and local news reports. Speed survey data collected for this report show a generally good
compliance with posted speed limits with one exception: eastbound vehicle speeds near the west Town limits are
higher than posted limits, likely due to the downhill grade of eastbound SR 9 and the higher posted speed limit
west of the Town limits.
Cost estimates for the recommended improvements include construction as well as design, mobilization, traffic
control, construction management, administrative, and detour costs. Additionally, a contingency of 20 percent
was included in the calculation to allow for miscellaneous and minor items of work typically not identified in
planning -level studies. Detailed cost estimations are provided in Appendix H.
State Route 9 from Town Limits to Massol Avenue
Safety could be enhanced by adding design elements intended to slow travel speeds. These include the
construction of a raised median along SR 9 adjacent to 331 Los Gatos Saratoga Road for a distance of
approximately 100 feet. The raised median should be accompanied by upgrading the existing speed feedback
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
signs for motorists traveling eastbound to reduce vehicle speeds when entering Los Gatos Town limits, and
approaching the crosswalk located at Massol Avenue.
State Route 9/Massol Avenue
Recommended safety improvements to be implemented at the tee intersection located at SR 9/Massol Avenue
include intersection control, speed reduction, and bicycle facilities. Traffic signal Warrant 3 (peak hour) was met
during the a.m. peak period based on vehicle volumes. As a result of both the signal warrant being met and the
enhanced pedestrian crossing guidance provided by NHCRP Report 562, three intersection control alternatives
were developed. Additional measures such as the elimination of the channelized right turn, speed reduction
markings, and updated bicycle facilities are also recommended, but implementation can occur at a later date than
the intersection control devices.
Intersection Control
Alternative #1 - Install a Rectangular Rapid Flashing Beacon
Pedestrian volumes observed at the intersection were slightly lower than the volumes needed to recommend a
pedestrian crossing treatment as provided by NCHRP Report 562. Guidance provided in the report expresses that
20 pedestrians warrant the implementation of an enhanced pedestrian crossing at an intersection or midblock
crossing. The marginally low pedestrian volumes observed accessing the crosswalk at Massol Avenue (18) could
however be a result of various factors including weather, time of day, seasonal travel patterns, and perceived
safety. The apparent danger associated with the intersection in conjunction with the recent pedestrian fatality
could also have reduced pedestrian volumes observed at the intersection, thus skewing the overall count. For this
reason, the counted pedestrian volume of 18 was rounded up to 20 and used as input to the NCHRP Report 562
Pedestrian Crossing Treatment Worksheet.
Assuming 20 pedestrians cross SR 9 during the a.m. peak hour, the Pedestrian Crossing evaluation in NCHRP
Report 562 recommends an active control device based on the posted speed limit, crossing distance, and the
vehicular volume entering the intersection. The output recommends a Rectangular Rapid Flashing Beacon (RRFB)
only if driver compliance with the warning device is expected to be high. However, since the recent pedestrian
fatality occurred when the driver had the sun in his eyes, it is not possible to make a finding that driver compliance
is high, even though this driver may typically be very attentive to pedestrian right-of-way.
Safety could be incrementally improved at the intersection by replacing the existing flashing beacons with RRFBs
approved by the Federal Highway Administration and Caltrans. Motorists are more likely to reduce travel speeds
upon viewing the flashing lights atop of the yellow rectangular signs which can be activated by pedestrians and
cyclists crossing SR 9. The implementation of RRFBs would be expected to improve safety for pedestrians and
cyclists while resulting in little to no delay for vehicles traveling along SR 9 compared to the existing beacons.
Long -Term Addition #1 - Removal of Northbound Channelized Right Turn
Addition #1 consists of eliminating the channelized northbound right -turn lane and removing the on -street
parking space on Massol Avenue at the southeast corner of the intersection to increase safety for all roadway users.
Removal of a channelized right turn is a common safety improvement as implementation has the potential to
reduce the number of conflict points, pedestrian crossing distance, and vehicle speeds, and was also
recommended by the Town's Bicycle and Pedestrian Advisory Commission in a memo dated October 31, 2016.
Further study would be required so this suggestion is not included in the list of improvements to be made as part
of this study, other than as a long term concept. This addition applies to all Alternatives.
Upgrading the existing flashing beacon to an RRFB and eliminating the northbound channelized right turn would
result in the corridor operating with a performance index of 150.5 during the a.m. peak hour and 130.6 during the
p.m. peak hour. A summary of the network measures of effectiveness is shown in Table 4. Measure of effectiveness
State Route 9 Safety and Traffic Operations Analysis
16 August 15, 2018
reports from Synchro are provided in Appendix E and the recommended measures are shown graphically in Figure
3.
Table 4 - Removal of Northbound Channelized Right -Turn Network Measures of Effectiveness
Measure of Effectiveness
AM Peak
PM Peak
Total Delay (Hours)
130
110
Stops (Total Number of Stops)
7,227
7,310
Average Speed (mph)
13
14
Total Travel Time (Hours)
223
195
Distance Traveled (Miles)
2,931
2,751
Unserved Vehicles (Total Number)
0
0
Performance Index
150.5
130.6
Notes: mph = Miles per Hour; Performance Index = [(D * 1) + (St * 10)]/3600 where D = Total Delay (in seconds) and St =
Stops
Alternative #2 - Install a Pedestrian Hybrid Beacon (HAWK)
This alternative includes recommendations described above except that instead of RRFBs, installation of a HAWK
is included. A HAWK is also recommended by NCHRP Report 562 when driver compliance with a more inexpensive
control device such as the RRFB could be low. Speed reduction markings are also recommended on SR 9 in each
direction, separate from intersection control. The pedestrian hybrid beacon would only control eastbound and
westbound traffic and pedestrian traffic crossing SR 9. Additionally, the hybrid beacon would provide safety
benefits equal to that of a traffic signal.
It should be noted that a beacon would have an advantage for through traffic on SR 9 as it would only activate for
pedestrians using the crossing. It would not change travel times for vehicles on Massol Avenue, except for a slight
reduction in delay for northbound left -turning vehicles, as drivers could take advantage of any pedestrian
actuations and start their left -turn move sooner than with no traffic control of SR 9 traffic. Constructing a HAWK
at the intersection would include mast arms which include more flashing displays than the existing beacon, and
position them directly in the line of sight of drivers.
Additionally, sidewalk along the north side of SR 9 adjacent to the existing commercial businesses should be
reconstructed to comply with Town and State standards. Although the current geometry and existing right of
way would allow for the implementation of a HAWK at the intersection, the potential to acquire right-of-way for
the installation of pedestrian signal hardware and sidewalk reconstruction is a constraint
The corridor would operate with a performance index of 158.5 during the a.m. peak period and 141.0 during the
p.m. peak period. A summary of the network measures of effectiveness is show in Appendix E and Table 5.
Measure of effectiveness reports from Synchro are enclosed.
Long -Term Alternative #2 - Removal of Northbound Channelized Right Turn
Similar to Alternative #1, removal of the northbound channelized right -turn is recommended to enhance safety at
the intersections for all roadway users.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
Montgomery St
0
San Benito Ave
co
v
v
v
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0
N Santa Cruz Ave
Add 100' median
Existing radar
speed sign
University Ave
tate Route 9
Add green bike lane (typical)
Paint raised bars yellow
North
Not to Scale
e
Install HAWK Beacon
Pr •ec
No th
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12"white stop bar
Remove island
Reconstruct
corner
Add parking
A.. red curb
Iga004-4.ai 8/18
State Route 9 Safety and Traffic Operations Analysis
Figure 3 - State Route 9/Massol Ave Recommendations
TN -Trans
Table 5 - Implementation of HAWK
Network Measures of Effectiveness
Measure of Effectiveness
Existing Conditions
AM Peak PM Peak
Implementation of HAWK
AM Peak PM Peak
Total Delay (Hours)
117
114
137
116
Stops (Total Number of Stops)
6,598
8,086
7,897
9,157
Average Speed (mph)
13
14
13
14
Total Travel Time (Hours)
197
198
229
201
Distance Traveled (Miles)
2,625
2,751
2,931
2,785
Unserved Vehicles (Total Number)
0
0
0
0
Performance Index
135.2
136.5
158.5
141.0
Notes: mph = Miles per Hour; Performance Index = [(D * 1) + (St * 10)]/3600 where
D = Total Delay (in seconds) and St = Stops
Alternative #3 - Install a Traffic Signal
This alternative includes implementation of recommendations from previous paragraphs such as speed reduction
marking and bicycle facilities, but installation of a traffic signal controlling the full intersection instead of the
HAWK. Speed reduction markings are also recommended on SR 9 in each direction. A traffic signal would include
the crosswalk and the Massol Avenue intersection, where the morning peak hour traffic volume includes 45 left
turns. The average delay, according to the traffic model built by W-Trans for this project, is 215 seconds for the
average vehicle corresponding to LOS F conditions. However, pedestrian and vehicle volumes are only high
enough in the morning peak hour to justify a signal installation. In contrast, in the evening peak the northbound
left -turn volume is only 13 vehicles per hour with a delay of 26 seconds (LOS D).
A traffic signal at the intersection could result in increased northbound left -turn traffic volumes on Massol Avenue,
as the delays for making the left -turn movement would be considerably lower with a traffic signal. It could also
result in increased southbound traffic, as completing the westbound left turn from SR 9 would be easier with a
protected arrow. The cost of a signal is significantly higher than other alternative largely due to the hardware
associated with mast arms and signal poles.
Additionally, the sidewalk along the north side of the intersection would need to be reconstructed adjacent to the
existing commercial businesses to accommodate for traffic signal hardware. This work would include
reconfiguring or possibly removing the drive -through in front of the business, which may present a significant
design challenge to minimize right of way issues.
Implementation of a traffic signal would result in the corridor operating with a performance index of 187.8 during
the a.m. peak period and 147.1 during the p.m. peak period. A summary of the network measures of effectiveness
associated with installation of a traffic signal is provided in Appendix E and Table 6.
Long -Term Alternative #3 - Removal of Northbound Channelized Right Turn
As recommended for Alternatives #1 and #2, removing the northbound channelized right -turn is also
recommended when signalizing the intersection. The removal of the channelized turn is expected to increase
safety for all roadway users including, pedestrians, cyclists, and motorists.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
Table 6 — Implementation of Traffic
Signal Network Measures of Effectiveness
Measure of Effectiveness
Existing Conditions
AM Peak PM Peak
Implementation of Traffic Signal
AM Peak PM Peak
Total Delay (Hours)
117
114
164
125
Stops (Total Number of Stops)
6,598
8,086
8,621
7,961
Average Speed (mph)
13
14
11
14
Total Travel Time (Hours)
197
198
256
214
Distance Traveled (Miles)
2,625
2,751
2,931
2,923
Unserved Vehicles (Total Number)
0
0
0
0
Performance Index
135.2
136.5
187.8
147.1
Notes: mph = Miles per Hour; Performance Index = [(D * 1) + (St * 10)]/3600
where D = Total Delay (in seconds) and St = Stops
Alternative Comparison
Each alternative as well as existing conditions was compared based on qualitative measures such as relative cost,
expected safety enhancement, pedestrian delay, traffic delay, etc. Implementation of RRFBs is expected to
enhance safety as compared to existing conditions while still exhibiting a relatively high delay for users of the of
the intersection and a low impact on vehicle traveling along the corridor. It should also be noted costs associated
with implementing RRFBs at the intersection are expected to be low when compared to a HAWK and traffic signal.
Implementation of a HAWK is expected to provide increased pedestrian and cyclist safety enhancements as
compared to existing conditions or implementation of RRFBs. While safety and delay are expected to improve,
the delay for vehicles traveling along the corridor and costs are both expected to increase with the
implementation of a HAWK. Installation of a traffic signal is expected to provide the highest safety improvement
and the lowest pedestrian delay as compared to the other alternatives.
Conversely, a traffic signal is expected to cause notably increased delays for vehicles traveling along the corridor
and the expected costs associated with implementation are the highest of any alternative. Further, installation of
a traffic signal has the potential to increase traffic volumes on Massol Avenue. The current lack of intersection
control can create significant delay for northbound left -turning vehicles during peak periods. Installation of a
traffic signal would provide a phase specific for the movement, thus reducing the delay. A technical comparison
of each alternative including SIMTRAFFIC output is provided in Appendix I.
Corridor Travel Time
Corridor travel time runs were analyzed via the SIMTRAFFIC software within the Synchro Application.
Microsimulations based on existing and proposed roadway geometry as well as turning movement count data
during the a.m. and pm. peak hours provided average travel time and vehicle speed along the corridor. Appendix
I provides summaries of modeled travel time and average speed from the microsimulation model, and the
modeled travel time and average speed along the corridor with the proposed signalization alternatives at Massol
Avenue. Further any proposed recommendations which have the potential to negatively impact vehicle traffic
traveling on SR 9 would require additional detailed evaluation and approval from Caltrans. It should be noted that
the signal timing provided by Caltrans at signalized intersections along the corridor was retained and incorporated
in the simulation, thus signal timing was not optimized for the corridor. SIMTRAFFIC reports from Synchro are
provided in Appendix I.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
Speed Reduction
The following safety improvements are recommended as they designed to encourage motorists to travel at safe
speeds, particularly eastbound motorists near the west Town limits:
® Add speed reduction markings on SR 9 in the eastbound direction approaching the crosswalk (improves
safety by reducing travel speeds)
® Replace the existing radar speed feedback sign facing eastbound traffic with a new sign with 18-inch numbers
(improves safety by reducing eastbound travel speeds)
Install a raised median near the west Town limits
The speed reduction markings and improved radar speed -sign have the potential to enhance pedestrian safety
by slowing travel speeds and providing an audible noise warning to pedestrians when the tires of an approaching
vehicle strike the transverse stripes, but would not provide the same level of benefit as the traffic signal or hybrid
beacon. Additionally, implementation of this safety measure would not result in a notable change in travel time
for vehicles along the corridor.
Bicycle Facilities
Safety could be enhanced by installing green bike lanes on SR 9 at the intersection and conflict points to increase
driver -awareness of bicycle activity. The driveway located on the southeast corner that currently provides direct
access to SR 9 should be modified to reduce the number of vehicle -bicycle and vehicle -pedestrian conflicts
associated bicyclists traveling eastbound and drivers making northbound right turns from the driveway onto SR 9.
State Route 9/Santa Cruz Avenue
Recommended safety measures for the intersection located at Santa Cruz Avenue include implementing green
bike lanes at conflict points on SR 9. Additionally, the following improvements are recommended to enhance
safety at the intersection:
® Update the standard crosswalks to continental crosswalk striping (creates a more pedestrian -friendly
atmosphere).
® Paint yield lines at all channelized right -turn approaches (creates a more pedestrian -friendly atmosphere).
• Restore a set of approximately 20 traffic bars along the north median to prevent vehicles from making left
turns in and out of the shopping center east of the roadway. The traffic bars should be painted yellow as well
as replaced as a portion appear to be damaged (addresses a maintenance issue).
It should be noted that removing the channelized right turns at the north and south approaches has the potential
to enhance safety at the intersection. Like the channelized right turn at Massol Avenue, removal reduces conflict
points, shortens pedestrian crossing distances, and reduces vehicle speeds. Recommended measures are shown
in Figure 4.
State Route 9/University Avenue
Safety improvements recommended for the intersection at University Avenue include implementing green bike
lanes at conflict points on the northern side of SR 9. Specifically, green markings should be applied to the
northwest corner as well as the northeast corner to the intersection of close by Wraight Avenue. These measures
are shown in Figure 4.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
State Route 9/State Route 17 Interchange
Short-term recommended safety improvements for the SR 9/SR 17 interchange include trimming foliage with the
intention of improving sight distance of pedestrians using the crosswalks. Additionally, implementation of
"Crosswalk Ahead" signs prior to the ramps along the north side of SR 9 are recommended to improve pedestrian
safety. Measures are shown in Figure 5.
Long term recommendations include reconstruction of the interchange as provided through the Measure B
program. Gaps in bicycle facilities along SR 9 should be should be addressed as the can deter cyclists from using
the roadway. As stated earlier the focus of this study is to ensure that all modes of travel along the corridor are
taken into account especially those most vulnerable with respect to safety. Implementing roadway modifications
including continuous striped bike lanes with green markings at conflict points will promote higher bicycle
volumes, higher driver awareness of bicyclists, and reduced numbers of collisions involving bicyclists along the
corridor.
Los Gatos -Saratoga Road/Alberto Way
Safety at the intersection of Los Gatos -Saratoga Road/Alberto Way could potentially be improved via the
implementation of a curb ramp at the southeast corner. Additionally, foliage should be trimmed along SR 9
approximately 200 feet west of the intersection for eastbound traveling vehicles exiting the northbound SR 17 off -
ramp. Radar speed signs should be implemented on SR 9 approximately 350 feet west of the intersection for
eastbound traveling vehicles, and 200 feet east of the intersection in the median for westbound traveling vehicles.
These safety measures are shown in Figure 6.
Los Gatos -Saratoga Road/Los Gatos Boulevard
Safety improvements recommended for the intersection of Los Gatos -Saratoga Road/Los Gatos Boulevard include
installing yield markings prior to both channelized right turns. Additionally, yield and crosswalk warning signs
should be implemented at the northwest and southwest corners for vehicles entering the channelized lanes.
Removing the channelized right turns is also recommended to improve safety. The recommended safety
measures are shown in Figure 7.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
v
v
v
c
0
0
co
New
green bike
lanes
University Ave
State Route 9
Repair raised traffic bars in median
New yield markings
(typical)
Replace crosswalks
New
green bike
lanes
Optional reconstruction
to eliminate right turn
islands (typical)
Existing bike lane
END sign
r= sr 111.4
1
North
Not to Scale
Pr •ec
No th
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New green paint
I
Iga004-4.ai 8/18
State Route 9 Safety and Traffic Operations Analysis
Figure 4 - State Route 9/Santa Cruz Ave Recommendations
Without Right Turn Lane Reconstruction
TN -Trans
Montgomery St
0
co
San Benito Ave
v
v
v
c
0
N Santa Cruz Ave
University Ave
tate Route 9
North
Not to Scale
Pr •ec
No th
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9Q
e
Existing pedestrian
crossing sign
Trim foliage
Trim foliage
Trim foliage
JO
STATE ROUTE 9
Iga004-4.ai 8/18
State Route 9 Safety and Traffic Operations Analysis
Figure 5 - State Route 9/State Route 17 Ramps Recommendations
TN -Trans
Montgomery St
0
San Benito Ave
v
v
v
c
0
N Santa Cruz Ave
University Ave
tate Route 9
e
North
Not to Scale
Pr •ec
No th
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go
0
STATE ROUTE 9
Clear out foliage
—I New radar -speed sign
Install new ramp
Existing speed
limit sign (35 mph)
New radar -speed
sign
Iga004-4.ai 8/18
State Route 9 Safety and Traffic Operations Analysis
Figure 6 - State Route 9/Alberto Way Recommendations
TN -Trans
Montgomery St
0
San Benito Ave
v
v
v
c
0
N Santa Cruz Ave
University Ave
tate Route 9
Add new crosswalk
sign
Existing yield sign
Existing yield sign
and crosswalk sign
e
Pr •ec
No th
Not to Sc. le
North
Not to Scale
New yield
markings
Iga004-4.ai 8/18
State Route 9 Safety and Traffic Operations Analysis
Figure 7 - State Route 9/Los Gatos Boulevard Recommendations
TN -Trans
Bicycle Lanes near State Route 17
Bicycle facilities along Los Gatos -Saratoga Road between Alberto Way and Los Gatos Boulevard are only in place
between Los Gatos Boulevard and the Bella Vista Avenue overcrossing. Various opportunities and constraints
related to bicycle access are present along this segment of the corridor.
There is an opportunity to extend the existing Class II bike lanes, including green paint from Bella Vista Avenue to
Alberto Way, to enhance safety for cyclists while simultaneously making motorists more aware of the potential
presence of cyclists. Implementing bike lanes along the westbound portion of the segment would include
reducing the vehicle lane widths from 12 feet to 11 feet and reducing the width of the 12-foot raised median by
six feet and removing it completely alongside the westbound left -turn lane. Additionally, it should be noted that
it may be possible to implement a bicycle connection between Los Gatos High School and intersection at Alberto
Way in the future, provided that the Los Gatos Lodge dedicates right-of-way for a Class I Bike Path between Los
Gatos -Saratoga Road and the campus vicinity.
Constraints on the corridor can be described in the context of Level of Traffic Stress, a common classification
method used to provide ratings for roadway sections to indicate the stress imposed on cyclists (Level of Traffic
Stress, Northern University, 2017). Ratings for level of traffic stress along the studied segment of Los Gatos -
Saratoga Road west of Alberto Way generally consist of Level of Traffic 4 which involves interaction with higher
speed traffic or close proximity to high speed traffic. This high level of traffic stress the roadway imposes on cyclists
is evident along Los Gatos -Saratoga Road between Alberto Way and the interchange which provides access SR 17.
In addition to the merges associated with SR 17, the lane drop east of the intersection at Alberto Way also creates
potentially unsafe conditions for cyclists. This constraint is imposing enough to classify installation of bike lanes
west of Alberto Way as a long-term recommendation, to be completed only after the interchange is reconstructed.
Bike lane recommendations are shown in Figure 8.
Measure B includes funding to reconstruct this interchange, and installation of Class 2 bike lanes through the
interchange is included in the Town's Bicycle and Pedestrian Master Plan (April 2017) as a Phase 1 project, to be
completed in about five years. Upgrading bicycle facilities along the corridor to incorporate streets designed to
affect driver behavior will ultimately encourage safe vehicle speeds and driver awareness of bicyclists.
On the west side of the interchange, the Town has received "One Bay Area" Grant funding to design a connection
between the Los Gatos Creek bicycle trail and Los Gatos -Saratoga Road (SR 9). There is one proposed connection
on the north side of SR 9 where a dirt path currently exists. It would allow cyclists as well as pedestrians using the
trail to ride to westbound SR 9 toward downtown Los Gatos. A second proposed connection on the south side of
SR 9 would mirror the connection on the north side. This connection would be solely for bicyclists riding
eastbound along SR 9 to reach the Los Gatos Creek trail.
Adequate pavement width currently exists between these two proposed trail connections and University Avenue
to create a Class 2 bike lane with new striping. Making the needed connection is recommended, and the timing
of the installation is recommended to match the installation of the bike trail connector ramps.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
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0
tate Route 9
North
Not to Scale
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No th
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State Route 9 Safety and Traffic Operations Analysis
Figure 8 - Bicycle Connections
TN -Trans
Conclusions and Recommendations
Conclusions Er Recommendations
• A review of collisions rates along SR 9 within Town limits has revealed that collision rates are higher than the
average rates observed at similar facilities statewide.
• Safety could be enhanced with implementation of various countermeasures at conflict points and
intersections along the corridor.
• The intersection of SR 9/Massol Avenue exhibited collision, injury, and fatality rates higher than that of similar
facilities statewide.
• Recommendations to improve safety at the intersection of SR 9/Massol Avenue include removing the
channelized right turn and implementing advanced yield markers and a pedestrian hybrid beacon. Due to
the similar benefits expected from the implementation of a HAWK or a traffic signal, a HAWK is the preferred
alternative at the intersection of SR 9/Massol Avenue. The HAWK is expected to introduce less delay along
the corridor during both the a.m. and p.m. peak periods.
• Implementation of a HAWK would result in an increase in travel time along the corridor as well as slower
vehicle speeds along SR 9.
Green bike lanes should be implemented along the corridor at conflict points adjacent to intersections,
especially those with channelized right -turn pockets.
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
Study Participants and References
Study Participants
Principal in Charge
Task Manager
Traffic Engineer
Assistant Engineer
Assistant Planner
Graphics
Editing/Formatting
Report Review
References
Mark Spencer, PE
Steve Fitzsimons, PE, TE
Smadar Boardman, PE
Nick Bleich, EIT
Andre Huff
Hannah Yung-Boxdell, Alex Scrobonia
Hannah Yung-Boxdell
Dalene J. Whitlock, PE, PTOE
2014 Collision Data on California State Highways, California Department of Transportation, 2017
California Manual on Uniform Traffic Control Devices for Streets and Highways, California Department of
Transportation, 2014
Google Earth, http://earth.google.com/
Highway Capacity Manual, Transportation Research Board, 2010
Level of Traffic Stress, Northern University, 2017
Los Gatos 2020 General Plan, Transportation Element, 2010
Santa Clara Valley Transportation Authority, http://www.vta.org/
Statewide Integrated Traffic Records System (SWITRS), California Highway Patrol, 2012-2017
Town of Los Gatos General Plan, 2020
Traffic Level of Service Analysis Guidelines, Santa Clara County Transportation Authority, Congestion Management
Program, 2015
Transportation Impact Analysis Guidelines, Santa Clara Valley Transportation Authority, 2014
LGA004-4
State Route 9 Safety and Traffic Operations Analysis
August 15, 2018
Appendix A
Traffic Counts - Unadjusted
State Route 9 Safety and Traffic Operations Analysis
August 2018
Prepared by National Data & Surveying Services
Montgomery St/Almond Grove Professional Center Dr & SR 9
Peak Hour Turning Movement Count
ID: 18-08165-005
City: Los Gatos
PEAK HOURS
07:30 AM - 08:30 AM
NONE
05:30 PM - 06:30 PM
TB •1U]P11]
AM NOON PM
1489
Montgomery 5t/Almond Grove
• - • l . - • -
SOUTHBOUND
AM 21
NOON 0
PM 6
646 a
o
37 3 0
537
1238 ♦ 0
AM NOON PM
Total Vehicles (AM)
1y
t8
r 1426
ro
(V
.J
6J
537♦
_1
off«, t r►
N O N
1O
Total Vehicles (Noon)
z
..1
N/AJ
N/A-,
N/AZ
z
z
z
L..
t N/A
4- N/A
r N/A
r►
z z
D D
Total Vehicles (PM)
37J
1238♦
W
o L
t 20
♦ 637
t rro
0 �
". 0
♦ is
0 0 0 0
14 AM
0 NOON
58 PM
CONTROL
0
TEV
PHF
2044
AM
0.91
0
NOON
1955
PM
0.96
PM 0
0 0 0 0
t
0
3
0
0
o j'
0
Day: Tuesday
Date: 04/17/2018
07:00 AM - 09:00 AM
NONE
05:00 PM - 07:00 PM
PM NOON AM
20 0
8
637 0 1426
7 PM
NOON 0
0
0
0
0 NOON
AM 0
0
42
0
1 AM
1251 0
541
PM NOON AM
NORTHBOUND
eery St/Almond Grove Professional
e� o,
O‘,o
t
PM 0
NOON 0
AM 0
AM 0
NOON 0
PM 0
N
711
O 94
O 20
Pedestrians Crosswalks)
z
0
z
O O
Zo 44'
2
0
2 0 g q4, OOO
< z a
♦ 7 PM
0 NOON
7 AM
5 AM
0 NOON
♦ 1 PM
O O N
0
Q2 a egg
o
e
ru I►KID 1I I 1ATiI
Bikes (AM)
SOO1213d 1Nf1O3
co
- I O o4. O L
0J t0
3♦ . ♦6
01. ro
,..pN N O
Bikes (NOON)
I z z z L
J + �►
N/A J t N/A
N/A ♦ c ♦ N/A
N/A 1, * �r N/A
z z z
D D D
Bikes (PM)
0 0 0
1J t1
12♦ CLb ♦5
o i- -10 • r•
O o
Prepared by National Data & Surveying Services
Montgomery St/Almond Grove Professional Center Dr & SR 9
Peak Hour Turning Movement Count
ID: 18-08165-105
City: Los Gatos
PEAK HOURS
C/)
07:15 AM - 08:15 AM
NONE
05:00 PM - 06:00 PM
TB •1U]P11]
AM NOON PM
21
Montgomery 5t/Almond Grove
• - • . - • -
SOUTHBOUND
♦ is
0 0 0 0
AM NOON PM
Total Vehicles (AM)
O O O
0.t + ~ t
0♦♦0
o�t r o
«,
Total Vehicles (Noon)
_z z
• ...,
z z
,L
N/A + J� t N/A
N/A- ♦ N/A
N/A + ♦ If~r N/A
zD z z
D D
Total Vehicles (PM)
0 0 0
of t
o♦ �;♦0
01. f rr 2
O O N
0
J o
▪ o
▪ 0
CONTROL
0
TEV
PHF
22
AM
0.50
0
NOON
4
PM
0.33
PM 2
Day: Tuesday
Date: 04/17/2018
07:00 AM - 09:00 AM
NONE
05:00 PM - 07:00 PM
PM NOON AM
0 i 0
0 ♦ 0
0 r 2
0 0
0
0
0
0
0
0
0
0
0 0 0 0
t
0
0
0
NOON 0
0
0
0
AM 0
0
21
PM
NOON
AM
2
0
0
PM NOON AM
NORTHBOUND
eery St/Almond Grove Professional
e Oa
O
o
PM 0
NOON 0
AM 0
AM 0
NOON 0
PM 0
CD
o
0 /47
0 20
Pedestrians Crosswalks)
z
0
z
0
�
20 A
2
0
2 oo g q� 0 0
< Z a
0001
♦ 0 PM
0 NOON
0 AM
0 AM
0 NOON
♦ 0 PM
O O o 1
Z
O
QZ a egg
oe o
ru I►KID 1I I 1ATiI
Bikes (AM)
SOO1213d 1Nf1O3
Cn
O O O L
0J t0
0♦ . ♦0
0z�*ll»ro
O o o
Bikes (NOON)
I z z z4.
L
N/A J t N/A
N/A ♦ d ♦ N/A
N/A 1, * If~r N/A
z z z
D D D
Bikes (PM)
All Traffic Data
1 S= M 1 10 101 1 0
Services Inc.
(303) 216-2439
www.al Itrafficdata. net
Peak Hour - All Vehicles
(1) 1 0.25 2 (3)
1 1 IOM
Location: 3 MASSOL AVE & LOS GATOS-SARATOGA RD (HWY9) AM
Date and Start Time: Tuesday, January 30, 2018
Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 07:45 AM - 08:00 AM
LOS GATOSSARATOGAR o 0 o
(2^863) 0 � 1 1. tsL 2 (3,008)
1,400 4, 1,517
N
0 j 41,359
0.81 497 W 0.88 E 156 0.93
539 y S 1" 684
(931) 42 �� * �c 0 (1,174)
-------]
MASSOL AVE 1 t
(281) 199 0.79 228 (381)
LOS GATOS-SARATOGA R
Note: Total study counts contained in parentheses.
Peak Hour - Pedestrians/Bicycles in Crosswalk
Traffic Counts
LOS GATOS-SARATOGA RI1OS GATOS-SARATOGA RD MASSOL AVE
Interval Eildtbaid vatt965hd Northbound
Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru
1
I�4 0
w4ixE
S
8
_3 5_
DWY
Southbound Rolling Pedestrain Crossings
Right U-Turn Left Thru Right Total Hour West East South North
7:00 AM 0 0 59
7:15 AM 0 0 79
7:30 AM 0 0 96
7:45 AM TIMINFIr46
3 0 4 361
4 0 18 379
7 0 9 361
0 0 4
0 0 10
0 0 14
0 22 0 0 0 0
0 31 0 0 0 0
0 26 0 0 0 0
453 2,134 2
521 2,228 4
513 2,264 7
3
0
0
3
0
5
0
3
1
8:00 AM 0 0 115 4 0 29 326
8:15 AM 0 0 120 12 0 43 329
8:30 AM 0 0 116 5 0 22 350
0 1 15 0 56 0 0 0 1 547 2,187 3
1 0 10 0 42 0 0 0 0 557 3
1 0 5 0 35 0 0 0 0 534 4
0
0
0
0
4
0
0
8:45 AM 0 0 137 7 1 30 327 1 0 7 0 39 0 0 0 0 549 4 0 2 0
Peak Rolling Hour Flow Rates
Eastbound Westbound Northbound Southbound
Vehicle Type U-Turn Left Thru Right U-Turn Left Thru Right U-Tum Left Thru Right U-Tum Left Thru Right Total
Articulated Trucks 0 0 1 0 0 1 3 0 0 0 0 0 0 0 0 0 5
Lights 0 0 490 39 0 148 1,332 2 1 40 0 185 0 0 0 1 2,238
Mediums 0 0 6 3 0 7 24 0 0 0 0 2 0 0 0 0 42
Total 0 0 497 42 0 156 1,359 2 1 40 0 187 0 0 0 1 2,285
All Traffic Data
1 S = M 11010110
Services Inc.
(303) 216-2439
www.al Itrafficdata. net
Peak Hour - All Vehicles
(3) 3 0.38 0 ()
1
LOS GATOSSARATOGA R
0 •«J 1 !. l?L 0
(1,037)
561
0 N 547
0.97 W 0.97 E
1,142 r 131
1,222 y S
80 mac► 1
(2,402)
DWY
-1 1 1 r
w o w
MASSOL AVE
l
Location: 3 MASSOL AVE & LOS GATOS-SARATOGA RD (HWY9) PM
Date and Start Time: Tuesday, January 30, 2018
Peak Hour: 04:30 PM - 05:30 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
(1,271)
4 679
0.87
1,273
(2,494)
LOS GATOS-SARATOGA R
(432) 213 0.84 143 (287)
Note: Total study counts contained in parentheses.
Traffic Counts
LOS GATOS-SARATOGA RIOS GATOS-SARATOGA RD
Interval Eildtbaid W hd
Start Time
U-Turn Left Thru Right
4:00 PM 0 0 258 21
4:15 PM 0 0 280 21
U-Turn Left Thru Right
0 31 100 0
0 41 125 0
Peak Hour - Pedestrians/Bicycles in Crosswalk
MASSOL AVE
Northbound
U-Turn Left Thru
0 6 0
0 2 0
....11 819
1i N
1
Right
36
29
w E
S
3
_0 3li.
U-Turn
0
0
DWY
Southbound
Left Thru Right Total Hour West East South North
0 0 0 452 1,972 5 0 1 4
0 0 0 498 2,046 1 0 1 2
1
1
Rolling Pedestrain Crossings
4:30 PM
4:45 PM
Jr 0 0 283 19
0 0 286 29
1 37 125
0 28 134
0 0 4 0 41 0 0 0 0 510 2,047 3 0 1 2
0 0 4 0 30 0 0 0 1 512 2,017
4
0
1
3
5:15 PM 0 0 299 17 0 27 128
5:30 PM 0 0 289 22 0 26 115
5:45 PM 0 0 267 22 0 35 119
Peak Rolling Hour Flow Rates
Eastbound
Vehicle Type U-Turn Left Thru Right
Westbound
0
0
0
0
0
0
1
5
4
0 27
0 23
0 39
0 0 0 0 499
0 0 0 0 480
0 0 0 0 486
Northbound Southbound
U-Turn Left Thru Right U-Tum Left Thru Right U-Tum Left Thru Right Total
Articulated Trucks
Lights
Mediums
0 0 0 0
0 0 1,138 80
0 0 4 0
0 0 0
1 130 541
0 1 6
0
0
0
0
0
0
0
13
0
0 0
0 130
0 0
0 0 0 0 0
0 0 2 1 2,036
0 0 0 0 11
Total 0 0 1,142 80
1 131 547 0 0 13 0 130 0 0 2 1 2,047
5
0
0
0
0
0
1
3
0
7
3
0
Prepared by National Data & Surveying Services
ID: 18-08165-004
City: Los Gatos
PEAK HOURS
Ce
07:30 AM - 08:30 AM
NONE
05:30 PM - 06:30 PM
San Benito Ave & SR 9
Peak Hour Turning Movement Count
San Benito Ave
TB •1U]P11]
AM NOON PM
1557
SOUTHBOUND
AM 1
NOON C
PM
0 0
742 a
640
0 0
o j o
1309 ♦ 0
AM NOON PM
Total Vehicles (AM)
4.1 + 1., L
OJ t1
640 ♦ ♦ 1556
0, t �r o
— linO O o
Total Vehicles (Noon)
J a
z
N/AJ
N/A♦
N/AZ
z
D
a
z
+
z
D
elL
t N/A
♦ N/A
r N/A
z
D
Total Vehicles (PM)
(NI
0J
1309
0.
0
O O
t4
♦ 740
t rr 0
o o
• p
0
1 AM
0 NOON
4 PM
0 0
CONTROL
0
TEV
PHF
2198
AM
0.90
0
NOON
2055
PM
0.96
PM 0
0 0 0 0
0 0 0 0
0 t
0
or
0 C
NOON 0
0
0
0
AM 0
0
0
0
Day: Tuesday
Date: 04/17/2018
07:00 AM - 09:00 AM
NONE
05:00 PM - 07:00 PM
PM NOON AM
4
0 1
740 0 1556
1309 0 640
PM
NOON
AM
PM NOON AM
NORTHBOUND
San Benito Ave
e o,
o,,o
o e
LIli
N
PM 0
NOON 0
AM 0
AM 0
NOON 0
PM 0
O
O
0 94
0 20
Pedestrians Crosswalks)
z
o0
a
O CO
O O
z
00 5
z a
20 44,
2
0
2 oo g
a v� O 0
a z
N O L.)1
♦ O PM
♦ 0 NOON
0 AM
0 AM
0 NOON
♦ 0 PM
O O O Fz
0
a z a e4' Co
e
e�
ru I►KID 1I I 1ATiI
SOO1213d 1Nf1O3
CD
X
co
Bikes (AM)
;1 + ly L
3J t0
2 4. ♦4
01. r o
— 1.1 * ,..p
O o o
Bikes (NOON)
I z z z4.
L
N/A J t N/A
N/A ♦ c ♦ N/A
N/A 1, * If~r N/A
z z z
D D D
Bikes (PM)
Prepared by National Data & Surveying Services
ID: 18-08165-003
City: Los Gatos
PEAK HOURS
07:30 AM - 08:30 AM
NONE
05:30 PM - 06:30 PM
Tait Ave & SR 9
Peak Hour Turning Movement Count
Tait Ave
SOUTHBOUND
TB •1U]P11]
AM NOON PM
1555
AM
NOON
PM
745 a
607
27
0 0
0 j o
1256 ♦ 0
58 1, 0
AM NOON PM
Total Vehicles (AM)
O O O L
O J«+ + ~t
607 ♦ ♦ 1555
271. t �r
O o
Total Vehicles (Noon)
z
N/AJ
N/A♦
N/AZ
z
z
f
z
zL
z
L..
t N/A
♦ N/A
r N/A
z
Total Vehicles (PM)
0.t
1256♦
581.
O
0
AM
0 NOON
0 PM
♦ is
0 0 0 0
CONTROL
0
TEV
PHF
2268
AM
0.90
0
NOON
2118
PM
0.95
PM 58
NOON
AM
0 0 0 0
0 0 0 59
0
0
0
0
0
Day: Tuesday
Date: 04/17/2018
07:00 AM - 09:00 AM
NONE
05:00 PM - 07:00 PM
PM NOON AM
0
0 1555
PM
0 NOON
27
0
0
0
79 AM
1315 0
686
PM NOON AM
NORTHBOUND
Tait Ave
e o,.
o‘,o
PM 0
NOON 0
AM 0
AM 0
NOON 0
PM 0
711
O 94
0 20
Pedestrians Crosswalks)
z
0
z
O
0
PM
NOON
AM
0 AM
0 NOON
♦ 0 PM
O O 11
Z
0
QZ a Pei Co
o� o
O
0J
3 ♦ cab ♦ 5
01. r o
O O o
Bikes (NOON)
z z z
N/A J t N/A
N/A ♦ c ♦ N/A
N/A 1, * If~r N/A
z z z
D D >
Bikes (PM)
O O O
OJ t0
10♦ ♦2
0 . ♦ r► r o
ru I►KID 1I I 1ATiI
SOO1213d 1Nf1O3
N
co
Bikes (AM)
O LL..
to
O
Prepared by National Data & Surveying Services
ID: 18-08165-002
City: Los Gatos
PEAK HOURS
C/)
07:45 AM - 08:45 AM
NONE
05:30 PM - 06:30 PM
Monterey Ave & SR 9
Peak Hour Turning Movement Count
Monterey Ave
SOUTHBOUND
TB •1U]P11]
AM NOON PM
1511
0 0
738 a
733
0 0
0 J 0
1316 ♦ 0
AM NOON PM
Total Vehicles (AM)
00
.J
0
OJ t 27
7334 ♦ 1423
o�- «, t �r
0
0 0
Total Vehicles (Noon)
z
..1
N/AJ
N/A♦
N/AZ
z
z
+
+
z
zL
z
L..
t N/A
♦ N/A
r N/A
P�
z
D
Total Vehicles (PM)
m
0.t
1316♦
0z
0
O O L
t 16
♦ 704
t r. r 0
o o
0
0
0
27
AM
0 NOON
16 PM
CONTROL
0
TEV
PHF
2271
AM
0.92
0
NOON
2070
PM
0.94
PM 0
NOON 0
AM 0
0 0 0 0
Day: Tuesday
Date: 04/17/2018
07:00 AM - 09:00 AM
NONE
05:00 PM - 07:00 PM
PM
0 L 16
0 ♦ 704
0 4
o
1316 0
0 0 0 0 PM
0 0 0 0 NOON
AM
0
0
0
ru I►KID 1I I 1ATiI
NORTHBOUND
Monterey Ave
e („,
o
e
y M
PM 0
NOON 0
AM 0
AM 0
NOON 0
PM 0
O
0 94
0 20
Pedestrians Crosswalks)
z
0
z
O
Zo 44'
2
0
2 0 g q4, OO
< z a
O
+-i O M
♦ 0 PM
0 NOON
0 AM
0 AM
0 NOON
♦ 0 PM
O O O 1
z n
0
Qz a egg o
o,'
o
0J
2 ♦ (fib ♦ 7
0z�*ll»ro
o 0 0
Bikes (NOON)
z z ▪ z
N/A J t N/A
N/A ♦ c ♦ N/A
N/A 1, * If~r N/A
z z z
D D
Bikes (PM)
SOO1213d 1Nf1O3
co
Bikes (AM)
0 L L..
to
O
+
All Traffic Data
1 S = M 11010110
Services Inc.
(303) 216-2439
www.al Itrafficdata. net
Peak Hour - All Vehicles
(1,136) 599 0.96 430 (693)
LOS GATOS-SARATOGA R
(2,980)
27
1,491
145
0.90
465
721
(1,210)
1 1
o
�~ 1 tsL 132
Location: 2 N SANTA CRUZ AVE & LOS GATOS-SARATOGA RD (HWY9) AM
Date and Start Time: Tuesday, January 30, 2018
Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 08:00 AM - 08:15 AM
N SANTA CRUZ AVE
1,030
W 0.93 E
r 99
S
84 —Ifl 1 * rc 5
N SANTA CRUZ AVE
Cri
lJ
1 t
(2,415)
1,266
0.92
y 625
(1,109)
LOS GATOS-SARATOGA R
(607) 357 0.89 317 (628)
Note: Total study counts contained in parentheses.
Traffic Counts
LOS GATOS-SARATOGA RIOS GATOS-SARATOGA RD
Interval WIhd
Start Time U-Turn Left Thru Right U-Turn Left Thru Right
Peak Hour - Pedestrians/Bicycles in Crosswalk
I�0 44
11 N
1
w•XGE
s
0
_0 0il.
1
1
N SANTA CRUZ AVE N SANTA CRUZ AVE
Northbound Southbound Rolling Pedestrain Crossings
U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
3 18 49
3 17 85
4 28 75
10 28 136
8 44122
10 1
10 2
11 0
25 1
26 3 1
12
20
11
21
228
288
244
255
16
14
19
22
0
0
0
0
54
35
32
22
28
26
17
42
7
14
16
15
0
0
0
0
16
23
25
21
30
29
35
57
75
80
77
77
547 2,519
646 2,749
594 2,819
732 2,903
3
0
1
4
3
0
2
3
0
0
0
0
0
0
0
0
8:15 AM
8:30 AM
1 36 111 22
8 37 96 11
1 26 240
0 33 273 38 0 25 21 6 0 28 26 76 678
30 0 34 46
13 0 25 39 92 716
2
1
0
2 1 0 1
8:45 AM 0 22 132
22 1 19 254 20 0 33 38 11 0 27 41 79 699
Peak Rolling Hour Flow Rates
Eastbound Westbound
Northbound Southbound
Vehicle Type U-Turn Left Thru Right U-Turn Left Thru
Right U-Tum Left Thru Right U-Tum Left Thru Right Total
Articulated Trucks
Lights
Mediums
0 0 1 0
27 140 457 84
0 5 7 0
0 2 5 2
5 95 999 127
0 2 26 3
0 0 0
0 108 152
0 4 1
0 0 0 0 1 11
52 0 102 169 319 2,836
0 0 1 5 2 56
Total 27 145 465 84
5 99 1,030 132 0 112 153 52 0 103 174 322 2,903
3 2 2 0
All Traffic Data
1 S = M 11010110
Services Inc.
(303) 216-2439
www.al Itrafficdata. net
Peak Hour - All Vehicles
(1,264) 662 0.92 506
1
LOS GATOS-SARATOGA R
(1,275)
25
652
248
0.93
888
1,303 142
(2,547)
N SANTA CRUZ AVE
00
C▪ O 0
•J 1 L tsL 104
N 336
▪ W 0.98 E
r 162
Location: 2 N SANTA CRUZ AVE & LOS GATOS-SARATOGA RD (HWY9) PM
Date and Start Time: Tuesday, January 30, 2018
Peak Hour: 04:45 PM - 05:45 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
(993)
N SANTA CRUZ AVE
S
�^ * 25
-1 1 1 r
o
1 1
(1,191)
4^ 627
0.90
y 1,232
(2,424)
LOS GATOS-SARATOGA R
(1,104) 585 0.90 383 (794)
Note: Total study counts contained in parentheses.
Traffic Counts
LOS GATOS-SARATOGA RIOS GATOS-SARATOGA RD
Interval Whd
Start Time U-Turn Left Thru Right U-Turn Left Thru Right
4:00 PM 5 43 231
4:15 PM 4 52 222
4:30 PM 7 53 203
4:45 PM 7 55 222
25
34
48
51
6
8
4
9
29
37
22
35
70
75
63
78
40
23
36
31
Peak Hour - Pedestrians/Bicycles in Crosswalk
1
1
_7 411
1,0
N
w.XGE
S
4
.412 2-
1
N SANTA CRUZ AVE N SANTA CRUZ AVE
Northbound Southbound
U-Turn Left Thru Right U-Turn Left Thru Right
0
0
0
0
29
40
39
28
40
38
53
38
41
24
25
25
0
0
0
0
32
51
40
48
66
74
71
64
40
52
44
50
9
Rolling Pedestrain Crossings
Total Hour West East South North
697 2,880 5 4 0 2
734 2,945 5 6 1 1
708 2,967 6 12 2 5
741 2,975 3 7 0 1
28
5:15 PM
5:30 PM
6 58 207 35
8 65 210 28
6 48 92 28
5 49 72 21
0 29 39 29
0 26 40 29
0 57 86 36 756 4 2 2 2
0 56 67 40 716
7 3 1 1
5:45 PM
8 44 233
32 4 26 90 31 0 19 34 29
Peak Rolling Hour Flow Rates
Eastbound Westbound
0 39 55 38 682 3 4 0 1
Northbound Southbound
Vehicle Type U-Turn Left Thru Right U-Turn Left Thru
Right U-Tum Left Thru
Right U-Tum Left Thru Right Total
Articulated Trucks
Lights
Mediums
0 1 2 0
25 245 880 141
0 2 6 1
0 0 1 1
25 162 334 100
0 0 1 3
0 0 1 0
0 116 152 113
0 0 1 0
0 0 0 0 6
0 205 279 172 2,949
0 1 2 3 20
Total 25 248 888 142 25 162 336 104 0 116 154 113
0 206 281 175 2,975
All Traffic Data
1 S= M 1 10 101 1 0
Services Inc.
(303) 216-2439
www.al Itrafficdata. net
Peak Hour - All Vehicles
(538) 315 0.88 396 (585)
LOS GATOS-SARATOGA R
(2,480)
13
1,297
36
0.87
518
617 y
50
(1,085)
1
•~ 1 L �L 184
N . 1,198
W 0.92 E
— r 248
S -
-I c11
$17 rir
Location: 1 UNIVERSITY AVE & LOS GATOS-SARATOGA RD (HWY9) AM
Date and Start Time: Tuesday, January 30, 2018
Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 08:00 AM - 08:15 AM
UNIVERSITY AVE
UNIVERSITY AVE
1
(3,045)
1,641
0.89
871
(1,517)
LOS GATOS-SARATOGA R
(734) 453 0.71 444 (648)
Note: Total study counts contained in parentheses.
Traffic Counts
LOS GATOS-SARATOGA RIOS GATOS-SARATOGA RD
Interval Ead}begi)d Witffiihd
Start Time U-Turn Left Thru Right U-Turn Left Thru Right
Peak Hour - Pedestrians/Bicycles in Crosswalk
1I 2 3ir,
1 N
w- E
1 S
0
40
_0 0li.
UNIVERSITY AVE
Northbound
U-Turn Left Thru Right
0 14
0 9
0 14
0 13
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
0 2
0 1
4 3
8
1
66
107
90
151
7
5
9
17
4
3
1
3
41 265
39 312
23 256
42 282
22
20
25
40
1
1
UNIVERSITY AVE
Southbound
U-Turn Left Thru Right
Rolling Pedestrain Crossings
Total Hour West East South North
7
14
19
38
18
24
33
57
0 12 7 4 469 2,357
0 35 17 4 590 2,712
0 40 35 3 555
0 30 52 9
2 2 0 0
1 1 0 0
2,839 0 3 0 0
743 3,017 0 9 0 1
0
824 2,959
8:15 AM
8:30 AM
2 12 110 10
4 3 119 7
2 67 290 41
3 77 343 43
0 21 50 46
0 7 17 37
0 27 31
0 43 24
8
717
6 733
0
1 0 0
8:45 AM
2 2 153
17 3 55 276 59 0 12 15 25
Peak Rolling Hour Flow Rates
Eastbound Westbound
Northbound
0 32 26
Southbound
8 685
Vehicle Type U-Turn Left Thru Right U-Turn Left Thru
Right U-Tum Left Thru
Right U-Tum Left Thru Right Total
Articulated Trucks
Lights
Mediums
0 0 0 0
13 36 509 49
0 0 9 1
0 0 7 0
11 239 1,163 183
0 9 28 1
0 0 0 0
0 56 174 204
0 3 2 5
0 2 0 0 9
0 124 153 26 2,940
0 7 2 1 68
Total 13 36 518 50 11 248 1,198 184 0 59 176 209
0 133 155 27 3,017
0 2 0 1
All Traffic Data
1 S= M 1 10 101 1 0
Services Inc.
(303) 216-2439
www.al Itrafficdata. net
Peak Hour - All Vehicles
(911) 477 0.90 316
1
LOS GATOS-SARATOGA R
(1,156)
6
611 4"'°'
28
0.92
1,125
1,250 y
91
(2,449)
. �L 145
Location: 1 UNIVERSITY AVE & LOS GATOS-SARATOGA RD (HWY9) PM
Date and Start Time: Tuesday, January 30, 2018
Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:00 PM - 05:15 PM
(541)
UNIVERSITY AVE
N
W 0.96 E
mmo
4
UNIVERSITY AVE
— 497
Co
co
w w
1 1
r 222
(1,636)
4^ 868
0.96
1,783
(3,399)
LOS GATOS-SARATOGA R
(958) 493 0.90 608 (1,058)
Note: Total study counts contained in parentheses.
Traffic Counts
LOS GATOS-SARATOGA RIOS GATOS-SARATOGA RD
Interval Whd
Start Time U-Turn Left Thru Right U-Turn Left Thru Right
4:00 PM
4:15 PM
4:30 PM
0
0
2
8
7
10
302
270
247
4:45 PM 1 8 265
19
23
17
20
22
1 43 115 22
0 59 117 21
3 65 103 23
5 52 109 30
Peak Hour - Pedestrians/Bicycles in Crosswalk
1
1
412 820
4E
s
0
_0 0
1
UNIVERSITY AVE UNIVERSITY AVE
Northbound Southbound Rolling Pedestrain Crossings
U-Turn Left Thru Right U-Turn Left Thru Right Total Hour West East South North
0 16 20 82 0 45 44 14 731 2,851 1 2 0 4
0 15 23 73 0 67 44 12 731 2,956 1 4 0 3
0 18 25 73 0 61 49 4 700 3,040 5 6 0 6
0 12 28 65 0 57 30 7 689 3,109 3 5 0 3
0
5:15 PM
5:30 PM
5:45 PM
3 6 259 26
0 6 257 17
3 9 301 26
2 44 141 39
1 71 111 41
1 55 123 37
0 23 45 95
0 23 29 94
0 17 25 88
0 63 63
0 70 43
0 62 30
6 815
6 769
6 783
1 6 0 4
5 5 0 9
5 5 0 4
Peak Rolling Hour Flow Rates
Eastbound Westbound Northbound Southbound
Vehicle Type U-Turn Left Thru Right U-Turn Left Thru Right U-Tum Left Thru Right U-Tum Left Thru Right Total
Articulated Trucks
Lights
Mediums
0 0 1 0
6 28 1,116 91
0 0 8 0
0 0 1 0
4 222 493 144
0 0 3 1
0 0 0 0
0 81 142 382
0 1 1 1
0 0 0 0 2
0 271 180 25 3,185
0 0 0 1 16
Total 6 28 1,125 91
4 222 497 145 0 82 143 383 0 271 180 26 3,203
www. idaxdata.com
Alberto Way
Los Gatos Saratoga Rd
11 Date: 05/13/2015
N Peak Hour Count Period: 7:00 AM
idai
to 9:00 AM
>,
r
d
P-1
N
i la
Lii__1
Peak Hour:
Los Gatos
Saratoga Rd
7:30 AM to
Of°
o 0 0
.J 1 4
8:30 AM
\
A
fl���0� j
15
1061
963 2
947 0 •�, !J L 0
54 TEV:
PHF:
1,976 rr
0.91 0 ~ �' r ~ 1
3
887 796
22
• V'
824 0� 115► r-0
�ni
�2
<[UYEa
Los Gatos
Saratoga Rd
t r
\
as HV %: PHF
n 1 r
,
Two -Hour Count Summaries
0
N`jll/
M
I
0 0
14
EB 3.2% 0.77
0 WB 1.7% 0.94
NB 2.1% 0.90
SB 0.0% 0.90
TOTAL 2.3% 0.91
0 0 0
A
Interval
Start
Los Gatos Saratoga Rd
Los Gatos Saratoga Rd
Driveway
Alberto Way
15-min
Total
Rolling
One Hour
Eastbound
UT LT TH RT
Westbound
UT LT TH RT
Northbound
UT LT TH RT
Southbound
UT LT TH RT
7:00 AM
7:15AM
1 5 124 15
0 10 167 13
0 5 153 1
1 4 204 0
0 10 0 3
0 3 0 5
0 3 0 9
0 6 0 14
329
427
0
0
7:30 AM
4 9 270 4
1 0 222 2
0 11 0 1
0 4 0 12
540
0
1,823
1,933
1,976
7:45AM
8:00 AM
8:15 AM
2 12 219 10
7 13 150 7
2 20 157 1
0 2 242 3
1 0 229 4
0 1 254 2
0 12 0 3
0 4 0 2
0 10 0 4
0 3 0 19
0 4 1 17
0 5 0 14
527
439
470
8:30AM
8:45AM
2 20 138 6
2 16 197 3
0 0 214 8
0 3 227 7
0 25 0 4
0 15 1 4
0 4 1 25
0 4 0 14
447
493
1,883
1,849
Count Total
20 105 1,422 59
3 15 1,745 27
0 90 1 26
0 33 2 124
3,672
0
Peak
Hour
All
HV
HV%
15 54 796 22
0 0 27 1
0% 0% 3% 5%
2 3 947 11
0 0 16 0
0% 0% 2% 0%
0 37 0 10
0 1 0 0
- 3% - 0%
0 16 1 62
0 0 0 0
- 0% 0% 0%
1,976
45
2%
0
0
0
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Start
Heavy Vehicle Totals
Bicycles
Pedestrians (Crossing Leg)
EB WB NB SB Total
EB WB NB SB Total
East West North South Total
7:00 AM
7:15AM
4 3 0 0 7
2 6 1 0 9
0 0 0 0 0
1 0 0 0 1
0 0 0 3 3
0 0 0 2 2
7:30 AM
3 4 0 0 7
0 0 0 0 0
3 0 1 2 6
7:45 AM
8:00 AM
8:15AM
14 1 0 0 15
2 5 1 0 8
9 6 0 0 15
0 1 0 0 1
0 0 0 0 0
0 0 0 0 0
3 0 1 7 11
0 0 0 4 4
1 0 0 2 3
8:30 AM
8:45 AM
9 5 0 0 14
15 8 0 0 23
0 0 0 0 0
0 0 0 0 0
0 0 0 4 4
1 0 1 7 9
Count Total
58 38 2 0 98
1 1 0 0 2
8 0 3 31 42
Peak Hour
28 16 1 0 45
0 1 0 0 1
7 0 2 15 24
Deon Fouche: 415 - 757 - 7714
Deon.fouche@idaxdata.com
www. idaxdata.com
Two -Hour Count Summaries - Heavy Vehicles
Interval
Start
Los Gatos Saratoga Rd
Los Gatos Saratoga Rd
Driveway
Alberto Way
15-min
Total
Rolling
One Hour
Eastbound
UT LT TH RT
Westbound
UT LT TH RT
UT
Northbound
LT TH
RT
UT
Southbound
LT TH
RT
7:00 AM
7:15AM
0 0 4 0
0 0 2 0
0 0 3 0
0 0 60
O N- 0 0 0 0 O O
O O 0 0 0 0 O O
0 0 0 O 1- 0 O O
O O 0 0 0 0 O O
O O 0 0 0 0 O O
O O 0 0 0 0 O O
O O 0 0 0 0 O O
O O 0 0 0 0 O O
7
9
0
0
7:30 AM
0 0 3 0'
0 0 4 0
7
0
38
39
45
7:45AM
8:00 AM
8:15 AM
0 0 14 0
0 0 1 1
0 0 9 0
0 0 1 0
0 0 5 0
0 0 6 0
15
8
15
8:30 AM
8:45AM
0 1 8 0
0 1 14 0
0 0 5 0
0 0 8 0
14
23
52
60
Count Total
0 2 55 1
0 0 38 0
0
1 0
1
0
0 0
0
98
0
Peak Hour
0 0 27 1
0 0 16 0
0
1 0
0
0
0 0
0
45
0
Two -Hour Count Summaries - Bikes
Interval
Start
Los Gatos Saratoga Rd
Los Gatos Saratoga Rd
Driveway
Alberto Way
15-min
Total
Rolling
One Hour
Eastbound
LT TH RT
Westbound
LT TH RT
LT
Northbound
TH
RT
LT
Southbound
TH
RT
7:00 AM
7:15 AM
O O 0 0 0 0 O O
0 n- 0 0 0 0 0 0
0 0 0 O C. 0 0 0
0 0 0 0 0 0 0 0
0 0 0 -- 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0
1
O O O N N a- 0
7:30 AM
0
7:45 AM
8:00 AM
8:15 AM
1
0
0
8:30 AM
8:45 AM
0
0
Count Total
0 1 0
0 1 0
0
0
0
0
0
0
2
0
Peak Hour
0 0 0
0 1 0
0
0
0
0
0
0
1
0
Note: U-Turn volumes for bikes are included in Left -Turn, if any.
Deon Fouche: 415 - 757 - 7714
Deon.fouche@idaxdata.com
www. idaxdata.com
Alberto Way
Los Gatos Saratoga Rd
Date: 05/13/2015
N Peak Hour Count Period: 4:00 PM
Lida)
to 6:00 PM
J
ti
N
o M
jSaratoga
0
Peak Hour:
Los Gatos
Rd
5:00 PM to
Of°
0 0
.J 1 I.,8
6:00 PM
/
A- 23
fl0EIDj
877
5
4� 783 � 0 J I— 0
60 TEV:
PHF:
1,863 .
H
0.93 0 ~ 0 It �' ~ 0
18
909 807
34
ii 0 11
G V
851 0Z 1 V r-0 VU
�ni
�1
<[UnD
Los Gatos
Saratoga Rd
t r
° ,
HV /o: PHF
n 1 r
,
Two -Hour Count Summaries
o
in
1SB
o —
te,
EB 0.6% 0.85
WB 0.7% 0.92
NB 0.0% 0.70
0.0% 0.70
rTOTAL 0.6% 0.93
0 0 0
O
Interval
Start
Los Gatos Saratoga Rd
Los Gatos Saratoga Rd
Driveway
Alberto Way
15-min
Total
Rolling
One Hour
Eastbound
UT LT TH RT
Westbound
UT LT TH RT
Northbound
UT LT TH RT
Southbound
UT LT TH RT
4:00 PM
4:15 PM
4:30 PM
4:45 PM
4 9 190 6
2 16 190 9
2 16 157 11
4 22 170 3
0 2 222 11
0 5 201 6
0 4 208 4
0 3 201 12
N C) O V V N N M
0 0 0 0 0 0 0
C O (n U) U) M N
O O O O O O O O
0 5 0 18
0 4 1 19
0 6 0 23
0 13 0 29
482
457
441
466
0
0
0
1,846
5:00 PM
5:15 PM
5:30 PM
5:45 PM
1 11 161 6
2 13 206 7
2 14 210 10
3 22 230 11
1 2 213 8
0 4 191 3
0 5 200 6
0 7 179 6
0 10 0 18
0 9 0 15
0 2 0 12
0 11 0 26
440
457
466
500
1,804
1,804
1,829
1,863
Count Total
20 123 1,514 63
1 32 1,615 56
0 43 1 20
0 60 1 160
3,709
0
Peak
Hour
All
HV
HV%
8 60 807 34
0 0 4 1
0% 0% 0% 3%
1 18 783 23
0 0 5 1
0% 0% 1% 4%
0 15 0 11
0 0 0 0
- 0% - 0%
0 32 0 71
0 0 0 0
- 0% - 0%
1,863
11
1%
0
0
0
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Interval
Start
Heavy Vehicle Totals
Bicycles
Pedestrians (Crossing Leg)
EB WB NB SB Total
EB WB NB SB Total
East West North South Total
4:00 PM
4:15PM
4:30 PM
4:45 PM
2 0 0 0 2
0 2 0 0 2
0 0 0 0 0
1 2 0 1 4
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 1 0 0 1
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
5:00 PM
5:15PM
5:30PM
0 2 0 0 2
0 0 0 0 0
3 0 0 0 3
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 1 0 1
0 0 0 0 0
1 0 3 0 4
5:45 PM
2 4 0 0 6
0 0 0 1 1
2 0 1 1 4
Count Total
8 10 0 1 19
0 1 0 1 2
3 0 5 1 9
Peak Hour
5 6 0 0 11
0 0 0 1 1
3 0 5 1 9
Deon Fouche: 415 - 757 - 7714
Deon.fouche@idaxdata.com
www. idaxdata.com
Two -Hour Count Summaries - Heavy Vehicles
Interval
Start
Los Gatos Saratoga Rd
Los Gatos Saratoga Rd
Driveway
Alberto Way
15-min
Total
Rolling
One Hour
Eastbound
UT LT TH RT
Westbound
UT LT TH RT
UT
Northbound
LT TH
RT
UT
Southbound
LT TH
RT
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
0 0 0 0 0 O O O
0 0 0 0 O O O O
N N O O —, O O Na
0— 0 0 0 O O O
0 0 0 0 O O O O
0 0 0 0 O O O O
WO ONINJO —,0
—,0 0 0 0 O —,0
O O O O 0 0 0 0
O O O O 0 0 0 0
O O O O 0 0 0 0
O O O O 0 0 0 0
0 0 0 0 O O O O
0 0 0 0 —,0 0 0
O O 0 0 0 0 0 0
00000000
2
2
0
4
2
0
3
0
0
0
8
8
6
9
11
5:45 PM
6
Count Total
0 0 7 1
0 0 8 2
0
0 0
0
0
1 0
0
19
0
Peak Hour
0 0 4 1
0 0 5 1
0
0 0
0
0
0 0
0
11
0
Two -Hour Count Summaries - Bikes
Interval
Start
Los Gatos Saratoga Rd
Los Gatos Saratoga Rd
Driveway
Alberto Way
15-min
Total
Rolling
One Hour
Eastbound
LT TH RT
Westbound
LT TH RT
LT
Northbound
TH
RT
LT
Southbound
TH
RT
4:00 PM
4:15 PM
4:30 PM
4:45 PM
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
O O 0 0 0 O 0 0
O O 0 0 0 0 0 0
O O 0 0 0 0 0 0
0 0 0 0—,0 0 0
O O 0 0 0 0 0 0
O O O O 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
—+ 0 0 0 0 0 0 0
0
0
0
1
0
0
0
1
5:00 PM
5:15 PM
5:30 PM
0
0
0
1
1
1
1
5:45 PM
1
Count Total
0 0 0
0 0 1
0
0
0
0
0
1
2
0
Peak Hour
0 0 0
0 0 0
0
0
0
0
0
1
1
0
Note: U-Turn volumes for bikes are included in Left -Turn, if any.
Deon Fouche: 415 - 757 - 7714
Deon.fouche@idaxdata.com
Prepared by National Data & Surveying Services
ID: 18-08165-001
City: Los Gatos
PEAK HOURS
Ce
07:30 AM - 08:30 AM
NONE
05:00 PM - 06:00 PM
Los Gatos Blvd & SR 9
Peak Hour Turning Movement Count
Los Gatos Blvd
SOUTHBOUND
TB •1U] 11]
AM NOON PM
949
AM 616
341
NOON 0
PM 477
794 a
332
469
0
578 J 0
0 ♦ 0
374 1, 0
AM NOON PM
Total Vehicles (AM)
m
O L
332J ~t 0
0♦♦0
4691. f �r 0
U.) W O p
U.)W
U.)U.)
Total Vehicles (Noon)
J a
z
1
N/AJ
N/A♦
N/AZ
--
z
D
a
z
z
D
a Lz
t N/A
♦ N/A
r N/A
z
D
Total Vehicles (PM)
N
578J
0♦
3741.
-1~
m
m O
♦ �►
t0
♦0
t r.r 0
w o
co
Lip
PM
NOON
AM
0
337
0 0 0 0
665 AM
0 NOON
976 PM
Q.
CONTROL
0
TEV
PHF
2424
AM
0.93
0
NOON
2481
PM
0.99
711
0
0 0 0 0
0
317
398
Day: Tuesday
Date: 04/17/2018
07:00 AM - 09:00 AM
NONE
05:00 PM - 07:00 PM
PM
0 i 0
0 ♦ 0
0 r 0
0 c 0
810
0
0
0
0
333
333
NOON AM
0 0
0
0
0
0 0
0
0
0
PM
NOON
AM
0
PM NOON AM
NORTHBOUND
Los Gatos Blvd
PM 3
NOON 0
AM 27
AM 16
NOON 0
PM 6
0
0 14,
0 400
02
Pedestrians Crosswalks)
z
oo
a
O O
O N
z
00 5
z a
20 44'
2
0
2 o g v� 0 0
a z a
0001
♦ O PM
♦ 0 NOON
0 AM
0 AM
0 NOON
♦ 0 PM
W O O Fz
0
a z a Q4' Co
,P o
Q�
ru I►KID 1I I 1ATiI
SOO1213d 1Nf1O3
CD
X
co
Bikes (AM)
_I `N (711-4 ° L
1J t0
04 . ♦0
0z�*ll»ro
. p
, ,_
cr,
Bikes (NOON)
I z z z4.
L
N/A J t N/A
N/A ♦ c ♦ N/A
N/A 1, * If~r N/A
z z z
D D D
Bikes (PM)
Appendix B
Collision Rate Calculations
State Route 9 Safety and Traffic Operations Analysis
August 2018
Intersection Collision Rate Calculations
SR 9 Corridor Safety Study
Intersection # 1: SR 9 & Massol Avenue
Date of Count: Tuesday, January 30, 2018
Number of Collisions: 16
Number of Injuries: 8
Number of Fatalities: 1
ADT: 20400
Start Date: January 1, 2013
End Date: December 31, 2017
Number of Years: 5
Intersection Type: Tee
Control Type: Stop & Yield Controls
Area: Suburban
collision rate -
Number of Collisions x 1 Million
ADT x 365 Days per Year x Number of Years
collision rate 16 x 1,000,000
20,400 x
Collision Rate
Study Intersection 0.43 c/mve
Statewide Average* 0.14 c/mve
365 x 5
Fatality Rate
6.3%
0.7%
ADT = average daily total vehicles entering intersection
c/mve = collisions per million vehicles entering intersection
* 2013 Collision Data on California State Highways, Caltrans
Injury Rate
50.0%
38.0%
Intersection # 2: SR 9 & San Benito Avenue
Date of Count: Tuesday, January 30, 2018
Number of Collisions: 1
Number of Injuries: 0
Number of Fatalities: 0
ADT: 20600
Start Date: January 1, 2013
End Date: December 31, 2017
Number of Years: 5
Intersection Type: Tee
Control Type: Stop & Yield Controls
Area: Suburban
collision rate -
collision rate - 20,600 x
Number of Collisions x 1 Million
ADT x 365 Days per Year x Number of Years
1 x 1,000,000
Collision Rate
Study Intersection 0.03 c/mve
Statewide Average* 0.14 c/mve
365 x 5
Fatality Rate
0.0%
0.7%
ADT = average daily total vehicles entering intersection
c/mve = collisions per million vehicles entering intersection
* 2013 Collision Data on California State Highways, Caltrans
Injury Rate
0.0%
38.0%
8/8/2018
W-Trans Page 1 of 5
Intersection Collision Rate Calculaions
SR 9 Corridor Safety Study
Intersection # 3: SR 9 & Tait Avenue
Date of Count: Tuesday, April 17, 2018
Number of Collisions:
Number of Injuries:
Number of Fatalities:
ADT:
Start Date:
End Date:
Number of Years:
Intersection Type:
Control Type:
Area:
collision rate -
3
2
0
21200
January 1, 2013
December 31, 2017
5
Tee
Stop & Yield Controls
Suburban
Number of Collisions x 1 Million
ADT x 365 Days per Year x Number of Years
collision rate - 3
x 1,000,000
21,200 x
Collision Rate
Study Intersection 0.08 c/mve
Statewide Average* 0.14 c/mve
365 x 5
Fatality Rate
0.0%
0.7%
ADT = average daily total vehicles entering intersection
c/mve = collisions per million vehicles entering intersection
* 2013 Collision Data on California State Highways, Caltrans
Injury Rate
66.7%
38.0%
Intersection # 4: SR 9 & Monterey Avenue
Date of Count: Tuesday, January 30, 2018
Number of Collisions:
Number of Injuries:
Number of Fatalities:
ADT:
Start Date:
End Date:
Number of Years:
Intersection Type:
Control Type:
Area:
collision rate -
1
1
0
20700
January 1, 2013
December 31, 2017
5
Tee
Stop & Yield Controls
Suburban
Number of Collisions x 1 Million
ADT x 365 Days per Year x Number of Years
collision rate - 20,700
Study Intersection
Statewide Average*
1
x
x 1,000,000
365 x 5
Collision Rate
0.03 c/mve
0.14 c/mve
Fatality Rate
0.0%
0.7 %
Injury Rate
100.0%
38.0%
ADT = average daily total vehicles entering intersection
c/mve = collisions per million vehicles entering intersection
* 2013 Collision Data on California State Highways, Caltrans
8/8/2018
W-Trans Page 2 of 5
Intersection Collision Rate Calculaions
SR 9 Corridor Safety Study
Intersection # 5: SR 9 & Santa Cruz Avenue
Date of Count: Tuesday, January 30, 2018
Number of Collisions: 28
Number of Injuries: 9
Number of Fatalities: 0
ADT: 29800
Start Date: January 1, 2013
End Date: December 31, 2017
Number of Years: 5
Intersection Type: Four -Legged
Control Type: Signals
Area: Suburban
collision rate -
Number of Collisions x 1 Million
ADT x 365 Days per Year x Number of Years
collision rate 28 x 1,000,000
29,800 x
Collision Rate
Study Intersection 0.51 c/mve
Statewide Average* 0.43 c/mve
365 x 5
Fatality Rate
0.0
0.4%
ADT = average daily total vehicles entering intersection
c/mve = collisions per million vehicles entering intersection
* 2013 Collision Data on California State Highways, Caltrans
Injury Rate
32.1%
37.9%
Intersection # 6: SR 9 & University Avenue
Date of Count: Tuesday, January 30, 2018
Number of Collisions: 24
Number of Injuries: 9
Number of Fatalities: 0
ADT: 32000
Start Date: January 1, 2013
End Date: December 31, 2017
Number of Years: 5
Intersection Type: Four -Legged
Control Type: Signals
Area: Suburban
collision rate -
collision rate -
Number of Collisions x 1 Million
ADT x 365 Days per Year x Number of Years
24 x 1,000,000
32,000 x
Collision Rate
Study Intersection 0.41 c/mve
Statewide Average* 0.43 c/mve
365 x 5
Fatality Rate
Injury Rate
37.5%
37.9%
0.0%
0.4%
ADT = average daily total vehicles entering intersection
c/mve = collisions per million vehicles entering intersection
* 2013 Collision Data on California State Highways, Caltrans
8/8/2018
W-Trans Page 3 of 5
Intersection Collision Rate Calculaions
SR 9 Corridor Safety Study
Intersection # 7: SR 9 & Alberto Way
Date of Count: Wednesday, May 13, 2015
Number of Collisions: 10
Number of Injuries: 4
Number of Fatalities: 0
ADT: 18600
Start Date: January 1, 2013
End Date: December 31, 2017
Number of Years: 5
Intersection Type: Four -Legged
Control Type: Signals
Area: Suburban
collision rate - Number of Collisions x 1 Million
collision rate -
ADT x 365 Days per Year x Number of Years
10 x 1,000,000
18,600 x
Collision Rate
Study Intersection 0.29 c/mve
Statewide Average* 0.43 c/mve
365 x 5
Fatality Rate
0.0%
0.4%
ADT = average daily total vehicles entering intersection
c/mve = collisions per million vehicles entering intersection
* 2013 Collision Data on California State Highways, Caltrans
Injury Rate
40.0%
37.9%
Intersection # 8: Los Gatos Boulevard & SR 9
Date of Count: Tuesday, April 17, 2018
Number of Collisions: 9
Number of Injuries: 2
Number of Fatalities: 0
ADT: 24300
Start Date: January 1, 2013
End Date:
Number of Years: 5
Intersection Type: Tee
Control Type: Signals
Area: Suburban
collision rate -
collision rate -
Number of Collisions x 1 Million
ADT x 365 Days per Year x Number of Years
9 x 1,000,000
24,300 x
Collision Rate
Study Intersection 0.20 c/mve
Statewide Average* 0.27 c/mve
365 x 5
Fatality Rate
0.0
0.6%
ADT = average daily total vehicles entering intersection
c/mve = collisions per million vehicles entering intersection
* 2013 Collision Data on California State Highways, Caltrans
Injury Rate
22.2%
37.3%
8/8/2018
W-Trans Page 4 of 5
Appendix C
Level of Service Definition Tables
State Route 9 Safety and Traffic Operations Analysis
August 2018
Table
LOS
8- Intersection Level of Service Criteria
Two -Way Stop -Controlled
Signalized
A
Delay of 0 to 10 seconds. Gaps in traffic are readily
available for drivers exiting the minor street.
Delay of 0 to 10 seconds. Most vehicles arrive
during the green phase, so do not stop at all.
B
Delay of 10 to 15 seconds. Gaps in traffic are
somewhat less readily available than with LOS A, but
no queuing occurs on the minor street.
Delay of 10 to 20 seconds. More vehicles stop than
with LOS A, but many drivers still do not have to
stop.
C
Delay of 15 to 25 seconds. Acceptable gaps in traffic
are less frequent, and drivers may approach while
another vehicle is already waiting to exit the side
street.
Delay of 20 to 35 seconds. The number of vehicles
stopping is significant, although many still pass
through without stopping.
D
Delay of 25 to 35 seconds. There are fewer acceptable
gaps in traffic, and drivers may enter a queue of one or
two vehicles on the side street.
Delay of 35 to 55 seconds. The influence of
congestion is noticeable, and most vehicles must
stop.
E
Delay of 35 to 50 seconds. Few acceptable gaps in
traffic are available, and longer queues may form on
the side street.
Delay of 55 to 80 seconds. Most, if not all, vehicles
must stop and drivers consider the delay excessive.
F
Delay of more than 50 seconds. Drivers may wait for
long periods before there is an acceptable gap in
traffic for exiting the side streets, creating long queues.
Delay of more than 80 seconds. Vehicles may wait
through more than one cycle to clear the
intersection.
Reference: Highway Capacity Manual, Transportation Research Board, 2010
Appendix D
Intersection Level of Service Calculations
State Route 9 Safety and Traffic Operations Analysis
August 2018
HCM Unsignalized Intersection Capacity Analysis
2: Massol Avenue & State Route 9 05/15/2018
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations 1 lc
Traffic Volume (veh/h) 497 42 156 1359 40 187
Future Volume (Veh/h) 497 42 156 1359 40 187
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 565 48 177 1544 45 213
Pedestrians 17 8
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 2 1
Right turn flare (veh)
Median type TWLTL None
Median storage veh) 2
Upstream signal (ft) 868
pX, platoon unblocked 0.69
vC, conflicting volume 621 2512 597
vC1, stage 1 confvol 597
vC2, stage 2 confvol 1915
vCu, unblocked vol 621 2977 597
tC, single (s) 4.1 *6.5 *6.2
tC, 2 stage (s) 5.5
tF (s) 2.2 3.5 3.3
p0 queue free % 81 13 57
cM capacity (veh/h) 952 52 501
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 613 177 1544 45 213
Volume Left 0 177 0 45 0
Volume Right 48 0 0 0 213
cSH 1700 952 1700 52 501
Volume to Capacity 0.36 0.19 0.91 0.87 0.43
Queue Length 95th (ft) 0 17 0 93 52
Control Delay (s) 0.0 9.6 0.0 214.5 17.4
Lane LOS A F C
Approach Delay (s) 0.0 1.0 51.8
Approach LOS F
Intersection Summary
Average Delay 5.8
Intersection Capacity Utilization 81.5% ICU Level of Service D
Analysis Period (min) 15
* User Entered Value
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HCM Unsignalized Intersection Capacity Analysis
3: State Route 9 & San Benito Avenue 05/15/2018
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations tt
Traffic Volume (veh/h) 0 675 1520 1 0 1
Future Volume (Veh/h) 0 675 1520 1 0 1
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 0 750 1689 1 0 1
Pedestrians 5
Lane Width (ft) 12.0
Walking Speed (ft/s) 3.5
Percent Blockage 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 752
pX, platoon unblocked 0.42 0.42 0.42
vC, conflicting volume 1695 2070 1694
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1967 2863 1965
tC, single (s) 4.1 6.8 *6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 97
cM capacity (veh/h) 121 6 33
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 375 375 1690 1
Volume Left 0 0 0 0
Volume Right 0 0 1 1
cSH 1700 1700 1700 33
Volume to Capacity 0.22 0.22 0.99 0.03
Queue Length 95th (ft) 0 0 0 2
Control Delay (s) 0.0 0.0 0.0 117.1
Lane LOS F
Approach Delay (s) 0.0 0.0 117.1
Approach LOS F
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 90.1% ICU Level of Service E
Analysis Period (min) 15
* User Entered Value
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Page 3
HCM Unsignalized Intersection Capacity Analysis
4: Tait Avenue/Monterey Avenue & State Route 9 05/15/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 44+ 1 r r
Traffic Volume (veh/h) 0 645 27 0 1423 27 0 0 79 0 0 88
Future Volume (Veh/h) 0 645 27 0 1423 27 0 0 79 0 0 88
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.92 0.92 0.92 0.90 0.90 0.90 0.92 0.92 0.92
Hourly flow rate (vph) 0 717 30 0 1547 29 0 0 88 0 0 96
Pedestrians 4
Lane Width (ft) 12.0
Walking Speed (ft/s) 3.5
Percent Blockage 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 578
pX, platoon unblocked 0.77 0.77 0.77 0.77 0.77 0.77
vC, conflicting volume 1580 747 1602 2312 374 2012 2312 792
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1163 747 1191 2110 374 1722 2111 144
tC, single (s) 4.1 4.1 7.5 6.5 *6.2 7.5 6.5 *6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 100 100 100 87 100 100 86
cM capacity (veh/h) 459 857 95 39 674 38 39 696
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1
Volume Total 478 269 1031 545 88 96
Volume Left 0 0 0 0 0 0
Volume Right 0 30 0 29 88 96
cSH 1700 1700 1700 1700 674 696
Volume to Capacity 0.28 0.16 0.61 0.32 0.13 0.14
Queue Length 95th (ft) 0 0 0 0 11 12
Control Delay (s) 0.0 0.0 0.0 0.0 11.1 11.0
Lane LOS B B
Approach Delay (s) 0.0 0.0 11.1 11.0
Approach LOS B B
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 52.3% ICU Level of Service A
Analysis Period (min) 15
* User Entered Value
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HCM Signalized Intersection Capacity Analysis
5: Santa Cruz Avenuea/Santa Cruz Avenue & State Route 9 05/15/2018
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL
Lane Configurations 1 41 1 'Pi )
Traffic Volume (vph) 27 145 465 84 5 99 1030 132 112 153 52 103
Future Volume (vph) 27 145 465 84 5 99 1030 132 112 153 52 103
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 4.6 4.6 4.2 4.2 4.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 0.98 1.00 0.96 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1770 3446 1770 3461 1770 1772 1770
Fit Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1770 3446 1770 3461 1770 1772 1770
Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Adj. Flow (vph) 29 156 500 90 5 106 1108 142 120 165 56 111
RTOR Reduction (vph) 0 0 4 0 0 0 4 0 0 5 0 0
Lane Group Flow (vph) 0 185 586 0 0 111 1246 0 120 216 0 111
Confl. Peds. (#/hr) 4 10
Confl. Bikes (#/hr) 4 4 4
Turn Type Prot Prot NA Prot Prot NA Prot NA Prot
Protected Phases 5 5 2 1 1 6 3 8 7
Permitted Phases
Actuated Green, G (s) 30.4 154.0 17.8 141.4 19.1 32.8 17.8
Effective Green, g (s) 30.4 154.0 17.8 141.4 19.1 32.8 17.8
Actuated g/C Ratio 0.13 0.64 0.07 0.59 0.08 0.14 0.07
Clearance Time (s) 4.6 4.6 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 224 2211 131 2039 140 242 131
v/s Ratio Prot c0.10 0.17 c0.06 c0.36 c0.07 c0.12 0.06
v/s Ratio Perm
v/c Ratio 0.83 0.27 0.85 0.61 0.86 0.89 0.85
Uniform Delay, d1 102.2 18.6 109.8 31.7 109.1 101.9 109.8
Progression Factor 1.00 1.00 0.90 0.65 1.00 1.00 1.00
Incremental Delay, d2 20.4 0.3 32.1 1.2 36.1 30.3 35.7
Delay (s) 122.7 18.9 131.2 21.6 145.2 132.2 145.5
Level of Service F B F C F F F
Approach Delay (s) 43.6 30.6 136.7
Approach LOS D C F
Intersection Summary
HCM 2000 Control Delay
63.3 HCM 2000 Level of Service
HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 240.0 Sum of lost time (s) 17.6
Intersection Capacity Utilization 88.7% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
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HCM Signalized Intersection Capacity Analysis
5: Santa Cruz Avenuea/Santa Cruz Avenue & State Route 9 05/15/2018
Movement SBT SBR
Lane'onfigurations
Traffic Volume (vph) 174 322
Future Volume (vph) 174 322
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 4.2 4.2
Lane Util. Factor 1.00 1.00
Frpb, ped/bikes 1.00 0.95
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 1863 1510
Flt Permitted 1.00 1.00
Satd. Flow (perm) 1863 1510
Peak -hour factor, PHF 0.93 0.93
Adj. Flow (vph) 187 346
RTOR Reduction (vph) 0 202
Lane Group Flow (vph) 187 144
Confl. Peds. (#/hr) 11
Confl. Bikes (#/hr) 4
Turn Type NA Perm
Protected Phases 4
Permitted Phases 4
Actuated Green, G (s) 31.5 31.5
Effective Green, g (s) 31.5 31.5
Actuated g/C Ratio 0.13 0.13
Clearance Time (s) 4.2 4.2
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 244 198
v/s Ratio Prot 0.10
v/s Ratio Perm 0.10
v/c Ratio 0.77 0.73
Uniform Delay, d1 100.7 100.1
Progression Factor 1.00 1.00
Incremental Delay, d2 12.1 10.6
Delay (s) 112.8 110.7
Level of Service F F
Approach Delay (s) 117.3
Approach LOS F
Intersection Summary
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HCM Signalized Intersection Capacity Analysis
6: University Avenue/Univerity Avenue & State Route 9 05/15/2018
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL
Lane Configurations 1 tt ri 1 tt ri vi t ri vivi
Traffic Volume (vph) 13 36 518 50 11 248 1198 184 59 176 209 133
Future Volume (vph) 13 36 518 50 11 248 1198 184 59 176 209 133
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 5.1 5.1 5.1 5.1 5.1 4.7 4.7 4.7 4.7
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.95 1.00 1.00 0.94 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1770 3539 1548 1770 3539 1511 1770 1863 1494 3433
Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95
Satd. Flow (perm) 1770 3539 1548 1770 3539 1511 1770 1863 1494 3433
Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 14 39 563 54 12 270 1302 200 64 191 227 145
RTOR Reduction (vph) 0 0 0 23 0 0 0 26 0 0 157 0
Lane Group Flow (vph) 0 53 563 31 0 282 1302 174 64 191 70 145
Confl. Peds. (#/hr) 5 18
Confl. Bikes (#/hr) 4 4 4
Turn Type Prot Prot NA Perm Prot Prot NA Perm Prot NA Perm Prot
Protected Phases 5 5 2 1 1 6 3 8 7
Permitted Phases 2 6 8
Actuated Green, G (s) 10.9 136.3 136.3 41.7 167.1 167.1 13.9 28.3 28.3 14.1
Effective Green, g (s) 10.9 136.3 136.3 41.7 167.1 167.1 13.9 28.3 28.3 14.1
Actuated g/C Ratio 0.05 0.57 0.57 0.17 0.70 0.70 0.06 0.12 0.12 0.06
Clearance Time (s) 5.1 5.1 5.1 5.1 5.1 5.1 4.7 4.7 4.7 4.7
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 80 2009 879 307 2464 1052 102 219 176 201
v/s Ratio Prot 0.03 0.16 c0.16 c0.37 0.04 0.10 c0.04
v/s Ratio Perm 0.02 0.12 0.05
v/c Ratio 0.66 0.28 0.03 0.92 0.53 0.17 0.63 0.87 0.40 0.72
Uniform Delay, d1 112.7 26.6 22.9 97.5 17.5 12.5 110.5 104.1 98.0 111.0
Progression Factor 0.97 0.85 1.07 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 14.2 0.3 0.1 30.3 0.8 0.3 8.4 28.7 0.5 10.3
Delay (s) 123.7 23.1 24.5 127.8 18.3 12.8 118.9 132.7 98.5 121.3
Level of Service F C C F B B F F F F
Approach Delay (s) 31.1 35.0 114.8
Approach LOS C D F
Intersection Summary
HCM 2000 Control Delay
56.1 HCM 2000 Level of Service
HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 240.0 Sum of lost time (s) 19.6
Intersection Capacity Utilization 85.6% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
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HCM Signalized Intersection Capacity Analysis
6: University Avenue/Univerity Avenue & State Route 9 05/15/2018
Movement SBT SBR
Lar'fMonfigurationsi
Traffic Volume (vph) 155 27
Future Volume (vph) 155 27
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 4.7
Lane Util. Factor 1.00
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.98
Flt Protected 1.00
Satd. Flow (prot) 1815
Flt Permitted 1.00
Satd. Flow (perm) 1815
Peak -hour factor, PHF 0.92 0.92
Adj. Flow (vph) 168 29
RTOR Reduction (vph) 3 0
Lane Group Flow (vph) 194 0
Confl. Peds. (#/hr) 2
Confl. Bikes (#/hr) 4
Turn Type NA
Protected Phases 4
Permitted Phases
Actuated Green, G (s) 28.5
Effective Green, g (s) 28.5
Actuated g/C Ratio 0.12
Clearance Time (s) 4.7
Vehicle Extension (s) 0.2
Lane Grp Cap (vph) 215
v/s Ratio Prot c0.11
v/s Ratio Perm
v/c Ratio 0.90
Uniform Delay, d1 104.4
Progression Factor 1.00
Incremental Delay, d2 35.5
Delay (s) 139.9
Level of Service F
Approach Delay (s) 132.0
Approach LOS F
Intersection Summary
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HCM Signalized Intersection Capacity Analysis
7: Alberto Way & State Route 9
05/15/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 'Pi 4 1'
Traffic Volume (vph) 69 796 22 5 947 11 37 1 10 16 1 62
Future Volume (vph) 69 796 22 5 947 11 37 1 10 16 1 62
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 1.00 1.00 0.85 0.89
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.99
Satd. Flow (prot) 1770 3522 1770 3532 1776 1556 1625
Fit Permitted 0.95 1.00 0.95 1.00 0.74 1.00 0.95
Satd. Flow (perm) 1770 3522 1770 3532 1371 1556 1560
Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 75 865 24 5 1029 12 40 1 11 17 1 67
RTOR Reduction (vph) 0 2 0 0 1 0 0 0 9 0 52 0
Lane Group Flow (vph) 75 887 0 5 1040 0 0 41 2 0 33 0
Confl. Peds. (#/hr) 4 4 4 4
Turn Type Prot NA Prot NA Perm NA Perm Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 2 2 6
Actuated Green, G (s) 11.1 48.9 1.1 38.9 18.5 18.5 18.5
Effective Green, g (s) 11.1 48.9 1.1 38.9 18.5 18.5 18.5
Actuated g/C Ratio 0.14 0.60 0.01 0.47 0.23 0.23 0.23
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 239 2100 23 1675 309 351 351
v/s Ratio Prot 0.04 c0.25 0.00 c0.29
v/s Ratio Perm c0.03 0.00 0.02
v/c Ratio 0.31 0.42 0.22 0.62 0.13 0.01 0.09
Uniform Delay, d1 32.0 8.9 40.0 16.1 25.3 24.6 25.1
Progression Factor 1.00 1.00 1.20 0.54 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.6 2.9 1.1 0.9 0.0 0.5
Delay (s) 32.8 9.6 51.0 9.8 26.2 24.7 25.7
Level of Service C A D A C C C
Approach Delay (s) 11.4 10.0 25.9 25.7
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 11.6 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 82.0 Sum of lost time (s) 13.5
Intersection Capacity Utilization 64.0% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
State Route 9 Corridor Study - Los Gatos 04/30/2018 AM Existing
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Synchro 10 Report
Page 9
HCM Signalized Intersection Capacity Analysis
8: Los Gatos Blvd & State Route 9
05/15/2018
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations 1' 1
Traffic Volume (vph) 332 469 333 333 341 616
Future Volume (vph) 332 469 333 333 341 616
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.88 1.00 1.00 1.00 0.84
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1770 1398 1770 1863 1863 1336
Fit Permitted 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1770 1398 1770 1863 1863 1336
Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 361 510 362 362 371 670
RTOR Reduction (vph) 0 369 0 0 0 453
Lane Group Flow (vph) 361 141 362 362 371 217
Confl. Peds. (#/hr) 43 43
Confl. Bikes (#/hr) 1 36
Turn Type Prot Perm Prot NA NA Perm
Protected Phases 4 5 2 6
Permitted Phases 4 6
Actuated Green, G (s) 22.7 22.7 21.1 50.3 24.7 24.7
Effective Green, g (s) 22.7 22.7 21.1 50.3 24.7 24.7
Actuated g/C Ratio 0.28 0.28 0.26 0.61 0.30 0.30
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 489 387 455 1142 561 402
v/s Ratio Prot c0.20 c0.20 0.19 c0.20
v/s Ratio Perm 0.10 0.16
v/c Ratio 0.74 0.36 0.80 0.32 0.66 0.54
Uniform Delay, d1 26.9 23.9 28.4 7.6 25.0 23.9
Progression Factor 0.73 2.13 1.00 1.00 1.00 1.00
Incremental Delay, d2 9.1 2.5 9.3 0.7 6.0 5.1
Delay (s) 28.6 53.4 37.7 8.3 31.0 29.0
Level of Service CDD A CC
Approach Delay (s) 43.1 23.0 29.8
Approach LOS D C C
Intersection Summary
HCM 2000 Control Delay
32.3 HCM 2000 Level of Service
HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 82.0 Sum of lost time (s) 13.5
Intersection Capacity Utilization 67.7% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
State Route 9 Corridor Study - Los Gatos 04/30/2018 AM Existing
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Page 10
HCM Unsignalized Intersection Capacity Analysis
2: Massol Avenue & State Route 9 05/15/2018
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1164 80 131 625 13 139
Future Volume (Veh/h) 1164 80 131 625 13 139
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Hourly flow rate (vph) 1200 82 135 644 13 143
Pedestrians 13 3
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 1 0
Right turn flare (veh)
Median type TWLTL None
Median storage veh) 2
Upstream signal (ft) 868
pX, platoon unblocked 0.91
vC, conflicting volume 1285 2171 1244
vC1, stage 1 conf vol 1244
vC2, stage 2 conf vol 927
vCu, unblocked vol 1285 2240 1244
tC, single (s) 4.1 *6.5 *6.2
tC, 2 stage (s) 5.5
tF (s) 2.2 3.5 3.3
p0 queue free % 75 93 33
cM capacity (veh/h) 538 183 213
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2
Volume Total 1282 135 644 13 143
Volume Left 0 135 0 13 0
Volume Right 82 0 0 0 143
cSH 1700 538 1700 183 213
Volume to Capacity 0.75 0.25 0.38 0.07 0.67
Queue Length 95th (ft) 0 25 0 6 104
Control Delay (s) 0.0 13.9 0.0 26.1 50.6
Lane LOS B D F
Approach Delay (s) 0.0 2.4 48.6
Approach LOS E
Intersection Summary
Average Delay 4.3
Intersection Capacity Utilization 86.7% ICU Level of Service E
Analysis Period (min) 15
* User Entered Value
State Route 9 Corridor Study - Los Gatos 04/30/2018 PM Existing
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Page 2
HCM Unsignalized Intersection Capacity Analysis
3: State Route 9 & San Benito Avenue 05/15/2018
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations tt
Traffic Volume (veh/h) 0 1303 754 4 0 2
Future Volume (Veh/h) 0 1303 754 4 0 2
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 0 1357 785 4 0 2
Pedestrians 7
Lane Width (ft) 12.0
Walking Speed (ft/s) 3.5
Percent Blockage 1
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 752
pX, platoon unblocked 0.89 0.89 0.89
vC, conflicting volume 796 1472 794
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 710 1469 708
tC, single (s) 4.1 6.8 *6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 99
cM capacity (veh/h) 783 105 386
Direction, Lane # EB 1 EB 2 WB 1 SB 1
Volume Total 678 678 789 2
Volume Left 0 0 0 0
Volume Right 0 0 4 2
cSH 1700 1700 1700 386
Volume to Capacity 0.40 0.40 0.46 0.01
Queue Length 95th (ft) 0 0 0 0
Control Delay (s) 0.0 0.0 0.0 14.4
Lane LOS B
Approach Delay (s) 0.0 0.0 14.4
Approach LOS B
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 49.9% ICU Level of Service A
Analysis Period (min) 15
* User Entered Value
State Route 9 Corridor Study - Los Gatos 04/30/2018 PM Existing
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Page 3
HCM Unsignalized Intersection Capacity Analysis
4: Tait Avenue/Monterey Avenue & State Route 9 05/15/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 44+ 1 r r
Traffic Volume (veh/h) 0 1256 58 0 715 16 0 0 59 0 0 34
Future Volume (Veh/h) 0 1256 58 0 715 16 0 0 59 0 0 34
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.95 0.95 0.95 0.94 0.94 0.94 0.95 0.95 0.95 0.94 0.94 0.94
Hourly flow rate (vph) 0 1322 61 0 761 17 0 0 62 0 0 36
Pedestrians 2 6
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 1
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 578
pX, platoon unblocked 0.94 0.94 0.94 0.94 0.94 0.94
vC, conflicting volume 784 1385 1771 2138 694 1498 2160 395
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 644 1385 1694 2084 694 1404 2108 231
tC, single (s) 4.1 4.1 7.5 6.5 *6.2 7.5 6.5 *6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 100 100 100 86 100 100 95
cM capacity (veh/h) 876 489 54 49 444 80 47 757
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1
Volume Total 881 502 507 271 62 36
Volume Left 0 0 0 0 0 0
Volume Right 0 61 0 17 62 36
cSH 1700 1700 1700 1700 444 757
Volume to Capacity 0.52 0.30 0.30 0.16 0.14 0.05
Queue Length 95th (ft) 0 0 0 0 12 4
Control Delay (s) 0.0 0.0 0.0 0.0 14.4 10.0
Lane LOS B A
Approach Delay (s) 0.0 0.0 14.4 10.0
Approach LOS B A
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 46.9% ICU Level of Service A
Analysis Period (min) 15
* User Entered Value
State Route 9 Corridor Study - Los Gatos 04/30/2018 PM Existing
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Page 4
HCM Signalized Intersection Capacity Analysis
5: Santa Cruz Avenuea/Santa Cruz Avenue & State Route 9 05/15/2018
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL
Lane Configurations N t N ''i
Traffic Volume (vph) 25 248 888 142 25 162 336 104 116 154 113 206
Future Volume (vph) 25 248 888 142 25 162 336 104 116 154 113 206
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.6 4.6 4.6 4.6 4.2 4.2 4.2
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.98 1.00 0.98 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 0.96 1.00 0.94 1.00
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (prot) 1770 3448 1770 3361 1770 1707 1770
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95
Satd. Flow (perm) 1770 3448 1770 3361 1770 1707 1770
Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Adj. Flow (vph) 26 253 906 145 26 165 343 106 118 157 115 210
RTOR Reduction (vph) 0 0 7 0 0 0 15 0 0 18 0 0
Lane Group Flow (vph) 0 279 1044 0 0 191 434 0 118 254 0 210
Confl. Peds. (#/hr) 4 11 21
Confl. Bikes (#/hr) 4 4 4
Turn Type Prot Prot NA Prot Prot NA Prot NA Prot
Protected Phases 5 5 2 1 1 6 3 8 7
Permitted Phases
Actuated Green, G (s) 27.5 73.2 19.0 64.7 14.3 25.5 20.7
Effective Green, g (s) 27.5 73.2 19.0 64.7 14.3 25.5 20.7
Actuated g/C Ratio 0.18 0.47 0.12 0.41 0.09 0.16 0.13
Clearance Time (s) 4.6 4.6 4.6 4.6 4.2 4.2 4.2
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 312 1617 215 1393 162 279 234
v/s Ratio Prot c0.16 c0.30 0.11 0.13 0.07 c0.15 c0.12
v/s Ratio Perm
v/c Ratio 0.89 0.65 0.89 0.31 0.73 0.91 0.90
Uniform Delay, d1 62.8 31.5 67.5 30.7 69.0 64.1 66.6
Progression Factor 1.00 1.00 1.13 0.73 1.00 1.00 1.00
Incremental Delay, d2 25.5 2.0 31.3 0.6 12.9 31.3 31.9
Delay (s) 88.3 33.5 107.3 22.9 81.9 95.4 98.5
Level of Service F C F C F F F
Approach Delay (s) 45.0 48.1 91.3
Approach LOS D D F
Intersection Summary
HCM 2000 Control Delay
57.6 HCM 2000 Level of Service
E
HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 156.0 Sum of lost time (s) 17.6
Intersection Capacity Utilization 85.2% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
State Route 9 Corridor Study - Los Gatos 04/30/2018 PM Existing
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Page 5
HCM Signalized Intersection Capacity Analysis
5: Santa Cruz Avenuea/Santa Cruz Avenue & State Route 9 05/15/2018
Movement SBT SBR
Lane'onfigurations '1
Traffic Volume (vph) 281 175
Future Volume (vph) 281 175
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 4.2 4.2
Lane Util. Factor 1.00 1.00
Frpb, ped/bikes 1.00 0.94
Flpb, ped/bikes 1.00 1.00
Frt 1.00 0.85
Flt Protected 1.00 1.00
Satd. Flow (prot) 1863 1491
Flt Permitted 1.00 1.00
Satd. Flow (perm) 1863 1491
Peak -hour factor, PHF 0.98 0.98
Adj. Flow (vph) 287 179
RTOR Reduction (vph) 0 142
Lane Group Flow (vph) 287 37
Confl. Peds. (#/hr) 26
Confl. Bikes (#/hr) 4
Turn Type NA Perm
Protected Phases 4
Permitted Phases 4
Actuated Green, G (s) 31.9 31.9
Effective Green, g (s) 31.9 31.9
Actuated g/C Ratio 0.20 0.20
Clearance Time (s) 4.2 4.2
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 380 304
v/s Ratio Prot 0.15
v/s Ratio Perm 0.02
v/c Ratio 0.76 0.12
Uniform Delay, d1 58.4 50.6
Progression Factor 1.00 1.00
Incremental Delay, d2 7.4 0.1
Delay (s) 65.8 50.7
Level of Service E D
Approach Delay (s) 71.9
Approach LOS E
Intersection Summary
State Route 9 Corridor Study - Los Gatos 04/30/2018 PM Existing
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Page 6
HCM Signalized Intersection Capacity Analysis
6: University Avenue/Univerity Avenue & State Route 9 05/15/2018
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL
Lane Configurations 1 tt ri 1 tt ri vi t ri vivi
Traffic Volume (vph) 6 28 1125 91 4 222 497 145 82 143 383 271
Future Volume (vph) 6 28 1125 91 4 222 497 145 82 143 383 271
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 5.1 5.1 5.1 5.1 5.1 4.7 4.7 4.7 4.7
Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.97
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 0.92 1.00 1.00 0.95 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95
Satd. Flow (prot) 1770 3539 1547 1770 3539 1451 1770 1863 1512 3433
Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95
Satd. Flow (perm) 1770 3539 1547 1770 3539 1451 1770 1863 1512 3433
Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 6 29 1172 95 4 231 518 151 85 149 399 282
RTOR Reduction (vph) 0 0 0 42 0 0 0 61 0 0 249 0
Lane Group Flow (vph) 0 35 1172 53 0 235 518 90 85 149 150 282
Confl. Peds. (#/hr) 20 20
Confl. Bikes (#/hr) 4 4 4
Turn Type Prot Prot NA Perm Prot Prot NA Perm Prot NA Perm Prot
Protected Phases 5 5 2 1 1 6 3 8 7
Permitted Phases 2 6 8
Actuated Green, G (s) 7.2 74.7 74.7 25.9 93.4 93.4 13.4 21.2 21.2 14.6
Effective Green, g (s) 7.2 74.7 74.7 25.9 93.4 93.4 13.4 21.2 21.2 14.6
Actuated g/C Ratio 0.05 0.48 0.48 0.17 0.60 0.60 0.09 0.14 0.14 0.09
Clearance Time (s) 5.1 5.1 5.1 5.1 5.1 5.1 4.7 4.7 4.7 4.7
Vehicle Extension (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 81 1694 740 293 2118 868 152 253 205 321
v/s Ratio Prot 0.02 c0.33 c0.13 0.15 0.05 0.08 c0.08
v/s Ratio Perm 0.03 0.06 0.10
v/c Ratio 0.43 0.69 0.07 0.80 0.24 0.10 0.56 0.59 0.73 0.88
Uniform Delay, d1 72.4 31.7 21.9 62.6 14.7 13.4 68.5 63.3 64.7 69.8
Progression Factor 1.40 0.65 0.32 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 1.8 0.1 13.8 0.3 0.2 2.5 2.3 11.0 22.1
Delay (s) 102.6 22.4 7.2 76.4 15.0 13.6 71.0 65.6 75.7 91.9
Level of Service F C A E B B E E E F
Approach Delay (s) 23.5 30.7 72.7
Approach LOS C C E
Intersection Summary
HCM 2000 Control Delay
44.3 HCM 2000 Level of Service
HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 156.0 Sum of lost time (s) 19.6
Intersection Capacity Utilization 97.7% ICU Level of Service F
Analysis Period (min) 15
c Critical Lane Group
State Route 9 Corridor Study - Los Gatos 04/30/2018 PM Existing
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Page 7
HCM Signalized Intersection Capacity Analysis
6: University Avenue/Univerity Avenue & State Route 9 05/15/2018
Movement SBT SBR
Lar'fMonfigurations "Ai
Traffic Volume (vph) 180 26
Future Volume (vph) 180 26
Ideal Flow (vphpl) 1900 1900
Total Lost time (s) 4.7
Lane Util. Factor 1.00
Frpb, ped/bikes 1.00
Flpb, ped/bikes 1.00
Frt 0.98
Flt Protected 1.00
Satd. Flow (prot) 1819
Flt Permitted 1.00
Satd. Flow (perm) 1819
Peak -hour factor, PHF 0.96 0.96
Adj. Flow (vph) 188 27
RTOR Reduction (vph) 3 0
Lane Group Flow (vph) 212 0
Confl. Peds. (#/hr) 15
Confl. Bikes (#/hr) 4
Turn Type NA
Protected Phases 4
Permitted Phases
Actuated Green, G (s) 22.4
Effective Green, g (s) 22.4
Actuated g/C Ratio 0.14
Clearance Time (s) 4.7
Vehicle Extension (s) 0.2
Lane Grp Cap (vph) 261
v/s Ratio Prot c0.12
v/s Ratio Perm
v/c Ratio 0.81
Uniform Delay, d1 64.7
Progression Factor 1.00
Incremental Delay, d2 16.3
Delay (s) 81.0
Level of Service F
Approach Delay (s) 87.2
Approach LOS F
Intersection Summary
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Page 8
HCM Signalized Intersection Capacity Analysis
7: Alberto Way & State Route 9
05/15/2018
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 'Pi 4 1'
Traffic Volume (vph) 68 895 34 19 765 23 15 0 11 32 0 71
Future Volume (vph) 68 895 34 19 765 23 15 0 11 32 0 71
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.98 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 1.00 1.00 0.85 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.98
Satd. Flow (prot) 1770 3516 1770 3521 1770 1556 1644
Fit Permitted 0.95 1.00 0.95 1.00 0.70 1.00 0.92
Satd. Flow (perm) 1770 3516 1770 3521 1299 1556 1533
Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 74 973 37 21 832 25 16 0 12 35 0 77
RTOR Reduction (vph) 0 3 0 0 3 0 0 0 9 0 83 0
Lane Group Flow (vph) 74 1007 0 21 854 0 0 16 3 0 29 0
Confl. Peds. (#/hr) 4 4 4 4
Turn Type Prot NA Prot NA Perm NA Perm Perm NA
Protected Phases 7 4 3 8 2 6
Permitted Phases 2 2 6
Actuated Green, G (s) 11.0 43.8 2.2 35.0 20.5 20.5 20.5
Effective Green, g (s) 11.0 43.8 2.2 35.0 20.5 20.5 20.5
Actuated g/C Ratio 0.14 0.55 0.03 0.44 0.26 0.26 0.26
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 243 1925 48 1540 332 398 392
v/s Ratio Prot 0.04 c0.29 0.01 c0.24
v/s Ratio Perm 0.01 0.00 c0.02
v/c Ratio 0.30 0.52 0.44 0.55 0.05 0.01 0.07
Uniform Delay, d1 31.1 11.5 38.3 16.7 22.4 22.2 22.5
Progression Factor 1.00 1.00 1.18 0.54 1.00 1.00 1.00
Incremental Delay, d2 0.7 1.0 4.6 1.1 0.3 0.0 0.4
Delay (s) 31.8 12.5 49.9 10.0 22.7 22.2 22.9
Level of Service C B D B C C C
Approach Delay (s) 13.8 11.0 22.5 22.9
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 13.2 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 13.5
Intersection Capacity Utilization 67.1% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
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Page 9
HCM Signalized Intersection Capacity Analysis
8: Los Gatos Blvd & State Route 9 05/15/2018
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations vir t tic
Traffic Volume (vph) 578 374 317 398 337 477
Future Volume (vph) 578 374 317 398 337 477
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.96 1.00 1.00 1.00 0.95
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1770 1521 1770 1863 1863 1511
Fit Permitted 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1770 1521 1770 1863 1863 1511
Peak -hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99
Adj. Flow (vph) 584 378 320 402 340 482
RTOR Reduction (vph) 0 234 0 0 0 371
Lane Group Flow (vph) 584 144 320 402 340 111
Confl. Peds. (#/hr) 9 9
Confl. Bikes (#/hr) 4
Turn Type Prot Perm Prot NA NA Perm
Protected Phases 4 5 2 6
Permitted Phases 4 6
Actuated Green, G (s) 30.5 30.5 17.5 40.5 18.5 18.5
Effective Green, g (s) 30.5 30.5 17.5 40.5 18.5 18.5
Actuated g/C Ratio 0.38 0.38 0.22 0.51 0.23 0.23
Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 674 579 387 943 430 349
v/s Ratio Prot c0.33 c0.18 0.22 c0.18
v/s Ratio Perm 0.09 0.07
v/c Ratio 0.87 0.25 0.83 0.43 0.79 0.32
Uniform Delay, d1 22.9 16.9 29.8 12.4 28.9 25.5
Progression Factor 0.55 0.25 1.00 1.00 1.00 1.00
Incremental Delay, d2 12.8 0.9 13.5 1.4 13.8 2.4
Delay (s) 25.4 5.2 43.3 13.8 42.7 27.9
Level of Service C A D B D C
Approach Delay (s) 17.5 26.9 34.0
Approach LOS B C C
Intersection Summary
HCM 2000 Control Delay
25.6 HCM 2000 Level of Service
HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 13.5
Intersection Capacity Utilization 78.6% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
State Route 9 Corridor Study - Los Gatos 04/30/2018 PM Existing
W-Trans
Synchro 10 Report
Page 10
Appendix E
Synchro Measures of Effectiveness
State Route 9 Safety and Traffic Operations Analysis
August 2018
Detailed Measures of Effectiveness
06/18/2018
State Route 9
Direction EB WB All
Control Delay / Veh (s/v) 11 9 10
Queue Delay / Veh (s/v) 0 0 0
Total Delay / Veh (s/v) 11 9 10
Total Delay (hr) 22 31 52
Stops / Veh 0.22 0.20 0.21
Stops (#) 1610 2422 4032
Average Speed (mph) 18 18 18
Total Travel Time (hr) 44 64 108
Distance Traveled (mi) 779 1121 1901
Fuel Consumed (gal) 58 83 141
Fuel Economy (mpg) 13.5 13.4 13.5
CO Emissions (kg) 4.04 5.83 9.87
NOx Emissions (kg) 0.79 1.13 1.92
VOC Emissions (kg) 0.94 1.35 2.29
Unserved Vehicles (#) 0 0 0
Vehicles in dilemma zone (#) 69 89 158
Performance Index 26.1 37.2 63.3
Network Totals
Number of Intersections 10
Control Delay / Veh (s/v) 17
Queue Delay / Veh (s/v) 0
Total Delay / Veh (s/v) 17
Total Delay (hr) 117
Stops / Veh 0.26
Stops (#) 6598
Average Speed (mph) 13
Total Travel Time (hr) 197
Distance Traveled (mi) 2625
Fuel Consumed (gal) 228
Fuel Economy (mpg) 11.5
CO Emissions (kg) 15.95
NOx Emissions (kg) 3.10
VOC Emissions (kg) 3.70
Unserved Vehicles (#) 0
Vehicles in dilemma zone (#) 158
Performance Index 135.2
State Route 9 Corridor Study - Los Gatos 04/30/2018 AM Existing
W-Trans
Synchro 10 Report
Page 1
Detailed Measures of Effectiveness
06/19/2018
State Route 9
Direction EB WB All
Control Delay / Veh (s/v) 11 15 13
Queue Delay / Veh (s/v) 0 0 0
Total Delay / Veh (s/v) 12 15 14
Total Delay (hr) 24 49 73
Stops / Veh 0.25 0.31 0.29
Stops (#) 1806 3700 5506
Average Speed (mph) 17 14 15
Total Travel Time (hr) 46 82 128
Distance Traveled (mi) 781 1121 1902
Fuel Consumed (gal) 61 105 166
Fuel Economy (mpg) 12.9 10.7 11.5
CO Emissions (kg) 4.24 7.35 11.60
NOx Emissions (kg) 0.83 1.43 2.26
VOC Emissions (kg) 0.98 1.70 2.69
Unserved Vehicles (#) 0 0 0
Vehicles in dilemma zone (#) 105 147 252
Performance Index 28.5 59.4 87.9
Network Totals
Number of Intersections 10
Control Delay / Veh (s/v) 19
Queue Delay / Veh (s/v) 0
Total Delay / Veh (s/v) 20
Total Delay (hr) 137
Stops / Veh 0.31
Stops (#) 7897
Average Speed (mph) 13
Total Travel Time (hr) 229
Distance Traveled (mi) 2931
Fuel Consumed (gal) 265
Fuel Economy (mpg) 11.0
CO Emissions (kg) 18.55
NOx Emissions (kg) 3.61
VOC Emissions (kg) 4.30
Unserved Vehicles (#) 0
Vehicles in dilemma zone (#) 252
Performance Index 158.5
State Route 9 Corridor Study - Los Gatos 04/30/2018 AM - Hawk @ 120 Cycle
W-Trans
Synchro 10 Report
Page 1
Detailed Measures of Effectiveness
06/19/2018
State Route 9
Direction EB WB All
Control Delay / Veh (s/v) 11 14 13
Queue Delay / Veh (s/v) 0 3 2
Total Delay / Veh (s/v) 11 17 15
Total Delay (hr) 23 55 78
Stops / Veh 0.24 0.31 0.28
Stops (#) 1767 3656 5423
Average Speed (mph) 17 13 14
Total Travel Time (hr) 46 88 134
Distance Traveled (mi) 781 1121 1902
Fuel Consumed (gal) 60 109 169
Fuel Economy (mpg) 13.0 10.3 11.2
CO Emissions (kg) 4.21 7.64 11.85
NOx Emissions (kg) 0.82 1.49 2.30
VOC Emissions (kg) 0.98 1.77 2.75
Unserved Vehicles (#) 0 0 0
Vehicles in dilemma zone (#) 100 142 242
Performance Index 28.1 65.1 93.3
Network Totals
Number of Intersections 10
Control Delay / Veh (s/v) 19
Queue Delay / Veh (s/v) 1
Total Delay / Veh (s/v) 20
Total Delay (hr) 142
Stops / Veh 0.31
Stops (#) 7806
Average Speed (mph) 13
Total Travel Time (hr) 234
Distance Traveled (mi) 2931
Fuel Consumed (gal) 269
Fuel Economy (mpg) 10.9
CO Emissions (kg) 18.79
NOx Emissions (kg) 3.66
VOC Emissions (kg) 4.35
Unserved Vehicles (#) 0
Vehicles in dilemma zone (#) 242
Performance Index 163.8
State Route 9 Corridor Study - Los Gatos 04/30/2018 AM - HAWK @ 240
W-Trans
Synchro 10 Report
Page 1
Detailed Measures of Effectiveness
06/20/2018
State Route 9
Direction EB WB All
Control Delay / Veh (s/v) 12 16 15
Queue Delay / Veh (s/v) 0 5 3
Total Delay / Veh (s/v) 12 21 18
Total Delay (hr) 24 71 94
Stops / Veh 0.25 0.36 0.32
Stops (#) 1831 4329 6160
Average Speed (mph) 17 11 13
Total Travel Time (hr) 46 104 150
Distance Traveled (mi) 781 1121 1902
Fuel Consumed (gal) 61 125 186
Fuel Economy (mpg) 12.8 8.9 10.2
CO Emissions (kg) 4.27 8.76 13.02
NOx Emissions (kg) 0.83 1.70 2.53
VOC Emissions (kg) 0.99 2.03 3.02
Unserved Vehicles (#) 0 0 0
Vehicles in dilemma zone (#) 107 140 247
Performance Index 28.8 82.6 111.3
Network Totals
Number of Intersections 10
Control Delay / Veh (s/v) 21
Queue Delay / Veh (s/v) 3
Total Delay / Veh (s/v) 23
Total Delay (hr) 164
Stops / Veh 0.34
Stops (#) 8621
Average Speed (mph) 11
Total Travel Time (hr) 256
Distance Traveled (mi) 2931
Fuel Consumed (gal) 290
Fuel Economy (mpg) 10.1
CO Emissions (kg) 20.29
NOx Emissions (kg) 3.95
VOC Emissions (kg) 4.70
Unserved Vehicles (#) 0
Vehicles in dilemma zone (#) 247
Performance Index 187.8
State Route 9 Corridor Study - Los Gatos 04/30/2018 AM - Full Signal
W-Trans
Synchro 10 Report
Page 1
Detailed Measures of Effectiveness
06/20/2018
State Route 9
Direction EB WB All
Control Delay / Veh (s/v) 11 10 11
Queue Delay / Veh (s/v) 0 0 0
Total Delay / Veh (s/v) 11 10 11
Total Delay (hr) 23 34 57
Stops / Veh 0.24 0.24 0.24
Stops (#) 1730 2848 4578
Average Speed (mph) 17 17 17
Total Travel Time (hr) 46 68 113
Distance Traveled (mi) 781 1121 1902
Fuel Consumed (gal) 60 89 149
Fuel Economy (mpg) 13.1 12.5 12.7
CO Emissions (kg) 4.18 6.25 10.43
NOx Emissions (kg) 0.81 1.22 2.03
VOC Emissions (kg) 0.97 1.45 2.42
Unserved Vehicles (#) 0 0 0
Vehicles in dilemma zone (#) 87 126 213
Performance Index 27.9 42.2 70.1
Network Totals
Number of Intersections 10
Control Delay / Veh (s/v) 19
Queue Delay / Veh (s/v) 0
Total Delay / Veh (s/v) 19
Total Delay (hr) 130
Stops / Veh 0.29
Stops (#) 7227
Average Speed (mph) 13
Total Travel Time (hr) 223
Distance Traveled (mi) 2931
Fuel Consumed (gal) 256
Fuel Economy (mpg) 11.4
CO Emissions (kg) 17.92
NOx Emissions (kg) 3.49
VOC Emissions (kg) 4.15
Unserved Vehicles (#) 0
Vehicles in dilemma zone (#) 213
Performance Index 150.5
State Route 9 Corridor Study - Los Gatos 04/30/2018 AM Remove Slip Turn
W-Trans
Synchro 10 Report
Page 1
Detailed Measures of Effectiveness
06/21/2018
State Route 9
Direction EB WB All
Control Delay / Veh (s/v) 11 10 11
Queue Delay / Veh (s/v) 0 0 0
Total Delay / Veh (s/v) 11 10 11
Total Delay (hr) 41 19 60
Stops / Veh 0.29 0.24 0.27
Stops (#) 3897 1617 5514
Average Speed (mph) 17 17 17
Total Travel Time (hr) 82 39 121
Distance Traveled (mi) 1415 673 2089
Fuel Consumed (gal) 113 52 165
Fuel Economy (mpg) 12.5 13.0 12.6
CO Emissions (kg) 7.93 3.63 11.56
NOx Emissions (kg) 1.54 0.71 2.25
VOC Emissions (kg) 1.84 0.84 2.68
Unserved Vehicles (#) 0 0 0
Vehicles in dilemma zone (#) 121 57 178
Performance Index 51.7 23.9 75.6
Network Totals
Number of Intersections 10
Control Delay / Veh (s/v) 16
Queue Delay / Veh (s/v) 0
Total Delay / Veh (s/v) 16
Total Delay (hr) 114
Stops / Veh 0.32
Stops (#) 8086
Average Speed (mph) 14
Total Travel Time (hr) 198
Distance Traveled (mi) 2751
Fuel Consumed (gal) 243
Fuel Economy (mpg) 11.3
CO Emissions (kg) 16.96
NOx Emissions (kg) 3.30
VOC Emissions (kg) 3.93
Unserved Vehicles (#) 0
Vehicles in dilemma zone (#) 178
Performance Index 136.5
State Route 9 Corridor Study - Los Gatos 04/30/2018 PM Existing
W-Trans
Synchro 10 Report
Page 1
Detailed Measures of Effectiveness
06/21/2018
State Route 9
Direction EB WB All
Control Delay / Veh (s/v) 8 10 9
Queue Delay / Veh (s/v) 0 0 0
Total Delay / Veh (s/v) 8 10 9
Total Delay (hr) 32 21 53
Stops / Veh 0.22 0.43 0.29
Stops (#) 3216 3195 6411
Average Speed (mph) 20 16 18
Total Travel Time (hr) 73 42 115
Distance Traveled (mi) 1438 685 2122
Fuel Consumed (gal) 102 63 165
Fuel Economy (mpg) 14.0 10.9 12.9
CO Emissions (kg) 7.16 4.38 11.54
NOx Emissions (kg) 1.39 0.85 2.25
VOC Emissions (kg) 1.66 1.02 2.67
Unserved Vehicles (#) 0 0 0
Vehicles in dilemma zone (#) 122 60 182
Performance Index 40.6 30.4 70.9
Network Totals
Number of Intersections 11
Control Delay / Veh (s/v) 15
Queue Delay / Veh (s/v) 0
Total Delay / Veh (s/v) 15
Total Delay (hr) 116
Stops / Veh 0.34
Stops (#) 9157
Average Speed (mph) 14
Total Travel Time (hr) 201
Distance Traveled (mi) 2785
Fuel Consumed (gal) 249
Fuel Economy (mpg) 11.2
CO Emissions (kg) 17.43
NOx Emissions (kg) 3.39
VOC Emissions (kg) 4.04
Unserved Vehicles (#) 0
Vehicles in dilemma zone (#) 182
Performance Index 141.0
State Route 9 Corridor Study - Los Gatos 04/30/2018 PM - Hawk
W-Trans
Synchro 10 Report
Page 1
Detailed Measures of Effectiveness
06/28/2018
State Route 9
Direction EB WB All
Control Delay / Veh (s/v) 9 10 10
Queue Delay / Veh (s/v) 0 0 0
Total Delay / Veh (s/v) 9 10 10
Total Delay (hr) 35 19 54
Stops / Veh 0.26 0.19 0.23
Stops (#) 3403 1309 4712
Average Speed (mph) 21 17 20
Total Travel Time (hr) 91 39 129
Distance Traveled (mi) 1950 673 2624
Fuel Consumed (gal) 126 49 175
Fuel Economy (mpg) 15.5 13.6 15.0
CO Emissions (kg) 8.78 3.45 12.23
NOx Emissions (kg) 1.71 0.67 2.38
VOC Emissions (kg) 2.03 0.80 2.83
Unserved Vehicles (#) 0 0 0
Vehicles in dilemma zone (#) 160 49 209
Performance Index 44.2 22.4 66.6
Network Totals
Number of Intersections 10
Control Delay / Veh (s/v) 16
Queue Delay / Veh (s/v) 0
Total Delay / Veh (s/v) 16
Total Delay (hr) 110
Stops / Veh 0.29
Stops (#) 7349
Average Speed (mph) 16
Total Travel Time (hr) 210
Distance Traveled (mi) 3286
Fuel Consumed (gal) 255
Fuel Economy (mpg) 12.9
CO Emissions (kg) 17.80
NOx Emissions (kg) 3.46
VOC Emissions (kg) 4.13
Unserved Vehicles (#) 0
Vehicles in dilemma zone (#) 209
Performance Index 130.5
State Route 9 Corridor Study - Los Gatos 04/30/2018 PM - Full Signal
W-Trans
Synchro 10 Report
Page 1
Detailed Measures of Effectiveness
06/21/2018
State Route 9
Direction EB WB All
Control Delay / Veh (s/v) 9 10 10
Queue Delay / Veh (s/v) 0 0 0
Total Delay / Veh (s/v) 9 10 10
Total Delay (hr) 34 19 54
Stops / Veh 0.21 0.26 0.23
Stops (#) 2816 1737 4553
Average Speed (mph) 19 17 18
Total Travel Time (hr) 75 39 114
Distance Traveled (mi) 1415 673 2089
Fuel Consumed (gal) 100 53 153
Fuel Economy (mpg) 14.1 12.8 13.6
CO Emissions (kg) 7.02 3.68 10.70
NOx Emissions (kg) 1.37 0.72 2.08
VOC Emissions (kg) 1.63 0.85 2.48
Unserved Vehicles (#) 0 0 0
Vehicles in dilemma zone (#) 119 57 176
Performance Index 42.0 24.3 66.3
Network Totals
Number of Intersections 10
Control Delay / Veh (s/v) 16
Queue Delay / Veh (s/v) 0
Total Delay / Veh (s/v) 16
Total Delay (hr) 110
Stops / Veh 0.29
Stops (#) 7310
Average Speed (mph) 14
Total Travel Time (hr) 195
Distance Traveled (mi) 2751
Fuel Consumed (gal) 233
Fuel Economy (mpg) 11.8
CO Emissions (kg) 16.30
NOx Emissions (kg) 3.17
VOC Emissions (kg) 3.78
Unserved Vehicles (#) 0
Vehicles in dilemma zone (#) 176
Performance Index 130.6
State Route 9 Corridor Study - Los Gatos 04/30/2018 PM - Remove Right Turn Lane
W-Trans
Synchro 10 Report
Page 1
Appendix F
Signal Warrant Analysis
State Route 9 Safety and Traffic Operations Analysis
August 2018
Warrant 1: Eight -Hour Vehicular Volume Project Name: Highway 9 Corridor Study
State Route 9 & Massol Avenue
Los Gatos Intersection: 1
Scenario: AM Existing
Date of Count: Tuesday, January 30, 2018
Major Street Minor Street
Street Name: State Route 9 Massol Avenue
Direction: E-W N-S
Number of Lanes: 2 2
Approach Speed: 35 25
Community with population < 10,000? No
WARRANT MET?
No
Condition A — Minimum Vehicle Volume:
Condition B — Interruption of Continuous Traffic:
Combination of Conditions A & B:
Warrant Num. Hrs 8th Highest Hr
Met Met Major Minor
No 1 N/A N/A
No 2 N/A N/A
No
Table 4C-1 of MUTCD. Warrant 1, Eight -Hour Vehicular Volume
Condition A - Minimum Vehicular Volume
Number of lanes for moving
traffic on each approach
Vehicles per hour on major street (total of
both approaches)
Vehicles per hour on higher -volume minor -
street approach (one direction only)
Major Street Minor Street
100%a 80%b 70%` 56%d
100% 80%b 70%` 56%d
1 1
2 or more .. 1
2 or more 2 or more ..
1 2 or more ..
500 400 350 280
600 480 420 336
600 480 420 336
500 400 350 280
150 120 105 84
150 120 105 84
200 160 140 112
200 160 140 112
Condition B - Interruption of Continuous Traffic
Number of lanes for moving
traffic on each approach
Vehicles per hour on major street (total of
both approaches)
Vehicles per hour on higher -volume minor -
street approach (one direction only)
Major Street Minor Street
100%a 80%b 70%` 56%d
100% 80%b 70%c 56%d
1 1
2 or more.. 1
2 or more .. 2 or more ..
1 2 or more ..
750 600 525 420
900 720 630 504
900 720 630 504
750 600 525 420
75 60 53 42
75 60 53 42
100 80 70 56
100 80 70 56
a Basic minimum hourly volume.
b Used for combination of Conditions A and B after adequate trial of other remedial measures.
`May be used when the major -street speed exceeds 40 mph or in an isolated community with a population of less than 10,000.
d May be used for combination of Conditions A and B after adequate trial of other remedial measures when the major -street speed exceeds
40 mph or in an isolated community with a population of less than 10,000.
W Trans
8/8/2018 Signal Warrant Analysis
Warrant 2: Four -Hour Vehicular Volume Project Name: Highway 9 Corridor Study
State Route 9 & Massol Avenue
Los Gatos Intersection: 1
Scenario: AM Existing
Date of Count: 1/30/2018
Major Street Minor Street
Street Name: State Route 9 Massol Avenue
Direction: E-W N-S
Number of Lanes: 2 2
Approach Speed: 35 25
Community with population < 10,000? No
WARRANT MET?
500
400
0
d
W
a 300
>
>
0 200
W
W
vv, 100
cc
0
No
Hour
Both Approaches Highest Approach
Major Street Minor Street
1 2056 227
2 1380 107
3
4
Warrant 2, Four-HourVolumes
2 OR MORE LANES & 2 OR MORE LANES
20
R MORE LA
NES &1 LA
1 LANE&1
NE
LANE
300 400 500 600 700 800 900 1000 1100
MAJOR STREET —TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
1200
1300
1400
8/8/2018 Signal Warrant Analysis
Warrant 3: Peak -Hour Volumes and Delay
State Route 9 & Massol Avenue Project Name: Highway 9 Corridor Study
Los Gatos
Intersection: 1
Major Street Minor Street
Street Name State Route 9 Massol Avenue
Direction E-W N-S
Number of Lanes 2 2
Approach Speed 35 25
Population less than 10,000? No
Date of Count: Tuesday, January 30, 2018
Scenario: AM Existing
Warrant 3 Met?: Met when either Condition A or B is met
Condition A: Met when conditions Al, A2, and A3 are met
Condition A 1
The total delay experienced by traffic on one minor street approach (one direction only)
controlled by a STOP sign equals or exceeds four vehicle -hours for a one lane approach,
or five vehicle -hours for a two-lane approach
Minor Approach Delay: 3.27 vehicle -hours
Condition A2
The volume on the same minor street approach (one direction only) equals or exceeds
100 vph for one moving lane of traffic of 150 vph for two moving lanes
Minor Approach Volume: 227 vph
Condition A3
The total entering volume serviced during the hour equals or exceeds 800 vph for
intersections with four or more appraches or 650 vph for intersections with three
approaches
Total Entering Volume: 2283 vph
Condition B
The plotted point falls above the curve
MINOR STREET -HIGHER VOLUME
600
500
x
0- 400
x
w 300
0
a 200
100
0
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
MAJOR STREET —TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Warrant 3, Peak Hour
Yes
Not Met
Not Met
Met
Met
Met
y-Try
8/8/2018
Signal Warrant Analysis
Warrant 1: Eight -Hour Vehicular Volume Project Name: Highway 9 Corridor Study
State Route 9 & Massol Avenue
Los Gatos Intersection: 1
Scenario: PM Existing
Date of Count: Tuesday, January 30, 2018
Major Street Minor Street
Street Name: State Route 9 Massol Avenue
Direction: E-W N-S
Number of Lanes: 2 2
Approach Speed: 35 25
Community with population < 10,000? No
WARRANT MET?
No
Condition A — Minimum Vehicle Volume:
Condition B — Interruption of Continuous Traffic:
Combination of Conditions A & B:
Warrant Num. Hrs 8th Highest Hr
Met Met Major Minor
No 0 N/A N/A
No 2 N/A N/A
No
Table 4C-1 of MUTCD. Warrant 1, Eight -Hour Vehicular Volume
Condition A - Minimum Vehicular Volume
Number of lanes for moving
traffic on each approach
Vehicles per hour on major street (total of
both approaches)
Vehicles per hour on higher -volume minor -
street approach (one direction only)
Major Street Minor Street
100%a 80%b 70%` 56%d
100% 80%b 70%` 56%d
1 1
2 or more .. 1
2 or more 2 or more ..
1 2 or more ..
500 400 350 280
600 480 420 336
600 480 420 336
500 400 350 280
150 120 105 84
150 120 105 84
200 160 140 112
200 160 140 112
Condition B - Interruption of Continuous Traffic
Number of lanes for moving
traffic on each approach
Vehicles per hour on major street (total of
both approaches)
Vehicles per hour on higher -volume minor -
street approach (one direction only)
Major Street Minor Street
100%a 80%b 70%` 56%d
100% 80%b 70%c 56%d
1 1
2 or more.. 1
2 or more .. 2 or more ..
1 2 or more ..
750 600 525 420
900 720 630 504
900 720 630 504
750 600 525 420
75 60 53 42
75 60 53 42
100 80 70 56
100 80 70 56
a Basic minimum hourly volume.
b Used for combination of Conditions A and B after adequate trial of other remedial measures.
`May be used when the major -street speed exceeds 40 mph or in an isolated community with a population of less than 10,000.
d May be used for combination of Conditions A and B after adequate trial of other remedial measures when the major -street speed exceeds
40 mph or in an isolated community with a population of less than 10,000.
W Trans
8/8/2018 Signal Warrant Analysis
Warrant 2: Four -Hour Vehicular Volume Project Name: Highway 9 Corridor Study
State Route 9 & Massol Avenue
Los Gatos Intersection: 1
Scenario: PM Existing
Date of Count: 1/30/2018
Major Street Minor Street
Street Name: State Route 9 Massol Avenue
Direction: E-W N-S
Number of Lanes: 2 2
Approach Speed: 35 25
Community with population < 10,000? No
WARRANT MET?
500
400
0
d
W
a 300
>
>
0 200
W
W
vv, 100
cc
0
No
Hour
Both Approaches Highest Approach
Major Street Minor Street
1 1854 135
2 1341 118
3
4
Warrant 2, Four-HourVolumes
2 OR MORE LANES & 2 OR MORE LANES
20
R MORE LA
NES &1 LA
1 LANE&1
NE
LANE
300 400 500 600 700 800 900 1000 1100
MAJOR STREET —TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
1200
1300
1400
8/8/2018 Signal Warrant Analysis
Warrant 3: Peak -Hour Volumes and Delay
State Route 9 & Massol Avenue Project Name: Highway 9 Corridor Study
Los Gatos
Intersection: 1
Major Street Minor Street
Street Name State Route 9 Massol Avenue
Direction E-W N-S
Number of Lanes 2 2
Approach Speed 35 25
Population less than 10,000? No
Date of Count: Tuesday, January 30, 2018
Scenario: PM Existing
Warrant 3 Met?: Met when either Condition A or B is met
Condition A: Met when conditions Al, A2, and A3 are met
Condition A 1
The total delay experienced by traffic on one minor street approach (one direction only)
controlled by a STOP sign equals or exceeds four vehicle -hours for a one lane approach,
or five vehicle -hours for a two-lane approach
Minor Approach Delay: 1.93 vehicle -hours
Condition A2
The volume on the same minor street approach (one direction only) equals or exceeds
100 vph for one moving lane of traffic of 150 vph for two moving lanes
Minor Approach Volume: 143 vph
Condition A3
The total entering volume serviced during the hour equals or exceeds 800 vph for
intersections with four or more appraches or 650 vph for intersections with three
approaches
Total Entering Volume: 2043 vph
Condition B
The plotted point falls above the curve
MINOR STREET -HIGHER VOLUME
600
500
x
0- 400
x
w 300
0
a 200
100
0
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
MAJOR STREET —TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Warrant 3, Peak Hour
No
Not Met
Not Met
Not Met
Met
Not Met
y-Try
8/8/2018
Signal Warrant Analysis
Appendix G
NCHRP Pedestrian Crossing Treatment Worksheet
State Route 9 Safety and Traffic Operations Analysis
August 2018
TCRP Report 112 - NCHRP Report 562 - Pedestrian Crossing Treatment Worksheet
Worksheet 1: Peak -Hour, 35 MPH or Less
Analyst and Site Information
Analyst: Major Street: State Route 9
Analysis Date: Minor Street or Location: Massol Avenue
Data Collection Date: Peak Hour:
Step 1: Select worksheet (speed reflects posted or statutory speed limit or 85th percentile speed on the major street):
a) Worksheet 1 - 35 mph or less
b) Worksheet 2- exceeds 35 mph, communities with less than 10,000, or where major transit stop exists
Step 2: Does the crossing meet minimum pedestrian volumes to be considered for a TCD type of treatment?
2a Peak -hour pedestrian volume (ped/h), vp 2a 20
oIf 2a >_ 20 ped/h, then go to Step 3.
olf 2a < 20 ped/h, then consider median refuge islands, curb extensions, traffic calming, etc. as feasible.
Step 3: Does the crossing meet the pedestrian volume warrant for a traffic signal?
3a Major road volume, total of both approaches during peak hour (veh/h), V maj-s 3a 1896
3b <Minimum signal warrant volume for peak hour (use 3a for Vmaj-s), SC 3b 112.84
•SC = 0.00021 Vmaj-s' - 0.74072 Vmaj-s + 734.125)/0.75 OR
•[(0.00021 3a' - 0.74072 3a + 734.125)/0.75]
3c olf 3b< 133, then enter 133. If 3b z 133, then enter 3b. 3c 133
3d olf 15th percentile crossing speed of pedestrians is less than 3.5 ft/s (1.1 m/s), then
reduce 3c by up to 50 percent; otherwise enter 3c. 3d
olf 2a =' 3d, then the warrant has been met and a traffic signal should be considered if not within 300 ft of another traffic
signal. Otherwise, the warrant has not been met. Go to Step 4.
Step 4: Estimate pedestrian delay.
4a Pedestrian crossing distance, curb to curb (ft), L 4a
4b Pedestrian walking speed (ft.$), Sp 4b
4c Pedestrian start-up time and end clearance time (s), ts 4c
4d °Critical gap required for crossing pedestrian (s), tc= (USp) + ts OR [(4a/4b) + 4c)] 4d
4e Major road volume, total of both approaches or approach being crossed if median refuge
island is present during peak hour (veh.h), Vmaj-d
4f oMajor road flow rate (veh/s), v = Vmaj-d/3600 OR [4e/3600]
4g <Average pedestrian delay (s/person), dp = (e"t` - v tc - 1) / v OR [(e4f i4d-4f x 4d - 1) / 4f]
4h <Total pedestrian delay (h), Dp=(dp x Vp) / 3600 OR [(4g x 2a) / 3600]
(this is estimated delayfor all pedestrians crossing the major roadway without a crossing
treatment - assumes 05 compliance). This calculated value can be replaced with the actual total
pedestrian delay measured at the site.
4e
133
4f
4g
4h
32
3.5
7
16.14
1896
0.53
9331.59
51.84
Step 5: Select treatment based upon total pedestrian delay and expected motorist compliance.
5a Expected motorist compliance at pedestrian crossings in region, Comp = high or low
5a
HIGH
Total Pedestrian Delay
Dp (4h) and Comp (5a)
Treatment Category
(see Descriptions of Sample Treatments for examples)
Dp >21.3h (Comp = high or low) OR
5.3h<Dp<21.3 h and Comp = low
USE RED
1.3h < Dp < 21.3h and Comp = high or low) OR
5.3 < Dp < 21.3 h and Comp = high
DO NOT USE ACTIVE OR ENHANCED
Dp < 1.3 h (Comp = high or low)
DO NOT USE CROSSWALK
Pedestrian Volume (ped/hr)
800
700
600
500
400
300
200
100
0
Roadway Configuration:
50' Wide, <35 mph, Vped = 3.5 ft/s
0
300 600 900 1200 1500
Major Road Volume - Total of Approaches (veh/hr)
LEGEND
Study Intersection
gna
Enhanced -High Visibility/Active when Present
Enhanced -High Visibility/Active when Present (if high
compliance expected) OR Red (if low compliance
expected)
Striped Crosswalk
1800
2100
DESCRIPTIONS OF TREATMENT TYPE
• Midblock Signal
• Half Signal
• HAWK
ENHANCED -HIGH VISIBILITY/ACTIJ PRESdk
Active When Present
Enhanced/High Visibility
• In Roadway Warning Lights
• Passive/Pushbutton Flashing
Beacons
• Pedestrian Crossing Flags
• Rapid Rectangular Flashing
Beacons
• In -Street Crossing Signs
• High Visibility Signs/Markings
• Pedestrian Refuge Islands
• Raised Crosswalks
•Curb Extensions
• Advanced Signage
• Advanced Stop/Yield Lines
• Constant Flashing Yellow Beacons
Appendix H
Cost Estimations
State Route 9 Safety and Traffic Operations Analysis
August 2018
U
+
m
+
acr
O
LD
CO
O
M
$ 20,574
0
N
ri
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00
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$ 51,434
L0
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11)
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$ 38,576
m
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in -
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N
0
U
$ 88
$ 28
co
N
N
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$ 652
$ 3,260
O
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69
$ 70,800
Cr)
CO
CO-
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$ 9,221
co
LO
N
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c-
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$ 46,103
N
Ln
0
CO-
Ea
$ 11,526
$ 17,289
LD
N
N
M
N
t/1.
C - Hwy 9 green bike lane
Remove Bike Lane Pavement Markings
Remove Pavement Marking Arrows
Remove 4" White Stripe
Remove Yellow Striping
Install Yellow Striping
Install Green Bike Lane
Install 4" White Stripe
Paint Curb Red
Remove Channelized Right Turn
CO
+
a
$ 17,030
CO
Cr)
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01
i--I
Tr
t1
$ 56,765
CO
CO
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f�
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N
N
Et)-
$ 248,347
4,
LA
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U
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$ 50,000
0
0
0
N
Ea
$ 9,354
CO
M
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01
is:
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tn.
$ 31,180
0
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69
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Ea
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r-
r-
Ea
M
,- I
LD
M
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t/1•
B - Speed Reduction
Adv'd speed hump marking
100' of raised median
Speed advisory signs and/or beacons
Cost
$ 39,000
0
I-
69
0
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m
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t/1•
A - RRFB
Install RRFB
Paint traffic bar
Install No Pedestrian Sign
Repave Sidewalk on North side of Intersection
Safety Countermeasures
Implementation Costs
0
Ln
r
0
O
r
Construction Costs Total
0
O
cr
0
O
N
0
O
r
0
Ln
r
Total for Eng. & Con.
Traffic Control
Mobilization
Con. & Design Contingency
PE (Env. + PS&E)
ROW
Construction Engineering
CJ
+
m
+
Q
00
O
N
m
cr
$ 33,138
$ 414,220
CO
00
00
Ln
L
$ 82,844
$ 25,750
$ 62,133
$ 750,635
Costs
co
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CO
N
N
N
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$ 46,188
O�
0
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69-
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N
CO
r`
69-
$ 202,073
C - Hwy 9 green bike lane
Remove Bike Lane Pavement Markings
Remove Pavement Marking Arrows
Remove 4" White Striping
Remove Yellow Striping
Install Yellow Striping
Install Green Bike Lane
Install 4" White Striping
Paint Curb Red
Remove Channelized Right Turn
Paint Traffic Bar
O
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E
O
V
U
w
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O
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N
LE
0
A+B
$ 35,850
$ 23,900
$ 298,750
O
O
LO
O
69
$ 59,750
$ 25,750
$ 44,813
$ 548,563
Costs
O
0 0
_
N
EA
$12,000
$ 4,950
$ 3,300
0
ill
N
ei
Cr
VT
$ 16,500
$ 8,250
ER
CO
00
CO
ER
$ 72,188
B - Speed Reduction
100' of raised median
Speed Advisory Signs and/or beacons
Traffic Control
Mobilization
Costs
$180, 000
$14, 000
0
O
O_
ER
$11, 000
$ 30,900
$ 20,600
$ 257,500
$ 103,000
$ 51,500
$ 25,750
Lio
CO
W
CO
EA
$ 476,375
A - HAWK
r6
C
0.0
• N
rz
C
Sidewalk Ramps
Install No Pedestrian Sign
Repave Sidewalk on N. side of Intersection
Safety Countermeasures
Implementation Costs
0
LO
0
O
,—
Construction Cost Total
0
O
'Cr
0
O
N
0
O
r-
0
LO
0
+�
6
0
0
U
w
ro
1
Mobilization
Con. & Design Contigency
PE (Env. + PS&E)
ROW
Construction Engineering
Total for Eng. & Con.
V
+
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+
Q
Lo
Cr)
Ql
LO
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o0
l0
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oo
M
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t
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LO
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N
N
CO-
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t/ -
$87,446
Li,
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00
N
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0
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CO
N
64
CO
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$652
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0)
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69
O
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$13,831
r
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64
00
111
N
LA.
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ri
i/1•
CO
O
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CO-
d-
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N
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0
M
N
64
CO
N
LCD
r
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$17,289
ID
N
N
M
i--I
N
i/1•
C - Pedestrian & Bike Improvements
Remove Bike Lane Pavement Markings
Remove Pavement Marking Arrows
Remove 4" White Striping
Remove Yellow Striping
Install Yellow Striping
Install Green Bike Lane
Install 4" White Striping
Paint Curb Red
Remove Channelized Right Turn
CO
Q
(0
N
r
CO-
64
ti
r
7r
N
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m
ri
N
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CO
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Eft
$93,543
$46,771
1`
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O
64
00
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16
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N-
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co
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ER
n
m
M
%- 1
i/1.
B - Speed Reduction
100' of raised median
Speed Advisory Signs and/or Beacons
++
N
�
U
000`00E$
O
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r
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O
O
O
Ea
O
O
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$46,826
$31,217
m
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m
in-
$156,085
$78,043
r
N
O
05
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N
CO
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CO-
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m
01
00
r-I
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i/1•
A -Traffic Signal
co
c
to
i/)
ro
+-,
C
Paint Traffic Bar
Install No Pedestrian Crossing Signs
Repave Sidewalk on North Side of Intersection
Safety Countermeasures
Implementation Costs
0
Lf)
r
0
O
r
Construction Total
0
O
0
O
N
0
O
r
0
Lf)
r
Total for Eng. & Con.
Traffic Control
Mobilization
Con. & Design Contigency
PE (Env. + PS&E)
ROW?
Construction & Engineering
Massol Avenue Intersection
m
Q
N
0
CJ
a
x
m
Remove Channelized Right Turns
O
O
H
O
U EA-
O CO
N N
O O
CO LC)
T
T O
69- EA
O Ln
LC) N—
a) CO
N
EA- EA-
0 O
d- O
LC) O
O
Ef3 EA
O
N
Ef}
A - Non HSIP
Remove Bike Lane Pavement Markings
Remove 4" White
Install Green Bike Lane
Install Yield Line
Install Continental Crosswalk
Install Traffic Bar
Paint Traffic Bar
CO 'Cr
CO
CO L0
Lf) CO -
CO d-
Ef3 EA
m
01
Lt
Lf)
O
O
O
O cp
N O
CO LC)
Ln M
Ef3 EA-
01
01
Safety Countermeasures
Implementation Costs
0 0
if O
Traffic Control
Mobilization
Construction Costs Total
O O
CO N
O N
O
O CO
E/ EA
O
N
CO
69- EA-
00
01
r-I
CO
O
O
O
Ln
ti
EA- Eft
O
O
O
O
Lfl
111
O O
CO N
O N-
CO- O
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O
N
O
co
01
r-I
f\
to
0 0
O LC)
N T
0 0
O LC)
0
cc
Construction Engineering
Total for Eng. & Con.
Avenue Intersection
0
f0
2
m o 0
rn o
t— N
O
U EA- EA- CA 69- Ea
A - Non HSIP
v
E
v
fB
J
iV
CU
>
0
E
a)
cc
Remove Pavement Mar
Remove 4" White
nstall 4" Whit
N I- N CO O
r-i M N O
ri N
Safety Countermeasures
Implementation Costs
tion Costs Total
i
tn
++
0
co
N
CD
LC)
Con. & Design Contingency
0
CIO
Construction Engineeri
Total for Eng. & Con.
Avenue Intersection
0
f0
2
0 0
0 0
0 0
Y
H
0
U ff} Et?
A - Non HSIP
c
eu
-o
co
t
ro
v)
Ln
Ln
4J
Ln
c
v
ra
0
L
E
0
0
Safety Countermeasures
Implementation Costs
tion Costs Total
i
4-,
0
0 0 0 0
0 0 0 0
CO 0 CO
0
0
0
(.o
0
N
LC)
Con. & Design Contingency
w
N
d
c
w
w
a
0
cc
dA
Construction Engineeri
Total for Eng. & Con.
Avenue Intersection
0
f0
2
0 0 0
0 0 0
Ln 0
LO-
N C)
0
U Ea 69
A - Non HSIP
E
co
U
co
c
v
hA
L
E
H
o1.0
o LO o N- o
u1 0 CO CO d- O
l0 N LC) Lf
M t0
i/f Ef? 69 69- E9- 1/1-
Safety Countermeasures
Implementation Costs
tion Costs Total
4-,
i
C
0
O
N
LC)
Con. & Design Contingency
w
N
d
0
dA
Construction Engineeri
Total for Eng. & Con.
Massol Avenue Intersection
CO
Q
(71
x
m
Remove Channelized Right Turns
o O
O O
O O
H
0
U Ef}
O
A - Non HSIP
Install Yield Line southbound
c
bA
V)
0
U6_
4-0
c
Install Yield Sign
Install Yield Line Eastbound
Safety Countermeasures
Implementation Costs
Construction Costs Total
N '
N
1`
O O
N
1
CO
Efi
CO
00
CV -
LC)
Ef-
t0
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Lfl
L0
0
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CO
69
O
LC)
N
LC)
Eft
0
0
Lf1
l0
i/i
N
N
N
N
Ef3
CO
M
EA-
0 0
La O
N
O
LC)
U
4)
bA
O ^�
O w
C OZS
bA Ln
'( 0
Q) +
0
o 2S c
W
O w
U 0
0
cc
Construction Engineering
Total for Eng. & Con.
Appendix I
SIMTRAFFIC Corridor Functionality Analysis
State Route 9 Safety and Traffic Operations Analysis
August 2018
Arterial Level of Service
AM Existing 05/11/2018
Arterial Level of Service: EB State Route 9
Cross Street
Delay Travel Dist Arterial Run 11 Run 11
Node (s/veh) time (s) (mi) Speed Speed Delay
Montgomery Street 1 1.6 14.4 0.1 34 36 1.1
Massol Avenue 2 0.6 2.4 0.0 29 30 0.5
San Benito Avenue 3 0.3 2.7 0.0 29 29 0.3
Tait Avenue 4 0.7 4.8 0.0 25 24 0.9
Santa Cruz Avenuea 5 17.6 28.2 0.1 14 14 18.3
University Avenue 6 22.0 30.6 0.1 10 11 21.8
SB SR 17 Ramps 101 6.6 25.5 0.2 27 27 6.6
NB SR 17 Ramps 102 1.7 18.4 0.2 35 36 1.5
Alberto Way 7 7.1 13.3 0.1 17 17 7.4
Los Gatos Blvd 8 24.3 41.9 0.2 14 14 23.1
Total 82.4 182.2 1.0 20 20 81.4
Arterial Level of Service: EB State Route 9
Run 12 Run 12 Run 13 Run 13 Run 14 Run 14 Run 16
Cross Street Speed Delay Speed Delay Speed Delay Speed
Montgomery Street 36 1.0 35 1.2 36 1.2 35
Massol Avenue 29 0.6 30 0.5 30 0.5 30
San Benito Avenue 29 0.3 30 0.2 30 0.2 30
Tait Avenue 25 0.6 25 0.6 25 0.7 25
Santa Cruz Avenuea 15 15.2 13 19.2 14 18.1 15
University Avenue 10 23.7 10 22.1 11 20.3 10
SB SR 17 Ramps 27 6.4 27 6.4 28 5.5 26
NB SR 17 Ramps 35 1.6 34 1.8 36 1.3 34
Alberto Way 17 6.8 17 7.0 18 6.7 18
Los Gatos Blvd 14 22.7 12 29.0 13 26.6 13
Total 20 78.9 19 88.1 20 81.2 20
Arterial Level of Service: EB State Route 9
Run 16 Run 17 Run 17 Run 18 Run 18 Run 20 Run 20
Cross Street Delay Speed Delay Speed Delay Speed Delay
Montgomery Street 1.2 34 1.6 36 1.1 35 1.3
Massol Avenue
San Benito Avenue
Tait Avenue
Santa Cruz Avenuea
University Avenue
SB SR 17 Ramps
NB SR 17 Ramps
Alberto Way
Los Gatos Blvd
Total
0.5 29 0.6 30 0.5 25 1.0
0.2 29 0.3 29 0.3 29 0.3
0.6 25 0.6 24 0.7 25 0.7
15.6 13 19.0 14 17.7 15 15.0
23.6 9 25.8 11 22.0 11 20.9
7.4 27 6.8 27 6.6 28 6.2
1.9 34 1.8 35 1.9 34 1.9
6.4 17 7.0 17 7.1 16 7.8
25.6 15 21.6 15 20.8 14 24.8
83.1 20 85.1 20 78.8 20 79.9
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 7
Arterial Level of Service
AM Existing 05/11/2018
Arterial Level of Service: WB State Route 9
Delay Travel Dist Arterial Run 11 Run 11
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Alberto Way 7 23.7 41.2 0.2 14 14 24.8
NB SR 17 Ramps 102 2.4 8.5 0.1 27 27 2.4
SB SR 17 Ramps 101 2.8 19.4 0.2 33 33 2.6
Univerity Avenue 6 24.7 43.1 0.2 16 16 25.7
Santa Cruz Avenue 5 12.3 21.2 0.1 15 16 11.6
Monterey Avenue 4 33.1 43.8 0.1 9 9 32.5
San Benito Avenue 3 4.8 10.1 0.0 12 12 4.6
Massol Avenue 2 1.3 3.8 0.0 21 21 1.1
Montgomery Street 1 0.6 2.5 0.0 28 29 0.5
Total 105.7 193.7 0.9 16 16 105.7
Arterial Level of Service: WB State Route 9
Run 12 Run 12 Run 13 Run 13 Run 14 Run 14 Run 16
Cross Street Speed Delay Speed Delay Speed Delay Speed
Alberto Way 14 24.5 14 24.1 14 23.8 14
NB SR 17 Ramps 26 2.6 27 2.4
SB SR 17 Ramps 32 3.1 34 2.1
Univerity Avenue 15 27.5 16 26.1
Santa Cruz Avenue 15 11.8 16 10.9
Monterey Avenue 9 34.3 10 28.8
San Benito Avenue 12 4.8 12 4.6
Massol Avenue 21 1.3 21 1.1
Montgomery Street 28 0.6 29 0.5
Total 16 110.5 17 100.7
Arterial Level of Service: WB State Route 9
27 2.3 26
i 34 2.5 33
16 25.8 18
16 11.4 13
9 30.9 9
12 4.5 12
22 1.0 21
29 0.5 28
16 102.7 16
Run 16 Run 17 Run 17 Run 18 Run 18 Run 20 Run 20
Cross Street Delay Speed Delay Speed Delay Speed Delay
Alberto Way 24.9 14 22.4 14 22.2 13 25.4
NB SR 17 Ramps 2.5 27 2.2 27 2.3 26 2.6
SB SR 17 Ramps 2.8 33 2.7 33 2.8 33 2.8
Univerity Avenue 20.0 17 23.6 16 23.7 17 23.4
Santa Cruz Avenue 15.3 15 13.0 15 12.8 15 12.7
Monterey Avenue 35.1 9 31.5 9 35.4 9 32.9
San Benito Avenue 4.8 12 4.6 12 4.8 11 5.4
Massol Avenue 1.3 21 1.1 21 1.2 18 1.8
Montgomery Street 0.6 29 0.5 28 0.6 26 0.8
Total 107.2 16 101.5 16 105.9 16 107.8
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 9
Arterial Level of Service
PM Existing 06/21/2018
Arterial Level of Service: EB State Route 9
Delay Travel Dist Arterial Run 32 Run 32
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Montgomery Street 1 6.3 22.1 0.1 25 26 5.2
Massol Avenue 2 1.5 3.5 0.0 20 20 1.6
San Benito Avenue 3 0.9 3.5 0.0 23 22 1.0
Tait Avenue 4 1.0 5.2 0.0 23 22 1.1
Santa Cruz Avenuea 5 45.3 56.5 0.1 7 6 51.1
University Avenue 6 35.4 44.5 0.1 7 7 38.7
SB SR 17 Ramps 101 18.2 38.0 0.2 18 17 20.2
NB SR 17 Ramps 102 6.5 24.1 0.2 27 27 6.1
Alberto Way 7 9.5 16.2 0.1 14 13 10.2
I nc (;atnc RIvr1 R 7Q d d7 d n 7 17 1d 7d R
Total
154.2 261.1 1.0 14 14 159.8
Arterial Level of Service: EB State Route 9
Cross Street
Run 34 Run 34 Run 35 Run 35 Run 36 Run 36 Run 38
Speed Delay Speed Delay Speed Delay Speed
Montgomery Street 26 5.0
Massol Avenue 21 1.3
San Benito Avenue 24 0.7
Tait Avenue 24 0.8
Santa Cruz Avenuea 8 36.1
University Avenue 9 25.6
SB SR 17 Ramps 19 16.5
NB SR 17 Ramps 27 5.8
Alberto Way 14 9.1
Los Gatos Blvd 11 32.7
Total 15 133.7
Arterial Level of Service: EB State Route 9
27
21
23
23
7
7
18
26
14
13
14
5.0
1.4
0.8
1.0
46.1
38.8
18.6
7.3
9.8
24.9
153.7
22 8.9 27
19 1.7 21
22 1.0 23
23 1.0 22
7 47.9 7
7 39.2 7
17 21.1 19
25 8.2 28
14 9.0 15
11 34.3 13
13 172.5 14
Run 38 Run 41 Run 41 Run 42 Run 42 Run 43 Run 43
Cross Street Delay Speed Delay Speed Delay Speed Delay
Montgomery Street 4.9 24 6.5 27 4.6 19 11.7
Massol Avenue
San Benito Avenue
Tait Avenue
Santa Cruz Avenuea
University Avenue
SB SR 17 Ramps
NB SR 17 Ramps
Alberto Way
I (IC (;atnc RIvr1
1.4 20 1.6 22 1.3 16 2.4
0.8 23 0.9 24 0.7 21 1.2
1.1 24 0.8 24 0.8 21 1.5
47.0 8 36.6 6 50.3 7 43.9
37.0 8 32.8 6 41.7 8 31.4
17.2 18 19.0 18 18.2 19 16.2
5.6 26 7.4 27 6.0 27 5.8
8.4 14 10.0 14 9.6 13 10.4
Q 17 7R7 17 '11A 17 7Q7
Total
149.3 15 143.8 13 164.8 14 154.2
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 6
Arterial Level of Service
PM Existing 06/21/2018
Arterial Level of Service: WB State Route 9
Delay Travel Dist Arterial Run 32 Run 32
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Alberto Way 7 23.9 42.1 0.2 14 14 23.9
NB SR 17 Ramps 102 1.5 7.9 0.1 29 28 1.6
SB SR 17 Ramps 101 1.6 19.3 0.2 33 33 1.9
Univerity Avenue 6 20.3 39.8 0.2 17 18 19.5
Santa Cruz Avenue 5 24.7 33.9 0.1 9 9 25.6
Monterey Avenue 4 12.3 23.5 0.1 17 29 2.9
San Benito Avenue 3 8.7 14.7 0.0 8 9 7.2
Massol Avenue 2 1.8 4.5 0.0 17 17 2.0
Montgomery Street 1 0.5 2.5 0.0 28 27 0.5
Total 95.3 188.3 0.9 17 18 85.2
Arterial Level of Service: WB State Route 9
Run 34 Run 34 Run 35 Run 35 Run 36 Run 36 Run 38
Cross Street Speed Delay Speed Delay Speed Delay Speed
Alberto Way 14 22.7 13 26.1 14 22.2 14
NB SR 17 Ramps 29 1.5 28 1.6 29 1.4 29
SB SR 17 Ramps 33 1.4 33 1.6 33 1.9 34
Univerity Avenue 17 21.4 18 18.3 17 20.4 18
Santa Cruz Avenue 11 20.6 9 24.7 10 22.6 10
Monterey Avenue 23 6.7 11 23.8 14 17.9 20
San Benito Avenue 9 7.6 6 15.0 7 10.4 8
Massol Avenue 18 1.7 15 2.6 16 2.2 16
Montgomery Street 28 0.5 25 0.7 27 0.5 27
Total 18 84.0 15 114.5 16 99.5 17
Arterial Level of Service: WB State Route 9
Run 38 Run 41 Run 41 Run 42 Run 42 Run 43 Run 43
Cross Street Delay Speed Delay Speed Delay Speed Delay
Alberto Way 22.5 13 25.1 13 25.3 14 23.7
NB SR 17 Ramps 1.4 28 1.6 29 1.5 29 1.5
SB SR 17 Ramps 1.3 32 2.1 34 1.4 33 1.9
Univerity Avenue 19.7 16 25.1 18 19.9 18 19.1
Santa Cruz Avenue 24.0 10 24.1 10 21.4 9 28.5
Monterey Avenue 9.1 29 2.8 31 2.2 13 20.2
San Benito Avenue 9.3 13 3.8 13 3.9 6 15.1
Massol Avenue 2.2 19 1.4 20 1.2 16 2.1
Montgomery Street 0.6 28 0.5 29 0.4 28 0.4
Total 90.0 17 86.6 18 77.2 15 112.7
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 8
Arterial Level of Service
AM Remove Slip Turn 06/20/2018
Arterial Level of Service: EB State Route 9
Cross Street
Delay Travel Dist Arterial Run 54 Run 54
Node (s/veh) time (s) (mi) Speed Speed Delay
Montgomery Street 1 1.7 14.6 0.1 34 34 1.6
Massol Avenue 2 0.9 2.6 0.0 26 26 0.8
San Benito Avenue 3 0.4 2.8 0.0 28 28 0.4
Tait Avenue 4 0.2 4.6 0.0 26 26 0.2
Santa Cruz Avenuea 5 15.8 26.3 0.1 15 14 18.3
University Avenue 6 21.9 30.5 0.1 11 9 25.2
SB SR 17 Ramps 101 6.6 25.5 0.2 27 27 6.4
NB SR 17 Ramps 102 1.7 18.4 0.2 35 35 1.5
Alberto Way 7 10.5 16.6 0.1 14 15 9.4
Los Gatos Blvd 8 33.4 50.8 0.2 11 12 31.5
Total 93.2 192.7 1.0 19 18 95.5
Arterial Level of Service: EB State Route 9
Run 55 Run 55 Run 57 Run 57 Run 58 Run 58 Run 59
Cross Street
Speed Delay Speed Delay Speed Delay Speed
Montgomery Street 34 2.0 34 1.7
Massol Avenue 26 0.8 26 0.9
San Benito Avenue 28 0.4 28 0.4
Tait Avenue 26 0.3 26 0.2
Santa Cruz Avenuea 15 15.8 15 14.8
University Avenue 11 19.8 11 21.9
SB SR 17 Ramps 27 6.6 27 6.7
NB SR 17 Ramps 35 1.8 35 1.7
Alberto Way 14 9.8 13 11.0
Los Gatos Blvd 11 34.5 11 35.4
Total 19 91.8 19 94.7
Arterial Level of Service: EB State Route 9
34 1.6 33
26 0.9 24
28 0.4 27
26 0.2 26
15 15.3 14
12 19.3 11
27 6.8 28
35 1.7 35
13 11.0 14
12 31.9 11
19 89.1 19
Cross Street
Run 59 Run 60 Run 60 Run 61 Run 61 Run 62 Run 62
Delay Speed Delay Speed Delay Speed Delay
Montgomery Street
Massol Avenue
San Benito Avenue
Tait Avenue
Santa Cruz Avenuea
University Avenue
SB SR 17 Ramps
NB SR 17 Ramps
Alberto Way
Los Gatos Blvd
Total
2.0 34 2.0 33 2.2 35 1.2
1.1 25 1.0 26 0.8 27 0.7
0.5 27 0.5 28 0.4 28 0.4
0.3 26 0.2 26 0.2 26 0.2
16.6 16 14.0 15 15.5 15 16.2
21.2 10 23.0 10 23.6 10 22.6
6.1 27 7.3 29 5.5 26 7.4
1.7 34 2.0 36 1.6 35 1.8
10.4 13 11.1 15 9.5 13 10.7
33.0 11 37.2 12 31.7 11 33.0
92.7 18 98.4 19 91.0 19 94.3
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 7
Arterial Level of Service
AM Remove Slip Turn 06/20/2018
Arterial Level of Service: WB State Route 9
Delay Travel Dist Arterial Run 54 Run 54
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Alberto Way 7 30.2 47.7 0.2 12 12 31.5
NB SR 17 Ramps 102 3.3 9.4 0.1 24 24 3.3
SB SR 17 Ramps 101 2.8 19.5 0.2 33 33 2.4
Univerity Avenue 6 24.7 43.1 0.2 16 17 22.2
Santa Cruz Avenue
5 17.6 26.5 0.1 12 12 17.3
Monterey Avenue 4 30.9 41.6 0.1 9 10 30.7
San Benito Avenue 3 5.8 11.1 0.0 11 11 5.8
Massol Avenue 2 1.7 4.0 0.0 20 20 1.6
Montgomery Street 1 0.8 2.9 0.0 23 23 0.8
Total 117.8 205.8 0.9 15 15 115.5
Arterial Level of Service: WB State Route 9
Run 55 Run 55 Run 57 Run 57 Run 58 Run 58 Run 59
Cross Street Speed Delay Speed Delay Speed Delay Speed
Alberto Way 13 26.8 12 31.7 12 32.1 13
NB SR 17 Ramps 24 3.3 24 3.4 24 3.4 25
SB SR 17 Ramps 33 2.5 33 3.0 1 33 2.9 32
Univerity Avenue 17 23.0 16 24.2 17 21.3 17
Santa Cruz Avenue
13 16.1 12 16.8 12 16.8 14
Monterey Avenue 9 33.1 10 28.2 10 30.0 10
San Benito Avenue 10 6.1 11 5.6 11 5.4 10
Massol Avenue 20 1.7 20 1.6 20 1.6 18
Montgomery Street 23 0.8 23 0.8 22 0.9 23
Total 15 113.3 15 115.6 15 114.4 16
Arterial Level of Service: WB State Route 9
Run 59 Run 60 Run 60 Run 61 Run 61 Run 62 Run 62
Cross Street Delay Speed Delay Speed Delay Speed Delay
Alberto Way 26.1 13 26.8 12 30.0 12 30.9
NB SR 17 Ramps 3.2 25 3.1 24 3.2 25 3.1
SB SR 17 Ramps 3.3 33 2.5 33 2.8 32 3.0
Univerity Avenue 23.3 16 26.4 14 30.4 15 27.2
Santa Cruz Avenue
14.5 13 14.9 8 31.2 13 16.5
Monterey Avenue 27.1 10 28.7 8 37.2 9 34.3
San Benito Avenue 6.1 10 6.7 11 5.6 11 5.9
Massol Avenue 2.1 17 2.3 21 1.5 20 1.7
Montgomery Street 0.9 21 1.0 23 0.8 22 0.9
Total 106.6 16 112.5 14 142.8 15 123.5
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 9
Arterial Level of Service
PM - Remove Right Turn Lane 06/21/2018
Arterial Level of Service: EB State Route 9
Delay Travel Dist Arterial Run 17 Run 17
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Montgomery Street 1 6.9 25.6 0.1 24 28 4.0
Massol Avenue 2 1.8 3.7 0.0 19 22 1.2
San Benito Avenue 3 1.0 3.5 0.0 22 24 0.7
Tait Avenue 4 0.9 5.2 0.0 23 25 0.4
Santa Cruz Avenuea 5 43.3 54.4 0.1 7 9 33.1
University Avenue 6 32.0 41.0 0.1 8 10 22.9
SB SR 17 Ramps 101 18.3 38.0 0.2 18 19 16.0
NB SR 17 Ramps 102 6.7 24.2 0.2 26 27 6.2
Alberto Way 7 9.7 16.4 0.1 14 14 9.9
Los Gatos Blvd 8 29.4 47.5 0.2 12 11 33.0
Total 149.9 259.6 1.0 14 16 127.6
Arterial Level of Service: EB State Route 9
Cross Street
Run 19 Run 19 Run 20 Run 20 Run 21 Run 21 Run 22
Speed Delay Speed Delay Speed Delay Speed
Montgomery Street 25 6.1
Massol Avenue 19 1.7
San Benito Avenue 23 0.9
Tait Avenue 25 0.5
Santa Cruz Avenuea 8 35.3
University Avenue 8 29.9
SB SR 17 Ramps 19 17.8
NB SR 17 Ramps 27 6.3
Alberto Way 14 9.1
Los Gatos Blvd 12 29.5
Total 15 137.1
Arterial Level of Service: EB State Route 9
26
20
23
25
8
8
19
27
13
11
15
5.8
1.5
0.8
0.5
38.9
31.1
17.1
6.3
10.4
32.4
144.8
25 5.9 24
19 1.7 18
22 0.9 19
25 0.5 17
7 45.9 5
7 37.9 6
17 21.5 18
25 8.1 27
13 10.6 14
12 28.2 13
14 161.2 13
Run 22 Run 23 Run 23 Run 24 Run 24 Run 25 Run 25
Cross Street Delay Speed Delay Speed Delay Speed Delay
Montgomery Street 7.0 28 3.8 25 5.9 27 4.5
Massol Avenue 2.0 21 1.5 21 1.4 21 1.4
San Benito Avenue 1.5 24 0.7 23 0.8 23 0.8
Tait Avenue 2.5 25 0.4 25 0.5 25 0.4
Santa Cruz Avenuea JIM 65.0 9 34.8 8 37.5 8 36.1
University Avenue 40.6 10 24.8 8 32.8 9 28.2
SB SR 17 Ramps 18.4 18 18.6 18 19.1 18 17.8
NB SR 17 Ramps 6.4 27 6.6 26 6.9 26 7.3
Alberto Way 9.4 15 9.0 14 10.1 14 9.5
Los Gatos Blvd 27.1 12 28.2 11 34.6 13 27.6
Total 179.9 16 128.3 14 149.7 15 133.7
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 6
Arterial Level of Service
PM - Remove Right Turn Lane 06/21/2018
Arterial Level of Service: WB State Route 9
Delay Travel Dist Arterial Run 17 Run 17
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Alberto Way 7 22.5 40.8 0.2 14 15 21.4
NB SR 17 Ramps 102 1.5 8.0 0.1 29 29 1.4
SB SR 17 Ramps 101 1.6 19.3 0.2 33 34 1.3
Univerity Avenue 6 22.0 41.5 0.2 17 18 19.0
Santa Cruz Avenue 5 26.7 35.8 0.1 9 10 21.5
Monterey Avenue 4 20.3 33.7 0.1 13 10 29.6
San Benito Avenue 3 12.0 18.3 0.0 7 7 12.8
Massol Avenue 2 2.6 5.1 0.0 16 17 2.1
Montgomery Street 1 0.6 2.9 0.0 24 25 0.5
Total 109.8 205.2 0.9 15 16 109.5
Arterial Level of Service: WB State Route 9
Run 19 Run 19 Run 20 Run 20 Run 21 Run 21 Run 22
Cross Street Speed Delay Speed Delay Speed Delay Speed
Alberto Way 15 20.7 15 21.5 14 22.5 15
NB SR 17 Ramps 29 1.4 29 1.3 28 1.7 29
SB SR 17 Ramps 33 1.9 34 1.2 33 1.9 33
Univerity Avenue 17 21.8 17 22.2 14 28.7 16
Santa Cruz Avenue 10 21.5 10 23.4 9 25.0 10
Monterey Avenue 24 5.9 14 18.0 10 27.7 9
San Benito Avenue 8 10.2 7 12.2 5 16.1 5
Massol Avenue 14 3.0 17 2.3 14 3.3 15
Montgomery Street 24 0.6 25 0.5 22 0.8 23
Total 17 87.1 16 102.6 14 127.6 14
Arterial Level of Service: WB State Route 9
Run 22 Run 23 Run 23 Run 24 Run 24 Run 25 Run 25
Cross Street Delay Speed Delay Speed Delay Speed Delay
Alberto Way 21.4 14 24.1 14 24.3 13 25.4
NB SR 17 Ramps 1.3 28 1.5 28 1.7 28 1.8
SB SR 17 Ramps 1.6 33 1.7 33 1.7 33 1.6
Univerity Avenue 23.2 17 20.3 18 18.0 18 19.7
Santa Cruz Avenue 21.6 10 21.9 9 26.4 9 25.3
Monterey Avenue 35.4 31 2.1 22 7.4 30 2.7
San Benito Avenue 18.6 13 4.0 9 7.4 12 4.2
Massol Avenue 3.0 22 1.2 19 1.6 19 1.6
Montgomery Street 0.8 26 0.4 25 0.5 25 0.5
Total 126.9 18 77.2 17 89.1 18 82.7
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 8
Arterial Level of Service
AM - HAWK @ 240 06/19/2018
Arterial Level of Service: EB State Route 9
Delay Travel Dist Arterial Run 54 Run 54
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Montgomery Street 1 3.7 16.5 0.1 30 31 3.1
Massol Avenue 2 1.8 3.5 0.0 19 20 1.6
San Benito Avenue 3 0.8 3.3 0.0 24 25 0.8
Tait Avenue 4 0.3 4.6 0.0 26 26 0.3
Santa Cruz Avenuea 5 16.4 26.9 0.1 15 14 16.7
University Avenue 6 23.1 31.7 0.1 10 11 21.3
SB SR 17 Ramps 101 6.8 25.8 0.2 27 27 6.3
NB SR 17 Ramps 102 1.9 18.4 0.2 35 35 2.0
Alberto Way 7 10.6 16.8 0.1 14 13 11.2
Los Gatos Blvd 8 33.8 51.2 0.2 11 11 32.6
Total 99.1 198.7 1.0 18 18 96.0
Arterial Level of Service: EB State Route 9
Run 56 Run 56 Run 57 Run 57 Run 58 Run 58 Run 59
Cross Street Speed Delay Speed Delay Speed Delay Speed
Montgomery Street 30 3.8 30 3.5 29 4.1 30
Massol Avenue 19 1.9
San Benito Avenue 25 0.7
Tait Avenue 26 0.3
Santa Cruz Avenuea 13 18.9
University Avenue 10 22.8
SB SR 17 Ramps 28 6.4
NB SR 17 Ramps 35 1.9
Alberto Way 12 12.1
Los Gatos Blvd 12 32.1
Total 18 100.9
Arterial Level of Service: EB State Route 9
19
24
26
14
9
25
35
15
12
18
1.9
0.9
0.3
17.5
26.6
8.8
2.0
9.5
32.4
103.4
18 2.0 21
23 0.9 25
25 0.3 26
14 16.9 14
12 18.1 9
29 5.2 25
35 1.9 35
13 11.8 15
11 34.1 12
18 95.3 18
Run 59 Run 61 Run 61 Run 62 Run 62 Run 63 Run 63
Cross Street Delay Speed Delay Speed Delay Speed Delay
Montgomery Street 3.5 29 4.3 30 3.9 30 3.8
Massol Avenue
San Benito Avenue
Tait Avenue
Santa Cruz Avenuea
University Avenue
SB SR 17 Ramps
NB SR 17 Ramps
Alberto Way
Los Gatos Blvd
Total
1.4 18 2.0 19 1.9 19 1.8
0.6 24 0.9 24 0.8 24 0.9
0.2 26 0.3 26 0.3 25 0.3
18.1 17 13.2 16 14.5 15 15.7
28.4 10 24.3 11 19.8 11 20.8
8.6 26 7.5 28 6.1 29 5.2
1.6 34 2.2 36 1.4 34 1.9
9.5 14 10.4 13 11.4 14 10.1
31.5 11 34.7 11 36.6 11 33.3
103.4 18 99.7 18 96.7 19 93.7
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 7
Arterial Level of Service
AM - HAWK @ 240 06/19/2018
Arterial Level of Service: WB State Route 9
Delay Travel Dist Arterial Run 54 Run 54
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Alberto Way 7 32.9 50.4 0.2 11 12 32.4
NB SR 17 Ramps 102 3.3 9.4 0.1 24 24 3.3
SB SR 17 Ramps 101 2.7 19.5 0.2 33 33 2.6
Univerity Avenue 6 24.3 42.8 0.2 16 19 18.8
Santa Cruz Avenue 5 20.2 29.0 0.1 11 12 17.9
Monterey Avenue 4 40.8 51.4 0.1 8 8 37.8
San Benito Avenue 3 7.8 13.1 0.0 9 10 6.9
Massol Avenue 2 2.8 5.1 0.0 16 17 2.4
Montgomery Street 1 1.4 3.5 0.0 19 20 1.2
Total 136.2 224.2 0.9 14 15 123.2
Arterial Level of Service: WB State Route 9
Run 56 Run 56 Run 57 Run 57 Run 58 Run 58 Run 59
Cross Street Speed Delay Speed Delay Speed Delay Speed
Alberto Way 12 31.0 12 32.5 13 27.9 12
NB SR 17 Ramps 24 3.2 24 3.5 24 3.3 24
SB SR 17 Ramps 33 2.8 33 2.6 33 2.6 32
Univerity Avenue 15 26.6 16 24.2 17 22.7 16
Santa Cruz Avenue 11 21.0 12 17.6 12 18.6 12
Monterey Avenue 8 37.4 8 36.9 8 38.7 7
San Benito Avenue 9 8.1 9 8.6 9 7.9 9
Massol Avenue 15 2.8 15 3.0 15 2.8 15
Montgomery Street 19 1.4 18 1.6 20 1.3 19
Total 14 134.3 14 130.5 15 125.7 14
Arterial Level of Service: WB State Route 9
Run 59 Run 61 Run 61 Run 62 Run 62 Run 63 Run 63
Cross Street Delay Speed Delay Speed Delay Speed Delay
Alberto Way 29.0 8 55.5 12 31.3 11 34.1
NB SR 17 Ramps 3.2 24 3.4 25 3.1 24 3.5
SB SR 17 Ramps 3.1 33 2.8 33 2.4 33 2.7
Univerity Avenue 24.2 17 23.6 17 22.9 16 25.5
Santa Cruz Avenue 18.3 12 16.9 10 24.0 12 17.3
Monterey Avenue 43.9 8 36.2 7 46.0 8 40.6
San Benito Avenue 8.1 9 7.7 9 7.9 9 7.4
Massol Avenue 2.8 15 2.9 15 2.9 16 2.7
Montgomery Street 1.4 20 1.3 20 1.3 19 1.5
Total 134.0 13 150.5 14 141.8 14 135.2
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 9
Arterial Level of Service
PM - Hawk 08/08/2018
Arterial Level of Service: EB State Route 9
Delay Travel Dist Arterial Run 47 Run 47
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Montgomery Street 1 11.9 28.3 0.1 19 15 18.5
HAWK 9 2.6 4.9 0.0 15 13 3.2
Massol Avenue 2 1.2 2.6 0.0 24 20 1.7
San Benito Avenue 3 1.1 3.7 0.0 21 17 2.1
Tait Avenue 4 1.1 5.4 0.0 22 15 3.9
Santa Cruz Avenuea 5 50.6 61.9 0.1 6 4 90.0
University Avenue 6 36.0 45.0 0.1 7 6 45.8
SB SR 17 Ramps 101 20.2 39.9 0.2 17 15 25.2
NB SR 17 Ramps 102 7.9 25.5 0.2 25 20 13.9
Alberto Way 7 4.6 11.2 0.1 20 18 6.0
Los Gatos Blvd 8 29.1 47.3 0.2 12 11 33.9
Total 166.2 275.9 1.0 13 10 244.2
Arterial Level of Service: EB State Route 9
un 48 Run 48 Run 50 Run 50 Run 52 Run 52 Run 54
Cross Street Speed Delay Speed Delay Speed Delay Speed
Montgomery Street 21 10.1 18 13.6 18 13.4 20
HAWK 15 2.4 14 2.7 14 3.0 15
Massol Avenue 24 1.2 25 1.1 23 1.3 24
San Benito Avenue 21 1.1 22 0.9 21 1.2 22
Tait Avenue 23 1.0 25 0.6 23 0.8 23
Santa Cruz Avenuea 6 53.5 8 36.3 7 48.2 6
University Avenue 7 35.1 9 25.8 7 36.5 6
SB SR 17 Ramps 18 19.8 19 16.7 15 27.3 18
NB SR 17 Ramps 26 6.5 28 5.5 22 11.0 26
Alberto Way 22 3.8 20 4.7 20 4.7 20
Los Gatos Blvd 13 25.8 12 31.6 13 24.9 12
Total 14 160.2 15 139.5 13 172.4 13
Arterial Level of Service: EB State Route 9
Run 54 Run 55 Run 55 Run 56 Run 56 Run 58 Run 58
Cross Street Delay Speed Delay Speed Delay Speed Delay
Montgomery Street _ 10.9 21 10.3 20 10.6 22 8.4
HAWK
Massol Avenue
San Benito Avenue
Tait Avenue
Santa Cruz Avenuea
University Avenue
SB SR 17 Ramps
NB SR 17 Ramps
Alberto Way
Los Gatos Blvd
Total
2.5 15 2.5 15 2.4 16 2.1
1.1 24 1.2 25 1.0 26 1.0
1.0 21 1.1 23 0.9 23 0.8
0.9 20 1.6 24 0.6 25 0.5
53.4 5 65.0 7 46.1 8 35.8
40.9 7 38.0 7 37.1 8 31.7
19.3 18 19.0 18 18.9 19 17.4
7.1 26 7.2 26 6.7 27 6.4
4.6 22 3.6 21 4.0 20 4.5
28.2 13 25.9 10 41.0 13 26.2
169.9 13 175.5 13 169.4 15 134.8
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 6
Arterial Level of Service
PM - Hawk 08/08/2018
Arterial Level of Service: WB State Route 9
Delay Travel Dist Arterial Run 47 Run 47
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Alberto Way 7 10.2 28.4 0.2 20 21 9.2
NB SR 17 Ramps 102 0.9 7.4 0.1 31 30 1.0
SB SR 17 Ramps 101 1.6 19.3 0.2 33 33 1.6
Univerity Avenue 6 18.6 38.2 0.2 18 16 22.5
Santa Cruz Avenue 5 27.6 37.0 0.1 9 4 68.1
Monterey Avenue 4 31.5 48.9 0.1 9 3 111.5
San Benito Avenue 3 17.5 23.8 0.0 5 3 35.0
Massol Avenue 2 4.2 6.7 0.0 12 9 6.6
HAWK 9 1.5 3.8 0.0 16 16 1.6
Montgomery Street 1 0.7 2.5 0.0 29 26 1.0
Total 114.3 216.1 0.9 15 9 258.0
Arterial Level of Service: WB State Route 9
Run 48 Run 48 Run 50 Run 50 Run 52 Run 52 Run 54
Cross Street Speed Delay Speed Delay Speed Delay Speed
Alberto Way 21 10.4 20 11.0 22 8.0 20
NB SR 17 Ramps
SB SR 17 Ramps
Univerity Avenue
Santa Cruz Avenue
Monterey Avenue
San Benito Avenue
Massol Avenue
HAWK
Montgomery Street
Total
31 0.9 31 0.9
33 1.5 33 1.6
18 19.3 19 17.7
10 22.4 10 23.8
14 18.3 22 7.2
5 20.3 7 10.8
11 4.5 12 4.0
16 1.5 15 1.7
28 0.7 28 0.7
16 99.9 18 79.4
Arterial Level of Service: WB State Route 9
32 0.6 31
34 1.3 33
18 19.6 18
10 23.7 10
10 29.2 10
4 24.4 5
9 6.4 13
15 1.8 16
28 0.8 28
15 115.9 16
Run 54 Run 55 Run 55 Run 56 Run 56 Run 58 Run 58
Cross Street Delay Speed Delay Speed Delay Speed Delay
Alberto Way 10.1 21 9.1 21 9.8 19 11.4
NB SR 17 Ramps 1.0 30 1.0 31 0.9 30 1.0
SB SR 17 Ramps 2.0 34 1.1 33 1.6 33 1.4
Univerity Avenue 18.1 20 15.3 18 19.7 18 19.4
Santa Cruz Avenue 21.9 10 22.0 7 38.2 12 18.3
Monterey Avenue 28.5 17 13.2 5 61.3 13 20.6
San Benito Avenue 18.1 6 14.7 5 19.1 6 13.1
Massol Avenue 3.8 13 3.7 12 4.4 14 3.1
HAWK 1.5 17 1.3 16 1.4 17 1.2
Montgomery Street 0.7 30 0.6 29 0.7 30 0.6
Total 105.7 18 82.0 13 157.0 17 90.1
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 8
Arterial Level of Service
AM - Full Signal 06/20/2018
Arterial Level of Service: EB State Route 9
Cross Street
Delay Travel Dist Arterial Run 54 Run 54
Node (s/veh) time (s) (mi) Speed Speed Delay
Montgomery Street 1 6.8 19.6 0.1 25 25 6.6
Massol Avenue 2 1.6 3.3 0.0 20 19 1.8
San Benito Avenue 3 0.6 3.1 0.0 26 26 0.6
Tait Avenue 4 0.5 4.9 0.0 24 26 0.2
Santa Cruz Avenuea 5 17.0 27.6 0.1 14 17 12.2
University Avenue 6 23.5 32.1 0.1 10 10 24.6
SB SR 17 Ramps 101 6.7 25.7 0.2 27 27 6.7
NB SR 17 Ramps 102 1.7 18.3 0.2 35 35 1.7
Alberto Way 7 10.4 16.6 0.1 14 14 10.0
Los Gatos Blvd 8 33.4 50.7 0.2 11 11 33.5
Total 102.2 201.8 1.0 18 18 98.0
Arterial Level of Service: EB State Route 9
Run 55 Run 55 Run 57 Run 57 Run 58 Run 58 Run 59
Cross Street Speed Delay Speed Delay Speed Delay Speed
Montgomery Street 26 6.1 25 6.7 26 5.7 25
Massol Avenue 23 1.2
San Benito Avenue 27 0.5
Tait Avenue 26 0.3
Santa Cruz Avenuea 18 11.9
University Avenue 11 21.2
SB SR 17 Ramps 26 7.5
NB SR 17 Ramps 35 1.7
Alberto Way 14 10.6
Los Gatos Blvd 11 37.2
Total 18 98.2
Arterial Level of Service: EB State Route 9
20
26
26
16
11
27
34
14
12
19
1.7
0.6
0.3
14.0
21.1
6.8
1.8
10.2
32.0
95.1
17 2.2 20
23 1.0 26
16 2.9 26
6 52.3 16
7 35.5 9
27 6.2 26
35 1.8 35
13 11.4 14
11 35.0 12
14 154.0 18
Run 59 Run 61 Run 61 Run 62 Run 62 Run 63 Run 63
Cross Street Delay Speed Delay Speed Delay Speed Delay
Montgomery Street 7.0 25 6.7 25 7.0 26 5.9
Massol Avenue
San Benito Avenue
Tait Avenue
Santa Cruz Avenuea
University Avenue
SB SR 17 Ramps
NB SR 17 Ramps
Alberto Way
Los Gatos Blvd
Total
1.7 22 1.4 21 1.4 23 1.1
0.6 26 0.6 26 0.6 28 0.4
0.3 26 0.2 26 0.3 26 0.3
14.7 18 11.1 17 13.2 15 15.9
26.3 12 19.2 12 18.7 9 26.2
8.2 27 7.2 29 5.2 28 6.2
1.7 36 1.6 35 1.5 35 1.5
9.7 14 9.9 14 9.9 13 11.2
31.6 11 34.0 12 32.1 12 29.3
101.6 19 91.9 19 89.9 18 98.0
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 7
Arterial Level of Service
AM - Full Signal 06/20/2018
Arterial Level of Service: WB State Route 9
Delay Travel Dist Arterial Run 54 Run 54
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Alberto Way 7 34.4 51.8 0.2 11 13 27.1
NB SR 17 Ramps 102 4.6 10.7 0.1 21 25 3.1
SB SR 17 Ramps 101 15.3 31.9 0.2 20 33 2.8
Univerity Avenue 6 52.4 70.6 0.2 10 13 35.1
Santa Cruz Avenue 5 47.0 55.8 0.1 6 7 40.4
Monterey Avenue 4 54.8 65.3 0.1 6 6 57.2
San Benito Avenue 3 10.4 15.7 0.0 8 8 10.2
Massol Avenue 2 3.9 6.2 0.0 13 13 3.7
Montgomery Street 1 1.3 3.4 0.0 20 20 1.3
Total 224.1 311.4 0.9 10 12 180.9
Arterial Level of Service: WB State Route 9
Run 55 Run 55 Run 57 Run 57 Run 58 Run 58 Run 59
Cross Street Speed Delay Speed Delay Speed Delay Speed
Alberto Way 13 28.4 11 33.0 12 28.6 12
NB SR 17 Ramps 25 3.1 24 3.5 25 3.2 24
SB SR 17 Ramps 33 2.7 34 2.4 30 4.1 22
Univerity Avenue 17 23.3 15 29.2 7 76.4 8
Santa Cruz Avenue 8 29.7 6 44.2 5 61.6 5
Monterey Avenue 6 53.0 6 52.5 6 53.7 6
San Benito Avenue 8 10.3 8 10.0 8 10.3 8
Massol Avenue 13 3.9 13 3.7 13 3.7 13
Montgomery Street 19 1.4 19 1.4 20 1.2 20
Total 13 155.9 12 179.8 9 242.8 10
Arterial Level of Service: WB State Route 9
Run 59 Run 61 Run 61 Run 62 Run 62 Run 63 Run 63
Cross Street Delay Speed Delay Speed Delay Speed Delay
Alberto Way 28.8 13 28.6 13 26.4 6 78.8
NB SR 17 Ramps 3.3 25 3.0 24 3.3 10 17.4
SB SR 17 Ramps 13.1 14 28.9 33 2.9 6 89.0
Univerity Avenue 67.4 6 101.8 16 24.8 5 110.0
Santa Cruz Avenue 52.7 4 76.4 8 33.0 4 68.3
Monterey Avenue 55.7 5 64.9 7 48.5 6 59.9
San Benito Avenue 9.9 7 12.2 8 9.7 7 11.9
Massol Avenue 3.7 11 4.6 13 3.8 11 4.7
Montgomery Street 1.3 20 1.2 21 1.2 19 1.4
Total 235.9 8 321.7 13 153.5 6 441.4
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 9
Arterial Level of Service
PM - Full Signal 08/08/2018
Arterial Level of Service: EB State Route 9
Delay Travel Dist Arterial Run 36 Run 36
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Montgomery Street 1 31.6 89.7 0.6 23 25 23.5
Massol Avenue 2 2.2 4.1 0.0 17 17 2.1
San Benito Avenue 3 2.4 6.6 0.0 20 21 2.0
Tait Avenue 4 0.8 3.5 0.0 20 22 0.5
Santa Cruz Avenuea 5 39.3 50.5 0.1 8 8 37.8
University Avenue 6 30.0 39.1 0.1 8 8 29.0
SB SR 17 Ramps 101 19.3 39.1 0.2 18 17 21.4
NB SR 17 Ramps 102 7.1 24.6 0.2 26 25 8.1
Alberto Way 7 4.8 11.5 0.1 20 21 4.2
Los Gatos Blvd 8 30.5 48.6 0.2 12 11 33.1
Total 167.9 317.3 1.4 16 17 161.6
Arterial Level of Service: EB State Route 9
Run 37 Run 37 Run 39 Run 39 Run 42 Run 42 Run 43
Cross Street Speed Delay Speed Delay Speed Delay Speed
Montgomery Street 14 91.3 27 20.2 25 24.3 23
Massol Avenue
San Benito Avenue
Tait Avenue
Santa Cruz Avenuea
University Avenue
SB SR 17 Ramps
NB SR 17 Ramps
Alberto Way
Los Gatos Blvd
Total
13 3.6 18 2.1 17 2.1
13 5.6 21 2.0 20 2.1
12 3.0 22 0.5 22 0.5
6 56.5 9 34.9 10 28.5
7 35.2 9 27.8 10 22.2
18 19.1 18 19.0 18 18.0
26 7.2 26 7.3 27 6.6
19 5.0 18 5.9 19 5.2
13 26.9 9 45.9 14 23.8
13 253.4 16 165.5 18 133.4
Arterial Level of Service: EB State Route 9
•
18
21
21
8
8
18
26
21
10
16
Run 43 Run 45 Run 45 Run 46 Run 46 Run 47 Run 47
Cross Street Delay Speed Delay Speed Delay Speed Delay
Montgomery Street 30.7 25 24.7 26 22.4 24 25.9
Massol Avenue 2.0 17 2.2 19 1.7 18 2.0
San Benito Avenue 2.0 21 2.0 21 1.8 21 2.0
Tait Avenue 0.6 22 0.5 22 0.6 21 0.6
Santa Cruz Avenuea JIM 39.1 9 33.3 8 37.0 8 39.8
University Avenue 29.6 8 30.9 9 26.5 8 33.7
SB SR 17 Ramps 19.6 17 21.2 18 17.7 17 21.7
NB SR 17 Ramps 7.4 25 8.2 27 6.8 26 7.4
Alberto Way 3.9 21 4.1 20 4.8 19 5.5
Los Gatos Blvd 37.3 13 26.0 13 25.4 13 27.8
Total 172.3 17 153.0 18 144.5 16 166.3
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 6
Arterial Level of Service
PM - Full Signal 08/08/2018
Arterial Level of Service: WB State Route 9
Delay Travel Dist Arterial Run 36 Run 36
Cross Street Node (s/veh) time (s) (mi) Speed Speed Delay
Alberto Way 7 9.4 27.8 0.2 21 20 10.1
NB SR 17 Ramps 102 0.8 7.3 0.1 31 32 0.7
SB SR 17 Ramps 101 1.4 19.1 0.2 33 34 1.0
Univerity Avenue 6 20.4 39.6 0.2 18 17 21.0
Santa Cruz Avenue 5 28.5 37.8 0.1 8 9 25.4
Monterey Avenue 4 24.8 43.9 0.1 11 10 29.3
San Benito Avenue 3 10.0 13.9 0.0 5 4 12.4
Massol Avenue 2 4.9 9.0 0.0 14 13 5.7
Montgomery Street 1 0.6 2.9 0.0 24 24 0.6
Total 100.9 201.5 0.9 16 16 106.4
Arterial Level of Service: WB State Route 9
Run 37 Run 37 Run 39 Run 39 Run 42 Run 42 Run 43
Cross Street Speed Delay Speed Delay Speed Delay Speed
Alberto Way 21 8.6 21 9.4 20 9.8 21
NB SR 17 Ramps 31 0.8 31 0.9 31 0.8 31
SB SR 17 Ramps 34 1.4 32 2.0 34 1.4 34
Univerity Avenue 18 20.4 18 19.1 17 20.3 18
Santa Cruz Avenue 5 57.7 9 25.9 9 25.2 9
Monterey Avenue 4 89.8 15 16.3 14 17.5 9
San Benito Avenue 3 20.7 5 10.5 5 8.8 4
Massol Avenue 10 8.3 16 4.2 15 4.8 13
Montgomery Street 22 0.9 23 0.7 25 0.4 22
Total 10 208.4 17 89.2 17 88.9 16
Arterial Level of Service: WB State Route 9
Run 43 Run 45 Run 45 Run 46 Run 46 Run 47 Run 47
Cross Street Delay Speed Delay Speed Delay Speed Delay
Alberto Way 8.6 20 10.0 21 9.4 21 9.3
NB SR 17 Ramps 0.8 31 0.9 30 1.0 31 0.9
SB SR 17 Ramps 1.2 34 1.1 34 1.5 33 1.8
Univerity Avenue 20.0 18 19.6 17 21.9 17 21.0
Santa Cruz Avenue 26.6 9 24.7 9 25.0 10 21.2
Monterey Avenue 32.8 16 13.6 17 12.7 19 10.6
San Benito Avenue 12.2 6 7.5 6 7.4 8 5.0
Massol Avenue 6.0 16 3.9 15 4.8 20 2.5
Montgomery Street 0.9 25 0.5 25 0.5 25 0.5
Total 109.1 18 81.9 18 84.2 19 72.7
State Route 9 Corridor Study - Los Gatos
W-Trans
SimTraffic Report
Page 8
Fin ML1611 =I :rir'iWPM lri1
Direction of Travel
SIMTRAFFIC -
Existing
Average
Travel
Time
Average
Speed
SIMTRAFFIC - Alt. 1 -
RRFB
Average
Travel
Time
Average
Speed
SIMTRAFFIC -
Alt 2. - HAWK
Average
Travel
Time
Average
Speed
SIMTRAFFIC -
Alt 3. - Traffic Signal
Average
Travel
Time
Average
Speed
EB Montgomery Street
- Los Gatos
Boulevard
WB Montgomery Street
- Los Gatos
Boulevard
3:02 20
3:14 16
3:13
3:26
19
15
3:20 18
4:07 13
Notes: Travel Time is measured in minutes: seconds; Average Speed is measured in miles per hour (mph)
3:22 18
5:11 10
Table 10 - PM Peak Hour Travel Time
Direction of Travel
SIMTRAFFIC -
Existing
Average
Travel
Time
Average
Speed
SIMTRAFFIC - Alt.
1 - RRFB
Average
Travel
Time
Average
Speed
SIMTRAFFIC -
Alt 2. - HAWK
Average
Travel
Time
Average
Speed
SIMTRAFFIC -
Alt 3. - Traffic Signal
Average
Travel
Time
Average
Speed
EB Montgomery Street
- Los Gatos
Boulevard
WB Montgomery Street
- Los Gatos
Boulevard
4:21 14
3:08 17
4:20 14
3:25 15
4:36 13
3:36 15
5:17 11
3:22 16
Notes: Travel Time is measured in minutes: seconds; Average Speed is measured in miles per hour (mph)