HomeMy WebLinkAbout04-17-2002 City Council staff reportSARATOGA CITY COUNCIL
MEETING DATE: April 17, 2002 AGENDA ITEM
ORIGINATING DEPT: City Manager CITY MANAGER:
PREPARED BY: DEPT. HEAD:
SUBJECT: Public Safety Center
RECOMMENDED ACTION(S):
Accept report. Take public input. Provide direction to staff.
BACKGROUND:
The Adhoc Project was initiated to explore the availability of the Post Office property and if
available, to integrate the concept of a new Public Safety Center including a Fire Station,
Sheriff's Office and a Post Office at this location. Stakeholders were appointed by the Mayor to
represent all major interests in the outcome of this process, including the City, Saratoga Fire
District, Santa Clara Sheriff's Office, and County Administration, the United States Post Office,
FACT, the Federated Church, neighbors and residents, and representatives from the City's
Planning and Public Safety Commissions.
The City hired the firm of ATI, Architects and Engineers to develop a conceptual plan for a
safety center on December 11, 2001. At the outset of the conceptual design process the
committee studied three options with several design variations including:
➢ Option 1 included the three existing agencies on the site; Sheriff, Fire and
Post Office, without using additional parking resources from the adjacent
Federated Church.
➢ Option 2 included all three agencies and utilized additional parking from
the adjacent Federated Church.
➢ Option 3 included only two agencies, with the Post Office or Sheriff's Office moving
from the site.
By the time the Committee brought conceptual design options to the City Council for the 50%
design review, all Option 1 conceptual plans had been dropped recognizing that additional offsite
parking may be required (under Option 2) or that fewer agencies would fit on the site (Option 3).
At that meeting the City Council requested that the AdHoc Committee further investigate 1)
Option 3 -3 which oriented the fire station on Saratoga Avenue with a front setback large enough
to accommodate fire apparatus backing into the station without utilizing the Saratoga Avenue,
keeping the post office in its existing location; 2) and an option placing a new fire station facing
Highway 9 featuring a drive - through capability.
The AdHoc Committee has spent much of its time between the March 6, 2002 meeting with the
City Council and the present, refining these two models. At present they are represented by
conceptual schemes "A" and "D ". Both schemes "A" and "D" have the following common
features:
➢ Move the Monument to Plaza
➢ Add dedicated right turn lane on northbound Saratoga -Los Gatos Road, and westbound
from Highway 9 onto Saratoga Avenue
➢ Widen all lanes to 12 feet on Saratoga Avenue
➢ Pursue signalization of the Oak Street intersection
➢ New median to block left turn movements onto Oak Place from southbound Saratoga Los
Gatos Road
➢ Land- swaps /transfers required to allow proper parcel configuration
➢ Cross parking and access easements will need to be granted to allow for optimum
reconfiguration of the parking layout and circulation system
➢ Postal Service and Sheriff Department will continue to occupy the existing structure
➢ Turnout for postal service drop -off from Saratoga Avenue will be developed
➢ Access to future Federated Church underground parking area to be maintained
Scheme "A" has the following features:
➢ Back -in Fire Station Configuration located on Saratoga Avenue utilizing a revision to the
design presented in Option 3 -3. This design reduces the size of the main fire station from
1.4,000 sq. ft. to 10,000 sq. ft.
➢ 4,000 sq. ft. of additional Fire District support space located at the Contempo Building
including room for fire fighter training and storage.
➢ Contempo will need seismic upgrade /remodeling to house a temporary Fire Station
during construction.
➢ Egress at Oak Street intersection will be developed by modifying existing parking located
at the south portion of the Contempo property.
➢ 69 parking spaces provided (62 spaces targeted)
Project Cost:
Building
$2.2 million
Contempo Upgrade
$350,000
Site Development
$540,000
Soft Costs
$750,000
Off -Site Improvements
$240,000
TOTAL $4.08 million
Scheme "D" has the following features:
➢ Drive -thru Fire Station located on Highway 9 with adequate front apron to facilitate off-
street back -in movements.
➢ New design for larger Fire Station at 14,000 sq. ft. required which will incorporate
training facility and storage requirements.
➢ Existing fire station will remain in operation during construction of new facility.
➢ 73 parking spaces provided (62 spaces targeted)
Project Cost:
Building $3 million
Site Development $600,000
Soft costs $900,000
Off -Site Improvements $240,000
TOTAL $4.74 million
Drawings of Scheme A and Scheme B are attached.
ATI, Architects and Engineers will provide Council with additional written materials and will
make a presentation outlining the opportunities and constraints inherent in the conceptual designs
of both schemes presented for Council consideration at the Council meeting. Of course,
additional more detailed design work would be required to proceed with either scheme.
As the models were refined, the City hired Keith Higgins & Associates as an independent traffic
consultant to perform a traffic analysis on each model. His analysis details the benefits and
problems inherit in each design based upon the traffic related criteria agreed to by the Adhoc
Committee. That report is attached as Appendix B. Keith will also be available at the Council
meeting to address traffic issues related to each scheme.
The AdHoc Committee deserves credit for their many hours of dedicated attention to the
complex issues before them. The process has resulted in two conceptual designs that would
result in a new fire station for the community, improved safety for fire personnel, and that
respond to many of the concerns that were raised regarding the original design. The AdHoc
process has also had several collateral benefits. The process facilitated the organization of the
Village Green Neighborhood Association and the subsequent Neighborhood Traffic
Management Program in that neighborhood. It also resulted in a traffic warrant for a signal at
Oak Street on Highway 9. In addition, our City's independent traffic engineer has provided for a
redesign of the intersection at the corner of Saratoga Avenue and Highway 9 that would add an
exclusive right hand turn on the northbound approach lane of Highway 9 onto the eastbound lane
of Saratoga Avenue. An additional exclusive right -hand turn lane is also proposed for the
westbound lane on Saratoga Avenue onto the northbound lane of Saratoga - Sunnyvale Road.
These dedicated turn lanes he predicts, will result in an improvement from service level "D" to
service level "C" at the intersection. He also states that this is likely to greatly improve the cut -
through traffic now existing in the Village Green Neighborhood.
With this report, the AdHoc process is concluded. At this stage, staff requires direction from the
Council as to whether to pursue one of the conceptual schemes presented or to work with the
Fire District to develop other options. Because both schemes involve the use of City property,
both require City participation with the Fire District and other affected landowners to implement
the necessary land transfers.
FISCAL IMPACTS:
Included in report.
CONSEQUENCES OF NOT FOLLOWING RECOMMENDED ACTION(S):
N/A
ALTERNATIVE ACTION(S):
o Direct staff to work with the Fire District to develop a project based upon Scheme "A ".
o Direct staff to work with the Fire District to develop a project based upon Scheme "D ".
o Direct staff to work with the Fire District to develop a project based upon a combination
of factors to be determined by the City Council.
FOLLOW UP ACTION(S):
ADVERTISING, NOTICING AND PUBLIC CONTACT:
N/A
ATTACHMENTS:
Attachment A — Scheme "A"
Attachment B — Scheme "D"
Attachment C — Traffic Evaluation — Higgins and Associates
Attachment D — E -mail from John E. Keenan
Cathleen Boyer
From:
John E. Keenan [john @ald.com]
Sent:
Thursday, April 11, 2002 8:52 PM
To:
Cathleen Boyer
Cc:
Kevin Schott; Aaron Katz; Art Marshall; Barry Ford; Berk Gilson; Bill Morrison; Bill Sousa;
Charles Hackett; Dave Dolloff; Ed Farrell; Karen Walter; Tom Blaisdell
Subject:
Notes for the 4/17 CC meeting
Cathleen,
Next Wednesday I will be out of town and will not be able to provide
my 3 minutes of wisdom on the fire station, so would you please add
the following to the CC packet. Thanks, APR 12 2002
john
Mr. Mayor and members of the City Council:
Re: ATI final alternatives for the SFD fire station
I would have liked to share these thoughts in person, but unfortunately
I will be in Utah during the 4/17 meeting.
I fully support alternative 'D' proposed by ATI. This alternative provides:
1) Not only a drive through station, but a back -in alternative as well. In
an emergency, trucks could depart the station in either direction, should
one become blocked for any reason. This is a major safety enhancement.
2) It can easily support 3 large equipment bays plus a smaller bay for an
ambulance. This provides for future changes in the equipment structure and
doesn't lock us in to the present equipment complement. This station must
have a long life.
3) It allows the SFD to operate from their present position with no interruption
in service during the construction phase. It also keeps costs down by eliminating
all of the relocation costs associated with Plan A.
4) It will mandate a traffic light at Oak Street which will have secondary benefits
to both pedestrians and traffic throughout the neighborhood.
I urge you to require the SFD to adopt Plan D.
Regards,
--------------------------------------------
--------------------------------------------
John E. Keenan,
President
Advanced Logical Design, Inc
12280 Saratoga- Sunnyvale Rd.
Suite 201
Saratoga, CA 95070
john @ald.com
(408) 446 -1004
(408) 446 -1079 FAX
www.ald.com
1
SARATOGA PUBLIC SAFETY CENTER
TRAFFIC EVALUATION
SARATOGA, CALIFORNIA
Prepared For
City of Saratoga
Saratoga, California
April 11, 2002
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TABLE OF CONTENTS
CHAPTER PAGE
NO. DESCRIPTION T
I. INTRODUCTION 1
II. EXISTING TRAFFIC CONDITIONS 2
A. Arterial Streets 2
B. Highway 9 / Saratoga Avenue Intersection 2
C. Highway 9 / Oak Street Intersection 4
D. Highway 9 / Oak Place Intersection 5
E. Park Place / Oak Place Neighborhood 5
I. FIRE STATION ALTERNATIVE LOCATIONS EVALUATION 6
IV. TEMPORARY FIRE STATION TRAFFIC OPERATIONS 9
V. RECOMMENDATIONS
VI. CONCLUSION
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10
11
I. INTRODUCTION
The City of Saratoga hired the firm of Higgins Associates to support the efforts of the Ad Hoc
committee studying conceptual design alternatives for a public safety center on or near the
southeast corner of the Highway 9 (Saratoga -Los Gatos Road)/ Saratoga Avenue intersection in
the easterly portion of the Saratoga Village in the City of Saratoga, California. A project
location map is included as Exhibit 1.
The proposed project has two alternative site plans. Scheme A involves constructing a new fire
station at approximately the same location as the existing fire station, which has direct access
onto Saratoga Avenue just east of Highway 9. Scheme D involves constructing a new fire
station on the site currently occupied by the Contempo Realty building with direct access onto
Highway 9 immediately east of Oak Street. The existing post office, which is immediately east
of the existing fire station, is proposed to remain on both site plans. The post office building
currently houses not only the United States Postal Service but a Santa Clara County Sheriff's
Station as well. An aerial photo depicting the existing site as well as conceptual site plans of
Scheme A and D are provided as Exhibits 2, 3 and 4, respectively.
The purpose of this study is to determine the advantages and disadvantages of the two project
alternatives with respect to traffic operations. This includes a variety of factors such as the
volume and speed of conflicting vehicular and pedestrian traffic associated with the two
alternatives, design constraints such as sight distance adequacy, impacts on emergency vehicle
response times, the positive or negative impacts on the nearby residential neighborhood
(primarily Oak Place and Park Place), and opportunities for solving existing traffic operational
issues in the project vicinity. This study is not an attempt to evaluate Fire Department operations
except as they are related to the above factors. It is also not an attempt to develop strategies to
improve quality -of -life in the nearby neighborhood, which may include traffic control devices or
traffic calming strategies. It is also not an attempt to directly address or solve traffic operational
issues associated with the Saratoga Elementary School on Oak Street.
This report is also not a traffic impact analysis although it does provide traffic data and an
evaluation of traffic operations. A traffic impact assessment prepared earlier under a report
entitled Proposed Replacement of Saratoga Fire Station - Traffic Study, February 6, 2001,
prepared by Fehr and Peers. Fehr and Peers also prepared an evaluation of access and egress
alternatives for a temporary fire station located at the Contempo building in two reports
"Proposed Replacement of Saratoga Fire Station - Traffic Assessment of Temporary Operations
and Alternative Access on SR9 " , August 10, 2001 and Saratoga Fire Station Replacement -
Traffic Assessment of Proposed Temporary Circulation Plan, August 29, 2001. These additional
documents are available at the City of Saratoga City Offices. The traffic impact analysis
prepared by Fehr and Peers determined that the proposed fire station would not generate any
additional traffic beyond what is currently generated by the existing fire station and would not
have any significant off -site traffic impacts. Based on the information gathered as a part of this
current study, the Fehr and Peers conclusion of no significant impact still applies to both
proposed site plans.
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A technical appendix including raw traffic survey data, level of service calculations and other
background material is provided under separate cover. It is available at the City of Saratoga city
offices.
II. EXISTING TRAFFIC CONDITIONS
A. Arterial Streets
The project site for both alternatives is bounded by Saratoga Avenue on the north, Highway
9 (Saratoga/Los Gatos Road) on the west and Saratoga Federated Church on the southeast,
a residential unit fronting Saratoga Avenue on the east, (which is used as a church office)
and a residential unit that fronts Highway 9 (which is used as a child care facility to the
south of the project).
Saratoga Avenue is a two lane east -west arterial with a 35 mile per hour speed limit along
the project frontage east of Highway 9. It connects the Saratoga Village on the west with
San Jose and Santa Clara on the east. Its name changes west of the Highway 9 intersection,
where it becomes Big Basin Way. This is also under Caltrans jurisdiction as Highway 9.
The Saratoga Avenue approach to its intersection with Highway 9 has a left turn lane and
an optional through/right turn lane.
Highway 9 south of Saratoga Avenue is also known as Saratoga -Los Gatos Road and is a
two -lane state highway under Caltrans jurisdiction that has a north -south orientation.
Highway 9 has a speed limit of 30 miles per hour in the vicinity of the project. Highway 9
connects the City of Saratoga with the City of Los Gatos and also is a part of a north -south
thoroughfare that also connects the City of Sunnyvale to the north as Saratoga - Sunnyvale
Road.
B. Highway 9 / Saratoga Avenue Intersection
The Highway 9 / Saratoga Avenue intersection, which is located at the northwest corner of
the project site is currently signalized. The signal provides left turn phasing for northbound
and southbound left turns and split - phasing for the eastbound and westbound movements.
Split- phasing means that the phasing is "split" between the eastbound and westbound
approaches. In other words, a separate combined phase is provided for eastbound lefts and
throughs, followed by a separate phase for westbound lefts and throughs. This is
inefficient because it only allows one direction of through traffic to go at a time. These
movements, which could occur concurrently, are required to occur sequentially. This
increases the delay for all movements at the intersection. A noticeable reduction in delay
and improvement in level of service can be experienced, especially during off -peak hours
where delay is controlled primarily by signal timing, if the eastbound and westbound
approaches are changed to protected left turn phasing. The split - phasing is especially
inefficient if pedestrians activate both the eastbound and westbound phases within the same
cycle, especially under low volume conditions. A very long green phase must be provided
for the eastbound movement in order to allow a pedestrian to cross, which is followed by a
very long westbound green phase to allow the westbound pedestrian to cross. With
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protected left -turn phasing, both pedestrian movements would occur simultaneously, which
would significantly reduce the amount of green time allocated to the eastbound and
westbound approaches.
The Highway 9 / Saratoga Avenue intersection currently includes a left turn lane, a through
lane and an optional through/right turn lane on the northbound Highway 9 approach.. The
southbound approach includes a left turn lane, a through lane and an optional through/right
turn lane. The eastbound approach includes a left turn lane and a through lane. The
eastbound right turn movement is accommodated by a separate right turn ramp that is
created by a triangular island on the southwest corner of the intersection. This eliminates
right turns from the intersection proper. The westbound approach includes a left turn lane
and an optional through/right lane. The provision of a right turn lane on both the
northbound approach and on the westbound approach would provide additional capacity at
the intersection. However, this is currently precluded because of the close proximity of the
existing fire station to the southeast corner of the intersection. The Saratoga Circulation
and Scenic Highway Element Update, Fehr and Peers Associates, Inc., September 29, 2001,
recommends the provision of a separate southbound right turn lane at this intersection as
well.
The intersection currently operates at a D level of service during the morning and evening
peak hours. The provision of the modification and signal phasing plus the addition of right
turn lanes on the northbound, westbound and southbound approaches would improve the
intersection to a C level of service. The split -phase improvement can be implemented
without constructing any roadway widening. Caltrans should be requested to perform this
signal operational change. The demolition of the existing fire station will provide the
opportunity to construct a westbound Saratoga Avenue right turn lane and a northbound
Highway 9 right turn lane with either site plan alternative. This should be implemented as
a part of the fire station project. As mentioned in the General Plan Circulation Element
Update, the southbound right turn lane on Saratoga - Sunnyvale Road should be
implemented by the City of Saratoga when funding is available.
It should be noted that the level of service calculations assume long signal cycle lengths.
This is in order to be consistent with the level of service determinations included in the
General Plan Circulation Element. However, using optimized signal cycle lengths, the
level of service will be somewhat better and probably represented by level of service C for
existing conditions. The recommended improvements would result in achieving level of
service B under optimized signal timing. Also, traffic volumes are likely to increase in the
future which will result in more significant benefits from the recommended improvements.
Exhibit 5 summarizes morning and evening Highway 9 / Saratoga Avenue levels of service
with various improvement alternatives.
During the morning peak hour, queues as long as 29 vehicles were measured during the
morning peak hour. During the same peak hour, a queue length of about 16 vehicles was
experienced on westbound Saratoga Avenue. Queue lengths during the evening peak hour
on these two approaches were significantly less, with 8 vehicles being the maximum queue
on northbound Highway 9 and 12 vehicles being the maximum queue on westbound
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Saratoga Avenue. The average queues were between 10% and 40% of the maximum
queues.
The existing fire station has minimal set backs from Highway 9 and Saratoga Avenue.
This creates a sight distance restriction for westbound right turns onto northbound Saratoga
- Sunnyvale Road. The City of Saratoga and Caltrans have installed a "No Right Turn on
Red" sign to eliminate the exposure of vehicles attempting to enter the intersection while
traffic is proceeding northbound through the intersection from the south leg of Highway 9.
The close proximity of the fire station to the existing intersection also impedes sight
distance for northbound Highway 9 traffic turning right onto eastbound Saratoga Avenue.
When the Saratoga Fire Department responds to an emergency call, fire personnel must
manually control traffic, especially on this northbound right turn movement to insure that
there is no conflict with fire trucks responding to emergency calls. Fire personnel must
also monitor this traffic movement when fire trucks are attempting to back into the fire
station or when any type of traffic activity is taking place on the apron in front of the fire
station. This is an undesirable operational deficiency that has negative safety
consequences.
C. Highway 9 / Oak Street Intersection
The Highway 9 / Oak Street intersections is located near the southwest corner of the
project. It is in very close proximity to the location of the Scheme D Fire Station driveway.
Traffic counts were performed at this intersection for both the morning and evening peak
hours. The counts indicate that "Peak Hour and Four Hour" and "Interruption of
Continuous Traffic" signal warrants are currently met. It is probable that additional signal
warrants are met at this location as well. One of the reasons for signal warrants being met
at this location is that it is one of the primary access routes to the Saratoga Elementary
School, which is located about one block to the west of Highway 9. A significant amount
of vehicular traffic uses Oak Street for access to and egress from the school. In addition,
there is a fairly significant amount of pedestrian traffic that crosses Highway 9 at this
intersection. A total of 32 pedestrians were counted crossing Highway 9 during the 7:00
AM to 9:00 AM two -hour time period. A total of 27 pedestrians were counted crossing
Highway 9 at Oak Street between 4:00 PM and 6:00 PM. The two -hour time period
between 3:00 PM and 5:00 PM included a total of 25 pedestrians. In order to meet school
crossing traffic signal warrants based on pedestrian traffic, a total of 70 school pedestrians
must cross the roadway in a two hour period. It is evident the school pedestrian traffic
signal warrant is not met.
Warrant 2 - "Interruption of Continuous Traffic" requires 75 vehicles per hour for each of
eight hours in order to meet signal warrants. A total of only six hours currently have been
counted as a part of this study. Five out of the six hours counted exceed the 75 vehicles per
hour threshold to warrant signals. The early afternoon hours that were counted had
volumes exceeding 130 vehicles per hour, which indicates that it is highly likely that three
other hours earlier in the afternoon or later in the evening would exceed this threshold.
This would make a third warrant being met for existing conditions. A traffic signal will be
able to be justified for this location. However, it is uncertain whether Caltrans will allow a
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traffic signal to be installed on Highway 9 at Oak Street due to its close proximity (within
400 feet) of the existing traffic signal at Saratoga Avenue. Traffic signals spaced too
closely are difficult to coordinate, which results in inefficient traffic flow on the major
street.
Caltrans will require a more detailed signal warrant analysis as well as an evaluation of
traffic operations if a signal is installed to make their determination as to whether to allow a
signal at this location. The City of Saratoga is beginning the study process at this time.
D. Highway 9 / Oak Place Intersection
Immediately south of the Highway 9 / Oak Street intersection is the Highway 9 / Oak Place
intersection. This intersection is controlled by a stop sign on the east leg (westbound
approach) of Oak Place. Sight distance for westbound traffic exiting Oak Place and
proceeding southbound on Saratoga Avenue is somewhat marginal. Sight distance
improvements should be made at this intersection. This would include vegetation,
trimming along the east side of Highway 9 south of Oak Place. Parking prohibitions on the
east side of Highway 9, south of Oak Place, should also be considered.
The Oak Place approach sight distance constraint could also be mitigated by including this
leg in the signal system for Oak Street. However, the Oak Place approach is offset by
about 100 feet from Oak Street. This would require an extremely wide intersection along
Highway 9 and would also require split - phasing between the Oak Street and Oak Place
approaches. This would result in a very inefficient signal system which would not be
looked upon favorably by Caltrans. However, it is an alternative that should be explored.
E. Park Place / Oak Place Neighborhood
In addition to the major arterial streets in the immediate vicinity, a residential
neighborhood is located to the southeast of the fire station. This is accessed by Park Place
and Oak Place. Residential development fronts along these two roadways as well. The
neighborhood is experienced cut through traffic associated with the morning and evening
commuting pattern and nearby elementary school as well as the Saratoga Village
commercial area and from the Saratoga Federated Church, which is located immediately to
the southeast of the project site. The neighborhood has requested that the City of Saratoga
investigate means of reducing the amount of traffic intrusion into their neighborhood by
traffic calming features and possibly prohibitions of turning movements at access points to
the neighborhood. The City of Saratoga is in the process of investigating traffic calming
strategies in this neighborhood traffic management plan.
The investigation of traffic management strategies for the neighborhood is not a part of this
study. However, the project should be designed to avoid impacts associated with fire
station operations in the neighborhood and also possibly provide alternative routes for
traffic from nearby lane uses as well.
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III. FIRE STATION ALTERNATIVE LOCATIONS EVALUATION
The two fire station alternatives currently being considered include, Scheme A, which has
the fire station located on Saratoga Avenue just east of Highway 9, and Scheme D, which
has the fire station located on Highway 9 directly across from Oak Street, both locations
will affect or be affected by the traffic operations discussed for existing and background
conditions in the previous chapters of this report. The following discussion describes the
various criteria associated with traffic operations as they relate to the fire station site
alternatives. The more favorable alternative for each criterion is also identified.
The alternative comparisons are summarized on Exhibit 6.
1. Adjacent Traffic Volumes - The Saratoga Avenue east of Highway 9 currently
carries about 10,650 vehicles per day. Highway 9 currently carries about 11,322
vehicles per day south of Saratoga Avenue. This is not a significant difference in
traffic volumes. However, Saratoga Avenue would be the preferred access point
based upon average daily traffic, which favors Scheme A.
2. Adjacent Travel Speeds - The adjacent travel speed along Saratoga Avenue near the
Scheme A driveway is approximately 33 miles per hour. Highway 9 currently has
prevailing speeds of about 37 miles per hour. This is not a significant difference in
travel speed. However, this does favor the Saratoga Avenue (Scheme A) site. It
should also be mentioned that traffic speeds immediately adjacent to the signalized
Highway 9 / Saratoga Avenue intersection are slower than speeds at proximities
further away from the intersection. The average travel speeds stated herein are based
upon speeds during a green light.
3. Queue Lengths on Approaches to the Highway 9 / Saratoga Avenue Intersection -
When emergency vehicles on an emergency call are required to wait for a queue of
vehicles at a traffic signal to clear before they can proceed through an intersection, it
has an impact on the emergency vehicles response time. The longer the queue, the
greater the impact on the response time. The westbound Saratoga Avenue approach
has a much less average in maximum queue length during the morning peak hour than
the Highway 9 approach. However, it also has a lower average queue length during
the PM peak hour. However, Saratoga Avenue has experienced a longer maximum
queue during the evening peak hour than the maximum queue experienced on
Highway 9 when the data collection was performed in late March, 2002. There is a
significant advantage for the Saratoga Avenue site based upon the morning peak
hour. The evening peak hour is virtually the same for the two approaches. This
criteria favors the Saratoga Avenue site (Scheme A).
4. Queue on Near or Far Side of Station - The ability of an emergency vehicle to
proceed around a queue of vehicles by traveling in the opposing travel lanes can
significantly mitigate the impact of the queue on the vehicle response time. For
vehicles exiting the station, the ability to exit on the far side of the queue is much
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better than exiting where the queue is immediately adjacent to the curb along the fire
station frontage. In this case, the westbound Saratoga Avenue is on the far side (i.e.,
north half) of Saratoga Avenue while the fire station is located on the south half of the
street, adjacent to the eastbound travel lanes. The Highway 9 site is located on the
east side of Highway 9 which is immediately adjacent to the long northbound
Highway 9 queue created by the traffic signal at Saratoga Avenue. Scheme A - The
Saratoga Avenue site is favored based on this criterion.
5. Added Response Time from Highway 9 / Saratoga Intersection - Although queue
lengths are generally significantly longer in the peak hours on the northbound
Highway 9 approach than the westbound Saratoga Avenue approach, these conditions
only represent one to two hours out of the day. Observations of traffic indicate that
queue lengths are significantly less during most day light hours and are almost
nonexistent during nighttime hours. The overall effect on response time is probably
only a few seconds. The computation included on Exhibit 5 assumes that a queued
vehicle has an impact of two seconds on the response time of an emergency vehicle,
with the exception of the first vehicle in the queue, which has an impact of three
seconds. Scheme A is favored based on this factor.
6. Sight Distance Adequacy at Fire Station Driveway - The existing fire station has
very severe sight distance restrictions. These are proposed to be remedied by the
Scheme A site plan, which demolishes the existing building and constructs a new fire
station with setbacks that meet the City's Zoning Ordinance on both the Highway 9
site yard frontage and along Saratoga Avenue. The setback from Saratoga Avenue to
the fire station building will actually be much greater in order to provide a staging
area for fire station trucks on a concrete apron. No sight distance constraint will exist
for the Saratoga Avenue (Scheme A) site plan.
There is currently a sight distance of about 400 feet to the south of the proposed
driveway for the Scheme D fire station. Based on prevailing speeds of 40 miles per
hour on northbound Highway 9, the sight distance requirement is 315 feet. This also
accounts for the downhill gradient of the roadway as northbound traffic approaches
the fire station. The sight distance will be adequate at this location as well. In
addition, a traffic signal is likely to be installed at the Highway 9 / Oak Street
intersection. Emergency vehicles would be able to exit the fire station with the
protection of a standard traffic signal, which would make sight distance a minor issue.
The proposed design of Scheme A will allow emergency vehicles to exit the fire
station directly into the middle of the Highway 9 /Saratoga Avenue intersection and
pre -empt the normal signal operation to stop all entering traffic with red signal
indications. Sight distance will not be an issue with this proposed sight plan
alternative and traffic signal pre - emption. Neither alternative is favored for this
consideration.
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7. Traffic Impact on Park Place Neighborhood - Both Scheme A and Scheme D
propose to allow right turns and left turns into the fire station. The apron providing
the driveway in front of the fire station is proposed to be large enough to
accommodate vehicles to turn around and back into the fire station without
encroaching on the travel lanes on either Saratoga Avenue or Highway 9. It is
expected that both fire station locations would have a mitigating effect on fire station
traffic impacts in the Oak Place and Park Place neighborhood. The existing fire
station has minimal apron at Saratoga Avenue and fire equipment occasionally
meanders through the neighborhood to make a right turn into the fire station to stage
for backing into the apparatus bays. Neither alternative is favored using this criterion.
8. Conflicts With Pedestrian Traffic - Based upon field observations, sporadic
pedestrian traffic occurs along the existing fire station frontage along the south side of
Saratoga Avenue east of Highway 9. By contrast, the Highway 9 /Oak Street
intersection carried approximately 120 to 120 pedestrians during the six hours of
manual counts including 7:00am to 9:00am and 2:00pm to 6:00pm. Many of these
pedestrians were school age on their way to or from the Saratoga Elementary School
located on Oak Street west of Highway 9. The potential for conflicts with pedestrian
traffic is greater at the Scheme D site than the Scheme A site. This favors Scheme A.
9. Facilitate Solutions to Other Traffic Problems on Highway 9 - As mentioned
under the Existing Traffic Conditions section of this report, a traffic signal is already
warranted at the Highway 9 /Oak Street intersection. It is possible that a fire station
exit as the east leg of this intersection would provide a much stronger case for
installing a traffic signal. However, the data currently available indicates that a traffic
signal can clearly be justified for this location. The traffic signal at the Highway
9 /Oak Street intersection also provides an opportunity to create a fourth leg at this
intersection that would serve the parking area for Saratoga Federated Church as well
as the public parking facilities for the Post Office and personnel parking for the fire
station and sheriff's station. Both site plan alternatives provide the ability to add a
public driveway to this intersection as well. The Scheme A site plan allows some
flexibility by not co- mingling public traffic with fire station operations. Based on the
increased likelihood of obtaining a signal at the Highway9 /Oak Street intersection,
Scheme D is favored.
10. Facilitate Solutions to Other Traffic Problems on Saratoga Avenue - The
currently proposed Scheme A site plan allows the inclusion of a westbound right turn
lane on Saratoga Avenue. It also allows the conversion of the existing diagonal
parking in front of the Post Office to parallel parking. The existing diagonal parking
is highly undesirable along most public streets but especially along a moderate speed
and moderate traffic volume arterial such as Saratoga Avenue. The diagonal parking
operations will be exacerbated by the addition of the westbound right turn lane on
Saratoga Avenue because the lanes will need to be re- striped further to the south to
accommodate this additional travel lane along the north curb line. This will result in
eastbound through traffic being immediately adjacent to the rear bumpers of the cars
parked in the existing diagonal spaces. They must be eliminated as a part of the
A02 -041 Report -Lwpd
addition of the right turn lane. A total of two or three spaces can be accommodated
with the Scheme A site plan. The Scheme A site plan also has some constraints
regarding the ability to allow the existing bike lanes to remain along Saratoga
Avenue.
The Highway 9 (Scheme D) site will allow the implementation of the westbound
Saratoga Avenue right turn lane and the provision of five parallel parking spaces
along Saratoga Avenue to serve the Post Office. It also can probably be designed to
accommodate standard bike lanes for eastbound and westbound Saratoga Avenue.
The ability to implement traffic operational improvements along Saratoga Avenue
favors the Scheme D site.
11. Facilitate Fourth Leg at Highway 9 /Oak Street - At the Highway 9 /Oak Street
intersection to provide signalized access to and from public and Church parking areas
as described in criterion 8, both project site plan alternatives can be designed to
accommodate a driveway to serve public and Church parking areas. However, the
co- mingling of public traffic and fire station operations is not desirable under Scheme
D This favors Scheme A, the Saratoga Avenue site.
Overall, the Scheme A (Saratoga Avenue site) is favored for six criteria. Scheme D,
(the Highway 9 site) is favored in three criteria. Both alternatives are essentially
equivalent based on three of the criteria. This would seem to favor the Saratoga
Avenue site. However, the differences between adjacent traffic volumes and travel
speeds are fairly inconsequential, especially with traffic signalization at the Highway
9 /Oak Street intersection. Neither alternative has overwhelming advantages with
regard to traffic operations over the other alternative. Also, both sites can be
designed to satisfactorily and safely accommodate traffic operations. The
consideration of a variety of other criteria that are not related to traffic will need to be
considered in making a determination of the appropriate site plan to implement.
IV. TEMPORARY FIRE STATION TRAFFIC OPERATIONS
If Scheme A is implemented, it will require the demolition of the existing fire station and
the reconstruction of a new fire station essentially on the existing fire station site. During
construction, the fire station will need to be moved to a temporary location. This has been
identified as the existing Contempo building which is near where the Scheme D fire station
would be located. Several emergency response routes could be implemented for the
temporary fire station at the Contempo building. These were evaluated in the Proposed
Replacement of Saratoga Fire Station - Traffic Assessment of Temporary Operations and
Alternate Access on SR -9, Fehr & Peers Associates, Inc., August 10, 2001, and Saratoga
Fire Station Replacement - Traffic Assessment - A Proposed Temporary Circulation Plan,
Fehr & Peers Associates, Inc., August 29, 2001. The temporary circulation recommended
by Fehr & Peers is to access the Contempo temporary fire station via Highway 9 and to exit
onto Saratoga Avenue at the existing one -way driveway east of and adjacent to the post
office. This is also the recommended temporary circulation alternative based upon on this
A02 -041 Report -Lwpd
current traffic assessment. The August 29, 2001 report suggests some mitigations to reduce
the potential conflicts between emergency response vehicles and pedestrians where the
existing sidewalk in front of the post office intersects the one -way exit driveway to be used
by fire vehicles during an emergency response. This is illustrated on Exhibit 7. A new
sidewalk is recommended that would extend perpendicular to the existing sidewalk in front
of the post office to provide a relocated cross walk further away from the corner of the post
office building, which currently limits visibility between eastbound pedestrians and exiting
vehicles. A hand rail would be constructed across the pedestrian approach to the driveway
on the post office side of the driveway and a convext mirror installed to provide better
visibility between pedestrians and exiting vehicles. An alternative mitigation strategy
developed in the August 29, 2001 report is to install an extinguishable, internally
illuminated "car coming" sign that would flash as a vehicle approached on the exit. It
would be activated by vehicle detection similar to what is provided at a traffic signal.
Rather than this being an alternative measure, it is recommended that it be installed in
addition to the measures depicted on Exhibit 7. This will provide additional measure to
minimize pedestrian and exiting vehicle conflicts.
V. RECOMMENDATIONS
The following recommendations are based upon the preceding analysis.
1. The Highway 9 / Saratoga Avenue intersection should have the following
improvements implemented to improve existing traffic conditions and to mitigate
future.
a. Modify the existing traffic signal from the existing eastbound and
westbound split - phasing to protected left turn phasing on the eastbound
and westbound approaches. The traffic signal modification should be the
responsibility of Caltrans.
b. Install a northbound Highway 9 right turn lane.
C. Install a westbound Saratoga Avenue right turn lane.
d. Install a southbound Saratoga - Sunnyvale Road right turn lane.
The northbound right turn lane and westbound right turn lane should be implemented
as a part of the fire station project, whether Scheme A or Scheme D or any other
scheme is implemented. The southbound right turn lane should be implemented by
the City of Saratoga as the City continues to develop in the future.
2. Install a traffic signal at the Highway 9 / Oak Street intersection. This is required for
existing traffic conditions. The neighborhood has indicated that it would be desirable
to have a raised median on the south leg of this intersection that would be extended
south of the Oak Place intersection to restrict the Oak Place intersection to right turns
in and out only. This design component will also need to be approved by Caltrans.
The traffic signal will need to be approved by Caltrans and will require the
preparation of detailed traffic signal warrant analysis and an evaluation of the
A02 -041 Report -Lwpd
resulting traffic operations assuming a signal at Oak Street as well as the existing
signal at Saratoga Avenue.
3. The Scheme A site should have emergency vehicle preemption installed at the
Highway 9 / Saratoga Avenue intersection that would stop all four legs of the
intersection, thus allowing emergency vehicles to enter directly into the intersection,
essentially as a fifth leg. The same type of configuration and traffic signal operation
should be provided at the future Highway 9 / Oak Street intersection if the Scheme D
fire station is implemented.
4. The existing diagonal parking in front of the post office should be modified to parallel
parking at the time of implementation of a westbound right turn lane on Saratoga
Avenue at Highway 9.
5. The temporary station that would utilize the existing Contempo building if Scheme A
is implemented, should include vehicles entering via Highway 9 and exiting on to
Saratoga Avenue in the one -way driveway east of the post office. The measure is
depicted on Exhibit 7 in addition to an extinguishable message sign activated by
vehicle detection on the exit to warn pedestrians of approaching vehicles should be
installed to minimize conflicts between exiting vehicles and pedestrians in front of the
post office.
VI. CONCLUSION
Both Scheme A and Scheme D can be designed to adequately and safely accommodate vehicular
traffic and emergency vehicle traffic operations. Scheme A has certain advantages including
being located on the lower volume, low -speed street roadway and being able to have reduced
emergency vehicle response times. It also has less pedestrians in the proximity of the fire station
driveway and facilitates the provision of a fourth leg at the Highway 9 / Oak Street intersection
that would serve as a major access and egress point for the Saratoga Federated Church and the
other public parking areas in the vicinity of the fire station. On the other hand, Scheme D may
provide a stronger reason to signalize the Highway 9 / Oak Street intersection which would be
helpful in negotiating with Caltrans. It also provides the ability to widen Saratoga Avenue to
accommodate five parallel parking spaces along its south curb line, thus fully replacing the
existing five diagonal parking spaces in front of the post office. It will also be easier to retain the
existing bike lanes on the east leg of Saratoga Avenue.
Neither alternative has such distinct advantages over the other alternative with regarding to
traffic operations to be able to identify a preferred alternative. Other non - traffic operations
considerations will need to be considered in identifying the best project alternative.
A02 -041 Report -Lwpd
LIST OF EXHIBITS
EXHIBIT
NO. DESCRIPTION
1. PROJECT LOCATION MAP
2. AERIAL PHOTO OF EXISTING SITE CONDITIONS
3. SCHEME A SITE PLAN
4. SCHEME D SITE PLAN
5. LEVEL OF SERVICE SUMMARY
6. SARATOGA PUBLIC SAFETY CENTER ALTERNATIVE COMPARISON SUMMARY
TABLE
7. TEMPORARY FIRE STATION SARATOGA AVENUE EXIT IMPROVEMENTS
A02 -041 Report -l.wpd
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°r g= { 1 j i �y r DR. o EXHIBIT 1
PROJECT LOCATION
MAP
HIGGINS ASSOCIATES
EXHIBIT 2
AERIAL PHOTO OF
EXISTING SITE CONDITIONS
HIGGINS /ASSOCIATES
Source: EXHIBIT 3
ATI Architects and Engineers, SCHEME A
April 11, 2002 SITE PLAN
Saratoga-Los Gatos/HWY 9
Source: EXHIBIT 4
ATI Architects and Engineers, SCHEME D
April 11, 2002 SITE PLAN
N
N
N
�i
m.
N
�c
r
r
0
Notes: 1. L, T, R = Left, Through, Right.
2. NB, SB, EB, WB = Northbound, Southbound, Eastbound, Westbound.
3. Analysis uses the Santa Clara County Congestion Management Program (CMP) intersection analysis methodologies,
including the 1985 Highway Capacity Manual.
4. Existing eastbound triangular island modeled as free right turn in analysis.
5. Improvement Options are as follows:
Option 1: Add NB and WB Right Turn Lanes.
Change East -West Signal Phasing from Split Phase to Protected.
Option 2: Option 1 plus SB Right Turn Lane
Option 3: Option 2 plus new EB Right Turn Lane.
6. Right turn lane improvements analyzed with right turn overlap phasing, in order to model right turns on red.
A01 -041 LOS.x is - LOS
Existing
Existing
Existing
Conditions
Operational Lane
Intersection
N -S E -W
Configuration
Control
AM Peak HE
PM Peak Hr
Street I Street
Delay LOS
Delay LOS
(sec) V/C
(sec) V/C
1 Saratoga -Los Gatos
Big Basin Way
NB 1 -L, 1 -T, 1 -T /R
Signal
25.8 D
27.0 D
Road (SR 9) -
(SR9) -
SB 1 -L, 1 -T, 1 -T /R
0.604
0.650
Saratoga - Sunnyvale
Saratoga
EB 1 -L, 1 -T, 1 -R
Improvement Option 1
23.5 C
24.2 C
Road
Avenue
WB 1 -L, 1 -T /R
0.536
0.569
Improvement Option 2
23.3 C
23.5 C
0.496
0.501
Improvement Option 3
22.8 C
23.1 C
0.496
0.501
Notes: 1. L, T, R = Left, Through, Right.
2. NB, SB, EB, WB = Northbound, Southbound, Eastbound, Westbound.
3. Analysis uses the Santa Clara County Congestion Management Program (CMP) intersection analysis methodologies,
including the 1985 Highway Capacity Manual.
4. Existing eastbound triangular island modeled as free right turn in analysis.
5. Improvement Options are as follows:
Option 1: Add NB and WB Right Turn Lanes.
Change East -West Signal Phasing from Split Phase to Protected.
Option 2: Option 1 plus SB Right Turn Lane
Option 3: Option 2 plus new EB Right Turn Lane.
6. Right turn lane improvements analyzed with right turn overlap phasing, in order to model right turns on red.
A01 -041 LOS.x is - LOS
EXHIBIT 6 - SARATOGA PUBLIC SAFETY CENTER
ALTERNATIVE COMPARISON
SUMMARY TABLE
5. ADDED RESPONSE TIME FROM
HWY 9 /SARATOGA INTERSECTION
DELAY (SECONDS)
ADDED OVERALL RESPONSE TIME (SECONDS)
6. SIGHT DISTANCE ADEQUACY -
FIRE STATION DRIVEWAY
7. IMPACT ON PARK PLACE NEIGHBORHOOD
8. PEDESTRIAN CONFLICTS AT DRIVEWAY
9. FACILITATES SOLUTIONS TO OTHER
TRAFFIC PROBLEMS ON HIGHWAY 9
10. FACILITATES SOLUTIONS TO OTHER
TRAFFIC PROBLEMS ON SARATOGA AVE.
11. FACILITATES FOURTH LEG AT HWY 9 /OAK
TO PROVIDE SIGNALIZED ACCESS TO AND
FROM PUBLIC AND CHURCH PARKING AREAS
Higgins Associates
1.0 7.4 A - Saratoga Avenue
0.6
MOST RESTRICTED APPROACH
APPROACH SPEED (MPH)
SIGHT DISTANCE PROVIDED (FT)
SIGHT DISTANCE REQUIRED (FT;
SIGHT DISTANCE ADEQUATE?
REMEDIAL MEASURE
NB Hwy 9 Right
15
50
80
No
Fire Personnel
to Control Traffic
Potential for Fire Trucks to use Park Place to allow
a right turn into the station if a design that does not
allow WB Saratoga Left Turns is used.
Sporadic pedestrian traffic
1. Signal appears to be warranted
w/o Fire Station at Oak St.
None Apparent
Allows conversion of e)dsting
perpendicular spaces at Post Office to 3 parallel spaces.
1. Driveway can be provided adjacent to ebsting
Contempo building.
04/11/2002
6.0
MOST RESTRICTED APPROACH NB Hwy 9
APPROACH SPEED (MPH) 40
SIGHT DISTANCE PROVIDED (FT) 400
SIGHT DISTANCE REQUIRED (FT) 315
SIGHT DISTANCE ADEQUATE? Yes
REMEDIAL MEASURE None Required
Potential for Fire Trucks to use Park Place to allow
a right turn into the station if a pull through design
is not used.
130 pedestrians in 6 hours, many elementary students
1. May provide stronger reason to signalize Hwy 9/
Oak Street. This would improve pedestrian and
vehicular access and egress for Saratoga Elementary
2. Signal appears to be warranted w/o Fire
Station at Oak St.
Eliminates Fire Station driveway along Saratoga Ave.
1. This will allow conversion of e)dsting
perpendicular spaces at Post Office to 5 parallel spaces.
1. Driveway can be provided adjacent to proposed
Fire Station building. However, the comingling of
public traffic and fire station operations is not desirable.
D - Highway 9
Both Alternatives Equal
A - Saratoga Avenue
D - Highway 9
D - Highway 9
A - Saratoga Avenue
a02- 0411summary2.)ds
PREFERRED
CRITERIA
SCHEME A - SARATOGA AVENUE
SCHEME D - HIGHWAY 9
ALTERNATIVE
1. ADJACENT TRAFFIC VOLUMES - ADT
10,650
11,322
A - Saratoga Avenue
2. ADJACENT TRAVEL SPEEDS - MPH
EB 34
NB
40
(BASED ON 85th PERCENTILE)
WB 32
SB
33
AVE 33
AVE
36.5
A - Saratoga Avenue
3. QUEUE LENGTHS ON APPROACH
AM AVE 1.5
AM AVE
5.8
TO HWY9 /SARATOGAAVE (VEHICLES)
AM MAX 16
AM MAX
29
A - Saratoga Avenue
PM AVE 1.9
PM AVE
3
PM MAX 12
PM MAX
8
4. QUEUE ON NEAR OR FAR SIDE OF STATION
FAR SIDE - ALLOWS DIRECT ACCESS TO
NEAR SIDE - ALLOWS DIRECT ACCESS TO
Both Alternatives Equal
HIGHWAY 9 /SARATOGA AVE. INTERSECTION
SIGNALIZED HIGHWAY 9 /OAK ST. INTERSECTION
5. ADDED RESPONSE TIME FROM
HWY 9 /SARATOGA INTERSECTION
DELAY (SECONDS)
ADDED OVERALL RESPONSE TIME (SECONDS)
6. SIGHT DISTANCE ADEQUACY -
FIRE STATION DRIVEWAY
7. IMPACT ON PARK PLACE NEIGHBORHOOD
8. PEDESTRIAN CONFLICTS AT DRIVEWAY
9. FACILITATES SOLUTIONS TO OTHER
TRAFFIC PROBLEMS ON HIGHWAY 9
10. FACILITATES SOLUTIONS TO OTHER
TRAFFIC PROBLEMS ON SARATOGA AVE.
11. FACILITATES FOURTH LEG AT HWY 9 /OAK
TO PROVIDE SIGNALIZED ACCESS TO AND
FROM PUBLIC AND CHURCH PARKING AREAS
Higgins Associates
1.0 7.4 A - Saratoga Avenue
0.6
MOST RESTRICTED APPROACH
APPROACH SPEED (MPH)
SIGHT DISTANCE PROVIDED (FT)
SIGHT DISTANCE REQUIRED (FT;
SIGHT DISTANCE ADEQUATE?
REMEDIAL MEASURE
NB Hwy 9 Right
15
50
80
No
Fire Personnel
to Control Traffic
Potential for Fire Trucks to use Park Place to allow
a right turn into the station if a design that does not
allow WB Saratoga Left Turns is used.
Sporadic pedestrian traffic
1. Signal appears to be warranted
w/o Fire Station at Oak St.
None Apparent
Allows conversion of e)dsting
perpendicular spaces at Post Office to 3 parallel spaces.
1. Driveway can be provided adjacent to ebsting
Contempo building.
04/11/2002
6.0
MOST RESTRICTED APPROACH NB Hwy 9
APPROACH SPEED (MPH) 40
SIGHT DISTANCE PROVIDED (FT) 400
SIGHT DISTANCE REQUIRED (FT) 315
SIGHT DISTANCE ADEQUATE? Yes
REMEDIAL MEASURE None Required
Potential for Fire Trucks to use Park Place to allow
a right turn into the station if a pull through design
is not used.
130 pedestrians in 6 hours, many elementary students
1. May provide stronger reason to signalize Hwy 9/
Oak Street. This would improve pedestrian and
vehicular access and egress for Saratoga Elementary
2. Signal appears to be warranted w/o Fire
Station at Oak St.
Eliminates Fire Station driveway along Saratoga Ave.
1. This will allow conversion of e)dsting
perpendicular spaces at Post Office to 5 parallel spaces.
1. Driveway can be provided adjacent to proposed
Fire Station building. However, the comingling of
public traffic and fire station operations is not desirable.
D - Highway 9
Both Alternatives Equal
A - Saratoga Avenue
D - Highway 9
D - Highway 9
A - Saratoga Avenue
a02- 0411summary2.)ds
Red Cure
�
R° a ° 0 = o b
0 o Q- y
Ny
o CD
o CD
o
CD
Saratoga Fire Station Building Replacement ..,.r
Traffic Study
White Curb Green Curb 15 min.
Green Curb (15 min.)
Fence or planters®
POSt Office
Tjrn�ri�� y -
j ote: Plan is conceptual only and is not a design drawing.
rA
H
H Exhibit C PROPOSED DRIVEWAY MODIFICATIONS
O )05 -306 -1 (9_23 -01)
Z hr & Peers. Associates, Inc.
y
New curb
Saratoga Avenue
d ctosswalk
MA
Edge of Pavement
Scale: I"= 20'
,�l fp
LIST OF APPENDICES
APPENDIX
NO. TITLE
A. PEAK HOUR VOLUMES
B. LEVEL OF SERVICE CALCULATIONS
C. RAW PEAK HOUR TRAFFIC COUNTS
D. RAW 24 -HOUR COUNTS AND SPEED DATA
E. RAW RADAR SPEED SURVEY DATA
F. SARATOGA PUBLIC SAFETY CENTER ALTERNATIVE COMPARISON
G. HIGHWAY 9 / OAK STREET SIGNAL WARRANTS (PRELIMINARY)
A02 -041 Report - I.wpd
APPENDIX A -
PEAK HOUR VOLUMES
kAj
T\j
;IFF
1,1�
APPENDIX B
LEVEL OF SERVICE
CALCULATIONS
MITIG8 - AM Existing Thu Apr 11, 2002 09:16:04 Page 1 -1
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos = Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.604
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 25.8
Optimal Cycle: 50 Level Of Service: D+
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 0 1 1 0 0 1 0
Volume Module: AM Peak Hour
Base Vol: 120 570 196 60 410 140 200 220 100 95 213 44
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 120 570 196 60 410 140 200 220 100 95 213 44
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.00 0.92 0.92 0.92
PHF Volume: 130 620 213 65 446 152 217 239 0 103 232 48
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 130 620 213 65 446 152 217 239 0 103 232 48
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 130 620 213 65 446 152 217 239 0 103 232 48
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.04 1.00 0.97 1.04 1.00 0.97 1.06 0.97 0.97 1.00 1.00
Lanes: 1.00 1.47 0.53 1.00 1.48 0.52 1.00 1.00 1.00 1.00 0.83 0.17
Final Sat.: 1750 2753 946 1750 2757 942 1750 1900 1750 1750 1492 308
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.07 0.23 0.23 0.04 0.16 0.16 0.12 0.13 0.00 0.06 0.16 0.16
Crit Moves:* * ** * * ** * * ** * * **
Green Time: 16.5 44.7 44.7 7.4 35.7 35.7 25.0 25.0 0.0 30.8 30.8 30.8
Volume /Cap: 0.54 0.60 0.60 0.60 0.54 0.54 0.60 0.60 0.00 0.23 0.60 0.60
Delay /Veh: 38.6 23.7 23.7 48.0 27.3 27.3 34.5 34.6 0.0 26.8 31.4 31.4
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 38.6 20.1 20.1 48.0 23.2 23.2 34.5 29.4 0.0 26.8 26.7 26.7
DesignQueue: 8 28 9 4 22 7 12 13 0 5 12 2
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traf£ix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM Existing Thu Apr 11, 2002 09:16:23 Page 1 -1
----------------------------------------------------------------------- - - - - --
--------------------------------------------------------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.650
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 27.0
Optimal Cycle: 55 Level Of Service: D+
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I--------------- II--------------- II--------------- II---------- - - - - -1
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 0 1 1 0 0 1 0
------------ I---------- =---- II---------------- II----------- +---- II------------- - -1
Volume Module: PM Peak Hour
Base Vol: 103 235 76 82 588 206 145 218 103 124 276 57
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 103 235 76 82 588 206 145 218 103 124 276 57
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.98
PHF Volume: 105 240 78 84 600 210 148 222 0 127 282 58
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 105 240 78 84 600 210 148 222 0 127 282 58
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 105 240 78 84 600 210 148 222 0 127 282 58
------------ I--------------- 11--------------- II--------------- II---------- - - - - -I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.04 1.00 0.97 1.04 1.00 0.97 1.06 0.97 0.97 1.00 1.00
Lanes: 1.00 1.50 0.50 1.00 1.47 0.53 1.00 1.00 1.00 1.00 0.83 0.17
Final Sat.: 1750 2795 904 1750 2739 960 1750 1900 1750 1750 1492 308
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.06 0.09 0.09 0.05 0.22 0.22 0.08 0.12 0.00 0.07 0.19 0.19
Crit Moves: * * ** * * ** * * ** * * **
Green Time: 11.1 44.5 44.5 7.0 40.4 40.4 21.6 21.6 0.0 34.9 34.9 34.9
Volume /Cap: 0.65 0.23 0.23 0.82 0.65 0.65 0.47 0.65 0.00 0.25 0.65 0.65
Delay /Veh: 46.0 19.7 19.7 68.1 26.5 26.5 34.3 37.7 0.0 24.8 30.3 30.3
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 46.0 16.8 16.8 68.1 22.5 22.5 34.3 32.1 0.0 24.8 25.8 25.8
DesignQueue: 6 10 3 5 28 10 8 13 0 6 14 3
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - AM Ex + Optionl Thu Apr 11, 2002 09:16:42 Page 1 -1
-------------------------------------------------------------------------- - - - - --
--------------------------------------------------------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.536
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 23.5
Optimal Cycle: 46 Level Of Service: C-
********************************************************************************
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I--------------- II--------------- II--------------- II ---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Include Ignore Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 1 1 0 1 0 1 0 1 1 0 1 0 1
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Volume Module: AM Peak Hour
Base Vol: 120 570 196 60 410 140 200 220 100 95 213 44
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 120 570 196 60 410 140 200 220 100 95 213 44
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.00 0.92 0.92 0.92
PHF Volume: 130 620 213 65 446 152 217 239 0 103 232 48
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 130 620 213 65 446 152 217 239 0 103 232 48
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 130 620 213 65 446 152 217 239 0 103 232 48
------------ I--------------- II--------------- II--------------- ---------- - - - - -I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.04 1.00 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00 1.00 1.48 0.52 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 2757 942 1750 1900 1750 1750 1900 1750
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.07 0.16 0.12 0.04 0.16 0.16 0.12 0.13 0.00 0.06 0.12 0.03
Crit Moves: * * ** * * ** * * ** * * **
Green Time: 16.7 45.9 63.5 7.0 36.2 36.2 27.8 37.5 0.0 17.6 27.3 34.3
Volume /Cap: 0.54 0.43 0.23 0.64 0.54 0.54 0.54 0.40 0.00 0.40 0.54 0.10
Delay /Veh: 38.3 20.9 11.5 50.4 26.9 26.9 31.8 24.9 0.0 35.9 32.0 23.9
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 38.3 17.8 9.8 50.4 22.9 22.9 31.8 21.2 0.0 35.9 27.2 20.3
DesignQueue: 8 27 7 4 22 7 11 11 0 6 12 2
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM Ex + Optionl Thu Apr 11, 2002 09:17:05 Page 1 -1
-------------------------------------------------------------------------- - - - - --
--------------------------------------------------------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.569
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 24.2
Optimal Cycle: 47 Level Of Service: C-
********************************************************************************
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I--------------- II --------------- II --------------- II---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Include Ignore Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 1 1 0 1 0 1 0 1 1 0 1 0 1
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Volume Module: PM Peak Hour
Base Vol: 103 235 76 82 588 206 145 218 103 124 276 57
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 103 235 76 82 588 206 145 218 103 124 276 57
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0..00 1.00 1.00 1.00
PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.98
PHF Volume: 105 240 78 84 600 210 148 222 0 127 282 58
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 105 240 78 84 600 210 148 222 0 127 282 58
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 105 240 78 84 600 210 148 222 0 127 282 58
------------ I--------------- II--------------- il--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.04 1.00 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00 1.00 1.47 0.53 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 2739 960 1750 1900 1750 1750 1900 1750
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
V61/Sat: 0.06 0.06 0.04 0.05 0.22 0.22 0.08 0.12 0.00 0.07 0.15 0.03
Crit Moves: * * ** * * ** * * ** * * **
Green Time: 12.7 34.6 53.4 24.2 46.2 46.2 17.8 30.4 0.0 18.8 31.3 55.5
Volume /Cap: 0.57 0.22 0.10 0.24 0.57 0.57 0.57 0.46 0.00 0.46 0.57 0.07
Delay /Veh: 41.8 24.6 14.7 30.6 22.5 22.5 38.3 29.3 0.0 35.9 30.4 13.6
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 41.8 20.9 12.5 30.6 19.1 19.1 38.3 24.9 0.0 35.9 25.9 11.6
DesignQueue: 6 12 3 5 26 9 9 11 0 7 14 2
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - AM Ex + Option2 Thu Apr 11, 2002 09:17:31 Page 1 -1
-------------------------------------------------------------------------- - - - - --
--------------------------------------------------------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.496
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 23.3
Optimal Cycle: 46 Level Of Service: C-
********************************************************************************
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I --------------- II --------------- II--------------- II ---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ignore Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 10 1 1 0 1 0 1
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Volume Module: AM Peak Hour
Base Vol: 120 570 196 60 410 140 200 220 100 95 .213 44
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 120 570 196 60 410 140 200 220 100 95 213 44
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.00 0.92 0.92 0.92
PHF Volume: 130 620 213 65 446 152 217 239 0 103 232 48
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 130 620 213 65 446 152 217 239 0 103 232 48
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 130 620 213 65 446 152 217 239 0 103 232 48
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1900 1750
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.07 0.16 0.12 0.04 0.12 0.09 0.12 0.13 0.00 0.06 0.12 0.03
Crit Moves:* * ** * * ** * * ** * * **
Green Time: 18.8 39.4 58.5 9.0 29.6 59.7 30.1 40.5 0.0 19.0 29.5 38.5
Volume /Cap: 0.47 0.50 0.25 0.50 0.47 0.17 0.50 0.37 0.00 0.37 0.50 0.09
Delay /Veh: 36.0 24.8 13.7 42.9 29.6 12.6 30.0 23.1 0.0 34.7 30.3 21.6
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
AdjDel /Veh: 36.0 21.1 11.6 42.9 25.2 10.7 30.0 19.6 0.0 34.7 25.7 18.4
DesignQueue: 7 29 8 4 23 5 11 11 0 6 12 2
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM Ex + Option2 Thu Apr 11, 2002 09:18:01 Page 1 -1
-------------------------------------------------------------------------- - - - - --
-----------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.501
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 23.5
Optimal Cycle: 46 Level Of Service: C-
********************************************************************************
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T R
------------ I--------------- II--------------- II--------------- 11---------- - - - - -I
Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ignore Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Volume Module: PM Peak Hour
Base Vol: 103 235 76 82 588 206 145 218 103 124 276 57
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 103 235 76 82 588 206 145 218 103 124 276 57
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.98
PHF Volume: 105 240 78 84 600 210 148 222 0 127 282 58
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 105 240 78 84 600 210 148 222 0 127 282 58
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 105 240 78 84 600 210 148 222 0 127 282 58
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1900 1750
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.06 0.06 0.04 0.05 0.16 0.12 0.08 0.12 0.00 0.07 0.15 0.03
Crit Moves: * * ** * * ** * * ** * * **
Green Time: 14.4 30.7 52.0 21.5 37.8 58.1 20.3 34.5 0.0 21.3 35.5 57.0
Volume /Cap: 0.50, 0.25 0.10 0.27 0.50 0.25 0.50 0.41 0.00 0.41 0.50 0.07
Delay /Veh: 39.2 27.0 15.3 32.4 25.7 13.8 35.6 26.5 0.0 33.8 27.1 13.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 39.2 22.9 13.0 32.4 21.8 11.8 35.6 22.5 0.0 33.8 23.1 11.0
DesignQueue: 6 12 3 5 29 7 8 11 0 7 14 2
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - AM Ex + Option3 Thu Apr 11, 2002 09:20:06 Page 1 -1
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.496
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 22.8
Optimal Cycle: 46 Level Of Service: C
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ovl Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Volume Module: AM Peak Hour
Base Vol: 120 570 196 60 410 140 200 220 100 95 213 44
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 120 570 196 60 410 140 200 220 100 95 213 44
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
PHF Volume: 130 620 213 65 446 152 217 239 109 103 232 48
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 130 620 213 65 446 152 217 239 109 103 232 48
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 130 620 213 65 446 152 217 239 109 103 232 48
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1900 1750
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.07 0.16 0.12 0.04 0.12 0.09 0.12 0.13 0.06 0.06 0.12 0.03
Crit Moves: * * ** * * ** * * ** * * **
Green Time: 18.8 39.4 58.5 9.0 29.6 59.7 30.1 40.5 59.4 19.0 29.5 38.5
Volume /Cap: 0.47 0.50 0.25 0.50 0.47 0.17 0.50 0.37 0.13 0.37 0.50 0.09
Delay /Veh: 36.0 24.8 13.7 42.9 29.6 12.6 30.0 23.1 12.4 34.7 30.3 21.6
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 36.0 21.1 11.6 42.9 25.2 10.7 30.0 19.6 10.6 34.7 25.7 18.4
DesignQueue: 7 29 8 4 23 5 11 11 4 6 12 2
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM Ex + Option3 Thu Apr 11, 2002 09:20:22 Page 1 -1
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.501
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 23.1
Optimal Cycle: 46 Level Of Service: C-
********************************************************************************
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ovl Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 1 0 1
-------------- I--------------- II--------------- II-------- .------- II---------------
I
Volume Module: PM Peak Hour
Base Vol: 103 235 76 82 588 206 145 218 103 124 276 57
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 103 235 76 82 588 206 145 218 103 124 276 57
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
PHF Volume: 105 240 78 84 600 210 148 222 105 127 282 58
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 105 240 78 84 600 210 148 222 105 127 282 58
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 105 240 78 84 600 210 148 222 105 127 282 58
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1900 1750
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.06 0.06 0.04 0.05 0.16 0.12 0.08 0.12 0.06 0.07 0.15 0.03
Crit Moves: * * ** * * ** * * ** * * **
Green Time: 14.4 30.7 52.0 21.5 37.8 58.1 20.3 34.5 48.9 21.3 35.5 57.0
Volume /Cap: 0.50 0.25 0.10 0.27 0.50 0.25 0.50 0.41 0.15 0.41 0.50 0.07
Delay /Veh: 39.2 27.0 15.3 32.4 25.7 13.8 35.6 26.5 17.1 33.8 27.1 13.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 39.2 22.9 13.0 32.4 21.8 11.8 35.6 22.5 14.5 33.8 23.1 11.0
DesignQueue: 6 12 3 5 29 7 8 11 4 7 14 2
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - AM 2025 Thu Apr 11, 2002 09:22:44 Page 1 -1
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 1.026
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 52.0
Optimal Cycle: 180 Level Of Service: E
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I --------------- II--------------- II --------------- II---------- - - - - -
I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 0 1 1 0 0 1 0
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Volume Module: AM Peak Hour
Base Vol: 120 570 196 60 410 140 200 220 100 95 213 44
Growth Adj: 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70
Initial Bse: 204 969 333 102 697 238 340 374 170 162 362 75
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.00 0.92 0.92 0.92
PHF Volume: 222 1053 362 111 758 259 370 407 0 176 394 81
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 222 1053 362 111 758 259 370 407 0 176 394 81
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 222 1053 362 111 758 259 370 407 0 176 394 81
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.04 1.00 0.97 1.04 1.00 0.97 1.06 0.97 0.97 1.00 1.00
Lanes: 1.00 1.47 0.53 1.00 1.48 0.52 1.00 1.00 1.00 1.00 0.83 0.17
Final Sat.: 1750 2753 946 1750 2757 942 1750 1900 1750 1750 1492 308
------------ I --------------- II --------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.13 0.38 0.38 0.06 0.27 0.27 0.21 0.21 0.00 0.10 0.26 0.26
Crit Moves:* * ** * * ** * * ** * * **
Green Time: 16.5 44.7 44.7 7.4 35.7 35.7 25.0 25.0 0.0 30.8 30.8 30.8
Volume /Cap: 0.92 1.03 1.03 1.03 0.92 0.92 1.01 1.03 0.00 0.39 1.03 1.03
Delay /Veh: 66.0 54.3 54.3 118.9 40.3 40.3 76.0 78.6 0.0 28.3 73.7 73.7
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 66.0 46.2 46.2 118.9 34.2 34.2 76.0 66.8 0.0 28.3 62.6 62.6
DesignQueue: 13 49 17 7 38 13 21 23 0 9 21 4
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM 2025 Thu Apr 11, 2002 09:23:12 Page 1 -1
-------------------------------------------------------------------------- - - - - --
-----------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 1.105
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 67.8
Optimal Cycle: 180 Level Of Service: F
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 0 1 1 0 0 1 0
--------------------------- II--------------- II--------------- 11---------- - - - - -I
Volume Module: PM Peak Hour
Base Vol: 103 235 76 82 588 206 145 218 103 124 276 57
Growth Adj: 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70
Initial Bse: 175 400 129 139 1000 350 247 371 175 211 469 97
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.98
PHF Volume: 179 408 132 142 1020 357 252 378 0 215 479 99
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 179 408 132 142 1020 357 252 378 0 215 479 99
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 179 408 132 142 1020 357 252 378 0 215 479 99
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1600 1800 1800 1800 1800 1800
Adjustment: 0.97 1.04 1.00 0.97 1.04 1.00 0.97 1.06 0.97 0.97 1.00 1.00
Lanes: 1.00 1.50 0.50 1.00 1.47 0.53 1.00 1.00 1.00 1.00 0.83 0.17
Final Sat.: 1750 2795 904 1750 2739 960 1750 1900 1750 1750 1492 308
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.10 0.15 0.15 0.08 0.37 0.37 0.14 0.20 0.00 0.12 0.32 0.32
Crit Moves: * * ** * * ** * * ** * * **
Green Time: 11.1 33.1 33.1 18.4 40.4 40.4 21.6 21.6 0.0 34.9 34.9 34.9
Volume /Cap: 1.10 0.53 0.53 0.53 1.10 1.10 0.80 1.10 0.00 0.42 1.10 1.10
Delay /Veh: 137.2 28.4 28.4 37.1 87.6 87.6 44.9 113 0.0 26.5 101 100_7
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 137.2 24.2 24.2 37.1 74.5 74.5 44.9 96.3 0.0 26.5 85.6 85.6
DesignQueue: 11 20 7 8 50 17 14 22 0 10 25 5
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - AM 2025 + Optionl Thu Apr 11, 2002 09:23:32 Page 1 -1
-------------------------------------------------------------------------- - - - - --
-----------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.911
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 33.0
Optimal Cycle: 127 Level Of Service: D
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I --------------- II--------------- II--------------- II ---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Include Ignore Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 1 1 0 1 0 1 0 1 1 0 1 0 1
--------.=.--- I--------------- II--------------- II--------------- II---------------
I
Volume Module: AM Peak Hour
Base Vol: 120 570 196 60 410 140 200 220 100 95 213 44
Growth Adj: 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70
Initial Bse: 204 969 333 102 697 238 340 374 170 162 362 75
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.00 0.92 0.92 0.92
PHF Volume: 222 1053 362 111 758 259 370 407 0 176 394 81
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 222 1053 362 111 758 259 370 407 0 176 394 81
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 .1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 222 1053 362 111 758 259 370 407 0 176 394 81
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.04 1.00 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00 1.00 1.48 0.52 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 2757 942 1750 1900 1750 1750 1900 1750
------------ I--------------- II--------------- II--------------- 11---------- - - - - -I
Capacity Analysis Module:
Vol /Sat: 0.13 0.28 0.21 0.06 0.27 0.27 0.21 0.21 0.00 0.10 0.21 0.05
Crit Moves:* * ** * * ** * * ** * * **
Green Time: 16.7 43.0 60.6 9.8 36.2 36.2 27.8 37.5 0.0 17.6 27.3 37.1
Volume /Cap: 0.91 0.77 0.41 0.77 0.91 0.91 0.91 0.68 0.00 0.68 0.91 0.15
Delay /Veh: 63.3 27.9 14.3 55.9 38.7 38.7 51.4 29.7 0.0 41.9 50.8 22.8
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 63.3 23.7 12.1 55.9 32.9 32.9 51.4 25.2 0.0 41.9 43.2 19.4
DesignQueue: 13 49 13 7 38 13 20 20 0 10 21 4
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM 2025 + Option! Thu Apr 11, 2002 09:23:49 Page 1 -1
-------------------------------------------------------------------------- - - - - --
--------------------------------------------------------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.967
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 38.7
Optimal Cycle: 176 Level Of Service: D-
********************************************************************************
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Include Ignore Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 1 1 0 1 0 1 0 1 1 0 1 0 1
----------- = 1 --------------- II--------------- II--------------- II---------------
I
Volume Module: PM Peak Hour
Base Vol: 103 235 76 82 588 206 145 218 103 124 276 57
Growth Adj: 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70
Initial Bse: 175 400 129 139 1000 350 247 371 175 211 469 97
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.98
PHF Volume: 179 408 132 142 1020 357 252 378 0 215 479 99
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 179 408 132 142 1020 357 252 378 0 215 479 99
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 179 408 132 142 1020 357 252 378 0 215 479 99
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.04 1.00 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00 1.00 1.47 0.53 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 2739 960 1750 1900 1750 1750 1900 1750
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.10 0.11 0.08 0.08 0.37 0.37 0.14 0.20 0.00 0.12 0.25 0.06
Crit Moves: * * ** * * ** * * ** * * **
Green Time: 12.7 33.5 52.3 25.4 46.2 46.2 17.8 30.4 0.0 18.8 31.3 56.7
Volume /Cap: 0.97 0.38 0.17 0.38 0.97 0.97 0.97 0.79 0.00 0.79 0.97 0.12
Delay /Veh: 82.4 26.7 15.7 31.2 39.8 39.8 73.0 37.6 0.0 46.6 57.0 13.5
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
AdjDel /Veh: 82.4 22.7 13.4 31.2 33.8 33.8 73.0 32.0 0.0 46.6 48.5 11.4
DesignQueue: 11 20 5 8 46 16 15 20 0 12 25 4
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - AM 2025 + Option2 Thu Apr 11, 2002 09:24:22 Page 1 -1
-------------------------------------------------------------------------- - - - - --
--------------------------------------------------------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.843
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 29.8
Optimal Cycle: 95 Level Of Service: D
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I--------------- II--------------- II --------------- II---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ignore Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Volume Module: AM Peak Hour
Base Vol: 120 570 196 60 410 140 200 220 100 95 213 44
Growth Adj: 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70
Initial Bse: 204 969 333 102 697 238 340 374 170 162 362 75
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.00 0.92 0.92 0.92
PHF Volume: 222 1053 362 111 758 259 370 407 0 176 394 81
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 222 1053 362 111 758 259 370 407 0 176 394 81
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 222 1053 362 111 758 259 370 407 0 176 394 81
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1900 1750
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.13 0.28 0.21 0.06 0.20 0.15 0.21 0.21 0.00 0.10 0.21 0.05
Crit Moves:
Green Time: 18.8 39.4 58.5 9.0 29.6 59.7 30.1 40.5 0.0 19.0 29.5 38.5
Volume /Cap: 0.81 0.84 0.42 0.84 0.81 0.30 0.84 0.63 0.00 0.63 0.84 0.14
Delay /Veh: 48.1 32.3 15.3 66.2 36.0 13.6 42.1 26.9 0.0 39.2 41.9 22.1
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 48.1 27.4 13.0 66.2 30.6 11.5 42.1 22.9 0.0 39.2 35.6 18.8
DesignQueue: 13 51 13 7 40 9 19 19 0 10 21 4
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM 2025 + Option2 Thu Apr 11, 2002 09:24:41 Page 1 -1
-------------------------------------------------------------------------- - - - - --
--------------------------------------------------------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.851
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 29.8
Optimal Cycle: 98 Level Of Service: D
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ignore Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Volume Module: PM Peak Hour
Base Vol: 103 235 76 82 588 206 145 218 103 124 276 57
Growth Adj: 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70
Initial Bse: 175 400 129 139 1000 350 247 371 175 211 469 97
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0.98 0.98
PHF Volume: 179 408 132 142 1020 357 252 378 0 215 479 99
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 179 408 132 142 1020 357 252 378 0 215 479 99
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 179 408 132 142 1020 357 252 378 0 215 479 99
------------ I--------------- II--------------- 11------------- --11---------- - - - - -I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1900 1750
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.10 0.11 0.08 0.08 0.27 0.20 0.14 0.20 0.00 0.12 0.25 0.06
Crit Moves: * * ** * * ** * * ** * * **
Green Time: 14.4 29.7 51.0 22.5 37.8 58.1 20.3 34.5 0.0 21.3 35.5 58.0
Volume /Cap: 0.85 0.43 0.18 0.43 0.85 0.42 0.85 0.69 0.00 0.69 0.85 0.12
Delay /Veh: 57.7 29.1 16.3 33.4 33.5 15.5 50.9 31.5 0.0 39.6 38.6 12.9
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 57.7 24.8 13.9 33.4 28.5 13.1 50.9 26.8 0.0 39.6 32.8 11.0
DesignQueue: 11 21 5 8 50 13 14 19 0 12 24 3
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - AM 2025 + Option3 Thu Apr 11, 2002 09:25:04 Page 1 -1
-------------------------------------------------------------------------- - - - - --
--------------------------------------------------------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.843
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 29.1
Optimal Cycle: 95 Level Of Service: D
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I--------------- II--------------- II --------------- II---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ovl Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Volume Module: AM Peak Hour
Base Vol: 120 570 196 60 410 140 200 220 100 95 213 44
Growth Adj: 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70
Initial Bse: 204 969 333 102 697 238 340 374 170 162 362 75
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
PHF Volume: 222 1053 362 111 758 259 370 407 185 176 394 81
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 222 1053 362 111 758 259 370 407 185 176 394 81
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 222 1053 362 111 758 259 370 407 185 176 394 81
------------ I--------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.0'0 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1900 1750
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.13 0.28 0.21 0.06 0.20 0.15 0.21 0.21 0.11 0.10 0.21 0.05
Crit Moves:* * ** * * ** * * ** * * **
Green Time: 18.8 39.4 58.5 9.0 29.6 59.7 30.1 40.5 59.4 19.0 29.5 38.5
Volume /Cap: 0.81 0.84 0.42 0.84 0.81 0.30 0.84 0.63 0.21 0.63 0.84 0.14
Delay /Veh: 48.1 32.3 15.3 66.2 36.0 13.6 42.1 26.9 13:0 39.2 41.9 22.1
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 48.1 27.4 13.0 66.2 30.6 11.5 42.1 22.9 11.1 39.2 35.6 18.8
DesignQueue: 13 51 13 7 40 9 19 19 6 10 21 4
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 PM 2025 + Option3 Thu Apr 11, 2002 09:25:22 Page 1 -1
-------------------------------------------------------------------------- - - - - --
--------------------------------------------------------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.851
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 29.1
Optimal Cycle: 98 Level Of Service: D
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ovl Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------ I--------------- II--------------- 11--------------- II---------- - - - - -I
Volume Module: PM Peak Hour
Base Vol: 103 235 76 82 588 206 145 218 103 124 276 57
Growth Adj: 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70
Initial Bse: 175 400 129 139 1000 350 247 371 175 211 469 97
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
PHF Volume: 179 408 132 142 1020 357 252 378 179 215 479 99
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 179 408 132 142 1020 357 252 378 179 215 479 99
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 179 408 132 142 1020 357 252 378 179 215 479 99
------------ --------------- II--------------- II--------------- II---------- - - - - -
I
Saturation Flow Module:
Sat /Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800
Adjustment: 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Sat.: 1750 3800 1750 1750 3800 1750 1750 1900 1750 1750 1900 1750
------------ I --------------- II--------------- II--------------- II---------- - - - - -
I
Capacity Analysis Module:
Vol /Sat: 0.10 0.11 0.08 0.08 0.27 0.20 0.14 0.20 0.10 0.12 0.25 0.06
Crit Moves: * * ** * * ** * * ** * * **
Green Time: 14.4 29.7 51.0 22.5 37.8 58.1 20.3 34.5 48.9 21.3 35.5 58.0
Volume /Cap: 0.85 0.43 0.18 0.43 0.85 0.42 0.85 0.69 0.25 0.69 0.85 0.12
Delay /Veh: 57.7 29.1 16.3 33.4 33.5 15.5 50.9 31.5 17.9 39.6 38.6 12.9
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85
Adj Del /Veh: 57.7 24.8 13.9 33.4 28.5 13.1 50.9 26.8 15.2 39.6 32.8 11.0
DesignQueue: 11 21 5 8 50 13 14 19 7 12 24 3
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
APPENDIX C
RAW PEAK HOUR TRAFFIC COUNTS
Higgins Associates
22
103
Civil and Traffic Engineers
6
135
1335 First St. Suite A
File Name
:02-041-2
Gilroy, Ca. 95020
Site Code
:00000002
201
Start Date
: 03/20/2002
226
Page No
: 1
HWY 9 / OAK PLACE / OAK STREET
Grouns Printed- Cars - Trucks - Buses
08:00 AM
22
103
HWY 9
6
135
OAK PLACE
4
2
0
Y HW 9
6
201
OAK STREET
0
226
18
5
From North
0
28
From East
08:15 AM
25
From South CI
2
13
From West:{
5
9
2
Rig
Thr
12
Ped
App.
Rig
214
47
Ped
App.
Rig
Thr
431
Ped
App.
Rig
Thr
3
Ped
App.
Irtt.
Start Time
ht
u
Left
� s
Total
ht
MThr
ft
s
Total
ht
u
Left
s
I Total
ht
u
��
s
Total
Total
Factor
1.01
1.01
1.01
1.01
16
1.01
1.01
1.0
1.01
8
1.01
1.01
1.01
1.01
76
1.01
1.0
1
1 1.0
21
17
07:00 AM
7
30
4
2
43
1.
0
0
2
3
4
128
9
0
141
6
0 6 3
15
202
07:15 AM
11
47
0
3
61
3
1
1
1
6
4
171
19
0
194
6
3 5 3
17
278
07:30 AM
9
70
1
3
83
6
1
0
2
9
8
248
12
0
268
1
1 10 0
12
372
07:45 AM
16
131
4
0
151
3
2
4
0
9
10
228
21
0
259
11
2 4 0
17
436
Total
43
278
9
8
338
13
4
5
5
27
26
775
61
0
862
24
6 25 6
61
1288
08:00 AM
22
103
4
6
135
8
4
2
0
14
6
201
19
0
226
18
5
5
0
28
403
08:15 AM
25
87
2
13
127
5
9
2
1
17
12
188
14
0
214
47
11
15
0
73
431
08:30 AM
12
95
4
3
114
4
0
1
4
9
8
188
5
0
201
14
2
19
1
36
360 ,
08:45 AM
17
70
5
2
94
4
4
3
1
12
9
177
16
0
202
9
7
8
0
24
332
Total
76
355
15
24
470
21
17
8
6
52
35
754
54
0
843
88
25
47
1
161'
1526
- BREAK -
02:15 PM 19 141 2 9 171 3 1 1 0 5 4 116 19 8 1471 42 1 25 7 75 398
02:30 PM 13 139 3 0 155 7 1 3 0 11 4 119 9 0 132 13 3 14 0 30 328
02:45 PM 14 111 3 1 129 0 1 3 1 5 7 102 3 0 112 12 2 13 2 29 275
03:00 PM
03:15 PM
03:30 PM
03:45 PM
12
18
14
13
139
138
152
138
3
2
5
2
0
1
3
9
154
159
174
162
8
8
4
4
1
2
0
1
3
10
8
4
1
2
3
4
13
22
15
13
8
3
2
2
97
83
114
107
9
7
7
14
0
3
0
0
114
96
123
123
10
9
20
17
1
2
0
0
11
15
20
19
4
5
1
3
26
31
41.
39
307
308
353
337
Total
57
567
12
13
649
24
4
25
10
63
15
401
37
3
456
56
3
65
13
137
1305
04:00 PM
23
180
1
0
204
2
2
6
2
12
3
100
6
1
110
15
4
12
1
32
358
04:15 PM
16
152
3
4
175
4
2
4
0
10
4
90
9
0
103
14
2
6
5
27
315
04:30 PM
16
179
4
7
206
1
0
5
1
7
0
94
13
0
107
4
2
10
5
21
341
04:45 PM
18
174
2
1
195
4
2
6
1
13
2
102
12
0
116
10
0
5
1
16
340
Total
73
685
10
12
780
11
6
21
4
42
9
386
40
1
436
43
8
33
12
96
1354
05:00 PM
14
182
3
1
200
1
1
3
1
6
5
82
8
0
95
13
1
10
1
25
326
05:15 PM
16
179
1
2
198
3
3
3
3
12
0
95
6
0
101
16
3
7
3
29
340
05:30 PM
17
175
1
3
196
5
3
0
3
11
4
88
7
0
99
16
4
4
0
24
330
05:45 PM
12
175
4
9
200
3
0
2
1
6
4
94
6
0
104
11
1
8
4
24
334
06:00 PM 18 173 5 3 199 2 2 4 0 8 3 73 11 0 87 9 0 11 2 22 316
G and 372 3166 68 85 3685 93 43 78 34 248 116 305 261 12 3474. 343 57 262 51 713 8120
tal 10. 85. 37. 17. 31. 13. 3 88 48. 36
Apprch % 1 8 1.8 2.3 5 3 5 7 .3 8 7.5 0.3 1 8.0 7 7.2
Total % 4.6 38. 0.8 1.0 45.4 1.1 0.5 1.0 0.4 3.1 1.4 38. 3.2 0.1 42.8 4.2 0.7 3.2 0.6 8.8
3
l _ - .-
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
: 02 -041 -2
Site Code
: 00000002
Start Date
: 03/20/2002
Page No
: 2
369
3117
HWY9
77
3
27
0
Out In Total
0
16
0
0
3399 3631 7030
3160
68
85
Ped
28 38 66
Rig
Thr
496
Ped
13 16 1 29
Rig
Thr
2
Ped
3440 3685 1 7125
Rig
Thr
Ped
App.
Int.
Start Time
259
Volume
Left
4
0
151
Peak
Left
Factor
Left
High Int.
Right Thru Left Peds
Volume
4J 1 4
u
0
�0 ((o N 00
F (`7 (7
U) ((O �
N N Q)--t
1
I
^T
co co
12
w
co — o
2
North
00
���(JO
(° O
N (� (n
ii
—►
0/2002 7:00:00 AM
—2 A A
C
_ o n
Total
/2002 6:00:00 PM
('' ° ° w
N N —
��O'cr
r-
Y
<
r� (h
i
Cars
�
c000m
oow
0 (n0
O m
Trucl6
Buses
'O
(D
m
A A 0
d
pw
N A O (J
O N W d
T r
Left Thru Right Peds
3534 3432 6966
28 28 56
19 14 33
3581 3474 7055
Out In Total
HWY9
369
3117
68
77
3
27
0
8
0
16
0
0
372
3160
68
85
259
3046
115
12
2
26
0
0
0
13
1
0
261
3065
116
12
reaK riour rrom ut:W Am TO utcuu Am - vex
HWY 9
OAK PLACE
HWY 9
OAK STREET
8
3
From North
From East
From South
From West
n
9 7
Rig
Thr
Ped
App.
Rig
Thr
496
Ped
App.
Rig
Thr
2
Ped
App.
Rig
Thr
Ped
App.
Int.
Start Time
259
Volume
Left
4
0
151
Peak
Left
Factor
Left
High Int.
Left
Volume
ht
u
0
s
Total
ht
u
12
s
Total
ht
u
15
s
Total
ht
u
s
Total
Total
reaK riour rrom ut:W Am TO utcuu Am - vex
Intersectio
66
0
22 16
8
3
07:30 AM
44. 32.
16.
6.1
n
9 7
3
0.0
Volume
72 391
11
22
496
Percent
14. 7.
2.2
4.4
2
1
17
2
07:45
228
21
0
259
Volume
16 131
4
0
151
Peak
Factor
High Int.
07:45 AM
Volume
16 131
4
0
151
Peak
8
248
12
0
Factor
47
11
15
0.821
iKIOTI
865
66
0
22 16
8
3
49
44. 32.
16.
6.1
3.7
9 7
3
0.0
3 2
4
0
9
08:15 AM
5
5 9
2
1
17
2
0.721
36
865
66
0
967'
77
19
34
0
130
1642
3.7
89"
6.8
0.0
59.
14.
26.
0.0
5
2
6
2
10
228
21
0
259
11
2
4
0
17 436
0.942
07:30 AM
08:15
AM
8
248
12
0
268
47
11
15
0
73
0.9
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
: 02 -041 -2
Site Code
:00000002
Start Date
: 03/20/2002
Paae No
:3
Peak Hour From 02:00 PM to 06:00 PM - Pe;
Intersectio
HWY9
1
14 5
22
n
Out In Total
28. 10.
44.
18.
Volume
9211 496 1417
11
16
715
Percent
721 3911 111 22
1.5
2.2
03:30 PM
100
Thru Left Peds
1
4 0
8
04:00
R'ht
1
1
0
�� m
6
M�s
T
�N
rn 2
North
°1 O
O
a, C
F
C O
j —
U)
High Int.
20/2002 7:30:00 AM
Q
Volume
02002 8:15:00 AM
�(D
0
00�
`)
Car
Trucks
co
,o
0.876
d
Buses
�° w
�'
4� T r
Left Thru Right Peds
661 8651 361 0
476 967 1443
Out In Total
HWY9
Peak Hour From 02:00 PM to 06:00 PM - Pe;
Intersectio
03:30 PM
1
14 5
22
n
50
28. 10.
44.
18.
Volume
66 622
11
16
715
Percent
9.2 87.
1.5
2.2
03:30 PM
100
6
1
4 0
8
04:00
23 180
1
0
204
Volume
Peak
Factor
High Int.
04:00 PM
Volume
23 180
1
0
204
Peak
0.876
Factor
3k1of1
411
36
1
14 5
22
9
50
28. 10.
44.
18.
4.3
0 0
0
0
2 2
6
2
12
03:30 PM
100
6
1
4 0
8
3
15
0.833
11
411
36
1
459
47.
89.
41.
2.4
4.3
7.8
0.2
3
100
6
1
110
03:30 PM
2 114 7 0 123
0.933
66
6
57
10
139
47.
41.
4.3
7.2
15
4
12
1
32
03:30 PM
20 0 20 1 41
0.848
1363
358
0.952
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
File Name
Gilroy, Ca. 95020
Site Code
Start Date
Page No
: 02 -041 -2
:00000002
: 03/20/2002
:4
HWY9
Out In Total
482 F 1197
661 6221 111 16
Right Thru Left Peds
4J 1 '�
Fc
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w
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North
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t
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Y
� L
0/2002 4:15:00 PM
a D
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Cars
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a.
Buses
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Left Thru Right Peds
361 4111 111 1
71 01 F-1-1-6-9
Out In Total
HWY9
: 02 -041 -2
:00000002
: 03/20/2002
:4
Higgins Associates
0
2
Civil and Traffic Engineers
08:15 AM
3
1335 First St. Suite A
File Name
: 02 -041 -2
Gilroy, Ca. 95020
Site Code
: 00000002
08:45 AM
Start Date
: 03/20/2002
0 0
Page No
: 1
HWY 9 / OAK PLACE / OAK STREET
r,muns Prinfxr- Tnirks
08:00 AM
0
2
HWY 9
08:15 AM
3
OAK PLACE
0 0
08:30 AM
0
HWY 9
0 0
08:45 AM
OAK STREET
1
0 0
03:00 PM
0
From North
0 0
03:15 PM
From East
0
0 0
From South
0
3
From West
03:45 PM
0
1
Rig
Thr
0
Ped
App.
Rig
Thr
0
Ped
App.
Rig
Thr
3
Ped
App.
Rig
Thr
0
Ped
App.
Int.
Start Time
0
0
Left
0
0
0
0
Left
0
0
2
3
Left
04:30 PM
0
0
0
Left
0
0
0
0
ht
u
0
s
Total
ht
u
0
s
Total
ht
u
4
s
Total
ht
u
0
s
Total
Total
Factor
1.0
1.01
1.01
1.01
0
1.01
1.0
1 1.0
1 1.0 1
0
1.0
1 1.0
1 1.0
1 1.0
1
1.0
1.01
1.0
1.0
0
0
07:00 AM
0
1
0
0
1
0
0 0 1
1
0
4
0
0
4
0
0 0 0
0
6
07:15 AM
0
1
0
0
1
0
0 0 0
0
0
0
0
0
0
0
0 0 0
0
1
07:30 AM
0
0
0
0
0
0
0 0 0
0
0
1
1
0
2
0
0 0 0
0
2
07:45 AM
0
4
0
0
4
0
0 0 0
0
0
5
0
0
5
0
0 0 0
0
9
Total
0
6
0
0
61
0
0 0 1
1
1 0
10
1
0
11
1 0
0 0 0
0
18
08:00 AM
0
2
0 0
08:15 AM
3
2
0 0
08:30 AM
0
1
0 0
08:45 AM
0
1
0 0
- BREAK '**
02:15 PM
0
2
0 0
02:30 PM
0
1
0 0
02:45 PM
0
3
0 0
Total
0
6
0 0
03:00 PM
0
0
0 0
03:15 PM
0
0
0 0
03:30 PM
0
3
0 3
03:45 PM
0
1
0 0
2 0
0
0 0
5 0
0
0 0
1 0
0
0 3
1 0
0
0 1
2 0 0 0 0
1 0 0 0 0
3 0 0 0 1
0 0
0
0 1
0 0
0
0 2
6 0
0
0 3
1 0
0
0 1
0 0 0 0 0
0 0
2
1 0
3 0
4
0 0
1 0
1
0 0
4 0
7
1 0
0 0 2 0 0
0 0
1
0 0
1 0
0
0 0
1 0
3
0 0
1 0
2
0 0
2 0
0
0 0
3 0
1
0 0
1 0
2
0 0
0 0
0
0 0
3 0
0
1 0
4 0
0
0 0
1 0
0
0 0
81 0 0 1 0
2 0 0 0 2
1 0
0
0 0
0 0
0
1 0
3 0
0
1 2
2 0
0
0 2
0 0
0
0 1
1 0
0
0 0
2 0
0
0 3
0 2
1 9
0 8
0 3
2 6
0 2
1 5
3 13
2 5
1 3
0 10
3 7
Total
0
4
0
3
71
0
0
0
7
71
0
5
0
0
51
0
0
0
6
61
25
04:00 PM
0
2
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
0
1
1
3
04:15 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
2
3
3
04:30 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
0
0
0
3
3
4
04:45 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
0
0
0
0
0
1
Total
0
2
0
0
2
0
0
0
2
2
0
0
0
0
0
1
0
0
6
7
11
05:00 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
0
0
0
1
1
2
05:15 PM
0
1
0
2
3
0
0
0
2
2
0
0
0
0
0
0
0
0
2
2
7
05:30 PM
0
1
0
2
3
0
0
0
3
3
0
1
0
0
1
0
1
0
0
1
8
05:45 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
Total
0
3
0
4
7
0
0
0
6
6
0
1
0
0
1
0
1
0
3
4
18
06:00 PM
0
0
0
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
Grand
Total
3
27
0
8
38
0
0
0
21
21
0
26
2
0
28,
1
1
2
17
21
108
Apprch 96
7.9
71
0.0
21.
0.0
0.0
0.0
100
0.0
92
7.1
0.0
4.8
4.8
9.5
81.
1
1
0
9
0
Total %
2.8
25.
0.0
7.4
35.2
0.0
0.0
0.0
19.
19.4
0.0
24.
1.9
0.0
25.9
0.9
0.9
1.9
15.
19.4
Higgins Associates
0
From North
Civil and Traffic Engineers
0
From East
1335 First St. Suite A
File Name
:02-041-2
Gilroy, Ca. 95020
Site Code
: 00000002
3
Start Date
: 03/20/2002
Rig
Page No
: 1
HWY 9 / OAK PLACE / OAK STREET
Total
0
From North
0
0
From East
0
0
From South
0
0
From West
3
0
0
Rig
Thr
0
Ped
App.
Rig
Thr
BREAK'
Ped
App.
Rig
Thr
Ped I
App.
Rig
Thr
Ped I
App.
Int .
Start Time
ht
u
Left
s
Total
M
u
Left
s
Total
ht
u
Left
s
Total
ht
u
Left I
s
Total
Total
Factor
1.0
1.0
1.0
1.0
0
1.0
1.01
1.0
1.0
0
1.0
1.0 1
1.0
1 1.0 1
0
1.01
1.0 1
1.0 1
1.0
1
0
07:00 AM
0
0
0
0
0
0
0
0
0
0
0
2
0
0
2
0
0
0
0
0
2
07:15 AM
0
1
0
0
1
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
2
07:30 AM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
BREAK
*"
Grand
0
16
0
0
16
0
0
0
0
0
1
13
0
Total
0
2
0
0
21
0
0
0
0
01
0
3
0
0
31
0
0
0
0
01
5
08:00 AM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
08:15 AM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
1
0
0
0
1
2
08:30 AM
0
1
0
0
1
0
0
0
0
0
0
1
0
0
1
1
0
0
0
1
3
BREAK
` "`
9.1
0.0
0.0
0.0
9.1
0.0
Total
0
2
0
0
2
0
0
0
0
0
0
2
0
0
2
2
0
0
0
2
6
*" BREAK
* **
02:15 PM
0
2
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
02:30 PM
0
1
0
0
1
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
2
02:45 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
1
0
0
0
1
2
Total
0
4
0
0
4
0
0
0
0
0
0
1
0
0
1
1
0
0
0
1
6
03:00 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
03:15 PM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
1
03:30 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
03:45 PM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
1
Total
0
2
0
0
2
0
0
0
0
0
0
2
0
0
2
0
0
0
0
0
4
04:00 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
04:15 PM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
1
04:30 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
04:45 PM
0
2
0
0
2
0
0
0
0
0
1
2
0
0
3
0
0
0
0
0
5
Total
0
4
0
0
4
0
0
0
0
0
1
3
0
0
4
0
0
0
0
0
8
BREAK'
**
05:15 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
05:30 PM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
0
0
0
0.,
0
1
05:45 PM
0
1
0
0
1
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
2
Total
0
2
0
0
2
0
0
0
0
01
0
2
0
0
2
0
0
0
0
0
4
- BREAK
* *'
Grand
0
16
0
0
16
0
0
0
0
0
1
13
0
0
14.
3
0
0
0
3
33
Total
Apprch %
0.0
100
0.0
0.0
0.0
0.0
0.0
0.0
7.1
92.
0.0
0.0
1000
0.0
0.0
0.0
0
Total %
0.0
48.
0.0
48.5
0.0
0.0
0.0
0.0
0.0
3.0
39.
0.0
0.0
42.4
9.1
0.0
0.0
0.0
9.1
0.0
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
HWY 9 / SHERIFF'S DWYS / CONTEMPO DWY
rrnunc Printarl_ rare - Tnjckc . Rucac
File Name
:02-041-5
Site Code
: 00000005
Start Date
: 03/20/2002
Page No
: 1
08:00 AM 0 0 0 0
08:15 AM 0 0 0 0
08:30 AM 0 0 1 0
08:45 AM 2 0 0 0
* ** BREAK
02:15 PM 0 0 3 0
02:30 PM 0 0 1 0
02:45 PM 0 0 0 0
Total
HWY 9
SHERIFF DEPT. DWY
HWY 9
DRIVEWAY
0
0
From North
From East
From South
From West
0 0
03:30 PM
0
0
1 0
03:45 PM
0
0
0 0
Total
0
0
3 0
0
1
1
0
0
0
Rig
0
0
0
0
0
1
0
0
0
2
0
2
4
05:15 PM
0
0
Rig
0
0
Left
0
0
0
2
2
0
Left
0
2
0
0
1
0
1
5
05:30 PM
Rig
0
ht
0
2
ont
0
1
0
4
1
0
into
0
1
0
0
2
0
2
9
05:45 PM
ht
0
into
0
0
0
0
ont
0
0
1
1
Dw
0
2
0
0
0
0
0
2
Total
0
0
Dw
0
2
Hw
0
2
0
8
4
1
y
Thr
5
Ped
App.
Rig
Thr
5
Ped
App.
0
Thr
0
Ped
App.
2
Thr
Hw
Ped
App.
Int.
Start Time
0
0
Left
0
0
0
0
Left
2
Grand
She
he
y
y 9
fro
u
s
Total
ht
u
s
Total
3
0
15
s
Total
92
u
Y9
s
Total
Total
1
w
0
18
3
0
7
0
10
146
Apprch %
riff
Dw
0.0
fro
m
0.0
fro
m
0.0
f
0.0
88.
5.6
H
0.0
30.
0.0
70
0.0
y.
Hw
Dw
m
9
Y9
0
0
Total %
2.1
0.0
10.
12.3
63..
0.0
Dw
0.0
68.5
11.
0.7
0.7
0.0
12.3
2.1
0.0
4.8
0.0
6.8
Y9
Y.
Factor
1.0
1.01
1.01
1.0
1.0
1.0
1.0
1.0
1.01
1.0
1.01
1.01
1.0
1.01
1.0.
1.0
07:00 AM 0 0 0 0 0
8 0 2 0 10
0 0 0 0 0
0 0 0 0 0
10
07:15 AM 0 0 2 0 2
6 0 1 0 7
2 0 0 0 2
0 0 0 0 0
11
07:30 AM 0 0 0 0 0
1 0 0 0 1
3 0 0 0 3
1 0 0 0 1
5
07:45 AM 1 0 0 0 1
4 0 1 0 5
0 0 0 0 0
0 0 1 0 1
7
Total 1 0 2 0 3
19 0 4 0 23
5 0 0 0 5
1 0 1 0 2
33
08:00 AM 0 0 0 0
08:15 AM 0 0 0 0
08:30 AM 0 0 1 0
08:45 AM 2 0 0 0
* ** BREAK
02:15 PM 0 0 3 0
02:30 PM 0 0 1 0
02:45 PM 0 0 0 0
Total
0
0
4 0
03:00 PM
0
0
2 0
03:15 PM
0
0
0 0
03:30 PM
0
0
1 0
03:45 PM
0
0
0 0
Total
0
0
3 0
0 5
0
1 0
0 4
0
0 0
1 3
0
0 0
2 3
0
0 0
6 0
0
0 0
4 1
0
1 0
3 0
0
0 0
3 0
0
0 0
0 0
0
0 0
2 0
0
1 0
0 0
0
0 0
0 1
0
0 0
0 1 0 161 1 1 0 1 0 21 1 0 1 0
3 8 0 0 0
1 8 0 0 0
0 5 0 1 0
41
21
0
1 0
2
8
0
0 0
0
6
0
0 0
1
4
0
0 0
0
5
0
0 0
04:00 PM
0
0
1
0
1
4
0
0
0
04:15 PM
0
0
1
0
1
0
0
0
0
04:30 PM
0
0
1
0
1
1
0
0
0
04 :45 PM
0
0
0
0
0
1
0
0
0
8 0 0 0 0
8 1 0 0 0
6 0 0 0 0
8 1 0 0 0
6 1
0
0 0
4 0
0
0 0
5 2
0
0 0
3 4
0
0 0
4 1 0 0 0
0 0 0 0 0
1 0 0 0 0
1 0 0 0 0
0 0
I 1 1 0 0 0 0
00 0 0 0 0
0
1 0
0
0 0
1 0
0
0 0
0 0
0
0 0
2 0
0
0 0
41
0
0
0 0
1
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0
0
0
0 0
0 6
1 7
0 4
1 6
23
1 12
0 10
0 6
1 28
0 11
0 7
0 5
0 7
0 30
0 6
0 1
0 2
0 1
Total
0
0
3
0
3
6
0
0
0
6
1
0
0
0
1
0
0
0
0
0
10
05:00 PM
0
0
0
0
0
1
0
1
0
2
0
0
0
0
0
0
0
2
0
2
4
05:15 PM
0
0
0
0
0
2
0
0
0
2
2
0
0
0
2
0
0
1
0
1
5
05:30 PM
0
0
2
0
2
3
0
1
0
4
1
0
0
0
1
0
0
2
0
2
9
05:45 PM
0
0
0
0
0
0
0
0
0
0
1
1
0
0
2
0
0
0
0
0
2
Total
0
0
2
0
2
6
0
2
0
8
4
1
0
0
5
0
0
5
0
5
20
06:00 PM
0
0
0
0
0
2
0
0
0
2
0
0
0
0
0
0
0
0
0
0
2
Grand
Total
3
0
15
0
18
92
0
8
0
100
16
1
1
0
18
3
0
7
0
10
146
Apprch %
16
7
0.0
83
3
0.0
92.
0.0
0.0
88.
5.6
5.6
0.0
30.
0.0
70
0.0
8.0
0
9
0
0
Total %
2.1
0.0
10.
12.3
63..
0.0
5.5
0.0
68.5
11.
0.7
0.7
0.0
12.3
2.1
0.0
4.8
0.0
6.8
0.0
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
HWY9
Site Code
�v-oov
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0000
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0 2
Peak
Left
M
ac
0
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
3 0 15 0
0 0 0 0
0 0 0 0
3 0 15 0
pert i nru Herz reas
Dwy from H19
North
0/2002 7:00:00 AM
0f2002 6:00:00 PM
Cars
Truo"s
Buses
Right j Right
Dwv from HWWito Sheriff DRIeds
1 1 16 0
0 0 0 0
2 2 0 0
1 1 16 0
11 18 129 0 0 0 0 11 18
Out In Total
File Name
HWY9
Site Code
Out
In
Total
100
18
118
0
0
0
0
0
0
100
18
118
°0
0 2
r
3 0 15 0
0 0 0 0
0 0 0 0
3 0 15 0
pert i nru Herz reas
Dwy from H19
North
0/2002 7:00:00 AM
0f2002 6:00:00 PM
Cars
Truo"s
Buses
Right j Right
Dwv from HWWito Sheriff DRIeds
1 1 16 0
0 0 0 0
2 2 0 0
1 1 16 0
11 18 129 0 0 0 0 11 18
Out In Total
File Name
:02-041-5
Site Code
: 00000005
Start Date
: 03/20/2002
Paae No
:2
tz-
HWY 9
From North
SHERIFF DEPT. DWY
From East
HWY 9
From South
N N
OO
O m
C.,OO�Sm
50.
Volume
1 0
2
0 3
Percent
33. 0.0
20000
0.0
2
0 10
°0
0 2
r
o0 °00
;:,
ODO 0 w
Rig
0 0
—I
0 2
Peak
Left
M
mOO�m
'0000
Intersectio
HWY 9
From North
SHERIFF DEPT. DWY
From East
HWY 9
From South
DRIVEWAY
From West
0.0
50.
Volume
1 0
2
0 3
Percent
33. 0.0
66
0.0
2
0 10
0
0 2
07:15
Rig
0 0
2
0 2
Peak
Left
Factor
High Int.
07:15 AM
Volume
Rig
2
0 2
Left
ht
into
Rig
ht
ont
ont
D
ht
into
0
Y
Thr
Ped
App.
Rig
Thr
Ped
App,
into
D y
Ped
App.
Y 9
Thr
Hw
Ped
App.
Int.
Start Time
Left
Left
frno1
u
s
Total
ht
u
s
Total
u
s
Total
u
s
Total
Total
riff
Dw
fro
m
fro
m
fro
Hw
Y.
Hw
Dw
m
Y 9
Dw
Y9
Y.
Intersectio
07:00 AM
0 23
82. 0.0
17.
0.0
50.
Volume
1 0
2
0 3
Percent
33. 0.0
66
0.0
2
0 10
0
0 2
07:15
Volume
0 0
2
0 2
Peak
11
Factor
High Int.
07:15 AM
Volume
0 0
2
0 2
19 0
4
0 23
82. 0.0
17.
0.0
50.
6 0
1
0 7
07:00 AM
0.0
8 0
2
0 10
5
0
0
0 5
100
33
50.
50.
0.0
0.0
0.0
.0
0.0
0.0
2
0
0
0 2
07:30 AM
3 0 0 0 3
1
0
1
0
2
33
50.
50.
0.0
0.0
0
0
0
0
0
11
07:30 AM
1 0 0 0 1
10.750
Peak
Factor
0.375
0
n Fc
LJ-
o
Q N r
O�O y
a=
O
Peak Hour From 02:00 PM to 06:00 PM - Pe;
Intersectio
0
T
Right
Right
Dwy from H1 ' o Sheriff ds
02:15 PM
0 51 0
0.0
0.0
n
5 Fl0
Out
In Total
.0
Volume
0 0
6
0
6
Percent
0.0 0.0
1000
0.0
8 0
0
0
02:15
0.938
Volume
0 0
3
0
3
Peak
0.250
Factor
High Int.
02:15 PM
Volume
0 0
3
0
3
Peak
Factor
0.500
0.575
HW1T9
Out In Total
20 3 1 23
11 01 21 0
Left Thru Left Peds
Dwy m Hwy 9
North
0/2002 7:00:00 AM
0/2002 7:45:00 AM
Cars
Tr-k-,
Buses
V
0
0
T
Right
Right
Dwy from H1 ' o Sheriff ds
0
0 51 0
0.0
0.0
0.0
5 Fl0
Out
In Total
.0
HWY9
ik1of1
0
0
0 2
29 0
1
0
30
96.
0.0
0.0
0.0
0.0
3.3
0.0
.0
7
0
0
0 0
8 0
0
0
8
02:15 PM
8 0
0
0
8
0.938
0.417
V, t-AN O
V^
-7
20
E0
N
b' fD f J
N O
a O
0 m ^_
U)
O
2
0
0
0 2
100
100
0.0
0.0
0.0
.0
.0
0
0
0
0 0
02:30 PM
1 0 0 0 1
0.500
0.500
1 0
0
0
1
39
100
0.0
0.0
0.0
.0
1 0
0
0
1
12
0.813
02:15 PM
1 0
0
0
1
0.250
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name :02-041-5
Site Code : 00000005
Start Date : 03/20/2002
Page No : 4
HWY9
Out In Total
® Z6 Z 0
Left Thru Left Peds
into Dwy from HT L+
4J
E
Fes—
0
O m
cNO
°'
z
o
~
North
~2,
T
Luc!
/2002 2:15:00 PM
w E m
o
r
dj) z
/2002 3:00:00 PM
r
r
o
O
o d
Cars
Trucks
a
m
O
0_ c
0
Buses
o
j
Right Right
into Dwy from HW' o Sheriff Dftds
0 0 21 0
0 2
Out In Total
HWY9
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
HWY 9 / SHERIFF'S DWYS / CONTEMPO DWY
(;rnune PrintpA- Tnirks
File Name
:02-041-5
Site Code
:00000005
Start Date
: 03/20/2002
Page No
: 1
- -- bKtAK' --
Grand 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total
Apprch % 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
Total %
HWY 9
From North
SHERIFF DEPT. DWY
From East
HWY 9
From South
DRIVEWAY
From West
Rig
Rig
Left
Left
Rig
ht
ont
ht
into
°nt
ht
into
o
Dw
into
Dw
Hw
y
Thr
Ped
App.
Rig
Thr
Ped
App.
Thr
Ped
App.
Thr
Hw
Ped
App.
Int.
Start Time
fro
u
Left
s
Total
ht
u
Left
s
Total
She
u
y
s
Total
Y'
u
y 9
s
Total
Total
riff
fro
fro
m
Dw
m
m
fro
Y9
Hw
Dw
y-
11
y 9
Y.
Dw
Factor
1.0
1.0
1.01
1.0
1.0
11 1.0
11 1.0
1 1.0
1.0
1.0
1.01
1.01
1.0
1.01
1.01
1.0
- -- bKtAK' --
Grand 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total
Apprch % 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
Total %
Higgins Associates
HWY 9
From North
SHERIFF DEPT. DWY
From East
Civil and Traffic Engineers
DRIVEWAY
From West
1335 First St. Suite A
File Name
:02-041-5
Gilroy, Ca. 95020
Site Code
: 00000005
Start Date
: 03/20/2002
Page No
: 1
HWY 9 / SHERIFF'S DWYS / CONTEMPO DWY
r:muns Prin}od- Rusts
Grand 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total
Apprch % 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
Total %
HWY 9
From North
SHERIFF DEPT. DWY
From East
HWY 9
From South
DRIVEWAY
From West
Rig
Left
Rig
Left
Rig
ht
ont
into
ht
into
0
ont
Dw
into
Dw
Hw
y
Thr
Ped
App.
Rig
Thr
Ped
App.
Thr
Ped
App.
Thr
Hw
Ped
App.
Int.
Start Time
fro
u
Left
s
Total
ht
u
Left
s
Total
She
u
y
s
Total
y 9
u
Y9
s
Total
Total
riff
fro
fro
Dw
m
m
fro
Hw
y.
Hw
Dw
Y9
Dw
Y 9
Y•
Y.
Factor
1.0
1.0
1 1.0
1.0
1.0
1.0
1.0
1.0
1
1.0
1.01
1.01
1.01
1 1.0
1.0
1.0
1 1.0
Grand 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total
Apprch % 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
Total %
Higgins Associates
4
PARK PLACE
Civil and Traffic Engineers
0
OAK PLACE
1335 First St. Suite A
File Name
:02-041-3
Gilroy, Ca. 95020
Site Code
: 00000003
0
Start Date
: 03/20/2002
0
Page No
: 1
PARK PLACE / OAK PLACE
Groups Printed- Cars - Trucks - Buses
08:00 AM
4
PARK PLACE
1
0
OAK PLACE
0
7
PARK PLACE
0
7
OAK PLACE
0
0
0
0
From North
4
10
From East
14
26
From South
8
0
From West
0
9
2
Rig
I Thr
I
Ped
App.
Rig
Thr
0
Ped
App.
Rig
Thr
0
Ped
App.
Rig
Thr
0
Ped
App.
Int.
Start Time
1
0
Left
2
0
0
0
Left
0
0
1
8
Left
9
13
08:45 AM
10
Left
2
0
12
1
ht
u
0
s
Total
ht
u
0
s
Total
ht
u
0
s
Total
ht
u
0
s
Total
Total
Factor
1.0
1.0
1.0
1.0
0
1.0
1.0
1.0
1.0
0
1.0
1.0
1.0
1.0
19
1.0
1.0
1.0
1.0
0
17
07:00 AM
1
0
2
0
3
0
1
0
0
1
0
0
0
0
0
0
2
5
0
7
11
07:15 AM
5
0
0
0
5
0
0
0
0
0
0
0
0
0
0
0
3
4
0
7
12
07:30 AM
3
0
0
0
3
2
2
0
0
4
0
0
0
0
0
0
2
8
0
10
17
07:45 AM
3
0
1
0
4
0
4
0
0
4
0
0
0
0
0
0
7
8
0
15
23
Total
12
0
3
0
15
2
7
0
0
9
0
0
0
0
0
0
14
25
0
39
63
08:00 AM
4
0
1
0
5
0
7
0
0
7
0
0
0
0
0
0
4
10
0
14
26
08:15 AM
8
0
1
0
9
2
9
0
0
11
0
0
0
0
0
0
6
16
0
22
42
08:30 AM
1
0
1
0
2
1
1
0
0
2
0
0
0
0
0
0
1
8
0
9
13
08:45 AM
10
0
2
0
12
1
1
0
0
2
0
0
0
0
0
0
3
12
0
15
29
Total 23 0 5 0 281 4 18 0 0 22
BREAK '**
02:15 PM
5
0
1
0
6
0
0
0
0
0
0
0
1
0
1
1
2
2
0
5
12
02:30 PM
7
0
1
0
8
1
4
0
0
5
0
0
0
0
0
0
6
2
0
8
21
02:45 PM
4
0
1
0
5
0
3
0
0
3
0
0
0
0
0
0
7
4
0
11
19
Total
16
0
3
0
19
1
7
0
0
8
0
0
1
0
1
1
15
8
0
24
52
03:00 PM
2
0
1
0
3
1
3
0
0
4
0
0
0
0
0
0
2
10
0
12
19
03:15 PM
16
0
1
0
17
0
1
0
0
1
0
0
0
0
0
0
6
4
0
10
28
03:30 PM
9
0
1
0
10
2
8
0
0
10
0
0
0
0
0
0
4
1
0
5
25
03:45 PM
5
0
1
0
6
1
0
0
0
1
0
0
0
0
0
0
5
1
0
6
13
Total
32
0
4
0
36
4
12
0
0
16
0
0
0
0
0
0
17
16
0
33
85
04:00 PM
4
0
1
0
5
0
4
0
0
4
0
0
0
0
0
0
2
5
0
7
16
04:15 PM
4
0
1
0
5
1
4
0
0
5
0
0
0
0
0
0
7
4
0
11
21
04:30 PM
7
0
2
0
9
0
0
0
0
0
0
0
0
0
0
0
4
2
0
6
15
04:45 PM
9
0
1
0
10
1
2
0
0
3
0
0
0
0
0
0
2
4
0
6
19
Total
24
0
5
0
29
2
10
0
0
12
0
0
0
0
0
0
15
15
0
30
71
05:00 PM
4
0
0
0
4
2
1
0
0
3
0
0
0
0
0
0
5
1
0
6
13
05:15 PM
5
0
2
0
7
1
3
0
0
4
0
0
0
0
0
0
5
2
0
7
18
05:30 PM
5
0
1
0
6
0
1
0
0
1
0
0
0
0
0
0
3
2
0
5
12
05:45 PM
3
0
1
0
4
0
2
0
0
2
0
0
0
0
0
0
7
4
0
11
17
Total
17
0
4
0
21
3
7
0
0
10
0
0
0
0
0
0
20
9
0
29
60
Grand
Total
124
0
24
0
148
16
61
0
0
77
0
0
1
0
1
1
95
119
0
215
441
Apprch %
83
8
0.0
16
2
0.0
20.
79.
0.0
0.0
0.0
0.0
100
0.0
0.5
44.
55.
0.0
8
2
0
2
3
Total %
28.
0.0
5.4
0.0
33.6
3.6
1 .
0.0
0.0
17.5
0.0
0.0
0.2
0.0
0.2
0.2
21.
27.
0.0
48.8
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
:02-041-3
Site Code
: 00000003
Start Date
: 03/20/2002
Pace No
:2
123
0
PARK PLACE
0
1
0
0
Out In Total
135 147
0
0
0
0
1
1283
0
24
0
Ped
0
Rig
Thr
08:15 AM
Ped
148
Rig
Thr
0
Ped
App.
Rig
Thr
0.0
Ped
App.
Int.
Start Time
9
Peak
Left
Factor
Left
0
0
High Int.
Right Thru Left Peds
0
0
6
Volume
4j 1 L+
2
0
moo. -oo
F V V'
mccm��
r J
1
I
�?Of OOOf
O
"
O noon
noou�
°) °) L —►
North
02002 7:00:00 AM
�?
�n o o co
O
s
Total
202002 5:45:00 PM
rn rn
o O
a
. - oo' L�
u
s
voo�
<
O
+
Cars
��
m
o co
Trucks
o o 0 o
Buses
m
o
n-
N0000
rnoorn–
41 T r
Left Thru Right Peds
1 1 2
0 0 0
0 0 0
1 1 2
Out In Total
PARK PLACE
123
0
24
0
1
0
0
0
0
0
0
0
124
0
24
0
1 0 0 0
0 0 0 0
0 0 0 0
1 D 0 0
F'eaK Hour From U /:UU AM to Uy:UU AM - f e;
PARK PLACE
OAK PLACE
PARK PLACE
OAK PLACE
0
n
From North
From East
From South
From West
Volume
23 0
Rig
Thr
28
Ped
App.
Rig
Thr
08:15 AM
Ped
App.
Rig
Thr
0
Ped
App.
Rig
Thr
0.0
Ped
App.
Int.
Start Time
9
Peak
Left
Factor
Left
0
0
High Int.
Left
0
0
6
Volume
Left
2
0
12
Peak
ht
u
s
Total
ht
u
s
Total
ht
u
s
Total
ht
u
s
Total
Total
F'eaK Hour From U /:UU AM to Uy:UU AM - f e;
Intersectio
08:00 AM
0
4 18
0
n
22
18. 81.
0.0
0.0
Volume
23 0
5
0
28
Percent
82. 0.0
17.
0.0
08:15 AM
0.0
2 9
0
08:15
11
0.0
Volume
8 0
1
0
9
Peak
Factor
0
0
High Int.
08:45 AM
0
0
6
Volume
10 0
2
0
12
Peak
Factor
0.583
iK1ot1
0
0
0
4 18
0
0
22
18. 81.
0.0
0.0
2 8
2 9
0
0
11
08:15 AM
0.0
0.0
2 9
0
0
11
0.0
0.500
0
0
0
0
0'
0
14
46
0
60
110
23.
76.
0.0
0.0
0.0
0.0
0.0
0.0
0
0
0
0
0
0
6
16
0
22
42
6:45:00 AM 1 08:15 AM
0 0 0 0 0 0 6 16 0 22
0.682
0.655
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
: 02 -041 -3
Site Code
: 00000003
Start Date
: 03/20/2002
Paae No
:3
Peak Hour From 02:00 PM to 05:45 PM - Pe
Intersectio
PARK PLACE
0 0
0.0
0.0
n
Out In Total
0
0
0
Volume
50 28 78
4
0
35
Percent
231 01 51 0
14
28
Right Thru Left Peds
0.0
0.813
03:00 PM
03:15
4J 1 �►
o�
a)
I
_�
O
w
2
North
-a
O
O o
C
�
r — ►
H
—?
C °
(L—
High Int.
0/2002 8:00:00 AM
Y
O
° r
°—�
0/2002 8:45:00 AM
r
��
rNi
O�
°
y
Cars
Trucl6
°
m
M
A d
�°
0.515
D_
Buses
C1 y °
T F+
Left Thru Right Peds
0 0 01 0
0 0 7-70
Out In Total
PARK PLACE
Peak Hour From 02:00 PM to 05:45 PM - Pe
Intersectio
02:45 PM
0 0
0.0
0.0
n
0.0
0
0
0
Volume
31 0
4
0
35
Percent
88. 0.0
14
28
0.0
0.813
03:00 PM
03:15
0 2
Volume
16 0
1
0
17
Peak
0.792
Factor
High Int.
03:15 PM
Volume
16 0
1
0
17
Peak
0.515
Factor
ak1of1
3 15 0 0 18
16. 83. 0.0 0.0
7 3
0 1 0 0 1
03:30 PM
2 8 0 0 10
0.450
0
0
0
0 0
0.0
0.0
0.0
0.0
0
0
0
0 0
0 0 0 0 0
0 19
19
0
38
91
0.0 50.
50.
0.0
0
0
0 6
4
0
10
28
0.813
03:00 PM
0 2
10
0
12
0.792
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
:02-041-3
Site Code
: 00000003
Start Date
: 03/20/2002
Page No
: 4
PARK PLACE
Out In Total
0 E35 57
311 01 41 0
ht Thru Le� Peds
1
J
T
^?` W
O
N .r3
0)
North
W
a
0/2002 245:00 PM
E
Y
OO�
° r
y
0!2002 3:30:00 PM
°
Cars
Trucks
o
m
��
d
Buses
y o
T r
Left Thru Right Peds
0 0 01 0
DO 0 0
Out In Total
PARK PLACE
PARK PLACE / OAK PLACE
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
[ruins Printwd- Truelrs
File Name
:02-041-3
Site Code
: 00000003
Start Date
: 03/20/2002
Page No
: 1
°` BREAK
PARK PLACE
OAK PLACE
PARK PLACE
OAK PLACE
From North
From East I
From South
From West
Rig
Thr
Ped
App.
Rig
Thr
Ped
App.
Rig
Thr
0
Ped
App.
Rig
Thr
0
Ped
App.
Int.
Start Time
ht
u
Left
s
Total
ht
u
Left
s
Total
ht
u
Left
s
Total
ht
u
Left
s
Total
Total
Factor
1.0
1.0
1.0
1.0
--1,-0T-1-,0T
Total
1.0
1 1.0
1
1 1.01
1.01
1.01
1.01
0
1 1.01
1.0
1 1.0
1 1.01
0
1
°` BREAK
"`
02:15 PM
1
0
0
0
1
0
0
0
0
01
0
0
0
0
01
0
0
0
0
01 1
BREAK
"'
Total
1
0
0
0
1
0
0
0
0
01
0
0
0
0
01
0
0
0
0
01 1
BREAK
"'
Grand
Total
1
0
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
Apprch %
1000
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
Total %
1000
0.0
0.0
0.0
100.0
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
PARK PLACE / OAK PLACE
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
Groups Prinked- Ruses
File Name
:02-041-3
Site Code
: 00000003
Start Date
: 03/20/2002
Page No
: 1
--- t$KLAK ---
Grand 0 0 0 0
Total
Apprch % 0.0 0.0 0.0 0.0
Total %
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
PARK PLACE
OAK PLACE
PARK PLACE
OAK PLACE
From North
From East I
From South
From West
Rig
Ped
App.
Rig
Thr
Ped
App.
Rig
Thr
Ped
App.
Rig
Thr
Ped
App.
Int.
Start Time
ht
�LThr
Left
s
Total
ht
u
Left
s
Total
ht
u
s
Total
ht
u
s
Total
Total
Factor
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
--- t$KLAK ---
Grand 0 0 0 0
Total
Apprch % 0.0 0.0 0.0 0.0
Total %
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
Higgins Associates
0
SARATOGA AVE.
Civil and Traffic Engineers
FIRE DEPT./ POST OFFICE DWYS
1
1335 First St. Suite A
File Name
:02-041-4
Gilroy, Ca. 95020
Site Code
:00000004
From East
Start Date
: 03/20/2002
From South
Page No
: 1
FIRE DEPT. / POST OFFICE DWYS / SARATOGA AVENUE
Groups printed- Cars - Trucks - Rusas
08:00 AM
0
SARATOGA AVE.
1
FIRE DEPT./ POST OFFICE DWYS
1
SARATOGA AVE.
0
1
0
5
6
From East
0
0
From South
12
08:15 AM
0
From West
7
0
Start Time
Right
Thru
Left
Peds
5
Right
Thru
Left
Peds
4
Right
Thru
Left
Peds
2
0
2
11
0
1
0
Total
5
0
0
0
Total
1
08:45 AM
0
0
Tot.
Total
Factor
1.0
1.0
1.01
1.01
9
1.01
1.01
1.01
1.01
9
1.0
1.0
1.01
1.0
14
0
07:00 AM
0
0
4 0
4
1
0
0 0
1
8
0
0 0
8
13
07:15 AM
0
0
2 0
2
2
0
1 0
3
8
0
0 0
8
13
07:30 AM
0
0
3 0
3
1
0
1 0
2
2
'0
0 0
2
7
07:45 AM
0
0
2 0
2
2
0
0 0
2
6
0
0 0
6
10
Total
0
0
11 0
11
6
0
2 0
8
24
0
0 0
24
43
08:00 AM
0
0
1
0
1
4
0
1
0
5
6
0
0
0
6
12
08:15 AM
0
0
7
0
7
3
0
2
0
5
4
0
0
0
4
16
08:30 AM
0
0
2
0
2
11
0
1
0
12
5
0
0
0
5
19
08:45 AM
0
0
4
0
4
8
0
1
0
9
9
0
0
0
9
22
Total
0
0
14
0
14
26
0
5
0
31
24
0
0
0
24
69
— BREAK —
02:15 PM
0
0
3
0
3
3
0
1
0
4
4
0
0
0
4
11
02:30 PM
0
0
3
0
3
5
0
1
0
6
12
0
0
0
12
21
02:45 PM
0
0
6
0
6
7
0
1
0
8
8
0
0
0
8
22
Total
0
0
12
0
12
15
0
3
0
18
24
0
0
0
24
54
03:00 PM
0
0
1
0
1
6
0
1
0
7
10
0
0
0
10
18
03:15 PM
0
0
3
0
3
6
0
0
0
6
9
0
0
0
9
18
03:30 PM
0
0
1
0
1
5
0
0
0
5
11
0
0
0
11
17
03:45 PM
0
0
0
0
0
3
0
1
0
4
7
0
0
0
7
11
Total
0
0
5
0
5
20
0
2
0
22
37
0
0
0
37
64
04:00 PM
0
0
3
0
3
6
0
1
0
7
5
0
0
0
5
15
04:15 PM
0
0
2
0
2
2
0
0
0
2
6
0
0
0
6
10
04:30 PM
0
0
3
0
3
4
0
1
0
5
4
0
0
0
4
12
BREAK "'
Total
0
0
8
0
81
12
0
2
0
141
15
0
0
0
151
37
05:00 PM
0
0
0
0
0
3
0
0
0
3
7
0
0
0
7
10
05:15 PM
0
0
1
0
1
4
0
0
0
4
3
0
0
0
3
8
05:30 PM
0
0
1
0
1
4
.0
0
0
4
2
0
0
0
2
7
05:45 PM
0
0
2
0
2
2
0
1
0
3
3
0
0
0
3
8
Grand
�Tot Total 0.0 0.0 1 0 0.0 18.0 I 30.7 0.0 14.0
5.0 0.0 35.7 1 146.3 0.0 0.0 0.0 46.3 3�
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
_j6 F, ° ° Lo
°oo0 2 T
j H North
°Or°'i rnoorn. 0/20027:00:00 AM
co r� 0/2002 5:45:00 PM
Cars
O o 0 0 N
o o Trucks
0 a Buses
r*
Left Riaht Peds
15 92 0
0 0 0
0 0 0
15 921 0
193 107 300
0 0 0
0 0 0
193 107 300
Out In Total
ZE DEPT./ POST OFFICE DW
File Name
:02-041-4
Site Code
: 00000004
Start Date
: 03/20/2002
Page No
: 2
NeaK hour from Uf:UU AM to UB:UU AM - NeaK 1 of 1
SARATOGA AVE.
0
C
2000°
31
24
From East
From South
aooa
14
a0oa
Right
Thru
Left
Peds
C
00000
Right
-i.
-+ -� 0
a�i00 W 0
Left
NeaK hour from Uf:UU AM to UB:UU AM - NeaK 1 of 1
SARATOGA AVE.
FIRE DEPT./ POST OFFICE DWYS
SARATOGA AVE.
31
24
From East
From South
From West
14
Start Time
Right
Thru
Left
Peds
App
Right
Thru
Left
Peds
0 4
Right
Thru
Left
Peds
I
Peak Factor
9
0
0
0
High Int.
Total
Volume
Tota.
0
7
0 7
Peak Factor
Total
Total
NeaK hour from Uf:UU AM to UB:UU AM - NeaK 1 of 1
Intersection
08:00 AM
0
31
24
Volume
0
0
14
0 14
Percent
0.0
0.0
100.0
0.0
08:45
0
0
4
0 4
Volume
8
0
1
0
Peak Factor
9
0
0
0
High Int.
08:15 AM
Volume
0
0
7
0 7
Peak Factor
0.784
08:30 AM
0.500
26
0
5
0
31
24
0
0
0
24
69
83.9
0.0
16.1
0.0
100.0
0.0
0.0
0.0
8
0
1
0
9
9
0
0
0
9
22
0.784
08:30 AM
08:45 AM
11
0
1
0
12
9
0
0
0
9
0.646
0.667
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
:02-041-4
Site Code
:00000004
Start Date
: 03/20/2002
Paae No
:3
�N 1
~ ,L' I aCh Ul
2 (n
¢ o
¢ C N V
N
3/20/2002 6:00:00 AM E 0
3/20/2002 8:45:00 AM a a
D 0
0) d Cars o. ¢
O Trucks m o °
Buses
Lft Rilht Peds
5 26 0
38 31
Out In Total
FIRE DEPT.I POST OFFICE DWYS
Peak Hour From 02:00 PM to 05:45 PM - Peak 1 of 1
Intersection
02:30 PM
0
27
39
Volume
0
0
13
0 13
Percent
0.0
0.0
100.0
0.0
02 :45
0
0
6
0 6
Volume
7
0
1
0
Peak Factor
8
0
0
0
High Int.
02:45 PM
Volume
0
0
6
0 6
Peak Factor
0.898
02:45 PM
0.542
24
0
3
0
27
39
0
0
0
39
79
88.9
0.0
111
0.0
100.0
0.0
0.0
0.0
7
0
1
0
8
8
0
0
0
8
22
0.898
02:45 PM
02:30 PM
7
0
1
0
8
12 .
0
0
0
12
0.844
0.813
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
File Name
Gilroy, Ca. 95020
Site Code
Start Date
Page No
�-T
2 T o� CO
j —
� North 4 —
2 '°
o
Q fh T
cll� 0/2002 2:30:00 PM 5 O
012002 3:15:00 PM w
o�
y Cars m
Fn
O Trucks m o °
�
Buses m —
Lft Riht Peds
3 24 0
52 27 79
Out In Total
FIRE DEPT. / POST OFFICE DWYS
02 -041 -4
00000004
03/20/2002
4
Higgins Associates
SARATOGA AVE.
FIRE DEPT./ POST OFFICE DWYS
Civil and Traffic Engineers
1335 First St. Suite A
File Name
:02-041-4
Gilroy, Ca. 95020
Site Code
: 00000004
Thru
Start Date
: 03/20/2002
Page No
: 1
FIRE DEPT. / POST OFFICE DWYS / SARATOGA AVENUE
Groins Printnd- Tnir_ks
... t3KF -AK —
Grand Total 0 0 0 0
Apprch % 0.0 0.0 0.0 0.0
Total %
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
SARATOGA AVE.
FIRE DEPT./ POST OFFICE DWYS
SARATOGA AVE.
From East
From South
From West
Start Time
Right
Thru
Left
Peds
Right
Thru
Left
Peds
TAI
Right
Thru
Left
Peds
TAPP
1
Total
Total
Factor
1.0
1.01
1.01
1.01
1.01
1.01
1.01
1.01
1.0
1.01
1.01
1.0
... t3KF -AK —
Grand Total 0 0 0 0
Apprch % 0.0 0.0 0.0 0.0
Total %
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
Higgins Associates
SARATOGA AVE.
FIRE DEPT.! POST OFFICE DWYS
Civil and Traffic Engineers
1335 First St. Suite A
File Name
: 02 -041 -4
Gilroy, Ca. 95020
Site Code
: 00000004
Thru
Start Date
: 03/20/2002
Page No
: 1
FIRE DEPT. / POST OFFICE DWYS / SARATOGA AVENUE
r:rnonc Prin}orl_ Rimac
IJKLAK ___
Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Apprch % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total %
SARATOGA AVE.
FIRE DEPT.! POST OFFICE DWYS
SARATOGA AVE.
From East
From South
From West
Start Time
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Int
Total
T�otap�
Total
Total
Factor
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
IJKLAK ___
Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Apprch % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total %
Higgins Associates
0
SARATOGA AVE.
Civil and Traffic Engineers
0
PARK PLACE
1335 First St. Suite A
File Name
:02-041-7
Gilroy, Ca. 95020
Site Code
: 00000000
142
Start Date
: 03/20/2002
From East
Page No
: 1
PARE( PLACE / SARATOGA AVENUE
Grnuos Printed- Cars - Trucks - Ruses
08:00 AM
0
SARATOGA AVE.
2
0
PARK PLACE
11
0
2
SARATOGA AVE.
15
1
142
0
0
From East
277
08:15 AM
From South
121
1
0
122
From West
0
3
1
17
8
123
0
App-
131
270
08:30 AM
0
84
4
0
88
6
0
1
0
Start Time
Right
Thru
Left
Peds
143
Right
Thru
Left
Peds
21
Total
97
Thru
Left
Peds
Total
Total
Factor
1.0
1.0
1.0
1.0
255
1.0
1.0
1.0
28
1.0
426
1.0
1.0
1.0
1.0
58
30
07:00 AM
0
41
4 0
45
0
0
0
3
3
4
83
0 0
87
135
07:15 AM
0
67
2 0
69
4
0
3
2
9
2
119
0 0
121
199
07:30 AM
0
75
3 0
78
7
0
5
0
12
1
111
0 0
112
202
07:45 AM
0
76
6 0
82
13
0
6
4
23
3
159
0 0
162
267
Total
0
259
15 0
274
24
0
14
9
47
10
472
0 0
482
803
08:00 AM
0
117
2
0
119
11
0
2
2
15
1
142
0
0
143
277
08:15 AM
0
121
1
0
122
13
0
3
1
17
8
123
0
0
131
270
08:30 AM
0
84
4
0
88
6
0
1
0
7
5
138
0
0
143
238
08:45 AM
0
76
21
0
97
12
0
7
0
19
16
123
0
0
139
255
Total
0
398
28
0
426
42
0
13
3
58
30
526
0
0
556
1040
BREAK "'
02:15 PM
0
97
6
0
103
3
0
5
0
8
8
158
0
0
166
277
02:30 PM
0
99
5
0
104
7
0
4
1
12
4
96
0
0
100
216
02:45 PM
0
110
6
0
116
1
0
7
1
9
7
107
0
0
114
239
Total
0
306
17
0
323
11
0
16
2
29
19
361
0
0
380
732
03:00 PM
0
111
2
0
113
6
0
4
0
10
7
100
0
0
107
230
03:15 PM
0
93
1
0
94
6
0
4
0
10
4
97
0
0
101
205
03:30 PM
0
109
2
0
111
4
0
4
2
10
10
112
0
0
122
243
03:45 PM
0
119
2
0
121
3
0
4
1
8
7
101
0
0
108
237
Total
0
432
7
0
439
19
0
16
3
38
28
410
0
0
438
915
04:00 PM
0
106
4
0
110
5
0
1
1
7
0
92
0
0
92
209
04:15 PM
0
91
5
0
96
0
0
1
1
2
4
60
0
0
64
162
04:30 PM
0
84
5
0
89
4
0
2
6
12
2
65
0
0
67
168
04:45 PM
0
103
6
0
109
7
0
6
0
13
2
89
0
0
91
213
Total
0
384
20
0
404
16
0
10
8
34
8
306
0
0
314
752
05:00 PM
0
94
9
0
103
8
0
1
2
11
6
85
0
0
91
205
05:15 PM
0
108
2
0
110
2
0
1
4
7
2
88
0
0
90
207
05:30 PM
0
109
4
0
113
2
0
0
3
5
2
68
0
0
70
188
05:45 PM
0
106
2
0
108
5
0
2
1
8
3
89
0
0
92
208
Total
0
417
17
0
434
17
0
4
10
31
13
330
0
0
343
808
06:00 PM
0
98
3
0
101
2
0
1
1
4
4
106
0
0
110
215
Grand Total
0
2294
107
0
2401
131
0
74
36
241
112
2511
0
0
2623
5265
Apprch %
0.0
95.5
4.5
0.0
54.4
0.0
30.7
14.9
4.3
95.7
0.0
0.0
Total %
0.0
43.6
2.0
0.0
45.6
2.5
0.0
1.4
0.7
4.6
2.1
47.7
0.0
0.0
49.8
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
: 02 -041 -7
Site Code
: 00000000
Start Date
: 03/20/2002
Paae No
: 2
PARK PLACE
Out In Total
J00000 [1000
F,—,—OT--1 0 0 0 0
W
t" V J T 0000 N(OA�O O
North
O Q OI (7 v 0 O L 0/2002 7:00:00 AM { —� N N
Q W •-'-N N NF C f0 jam
u> so 012002 6:00:00 PM A N N
3-0
N
W
F N N NOON L r- �1 W � 0 Q
Cars
C)
Q ao j Trucls O D
< N�NCOV 0000 y, Buses NO �0
A A N V p l
d a W O V m-
N 0 0 0 0
+, T r
Left Thru Right Peds
218 220 438
1 21 22
0 0 0
219 241 460
Out In Total
PARK PLACE
73
0
131
16
1
0
0
20
0
0
0
0
74
0
131
36
reaK nOUf From ut:uu Am To uti:uu Am - reaK l OT l
SARATOGA AVE.
PARK PLACE
SARATOGA AVE.
62
Volume
From East
From South
From West
Percent
Start Time
Right
Thru
Left
Peds
2
Right
Thru
Left
Peds
11
Right
Thru
Left
Peds
High Int.
08:15 AM
0
143
Volume
0 121
1
Total
Peak Factor
0.842
Total
0.949
07:45 AM
Total
Total
reaK nOUf From ut:uu Am To uti:uu Am - reaK l OT l
Intersection
07:45 AM
7
62
Volume
0 398
13
0 411
Percent
0.0 96.8
3.2
0.0
08:00
0 117
2
0 119
Volume
11
Peak Factor
2
2
15
High Int.
08:15 AM
0
143
Volume
0 121
1
0 122
Peak Factor
0.842
43
0
12
7
62
17 562
0
0
579
1052
69.4
0.0
19.4
11.3
2.9 97.1
0.0
0.0
11
0
2
2
15
1 142
0
0
143
277
0.949
07:45 AM
07:45 AM
13
0
6
4
23
3 159
0
0
162
0.674
0.894
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
:02-041-7
Site Code
: 00000000
Start Date
: 03/20/2002
Pape No
:3
Peak Hour From 02:00 PM to 06:00 PM - Peak 1 of 1
Intersection
PARK PLACE
2
39
Volume
0 417
Out In Total
0 436
Percent
0.0 95.6
4.4
0
02 :15
0 97
o
�y1
1
O
io
w
Peak Factor
North
0
F.
C r-
O
° F —►
0
—2 �
-i
O
0 110
6
0/2002 7:45:00 AM
20/2002 8:30:00 AM
r �W
a
o
a?�
O c
o
Cars
Trucks
��
o
02:30 PM
a
Buses
y o
-
02:15 PM
4� T r
7
0
Left Thru Right Peds
1
12
8 158
0
12 0 431 7
166
30 62 92
0.813
Out In Total
0.733
PARK PLACE
Peak Hour From 02:00 PM to 06:00 PM - Peak 1 of 1
Intersection
02:15 PM
2
39
Volume
0 417
19
0 436
Percent
0.0 95.6
4.4
0.0
02 :15
0 97
6
0 103
Volume
3
Peak Factor
5
0
8
High Int.
02:45 PM
0
166
Volume
0 110
6
0 116
Peak Factor
0.940
17
0
20
2
39
26 461
0
0
487
1
962
43.6
0.0
51.3
5.1
5.3 94.7
0.0
0.0
3
0
5
0
8
8 158
0
0
166
277
0.868
02:30 PM
02:15 PM
7
0
4
1
12
8 158
0
0
166
0.813
0.733
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
:02-041-7
Site Code
: 00000000
Start Date
: 03/20/2002
Page No
: 4
PARK PLACE
Out In Total
0
��
J
?
HO
w
North
O
012002 2:15:00 PM
w
N Low
012002 3:00:00 PM
a ��
a) O `r
� �
Cars
Trucks
� .. Fn
o
a
Buses
C
m
4- T r
Left Thru Right Peds
201 01 171 2
45 39
Out In Total
PARK PLACE
Higgins Associates
0
SARATOGA AVE.
Civil and Traffic Engineers
0
PARK PLACE
1335 First St. Suite A
File Name
:02-041-7
Gilroy, Ca. 95020
Site Code
: 00000000
0
Start Date
: 03/20/2002
0
Page No
: 1
PARK PLACE / SARATOGA AVENUE
Grouns Printed- Trucks
BREAK '**
0
SARATOGA AVE.
0
0
PARK PLACE
0
0
SARATOGA AVE.
1
1
0
0
0
From East
0
1
From South
0
1
1
From West
21
.0
Start Time
Right
Thru
Left
Peds
App'
Right
Thru
Left
Peds
App'
Right
Thru
Left
Peds
App.
Int.
0
0
1
1
21
Total
1
0
0
1
Total
7
08:00 AM
0
0
Total
Total
Factor
1.0
1.0
1.0
1.0
1
1.0
1.0
1.0
1.0
0
1.0
1.0
1.0
1.0
0
0
07:00 AM
0
1
0 0
1
0
0 0 0
0
0
1
0 0
1
2
07:15 AM
0
1
0 0
1
0
0 0 0
0
0
0
0 0
0
1
BREAK '**
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
1
07:45 AM
0
1
1
0
21
.0
0
1
1
21
0
0
0
0
01
1
4_
Total
0
3
1
0
41
0
0
1
1
21
0
1
0
0
1
1
7
08:00 AM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
0
1
08:15 AM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
0
1
08:30 AM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
1
08:45 AM
0
0
0
0
0
0
0
0
0
0
0
2
0
0
2
0
2
Total
0
0
0
0
0
0
0
0
1
1
0
4
0
0
4
1
5
"' BREAK "'
02:30 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
1
02:45 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
1
Total
0
0
0
0
01
0
0
0
2
21
0
0
0
0
01
2
BREAK "'
03:15 PM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
1
03:30 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
1
BREAK "'
Total
0
0
0
0
01
0
0
0
1
1
0
1
0
0
1
1 2
04:00 PM
0
1
0
0
1
0
0
0
0
0
0
1
0
0
1
2
04:15 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
1
04:30 PM
0
2
0
0
2
0
0
0
4
4
0
0
0
0
0
6
04:45 PM
0
1
0
0
1
0
0
0
0
0
0
2
0
0
2
3
Total
0
4
0
0
4
0
0
0
5
5
0
3
0
0
3
12
05:00 PM
0
2
0
0
2
0
0
0
2
2
0
0
0
0
0
4
05:15 PM
0
0
0
0
0
0
0
0
4
4
0
1
0
0
1
5
05:30 PM
0
2
0
0
2
0
0
0
2
2
0
2
0
0
2
6
05:45 PM
0
0
0
0
0
0
0
0
1
1
0
1
0
0
1
2
Total
0
4
0
0
4
0
0
0
9
9
0
4
0
0
4
17
06:00 PM
0
1
0
0
1
0
0
0
1
1
0
1
0
0
1
3
Grand Total
0
12
1
0
13
0
0
1
20
21
0
14
0
0
14
48
Apprch %
0.0
92.3
7.7
0.0
0.0
0.0
4.8
95.2
0.0
100.0
0.0
0.0
Total %
0.0
25.0
2.1
0.0
27.1
0.0
0.0
2.1
41.7
43.8
0.0
29.2
0.0
0.0
29.2
Higgins Associates
SARATOGA AVE.
PARK PLACE
Civil and Traffic Engineers
0 3
0 0
1335 First St. Suite A
File Name
:02-041-7
Gilroy, Ca. 95020
Site Code
: 00000000
0 4
Start Date
: 03/20/2002
0 0
Page No
: 1
PARK PLACE / SARATOGA AVENUE
Groups Printed- Buses
°" BREAK'"'
07:30 AM
07:45 AM
Total
08:00 AM
08:15 AM
08:30 AM
08:45 AM
Total
BREAK -
02:15 PM
02:30 PM
02:45 PM
Total
03:00 PM
BREAK -
03:30 PM
03:45 PM
0 1
SARATOGA AVE.
PARK PLACE
SARATOGA AVE.
0 3
0 0
From East
From South
From West
0 0
0 1
0 0
0 4
0 0
0 7
0 0
0 3
0 0
0 0
0 0
0 2
0 0
0 5
0 0
0 2
0 0
0 1
Start Time
Right
Thru
Left
Peds
Total
Right
Thru
Left
Peds
Total
0
Thru
Left
Peds
TApppl
Total
Factor
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
0
1.0
1.0
1.0
1 1.0
0
BREAK "'
07:00 AM 0 1 0 0 1
0 0 0 0 0
0 2 0 0 2
3
°" BREAK'"'
07:30 AM
07:45 AM
Total
08:00 AM
08:15 AM
08:30 AM
08:45 AM
Total
BREAK -
02:15 PM
02:30 PM
02:45 PM
Total
03:00 PM
BREAK -
03:30 PM
03:45 PM
0 1
0 0
0 1
0 0
0 3
0 0
0 1
0 0
0 1
0 0
0 1
0 0
0 4
0 0
0 7
0 0
0 3
0 0
0 0
0 0
0 2
0 0
0 5
0 0
0 2
0 0
0 1
0 0
1 0 0 0 0
1 0 0 0 0
31 0
0
0 0
1 0
0
0 0
1 0
0
0 0
1 0
0
0 0
4 0
0
0 0
7 0
0
0 0
3 0 0 0 0
0 0 0 0 0
2 0 0 0 0
51
0
0
0 0
21
0
0
0 0
11
0
0
0 0
Total
04:00 PM
BREAK "'
0
0
4
2
0
0
0
0
41
2
0
0
0
0
0
0
0
0
Total
0
2
0
0
21
0
0
0
0
05:00 PM
0
0
0
0
0
0
0
0
0
05:15 PM
0
0
0
0
0
0
0
0
0
BREAK "'
Total
0
0
0
0
01
0
0
0
0
BREAK "'
Grand Total
0
21
0
0
21
0
0
0
0
Apprch %
0.0
100.0
0.0
0.0
0.0
0.0
0.0
0.0
Total %
0.0
52.5
0.0
0.0
52.5
0.0
0.0
0.0
0.0
0 0
0 0
1
1
0
0
0 1
0 1
2
2
01 0
4
0
0 41
7
0 0
0
0
0 0
1
0 0
2
0
0 2
3
0 0
2
0
0" 2
3
0 0
2
0
0 2
6
0 0
6
0
0
6
13
0 0 0 0 0 0
0 0 2 0 0 2
0 0 0 0 0 0
01 0
2
0
0
21
01 0
2
0
0
21
0 0
2
0
0
2
0 0
0
0
0
0
01 0
4
0
0
4
01 0
1
0
0
11
0 0
0 0
1
1
0
0
0 1
0 1
01 0
2
0
0 2
0 0 19 0 0 19
0.0 100.0 0.0 0.0
0.0 0.0 47.5 0.0 0.0 47.5
1 F
7
4
3
1
8
3
1
1
2
40
RAW 24 -HOUR COUNTS
AND SPEED DATA
Weather
JAMAR Technologies, Inc.
Counted by:
TAS for Windows
Site
Code :
000000000001
Board
Copyright
1998
Start Date:
03/18/2002
Other
File
I.D.
02 -041 -1
Street name
:SARATOGA AVE.
Cross
street:PARK
PLACE
EB /WB
Page
1
Begin
Mon.
03 18
Tues.
Wed.
Thur.
Fri.
Sat.
Sun.
Week
Avg.
Time
EB
WB
EB
WB
EB
WB
EB WB
EB
WB
EB
WB
EB
WB
EB
WB
12:00 am
*
*
*
*
*
*
42 46
*
*
*
*
*
*
42
46
01:00
*
*
*
*
*
*
14 25
*
*
*
*
*
*
14
25
02:00
+
*
+
+
*
+
5 9
+
+
+
+
+
*
5
9
03:00
+
+
+
+
+
+
7 6
+
+
+
+
+
+
7
6
04:00
+
+
+
+
+
*
8 7
+
+
+
+
+
+
8
7
05:00
*
*
*
*
*
*
14 12
*
*
*
*
*
*
14
12
06:00
*
*
*
*
*
*
71 44
*
*
*
*
*
*
71
44
07:00
*
*
*
*
*
*
202 122
*
*
*
*
*
*
202
122
08:00
*
*
*
*
*
*
461 265
*
*
*
*
*
*
461
265
09:00
*
*
*
*
*
*
469 348
*
*
*
*
*
*
469
348
10:00
*
*
*
*
*
*
367 290
*
*
*
*
*
*
367
290
11:00
*
*
*
*
*
*
342 302
*
*
*
*
*
*
342
302
12:00 pm
*
*
*
*
*
*
322 362
*
*
*
*
*
*
322
362
01:00
*
*
*
*
*
*
345 337
*
*
*
*
*
*
345
337
02:00
*
*
*
*
374
357
* *
*
*
*
*
*
*
374
357
03:00
*
*
*
*
477
392
* *
*
*
*
*
*
*
477
392
04:00
*
*
*
*
379
363
* *
*
*
*
*
*
*
379
363
05:00
*
*
*
*
332
387
* *
*
*
*
*
*
*
332
387
06:00
*
*
*
*
323
372
* *
*
*
*
*
*
*
323
372
07:00
*
*
*
*
288
346
* *
*
*
*
*
*
*
286
346
08:00
*
*
*
*
199
271
* *
*
*
*
*
*
*
199
271
09:00
*
*
*
*
177
218
* *
*
*
*
*
*
*
177
218
10:00
*
*
*
*
161
146
* *
*
*
*
*
*
*
181
146
11:00
*
*
*
*
117
107
* *
*
*
*
*
*
*
117
107
Totals
0
0
0
0
2847
2959
2669 2175
0
0
0
0
0
0
5516
5134
0
0
5806
4844
0
0
0
10650
Avg. Day
.0%
.0%
.0%
.0%
51.6%
57.6%
48.3% 42.3%
.0%
.0%
.0%
.0%
.0%
.0%
AM Peaks
09:00 09:00
09:00
09:00
Volume
469 348
469
348
PM Peaks
03:00
03:00
01:00 12:00
03:00
03:00
Volume
477
392
345 362
477
392
ADTs
Weather
JAMAR Technologies, Inc.
Counted by:
TAS for Windows
Site
Code :
000000000001
Board #
Copyright
1998
Start
Date:
03/20/2002
Other
File
I.D.
02 -041 -1
Street name
:SARATOGA AVE.
Cross
street:PARK
PLACE
EB
Page
1
Begin
Int.
0-
16
21
26
31
36 41
46
51
56
61
66
71
76
Time
Total
15
20
25
30
35
40 45
50
55
60
65
70
75
9999
12:00 03/20
*
*
*
*
*
*
* *
*
*
*
*
*
*
+
01:00
x
x
+
x
x
+
x x
+
x
+
x
+
+
+
02:00
+
x
+
x
x
x
x +
x
+
x
x
x
x
+
03:00
x
+
x
x
x
+
x x
x
x
+
+
+
x
+
04:00
+
+
+
x
x
x
x +
x
x
x
x
x
x
+
05:00
x
x
x
+
+
x
+ x
x
+
+
+
+
+
x
06:00
+
+
+
x
x
x
x +
x
x
x
x
x
x
x
07:00
+
+
x
x
+
x
x +
x
+
x
x
x
x
x
08:00
x
x
x
+
x
+
x x
+
x
x
+
+
x
x
09:00
+
+
+
x
x
x
+ +
+
x
+
x
+
+
x
10:00
x
+
+
+
x
+
+ x
+
x
x
+
x
+
+
11:00
+
+
x
+
x
x
x +
x
+
+
+
+
x
+
12:00 pm
+
+
+
+
+
x
x +
+
+
+
+
x
x
+
01:00
x
x
x
x
+
x
x x
x
+
x
x
+
x
+
02:00
374
10
15
46
155
110
16 1
1
0
0
1
0
0
19
03:00
477
7
17
46
195
162
20 3
2
.2
1
0
1
0
21
04:00
379
10
19
43
143
108
26 2
0
1
1
0
0
0
26
05:00
332
6
20
33
101
131
20 3
1
0
0
0
1
0
16
06:00
323
8
14
24
102
121
29 4
0
0
0
0
0
0
21
07:00
288
10
11
22
101
107
22 3
1
0
1
0
1
0
9
08:00
199
5
8
25
58
75
20 0
3
0
0
0
0
1
4
09:00
177
0
2
11
48
88
16 2
0
0
0
0
0
0
10
10:00
181
1
2
10
37
95
30 3
0
0
0
0
0
0
3
11:00
117
0
1
5
28
61
18 2
0
0
0
0
0
2
0
Day Totals
2847
57
109
265
968
1058
217 23
8
3
3
1
3
3
129
12:00 03/21
42
0
1
4
8
20
9 0
0
0
0
0
0
0
0
01:00
14
0
0
2
1
4
4 2
0
0
0
0
0
0
1
02:00
5
0
0
0
1
3
0 1
0
0
0
0
0
0
0
03:00
7
0
0
1
3
0
1 2
0
0
0
0
0
0
0
04:00
8
1
0
0
3
2
2 0
0
0
0
0
0
0
0
05:00
14
0
0
1
2
4
7 0
0
0
0
0
0
0
0
06:00
71
0
5
4
9
37
14 1
0
0
0
0
0
0
1
07:00
202
2
6
9
33
106
42 2
0
0
0
0
0
0
2
08:00
461
6
9
15
146
207
58 4
1
0
0
0
0
0
15
09:00
469
7
8
44
187
163
32 7
1
1
0
1
1
0
17
10:00
367
2
6
32
125
149
23 2
0
2
1
2
2
0
21
11:00
342
4
12
39
124
120
20 0
1
1
0
2
1
0
18
12:00 pm
322
2
9
32
107
134
20 2
1
1
1
0
0
0
13
01:00
345
5
9
39
127
113
17 4
0
0
1
0
0
0
30
Grand Total
5516
86
174
487
1844
2120
466 50
12
6
6
6
7
3
247
Speed Statistics.
15th Percentile Speed 25 MPH
Median Speed (50th percentile): 30 MPH
Average Speed - All Vehicles 35 MPH
85th Percentile Speed 34 MPH
95th Percentile Speed 50 MPH
10 MPH Pace Speed 26 -35 MPH
Number of Vehicles in Pace 3964
Percent of Vehicles in Pace 72.168
Number of Vehicles > 35 MPH 805
Percent of Vehicles > 35 MPH: 14.658
Weather
JAMAR Technologies, Inc.
Counted by:
TAS
for Windows
Site
Code :
000000000001
Board #
Copyright
1998
Start
Date:
03/20/2002
Other
File
I.D.
02 -041 -1
Street name
•SARATOGA
AVE
Cross
street•PARK PLACE
WB
Page
1
Begin
Int.
0-
16
21
26
31
36
41
46
51
56
61
66
71
76
Time
Total
15
20
25
30
35
40
45
50
55
60
65
70
75
9999
12.00 03/20
*
*
*
*
*
01:00
+
+
x
+
+
+
x
+
+
+
+
+
+
+
+
02:00
03:00
x
+
x
x
+
+
+
+
+
x
+
+
*
x
+
04:00
x
x
+
+
+
x
x
+
+
x
+
x
+
x
x
05:00
+
+
+
x
+
+
+
+
x
+
x
+
+
x
x
06:00
+
x
+
x
+
x
+
x
+
+
+
x
+
*
x
07:00
x
x
+
+
+
+
+
x
+
x
+
x
+
+
x
08:00
x
x
+
+
+
+
x
x
+
x
+
x
+
+
x
09:00
+
x
x
+
x
+
+
+
+
+
+
+
+
+
+
10:00
x
+
x
x
+
+
+
+
x
+
x
+
+
x
x
11:00
x
+
+
+
x
+
+
+
+
+
x
+
+
+
x
12:00 pm
x
+
+
x
+
+
+
+
x
x
+
+
+
*
+
01:00
+
x
x
x
x
+
x
+
+
x
+
+
+
+
+
02:00
357
12
39
97
131
48
8
2
2
1
0
1
2
1
13
03:00
392
5
19
85
175
67
13
3
1
0
2
2
0
2
18
04:00
363
12
23
91
140
62
8
4
1
0
3
0
0
1
18
05:00
387
12
28
85
152
62
13
1
1
0
2
0
0
1
10
06:00
372
4
B
42
166
124
13
2
1
0
1
1
0
0
10
07:00
346
4
11
64
140
103
12
1
1
0
0
0
0
0
10
08:00
271
0
3
16
116
106
23
2
0
1
0
0
0
0
4
09:00
218
1
2
16
87
94
12
0
1
0
0
0
0
1
4
10:00
146
0
2
11
54
62
11
0
1
0
0
0
1
0
4
11:00
107
0
1
12
31
47
14
1
0
0
1
0
0
0
0
Day Totals
2959
50
136
519
1192
795
127
16
9
2
9
4
3
6
91
12:00 03/21
46
0
0
0
15
24
6
1
0
0
0
0
0
0
0
01:00
25
0
1
1
8
10
4
1
0
0
0
0
0
0
0
02:00
9
0
1
0
5
2
1
0
0
0
0
0
0
0
0
03:00
6
0
0
1
1
1
3
0
0
0
0
0
0
0
0
04:00
7
0
1
1
2
3
0
0
0
0
0
0
0
0
0
05:00
12
0
0
0
2
3
6
1
0
0
0
0
0
0
0
06:00
44
0
1
7
15
11
10
0
0
0
0
0
0
0
0
07:00
122
1
2
7
42
50
15
1
0
0
0
0
0
0
4
08:00
265
3
16
35
112
69
10
4
3
0
0
0
1
0
12
09:00
348
9
17
54
145
86
12
2
0
0
1
1
0
2
19
10:00
290
2
10
34
122
89
15
3
0
0
1
1
0
0
13
11:00
302
6
18
30
125
95
13
0
0
0
1
1
0
0
13
12:00 pm
362
6
22
53
163
93
13
3
0
1
0
1
0
0
7
01:00
337
6
17
43
141
96
11
2
2
1
0
1
0
1
16
Grand Total
5134
83
242
785
2090
1427
246
34
14
4
12
9
4
9
175
Speed Statistics.
15th Percentile Speed 22 MPH
Median Speed (50th percentile): 28 MPH
Average Speed - All Vehicles 32 MPH
85th Percentile Speed 33 MPH
95th Percentile Speed 40 MPH
10 MPH Pace Speed 26 -35 MPH
Number of Vehicles in Pace 3517
Percent of Vehicles in Pace 68.738
Number of Vehicles > 35 MPH 507
Percent of Vehicles > 35 MPH: 9.918
Weather
JAMAR Technologies, Inc.
Counted by:
TAS for Windows
Site
Code :
000000000002
Board #
Copyright
1998
Start Date:
03/18/2002
Other
File
I.D: :
02 -041 -2
Street name
:HWY 9 /SARTOGA
-LOS GATOS
Cross
street:OAK
STREET NB /SB
Page
1
Begin
Mon.
03/18
Tues.
Wed.
Thur.
Fri.
Sat.
Sun.
Week
Avg.
Time
NB
SB
NB
SB
NB
SB
NB SB
NB
SB
NB
SB
NB
SB
NB
SB
12:00 am
*
*
*
*
*
*
32 21
*
*
*
*
*
*
32
21
01:00
+
+
x
+
+
+
4 8
+
+
+
+
+
+
4
8
02:00
*
*
*
*
*
*
10 5
*
*
*
*
*
*
10
5
03:00
+
+
*
+
+
+
0 2
+
+
+
+
+
+
0
2
04:00
+
*
x
x
+
x
4 3
x
+
+
+
+
x
4
3
05:00
*
*
*
*
*
*
25 17
*
*
*
*
*
*
25
17
06:00
*
*
*
*
*
*
148 59
*
*
*
*
*
*
148
59
07:00
*
*
*
*
*
*
600 147
*
*
*
*
*
*
600
147
08:00
*
*
*
*
*
*
603 341
*
*
*
*
*
*
603
341
09:00
*
*
*
*
*
*
498 292
*
*
*
*
*
*
498
292
10:00
*
*
*
*
*
*
366 310
*
*
*
*
*
*
366
310
11:00
*
*
*
*
*
*
392 346
*
*
*
*
*
*
392
346
12:00 pm
*
*
*
*
*
*
367 378
*
*
*
*
*
*
367
378
01:00
*
*
*
*
*
*
64 48
*
*
*
*
*
*
64
48
02:00
*
*
*
*
425
481
* *
*
*
*
*
*
*
425
481
03:00
*
*
*
*
372
555
* *
*
*
*
*
*
*
372
555
04:00
*
*
*
*
338
610
* *
*
*
*
*
*
*
338
610
05:00
*
*
*
*
322
633
* *
*
*
*
*
*
*
322
633
06:00
*
*
*
*
280
601
* *
*
*
*
*
*
*
260
601
07:00
*
*
*
*
240
358
* *
*
*
*
*
*
*
240
358
08:00
*
*
*
*
148
199
* *
*
*
*
*
*
*
148
199
09:00
*
*
*
*
161
189
* *
*
*
*
*
*
*
161
189
10:00
*
*
*
*
94
144
* *
*
*
*
*
*
*
94
144
11:00
*
*
*
*
37
45
* *
*
*
*
*
*
*
37
45
Totals
0
0
0
0
2417
3815
3113 1977
0
0
0
0
0
0
5530
5792
0
0
6232
5090
0
0
0
11322
Avg. Day
.0%
.0%
.0%
.0%
43.7%
65.8%
56.2% 34.1%
.0%
.0%
.0%
.0%
.0%
.0%
AM Peaks
08:00 11:00
08:00
11:00
Volume
603 346
603
346
PM Peaks
02:00
05:00
12:00 12:00
02:00
05:00
Volume
425
633
367 378
425
633
ADTs
Weather
JAMAR Technologies, Inc.
Counted by:
TAS for Windows
Site
Code :
000000000002
Board #
Copyright
1998
Start
Date:
03/20/2002
Other
File
I.D.
02 -041 -2
Street name
:HW-Y 9 /SARATOGA -LOS GATOS Cross street:OAK STREET
SB
Page
1
Begin
Int. 0- 1 21 26
31
36
41
46
51
56
61
66
11
76
Time
Total 15 20 25 30
35
40
45
50
55
60
65
70
75
9999
12:00 03/20
* * * * *
*
*
*
*
*
*
*
*
+
01:00
+ + + + *
+
*
+
+
+
+
+
+
+
+
02:00
+ + + + +
+
+
+
+
+
+
+
+
+
+
03:00
+ + * + +
+
+
+
+
+
+
+
+
+
+
04.00
+ + + + +
+
+
+
+
+
+
*
*
+
+
05:00
+ + + + +
+
+
*
+
+
+
*
+
+
+
06:00
+ + + + +
+
+
*
+
+
*
*
+
+
+
07:00
+ * + + +
+
+
+
+
+
+
+
+
+
+
08:00
+ + + + +
+
+
+
+
+
+
+
+
+
+
09:00
+ + + * +
+
+
+
+
+
*
+
+
*
+
10:00
+ + + + +
+
+
+
+
+
+
+
+
*
+
11:00
+ + + * +
+
+
+
+
+
+
+
+
+
+
12:00 pm
+ + + + *
+
+
+
*
+
+
*
+
+
+
01:00
+ + + + +
+
*
+
+
+
+
+
*
+
+
02:00
481 14 56 92 172
100
13
4
3
0
0
2
0
4
21
03:00
555 11 43 83 195
159
32
4
3
4
0
1
1
0
19
04:00
610 18 48 121 218
137
32
7
1
2
2
0
2
1
21
05:00
633 9 39 74 237
199
40
8
4
0
3
0
2
0
18
06:00
601 8 35 97 209
179
44
6
3
1
1
0
1
2
15
07 :00
358 2 16 30 122
136
31
4
0
0
1
0
0
1
15
08:00
199 2 5 10 65
83
23
5
1
0
0
0
0
0
5
09:00
189 2 6 12 67
73
20
3
0
0
0
0
0
1
5
10:00
144 1 7 12 48
62
12
2
0
0
0
0
0
0
0
11:00
45 0 0 2 13
23
5
1
0
0
0
0
0
0
1
Day Totals
3815 67 255 533 .1346
1151
252
44
15
7
7
3
6
9
120
12:00 03/21
21 0 2 2 5
10
2
0
0
0
0
0
0
0
0
01:00
8 0 1 1 2
4
0
0
0
0
0
0
0
0
0
02:00
5 0 0 2 0
2
1
0
0
0
0
0
0
0
0
03:00
2 0 0 0 1
1
0
0
0
0
0
0
0
0
0
04:00
3 0 0 0 0
2
1
0
0
0
0
0
0
0
0
05:00
17 0 2 1 7
3
3
1
0
0
0
0
0
0
0
06:00
59 2 5 9 17
20
6
0
0
0
0
0
0
0
0
07:00
147 2 13 15 36
45
17
1
4
0
1
0
0
0
13
08:00
341 18 59 47 102
66
12
5
1
0
0
0
2
2
27
09:00
292 11 28 34 B2
90
22
2
2
0
0
3
2
0
16
10:00
310 5 39 33 97
96
22
2
0
0
2
0
3
1
10
11:00
346 10 36 52 113
104
17
2
1
0
1
1
0
0
9
12:00 pm
378 18 30 49 125
90
27
6
1
0
3
1
3
0
25
01:00
48 3 4 4 24
10
2
0
0
0
0
0
0
0
1
Grand Total
5792 136 474 782 1957
1694
384
63
24
7
14
8
16
12
221
Speed Statistics.
15th Percentile Speed
21
MPH
Median Speed (50th percentile):
28
MPH
Average Speed - All Vehicles
33
MPH
85th Percentile Speed
34
MPH �►
95th Percentile Speed
47
MPH
10 MPH Pace Speed
26 -35
MPH ...
Number of Vehicles in Pace
3651
Percent of Vehicles in Pace
63.308
Number of Vehicles > 30 MPH
2443
Percent of Vehicles > 30 MPH:
42.358
Weather
JAMAR Technologies, Inc.
Counted by:
TAS
for Windows
Site
Code :
000000000002
Board H
Copyright
1998
Start
Date:
03/20/2002
Other
File
I.D.
02 -041 -2
Street name
:HWY 9 /SARATOGA -LOS GATOS Cross
street:OAK STREET
NB
Page
1
Begin
Int. 0- 16 21
26
31
36
41
46
51
56
61
66
71
76
Time
Total 15 20 25
30
35
40
45
50
55
60
65
70
75
9999
12:00 03/20
* * * *
01:00
* x * x
*
x
*
x
x
*
*
x
x
x
02:00
* * * x
x
x
x
*
x
*
x
*
*
x
03:00
x x * x
x
x
x
x
*
x
x
x
x
x
x
04:00
* * * *
*
x
*
x
x
*
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x
x
x
05:00
06:00
x x * x
x
*
x
x
*
x
x
x
*
x
x
07:00
08:00
x x x x
x
x
*
*
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x
x
*
*
x
x
09:00
x x x x
*
x
*
*
x
*
x
*
*
x
x
10:00
x * x x
*
x
x
*
x
x
*
x
*
x
11:00
x x x x
x
*
*
x
x
x
x
*
x
*
x
12:00 pm
* * * *
x
x
x
x
*
x
x
x
x
x
x
01:00
* * x x
x
x
x
x
x
*
x
*
x
x
x
02:00
425 19 27 33
37
132
126
25
1
1
2
3
3
1
15
03:00
372 7 22 17
16
105
152
32
4
0
0
1
1
0
15
04:00
338 8 18 27
28
85
119
25
1
0
1
2
2
2
20
05:00
322 10 12 28
28
79
116
26
5
1
0
1
1
0
15
06:00
280 5 4 16
10
88
102
25
4
0
3
1
0
3
19
07:00
240 7 16 10
24
87
71
16
1
0
0
0
0
1
7
08:00
148 2 13 9
14
48
50
11
0
0
0
0
0
0
1
09:00
161 6 10 18
17
48
55
5
2
0
0
0
0
0
0
10:00
94 0 6 4
8
30
29
12
1
1
0
0
0
0
3
11:00
37 1 2 1
3
15
9
5
0
1
0
0
0
0
0
Day Totals
2417 65 130 163
185
717
829
182
19
4
6
8
7
7
95
12:00 03/21
32 1 3 3
3
5
10
5
1
0
1
0
0
0
0
01:00
4 0 0 1
0
3
0
0
0
0
0
0
0
0
0
02:00
10 0 1 0
2
0
7
0
0
0
0
0
0
0
0
03:00
0 0 0 0
0
0
0
0
0
0
0
0
0
0
0
04:00
4 0 0 0
1
1
1
0
1
0
0
0
0
0
0
05:00
25 0 0 0
2
9
9
3
2
0
0
0
0
0
0
06:00
148 3 6 6
10
33
59
28
3
0
0
0
0
0
0
07:00
600 19 32 40
55
213
193
32
3
0
0
0
2
0
11
06:00
603 28 54 49
86
193
129
14
4
1
2
2
2
2
37
09:00
498 6 16 47
44
158
160
46
4
1
0
1
1
0
14
10:00
366 3 21 32
25
101
123
43
2
2
0
4
1
1
8
11:00
392 10 19 31
38
115
122
33
3
1
3
2
1
0
14
12:00 pm
367 18 41 35
26
106
99
25
1
0
0
2
0
1
13
01:00
64 2 4 4
12
19
18
2
0
0
0
0
0
0
3
Grand Total
5530 155 327 411
489
1673
1759
413
43
9
12
19
14
11
195
Speed Statistics.
15th Percentile Speed
23
MPH
Median Speed (50th percentile):
33
MPH
Average Speed - All Vehicles
37
MPH
85th Percentile Speed
39
MPH
95th Percentile Speed
47
MPH
10 MPH Pace Speed
31 -40
MPH ++�
Number of Vehicles in Pace
3432
Percent of Vehicles in Pace
62.32%
Number of Vehicles > 30 MPH
4148
Percent of Vehicles > 30 MPH:
75.32%
APPENDIX E
RAW RADAR SPEED SURVEY DATA
City of Saratoga Public Safety Center Speed Study Analysis
Location: Highway 9
2
2
26 2
4
Direction:
NB
50th percentile speed (median):
33 mph
Average Speed:
33 mph
Day of the Week:
Thursday
85th percentile speed (critical):
40 mph
Standard Deviation:
5 mph
Date:
Mar. 21,2002
10 mph pace speed 2:
26 to 35
Mode':
31 mph
Time of Day:
10:11 AM -10:45 AM
Percent in pace speed:
72 %
% Exceeding Speed Limit:
70 %
Posted Speed Limie:
30 mph
Range of speeds:
25 to 43
36 1
2
Vehicles Observed:
50
2
78
38 3
6
Survey Data
Speed Number Percent. Cumul.
(mph) of Obs. of Total Percent
25 1
2
2
26 2
4
6
27 5
10
16
28 2
4
20
29 2
4
24
30 3
6
30
31 6
12
42
32 4
8
50
33 5
10
60
34 3
6
66
35 4
8
74
36 1
2
76
37 1
2
78
38 3
6
84
39 0
0
84
40 3
6
90
41 3
6
96
42 1
2
98
43 1
2
100
t.
i�
n
!� c
:a
v
111, 1- 1�
Notes: 1 If there is more than one mode, the highest speed is presented in the summary.
2 If there is more than one 10 mph pace speed, the average is presented in the summary.
3 Refers to speed limit as posted on day and at the location of the speed survey.
A02-041"NBI - Output
City of Saratoga Public Safety Center Speed Study Analysis
Location: Highway 9
1
2
2
24
Direction:
SIB
50th percentile speed (median):
31 mph
Average Speed:
30 mph
Day of the Week:
Thursday
85th percentile speed (critical):
33 mph
Standard Deviation:
3 mph
Date:
Mar. 21,2002
10 mph pace speed 2:
25 to 34
Model:
33 mph
Time of Day:
10:47AM - 11:20AM
Percent in pace speed:
90 %
% Exceeding Speed Limit:
52%
Posted Speed Limit ?:
30 mph
Range of speeds:
23 to 35
8
16
Vehicles Observed:
50
3
6
70
33
►IMP
Speed Number Percent. Cumul.
(mph) of Obs. of Total Percent
23
1
2
2
24
1
2
4
25
4
8
12
26
2
4
16
27
5
10
26
28
5
10
36
29
1
2
38
30
5
10
48
31
8
16
64
32
3
6
70
33
10
20
90
34
2
4
94
35
3
6
100
■■ ■ ■ ■ ■ ■■ ■ ■ ■ ■■ ■
12
10
N 8
C
O
m
O 6
�g
z
4 S.
z x
23 24 25 26 27 28 29 30 31 32 33 34 35
Speed (mph)
Notes: 1 If there is more than one mode, the highest speed is presented in the summary.
2 If there is more than one 10 mph pace speed, the average is presented in the summary.
3 Refers to speed limit as posted on day and at the location of the speed survey.
A02-041 hnyeSB1 •Output
City of Saratoga Speed Study Analysis
Location: Saratoga Ave. E/O Hwy 9
Dumber Percent.
Cumul.
>f Obs. of Total
Direction:
EB
50th percentile speed (median):
29 mph
Average Speed:
30 mph
Day of the Week:
Thursday
85th percentile speed (critical):
34 mph
Standard Deviation:
3 mph
Date:
Mar 21,2002
10 mph pace speed 2:
25 to 34
Mode':
28 mph
Time of Day:
9:06AM - 9:20Am
Percent in pace speed:
92 %
% Exceeding Speed Limit:
2%
Posted Speed Limie:
35 mph
Range of speeds:
25 to 37
Vehicles Observed:
50
Speed I
(mph)
25 !
26
27 !
28 !
29
30
31 1
32 1
33
34 !
35
36 1
37
Survey Data
Dumber Percent.
Cumul.
>f Obs. of Total
Percent.
i 10
10
1 8
18
i 10
28
1 18
46
i 10
56
1 6
62
i 12
74
I 0
74
1 8
82
i 10
92
1 6
98
I 0
98
2
100
��111111111�11>• Ililllll��llilll�llilllll�llllllll�llllllll�a ■■■
Notes: 1 If there is more than one mode, the highest speed is presented in the summary.
2 If there is more than one 10 mph pace speed, the average is presented in the summary.
3 Refers to speed limit as posted on day and at the location of the speed survey.
A02-00.aretopsE61 -Output
�e.
City of Saratoga Public Safety Center Speed Study Analysis
Location: Saratoga Ave E/O Hwy 9
4
4
24 1
2
Direction:
WB
50th percentile speed (median):
28 mph
Average Speed:
29 mph
Day of the Week:
Thursday
85th percentile speed (critical):
32 mph
Standard Deviation:
3 mph
Date:
Mar. 21,2002
10 mph pace speed 2:
25 to 34
Mode':
25 mph
Time of Day:
9:30AM - 10:07AM
Percent in pace speed:
88 %
% Exceeding Speed Limit:
2 %
Posted Speed Limit:
35 mph
Range of speeds:
23 to 36
34 3
6
Vehicles Observed:
50
4
98
36 1
2
Survey Data
Speed Number Percent. Cumul.
(mph) of Obs. of Total Percent
23 2
4
4
24 1
2
6
25 9
18
24
26 1
2
26
27 7
14
40
28 7
14
54
29 2
4
58
30 4
8
66
31 8
16
82
32 2
4
86
33 1
2
88
34 3
6
94
35 2
4
98
36 1
2
100
Notes: 1 If there is more than one mode, the highest speed is presented in the summary.
2 If there is more than one 10 mph pace speed, the average is presented in the summary.
3 Refers to speed limit as posted on day and at the location of the speed survey.
A02-041 er "ME31 - Output
P
q1_
1
Notes: 1 If there is more than one mode, the highest speed is presented in the summary.
2 If there is more than one 10 mph pace speed, the average is presented in the summary.
3 Refers to speed limit as posted on day and at the location of the speed survey.
A02-041 er "ME31 - Output
APPENDIX F
SARATOGA PUBLIC SAFETY CENTER
ALTERNATIVE COMPARISON
FIRE DEPARTMENT EMERGENCY RESPONSE CALLS -
DIRECTION FROM HWY 9 / SARATOGA AVE INTERSECTION
CODE 3 CALLS
DIRECTION ROUTE
OF CODE 3 PERCENT
NUMBER OF TOTAL
NORTH
Saratoga - Sunnyvale Road
245
22.0%
SOUTH
Saratoga - Los Gatos Road (Hwy 9)
213
19.1%
EAST
Saratoga Avenue
410
36.8%
WEST
Big Basin (Hwy 9)
247
22.2%
TOTAL
1,115
100.0%
Based on historical data - March 18, 2001 - March 18, 2002
APPENDIX G
HIGHWAY 9 /OAK STREET
SIGNAL WARRANTS
(PRELUVE NARY)
9 -6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual
1 -1992
Figure 9 -1
TRAFFIC SIGNAL WARRANTS
CALL DATE
DIST CO RITE /fly PM CHK DATE
! 1a
Major St: 9" Critical Approach Speed mph
Minor St: ' Critical Approach Speed mph
Critical speed of major street traff ic > 40 mph — —'—'c V ❑
or RURAL (R)
In built up area of isolated community of < 10,000 pop. — — — — — — — — — ❑
❑ URBAN (U)
WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES X NO
8
MINIMUM REQUIREMENTS 0% SATISFIED YES NO
(80% SHOWN IN BRACKETS)
APPROACH f lV1��, /� t ° J t Ot
LANES 1 2 or more Hour
Both Apprchs. 500 350 600 420 ri
Major Street 1 (400) 1 (280) (480) 1 (336) 1 "(/ �l7 U�
Highest Apprch. 150 1 105 200 140 / j %
Minor Street (120) (84) (160) (112) !1 0
klgftl" He,_':t a
WARRANT 2 - Interruption of t ntinuous Traffic
.MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)
U I R 11 U I R
APPROACH 1 2 or more
Both Apprchs. 750 525 900 630
Major Street (600) (420) (720) 504
Highest Apprch. 75 53 100 70
Minor Street (60) (42) (80) (56)
WARRANT 3 - Minimum Pedestrian Volume
t utf (y
F37
100% SATISFIED
80% SATISFIED
I�
j / N
YES ,K NO ❑
YES,I' NO ❑
�
Hour �% D e
100% SATISFIED YES ❑ NO
REQUIREMENT
FULFILLED
Pedestrian volume crossing the major street is 100 or more
for each of any four hours or is 190 or more during any one
Yes ❑ No
hour; AMD
There are less than 60 gaps per hour in the major street traf-
fic stream of adequate length for pedestrians to cross;
The nearest traff ic signal along the major street is greater
Yes ❑ ❑
than 300 feet; ANQ
No
The new traff ic signal will not seriously disrupt progressive
Yes El No ❑
traffic flow on the major street.
ZY y{l !✓
The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other
evidence of the need for right -of -way assignment must be shown.
Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9 -7
1 -1ssz
Figure 9 -2
TRAFFIC SIGNAL WARRANTS
WARRANT 4 - School Crossings
WARRANT 5 - Progressive Movement
Not Applicable — — _ — — — — - - — —
❑
See School Crossings Warrant Sheet ❑
SATISFIED YES ❑ NOX
MINIMUM REQUIREMENTS
DISTANCE TO NEAREST SIGNAL
FULFILLED
> 1000 FT.
N ft, S ft, E ft, W ft.
YES ❑ NO ❑
ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT
SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING & SPEED CONTROL WOULD BE LOST
SATISFIED
ON 2 -WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND
-
SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGNAL SYSTEM
❑ ❑
WARRANT 6 - Accident Experience 'r /Vol SATISFIED YES ❑ NO ❑
REQUIREMENTS
WARRANT
FULFILLED
ONE WARRANT
WARRANT 1 - MINIMUM VEHICULAR VOLUME
SATISFIED
- - - - - - - - - - - - - - - - - - - - - - - - - - - -
-
OR
80%
WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC
YES ❑
NO ❑
SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW
❑
❑
ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY
❑
❑
ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. & INVOLVING INJURY OR >- $500 DAMAGE
MINIMUM REQUIREMENT NUMBER OF ACCIDENTS
5 OR MORE
❑
❑
WARRANT 7 - Systems Warrant
SATISFIED YES El NO�
I MINIMUM VOLUME
REQUIREMENT ENTERING VOLUMES ALL APPROACHES FULFILLED
DURING TYPICAL WEEKDAY PEAK HOUR VEH /HR
1000 VEH /HR - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
i OR
DURING EACH OF ANY 5 HRS. OF A SAT. AND /OR SUN. VEH /HR YES ❑ NO ❑
CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST.
HWY. SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC
----------------------------- - - - - -- - - - -- - - - --
RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY
------------------------- - - - - -- - - - -- - - - --
APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN
ANY MAJOR ROUTE CHARACTERISTICS MET, BOTH STREETS ❑ ❑
The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other
evidence of the need for right -of -way assigmmnent must be shown.
9 -8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual
1 -1991
Figure 9 -3
TRAFFIC SIGNAL WARRANTS
WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO ❑
REQUIREMENT
WARRANT
J
FULFILLED
TWO WARRANTS
1. MINIMUM VEHICULAR VOLUME
SATISFIED
YES NO
2. INTERRUPTION OF CONTINUOUS TRAFFIC
80%
WARRANT 9 - Four Hour Volume
SATISFIED* YES 6- NO ❑
Hour
* Refer to Figure 9 -6 (URBAN AREAS) or Figure 9 -7 (RURAL AREAS) to determine if this warrant is satisfied.
WARRANT 10 - Peak Hour Delay SATISFIED YES El NO ❑
(ALL PARTS MUST BE SATISFIED)
1. The total delay experienced for traffic on one minor street approach contro led by a
STOP sign equals or exceeds four vehicle -hours for a one -lane approach and five
vehicle -hours for a two -lane approach; AND YES ❑ NO ❑
2. The volume on the same minor street approach equals or exceeds 100 vph for
one moving lane of traffic or 150 vph for two moving lanes; AND YES ❑ NO ❑
3. The total entering volume serviced during the hour equals or exceeds 800 vph
for intersections with four or more approaches or 650 vph for intersections with
three approaches. YES ❑ NO ❑
WARRANT 11 - Peak Hour Volume
SATISFIED* YES NO ❑
Hour
* Refer to Figure 9 -8 (URBAN AREAS) or Figure 9 -9 (RURAL AREAS) to determine if this warrant is satisfied.
The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence
of the need for right -of -way assignment must be shown.
Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9 -9
1 -1992
Figure 9 -4
TRAFFIC SIGNAL WARRANTS
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL
Minimum Requirements
......................... .............................
EADT
1. Minimum Vehicular
Vehicles per day on
Vehicles per day on
Satisfied Not Satisfied
major street (total of
higher - volume minor
both approaches)
street approach (one
direction only)
Number of lanes for moving traffic on each approach
Urban Rural
Urban Rural
Major Street Minor Street
1 ....... ............................... 1....... ...............................
8,000 5,600
2,400 1,680
2 or more ........................ 1 ....... ...............................
9,600 6,720
2,400 1,680
2 or more ........................ 2 or more .........................
9,600 6,720
3,200 2,240
1 ...... ............................... 2 or more .........................
8,000 5,600
3,200 21240
2. Interuption of Continuous Traffic
Vehicles per day on
Vehicles per day on
Satisfied Not Satisfied
major street (total of
higher- volume minor
both approaches)
street approach (one
direction only)
Number of lanes for moving traffic on each approach
Major Street Minor Street
h,, Urban Rural
Urban Rural
1 ....... ............................... 1....... ...............................
12,000 8,400
1,200 850
2 or more ........................ 1 ....... ...............................
14,400 10,080
1,200 850
2 or more ........................ 2 or more .........................
14,400 10,080
1,600 1,120
1 ...... ............................... 2 or more .........................
12,000 8,400
1,600 1,120
3. Combination
Satisfied Not Satisfied
2 Warrants
2 Warrants
No one warrant satisfied, but following warrants
fulfilled 80% or more .........
1 2
NOTE: To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted.
9.10 TRAFFIC SIGNALS AND LIGHTING Traffic Manual
1 -1992
Fi.gure .9 -5
SCHOOL PROTECTION WARRANTS
CALC DATE
DIST CO RTE PM CHK DATE
Major St: Critical Approach Speed mph
Minor St: Critical Approach Speed mph
Critical speed of major street traffic ? 40 mph.— — — — — — — — — — — — — — � RURAL R
()
In built up area of isolated community of < 10,000 pop. — — — — — _ El
URBAN (U)
FLASHING YELLOW SCHOOL SIGNALS
(ALL PARTS MUST BE SATISFIED)
Minimum Requirements
PART A U I R
SATISFIED YES ❑ NO ❑
Vehicle Volume
Each of
2 hours
200
140
School Age Pedestrians
Each of
40
40
�3
Crossing Street
2 hours
500
350
AND
PART B
Critical Approach Speed Exceeds 35 mph
AND
PART C
SATISFIED
YES ❑ NO ❑
SATISFIED YES ❑ NO ❑
Is nearest controlled crossing more than 600 feet away? SATISFIED YES ❑ NO ❑
SCHOOL AREA TRAFFIC SIGNALS
(ALL PARTS MUST BE SATISFIED)
Minimum Requirements
PART A 11 U I R
SATISFIED
Vehicle Volume
Each of
2 hours
500
350
School Age Pedestrians
Each of
2 hours_
100
70
�3
Crossing Street
or
500
350
per day
AND
SATISFIED
YES ❑ NO
YES ❑ NO
PART B
Is nearest controlled crossing more than 600 feet away? SATISFIED YES ❑ NO
cL 50C
I
= 40C
I— U
wQ
cr300
(n a-
cr-Q
O w 200
Z
0 100
0
= 300
FIGURE 47. FOUR HOUR VOLUME WARRANT
2 OR MORE LANES & 2 OR MORE LANES
2 OR MORE LANES & 1 LANE
1 LANE & 1 LANE
400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET — TOTAL OF BOTH APPROACHES — VPH
'NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET
APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER
THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
FIGURE 48. FOUR HOUR VOLUME WARRANT
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET)
400 vo � 2 gs-z o KI)AR
I
= 300
f— U
wQ
wO
cc cc
!— a.
a. 200
ac Q
O uj
Z2
J
O 100
>
0
200
2 OR MORE LANES £t 2 OR MORE LANES
2 OR MORE LANES & 1 LANE
1 LANE Et 1 LANE
300 400 500 600 700 800 900
MAJOR STREET — TOTAL OF BOTH APPROACHES — VPH
"NOTE: 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET
APPROACH WITH TWO OR MORE LANES AND 60 VPH APPLIES AS THE LOUVER
THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
KEITH B. HIGGINS & / ssOCIATES, INC.
1000
0
49
0
Highway 9/
Oak Street
CALTRANS PEAK HOUR VOLUME SIGNAL WARRANT (Urban Areas)
700
x
= a 500
>a
~
w � 400
ww
N _j 300
O0
�O
Z
200
x
Notes:
100
M
I I �hh
EE 0
0
400 500 600 700 800
900 1000 1100 1200 1300 1400 1500 1600 1700 1800
MAJOR STREET (VPH)
TOTAL OF BOTH APPROACHES
Scenario Major Street Minor Street
North/South East/West
A 7-8AM 1192 55
B. 8-9AM 1289 160
C. 2 -3PM 1076 163
D. 3-4PM 1089 124
E. 4-5PM 1142 84
F. 5-6PM ° 1178 94
G. 0 0
H. 01 0
1. 150 VPH applies as the lower threshold volume for a minor street approach with two or more lanes
and 100 VPH applies as the lower threshold volume for a minor street approaching with one lane.
2. Bold line applies to intersection geometry.
Higgins Associates warrants.)ds - Signal - Urban
NONE
1
0
400 500 600 700 800
900 1000 1100 1200 1300 1400 1500 1600 1700 1800
MAJOR STREET (VPH)
TOTAL OF BOTH APPROACHES
Scenario Major Street Minor Street
North/South East/West
A 7-8AM 1192 55
B. 8-9AM 1289 160
C. 2 -3PM 1076 163
D. 3-4PM 1089 124
E. 4-5PM 1142 84
F. 5-6PM ° 1178 94
G. 0 0
H. 01 0
1. 150 VPH applies as the lower threshold volume for a minor street approach with two or more lanes
and 100 VPH applies as the lower threshold volume for a minor street approaching with one lane.
2. Bold line applies to intersection geometry.
Higgins Associates warrants.)ds - Signal - Urban
1. 150 VPH applies as the lower threshold volume for a minor street approach with two or more lanes
and 100 VPH applies as the lower threshold volume for a minor street approaching with one lane.
2. Bold line applies to intersection geometry.
Higgins Associates warrants.)ds - Signal - Urban
CnRnTn(,e -I nC r-ATnQ / NIAIV O
LEGEND
1 Upgrade signal time phasing to improve the
level of service at intersection
2 Additional 12' -0" wide right turn lane to improve
level of service
3 Proposed new signal lights at intersection to
improve traffic flow to intersection as well as
provide a greater level of safety to pedestrian
connectivity from the neighborhood to Oak Street
4 All existing east and west bound lanes changed
from 11' -0" to 12' -0" wide
5 Proposed new left turn lane to provide safe ingress
the Public Safety Center site.
6 Proposed median to prevent cut - through traffic
from HWY9 through the neighborhood.
Property of Fire Department
Property of USPS
Property of City of Saratoga
�/J1C+�If Clb vE HGh4FNb�
Z110,
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A J-_�
. RITF PI AN
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Surface
Parking
oo GO,
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0
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Surfacei
parking,
1
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4
0
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i
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r
SARATOGA -LOS GATOS / HWY 9
PROJECT DESCRIPTION
This scheme envisions a back -in Fire Station
Configuration located on Saratoga Avenue utilizing a
revision to the original design. Additional support space
for the Fire District will be located in the Contempo
building. The USPS and Sheriffs Department will
continue to occupy the existing structure on Saratoga
Avenue. Cross parking and access easements will need
to be granted to allow for optimum parking layout.
Total Parking Shown 69 stalls
Total Required Parking 62 stalls
SUMMARY OF PROBABLE COST
Building 11,000 sf @ $200 /sf $2,200,000
Contempo Seismic Upgrade $ 275,000
Contempo Interiors 4,000 sf @ $30 /sf $ 120,000
Site Development $ 540,000
Off -site Development $ 240,000
Soft Costs $ 750,000
Sub -Total $4,125,000
Design Contingency 20% $ 825,000
TOTAL $4,950,000
v
W- -lECI{ — or.* MW
s `
T
,t sang >,
PROJECT DESCRIPTION
-' This scheme envisions adrive -thru Fire Station
#' Configuration located on Saratoga Los Gatos Road
with adequate front apron to facilitate back -in
movements.The new design for the Fire Station will
incorporate training facility requirements. The existing
Fire Station will remain in operation during the
construction of the new facility. A proposed land swap
will regularize existing parcels on the site.The Postal
Service and Sheriffs Department will continue to occupy
o�Q the existing structure on Saratoga Avenue.
� r
Total Parking Shown 69 stalls
C9c� Total Required Parking 62 stalls
1 C s
c6 �2hA'i�9 t SUMMARY OF PROBABLE COST
Building 15,000 sf @ $200 /sf $3,000,000
Site Development $ 600,000
Off -site Development $ 240,000
Soft Costs $ 900,000
Sub -Total $4,740,000
ark 1.,W Design Contingency 20% $ 948,000
, r f' TOTAL $5,688,000
Surface -`
Parking
M` - sQ • o 0
SARATOGA -LOS GATOS / HWY 9
��A�etEC t[ ✓V EKahEEAS�
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Public Safety Center, Saratoga
law, T
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L Public Safety Center, Saratoga
PROOF OF PUBLICATION
(2015.5 C.C.P.)
State of California
County of Santa Clara
I am a citizen of the United States and a
resident of the County aforesaid: I am
over the age of 18 years, and not party to
or interested in the above entitled
matter. I am the principal clerk of the
printer of the: Saratoga News
14375 Saratoga Avenue, Suite E2
Saratoga, California 95070- 59789,
a newspaper of general circulation,
printed every Wednesday in the City of
San Jose, California, County of Santa
Clara, and which newspaper has been
adjudged a newspaper of general
circulation by the Superior Court of the
County of Santa Clara, State of
California, Case number 3281 -48, dated
June 2, 1975 that the notice of which the
annexed is a printed copy (set in type
not smaller than nonpareil has been
published in each regular and entire
issue of said newspaper and not in any
supplement thereof on the following
dates, to wit:
In the year of 2002
1 certify (or declare) under penalty of
perjury that the foregoing is true and
correct.
Dated: Q
at San Jo , Calif rnia
Kathy hghtson
Filing Stamp
PROOF OF PUBLICATION
I
September 5,. 2001 the City /s /Cathleen Boyer
Council denied a Request for City Clerk
Design Review and Use (PUB SN: 7/24/02)
Permit approval to demolish
an existing Fire Station and
construct a new 12,689
square foot Fire Station and a
Temporary Use Permit to
allow the temporary Fire
Station to be located behind
the subject property at
20473 Saratoga -Los Gatos
Road, during construction.
The maximum height of the
new Fire Station would be 34
feet 6 inches tall. On July 17,
2002 the City Council direct -
ed that motion for reconsid.
eration be heard on August 7,
2002 and that if that motion
is approved a public hearing
be held to reconsider the
decision made on -September
5, 2001. The project is locat-
ed within a. Professional
Administrative (P -A) zoning
Legal s
district. Applicant: Saratoga
Fire District Appellant:
F.A.C.T. (Fire Fighters &
CITY OF SARATOGA
Citizens Task Force) '
All interested persons may
NOTICE
ICE OF
PUBLIC NEARING
appear and be heard at the
Notice
otice Is hereby given tha
above time and place. If you
challenge the subject
the City Clerk of the Saratoga
City Council, State of
projects in court, you may be
California, has set
limited to raising only
those issues you or someone
Wednesday, the 7th day of
else raised at the public
August 2002, at 7:30 p.m. in
hearing described in this
the City Council Chambers at
notice or in written corre-
13777 Fruitvale Avenue,
Saratoga, California, as the
spondence delivered to the
time and place for public
City Council at, or prior to,
the public hearing. A copy
hearings on:
Reconsideration of
of any material provided to
Resolution No. 01.060
the City Council on the above
hearing(s) is on file at
(adopted September 5,
the Office of the Saratoga
2001) Denying
City Clerk at 13777 Fruitvale
DR -01 -006, UP- 03.002, TUP-
Avenue, Saratoga.
01 -003, (397 - 22.019) —
Questions may be addressed
SARATOGA FIRE DISTRICT,
to the City Clerk,
14380 Saratoga Road; - On
(408) 868.1269.
Street Reconfiguration
Re- alignment of Intersection
Re- alignment of Pedestrian Crosswalks
Closure of One -Way Street
Move Monument to Plaza Across the Street
Provide Street Parking
Proposed New Signal Lights
':e1' :_11
Fire Department New Building involving
new design or modified
RRM design.
Building Area - 16,000 sf
Parking Required - 24 stalls
Sheriff s Building Area - 9,000 sf
Department Parking Required - 62 stalls
Patrol Cars - 28 stalls
Private Cars - 34 stalls
United States Building Area - 5,000 sf
Postal Service Parking Required - 31 stalls
Total Required Parking - 117 stalls
a -Los Gatos /HWY -9
L
� l AL
Property of Fire Department
Property of United States Postal Service
Property of City of Saratoga
Pedestrian Linkages & Proposed Improvements
Proposed Signalized Intersections •
Street Reconfiguration
Street Reconfiguration
Proposed New Signal Lights
Pedestrian Crosswalk Across Oak Place
M11=6*1rrlkiW -11 1II►,l1:11rel61[ -�
Front Setback - 25' -0"
Side Setback - Minimum 15' -0"
Ground Coverage - 30%
The intersection at Saratoga Avenue and Highway 9
has been reconfigured to improve pedestrian safety
and enhance pedestrian connections to the Village
and surrounding neighborhoods.
Proposed signalization at Oak Street and Oak Place
will increase safety and connectivity from the Village
Green Neighborhood to the school. Signalization will
also reduce cut- thrutraffic from HWY 9 to Saratoga
Avenue through Oak Place.
The Monument has been moved to the Plaza across
the street.
The right turn one way street from Saratoga Avenue
to HWY 9 has been closed and incorporated with the
landscaped island as part of a larger'Urban Plaza'.
SITE CONTEXT
�z
Public Safety Center, Saratoga
AMC
-
Me kR"D8W tCA%ft �MOR[t5 re lta+ut -s1
MAS44,w Y. 92K11011
1A
OPTION ONE
This Option assumes a
Public Safety Center without ,
the use of the Federated
Church Parking lot.
OPTION TWO
This Option assumes a
Public Safety Center with
the use of the Federated
Church Parking lot.
3A
OPTION THREE
This Option assumes a
Public Safety Center with
one of three primary agencies
moved to a location off -site.
3B
3C
DESIGN EVOLUTION
Public Safety Center, Saratoga
i / `s
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OPTION 2 - SCHEME 1
Public Safety Center, Saratoga
r
Second
PROJECT DATA
Surface Parking for PSC
Garage Parking for PSC on Site
Garage Parking for PSC under
Church Parking Lot
Total Parking Provided for PSC
Total Parking Required for PSC
50 stalls
40 stalls
30 stalls
120 stalls
86 stalls
Garage Parking for Church Provided 80 stalls
,
i�
Saratoga -Los Gatos /HWY 9
Garage
i
Parking
ao c-
prewy
c a-
� _ _ _ _Garage Parki.
Under conten
w 15 o w
On Site Garage Parking Plan
=Fire Department Building
_ USPS / Sheriffs Department Building
AMYd&mk Rwi.ftwWCAfL1K �.acattra .v u.o.aEEass
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Surface E
Parking IE
Contempo `
R Property I
J
OPTION 2 - SCHLME 2
Public Safety Center, Saratoga
Saratoga -Los Gatos /HWY
aecaon -
M
Second
Surface Parking for PSC
46 stalls
Garage Parking for PSC on Site
v
Garage Parking for PSC under
Church Parking Lot
30 stalls
Total Parking Provided for PSC
116 stalls
Total Parking Required for PSC
86 stalls
Garage Parking for Church Provided
80 stalls
�o c'
°. °.
aecaon -
M
Second
Surface Parking for PSC
46 stalls
Garage Parking for PSC on Site
40 stalls
Garage Parking for PSC under
Church Parking Lot
30 stalls
Total Parking Provided for PSC
116 stalls
Total Parking Required for PSC
86 stalls
Garage Parking for Church Provided
80 stalls
Under UOMMpo
On Site Garage Parking Plan
30 15 0 30
_ Fire Department Building
_ USPS / Sheriffs Department Building
IRM PINI.Mw \Nud, lbw. Hk. ('A 9i5W � E -0I
T: 929dJ8 8808 F: 92 <.6{t 8111
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Contempo
Property
atoga -Los Gatos /HWY 9
d
L
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- --- -'- - - -- Canlemo
Saratoga _ ( Property
,ent.e
Section
OPTION 3 - SCHEME I
Public Safety Center, Saratoga
Second Floor Plan
Garage Parking for PSC on Site
Total Parking Provided for PSC
Total Parking Required for PSC
Off -Site Parking Required
67 stalls
15 stalls
82 stalls
86 stalls
4 stalls
On Site Garage Parking Plan
n 1< n 30
=Fire Department Building
_ USPS / Sheriff's Department Building
iW9 BIVM4wY RwW, DwwrYk. ('A M796 �uerrt[�•S aro twautwss
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/ Sib,
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(rd Road
l
Contempo '
5�r Property
ark.
Saratoga -Los Gatos /HWY 9
r . Alw- -�1'
Saratoga
Benue
OPTION 3 - SCHEME 2
Public Safety Center, Saratoga
w- - .l- ---- - - - - -- - - - - --
Section
r
r
Second Floor l . .
PROJECT DATA
Surface Parking for PSC 59 stalls
Garage Parking for PSC on Site 43 stalls
Total Parking Provided for PSC 102 stalls
Total Parking Required for PSC 86 stalls
v QQJ
On Site Garage Parking Plan
Ju 15 a }p
=Fire Department Building
_ USPS / Sheriff's Department Building
.... - WN BYdiW4RW.Ouvi.GltiM �uu.rrc*5 oe uaxaes¢f
7f 12fiYpN F: flliN Nll �
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OPTION 3 - SCHEME 3
Public Safety Center, Saratoga
'reow"W jow `'Wq _
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SUrfa
park; ce surface i Contempo
ng Parking -
Property
-- - -- ---- --
r` - Saratoga -Los Gatos /HWY 9
d
1 �
OwItARVIS
30' -o'
za' -a•
n._o.
o._o.
P FA
Second Floor Plan
PROJECT DATA
Surface Parking for Fire Department 22 stalls
Surface Parking for USPS, 10 stalls
Surface Parking for Sheriffs Department 34 stalls
Total Parking Provided for PSC 66 stalls
Total Parking Required for PSC 94 stalls
Total Off -Site Parking Required 28 stalls
o 15 0 30 Plan Showing Land Swap
_Fire Department Building
_ USPS / Sherifrs Department Building
'nm408w F'N"Nau
PUBLIC SAFETY CENTER
Aroma of Ciro nm
I%ro- nf• L!a ulNlrnn I
stimated Cost Of Construction - Fire Department @ $200 /sf
= stimated Cost Of Construction - Sheriff's Department @ $170 /sf
16000
16000
16000
16000
16000
90001
90001
9000
9000
0
$
3,200,000
$
3,200,000
$
3,200,000
$
3,200,000
$ 3,200,000
$
1,530,000
$
1,530,000
$
1,530,000
$
1,530,000
$ -
Total Estimated Cost of Building Construction I $ 4,730,000-T$ 4,730,-00-0-F$-
,730,000 $ 4,730,000T$ 4,730,000 $ 3,200,000
M-
Gara e Parking
on Site
Gara e Parking
for Church under Contem o Property
Garage Parking
for PSC under Church Property
Garage Parking
for Church under Church Property
Surface Parking
at Saratoga Avenue Level
Surface Parking
at Contem o Level
:Required Parking Per Program
Total Parking Provided For PSC
Off-site Parking Spaces Required
40
40
151
43
94
30
30
30
30
50
50
15
11
141
6
29
351
351
531
53
37
86
86
86
86
94
120
116
82
102
66
NONE
NONE
4
NONE
28
I'Total Parking Provided for Church 1 80 80
COST OF -A- PUBLIC -
= stimated Cost for all Underground Parking @ $35,000 per Space
= stimated Cost for all Surface Parking @ $5,000 per space
= stimated Cost for Deck Parking @ $21,000 per space
Potential for 30
$
2,450,000
$
2,450,000
$
525,000
$
1,505,000
$
75,000
$
55,000
$
260,000
$
30,000
$
735,000
$
735,000
$
315,000
$
1,113,000
$ 330,000
Total Estimated Cost for Parking $ 3,260,000 r $ :3,240,0-007 $ 1,100,000 $ 2,648,0-007 $ 330,000
Note:
All costs are estimated costs
"Dotal E-stimated Costs shown above does not include Land Transaction Costs.
T ANALYSIS
iII60 ah(i�vwL Itmd, ITaw�llk. <'A 9v1Y6
T: 921.p�,v 9gpp r: 9j46yy 14911 � -�cf4'
Public Safety Center, Saratoga
•
•
•
SARATOGA PUBLIC SAFETY CENTER.
A02 -041 Report-lmpd
TRAFFIC EVALUATION
SARATOGA, CALIFORNIA
Prepared For
City of Saratoga
Saratoga, California
April 11, 2002
i
•
•
TABLE OF CONTENTS
CHAPTER PAGE
NO. DESCRIPTION
NO.
I. INTRODUCTION
1
II. EXISTING TRAFFIC CONDITIONS
2
A. Arterial Streets
2
B. Highway 9 / Saratoga Avenue Intersection
2
C. Highway 9 / Oak Street Intersection -
4
D. Highway 9 / Oak Place Intersection
5
E. Park Place / Oak Place Neighborhood
5
I. FIRE STATION ALTERNATIVE LOCATIONS EVALUATION 6
IV. TEMPORARY FIRE STATION TRAFFIC OPERATIONS 9
V. RECOMMENDATIONS
VI. CONCLUSION
A02 -041 Report-l.wpd
10
11
r�
I. INTRODUCTION
The City of Saratoga hired the firm of Higgins Associates to support the efforts of the Ad Hoc
committee studying conceptual design alternatives for a public safety center on or near the
southeast corner of the Highway 9 (Saratoga -Los Gatos Road)/ Saratoga Avenue intersection in
the easterly portion of the Saratoga Village in the City of Saratoga, California. A project
location map is included as Exhibit 1.
The proposed project has two alternative site plans. Scheme A involves constructing a new fire
station at approximately the same location as the existing fire station, which has direct access
onto Saratoga Avenue just east of Highway 9. Scheme D involves constructing a new fire
station on the site currently occupied by the Contempo Realty building with direct access onto
Highway 9 immediately east of Oak Street. The existing post office, which is immediately east
of the existing fire station, is proposed to remain on both site plans. The post office building
currently houses not only the United States Postal Service but a Santa Clara County Sheriff's
Station as well. An aerial photo depicting the existing site as well as conceptual site plans of
Scheme A and D are provided as Exhibits 2, 3 and 4, respectively.
The purpose of this study is to determine the advantages and disadvantages of the two project
alternatives with respect to traffic operations. This includes a variety of factors such as the
volume and speed of conflicting vehicular and pedestrian traffic associated with the two
alternatives, design constraints such as sight distance adequacy, impacts on emergency vehicle
response times, the positive or negative impacts on the nearby residential neighborhood
(primarily Oak Place and Park Place), and opportunities for solving existing traffic operational
issues in the project vicinity. This study is not an attempt to evaluate Fire Department operations
except as they are related to the above factors. It is also not an attempt to develop strategies to
improve quality -of -life in the nearby neighborhood, which may include traffic control devices or
traffic calming strategies. It is also not an attempt to directly address or solve traffic operational
issues associated with the Saratoga Elementary School on Oak Street.
This report is also not a traffic impact analysis although it does provide traffic data and an
evaluation of traffic operations. A traffic impact assessment prepared earlier under a report
entitled Proposed Replacement of Saratoga Fire Station - Traffic Study, February 6, 2001,
prepared by Fehr and Peers. Fehr and Peers also prepared an evaluation of access and egress
alternatives for a temporary fire station located at the Contempo building in two reports
"Proposed Replacement of Saratoga Fire Station - Traffic Assessment of Temporary Operations
and Alternative Access on SR9" , August 10, 2001 and Saratoga Fire Station Replacement -
Traffic Assessment of Proposed Temporary Circulation Plan, August 29, 2001. These additional
documents are available at the City of Saratoga City Offices. The traffic impact analysis
prepared by Fehr and Peers determined that the proposed fire station would not generate any
additional traffic beyond what is currently generated by the existing fire station and would not
have any significant off -site traffic impacts. Based on the information gathered as a part of this
current study, the Fehr and Peers conclusion of no significant impact still applies to both
proposed site plans.
A02 -041 Report-Lwpd
A technical appendix including raw traffic survey data, level of service calculations and other
background material is provided under separate cover. It is available at the City of Saratoga city
offices.
II. EXISTING TRAFFIC CONDITIONS
A. Arterial Streets
The project site for both alternatives is bounded by Saratoga Avenue on the north, Highway
9 (Saratoga/Los Gatos Road) on the west and Saratoga Federated Church on the southeast,
a residential unit fronting Saratoga Avenue on the east, (which is used as a church office)
and a residential unit that fronts Highway 9 (which is used as a child care facility -to the
south of the project).
Saratoga Avenue is a two lane east -west arterial with a 35 mile per hour speed limit along
the project frontage east of Highway 9. It connects the Saratoga Village on the west with
San Jose and Santa Clara on the east. Its name changes west of the Highway 9 intersection,
where it becomes Big Basin Way. This is also under Caltrans jurisdiction as Highway 9.
The Saratoga Avenue approach to its intersection with Highway 9 has a left turn lane and
an optional through/right turn lane.
Highway 9 south of Saratoga Avenue is also known as Saratoga -Los Gatos Road and is a
two -lane state highway under Caltrans jurisdiction that has a north -south orientation.
Highway 9 has a speed limit of 30 miles per hour in the vicinity of the project. Highway 9
connects the City of Saratoga with the City of Los Gatos and also is a part of a north -south
thoroughfare that also connects the City of Sunnyvale to the north as Saratoga - Sunnyvale
Road.
B. Highway 9 / Saratoga Avenue Intersection
The Highway 9 / Saratoga Avenue intersection, which is located at the northwest corner of
the project site is currently signalized. The signal provides left turn phasing for northbound
and southbound left turns and split - phasing for the eastbound and westbound movements.
Split- phasing means that the phasing is "split" between the eastbound and westbound
approaches. In other words, a separate combined phase is provided for eastbound lefts and
throughs, followed by a separate phase for westbound lefts and throughs. This is
inefficient because it only allows one direction of through traffic to go at a time. These
movements, which could occur concurrently, are required to occur sequentially. This
increases the delay for all movements at the intersection. A noticeable reduction in delay
and improvement in level of service can be experienced, especially during off -peak hours
where delay is controlled primarily by signal timing, if the eastbound and westbound
approaches are changed to protected left turn phasing. The split - phasing is especially
inefficient if pedestrians activate both the eastbound and westbound phases within the same
cycle, especially under low volume conditions. A very long green phase must be provided
for the eastbound movement in order to allow a pedestrian to cross, which is followed by a
very long westbound green phase to allow the westbound pedestrian to cross. With
A02 -041 Report-Lwpd
protected left -turn phasing, both pedestrian movements would occur simultaneously, which
would significantly reduce the amount of green time allocated to the eastbound and
westbound approaches.
The Highway 9 / Saratoga Avenue intersection currently includes a left turn lane, a through
lane and an optional through/right turn lane on the northbound Highway 9 approach.. The
southbound approach includes a left turn lane, a through lane and an optional through/right
turn lane. The eastbound approach includes a left turn lane and a through lane. The
eastbound right turn movement is accommodated by a separate right turn ramp that is
created by a triangular island on the southwest corner of the intersection. This eliminates
right turns from the intersection proper. The westbound approach includes a left turn lane
and an optional through/right lane. The provision of a right turn lane on both the
northbound approach and on the westbound approach would provide additional capacity at
the intersection. However, this is currently precluded because of the close proximity of the
existing fire station to the southeast corner of the intersection. The Saratoga Circulation
and Scenic Highway Element Update, Fehr and Peers Associates, Inc., September 29, 2001,
recommends the provision of a separate southbound right turn lane at this intersection as
well.
The intersection currently operates at a D level of service during the morning and evening
peak hours. The provision of the modification and signal phasing plus the addition of right
turn lanes on the northbound, westbound and southbound approaches would improve the
intersection to a C level of service. The split -phase improvement can be implemented
without constructing any roadway widening. Caltrans should be requested to perform this
signal operational change. The demolition of the existing fire station will provide the
opportunity to construct a westbound Saratoga Avenue right turn lane and a northbound
Highway 9 right turn lane with either site plan alternative. This should be implemented as
a part of the fire station project. As mentioned in the General Plan Circulation Element
Update, the southbound right turn lane on Saratoga - Sunnyvale Road should be
implemented by the City of Saratoga when funding is available.
It should be noted that the level of service calculations assume long signal cycle lengths.
This is in order to be consistent with the level of service determinations included in the
General Plan Circulation Element. However, using optimized signal cycle lengths, the
level of service will be somewhat better and probably represented by level of service C for
existing conditions. The recommended improvements would result in achieving level of
service B under optimized signal timing. Also, traffic volumes are likely to increase in the
future which will result in more significant benefits from the recommended improvements.
Exhibit 5 summarizes morning and evening Highway 9 / Saratoga Avenue levels of service
with various improvement alternatives.
During the morning peak hour, queues as long as 29 vehicles were measured during the
morning peak hour. During the same peak hour, a queue length of about 16 vehicles was
experienced on westbound Saratoga Avenue. Queue lengths during the evening peak hour
on these two approaches were significantly less, with 8 vehicles being the maximum queue
on northbound Highway 9 and 12 vehicles being the maximum queue on westbound
A02 -041 Report-Lwpd
Saratoga Avenue. The average queues were between 10% and 40% of the maximum
queues.
The existing fire station has minimal set backs from Highway 9 and Saratoga Avenue.
This creates a sight distance restriction for westbound right turns onto northbound Saratoga
- Sunnyvale Road. The City of Saratoga and Caltrans have installed a "No Right Turn on
Red" sign to eliminate the exposure of vehicles attempting to enter the intersection while
traffic is proceeding northbound through the intersection from the south leg of Highway 9.
The close proximity of the fire station to the existing intersection also impedes sight
distance for northbound Highway 9 traffic turning right onto eastbound Saratoga Avenue.
When the Saratoga Fire Department responds to an emergency call, fire personnel must
manually control traffic, especially on this northbound right turn movement to insure that
there is no conflict with fire trucks responding to emergency calls. Fire personnel must
also monitor this traffic movement when fire trucks are attempting to back into the fire
station or when any type of traffic activity is taking place on the apron in front of the fire
station. This is an undesirable operational deficiency that has negative safety
consequences.
C. Highway 9 / Oak Street Intersection
The Highway 9 / Oak Street intersections is located near the southwest corner of the
project. It is in very close proximity to the location of the Scheme D Fire Station driveway.
is Traffic counts were performed at this intersection for both the morning and evening peak
hours. The counts indicate that "Peak Hour and Four Hour" and "Interruption of
Continuous Traffic" signal warrants are currently met. It is probable that additional signal
warrants are met at this location as well. One of the reasons for signal warrants being met
at this location is that it is one of the primary access routes to the Saratoga Elementary
School, which is located about one block to the west of Highway 9. A significant amount
of vehicular traffic uses Oak Street for access to and egress from the school. In addition,
there is a fairly significant amount of pedestrian traffic that crosses Highway 9 at this
intersection. A total of 32 pedestrians were counted crossing Highway 9 during the 7:00
AM to 9:00 AM two -hour time period. A total of 27 pedestrians were counted crossing
Highway 9 at Oak Street between 4:00 PM and 6:00 PM. The two -hour time period
between 3:00 PM and 5:00 PM included a total of 25 pedestrians. In order to meet school
crossing traffic signal warrants based on pedestrian traffic, a total of 70 school pedestrians
must cross the roadway in a two hour period. It is evident the school pedestrian traffic
signal warrant is not met.
Warrant 2 - "Interruption of Continuous Traffic" requires 75 vehicles per hour for each of
eight hours in order to meet signal warrants. A total of only six hours currently have been
counted as a part of this study. Five out of the six hours counted exceed the 75 vehicles per
hour threshold to warrant signals. The early afternoon hours that were counted had
volumes exceeding 130 vehicles per hour, which indicates that it is highly likely that three
other hours earlier in the afternoon or later in the evening would exceed this threshold.
This would make a third warrant being met for existing conditions. A traffic signal will be
able to be justified for this location. However, it is uncertain whether Caltrans will allow a
A02 -041 Report-Lwpd
traffic signal to be installed on Highway 9 at Oak Street due to its close proximity (within
400 feet) of the existing traffic signal at Saratoga Avenue. Traffic signals spaced too
closely are difficult to coordinate, which results in inefficient traffic flow on the major
street.
Caltrans will require a more detailed signal warrant analysis as well as an evaluation of
traffic operations if a signal is installed to make their determination as to whether to allow a
signal at this location. The City of Saratoga is beginning the study process at this time.
D. Highway 9 / Oak Place Intersection
Immediately south of the Highway 9 / Oak Street intersection is the Highway 9 / Oak Place
intersection. This intersection is controlled by a stop sign on the east leg (westbound
approach) of Oak Place. Sight distance for westbound traffic exiting Oak Place and
proceeding southbound on Saratoga Avenue is somewhat marginal. Sight distance
improvements should be made at this intersection. This would include vegetation,
trimming along the east side of Highway 9 south of Oak Place. Parking prohibitions on the
east side of Highway 9, south of Oak Place, should also be considered.
The Oak Place approach sight distance constraint could also be mitigated by including this
leg in the signal system for Oak Street. However, the Oak Place approach is offset by
about 100 feet from Oak Street. This would require an extremely wide intersection along
Highway 9 and would also require split - phasing between the Oak Street and Oak Place
approaches. This would result in a very inefficient signal system which would not be
looked upon favorably by Caltrans. However, it is an alternative that should be explored.
E. Park Place / Oak Place Neighborhood
In addition to the major arterial streets in the immediate vicinity, a residential
neighborhood is located to the southeast of the fire station. This is accessed by Park Place
and Oak Place. Residential development fronts along these two roadways as well. The
neighborhood is experienced cut through traffic associated with the morning and evening
commuting pattern and nearby elementary school as well as the Saratoga Village
commercial area and from the Saratoga Federated Church, which is located immediately to
the southeast of the project sit--. The neighborhood has requested that the City of Saratoga
investigate means of reducing the amount of traffic intrusion into their neighborhood by
traffic calming features and possibly prohibitions of turning movements at access points to
the neighborhood. The City of Saratoga is in the process of investigating traffic calming
strategies in this neighborhood traffic management plan.
The investigation of traffic management strategies for the neighborhood is not a part of this
study. However, the project should be designed to avoid impacts associated with fire
station operations in the neighborhood and also possibly provide alternative routes for
traffic from nearby lane uses as well.
A02 -041 Report -Lwpd
III. FIRE STATION ALTERNATIVE LOCATIONS EVALUATION
The two fire station alternatives currently being considered include, Scheme A, which has
the fire station located on Saratoga Avenue just east of Highway 9, and Scheme D, which
has the fire station located on Highway 9 directly across from Oak Street, both locations
will affect or be affected by the traffic operations discussed for existing and background
conditions in the previous chapters of this report. The following discussion describes the
various criteria associated with traffic operations as they relate to the fire station site
alternatives. The more favorable alternative for each criterion is also identified.
The alternative comparisons are summarized on Exhibit 6.
1. Adjacent Traffic Volumes - The Saratoga Avenue east of Highway 9 currently
carries about 10,650 vehicles per day. Highway 9 currently carries about 11,322
vehicles per day south of Saratoga Avenue. This is not a significant difference in
traffic volumes. However, Saratoga Avenue would be the preferred access point
based upon average daily traffic, which favors Scheme A.
2. Adjacent Travel Speeds - The adjacent travel speed along Saratoga Avenue near the
Scheme A driveway is approximately 33 miles per hour. Highway 9 currently has
prevailing speeds of about 37 miles per hour. This is not a significant difference in
travel speed. However, this does favor the Saratoga Avenue (Scheme A) site. It
should also be mentioned that traffic speeds immediately adjacent to the signalized
Highway 9 / Saratoga Avenue intersection are slower than speeds at proximities
further away from the intersection. The average travel speeds stated herein are based
upon speeds during a green light.
3. Queue Lengths on Approaches to the Highway 9 / Saratoga Avenue Intersection -
When emergency vehicles on an emergency call are required to wait for a queue of
vehicles at a traffic signal to clear before they can proceed through an intersection, it
has an impact on the emergency vehicles response time. The longer the queue, the
greater the impact on the response time. The westbound Saratoga Avenue approach
has a much less average in maximum queue length during the morning peak hour than
the Highway 9 approach. However, it also has a lower average queue length during
the PM peak hour. However, Saratoga Avenue has experienced a longer maximum
queue during the evening peak hour than the maximum queue experienced on
Highway 9 when the data collection was performed in late March, 2002. There is a
significant advantage for the Saratoga Avenue site based upon the morning peak
hour. The evening peak hour is virtually the same for the two approaches. This
criteria favors the Saratoga Avenue site (Scheme A).
4. Queue on Near or Far Side of Station - The ability of an emergency vehicle to
proceed around a queue of vehicles by traveling in the opposing travel lanes can
significantly mitigate the impact of the queue on the vehicle response time. For
vehicles exiting the station, the ability to exit on the far side of the queue is much
A02 -041 Report-l.wpd
•
better than exiting where the queue is immediately adjacent to the curb along the fire
station frontage. In this case, the westbound Saratoga Avenue is on the far side (i.e.,
north half) of Saratoga Avenue while the fire station is located on the south half of the
street, adjacent to the eastbound travel lanes. The Highway 9 site is located on the
east side of Highway 9 which is immediately adjacent to the long northbound
Highway 9 queue created by the traffic signal at Saratoga Avenue. Scheme A - The
Saratoga Avenue site is favored based on this criterion.
5. Added Response Time from Highway 9 / Saratoga Intersection - Although queue
lengths are generally significantly longer in the peak hours on the northbound
Highway 9 approach than the westbound Saratoga Avenue approach, these conditions
only represent one to two hours out of the day. Observations of traffic indicate that
queue lengths are significantly less during most day light hours and are almost
nonexistent during nighttime hours. The overall effect on response time is probably
only a few seconds. The computation included on Exhibit 5 assumes that a queued
vehicle has an impact of two seconds on the response time of an emergency vehicle,
with the exception of the first vehicle in the queue, which has an impact of three
seconds. Scheme A is favored based on this factor.
6. Sight Distance Adequacy at Fire Station Driveway - The existing fire station has
very severe sight distance restrictions. These are proposed to be remedied by the
Scheme A site plan, which demolishes the existing building and constructs a new fire
station with setbacks that meet the City's Zoning Ordinance on both the Highway 9
site yard frontage and along Saratoga Avenue. The setback from Saratoga Avenue to
the fire station building will actually be much greater in order to provide a staging
area for fire station trucks on a concrete apron. No sight distance constraint will exist
for the Saratoga Avenue (Scheme A) site plan.
There is currently a sight distance of about 400 feet to the south of the proposed
driveway for the Scheme D fire station. Based on prevailing speeds of 40 miles per
hour on northbound Highway 9, the sight distance requirement is 315 feet. This also
accounts for the downhill gradient of the roadway as northbound traffic approaches
the fire station. The sight distance will be adequate at this location as well. In
addition, a traffic signal is likely to be installed at the Highway 9 / Oak Street
intersection. Emergency vehicles would be able to exit the fire station with the
protection of a standard traffic signal, which would make sight distance a minor issue.
The proposed design of Scheme A will allow emergency vehicles to exit the fire
station directly into the middle of the Highway 9 /Saratoga Avenue intersection and
pre -empt the normal signal operation to stop all entering traffic with red signal
indications. Sight distance will not be an issue with this proposed sight plan
alternative and traffic signal pre - emption. Neither alternative is favored for this
consideration.
A02 -041 Report-l.wpd
7. Traffic Impact on Park Place Neighborhood - Both Scheme A and Scheme D
propose to allow right turns and left turns into the fire station. The apron providing
the driveway in front of the fire station is proposed to be large enough to
accommodate vehicles to turn around and back into the fire station without
encroaching on the travel lanes on either Saratoga Avenue or Highway 9. It is
expected that both fire station locations would have a mitigating effect on fire station
traffic impacts in the Oak Place and Park Place neighborhood. The existing fire
station has minimal apron at Saratoga Avenue and fire equipment occasionally
meanders through the neighborhood to make a right turn into the fire station to stage
for backing into the apparatus bays. Neither alternative is favored using this criterion.
8. Conflicts With Pedestrian Traffic - Based upon field observations, . sporadic
pedestrian traffic occurs along the existing fire station frontage along the south side of
Saratoga Avenue east of Highway 9. By contrast, the Highway 9 /Oak Street
intersection carried approximately 120 to 120 pedestrians during the six hours of
manual counts including 7:00am to 9:00am and 2:00pm to 6:00pm. Many of these
pedestrians were school age on their way to or from the Saratoga Elementary School
located on Oak Street west of Highway 9. The potential for conflicts with pedestrian
traffic is greater at the Scheme D site than the Scheme A site. This favors Scheme A.
9. Facilitate Solutions to Other Traffic Problems on Highway 9 - As mentioned
under the Existing Traffic Conditions section of this report, a traffic signal is already
warranted at the Highway 9 /Oak Street intersection. It is possible that a fire station
exit as the east leg of this intersection would provide a much stronger case for
installing a traffic signal. However, the data currently available indicates that a traffic
signal can clearly be justified for this location. The traffic signal at the Highway
9 /Oak Street intersection also provides an opportunity to create a fourth leg at this
intersection that would serve the parking area for Saratoga Federated Church as well
as the public parking facilities for the Post Office and personnel parking for the fire
station and sheriff's station. Both site plan alternatives provide the ability to add a
public driveway to this intersection as well. The Scheme A site plan allows some
flexibility by not co- mingling public traffic with fire station operations. Based on the
increased likelihood of obtaining a signal at the Highway9 /Oak Street intersection,
Scheme D is favored.
10. Facilitate Solutions to Other Traffic Problems on Saratoga Avenue - The
currently proposed Scheme A site plan allows the inclusion of a westbound right turn
lane on Saratoga Avenue. It also allows the conversion of the existing diagonal
parking in front of the Post Office to parallel parking. The existing diagonal parking
is highly undesirable along most public streets but especially along a moderate speed
and moderate traffic volume arterial such as Saratoga Avenue. The diagonal parking
operations will be exacerbated by the addition of the westbound right turn lane on
Saratoga Avenue because the lanes will need to be re- striped further to the south to
accommodate this additional travel lane along the north curb line. This will result in
eastbound through traffic being immediately adjacent to the rear bumpers of the cars
parked in the existing diagonal spaces. They must be eliminated as a part of the
A02 -041 Report-Lwpd
addition of the right turn lane. A total of two or three spaces can be accommodated
with the Scheme A site plan. The Scheme A site plan also has some constraints
regarding the ability to allow the existing bike lanes to remain along Saratoga
Avenue.
The Highway 9 (Scheme D) site will allow the implementation of the westbound
Saratoga Avenue right turn lane and the provision of five parallel parking spaces
along Saratoga Avenue to serve the Post Office. It also can probably be designed to
accommodate standard bike lanes for eastbound and westbound Saratoga Avenue.
The ability to implement traffic operational improvements along Saratoga Avenue
favors the Scheme D site.
11. Facilitate Fourth Leg at Highway 9 /Oak Street - At the Highway 9 /Oak Street
intersection to provide signalized access to and from public and Church parking areas
as described in criterion 8, both project site plan alternatives can be designed to
accommodate a driveway to serve public and Church parking areas. However, the
co- mingling of public traffic and fire station operations is not desirable under Scheme
D This favors Scheme A, the Saratoga Avenue site.
Overall, the Scheme A (Saratoga Avenue site) is favored for six criteria. Scheme D,
(the Highway 9 site) is favored in three criteria. Both alternatives are essentially
equivalent based on three of the criteria. This would seem to favor the Saratoga
Avenue site. However, the differences between adjacent traffic volumes and travel
speeds are fairly inconsequential, especially with traffic signalization at the Highway
9 /Oak Street intersection. Neither alternative has overwhelming advantages with
regard to traffic operations over the other alternative. Also, both sites can be
designed to satisfactorily and safely accommodate traffic operations. The
consideration of a variety of other criteria that are not related to traffic will need to be
considered in making a determination of the appropriate site plan to implement.
IV. TEMPORARY FIRE STATION TRAFFIC OPERATIONS
If Scheme A is implemented, it will require the demolition of the existing fire station and
the reconstruction of a new fire station essentially on the existing fire station site. During
construction, the fire station will need to be moved to a temporary location. This has been
identified as the existing Contempo building which is near where the Scheme D fire station
would be located. Several emergency response routes could be implemented for the
temporary fire station at the Contempo building. These were evaluated in the Proposed
Replacement of Saratoga Fire Station - Traffic Assessment of Temporary Operations and
Alternate Access on SR -9, Fehr & Peers Associates, Inc., August 10, 2001, and Saratoga
Fire Station Replacement - Traffic Assessment - A Proposed Temporary Circulation Plan,
Fehr & Peers Associates, Inc., August 29, 2001. The temporary circulation recommended
by Fehr & Peers is to access the Contempo temporary fire station via Highway 9 and to exit
. onto Saratoga Avenue at the existing one -way driveway east of and adjacent to the post
office. This is also the recommended temporary circulation alternative based upon on this
A02 -041 Report-Lwpd
current traffic assessment. The August 29, 2001 report suggests some mitigations to reduce
the potential conflicts between emergency response vehicles and pedestrians where the
existing sidewalk in front of the post office intersects the one -way exit driveway to be used
by fire vehicles during an emergency response. This is illustrated on Exhibit 7. A new
sidewalk is recommended that would extend perpendicular to the existing sidewalk in front
of the post office to provide a relocated cross walk further away from the corner of the post
office building, which currently limits visibility between eastbound pedestrians and exiting
vehicles. A hand rail would be constructed across the pedestrian approach to the driveway
on the post office side of the driveway and a convext mirror installed to provide better
visibility between pedestrians and exiting vehicles. An alternative mitigation strategy
developed in the August 29, 2001 report is to install an extinguishable, internally
illuminated "car coming" sign that would flash as a vehicle approached on the exit. It
would be activated by vehicle detection similar to what is provided at a traffic signal.
Rather than this being an alternative measure, it is recommended that it be installed in
addition to the measures depicted on Exhibit 7. This will provide additional measure to
minimize pedestrian and exiting vehicle conflicts.
V. RECOMMENDATIONS
The following recommendations are based upon the preceding analysis.
1. The Highway 9 / Saratoga Avenue intersection should have the following
is improvements implemented to improve existing traffic conditions and to mitigate
future.
a. Modify the existing traffic signal from the existing eastbound and
westbound split - phasing to protected left turn phasing on the eastbound
and westbound approaches. The traffic signal modification should be the
responsibility of Caltrans.
b. Install a northbound Highway 9 right turn lane.
C. Install a westbound Saratoga Avenue right turn lane.
d. Install a southbound Saratoga - Sunnyvale Road right turn lane.
The northbound right turn lane and westbound right turn lane should be implemented
as a part of the fire station project, whether Scheme A or Scheme D or any other
scheme is implemented. The southbound right turn lane should be implemented by
the City of Saratoga as the City continues to develop in the future.
2. Install a traffic signal at the, Highway 9 / Oak Street intersection. This is required for
existing traffic conditions. The neighborhood has indicated that it would be desirable
to have a raised median on the south leg of this intersection that would be extended
south of the Oak Place intersection to restrict the Oak Place intersection to right turns
in and out only. This design component will also need to be approved by Caltrans.
The traffic signal will need to be approved by Caltrans and will require the
preparation of detailed traffic signal warrant analysis and an evaluation of the
A02 -041 Report-Lwpd
resulting traffic operations assuming a signal at Oak Street as well as the existing
signal at Saratoga Avenue.
3. The Scheme A site should have emergency vehicle preemption installed at the
Highway 9 / Saratoga Avenue intersection that would stop all four legs of the
intersection, thus allowing emergency vehicles to enter directly into the intersection,
essentially as a fifth leg. The same type of configuration and traffic signal operation
should be provided at the future Highway 9 / Oak Street intersection if the Scheme D
fire station is implemented.
4. The existing diagonal parking in front of the post office should be modified to parallel
parking at the time of implementation of a westbound right turn lane on Saratoga
Avenue at Highway 9.
5. The temporary station that would utilize the existing Contempo building if Scheme A
is implemented, should include vehicles entering via Highway 9 and exiting on to
Saratoga Avenue in the one -way driveway east of the post office. The measure is
depicted on Exhibit 7 in addition to an extinguishable message sign activated by
vehicle detection on the exit to warn pedestrians of approaching vehicles should be
installed to minimize conflicts between exiting vehicles and pedestrians in front of the
post office.
0 VI. CONCLUSION —
•
Both Scheme A and Scheme D can be designed to adequately and safely accommodate vehicular
traffic and emergency vehicle traffic operations. Scheme A has certain advantages including
being located on the lower volume, low -speed street roadway and being able to have reduced
emergency vehicle response times. It also has less pedestrians in the proximity of the fire station
driveway and facilitates the provision of a fourth leg at the Highway 9 / Oak Street intersection
that would serve as a major access and egress point for the Saratoga Federated Church and the
other public parking areas in the vicinity of the fire station. On the other hand, Scheme D may
provide a stronger reason to signalize the Highway 9 / Oak Street intersection which would be
helpful in negotiating with Caltrans. It also provides the ability to widen Saratoga Avenue to
accommodate five parallel parking spaces along its south curb line, thus fully replacing the
existing five diagonal parking spaces in front of the post office. It will also be easier to retain the
existing bike lanes on the east leg of Saratoga Avenue.
Neither alternative has such distinct advantages over the other alternative with regarding to
traffic operations to be able to identify a preferred alternative. Other non - traffic operations
considerations will need to be considered in identifying the best project alternative.
A02 -041 Report-Lwpd
E-1
•
LIST OF EXHIBITS -
EXHIBIT
NO. DESCRIPTION
1. PROJECT LOCATION MAP
2. AERIAL PHOTO OF EXISTING SITE CONDITIONS
3. SCHEME A SITE PLAN
4. SCHEME D SITE PLAN
5. LEVEL OF SERVICE SUMMARY
6. SARATOGA PUBLIC SAFETY CENTER ALTERNATIVE COMPARISON SUMMARY
TABLE
7. TEMPORARY FIRE STATION SARATOGA AVENUE EXIT IMPROVEMENTS
A02 -041 Report-l.wpd
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PROJECT LOCATION
MAP
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Saratoga-Los Gatos/HWY 9
Source: EXHIBIT 3
ATI Architects and Engineers, SCHEME A
April 11, 2002 SITE PLAN
•
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Source:
ATI Architects and Engineers,
April 11, 2002
J c
Oak
1 Saratoga -Los Gatos/HWY 9
EXHIBIT 4
SCHEME D
SITE PLAN
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•
•
•
Notes: 1. L, T, R = Left, Through, Right.
Existing
2. NB, SB, EB, WB = Northbound, Southbound, Eastbound, Westbound.
Existing
Existing
Conditions
Operational Lene
Intersection
N -S E -W
Configuration
Control
AM Peak Hr
PM Peak Hr
Street Street
Option 1: Add NB and WB Right Turn Lanes.
Change East -West Signal Phasing from Split Phase to Protected.
r
Delay LOS
Delay LOS
Option 3: Option 2 plus new EB Right Turn Lane.
(sec) V/C
(sec) V/C
1 Saratoga -Los Gatos Big Basin Way
NB'1 -L, 1 -T, 1 -T /R
Signal
25.6 D
27.0 D
Road (SR 9) - (SR9) -
SB 1 -L, 1 -T, 1 -T /R
0.604
0.650
Saratoga - Sunnyvale Saratoga
EB 1 -L, 1 -T, 1 -R
C)
Road Avenue
WB 1 -L, 1 -T /R
Improvement Option 1
23.5 C
24.2 C
0.536
0.569
Improvement Option 2
23.3 C
23.5 C
0.496
0.501
Improvement Option 3
22.8 C
23.1 C
0.496
0.501
•
Notes: 1. L, T, R = Left, Through, Right.
2. NB, SB, EB, WB = Northbound, Southbound, Eastbound, Westbound.
3. Analysis uses the Santa Clara County Congestion l6nagement Program (CMP) intersection analysis methodologies,
Including the 1985 Highway Capacity Manual.
4. Existing eastbound triangular island modeled as free right turn in analysis.
5. Improvement Options are as follows:
9
Option 1: Add NB and WB Right Turn Lanes.
Change East -West Signal Phasing from Split Phase to Protected.
r
Option 2: Option 1 plus SB Right Turn Lane
Option 3: Option 2 plus new EB Right Turn Lane.
6. Right turn lane improvements analyzed with right turn overlap phasing, in order to model right turns on red.
C)
M
A01 -041 LOS.>ds - LOS
•
5. ADDED RESPONSE TIME FROM
HWY 9 /SARATOGA INTERSECTION
DELAY (SECONDS)
ADDED OVERALL RESPONSE TIME (SECONDS)
6. SIGHT DISTANCE ADEQUACY -
FIRE STATION DRIVEWAY
7. IMPACT ON PARK PLACE NEIGHBORHOOD
8. PEDESTRIAN CONFLICTS AT DRIVEWAY
9. FACILITATES SOLUTIONS TO OTHER
TRAFFIC PROBLEMS ON HIGHWAY 9
10. FACILITATES SOLUTIONS TO OTHER
TRAFFIC PROBLEMS ON SARATOGA AVE.
11. FACILITATES FOURTH LEG AT HWY 9 /OAK
TO PROVIDE SIGNALIZED ACCESS TO AND
FROM PUBLIC AND CHURCH PARKING AREAS
Higgins Associates
1.0 7.4 A - Saratoga Avenue
0.6
MOST RESTRICTED APPROACH
APPROACH SPEED (MPH)
SIGHT DISTANCE PROVIDED (FT)
SIGHT DISTANCE REQUIRED (FT;
SIGHT DISTANCE ADEQUATE?
REMEDIAL MEASURE
NB Hwy 9 Right
15
50
80
No
Fire Personnel
to Control Traffic
Potential for Fire Trucks to use Park Place to allow
a right turn Into the station if a design that does not
allow WB Saratoga Left Turns is used.
Sporadic pedestrian traffic
1. Signal appears to be warranted
w/o Fire Station at Oak St.
None Apparent
Allows conversion of epsting
perpendicular spaces at Post Office to 3 parallel spaces.
1. Driveway can be provided adjacent to e)asbng
Contempo building.
1 04/11/2002
6.0
MOST RESTRICTED APPROACH NB Hwy 9
APPROACH SPEED (MPH)
40
SIGHT DISTANCE PROVIDED (FT)
400
SIGHT DISTANCE REQUIRED (FT;
EXHIBIT 6 - SARATOGA PUBLIC SAFETY CENTER
SIGHT DISTANCE ADEQUATE?
Yes
REMEDIAL MEASURE
ALTERNATIVE COMPARISON
SUMMARY TABLE
PREFERRED
CRITERIA
SCHEME A - SARATOGA AVENUE SCHEME D - HIGHWAY 9
ALTERNATIVE
1. ADJACENT TRAFFIC VOLUMES - ADT
10,650 11,322
A - Saratoga Avenue
2. ADJACENT TRAVEL SPEEDS -MPH
EB 34 NB
40
(BASED ON 85th PERCENTILE)
WB 32 SB
33
AVE 33 AVE
36.5
A - Saratoga Avenue
3. QUEUE LENGTHS ON APPROACH
AM AVE 1.5 AM AVE
5.6
TO HWY9 /SARATOGA AVE (VEHICLES)
AM MAX 16 AM MAX
29
A - Saratoga Avenue
PM AVE 1.9 PM AVE
3
PM MAX 12 PM MAX
8
4. QUEUE ON NEAR OR FAR SIDE OF STATION
FAR SIDE - ALLOWS DIRECT ACCESS TO NEAR SIDE - ALLOWS DIRECT ACCESS TO
Both Alternatives Equal
HIGHWAY 9 /SARATOGA AVE. INTERSECTION SIGNALIZED HIGHWAY 9 /OAK ST. INTERSECTION
5. ADDED RESPONSE TIME FROM
HWY 9 /SARATOGA INTERSECTION
DELAY (SECONDS)
ADDED OVERALL RESPONSE TIME (SECONDS)
6. SIGHT DISTANCE ADEQUACY -
FIRE STATION DRIVEWAY
7. IMPACT ON PARK PLACE NEIGHBORHOOD
8. PEDESTRIAN CONFLICTS AT DRIVEWAY
9. FACILITATES SOLUTIONS TO OTHER
TRAFFIC PROBLEMS ON HIGHWAY 9
10. FACILITATES SOLUTIONS TO OTHER
TRAFFIC PROBLEMS ON SARATOGA AVE.
11. FACILITATES FOURTH LEG AT HWY 9 /OAK
TO PROVIDE SIGNALIZED ACCESS TO AND
FROM PUBLIC AND CHURCH PARKING AREAS
Higgins Associates
1.0 7.4 A - Saratoga Avenue
0.6
MOST RESTRICTED APPROACH
APPROACH SPEED (MPH)
SIGHT DISTANCE PROVIDED (FT)
SIGHT DISTANCE REQUIRED (FT;
SIGHT DISTANCE ADEQUATE?
REMEDIAL MEASURE
NB Hwy 9 Right
15
50
80
No
Fire Personnel
to Control Traffic
Potential for Fire Trucks to use Park Place to allow
a right turn Into the station if a design that does not
allow WB Saratoga Left Turns is used.
Sporadic pedestrian traffic
1. Signal appears to be warranted
w/o Fire Station at Oak St.
None Apparent
Allows conversion of epsting
perpendicular spaces at Post Office to 3 parallel spaces.
1. Driveway can be provided adjacent to e)asbng
Contempo building.
1 04/11/2002
6.0
MOST RESTRICTED APPROACH NB Hwy 9
APPROACH SPEED (MPH)
40
SIGHT DISTANCE PROVIDED (FT)
400
SIGHT DISTANCE REQUIRED (FT;
315
SIGHT DISTANCE ADEQUATE?
Yes
REMEDIAL MEASURE
None Required
Potential for Fire Trucks to use Park Place to allow
a right turn Into the station if a pull through design
is not used.
r
130 pedestrians in 6 hours, many elementary students
1. May provide stronger reason to signalize Hwy 9/
Oak Street. This would improve pedestrian and
vehicular access and egress for Saratoga Elementary
2. Signal appears to be warranted w/o Fire
Station at Oak St.
Eliminates Fire Station driveway along Saratoga Ave.
1. This will allow conversion of e)dsting
perpendicular spaces at Post Office to 5 parallel spaces
1. Driveway can be provided adjacent to proposed
Fire Station building. However, the oomingling of
public traffic and fire station operations is not desirable.
D - Highway 9
Both Alternatives Equal
A - Saratoga Avenue
D - Highway 9
D - Highway 9
A - Saratoga Avenue
a02- 041 /summary2.)ds
Saratoga Fire Station Building Rep acement
,,.
Traffic Study `
Driveway Driveway Red Cure
White Curb Green Curb 15 min. DriV .
Ian nbyEdo P Cr.
CD
oo'
i o bCD
10 CD o 0 - -j C4 Saratoga Avenue
o y � fD C' 9
0 COD
o
CD
o nd curb
New c
y sswalk
n
MM
Edge of Pavement!
Green Curb (15 min.)
JL
Fence or planters®
� N
Post Office
` N .
scale: V = 20' '
Cri
X77 00te: Plan is conceptual only and is not a design drawing-
0 n`
y
Exhibit'
C PROPOSED DRIVEWAY MODIFICATIONS
Z
y 9 it &Peers. Associates, Inc. PC.
4
LIST OF APPENDICES
APPENDIX
NO. TITLE
A. PEAK HOUR VOLUMES
B. LEVEL OF SERVICE CALCULATIONS
C. RAW PEAK HOUR TRAFFIC COUNTS
D. RAW 24 -HOUR COUNTS AND SPEED DATA
E. RAW RADAR SPEED SURVEY DATA
F. SARATOGA PUBLIC SAFETY CENTER ALTERNATIVE COMPARISON
G. HIGHWAY 9 / OAK STREET SIGNAL WARRANTS (PRELIMINARY)
A02 -041 Report -l.wpd
APPENDIX A -
PEAK HOUR VOLUMES
•
•
}
CIO
�K ,41,3,11L
a; ��� fir— �l��`✓ J �`�° ��
-a
j Y
4
•
•
I ]
APPENDIX B
LEVEL OF SERVICE
CALCULATIONS
0 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
---------AM- Existing- - - - - -- Thu - Apr -
--------------------------------------------------------------------------------
11,2002- 09_16_04-----------
-
- - - --
Page- 1_1 - --
Level Of Service
Computation
Report
1985
HCM Operations Method
(Base Volume
Alternative)
*************************************************
* * *
* * * * * *
* * * * * *
* * * * *
* * * * * * * * * **
Intersection
#1 Saratoga
-Los
Gatos
- Saratoga - Sunnyvale
/Saratoga
- Big
Basin
*************************************************
* * *
* * * * * *
* * * * * *
* * * * *
* * * * * * * * * **
Cycle (sec):
120
Critical
Vol.
/Cap:
(X):
0.604
Loss Time (sec):
12 (Y +R
4 sec)
Average
Delay
(sec /veh):
25.8
Optimal Cycle:
50
Level of
Service:
D+
*************************************************
* * *
* * * * * *
* * * * * *
* * * * *
* * * * * * * * * **
Approach:
North
Bound
South
Bound
East
Bound
West Bound
Movement :
L -
T - R
L -
T - R
L -
T -
-
R
- - - -H
L -
----------
T - R
- - - - -I
------------
Control:
I---------------
Protected
II---------------
Protected
11=---------
Split
Phase
Split Phase
Rights:
Include
Include
Ignore,
Include
Min. Green:
7
10 10
7
10 10
7
10
10
7
10 10
Lanes:
1 0
1 1 0
1 0
1 1 0
II---------------
1 0
1 0
1
II----------
1 0
0 1 0
- - - - - I
------------ I ---------------
Volume Module: AM
Peak Hour
II---------------
Base Vol:
120
570 196
60
410 140
200
220
100
95
213 44
Growth Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00 1.00
Initial Bse:
120
570 196
60
410 140
200
220
100
95
213 44
User Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
0.00
1.00
1.00 1.00
PHF Adj:
0.92
0.92 0.92
0.92
0.92 0.92
0.92
0.92
0.00
0.92
0.92 0.92
PHF Volume:
130
620 213
65
446 152
217
239
0
103
232 48
Reduct Vol:
0
0 0
0
0 0
0
0
0
0
0 0
Reduced Vol:
130
620 213
65
446 152
217
239
0
103
232 48
PCE Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
0.00
1.00
1.00 1.00
MLF Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
0.00
1.00
1.00 1.00
Final Vol.:
130
620 213
65
446 152
II---------------
217
239
0
II----------
103
232 48
- - - - - I
------------ I---------------
Saturation Flow Module:
II---------------
Sat /Lane:
1800
1800 1800
1800
1800 1800
1800
1800
1800
1800
1800 1800
Adjustment:
0.97
1.04 1.00
0.97
1.04 1.00
0.97
1.06
0.97
0.97
1.00 1.00
Lanes:
1.00
1.47 0.53
1.00
1.48 0.52
1.00
1.00
1.00
1.00
0.83 0.17
Final Sat.:
1750
2753 946
1750
2757 942
II---------------
1750
1900
1750
11----------
1750
1492 308
- - - - -I
------------ I---------------
Capacity Analysis
Module:
II---------------
Vol /Sat:
0.07
0.23 0.23
0.04
0.16 0.16
0.12
0.13
0.00
0.06
0.16 0.16
Crit Moves
* * **
* * **
* * **
* * **
Green Time:
16.5
44.7 44.7
7.4
35.7 35.7
25.0
25.0
0.0
30.8
30.8 30.8
Volume /Cap:
0.54
0.60 0.60
0.60
0.54 0.54
0.60
0.60
0.00
0.23
0.60 0.60
Delay /Veh:
38.6
23.7 23.7
48.0
27.3 27.3
34.5
34.6
0.0
26.8
31.4 31.4
Delay Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00 1.00
ProgAdjFctr:
1.00
0.85 0.85
1.00
0.85 0.85
1.00
0.85
0.85
1.00
0.85 0.85
Adj Del /Veh:
38.6
20.1 20.1
48.0
23.2 23.2
34.5
29.4
0.0
26.8
26.7 26.7
DesignQueue:
8
28 9
4
22 7
12
13
0
5
12 2
*************************************************
* * * * * * * * *
* * * * * * * * * * * * * * * * * * * * **
0 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - - -PM-
Existing
- - - - -- -Thu Apr-11,-
2002 - 09_16_23
-----------
-
- - - --
Page
- - -- - --
Level Of Service Computation
Report
1985
HCM Operations Method (Base Volume
Alternative)
*************************************************
* * * * * * * *
* * * * * * *
* * * * *
* * * * * * * * * **
Intersection
#1 Saratoga
-Los
Gatos
- Saratoga - Sunnyvale
/Saratoga
- Big
Basin
*************************************************
* * * * * * * *
* * * * * * *
* * * * *
* * * * * * * * * **
Cycle (sec):
120
Critical
Vol. /Cap.
(X):
0.650
Loss Time (sec):
12 (Y +R
= 4 sec) Average
Delay (sec
/veh):
27.0
Optimal Cycle:
55
Level Of
Service:
D+
*************************************************
* * * * * * * *
* * * * * * *
* * * * *
* * * * * * * * * **
Approach:
North
Bound
South Bound
East Bound
West Bound
Movement:
L
- T - R
L -
T - R
L - T
- R
L -
T - R
- - - - - I
------------
Control:
I---------------
Protected
II --------------- II---------------
Protected
Split Phase
II----------
Split Phase--..... -
Rights:
Include
Include
Ignore
Include
Min. Green:
7
10 10
7
10 10
7 10
10
7
10 10
Lanes:
=----
1
0 1 1 0
1 0
1 1 0
1 0 1
0 1
---- II----------
1 0
0 1 0
- - -- -1
------- I---------------
Volume Module: PM
Peak Hour
II---------------
II-----------
Base Vol:
103
235 76
82
588 206
145 218
103
124
276 57
Growth Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00 1.00
1.00
1.00
1.00 1.00
Initial Bse:
103
235 76
82
588 206
145 218
103
124
276 57
User Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00 1.00
0.00
1.00
1.00 1.00
PHF Adj:
0.98
0.98 0.98
0.98
0.98 0.98
0.98 0.98
0.00
0.98
0.98 0.98
PHF Volume:
105
240 78
84
600 210
148 222
0
127
282 58
Reduct Vol:
0
0 0
0
0 0
0 0
0
0
0 0
Reduced Vol,:
105
240 78
84
600 210
148 222
0
127
282 58
PCE Adj:
MLF Adj:
1.00
1.00
1.00 1.00
1.00 1.00
1.00
1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
0.00
0.00
1.00
1.00
1.00 1.00
1.00 1.00
Final Vol.:
105
240 78
84
600 210
148 222
0
127
282 58
- - - - - I
------------
Saturation Flow
I---------------
Module:
II---------------
II---------------
II----------
Sat /Lane:
1800
1800 1800
1800
1800 1800
1800 1800
1800
1800
1800 1-800
Adjustment:
0.97
1.04 1.00
0.97
1.04 1.00
0.97 1.06
0.97
0.97
1.00 1.00
Lanes:
1.00
1.50 0.50
1.00
1.47 0.53
1.00 1.00
1.00
1.00
0.83 0.17
Final Sat.:
1750
2795 904
1750
2739 960
1750 1900
1750
1750
1492 308
- - - - -
------------
Capacity Analysis
I ---------------
Module:
II---------------
II---------------
II----------
I
Vol /Sat:
0.06
0.09 0.09
0.05
0.22 0.22
0.08 0.12
0.00
0.07
0.19 0.19
Crit Moves:
* * * *.
* * ** -
* * **
* * **
Green Time:
11.1
44.5 44.5
7.0
40.4 40.4
21.6 21.6
0.0
34.9.34.9
34.9
Volume /Cap:
0.65
0.23 0.23
0.82
0.65 0.65
0.47 0.65
0.00
0.25
0.65 0.65
Delay /Veh:
46.0
19.7 19.7
68.1
26.5 26.5
34.3 37.7
0.0
24.8
30.3 30.3
Delay Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00 1.00'
1.00
1.00
1.00 1.00
ProgAdjFctr:
1.00
0.85 0.85
1.00
0.85 0.85
1.00 0.85
0.85
1.00
0.85 0.85
Adj Del /Veh:
46.0
16.8 16.8
68.1
22.5 22.5
34.3 32.1
0.0
24.8
25.8 25.8
DesignQueue:
6
10 3
5
28 10
8 13
0
6
14 3
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - AM
Ex + Optionl Thu Apr
11, 2002 09:16:42
---------------
Page- 1 -1 - --
--------------------------------------------------------------------------------
Level Of Service
Computation
Report
1985
HCM Operations Method
(Base
Volume
Alternative)
*************************************************
* * *
* * * * *
* * * * * * *
* * * * *
* * * * * * * * * **
Intersection
#1 Saratoga
-Los
Gatos
- Saratoga -
Sunnyvale
/Saratoga
- Big
Basin
Cycle (sec):
120
Critical
Vol.
/Cap.
(X):
0.536
Loss Time (sec):
12 (Y +R
= 4
sec) Average
Delay
(sec
/veh):
'23.5
Optimal Cycle:
46
Level Of Service:
C-
Approach:
North
Bound
South
Bound
East
Bound
West
Bound
Movement:
L -
T - R
L
- T - R
L -
T
- R
L -
T - R
- - - - -
------------
Control:
I--------------- II---------------
Protected
Protected
II---------------
Protected
II----------
Protected
I
Rights:
Ovl
Include
Ignore
Ovl
Min. Green:
7
10 10
7
10 10
7
10
10
7
10 10
Lanes:
1 0
2 0 1
1
0 1 1 0
1 0
1
0 1
1 0
1 0 1
- - - - - I
------------
Volume Module:
I---------------
AM
II---------------
Peak Hour
II---------------
II----------
Base Vol:
120
570 196
60
410 140
200
220
100
95
213 44
Growth Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00 1.00
Initial Bse:
120
570 196
60
410 140
200
220
100
95
213 44
User Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
0.00
1.00
1.00 1.00
PHF Adj:
0.92
0.92 0.92
0.92
0.92 0.92
0.92
0.92
0.00
0.92
0.92 0.92
PHF Volume:
130
620 213
65
446 152
217
239
0
103
232 48
Reduct Vol:
0
0 0
0
0 0
0
0
0
0
0 0
Reduced Vol:
130
620 213
65
446 152
217
239
0
103
232 48
PCE Adj:
MLF Adj:
1.00
1.00
1.00 1.00
1.00 1.00
1.00
1.00
1.00 1.00
1.00 1.00
1.00
1.00
1.00
1.00
0.00
0.00
1.00
1.00
1.00 1.00
1.00 1.00
Final Vol.:
130
620 213
65
446 152
217
239
0
103
232 48
- - - - -
------------
Saturation Flow
I---------------
Module:
II---------------
II---------------
II----------
I
Sat /Lane:
1800
1800 1800
1800
1800 1800
1800
1800
1800
1800
1800 1800
Adjustment:
0.97
1.06 0.97
0.97
1.04 1.00
0.97
1.06
0.97
0.97
1.06 0.97
Lanes:
1.00
2.00 1.00
1.00
1.48 0.52
1.00
1.00
1.00
1.00
1.00 1.00-- -
Final Sat.:
1750
3800 1750
1750
2757 942
1750
1900
1750
1750
1900 1750
- - - - -
------------
Capacity Analysis
I ---------------
II---------------
Module:
II---------------
II----------
I
Vol /Sat:
0.07
0.16 0.12
0.04
0.16 0.16
0.12
0.13
0.00
0.06
0.12 .0.03
Crit Moves:
* * **
* * **
* * **
* * **
Green Time:
16.7
45.9 63.5
7.0
36.2 36.2
27.8
37.5
0.0
17.6.27.3
34.3
Volume /Cap:
0.54
0.43 0.23
0.64
0.54 0.54
0.54
0.40
0.00
0.40
0.54 0.10
Delay /Veh:
38.3
20.9 11.5
50.4
26.9 26.9
31.8
24.9
0.0
35.9
32.0 23.9
Delay Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00 1.00
ProgAdjFctr:
1.00
0.85 0.85
1.00
0.85 0.85
1.00
0.85
0.85
1.00
0.8'5- 0.85
Adj Del /Veh:
38.3
17.8 9.8
50.4
22.9 22.9
31.8
21.2
0.0
35.9
27.2 20.3
DesignQueue:
8
27 7
4
22 7
11
11
0
6
12 2
*************************************************
* * *
* * * * *
* * * * * * *
* * * * *
* * * * * * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM
Ex +
Optionl Thu Apr
11,
2002 09:17:05 -------------
Page-
1 -1 - --
--------------------------------------------------------------------------------
Level
Of Service
Computation
Report
1985
HCM Operations
Method
(Base
Volume Alternative)
*************************************************
* * * * * * * * *
* * * * * *
* * * * * * * * *
* * * * * **
Intersection
#1 Saratoga -Los
Gatos
- Saratoga
-
Sunnyvale /Saratoga
- Big
Basin
*************************************************
* * * * * * * * *
* * * * * *
* * * * *
* * * *
* * * * * **
Cycle (sec):
120
Critical
Vol. /Cap.
(X):
0.569
Loss Time (sec):
12 (Y +R
= 4 sec)
Average
Delay (sec /veh):
24.2
Optimal Cycle:
47
Level Of
Service:
C-
Approach:
North
Bound
South Bound
East Bound
West Bound
Movement:
L
- T - R
L -
T
- R
L - T -
R
L -
T
- R
------------
Control:
I ---------------
Protected
II---------------
Protected
II
---------------
Protected
II
----------
Protected
- - - - - I
Rights:
Ovl
Include
Ignore
Ovl
Min. Green:
7
10 10
7
10
10
7 10
10
7
10
10
Lanes:
1
0 2 0 1
1 0
1
1 0
1 0 1 0
1
1 0
1
0 1
------------
Volume Module:
I ---------------
PM
Peak Hour
II---------------
II---------------
II----------
- - - - - I
Base Vol:
103
235 76
82
588
206
145 218
103
124
276
57
Growth Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
Initial Bse:
103
235 76
82
588
206
145 218
103
124
276
57
User Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00 1.00
0.00
1.00
1.00
1.00
PHF Adj:
0.98
0.98 0.98
0.98
0.98
0.98
0.98 0.98
0.00
0.98
0_.98
0.98
PHF Volume:
105
240 78
84
600
210
148 222
0
127
282
58
Reduct Vol:
0
0 0
0
0
0
0 0
0
0
0
0
Reduced Vol:
105
240 78
84
600
210
148 222
0
127
282
58
PCE Adj:
MLF Adj:
1.00
1.00
1.00 1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
1.00 1.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
Final Vol.:
105
240 78
84
600
210
148 222
0
127
282
58
------------
Saturation Flow
I---------------
Module:
II---------------
II---------------
II----------
- - - - - I
Sat /Lane:
1800
1800 1800
1800
1800
1800
1800 1800
1800
1800
1800
1800
Adjustment:
0.97
1.06 0.97
0.97
1.04
1.00
0.97 1.06
0.97
0.97
1.06
0.97
Lanes:
1.00
2.00 1.00
1.00
1.47
0.53
1.00 1.00
1.00
1.00
1.00
1.00
Final Sat.:
1750
3800 1750
1750
2739
960
1750 1900
1750
1750
1900
1750
-
------------
Capacity Analysis
I---------------
Module:
II---------------
II---------------
11----------
- - - -I
Vol /Sat:
0.06
0.06 0.04
0.05
0.22
0.22
0.08 0.12
0.00
0.07
0.15
0.03
Crit Moves:
* * **
* * **
* * **
* * **
Green Time:
12.7
34.6 53.4
24.2
46.2
46.2
17.8 30.4
0.0
18.8
31.3
55.5
Volume /Cap:
0.57
0.22 0.10
0.24
0.57
0.57
0.57 0.46
0.00
0.46
0.57
0.07
Delay /Veh:
41.8
24.6 14.7
30.6
22.5
22.5
38.3 29.3
0.0
35.9
30.4
13.6
Delay Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
ProgAdjFctr:
1.00
0.85 0.85
1.00
0.85
0.85
1.00 0.85
0.85
1.00
0.85
0.85
Adj Del /Veh:
41.8
20.9 12.5
30.6
19.1
19.1
38.3 24.9
0.0
35.9
25.9
11.6
DesignQueue:
6
12 3
5
26
9
9 11
0
7
14
2
*************************************************
* * * * * * * * *
* * * * * *
* * * * *
* * * *
* * * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - AM Ex + Option2 Thu Apr 11, 2002 09:17:31 Page 1 -1
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X):. _ 0.496
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 23.3
Optimal Cycle: 46 Level Of Service: C-
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I --------------- II --------------- II--------------- II---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ignore Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 1 0 1
------------ I - - - - - -- _------- II--------------- II--------------- II---------- - - - - -I
Volume Module: AM Peak Hour
Base Vol: 120 570 196 60 410 140 200 220 100 95 213 44
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 120 570 196 60 410 140 200 220 100 95 213 44
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.00 0.92 0.92 0.92
PHF Volume: 130 620 213 65 446 152 217 239 0 103 232 48
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 130 620 213 65 446 152 217 -239 0 103 232 48
PCE Adj: 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00
Final Vol.: 130 620 213
------------I---------------
Saturation Flow Module:
Sat /Lane: 1800 1800 1800
Adjustment: 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00
Final Sat.: 1750 3800 1750
------------I---------------
Capacity Analysis Module:
Vol /Sat: 0.07 0.16 0.12
Crit Moves: * * **
Green Time: 18.8 39.4 58.5
Volume /Cap: 0.47 0.50 0.25
Delay /Veh: 36.0 24.8 13.7
Delay Adj: 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85
Adj Del /Veh: 36.0 21.1 11.6
DesignQueue: 7 29 8
* * * * * * * * * * * * * * * * * * * * * * * * * * **
1.00
1.00
65
1800
0.97
1..00
1750
0.04
* *1 *
9.0
0.50
42.9
1.00
1.00
42.9
4
k * * * **
1.00
1.00
446
1800
1.06
2.00
3800
0.12
29.6
0.47
29.6
1.00
0.85
25.2
23
k * * **
1.00 1.00
1.00 1.00
152 217
------ 11 - - --
1800 1800
0.97 0.97
1.00 1.00
1750 1750
------ 11 ----
0.09 0.12
* * **
59.7 30.1
0.17 0.50
12.6 30.0
1.00 1.00
0.85 1.00
10.7 30.0
5 11
1.00
1.00
239
1800
1.06
1.00
1900
0:13
40.5
0.37
23.1
1.00
0.85
19.6
11
k * * **
0.00
0.00
0
1800
0.97
1.00
1750
0.00
0.0
0.00
0.0
1.00
0.85
0:0
0
1.00 1.00 1.00
1.00 1.00 1.00
- 103 232 48
11---------- - - - - -I
1800 1800 1800
0.97 1.06 0.97
1.00 1.00 1.00
1750 1900 1750
II---------- - - - - -I
0.06 0.12 0.03
* * **
19.0 29.5 38.5
0.37 0.50 0.09
34.7 30.3 21.6
1.00 1.00 1.00
1.00 0.85 0.85
34.7 25.7 18.4
6 12 2
k * * * * * * * * * * * * * * * *-A
0 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
40 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM
Ex +
Option2 Thu Apr
11,
2002 09:18:01
--------
Page-
1 -1 - --
--------------------------------------------------------------------------------
-
Level
Of Service
Computation
Report
1985
HCM Operations
Method
(Base Volume
Alternative)
Intersection
#1 Saratoga -Los
Gatos
- Saratoga
- Sunnyvale
/Saratoga
- Big Basin
Cycle (sec):
120
Critical
Vol.
/Cap.
(X):
0.501
Loss Time (sec):
12 (Y +R
= 4
sec)
Average
Delay
(sec
/veh):
23.5
Optimal Cycle:
46
Level Of
Service:
C-
Approach:
North
Bound
South Bound
East
Bound
West Bound
Movement:
L
- T - R
L
- T
- R
L -
T
- R
L
- T
- R
- - - - - I
------------
Control:
I---------------
Protected
II ---------------
Protected
II---------------
Protected
II----------
Protected
Rights:
Ovl
Ovl
Ignore
Ovl
Min. Green:
7
10 10
7
10
10
7
10
10
7
10
10
Lanes:
1
0 2 0 1
1
0 2
0 1
1 0
1
0 1
Ii----------
1
0 1
0 1
- - - - - I
------------
Volume Module:
I---------------
PM
Peak Hour
II---------------
II---------------
Base Vol:
103
235 76
82
588
206
145
218
103
124
276
57
Growth Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Initial Bse:
103
235 76
82
588
206
145
218
103
124
276
57
User Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
PHF Adj:
0.98
0.98 0.98
0.98
0.98
0.98
0.98
0.98
0.00
0.98
0.98
0.98
PHF Volume:
105
240 78
84
600
210
148
222
0
127
282
58
Reduct Vol:
0
0 0
0
0
0
0
0
0
0
0
0
Reduced Vol:
105
240 78
84
600
210
148
222
0
127
282
58
PCE Adj:
MLF Adj:
1.00
1.00
1.00 1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
Final Vol.:
105
240 78
84
600
210
148
222
0
127
282.
58
- - - - -
------------
Saturation Flow
---------------
Module:
II---------------
II---------------
II----------
I
Sat /Lane:
1800
1800 1800
1800
1800
1800
1800
1800
1800
1800
1800
1800
Adjustment:
0.97
1.06 0.97
0.97
1.06
0.97
0.97
1.06
0.97
0.97
1.06
0.97
Lanes:
1.00
2.00 1.00
1.00
2.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Final Sat.:
1750
3800 1750
1750
3800
1750
1750
1900
1750
1750
1900
1750
- - - - -
------------
Capacity Analysis
I ---------------
Module:
II---------------
II---------------
II----------
I
Vol /Sat:
0.06
0.06 0.04
0.05
0.16
0.12
0.08
0.12
0.00
0.07
0.15
0.03
Crit Moves:
Green Time:
14.4
30.7 52.0
21.5
37.8
58.1
20.3
34.5
0.0
21.3
35.5
57.0
Volume /Cap:
0.50
0.25 0.10
0.27
0.50
0.25
0.50
0.41
0.00
0.41
0.50
0.07
Delay /Veh:
39.2
27.0 15.3
32.4
25.7
13.8
35.6
26.5
0.0
33.8
27.1
13.0
Delay Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
ProgAdjFctr:
1.00
0.85 0.85
1.00
0.85
0.85
1.00
0.85
0.85
1.00
0.85
0.85
Adj Del /Veh:
39.2
22.9 13.0
32.4
21.8
11.8
35.6
22.5
0.0
33.8
23.1
11.0
DesignQueue:
6
12 3
5
29
7
8
11
0
7
14
2
*************************************************
* * *
* * * * *
* * * * * * *
* * * *
* * * * *
* * * * * **
40 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
0 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8--- AM-
Ex- +- Option3 -- -Thu
Apr -11.,-
2002 - 09_2 006
------------
- - - --
Page
- -
-- - --
Level Of
Service
Computation
Report
1985
HCM Operations
Method
(Base Volume
Alternative)
Intersection
#1 Saratoga
-Los Gatos
- Saratoga - Sunnyvale
/Saratoga
- Big
Basin
Cycle (sec):
120
Critical
Vol.
/Cap.
(X):
0.496
Loss Time (sec):
12 (Y +R =
4 sec)
Average
Delay
(sec
/veh):
22.8
Optimal Cycle:
46
Level Of
Service:
C
*************************************************
* * *
* * * * *
* * * * * * *
* * * * *
* * * * * *
* * * **
Approach:
North
Bound
South
Bound
East
Bound
West
Bound
Movement:
L -
T - R
L -
T - R
L -
---------------
T
- R
II----------
L -
T -
-
R
- - - - I
------------
Control:
I ---------------
Protected
II---------------
Protected
II
Protected
Protected
Rights:
Ovl
Ovl
Ovl
Ovl
Min. Green:
7
10 10
7
10 10
7
10
10
7
10
10
Lanes:
1 0
2 0 1
II---------------
1 0
2 0 1
II--
1 0
-------------
1
0 1
II
1 0
----------
1 0
-
1
- - - - I
------------
Volume Module:
I ---------------
AM
Peak Hour
Base Vol:
120
570 196
60
410 140
200
220
100
95
213
44
Growth Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
Initial Bse:
120
570 196
60
410 140
200
220
100
95
213
44
User Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
PHF Adj:
0.92
0.92 0.92
0.92
0.92 0.92
0.92
0.92
0.92
0.92
0.92
0.92
PHF Volume:
130
620 213
65
446 152
217
239
109
103
232
48
Reduct Vol:
0
0 0
0
0 0
0
0
0
0
0
0
Reduced Vol:
130
620 213
65
446 152
217
239
109
103
232
48
PCE Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
MLF Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
Final Vol.:
130
620 213
65
446 152
11---------------
217
239
109
II----------
103
232
-
48
- - - -I
------------ I--------------- 11---------------
Saturation Flow Module:
Sat /Lane:
1800
1800 1800
1800
1800 1800
1800
1800
1800
1800
1800
1800
Adjustment:
0.97
1.06 0.97
0.97
1.06 0.97
0.97
1.06
0.97
0.97
1.06
0.97
Lanes:
1.00
2.00 1.00
1.00
2.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
Final Sat.:
1750
3800 1750
1750
3800 1750
II---------------
1750
1900
1750
II---------------
1750
1900
1750
I
--------- -.--
Capacity Analysis
1 ---------------
II---------------
Module:
Vol /Sat:
0.07
0.16 0.12
0.04
0.12 0.09
0.12
0.13
0.06
0.06
0.12
0.03
Crit Moves:*
* **
* * **
* * **
* * **
Green Time:
18.8
39.4 58.5
9.0
29.6 59.7
30.1
40.5
59.4
19.0
29.5
38.5
Volume /Cap:
0.47
0.50 0.25
0.50
0.47 0.17
0.50
0.37
0.13
0.37
0.50
0.09
Delay /Veh:
36.0
24.6 13.7
42.9
29.6 12.6
30.0
23.1
12.4
34.7
30.3
21.6
Delay Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
ProgAdjFctr:
1.00
0.85 0.85
1.00
0.85 0.85
1.00
0.85
0.85
1.00
0.85
0.85
AdjDel /Veh:
36.0
21.1 11.6
42.9
25.2 10.7
30.0
19.6
10.6
34.7
25.7
18.4
DesignQueue:
7
29 8
4
23 5
11
11
4
6
12
2
*************************************************
* * * * * * * * * * * * * * * * * * * * * * * * * *
* * * **
0 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC.., GILROY
MITIG8 - PM
Ex + Option3 Thu Apr
11, 2002 09:20:22-----------
-
- - - --
Page-
1_1 - --
--------------------------------------------------------------------------
Level Of Service
Computation
Report
- - - - --
1985
HCM Operations Method
(Base Volume
Alternative)
*************************************************
* * *
* * * * *
* * * * * * *
* * * * *
* * * * *
* * * * **
Intersection
#1 Saratoga
-Los
Gatos
- Saratoga - Sunnyvale
/Saratoga
- Big
Basin
*************************************************
* * *
* * * * *
* * * * * * *
* * * * *
* * * * *
* * * * **
Cycle (sec):
120
Critical
Vol.
/Cap.
(X):
0.501
Loss Time (sec):
12 (Y +R
= 4 sec)
Average
Delay
(sec
/veh):
23.1
Optimal Cycle:
46
Level Of
Service:
C-
Approach:
North
Bound --
South
Bound
East
Bound
West
Bound
Movement:
L -
T - R
L -
T - R
L -
T
- R
L -
T
- R
- - - - - I
------------
Control:
I ---------------
Protected
II---------------
Protected
II---------------
Protected
II----------
Protected
- -- --
Rights:
Ovl
Ovl
Ovl
Ovl
Min. Green:
7
10 10
7
10 10
7
10
10
7
10
10
Lanes:
1 0
2 0 1
1 0
2 0 1
It--------
1 0
1
------
0 1
II----------
1 0
1
0 1
- - - - - I
------------ I ---------------
Volume Module: PM
II---------------
Peak Hour
-
Base Vol:
103
235 76
82
588 206
145
218
103
124
276
57
Growth Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
Initial Bse:
103
235 76
82
588 206
145
218
103
124
276
57
User Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
PHF Adj:
0.98
0.98 0.98
0.98
0.98 0.98
0.98
0.98
0.98
0.98
0.98
0.98
PHF Volume:
105
240 78
84
600 210
148
222
105
127
282
58
Reduct Vol:
0
0 0
0
0 0
0
0
0
0
0
0
Reduced Vol':
105
240 78
84
600 210
148
222
105
127
282
58
PCE Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
MLF Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
Final Vol.:
105
240 78
84
600 210
148
222
105
II----------
127
282
58
- - - - - I
------------
Saturation Flow
I---------------
Module:
II---------------
II---------------
Sat /Lane:
1800
1800 1800
1800
1800 1800
1800
1800
1800
1800
1800
1800
Adjustment:
0.97
1.06 0.97
0.97
1.06 0.97
0.97
1.06
0.97
0.97
1.06
0.97
Lanes:
1.00
2.00 1.00
1.00
2.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
Final Sat.:
1750
3800 1750
1750
3800 1750
1750
1900
1750
II----------
1750
1900
1750
- - - - - I
------------
Capacity Analysis
I --=------------
Module:
II---------------
II---------------
Vol /Sat:
0.06
0.06 0.04
0.05
0.16 0.12
0.08
0.12
0.06
0.07
0.15
0.03
Crit Moves:
* * **
Green Time:
14.4
30.7 52.0
21.5
37.8 56.1
20.3
34.5
48.9
21.3.35.5
57.0
Volume /Cap:
0.50
0.25 0.10
0.27
0.50 0.25
0.50
0.41
0.15
0.41
0.50
0.07
Delay /Veh:
39.2
27.0 15.3
32.4
25.7 13.8
35.6
26.5
17.1
33.8
27.1
13.0
Delay Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
ProgAdjFctr:
1.00
0.85 0.85
1.00
0.85 0.85
1.00
0.85
0.85
1.00
0.85
0.85
Adj Del /Veh:
39.2
22.9 13.0
32.4
21.8 11.8
35.6
22.5
14.5
33.8
23.1
11.0
DesignQueue:
6
12 3
5
29 7
8
11
4
7
14
2
*************************************************
* * *
* * * * *
* * * * * * * * * * * *
* * * * *
* * * * **
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC.., GILROY
0 Traffix 7.5.1115-(c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
-MITIG8 --- -- - AM- 2025-----
--------------------------------------------------------------------------------
- - - - -- Thu - Apr -11,-
2002 - 09_22- -
-----------
- -
- - -- -
Page 1 -1
Level Of Service
Computation
Report
1985
HCM Operations Method
(Base Volume
Alternative)
*************************************************
* * * * * * * * *
* * * * * *
* * * * *
* * * * * * * * * **
Intersection
#1 Saratoga
-Los
Gatos
- Saratoga - Sunnyvale
/Saratoga
- Big
Basin
*************************************************
* * * * * * * * *
* * * * * *
* * * * *
* * * * * * * * * **
Cycle (sec):*
120
Critical
Vol. /Cap.
(X):
1.026
Loss Time (sec):
12 (Y +R
= 4 sec)
Average
Delay (sec /veh):
Optimal Cycle:
180
Level Of
Service:
E
Approach:
North
Bound
South
Bound
East Bound
West
Bound
Movement:
L -
T - R
L -
T - R
L - T -
R
11----------
L -
T - R
- - - - -I
------------
Control:
I---------------
Protected
II---------------
II---------------
Protected
Split Phase
Split
Phase
Rights:
Include
Include
Ignore
Include
Min. Green:
7
10 10
7
10 10
7 10
10
7
10 10
Lanes:
1 0
1 1 0
II---------------
1 0
1 1 0
11---------------
1 0 1 0
1
II----------
1 0
0 1 0
- - - - -I
------------ I---------------
Volume Module: AM
Peak Hour
Base Vol:
120
570 196
60
410 140
200 220
100
95
213 44
Growth Adj:
1.70
1.70 1.70
1.70
1.70 1.70
1.70 1.70
1.70
1.70
1.70 1.70
Initial Bse:
204
969 333
102
697 238
340 374
170
162
362 75
User Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00 1.00
0.00
1.00
1.00 1.00
PHF Adj:
0.92
0.92 0.92
0.92
0.92 0.92
0.92 0.92
0.00
0.92
0.92 0.92
PHF Volume:
222
1053 362
111
758 259
370 407
0
176
394 81
Reduct Vol:
0
0 0
0
0 0
0 0
0
0
0 0
Reduced Vol:
222
1053 362
111
758 259
370 407
0
176
394 81
PCE Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00 1.00
0.00
1.00
1.00 1.00
MLF Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00 1.00
0.00
1.00
1.00 1.00
Final Vol.:
222
1053 362
111
758 259
II---------------
370 407
0
II----------
176
394 81
- - - - - I
------------
Saturation Flow
I ---------------
Module:
II---------------
Sat /Lane:
1800
1800 1800
1800
1800 1800
1800 1800
1800
1800
1800 1800
Adjustment:
0.97
1.04 1.00
0.97
1.04 1.00
0.97 1.06
0.97
0.97
1.00 1.00
Lanes:
1.00
1.47 0.53
1.00
1.48 0.52
1.00 1.00
1.00
1.00
0.83 0.17__
Final Sat.:
1750
2753 946
1750
2757 942
11---------------
1750 1900
1750
II----------
1750
1492 308
- - - - -I
------------
Capacity Analysis
I---------------
Module:
II---------------
Vol /Sat:
0.13
0.38 0.38
0.06
0.27 0.27
0.21 0.21
0.00
0.10
0.26 0.26
Crit Moves:
* * **
* * **
* * **
* * **
Green Time:
16.5
44.7 44.7
7.4
35.7 35.7
25.0 25.0
0.0
30.830.8
30.8
Volume /Cap:
0.92
1.03 1.03
1.03
0.92 0.92
1.01 1.03
0.00
0.39
1.03 1.03
Delay /Veh:
66.0
54.3 54.3
118.9
40.3 40.3
76.0 78.6
0.0
28.3
73.7 73.7
Delay Adj:
1.00
1.00 1.00
1.00
1.00 1.00
1.00 1.00
1.00
1.00
1.00 1.00
ProgAdjFctr:
1.00
0.85 0.85
1.00
0.85 0.85
1.00 0.85
0.85
1.00
0.8-5- 0.85
Adj Del /Veh:
66.0
46.2 46.2
118.9
34.2 34.2
76.0 66.8
0.0
28.3
62.6 62.6
DesignQueue:
13
49 17
7
38 13
21 23
0
9
21 4
0 Traffix 7.5.1115-(c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
0 -MITIG8 --- -- - PM 2025----- - - - - -- Thu -Apr 11, 2002 09 :23:12----------- - - - - -- Page -1 -1
------- - - - - -- ------------- - - - - -- - --
--------------------------------------------------------------------------------
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
**********************#************************** * * * * * * * * * * * * * * * * * * * * * # * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 1.105
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 67.8
Optimal Cycle: 180 Level Of Service: F
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I--------------- II--------------- II--------------- il---------- - - - - -
I
Control: Protected Protected Split Phase Split Phase
Rights: Include Include Ignore Include
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 0 1 1 0 0 1 0
------------ I--------------- il--------------- II--------------- II---------- - - - - -
I
Volume Module: PM Peak Hour
Base Vol: 103 235 76 82 588 206 145 218 103 124 276 57
Growth Adj: 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70
Initial Bse: 175 400 129 139 1000 350 247 371 175 211 469 97
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.00 0.98 0_.98 0.98
PHF Volume: 179 408 132 142 1020 357 252 378 0 215 479 99
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 179 408 132 142 1020 357 252 378 0 215 479 99
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Final Vol.: 179 408 132 142 1020 357 252 378 0 215 479 99
------------I----------
Saturation Flow Module:
Sat /Lane: 1800 1800 1800
Adjustment: 0.97 1.04 1.00
Lanes: 1.00 1.50 0.50
Final Sat.: 1750 2795 904
------------I---------------
Capacity Analysis Module:
Vol /Sat: 0.10 0.15 0.15
Crit Moves: * * **
Green Time: 11.1 33.1 33.1
Volume /Cap: 1.10 0.53 0.53
Delay /Veh: 137.2 28.4 28.4
Delay Adj: 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85
Adj Del /Veh: 137.2 24.2 24.2
DesignQueue: 11 20 7
1800 1800
0.97 1.04
1.00 1.47
1750 2739
0.08 0.37
* * **
18.4 40.4
0.53 1.10
37.1 87.6
1.00 1.00
1.00 0.85
37.1 74.5
8 50
1800
1.00
0.53
960
0.37
40.4
1.10
87.6
1.00
0.85
74.5
17
k * * * **
1800 1800
0.97 1.06
1.00 1.00
1750 1900
0.14 0.20
* * **
21.6 21.6
0.80 1.10
44.9 113
1.00 1.00
1.00 0.85
44.9 96.3
14 22
1800
0.97
1.00
1750
0.00
0.0
0.00
0.0
1.00
0.85
0.0
0
k * * * **
1800
0.97
1.00
1750
0.12
34.9
0.42
26.5
1.00
1.00
26.5
10
Or*****
1800 1800
1.00 1.00
0.83 0.17
1492 308
------ - - - - -�
0.32 0.32
* * **
34.9 34.9
1.10 1.10
101 100.7
1.00 1.00
0.85 0.85
85.6 85.6
25 5
• Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
0 MITIG8 - AM 2025 + Optionl Thu Apr 11, 2002 09:23:32 - - - -- Page -1 -1
---------------------------------------------------------- - - - - --
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): - 0.911
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): 33.0
Optimal Cycle: 127 Level Of Service: D
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I --------------- II --------------- II-------------=- II ---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Include Ignore Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 1 1 0 1 0 1 0 1 1 0 1 0 1
------------ I -- - - - - -- ------ II--------------- II--------------- 11---------- - - - - -I
Volume Module: AM Peak Hour
Base Vol: 120 570 196 60 410 140 200 220 100 95 213 44
Growth Adj: 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 •1.70 1.70 1.70 1.70
Initial Bse: 204 969 333 102 697 238 340 374 170 162 362 75
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00
PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.00 0.92 0.92 0.92
PHF Volume: 222 1053 362 111 758 259 370 407 0 176 394 81
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 222 1053 362 111 758 259 370 407 0 176 394 81
PCE Adj: 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00
Final Vol.: 222 1053 362
------------I---------------
Saturation Flow Module:
Sat /Lane: 1800 1800 1800
Adjustment: 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00
Final Sat.: 1750 3800 1750
------------I---------------
Capacity Analysis Module:
Vol /Sat: 0.13 0.28 0.21
Crit Moves: * * **
Green Time: 16.7 43.0 60.6
Volume /Cap: 0.91 0.77 0.41
Delay /Veh: 63.3 27.9 14.3
Delay Adj: 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85
AdDDel /Veh: 63.3 23.7 12.1
DesignQueue: 13 49 13
* * * * * * * * * * * * * * * * * * * * * * * * * * **
1.00 1.00
1.00 1.00
111 758
1800 1800
0.97 1.04
1.00 1.48
1750 2757
0.06 0.27
* * **
9.8 36.2
0.77 0.91
55.9 38.7
1.00 1.00
1.00 0.85
55.9 32.9
7 38
1.00
1.00
259
1800
1.00
0.52
942
0.27
36.2
0.91
38.7
1.00
0.85
32.9
13
A,*****
1.00 1.00
1.00 1.00
370 407
1800 1800
0.97 1.06
1.00 1.00
1750 1900
0.21 0.21
* * **
27.8 37.5
0.91 0.68
51.4 29.7
1.00 1.00
1.00 0.85
51.4 25.2
20 20
k * * * * * * * * **
0.00
0.00
0
1800
0.97
1.00
1750
0.00
0.0
0.00
0.0
1.00
0.85
0.0
0
k * * * **
1.00
1.00
- 176
1800
0.97
1.00
1750
0.10
17.6
0.68
41.9
1.00
1.00
41.9
10
k * * * **
1.00 1.00
1.00 1.00
394 81
------ - - - - -I
1800 1800
1.06 0.97
1.00 1.00
1900 1750
------ - - - - -I
0.21 0.05
* * **
27.3 37.1
0.91 0.15
50.8 22.8
1.00 1.00
0.85 0.85
43.2 19.4
21 4
. Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
40 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM
------------------------------------------------------
2025 +
Optionl Thu Apr
11,
2002 09:23:49
- - - - -- --- -
- - - --
Page -1 -1 -� -
--------------------------------------------------------------------------------
-
Level
Of Service
Computation
Report
1985
HCM Operations
Method
(Base Volume
Alternative)
*************************************************
* * *
* * * * * * * * * * * *
* * * * *
* * * * * * * * * **
Intersection
#1 Saratoga -Los
Gatos
- Saratoga
- Sunnyvale
/Saratoga
- Big
Basin
*************************************************
* * *
* * * * * * * * * * * *
* * * * *
* * * * * * * * * **
Cycle (sec):
120
Critical
Vol.
/Cap. (X):
0.967
Loss Time (sec):
12 (Y +R
= 4
sec)
Average
Delay
(sec /veh):
38.7
Optimal Cycle:
176
Level Of
Service:
D-
********************************************************************************
Approach:
North Bound
South Bound
East
Bound
West
Bound
Movement:
L -
T - R
L
- T
- R
L -
T - R
L -
T - R
- - - - -
------------
Control:
I---------------
Protected
II---------------
Protected
II
---------------
Protected
II----------
Protected
I
Rights:
Ovl
Include
Ignore
Ovl
Min. Green:
7
10 10
7
10
10
7
10 10
7
10 10
Lanes:
1 0
2 0 1
1
0 1
1 0
1 0
1 0 1
II----------
1 0
1 0 1
- - - - - I
------------
Volume Module:
I---------------
PM
Peak Hour
II---------------
II---------------
Base Vol:
103
235 76
82
588
206
145
218 103
124
276 57
Growth Adj:
1.70
1.70 1.70
1.70
1.70
1.70
1.70
1.70 1.70
1.70
1.70 1.70
Initial Bse:
175
400 129
139
1000
350
247
371 175
211
469 97
User Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00 0.00
1.00
1.00 1.00
PHF Adj:
0.98
0.98 0.98
0.98
0.98
0.98
0.98
0.98 0.00
0.98
0.98 0.98
PHF Volume:
179
408 132
142
1020
357
252
378 0
215
479 99
Reduct Vol:
0
0 0
0
0
0
0
0 0
0
0 0
Reduced Vol:
179
408 132
142
1020
357
252
378 0
215
479 99
PCE Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00 0.00
1.00
1.00 1.00
MLF Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00 0.00
1.00
1.00 1.00
Final Vol.:
179
408 132
142
1020
357
252
378 0
215
479 99
- - - - - I
------------
Saturation Flow
I---------------
Module:
II---------------
II---------------
II----------
Sat /Lane:
1800
1800 1800
1800
1800
1800
1800
1800 1800
1800
1800 1800
Adjustment:
0.97
1.06 0.97
0.97
1.04
1.00
0.97
1.06 0.97
0.97
1.06 0.97
Lanes:
1.00
2.00 1.00
1.00
1.47
0.53
1.00
1.00 1.00
1.00
1.00 1.00
Final Sat.:
1750
3800 1750
1750
2739
960
1750
1900 1750
1750
1900 1750
- - - - - I
------------
Capacity Analysis
I ---------------
Module:
II---------------
II---------------
II----------
Vol /Sat:
0.10
0.11 0.08,
0.08
0.37
0.37
0.14
0.20 0.00
0.12
0.25 0.06
Crit Moves:
* * **
* * **
* * **
* * **
Green Time:
12.7
33.5 52.3
25.4
46.2
46.2
17.8
30.4 0.0
18.8
31.3 56.7
Volume /Cap:
0.97
0.38 0.17
0.38
0.97
0.97
0.97
0.79 0.00
0.79
0.97 0.12
Delay /Veh:
82.4
26.7 15.7
31.2
39.8
39.8
73.0
37.6 0.0
46.6
57.0 13.5
Delay Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00 1.00
1.00
1.00 1.00
ProgAdjFctr:
1.00
0.85 0.85
1.00
0.85
0.85
1.00
0.85 0.85
1.00
0.85 0.85
Adj Del /Veh:
82.4
22.7 13.4
31.2
33.8
33.8
73.0
32.0 0.0 .46.6
48.5 11.4
DesignQueue:
11
20 5
8
46
16
15
20 0
12
25 4
*************************************************
* * *
* * * * * * * * * * * *
* * * * *
* * * * * * * * * **
40 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - AM
2025
+ Option2 Thu Apr
11,
2002 09:24:22 ---------------
Page-
1 -1 - --
--------------------------------------------------------------------------------
Level
Of Service
Computation
Report
1985
HCM Operations
Method
(Base
Volume Alternative)
*************************************************
* * * * * * * *
* * * * * * *
* * * *
* * * * * * * * * * **
Intersection
#1 Saratoga
-Los
Gatos
- Saratoga
-
Sunnyvale /Saratoga
- Big
Basin
Cycle (sec):
120
Critical
Vol. /Cap:
(X):
0.843
Loss Time (sec):
12
(Y +R
4
sec) Average
Delay (sec
/veh):
29.8
Optimal Cycle:
95
Level Of
Service:
D
*************************************************
* * * * * * * *
* * * * * * *
* * * *
* * * * * * * * * * **
Approach:
North Bound
South Bound
East Bound
West Bound
Movement:
L
- T
- R
L
- T
- R
L - T
- R
L
- T
- R
- - - - - I
------------
Control:
I---------------
Protected
II---------------
Protected
II---------------
Protected
II----------
Protected
Rights:
Ovl
Ovl
Ignore
Ovl
Min. Green:
7
10
10
7
10
10
7 10
10
7
10
10
Lanes:
1
0 2
0 1
1
0 2
0 1
1 0 1
0 1
1
0 1
0 1
- - - - -
------------
Volume Module:
I---------------
AM
Peak
Hour
II---------------
II---------------
II----------
I
Base Vol:
120
570
196
60
410
140
200 220
100
95
213
44
Growth Adj:
1.70
1.70
1.70
1.70
1.70
1.70
1.70 1.70
1.70
1.70
1.70
1.70
Initial Bse:
204
969
333
102
697
238
340 374
170
162
362
75
User Adj:
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
0.00
1.00
1.00
1.00
PHF Adj:
0.92
0.92
0.92
0.92
0,.92
0.92
0.92 0.92
0.00
0.92
0.92
0.92
PHF Volume:
222
1053
362
111
758
259
370 407
0
176
394
81
Reduct Vol:
0
0
0
0
0
0
0 0
0
0
0
0
Reduced Vol:
222
1053
362
111
758
259
370 407
0
176
394
81
PCE Adj:
MLF Adj:
.1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
1.00 1.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
Final Vol.:
222
1053
362
111
758
259
370 407
0
176
394
81
- - - - -
------------
Saturation Flow
---------------
Module:
II---------------
II---------------
II--
_--------
I
Sat /Lane:
1800
1800
1800
1800
1800
1800
1800 1800
1800
1800
1800
1800
Adjustment:
0.97
1.06
0.97
0.97
1.06
0.97
0.97 1.06
0.97
0.97
1.06
0.97
Lanes:
1.00
2.00
1.00
1.00
2.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
Final Sat.:
1750
3800
1750
1750
3800
1750
1750 1900
1750
1750
1900
1750
- - -
------------
Capacity Analysis
I ---------------
Module:
II---------------
II---------------
II----------
- - I
Vol /Sat:
0.13
0.28
0.21
0.06
0.20
0.15
0.21 0.21
0.00
0.10
0.21
0.05
Crit Moves:*
* **
* * **
* * **
* * **
Green Time:
18.8
39.4
58.5
9.0
29.6
59.7
30.1 40.5
0.0
19.0
29.5
38.5
Volume /Cap:
0.81
0.84
0.42
0.84
0.81
0.30
0.84 0.63
0.00
0.63
0.84
0.14
Delay /Veh:
48.1
32.3
15.3
66.2
36.0
13.6
42.1 26.9
0.0
39.2
41.9
22.1
Delay Adj:
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
ProgAdjFctr:
1.00
0.85
0.85
1.00
0.85
0.85
1.00 0.85
0.85
1.00
0.85
0.85
Adj Del /Veh:
48.1
27.4
13.0
66.2
30.6
11.5
42.1 22.9
0.0
39.2
35.6
18.8
DesignQueue:
13
51
13
7
40
9
19 19
0
10
21
4
Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
0 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM
-----------------------------------------------------------------------------
2025 + Option2 Thu Apr
11,
2002 09:24:41
-Page
-
1_1
--------------------------------------------------------------------------
Level
Of Service
Computation
Report
- - - - -=
1985
HCM Operations
Method
(Base
Volume Alternative)
Intersection
#1 Saratoga -Los
Gatos
- Saratoga
-
Sunnyvale /Saratoga
- Big Basin
*************************************************
* * * * * * * *
* * * * * * *
* * * * * * * * * * * * * * **
Cycle (sec):
120
Critical
Vol. /Gap.
(X):
0.851
Loss Time (sec):
12 (Y +R
= 4
sec)
Average
Delay (sec
/veh):
29.8
Optimal Cycle:
98
Level Of
Service:
D
*************************************************
* * * * * * * *
* * * * * * *
* * * * * * * * * * * * * * **
Approach:
North Bound
- South Bound
East Bound
West Bound
Movement:
L -
T - R
L
- T
- R
L - T
- R
L -
T
- R
- -I
-------=----
Control:
I---------------
Protected
II---------------
Protected
II--------
- -
Protected
- - -- 711----------
- - -
Protected --
Rights:
Ovl
Ovl
Ignore
Ovl
Min. Green:
7
10 10
7
10
10
7 10
10
7
10
10
Lanes:
1 0
2 0 1
1
0 2
0 1
1 0 1
0 1
1 0
1
0 1
- - - - - I
------------
Volume Module:
I ---------------
PM
Peak Hour
II---------------
II---------------
II----------
Base Vol:
103
235 7 -6
82
588
206
145 218
103
124
276
57
Growth Adj:
1.70
1.70 1.70
1.70
1.70
1.70
1.70 1.70
1.70
1.70
1.70
1.70
Initial Bse:
175
400 129
139
1000
350
247 371
175
211
469
97
User Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00 1.00
0.00
1.00
1.00
1.00
PHF Adj:
0.98
0.98 0.98
0.98
0.98
0.98
0.98 0.98
0.00
0.98
0.98
0.98
PHF Volume:
179
408 132
142
1020
357
252 378
0
215
479
99
Reduct Vol:
0
0 0
0
0
0
0 0
0
0
0
0
Reduced Vol-:
179
408 132
142
1020
357
252 378
0
215
479
99
PCE Adj:
MLF Adj:
1.00
1.00
1.00 1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
1.00 1.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
1.00
Final Vol.:
179
408 132
142
1020
357
252 378
0
215
479
99
------------
Saturation Flow
I---------------
Module:
II---------------
II---------------
II----------
- - - - - I
Sat /Lane:
1800
1800 1800
1800
1800
1800
1800 1800
1800
1800
1800
1800
Adjustment:
0.97
1.06 0.97
0.97
1.06
0.97
0.97 1.06
0.97
0.97
1.06
0.97
Lanes:
1.00
2.00 1.00
1.00
2.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
Final Sat.:
1750
3800 1750
1750
3800
1750
1750 1900
1750
1750
1900
1750
- - - - -
------------
Capacity Analysis
I ---------------
Module:
II---------------
II---------------
II----------
I
Vol /Sat:
0.10
0.11 0.08
0.08
0.27
0.20
0.14 0.20
0.00
0.12
0.25
0.06
Crit Moves:
* * **
* * **
-
* * **
* * **
Green Time:
14.4
29.7 51.0
22.5
37.8
58.1
20.3 34.5
0.0
21.3 -35.5
58.0
Volume/Cap:
0.85
0.43 0.18
0.43
0.85
0.42
0.85 0.69
0.00
0.69
0.85
0.12
Delay /veh:
57.7
29.1 16.3
33.4
33.5
15.5
50.9 31.5
0.0
39.6
38.6
12.9
Delay Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
ProgAdjFctr:
1.00
0.85 0.85
1.00
0.85
0.85
1.00 0.85
0.85
1.00
0.85
0.85
Adj Del /Veh:
57.7
24.8 13.9
33.4
28.5
13.1
50.9 26.8
0.0
39.6
32.8
11.0
DesignQueue:
11
21 5
8
50
13
14 19
0
12
24
3
*************************************************
* * * * * * * *
* * * * * * *
* * * * * * * * * * * * * * **
0 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
c
MITIG8 - AM 2025 + Option3 Thu Apr 11, 2002 09:25:04 Page 1 -1
Level Of Service Computation Report
1985 HCM Operations Method (Base Volume Alternative)
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Intersection #1 Saratoga -Los Gatos - Saratoga - Sunnyvale /Saratoga - Big Basin
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Cycle (sec): 120 Critical Vol. /Cap. (X): 0.843
Loss Time (sec): 12 (Y +R = 4 sec) Average Delay (sec /veh): -29.1
Optimal Cycle: 95 Level Of Service: D
************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I --------------- II --------------- II--------------- II---------- - - - - -
I
Control: Protected Protected Protected Protected
Rights: Ovl Ovl Ovl Ovl
Min. Green: 7 10 10 7 10 10 7 10 10 7 10 10
Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 1 0 1
Volume Module: AM Peak Hour
Base Vol: 120 570 196 60 410 140 200 220 100 95 213 44
Growth Adj: 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70 1.70
Initial Bse: 204 969 333 102 697 238 340 374 170 162 362 75
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
PHF Volume: 222 1053 362 111 758 259 370 407 185 176 394 81
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 222 1053 362 111 758 259 370 407 185 176 394 81
PCE Adj: 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00
Final Vol.: 222 1053 362
------------I---------------
Saturation Flow Module:
Sat /Lane: 1800 1800 1800
Adjustment: 0.97 1.06 0.97
Lanes: 1.00 2.00 1.00
Final Sat.: 1750 3800 1750
------------I---------------
Capacity Analysis Module:
Vol /Sat: 0.13 0.28 0.21
Crit Moves: * * **
Green Time: 18.8 39.4 58.5
Volume /Cap: 0.81 0.84 0.42
Delay /Veh: 48.1 32.3 15.3
Delay Adj: 1.00 1.00 1.00
ProgAdjFctr: 1.00 0.85 0.85
Adj Del /Veh: 48.1 27.4 13.0
DesignQueue: 13 51 13
* * * * * * * * * * * * * * * * * * * * * * * * * * **
1.00
1.00
111
1800
0.97
1.00
1750
0.06
* * **
9.0
0.84
66.2
1.00
1.00
66.2
7
k * * * **
1.00
1.00
758
1800
1.06
2.00
3800
0.20
29.6
0.81
36.0
1.00
0.85
30.6
40
k * * **
1.00 1.00`1.00
1.00 1.00 1.00
259 370 407
------11------- --
1800 1800 1800
0.97 0.97 1.06
1.00 1.00 1.00
1750 1750 1900
------ 11 ---------
0.15 0.21 0.21
* * **
59.7 30.1 40.5
0.30 0.84 0.63
13.6 42.1 26.9
1.00 1.00 1.00
0.85 1.00 0.85
11.5 42.1 22.9
9 19 19
1.00
1.00
185
1800
0.97
1.00
1750
0.11
59.4
0.21
13:0
1.00
0.85
11.1
6
1.00
1.00
176
1800
0.97
1.00
1750
0.10
19.0
0.63
39.2
1.00
1.00
39.2
10
k * * * **
1.00 1.00
1.00 1.00
394 81
------ - - - - -I
1800 1800
1.06 0.97
1.00 1.00-
1900 1750
------ - - - - -I
0.21 .0.05'
* * **
.29.5 38.5
0.84 0.14
41.9 22.1
1.00 1.00
0.8-5 -- 0. 85
35.6 18.8
21 4
0 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
0 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
MITIG8 - PM
2025
+ Option3 Thu Apr
11,
2002 09 :25:22-----------
-
- - - --
Page
-1_1
--------------------------------------------------------------------------------
Level
Of Service
Computation
Report
1985
HCM Operations
Method
(Base
Volume Alternative)
*************************************************
* *
* * * * * *
* * * * * * *
* * * *
* * * * * * * * * * **
Intersection
#1 Saratoga
-Los
Gatos
- Saratoga
-
Sunnyvale
/Saratoga
- Big
Basin
*************************************************
* *
* * * * * *
* * * * * * *
* * * *
* * * * * * * * * * **
Cycle (sec):
120
Critical
Vol.
/Cap.
(X):
0.851
Loss Time (sec):
12 (Y +R
= 4
sec)
Average
Delay
(sec
/veh):
29.1
Optimal Cycle:
98
Level Of Service:
D
*************************************************
* *
* * * * * *
* * * * * * *
* * * *
* * * * * * * * * * **
Approach:
North
Bound
South
Bound
East
Bound
West
Bound
Movement:
L
- T - R
L
- T
- R
L
- T
- R
L
- T
- R
Control:
Protected
Protected
Protected
Protected
Rights:
Ovl
Ovl
Ovl
Ovl
Min. Green:
7
10 10
7
10
10
7
10
10
7
10
10
Lanes:
1
0 2 0 1
1
0 2
0 1
1
0 1
0 1
1
0 1
0 1
------------ I ---------------
Volume Module: PM
Peak Hour
II---------------
II---------------
II----------
- - - - - I
Base Vol:
103
235 76
82
588
206
145
218
103
124
276
57
Growth Adj:
1.70
1.70 1.70
1.70
1.70
1.70
1.70
1.70
1.70
1.70
1.70
1.70
Initial Bse:
175
400 129
139
1000
350
247
371
175
211
469
97
User Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PHF Adj:
0.98
0.98 0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
0.98
PHF Volume:
179
408 132
142
1020
357
252
378
179
215
479
99
Reduct Vol:
0
0 0
0
0
0
0
0
0
0
0
0
Reduced Vol:
179
408 132
142
1020
357
252
378
179
215
479
99
PCE Adj:
MLF Adj:
1.00
1.00
1.00 1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Final Vol.:
179
408 132
142
1020
357
252
378
179
215
479
99
------------ ---------------
Saturation Flow Module:
II---------------
II---------------
II----------
- - - - - I
Sat /Lane:
1800
1800 1800
1800
1800
1800
1800
1800
1800
1800
1800
1800
Adjustment:
0.97
1.06 0.97
0.97
1.06
0.97
0.97
1.06
0.97
0.97
1.06
0.97
Lanes:
1.00
2.00 1.00
1.00
2.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Final Sat.:
1750
3800 1750
1750
3800
1750
1750
1900
1750
1750
1900
1750
------------ I ---------------
Capacity Analysis
Module:
II---------------
II---------------
II-------
- - -
- --
Vol /Sat:
0.10
0.11 0.08
0.08
0.27
0.20
0.14
0.20
0.10
0.12
0.25
0.06
Crit Moves:
* * **
* * **
* * **
* * **
Green Time:
14.4
29.7 51.0
22.5
37.8
58.1
20.3
34.5
48.9
21.3
35.5
58.0
Volume /Cap:
0.85
0.43 0.18
0.43
0.85
0.42
0.85
0.69
0.25
0.69
0.85
0.12
Delay /Veh:
57.7
29.1 16.3
33.4
33.5
15.5
50.9
31.5
17.9
39.6
38.6
12.9
Delay Adj:
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
ProgAdjFctr:
1.00
0.85 0.85
1.00
0.85
0.85
1.00
0.85
0.85
1.00
0.85
0.85
Adj Del /Veh:
57.7
24.8 13.9
33.4
28.5
13.1
50.9
26.8
15.2
39.6
32.8
11.0
DesignQueue:
11
21 5
8
50
13
14
19
7
12
24
3
*************************************************
* *
* * * * * * * * * * * * *
* * * *
* * * * * * * * * * **
0 Traffix 7.5.1115 (c) 2001 Dowling Assoc. Licensed to HIGGINS ASSOC., GILROY
•
•
•
APPENDIX C
RAW PEAK HOUR TRAFFIC COUNTS
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A - --
! Gilroy, Ca. 95020
HWY 9 / OAK PLACE / OAK STREET
Grouts, Printed - Cars - Trucks - Buses
- File Name
:02-041-2
Site Code
: 00000002
Start Date
: 03/20/2002
Page No
: 1
08:00 AM
22
103
HWY 9
6
135
OAK PLACF
4
2
0
HWY 9
6
201
OAK STREET
0
226
18
5
From North
0
28
From East
08:15 AM
25
From South CI
2
13
From West yn
5
9
2
Rig
Thr
12
Ped
App.
Rig
Thr
47
Ped
App.
Rig
Thr
431
Ped
App.
Rig
Thr
3
Ped
App.
IM.
Start Time
ht
u
-1-6t
Left
s
Total
ht
u
14
s
Total
M
u
Left
s
Total
M
u
2
s
Total
Total
Factor
1.0
12
1.0
1 1.01
16
1.0
1.01
1.01
1.0
8
1.0
1 1.01
1.0
F 1.0
76
1.01
1.01
1.01
1.0
21
17
07:00 AM
7
30
4
2
43
1.
0
0
2
3
4
128
9
0
141
6
0 6 3
15
202
07:15 AM
11
47
0
3
61
3
1
1
1
6
4
171
19
0
194
6
3 5 3
17
278
07:30 AM
9
70
1
3
83
6
1
0
2
9
8
248
12
0
268
1
1 10 0
12
372
07:45 AM
16
131
4
0
151
3
2
4
0
9
10
228
21
0
259
11
2 4 0
171
436
Total
43
278
9
8
338
13
4
5
5
27
26
775
61
0
862
24
6 25 6
61
1 1288
08:00 AM
22
103
4
6
135
8
4
2
0
14
6
201
19
0
226
18
5
5
0
28
403
08:15 AM
25
87
2
13
127
5
9
2
1
17
12
188
14
0
214
47
11
15
0
73
431
08:30 AM
12
95
4
3
114
4
0
1
4
9
8
188
5
0
201
14
2
19
1
36
360
08:45 AM
17
70
5
2
94
4
4
3
1
12
9
177
16
0
202
9
7
8
0
24
332
Total
76
355
15
24
470
21
17
8
6
52
35
754
54
0
843
88
25
47
1
161'
1526
BREAK
02:15 PM
19
141
2
9
171
3
1
1
0
5
4
116
19
8
147
42
1
25
7
75
398
02:30 PM
13
139
3
0
155
7
1
3
0
11
4
119
9
0
132
13
3
14
0
30
328
02:45 PM
14
111
3
1
129
0
1
3
1
5
7
102
3
0
112
12
2
13
2
29
275
Total
46
391
8
10
455
10
3
7
1
21 1
15
337
31
8
391
67
6
52
9
134
1001
03:00 PM
12
139
3
0
154
8
1
3
1
13
8
97
9
0
114
10
1
11
4
26
307
03:15 PM
18
138
2
1
159
8
2
10
2
22
3
83
7
3
96
9
2
15
5
31
308
03:30 PM
14
152
5
3
174
4
0
8
3
15
2
114
7
0
123
20
0
20
1
41
353
03:45 PM
13
138
2
9
162
4
1
4
4
13
2
107
14
0
123
17
0
19
3
39
337
Total
57
567
12
13
649
24
4
25
10
63
15
401
37
3
456
56
3
65
13
137
1305
04:00 PM
23
180
1
0
204
2
2
6
2
12
3
100
6
1
110
15
4
12
1
32
358
04:15 PM
16
152
3
4
175
4
2
4
0
10
4
90
9
0
103
14
2
6
5
27
315
04:30 PM
16
179
4
7
206
1
0
5
1
7
0
94
13
0
107
4
2
10
5
21
341
04:45 PM
18
174
2
1
195
4
.2
6
1
13
2
102
12
0
116
10
0
5
1
16
340
Total
73
685
10
12
780
11
6
21
4
42
9
386
40
1
436
43
8
33
.12
96
1354
05:00 PM
14
182
3
1
200
1
1
3
1
6
5
82
8
0
95
13
1
10
1
25
326
05:15 PM
16
179
1
2
198
3
3
3
3
12
0
95
6
0
101
16
3
7
3
29
340
05:30 PM
17
175
1
3
196
5
3
0
3
11
4
88
7
0
99
16
4
4
0
24
330
05:45 PM
12
175
4
9
200
3
0
2
1
6
4
94
6
0
104
11
1
8
4
24
334
Total
59
711
9
15
794
12
7
8
8
35
13
359
27
0
399
56
9
29
8
102
1330
06:00 PM
18
173
5
3
199
2
2
4
0
8
3
73
11
0
87
9
0
11
2
22
316
Grand
372
316
68
85
3685
93
43
78
34
248
116
305
12
3474
343
57
262
51
713
8120
261
Apprch %
10.
85.
1.8
2.3
37.
17.
31.
13.
3
88
7.5
0.3
48.
8.0
36
7.2
1
8
5
3
5
7
.3
8
1
7
Total %
4.6
9
0.8
1.0
45.4
1.1
0.5
1.0
0.4
3.1
1.4
3.2
0.1
42.8
4.2
0.7
3.2
0.6
8.8
•
u. k�k(qv
•
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
: 02 -041 -2
Site Code
: 00000002
Start Date
: 03/20/2002
Page No
:2
HWY9
Out In Total
3399 3631 7030
28 38 66
13 16 29
3440 3685 7125
Right Thru Left Peds
L►
W (w CN � cc too fV O cc
w n o r- 2 North
_f0 n MM 6:00:00 PM WOOW N N-
� O1'O"at r oAOO�v7
aCl) "' �°'� Cars �fD �
n o rn Trucks coo o m
O O N Buses A p
0.
D_ NAO�w
T r
Left Thru Right Peds
3534 3432 6966
28 28 56
19 14 33
3581 3474 7055
Out In Total
HWY9
369
3117
68
77
3
27
0
8
0
16
0
0
372
3160
68
85
259
3046
115
12
2
26
0
0
0
13
1
0
261
3085
116
12
F'eaK dour t-rom U /:UU AM to W:UU AM - F'eaK 1 Of 1
HWY 9
OAK PLACE
HWY 9
OAK STREET
Intersectio
From North
From East
From South
From West
6.8
Rig
Thr
Ped
App.
Rig
Thr
10
Ped
App.
Rig
Thr
n
Ped
App.
Rig
Thr
Ped
App•
Int.
Start Time
Volume
72 391
Left
22
496
22
16
Left
3
49
Percent
14. 78.
Left
4.4
44•
32.
Left
6.1
5 8
ht
u
s
Total
ht
u
s
Total
ht
u
151
s
Total
ht
u
9
s
Total
Total
F'eaK dour t-rom U /:UU AM to W:UU AM - F'eaK 1 Of 1
865
66
0
967
Intersectio
3.7
6.8
0.0
07:30 AM
10
228
21
0
259
n
Volume
72 391
11
22
496
22
16
8
3
49
Percent
14. 78.
2.2
4.4
44•
32.
16.
6.1
5 8
9
7
3
07:45
16 131
4
0
151
3
2
4
0
9
Volume
Peak
Factor
High Int.
07:45 AM
08:15 AM
Volume
16 131
4
0
151
5
9
2
1
17
Peak
0.821
0.721
Factor
36
865
66
0
967
3.7
6.8
0.0
10
228
21
0
259
07:30 AM
8 248 12 0 268
0.902
77 19 34 o 130 1642
59. 14. 26• 0.0
2 6 2
11 2 4 0 17 436
1 0.942
08:15 AM
47 11 15 0 73
0.445
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
: 02 -041 -2
Site Code
:00000002
Start Date
: 03/20/2002
Paae No
:3
Peak Hour From 02:00 PM to 06:00 PM - Pe
Intersectio
HWY9
1
14 5
22
n
Out In Total
28. 10.
44.
18.
Volume
921 496 1417
11
16
715
Percent
72 391 11 22
1.5
2.2
03:30 PM
100
Right Thru Left Pods
1
4 0
8
04:00
L+
oN
F_
Volume
23 180
1
O
w
2
North
-{
c
F-
H -2 rn
w
High Int.
!2002 7:30:00 AM
a
Q
n
12002 8:15:00 AM
r
0
O 5
Oa
c
v
Cars
Trucla
m
-i
Factor
0.876
4, T r
-
Left Thru Right Peds
661 8651 361 0
476 967 1443
Out In Total
HWY9
Peak Hour From 02:00 PM to 06:00 PM - Pe
Intersectio
03:30 PM
1
14 5
22
n
50
28. 10.
44.
18.
Volume
66 622
11
16
715
Percent
9.2 87.
1.5
2.2
03:30 PM
100
6
1
4 0
8
04:00
15
Volume
23 180
1
0
204
Peak
Factor
High Int.
04:00 PM
Volume
23 180
1
0
204
Peak
Factor
0.876
rkIof1
411
36
1
14 5
22
9
50
28. 10.
44.
18.
4.3
0 0
0
0
2 2
6
2
12
03:30 PM
100
6
1
4 0
8
3
15
0.833
11
411
36
1
459
47.
89.
41.
2.4
4.3
7.8
0.2
3
100
6
1
110
03:30 PM
2 114 7 0 123
0.933
66
6
57
10
139
47.
41.
4.3
7.2
15
4
12
1
32
03:30 PM
20 0 20 1 41
0.848
1 1363
358
0.952
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
File Name
Gilroy, Ca. 95020
Site Code
Start Date
Page No
02 -041 -2
00000002
03/20/2002
4
HWY9
Out In Total
® 715 1 1 1197
651 6221 111 16
Right Thru Left Pods
0
t-�
� ��
J
T
�a
r
ro
North
w O>
It
r-
2 U
� —
/1002 3:30:00 PM
5
Y
m L
/1D02 4:15:00 PM
O
n
7 O
O
°
Cars
Trucks
N
--I
°
d
Buses
m
vm
ao —
4, T r
Left Thru Right Peds
36 411 111 1
710 459 1169
Out In Total
HZ 9
02 -041 -2
00000002
03/20/2002
4
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
HWY 9 / OAK PLACE / OAK STREET
Groups Printad- Trucks
File Name :02-041-2
Site Code : 00000002
Start Date : 03/20/2002
Page No : 1
08:00 AM
0
2
HWY 9
08:15 AM
3
OAK PLACE
0 0
08:30 AM
0
HWY 9
0 0
08:45 AM
OAK STREET
1
0 0
03:45 PM
0
From North
0 0
2
From East
1
0 1
From South
0
0
From West
0
0
0
Rig
Thr
0
Ped
App.
Rig
Thr
0
Ped
App.
Rig
Thr
3
Ped
App.
Rig
Thr
0
Ped
App.
Int.
Start Time
ht
u
0
s
Total
ht
u
Left
� s
Total
ht
u
Left
s
Total
ht
u
Left
0
Total
Total
Factor
1.0
1.0
1.0
1 1.0
1.0
0
1.0
1.01
1.01
1.01
0
1.0
1.0
1 1.01
1.01
0
1.01
1.0
1 1.0
1 1.0
0
0
07:00 AM
0
1
0
0
1
0
0 0 1
1
0
4
0
0
4
0
0 0 0
0
6
07:15 AM
0
1
0
0
1
0
0 0 0
0
0
0
0
0
0
0
0 0 0
0
1
07:30 AM
0
0
0
0
0
0
0 0 0
0
0
1
1
0
2
0
0 0 0
0
2
07:45 AM
0
4
0
0
4
0
0 0 0
0
0
5
0
0
5
0
0 0 0
0
9
Total
0
6
0
0
61
0
0 0 1
1
1 0
10
1
0
11
1 0
0 0 0
01
18
08:00 AM
0
2
0 0
08:15 AM
3
2
0 0
08:30 AM
0
1
0 0
08:45 AM
0
1
0 0
- BREAK
02:15 PM 0 2 0 0
02:30 PM 0 1 0 0
02:45 PM 0 3 0 0
I Total
0
6
0 0
03:00 PM
0
0
0 0
03:15 PM
0
0
0 0
03:30 PM
0
3
0 3
03:45 PM
0
1
0 0
2 0 0
0 0
5 0 0
0 0
1 0 0
0 3
1 0 0
0 1
9 0 0
0 4
2 0 0 0 0
1 0 0 0 0
3 0 0 0 1
61 0
0
0 1
0 0
0
0 1
0 0
0
0 2
6 0
0
0 3
1 0
0
0 1
0 0 0 0 0
0 0
2
1 0
3 0
4
0 0
1 0
1
0 0
4 0
7
1 0
0 0 2 0 0
0 0
1
0 0
1 0
0
0 0
1 0
3
0 0
1 0
2
0 0
2 0
0
0 0
3 0
1
0 0
1 0
2
0 0
0 0
0
0
0 0
2
3 0
0
1
0 1
9
4 0
0
0
0 0
8
1 0
0
0
0 0
3
8 0
0
1
0 1
22
2 0
0
0 2
1 0
0
0 0
0 0
0
1 0
31 0
0
1 2
2 0
0
0 2
0 0
0
0 1
1 0
0
0 0
2 0
0
0 3
2 6
0 2
1 5
31 13
2 5
1 3
0 10
3 7
Total
0
4
0
3
71
0
0
0
7
71
0
5
0
0
51
0
0
0
6
6
25
04:00 PM
0
2
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
0.
1
1
3
04:15 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
2
3
3
04:30 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
0
0
0
3
3
4
04:45 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
0
0
0
0
0
1
Total
0
2
0
0
2
0
0
0
2
2
0
0
0
0
0
1
0
0
6
7
11
05:00 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
0
0
0
1
1
2
05:15 PM
0
1
0
2
3
0
0
0
2
2
0
0
0
0
0
0
0
0
2
2
7
05:30 PM
0
1
0
2
3
0
0
0
3
3
0
1
0
0
1
0
1
0
0
1
8
05:45 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
Total
0
3
0
4
7
0
0
0
6
6
0
1
0
0
1
0
1
0
3
4
18
06:00 PM
0
0
0
1
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
Grand
Total
3
27
0
8
38
0
0
0
21
21
0
26
2
0
28
1
1
2
17
21
108
Apprch %
7.9
71.
0.0
21.
0.0
0.0
0.0
100
0.0
92'
7.1
0.0
4.8
4.8
9.5
81.
0
_
Total %
2.8
25.
0.0
7.4
35.2
0.0
0.0
0.0
19.
19.4
0.0
24.
1.9
0.0
25.9
0.9
0.9
1.9
15.
19.4
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
HWY 9 / OAK PLACE / OAK STREET
Groups Printed- Buses
File Name
:02-041-2
Site Code
: 00000002
Start Date
: 03/20/2002
Page No
: 1
04:00 PM_
0
1
HWY 9
04:15 PM
0
OAK PLACE
0 0
04:30 PM
0
HWY 9
0 0
04:45 PM
OAK STREET
2
0 0
Total .0
From North
0 0
"` BREAK "`
From East
I
From South
I
1
From West
05:30 PM
0
0
Rig
Thr
0
Ped
App.
Rig
Thr
0.0 0.0 0.0 0.0
Ped
App.
Rig
Thr
Ped
App.
Rig
Thr
Ped
App.
Int.
Start Time
ht
u
Left
s
Total
ht
u
Left
s
Total
ht
u
Left
s
Total
ht
u
Left
s
Total'
Total
Factor
1.01
1.01
1.01
1.0
1.01
1.0
.1.01
1.01
1.0
1 1.0
1 1.0
1 1.0
1.0
1 1.0
1 1.0 1
1.0
07:00 AM
0
0
0
0
0
0
0
0
0
0
0
2
0
0
2
0
0
0
0
0
2
07:15 AM
0
1
0
0
1
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
2
07:30 AM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
BREAK
-
Total
0
2
0
0
21
0
0
0
0
01
0
3
0
0
31
0
0
0
0
01
5
08:00 AM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
08:15 AM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
1
0
0
0
1
2
08:30 AM
0
1
0
0
1
0
0
0
0
0
0
1
0
0
1
1
0
0
0
1
3
"' BREAK
"'
Total
0
2
0
0
21
0
0
0
0
01
0
2
0
0
21
2
0
0
0
21
6
" BREAK '**
02:15 PM
0
2
0
0
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
02:30 PM
0
1
0
0
1
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
2
02:45 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
1
0
0
0
1
2
Total
0
4
0
0
4
0
0
0
0
0
0
1
0
0
1
1
0
0
0
1
6
03:00 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
03:15 PM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
1
03:30 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
03:45 PM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
0
0
0
0
0
1
04:00 PM_
0
1
0 0
04:15 PM
0
0
0 0
04:30 PM
0
1
0 0
04:45 PM
0
2
0 0
Total .0
4
0 0
"` BREAK "`
100 .0 0.0
0.0 0.0 0.0 0.0
05:15 PM
0
1
0 0
05:30 PM
0
0
0 0
05:45 PM
0
1
0 0
1 0
0
0 0
0 0
0
0 0
1 0
0
0 0
2 0
0
0 0
1 0 0 0 0
0 0 0 0 0
1 0 0 0 0
0 0
0
0 0
0 0
1
0 0
0 0
0
0 0
0 1
2
0 0
0 0 0 0 0
0 0 1 0 0
0 0 1 0 0
0 0
0
0 0
1 0
0
0 0
0 0
0
0 0
3 0
0
0 0
0 0 0 0 0
1 0 0 0 0
1 0 0 0 0
0 1
0 1
0 1
0 5
01 8
0 1
0 1
0 2
J�1
"' BREAK "'
Grand 0
16 0 0 16
0 0 0 0
0
1 13 0 0
14
3 0 0 0 3
33
Total
Apprch % 0.0
100 .0 0.0
0.0 0.0 0.0 0.0
7.1 9 0.0 0.0
100 0.0 0.0
.0
Total % 0.0
48. 0.0 0.0 48.5
0.0 0.0 0.0 0.0
0.0
3.0 3 . 0.0 0.0
42.4
9.1 0.0 0.0 0.0 9.1
0
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
HWY 9 / SHERIFF'S DWYS / CONTEMPO DWY
Groups Printed - Cars - Trucks - Buses
- File Name
:02-041-5
Site Code
: 00000005
Start Date
: 03/20/2002
Page No
: 1
08:00 AM
HWY 9
SHERIFF DEPT. DWY
HWY 9
DRIVEWAY
0
5
From North
From East
From South
From West
0
0
0
0
0
0
0
0
0
0
6
08:15 AM
0
0
Rig
0
0
Left
0
Rig
0
4
1
0
Left
0
2
0
0
1
0
1
7
08:30 AM
Rig
0
ht
0
1
ont
0
0
0
3
0
0
into
0
0
0
0
0
0
0
4
AftOR-45 AM
ht
0
inbo
0
2
0
0
ont
0
3
0
0
Dw
0
0
1
0
0
0
1
6
Total
into
0
Dw
0
3
Hw
0
0
0
16
1
Start Time
y
Thr
Left
Ped
App.
Rig
Thr
Left
Ped
App.
She
he
Thr
Y
Ped
App.
Y9
Thr
Hw
Ped
App.
Int.
fro
u
s
Total
ht
u
s
Total
0
u
3
s
Total
8
u
Y9
s
Total
Total
0
m
0
0
1
0
0
0
1
12
02:30 PM
rf f
0
fro
0
1
fro
0
fro
0
8
1
0
Hw
0
1
0
0
0
0
0
10 -
02:45 PM
Dw
0
m
0
0
m
0
m
0
6
0
0
Y9
0
0
0
0
0
0
0
6
Total
y.
0
Hw
0
4
Dw
0
Dw
0
22
1
0
0
0
1
1
0
0
0
1
28
03:00 PM
0
0
Y9
0
2
Y•
0
0
0
8
1
Factor
1.0
1 1.0 1
1.0
1.01
0
1.01
1.0
1.01
1.01
03:15 PM
1.01
1.01
1.01
1.01
0
1.01
1.01
1.0.1
1.0
6
1
07:00 AM 0 0 0 0 0
8 0 2 0 10
0 0 0 0 0
0 0 0 0 0
10
07:15 AM 0 0 2 0 2
6 0 1 0 7
2 0 0 0 2
0 0 0 0 0
11
07:30 AM 0 0 0 0 0
1 0 0 0 1
3 0 0 0 3
1 0 0 0 1
5
07:45 AM 1 0 0 0 1
4' 0 1 0 5
0 0 0 0 0
0 0 1 0 1
7
Total 1 0 2 0 31
19 0 4 0 231
5 0 0 0 5
1 0 1 0 2
33
08:00 AM
0
0
0
0
0
5
0
1
0
6
0
0
0
0
0
0
0
0
0
0
6
08:15 AM
0
0
0
0
0
4
0
0
0
4
1
0
1
0
2
0
0
1
0
1
7
08:30 AM
0
0
1
0
1
3
0
0
0
3
0
0
0
0
0
0
0
0
0
0
4
AftOR-45 AM
2
0
0
0
2
3
0
0
0
3
0
0
0
0
0
1
0
0
0
1
6
Total
2
0
1
0
3
15
0
1
0
16
1
0
1
0
2
1
0
1
0
2
23
"' BREAK
"'
02:15 PM
0
0
3
0
3
8
0
0
0
8
0
0
0
0
0
1
0
0
0
1
12
02:30 PM
0
0
1
0
1
8
0
0
0
8
1
0
0
0
1
0
0
0
0
0
10 -
02:45 PM
0
0
0
0
0
5
0
1
0
6
0
0
0
0
0
0
0
0
0
0
6
Total
0
0
4
0
4
21
0
1
0
22
1
0
0
0
1
1
0
0
0
1
28
03:00 PM
0
0
2
0
2
8
0
0
0
8
1
0
0
0
1
0
0
0
0
0
11
03:15 PM
0
0
0
0
0
6
0
0
0
6
1
0
0
0
1
0
0
0
0
0
7
03:30 PM
.0
0
1
0
1
4
0
0
-0
4
0
0
0
0
0
0
0
0
0
0
5
03:45 PM
0
0
0
0
0
5
0
0
0
5
2
0
0
0
2
0
0
0
0
0
7
Total
0
0
3
0
3
23
0
0
0
23
4
0
0
0
4
0
0
0
0
0
30
04:00 PM
0
0
1
0
1
4
0
0
0
4
1
0
0
0
1
0
0
0
0
0
6
04:15 PM
0
0
1
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
04:30 PM
0
0
1
0
1
1
0
0
0
1
0
0
0
0
0
0
0
0
0
0
2
04:45 PM
0
0
0
0
0
1
0
0
0
1
0
0
0
0
0
0
0
0
0
0
1
Total
0
0
3
0
3
6
0
0
0
6
1
0
0
0
1
0
0
0
0
0
10
05:00 PM
0
0
0
0
0
1
0
1
0
2
0
0
0
0
0
0
0
2
0
2
4
05:15 PM
0
0
0
0
0
2
0
0
0
2
2
0
0
0
2
0
0
1
0
1
5
05:30 PM
0
0
2
0
2
3
0
1
0
4
1
0
0
0
1
0
0
2
0
2
9
05:45 PM
0
0
0
0
0
0
0
0
0
0
1
1
0
0
2
0
0
0
0
0
2
Total
0
0
2
0
2
6
0
2
0
8
4
1
0
0
5
0
0
5
0
5
20
06:00 PM
0
0
0
0
0
2
0
0
0
2
0
0
0
0
0
0
0
0
0
0
2
Grand
Total
3
0
15
0
18
92
0
8
0
100
16
1
1
0
18
3
0
7
0
10
146 - -.
Apprch %
16.
0.0
83.
0.0
92.
0.0
8.0
0.0
88.
5.6
5.6
0.0
30.
0.0
70
0.0
7
3
0
9
0
0
Total %
2.1
0.0
10.
12.3
63..
0.0
5.5
0.0
68.5
11.
0.7
0.7
0.0
12.3
2.1
0.0
4.8
0.0
6.8
0.0
•
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
HwY9
Site Code
N�000
r-00
r` L
100
18
118
}
o000
2
Q 0 0 0 0
0
L
C �
18
F-
>
cnooco�`
6 0
0000
0000
J Ol�
O O
Volume
y
2
�
aC
0
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
3 0 15 0
0 0 0 0
0 0 0 0
31 01 15 0
t.en i nru Len reas
Dwy m9 L'
T
!2002 7:00:00 AM
O/2002 6:00:00 PM
Cans
Trucks
Buses
Right I Right
Dwfr from HS�a Sheriff DrgAds
1 1 16 0
0 0 0 0
0 0 0 0
11 1 16 0
11 18 [129 0 0 0 0 1 18
Out In Total
HWY9
File Name
HwY9
Site Code
Out
In
Total
100
18
118
0
0
0
0
0
0
100
18
118
0�
_
rr
6 0
3 0 15 0
0 0 0 0
0 0 0 0
31 01 15 0
t.en i nru Len reas
Dwy m9 L'
T
!2002 7:00:00 AM
O/2002 6:00:00 PM
Cans
Trucks
Buses
Right I Right
Dwfr from HS�a Sheriff DrgAds
1 1 16 0
0 0 0 0
0 0 0 0
11 1 16 0
11 18 [129 0 0 0 0 1 18
Out In Total
HWY9
File Name
:02-041-5
Site Code
: 00000005
Start Date
: 03/20/2002
Paqe No
: 2
a.
reaK P10Ur rrOM U/ :W AM W Lrd:UIJ AM - F'ei
HWY 9
From North
SHERIFF DEPT. DWY
From East
HWY 9
From South
DRIVEWAY
From West
n
0
a.
on`°i
Volume
1 0
S
rr
00
Percent
333. 0.0
66.
0.0
0
0�
_
rr
6 0
0000
0
7
O O
Volume
0 0
2
�
0
O
0
�oo�p1
Factor
00
High Int.
reaK P10Ur rrOM U/ :W AM W Lrd:UIJ AM - F'ei
HWY 9
From North
SHERIFF DEPT. DWY
From East
HWY 9
From South
DRIVEWAY
From West
n
0
23
82.
Volume
1 0
2
0 3
Percent
333. 0.0
66.
0.0
0
0 2
6 0
07:15
0
7
Rig
Volume
0 0
2
0 2
Left
0
10
Factor
High Int.
07:15 AM
Rig
0 0
2
Left
ht
Rig
ht
ont
into
ht
into
0
ont
Dw
Dw
Hw
0
y
Thr
Ped
A pp.
Rig
Thr
Ped
App.
Thr
Ped
App.
Thr
Hw
Ped
App.
IM.
Start Time
Left
Left
She he
y
Y9
frro
u
s
Total
ht
u
s
Total
u
s
Total
u
s
Total
.Total
riff
Dw
fro
m
fro
m
fro
Hw
Y.
Hw
Dw
m
Y9
Dw
Y9
Y.
reaK P10Ur rrOM U/ :W AM W Lrd:UIJ AM - F'ei
Intersectio
07:00 AM
0 5
19 0
n
0
23
82.
Volume
1 0
2
0 3
Percent
333. 0.0
66.
0.0
0
0 2
6 0
07:15
0
7
07:00 AM
Volume
0 0
2
0 2
Peak
0
10
Factor
High Int.
07:15 AM
Volume
0 0
2
0 2
iK l Or 1
0
0
0 5
19 0
4
0
23
82.
17.
0.0
0.0
0.0
0 0
0.0
0
2
0
0 2
6 0
1
0
7
07:00 AM
1 0
8 0
2
0
10
5
0
0
0 5
100
0 0.0
50.
0.0
0.0
0.0
0.0
.0
0 0
0
0
2
0
0
0 2
07:30 AM
3 0 0 0 3
1 0
1
0
2
33
0 0.0
50.
0.0
0 0
0
0
0 11
0.750
07:30 AM
1 0
0
0
1
Peak
Factor
0.375 0.575 I 0.417
6 -
°'
0
Q N F
F-
r
> d
D J c�
0� oh
v o
a�
0
Peak Hour From 02:00 PM to 06:00 PM - Pe
Intersectio
02:15 PM
Fht
Right
I Rig
n
0
0 51 0
3.3
0.0
Volume
0 0
6
0
6
Percent
0.0 0.0
1000
0.0
02:15 PM
0
0
1
8 0
0
02:15
0 0
3
0
3
Volume
0
1
Peak
0.250
Factor
High Int.
02:15 PM
Volume
0 0
3
0
3
Peak
Factor
0'
•
HWY s—
Out In Total
® 3
1 0 2 0
Left Thru Left Pods
Dwy from H19 �
North
0!2002 7:00:00 AM
!2D02 7:45:00 AM
Cars
Trucks
Buses
ik1of1
0
0
Fht
Right
I Rig
Dwy from HW402D Sheriff DAWs
0
0 51 0
3.3
0.0
0
5 10
Out
In Total
0
I
HWY9
ik1of1
0
0
2
29 0
1
0
30
96. 0.0
3.3
0.0
—
7
0
0
0
I
8 0
0
0
8
02:15 PM
0
0
1
8 0
0
0
8
1 0
0.938
2 0
0
0
2
100 0.0
0.0
0.0
0.0
.0
.0
0 0
0
0
0
I
02:30 PM
0
1
12
1 0
0
0
1
0.813
02:15 PM
0.500
g
o
rr
V
~2 _
rr
0
N
� W
a od
COo
1 0
0
0
1
39
100 0.0
0.0
0.0
.0
1 0
0
0
1
12
0.813
02:15 PM
1 0
0
0
1
0.250
•
•
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
Site Code
Start Date
Page No
HWY9
Out In Total
Left Thru Left Pods
into Dwy from '19 L+
E
TQ
I t0 - rr
F- ca
a c ° hlorth —2 °
215:00 PM —
w rT
M= 3:00:00 PM o
�
o
O � Cars �
° o Trucks
� o
o c Buses ° m —
0
Right Z Right
into Dmy from HQAft Sheriff s
0 0
21 0
2
Out In Total
HZ 9
:02-041-5
:00000005
: 03/20/2002
:4
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
HWY 9 / SHERIFF'S DWYS / CONTEMPO DWY
(4m im Printae- TrurJs
File Name
:02-041-5
Site Code
: 00000005
Start Date
: 03/20/2002
Page No
: 1
Grand 0 0 0 0
Total
Apprch % 0.0 0.0 0.0 0.0
Total %
•
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
HWY 9
From North
SHERIFF DEPT. DWY
From East
HWY 9
From South
DRIVEWAY
From West
Rig
Left
Rig
Left
ht
Rig
ht
ont
into
ht
into
0
ont
Dw
into
Dw
Hw
H
0
y
Thr
Ped
App.
Rig
Thr
Ped
App.
Thr
Ped
App.
Thr
Hw
Ped
App.
Int.
Start Time
fro
u
Left
s
Total
ht
u
Left
s
Total
he
She
u
y
y
s
Total
y 9
u
Y9
s
Total
Total
�
fro
fro
m
Dw
m
m
fro
Y9
y.
Hw
Dw
Dw
Y9
Y.
Factor
1.0
1.0 1
.0
1 1.0
1
1.01
1.0
1.0
1 1.0
1.0
1 1.01
1.01
1.01
1 1.0
1.0 1
1.0
1.0
Grand 0 0 0 0
Total
Apprch % 0.0 0.0 0.0 0.0
Total %
•
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
Higgins Associates
HWY 9
From North
SHERIFF DEPT. DWY
From East
Civil and Traffic Engineers
DRIVEWAY
From West
1335 First St. Suite A
File Name
:02-041-5
Gilroy, Ca. 95020
Site Code
: 00000005
Start Date
: 03/20/2002
Page No
: 1
HWY 9 / SHERIFF'S DWYS / CONTEMPO DWY
Groups Printed- Buses
IJKLAK
Grand 0 0 0 0
Total
Apprch % 0.0 0.0 0.0 0.0
Total %
•
•
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
C]tM
HWY 9
From North
SHERIFF DEPT. DWY
From East
HWY 9
From South
DRIVEWAY
From West
Rig
Rig
Left
Left
ht
Ord
into
ht
ht
into
0
oht
Dw
into
Dw
Hw
0
y
Thr
Ped
App.
Rig
Thr
Ped
App
Thr
Ped
App.
Thr
Hw
Ped
App.
Int.
Start Time
fro
u
Left
s
Total
ht
u
Left
s
Total
She
u
y
s
Total
Y9
u
Y9
s
Total
Total
riff
fro
fro
M
Dw
m
m
fro
H 9
Hw
Dw
y.
Dw
_
Y9
y.
Factor
1.0
1.0
1.01
1.01
1 1.0
1 1.0
1 1.0 1
1.0
1
1 1.01
1.01
1.01
1.01
1 1.01
1.0
1.0
1.0
IJKLAK
Grand 0 0 0 0
Total
Apprch % 0.0 0.0 0.0 0.0
Total %
•
•
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
C]tM
PARK PLACE % OAK PLACE
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A.
Gilroy, Ca. 95020
[;mune Printwd_ rare - TntAm _ Ruestc
- File Name
:02-041-3
Site Code
: 00000003
Start Date
: 03/20/2002
Page No
: 1
08:00 AM
4
PARK PLACE
1
0
OAK PLACE
0
7
PARK PLACE
0
7
OAK PLACE
0
0
0
0
From North
4
10
From East
14
26
From South
8
0
From West
0
9
Start Time
Rig
Thr
Left
Ped
I App.
Rig
Thr
Left
Ped
I App.
Rig
I Thr
Left
I
Ped
App.
Rig
Thr
Left
Ped
App.
Int.
1
ht li
u
0
s
I Total
ht
u
0
s
Total
ht
u
0
s
Total
ht
u
0
s
Total
Total
Factor
1.01
1.01
1.01
1.01
0
1.0
1 1.0
1 1.0 1
1.0
1
1.01
1.01
1.01
1.01
.29
1.0
1 1.0 1
1.0
1 1.0
0
28
07:00 AM
1
0
2
0
3
0
1
0
0
1
0
0
0
0
0
0
2
5
0
0
21
07:15 AM
5
0
0
0
5
0
0
0
0
0
0
0
0
0
0
0
3
4
0
7
12
07:30 AM
3
0
0
0
3
2
2
0
0
4
0
0
0
0
0
0
2
8
0
10
17
07:45 AM
3
0
1
0
41
0
4
0
0
41
0
0
0
0
01
0
7
8
0
151
23
Total
12
0
3
0
151
2
7
0
0
91
0
0
0
0
01
0
14
25
0
391
63
08:00 AM
4
0
1
0
5
0
7
0
0
7
0
0
0
0
0
0
4
10
0
14
26
08:15 AM
8
0
1
0
9
2
9
0
0
11
0
0
0
0
0
0
6
16
0
22
42
08:30 AM
1
0
1
0
2
1
1
0
0
2
0
0
0
0
0
0
1
8
0
9
13
08:45 AM
10
0
2
0
12
1
1
0
0
2
0
0
0
0
0
0
3
12
0
15
.29
Total
23
0
5
0
28
4
18
0
0
22
0
0
0
0
0
0
14
46
0
60
110
- BREAK
17
0
4
0
21
3
7
0
0
10
0
0
0
0
0
0
20
9
0
29
60
02:15 PM
5
0
1
0
6
0
0
0
0
0
0
0
1
0
1
1
2
2
0
5
12
02:30 PM
7
0
1
0
8
1
4
0
0
5
0
0
0
0
0
0
6
2
0
8
21
02:45 PM
4
0
1
0
5
0
3
0
0
3
0
0
0
0
0
0
7
4
0
11
19
Total
16
0
3
0
19
1
7
0
0
8
0
0
1
0
1
1
15
8
0
24
52
03:00 PM
2
0
1
0
3
1
3
0
0
4
0
0
0
0
0
0
2
10
0
12
19
03:15 PM
16
0
1
0
17
0
1
0
0
1
0
0
0
0
0
0
6
4
0
10
28
03:30 PM
9
0
1
0
10
2
8
0
0
10
0
0
0
0
0
0
4
1
0
5
25
03:45 PM
5
0
1
0
6
1
0
0
0
1
0
0
0
0
0
0
5
1
0
6
13
Total
32
0
4
0
36
4
12
0
0
16
0
0
0
0
0
0
17
16
0
33
85
04:00 PM
4
0
1
0
5.
0
4
0
0
4
0
0
0
0
0
0
2
5
0
7
16
04:15 PM
4
0
1
0
5
1
4
0
0
5
0
0
0
0
0
0
7
4
0
11
21
04:30 PM
7
0
2
0
9
0
0
0
0
0
0
0
0
0
0
0
4
2
0
6
15
04:45 PM
9.
0
1
0
l0
1
2
0
0
3
0
0
0
0
0
0
2
4
0
6
19
Total
24
0
5
0
29
2
10
0
'0
12
0
0
0
0
0
0
15
15
0
30
71
05:00 PM
4
0
0
0
4
2
1
0
0
3
0
0
0
0
0
0
5
1
0
6
13
05:15 PM
5
0
2
0
7
1
3
0
0
4
0
0
0
0
0
0
5
2
0
7
18
05:30 PM
5
0
1
0
6
0
1
0
0
1
0
0
0
0
0
0
3
2
0
5
12
05:45 PM
3
0
1
0
4
0
2
0
0
2
0
0
0
0
0
0
7
4
0
11
17
Total
17
0
4
0
21
3
7
0
0
10
0
0
0
0
0
0
20
9
0
29
60
Grand
Total
124
0
24
0
148
16
61
0
0
77
0
0
1
0
1
1
95
119
0
215
441
Apprch %
83
8
0.0
16
2
0.0
20.
79.
0.0
0.0
0.0
0.0
100
0.0
0.5
44.
55.
0.0
8
2
0
2
3
Total %
28.
0.0
5.4
0.0
33.6
3.6
1 .
0.0
0.0
17.5
0.0
0.0
0.2
0.0
0.2
0.2
21.
0.0
48.8
Vj
•
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
: 02 -041 -3
Site Code
: 00000003
Start Date
: 03/20/2002
Page No
:2
PARK PLACE
Out In Total
135 147 282
0 1 1
0 0 0
135 148 283
Right Thru Left Peds
+j 1 L+
o. o� rnoo(
=rnoorn 0
to o o to
North o o so
U o o n o °f t —► 0!2002 7:00:00 AM +—= m rn
15.s r n ~ 0!2002 5:45:00 PM 2 ° o
a
� voov
O 0,D1 i ��
) Trucks 0 0 0 0
p °D °r o 0 0 o y Buses �
°y 2 m cp m
d H0000 Of0001—
T r
Left Thru Right Pods
1 0 0 0
0 0 0 0
0 0 0 0
1 0 0 0
1 1 2
0 0 0
0 0 0
1 1 2
Out In Total
PAR PLACE
123
0
24
0
1
0
0
0
0
0
0
0
124
0
24
0
Peak Flour From 07:00 AM m 09:00 Ann - Peak
i of i
PARK PLACE
OAK PLACE
PARK PLACE
OAK PLACE
From North
From East
From South
From West
Intersectio
Rig
Thr
Ped
App.
Rig
Thr
Ped
App •
Rig
Thr
Ped
App.
Rig
Thr
Ped
App.
Int.
Start Time
Left
Left
Left
Volume
23 0
5
Left
28
4 18
0
0
22
ht
u
0
s
Total
ht
u
0
s
Total
ht
u
17
s
Total
ht
u
0.0
s
Total
Total
Peak Flour From 07:00 AM m 09:00 Ann - Peak
i of i
Intersectio
08:00 AM
n
Volume
23 0
5
0
28
4 18
0
0
22
0
0
0
0 0
0
14
46
0
60
110
Percent
82
0.0
17
0.0
18. 81.
0.0
0.0
0.0
0.0
0.0
0.0
0.0
23.
76.
0.0
1
9
2 8
3
7
flume
Volume
8 0
1
0
9
2 9
0
0
11
0
0
0
0 0
0
6
16
0
22
42
Peak
0.655
Factor
I
High Int.
08:45 AM
08:15 AM
6:45:00 AM
08:15
AM
Volume
10 0
2
0
12
2 9
0
0
11I
0
0
0
0 0
0
6
16
0
22
Peak
0.583
0.500
0.682
Factor
•
Higgins Associates
Civil and Traffic Engineers.
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
:02-041-3
Site Code
: 00000003
Start Date
: 03/20/2002
Page No
:3
PARK PLAC
Out In Total
f 78
® 28
23 • 0 5 0
Right Thru Left Peds
L+
w 72 0 NoRh
U c a — _ 312OM02 8:00:00 AM
Y °
3120/2002 8:45:00 AM r N
o 7. _
0
0 ° Trucks
d Buses
0
+-, T r
Left Thru Right Peds
0 0
01 0
0 0 0
Out In Total
PARK PLACE
Peak Hour From 02:00 PM to 05:45 PM - Pe
Intersectio
02:45 PM
18
16. 83.
0.0
n
0.0
7 3
0
0
Volume
31 - 0
4
0
35
03:30 PM
88.
14
2 8
Percent
0.0
0.0
0
6
03:15
0.450
10
28
Volume
16 0
1
0
17
Peak
Factor
High Int.
03:15 PM
Volume
16 0
1
0
17
Peak
Factor
0.515
ik 1 of 1
3 15
0
0
18
16. 83.
0.0
0.0
0.0
7 3
0
0
0 0
0 1
0
0
1
03:30 PM
2 8
0
0
10
0
6
4
0.450
0
0
0
0 0
0.0
0.0
0.0.
0.0
0
0
0
0 0
0 0 0 0 0
0
19
19
0
38
91
50.
0.0
0
0.0
0
6
4
0
10
28
03:00 PM
0 2 10 0 12
0.792
10.813
•
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
Site Code
Start Date
Page No
PARK PLACE
Out In Total
® 351L 57 -
31 0 4 0 -
ht Thru Left Peds
1 I`-►
O
J I
w ° North i O
C CO ~2 cn
(L 3120/2DO2 245:00 PM
Y ° L 0/1002 3:30:00 PM r m
i x
O ° Cars
O r ° �0
a � Buses
n
°
I
Left Thru Right Peds
0 0
01 0
0 0 DO
Out In Total
PARK PLACE
: 02 -041 -3
:00000003
: 03/20/2002.-
:4
PARK PLACE / OAK PLACE
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. -95020
r%miirm Printwd_ TnirLm
File Name
: 02 -041 -3
Site Code
: 00000003
Start Date
: 03/20/2002
Page No
: 1
- "" tJKtAK " --
02:15 PM 1 0 0 0 11 0 0 0 0 01 0 0 0 0 01 0 0 0 0 01 1
- BREAK -
Total 1 0 0 0 1 1 0 0 0 0 01 0 0 0 0 01 0 0 0 0 01 1
BREAK -
Grand 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total
Apprch % 100 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
Total % 1000 0.0 0.0 0.0 100.0 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
PARK PLACE
OAK PLACE
PARK PLACE
OAK PLACE
From North
From East
From South
From West
Rig
I Thr
Ped
App.
Rig
. Thr
Ped
App.
Rig
Thr
Ped
App.
Rig
Thr
Ped
App.
Int.
Start Time
ht
u
Left
s
Total
M
u
s
Total
M
u
s
Total
M
u
left
s
Total
Total
Factor
1.0
f 1.0
1.0
1.0
1.0
1.0
1.0
1.0
1 1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
- "" tJKtAK " --
02:15 PM 1 0 0 0 11 0 0 0 0 01 0 0 0 0 01 0 0 0 0 01 1
- BREAK -
Total 1 0 0 0 1 1 0 0 0 0 01 0 0 0 0 01 0 0 0 0 01 1
BREAK -
Grand 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total
Apprch % 100 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
Total % 1000 0.0 0.0 0.0 100.0 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
PARK PLACE / OAK PLACE
Higgins Associates -
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
Mrnuna PrinFad- Rim m
File Name
:02-041-3
Site Code
: 00000003
Start Date
: 03/20/2002
Page No
: 1
--- t3KE AK ---
Grand 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total
Apprch % 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
Total %
•
•
PARK PLACE
OAK PLACE
PARK PLACE
OAK PLACE
From North
From East
From South
From West
Rig
Thr
Ped
App.
Rig
Thr
Ped
App.
Rig
Thr
Ped
App.
Rig
Thr
Ped
App.
Int.
Start Time
ht
u
Left
s
Total
ht
u
Left
s
Total
ht
u
Left
s
Total
ht
u
Left
s
Total
-Total
Factor
1.0
1.0
1.0
1.0
1.0
1.0
1..0
1.0
1.0
1 1.0
1 1.0
1 1.0
1
1 1.0
1 1.0
1 1.0
1 1.01
1
--- t3KE AK ---
Grand 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total
Apprch % 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
Total %
•
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A. _ -
Gilroy, Ca. 95020
FIRE DEPT. / POST OFFICE DWYS / SARATOGA AVENUE
raay,os Printad_ r-ars _ Tmnlm _ Rusaa
File Name
:02-041-4
Site Code
: 00000004
Start Date
: 03/20/2002
Page No
: 1
11
08:00 AM
SARATOGA AVE.
0
FIRE DEPTJ POST OFFICE DWYS
0
SARATOGA AVE.
4
0
1
0
5
From East
0
0
From South
6
12
From West
0
0
Start Time
Right
Thru
Left
Peds
2
Right
Thru
Left
Peds
gyp'
Right
Thru
Left
Peds
'gyp
Int.
0
2
0
2
11
Total
1
0
12
5
Total
0
0
5
19
Total
Total
Factor
1.0
1.01
1.01
1.01
8
1.01
1.01
1.01
1.01
9
1.0
1.01
1.0
1.0
22
07:00 AM
0
0
4 0
4
1
0
0 0
1
8
0
0 0
8.
13
07:15 AM
0
0
2 0
2
2
0
1 0
3
8
0
0 0
8
13
07:30 AM
0
0
3 0
3
1
0
1 0
2
2
0
0 0
2
7
07:45 AM
0
0
2 0
2
2
0
0 0
2
6
0
0 0
6
10
Total
0
0
11 0
11
1 6
0
2 0
8
24
0
0 0
24
43
11
08:00 AM
0
0
1
0
1
4
0
1
0
5
6
0
0
0
6
12
08:15 AM
0
0
7
0
7
3
0
2
0
5
4
0
0
0
4
16
08:30 AM
0
0
2
0
2
11
0
1
0
12
5
0
0
0
5
19
08:45 AM
0
0
4
0
4
8
0
1
0
9
9
0
0
0
9
22
Total
0
0
14
0
14
26
0
5
0
31
24
0
0
0
24
69
-
BREAK
02:15 PM
0
0
3
0
3
3
0
1
0
4
4
0
0
0
4
11
02:30 PM
0
0
3
0
3
5
0
1
0
6
12
0
0
0
12
21
02:45 PM
0
0
6
0
6
7
0
1
0
8
8
0
0
0
8
22
Total
0
0
12
0
12
15
0
3
0
18
24
0
0
0
24
54
03:00 PM
0
0
1
0
1
6
0
1
0
7
10
0
0
0
10
18
03:15 PM
0
0
3
0
3
6
0
0
0
6
9
0
0
0
9
18
03:30 PM
0
0
1
0
1
5
0
0
0
5
11
0
0
0
11
17
03:45 PM
0
0
0
0
01
3
0
1
0
4
7
0
0
0
7
11
Total
0
0
5
0
51
20
0
2
0
22
37
0
0
0
37
64
04:00 PM
0
0
3
0
3
6
0
1
0
7
5
0
0
0
5
15
04:15 PM
0
0
2
0
2
2
0
0
0
2
6
0
0
0
6
10
04:30 PM
0
0
3
0
3
4
0
1
0
5
4
0
0
0
4
12
-
BREAK '**
Total
0
0
8
0
81
12
0
2
0
141
15
0
0
0_
151
37
05:00 PM
0
0
0
0
0
3
0
0
0
3
7
0
0
0
7
10
05:15 PM
0
0
1
0
1
4
0
0
0
4
3
0
0
0
3
8
05:30 PM
0
0
1
0
1
4
0
0
0
4
2
0
0
0
2
7
05:45 PM
0
0
2
0
2
2
0
1
0
3
3
0
0
0
3
8
Total
0
0
4
0
4
13
0
1
0
14
15
0
0
0
15
33
Grand Total
0
0
54
0
54
92
0
15
0
107
139
0
0
0
139
300
Apprch %
0.0
0.0
100.0
0.0
86.0
0.0
14.0
0.0
100.0
0.0
0.0
0.0
Total %
0.0
0.0
18.0
0.0
18.0
30.7
0.0
5.0
0.0
35.7
46.3
0.0
0.0
0.0
46.3
11
•
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
North
012002 7:00:00 AM
O/ZD02 5:45:00 PM
Cars
Trucla
Buses
11-1 f+
Left Riaht Peds
15 92 0
0 0 0
0 0 0
15 92 0
10 93 107 300
0 0
0 0
107 300
Out In Total
ZE DEPTJ POST OFRQE DW
File Name
:02-041-4
Site Code
Ui
Start Date
2
¢
:2
From West
rnoorn
¢ C� c�
rn000,r
A A
Thru
0 o
O O
APP'
.9
oo00a
of
0 0 0 0
f ��ooin
�
Right
a
o
Peds
APP •
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
North
012002 7:00:00 AM
O/ZD02 5:45:00 PM
Cars
Trucla
Buses
11-1 f+
Left Riaht Peds
15 92 0
0 0 0
0 0 0
15 92 0
10 93 107 300
0 0
0 0
107 300
Out In Total
ZE DEPTJ POST OFRQE DW
File Name
:02-041-4
Site Code
: 00000004
Start Date
: 03/20/2002
Pace No
:2
F,eaK Hour t-rOM U 1:UU AM to W:UU AM - F'eaK 1 OT 1
SARATOGA AVE.
0
SARATOGA AVE.
31
NOON
20000
From South
From West
a a
—(D r-
,;
A A
Thru
0 o
O O
APP'
.9
Thru
CL
0,
0 0 0 0
�.
O
�OOOAi�
Right
F,eaK Hour t-rOM U 1:UU AM to W:UU AM - F'eaK 1 OT 1
SARATOGA AVE.
FIRE DEPT) POST OFFICE DWYS
SARATOGA AVE.
31
24
From East
From South
From West
14
Start Time
Right
Thru
Left
Peds
APP'
Right
Thru
Left
Peds
APP'
Right
Thru
Left
I
Peds
APP •
Int.
9
0
0
0
High Int.
Total
Volume
Total
0
7.
0 7
Peak Factor
Total
Total
F,eaK Hour t-rOM U 1:UU AM to W:UU AM - F'eaK 1 OT 1
Intersection
08:00 AM
0
31
24
Volume
0
0
14
0 14
Percent
0.0
0.0
100.0
0.0
08:45
0
0
4
0 4
Volume
8
0
1
0
Peak Factor
9
0
0
0
High Int.
08:15 AM
Volume
0
0
7.
0 7
Peak Factor
0.784
08:30 AM
0.500
•
26
0
5
0
31
24
0
0
0
24
69
83.9
0.0
16.1
0.0
100.0
0.0
0.0
0.0
8
0
1
0
9
9
0
0
0
9
22
0.784
08:30 AM
08:45 AM
11
0
1
0
12
9
0
0
0
9
0.646
0.667
•
0
Higgins Associates
Civil and Traffic Engineers.
1335 First St. Suite A
Gilroy, Ca. 95020
File Name :02-041-4
Site Code : 00000004
Start Date : 03/20/2002
Paae No :3
°2 cn
North —2
o
Q �c�i v.-
12002 8:00:00 AM G7
/7002 8:45:00 AM a a
'U
v Cars ? 1.
O a Trucks "' ° Ao N
Buses
Left R' ht Pods
5 26 0
® 3t
Out In Total
FIRE DEPT] POST OFFICE DWYS
Peak Hour From 02:00 PM to 05:45 PM - Peak 1 of 1
Intersection
02:30 PM
0
27
88.9
Volume
0
0
13
0 13
Percent
0:0
0.0
100.0
0.0
02:45
0
0
6
0 6
Volume
1
0
8
Peak Factor
0.844
High Int.
02:45 PM
Volume
0
0
6
0 6
Peak Factor
0.542
U�
24
0
3
0
27
88.9
0.0
11.1
0.0
7
0
1
0
8
02:45 PM
7
0
1
0
8
0.844
39 0 0 0 39
100.0 0.0 0.0 0.0
8 0 0 0 8
02:30 PM
12 0 0 0 12
0.813
79
22
0.898
•
•
r]
L
Higgins Associates .
Civil and Traffic Engineers
1335 First St. Suite A
File Name
Gilroy, Ca. 95020
Site Code
Start Date
Page No
N s
1
2 I -, a
¢ F —1 North �2
0
0)
— M 8002 2:30:00 PM (D ET
�-- E /2002 3:15:00 PM w w
<O� a �� m o 0
Buses
r
Left Ri ht Peds
3 24 0
52 27 79
Out In Total
FIRE DEPT./ POST OFFlCE DWYS
:02 -041 -4
:00000004
: 03/20/2002
:4
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
FIRE DEPT. / POST OFFICE DWYS / SARATOGA AVENUE
Groups Prinked- Trucks
File Name
: 02 -041 -4
Site Code
: 00000004
Start Date
: 03/20/2002
Page No
: 1
bKtAK " ""
Grand Total 0 0 0 0
Apprch % 0.0 0.0 0.0 0.0
Total %
l�J
u
01 0.0 0 0 0 0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0 0
SARATOGA AVE.
FIRE DEPT) POST OFFICE DWYS
SARATOGA AVE.
From East
From South
From West
Start Time
Right
Thru
Left
Peds
App.
Right
Thru
Left
Peds
App
Right
Thru
Left
Peds
App.
Ina.
Total
Total
Total
Total
Total
Total
Factor
1.01
1.01
1.01
1.01
1.0
1.01
1.01
1.01
1
1.01
1.01
1.01
1.0
bKtAK " ""
Grand Total 0 0 0 0
Apprch % 0.0 0.0 0.0 0.0
Total %
l�J
u
01 0.0 0 0 0 0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0 0
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
FIRE DEPT. / POST OFFICE DWYS / SARATOGA AVENUE
C:murx Printad- Rimpm
File Name
:02-041-4
Site Code
: 00000004
Start Date
: 03/20/2002
Page No
: 1
... bKtAK ---
Grand Total 0 0 0 0
Apprch % 0.0 0.0 0.0 0.0
Total %
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
3�
SARATOGA AVE.
From East
FIR_ E DEPT) POST OFFICE DWYS
From South
SARATOGA AVE.
From West
Start Time
Right
Thru
Left
I Peds
APp'
Total
Right
Thru
Left
Peds
APP'
Total
Right
Thru
Left
Peds
TotaAPpl
l
Int.
' Total
Factor
1.01
1.0
1.01
1.01
1.01
1.01
1.01
1
1.01
1.01
1.01
1.01
1
... bKtAK ---
Grand Total 0 0 0 0
Apprch % 0.0 0.0 0.0 0.0
Total %
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
3�
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
PARK PLACE-7 SARATOGA AVENUE
t'miinq PrintaA_ ram _ TniHm _ Rivgrm
- File Name
:02-041-7
Site Code
: 00000000
Start Date
: 03/20/2002
Page No
: 1
08:00 AM
0
SARATOGA AVE.
2
0
PARK PLACE
11
0
2
SARATOGA AVE.
15
1
142
0
0
From East
277
08:15 AM
From South
121
1
0
122
From West
0
3
Start Time
Right
Thru
Left
Peds
Tophpa.
Right
Thru
Left
Peds
T�
Right
Thru
Left
Peds
T�otapl
Total
Factor
1.01
1.01
1.01
1.01
0
1.01
1.01
1.01
0
1.01
21
1.0
1.01
1.01
1.0
7
0
07:00 AM
0
41
4 0
45
0
0
0
3
3
4
83
0 0
87
135
07:15 AM
0
67
2 0
69
4
0
3
2
9
2
119
0 0
121
199
07:30 AM
0
75
3 0
78
7
0
5
0
12
1
111
0 0
112
202
07:45 AM
0
76
6 0
82
13
0
6
4
23
3
159
0 0
162
267
Total
0
259
15 0
274
24
0
14
9
47
10
472
0 0
482
803
08:00 AM
0
117
2
0
119
11
0
2
2
15
1
142
0
0
143
277
08:15 AM
0
121
1
0
122
13
0
3
1
17
8
123
0
0
131
270
08:30 AM
0
84
4
0
88
6
0
1
0
7
5
138
0
0
143
238
08:45 AM
0
76
21
0
97
12
0
7
0
19
16
123
0
0
139
255
Total
0
398
28
0
426
42
0
13
3
58
30
526
0
0
556
1040
"'BREAK
02:15 PM
0
97
6
0
103
3
0
5
0
8
8
158
0
0
166
277
02:30 PM
0
99
5
0
104
7
0
4
1
12
4
96
0
0
100
216
02:45 PM
0
110
6
0
116
1
0
7
1
9
7
107
0
0
114
239
Total
0
306
17
0
323
11
0
16
2
29
19
361
0
0
380
732
03:00 PM
0
111
2
0
113
6
0
4
0
10
7
100
0
0
107
230
03:15 PM
0
93
1
0
94
6
0
4
0
10
4
97
0
0
101
205
03:30 PM
0
109
2
0
111
4
0
4
2
10
10
112
0
0
122
243
03:45 PM
0
119
2
0
121
3
0
4
1
8
7
101
0
0
108
237
Total
0
432
7
0
439
19
0
16
3
38
28
410
0
0
438
915'-
04:00 PM
0
106
4
. 0
110
5
0
1
1
7
0
92
0
0
92
209
04:15 PM
0
91
5
0
96
0
0
1
1
2
4
60
0
0
64
162
04:30 PM
0
84
5
0
89
4
0
2
6
12
2
65
0
0
67
168
04:45 PM
0
103
6
0
109
7
0
6
0
13
2
89
0
0
91
213
Total
0
384
20
0
404
16
0
10
8
34
8
306
0
0
314
752
05:00 PM
0
94
9
0
103
8
0
1
2
11
6
85
0
0
91
205
05:15 PM
0
108
2
0
110
2
0
1
4
7
2
88
0
0
90
207
05:30 PM
0
109
4
0
113
2
0
0
3
5
2
68
0
0
70
188
05.45 PM
0
106
2
0
108
5
0
2
1
8
3
89
0
0
92
208
Total
0
417
17
0
434
17
0
4
10
31
13
330
0
0
343
808
06:00 PM
0
98
3
0
101
2
0
1
1
4
4
106
0
0
110
215
Grand Total
0
2294
107
0
2401
131
0
74
36
241
112
2511
0
0
2623
5265
Apprch %
0.0
95.5
4.5
0.0
54.4
0.0
30.7
14.9
4.3
95.7
0.0
0.0
Total %
0.0
43.6
2.0
0.0
45.6
2.5
0.0
1.4
0.7
4.6
2.1
47.7
0.0
0.0
49.8
I-]
•
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
:02-041-7
Site Code
: 00000000
Start Date
: 03/20/2002
Page No
: 2
PARK PLACE
Out In Total
0 [10
Flo
0 0 0
'iii
NN'OV Of 0000 } .}L�
WFV Q J 0000 NtO d(OO5;-
North ri
Q 00f N N— O N= 0 r1002 7:00:00 AM + -2 N _ N
C In f0 ~ OriD02 6:00:00 PM
W
N N NOONL r W-4
Q W-1 C2(5 O O
R M ao + Truck V o rn
V1ON�N� 0000 N Buses CT dam.
U
O O
y a aan��y
o_ N0000 WoVrn–
+i T r
Left Thm Right Peds
1219 220 438
22 0 241 460
Out In Total
PARK PLACE
73
0
131
16
1
0
0
ZO
0
0
0
0
74
0
131
36
reaK rlour rfom U /:UU AM to Lrd:UU AM - reaK 1 OT 1
SARATOGA AVE.
PARK PLACE
SARATOGA AVE.
62
17 562
From East
From South
From West
0
Start Time
Right
Thru
Left
Peds
App
Right
Thru
Left
Peds
App
Right
Thru
Left
Peds
119
Peak Factor
0
143
277
High Int.
08:15 AM
Volume
0 121
1
0
122
Peak Factor
Total
Total
reaK rlour rfom U /:UU AM to Lrd:UU AM - reaK 1 OT 1
Intersection
07:45 AM
7
62
17 562
Volume
0 398
13
0
411
Percent
0.0 96.8
3.2
0.0
2.9 97.1
08.00
0.0
11
Volume
0 117
2
0
119
Peak Factor
0
143
277
High Int.
08:15 AM
Volume
0 121
1
0
122
Peak Factor
0.842
43
0
12
7
62
17 562
0
0
579
1052
69.4
0.0
19.4
11.3
2.9 97.1
0.0
0.0
11
0
2
2
15
1 142
0
0
143
277
0.949
07:45 AM
07:45 AM
13
0
6
4
23
3 159
0
0
162
0.674
0.894
•
•
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
File Name
:02-041-7
Site Code
: 00000000
Start Date
: 03/20/2002
Paae No
:3
Peak Hour From 02:00 PM to 06:00 PM - Peak 1 of 1
Intersection
PARK PLACE
2
39
Volume
0 417
Out In Total
0 436
Percent
0:0 95.6
4.4
0 0 1
02:15
0 97
6
0 103
Volume
m0
w
Peak Factor
North
1
C
o^,
Q
F —►
-2 0
Volume
c to
6
IMM 7:45:00 AM
M
50
.r L
0/2002 6:30:00 AM
w
�M
�O�
CO)
Cars
Trud6
o»
m
rn
d
Buses
Cx o
—
*-1 T r
--
Left Thru Right Pods
12 0 431 7
® 62 92
Out In Total
PARK PLACE
Peak Hour From 02:00 PM to 06:00 PM - Peak 1 of 1
Intersection
02:15 PM
2
39
Volume
0 417
19
0 436
Percent
0:0 95.6
4.4
0.0
02:15
0 97
6
0 103
Volume
7
Peak Factor
4
1
12
High Int.
02:45 PM
Volume
0 110
6
0 116
Peak Factor
0.940
17
0
20
2
39
43.6
0.0
51.3
5.1
3
0
5
0
8
02:30 PM
7
0
4
1
12
0.813
26 461 0 0 487
5.3 94.7 0.0 0.0
8 158 0 0 166
02:15 PM
8 158 0 0 166
0.733
962
277
0.868
•
•
•
Higgins Associates
PARK PLACE
Civil and Traffic Engineers
1335 First St. Suite A
File Name
:02-041-7
Gilroy, Ca. 95020
Site Code
: 00000000
0 r--01 10
Start Date
: 03/20/2002
v
o rn
Page No
: 4
PARK PLACE
Out In Total
0 r--01 10
-
v
o rn
o
v�
O
Umi
C V
C V
/1002 2:15:00 PM
a E O
ctOi Loy
/2D02 3:00:00 PM
m
,�
Q j co
O v
° v
Cars
Trucks
m
�d
aa)
Buses
m 0
T r
Left Thru Right Pods
20 0 171 2
Out In Total
PARK PLACE
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
PARK PLACE / SARATOGA AVENUE
('muna PrirMari- Truck
File Name
:02-041-7
Site Code
: 00000000
Start Date
: 03/20/2002
Page No
: 1
""
BREAK °'
SARATOGA AVE.
PARK PLACE
SARATOGA AVE.
From East
From South
07:45 AM
0
From West
1
0
Start Time
Right
Thru
Lest
Peds
APp'
Right
Thru
Left
Peds
_ 01
Right
Thti
Left
Peds
gyp'
In
1
0
41
0
0
Total
1
21
0
1
la,
Total
0
1
1
7
Total
Total
Factor
1.01
1.01
1.01
1.01
0
1.01
1.01
1.01
1.0
0
1.01
1.01
1.01
1.0
1
07:00 AM
0
1
0 0
1
0
0 0 0
0
0
1
0 0
1
2
07:15 AM
0
1
0 0
1
0
0 0 0
0
0
0
0 0
0
1
""
BREAK °'
07:45 AM
0
1
1
0
21
0
0
1
1
21
0
0
0
0
_ 01
4
Total
0
3
1
0
41
0
0
1
1
21
0
1
0
0
1
1
7
08:00 AM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
1
08:15 AM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
1
08:30 AM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
1
08:45 AM
0
0
0
0
0
0
0
0
0
0
0
2
0
0
2
2
Total
0
0
0
0
0
0
0
0
1
1
0
4
0
0
4
5
,•,
BREAK •••
--
02:30 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
1
02:45 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
1
Total
0
0
0
0
01
0
0
0
2
21
0
0
0
0
01
2
BREAK "'
03:15 PM
0
0
0
0
0
0
0
0
0
0
0
1
0
0
1
1
03:30 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
1
BREAK
Total
0
0
0
0
01
0
0
0
1
1 1
0
1
0
0
1 1
2
04:00 PM
0
1
0
0
1
0
0
0
0
0
0
1
0
0
1
2
04:15 PM
0
0
0
0
0
0
0
0
1
1
0
0
0
0
0
1
04:30 PM
0
2
0
0
2
0
0
0
4
4
0
0
0
0
0
6
04:45 PM
0
1
0
0
1
0
0
0
0
0
0
2
0
0
2
3
Total
0
4
0
0
4
0
0
0
5
5
0
3
0
0
3
12
05:00 PM
0
2
0
0
2
0
0
0
2
2
0
0
0
0
0
4
05:15 PM
0
0
0
0
0
0
0
0
4
4
0
1
0
0
1
5
05:30 PM
0
2
0
0
2
0
0
0
2
2
0
2
0
0
2
6
05:45 PM
0
0
0
0
0
0
0
0
1
1
0
1
0
0
1
2
Total
0
4
0
0
4
0
0
0
9
9
0
4
0
0
4
17
06:00 PM
0
1
0
0
1
0
0
0
1
1
0
1
0
0
1
3
Grand Total
0
12
1
0
13
0
0
1
20
21
0
14
0
0
14
48
Apprch %
0.0
92.3
7.7
0.0
0.0
0.0
4.8
95.2
0.0
100.0
0.0
0.0
Total %
0.0
25.0
2.1
0.0
27.1
0.0
0.0
2.1
41.7
43.8
0.0
29.2
0.0
0.0
29.2
�J
Higgins Associates
Civil and Traffic Engineers
1335 First St. Suite A
Gilroy, Ca. 95020
PARK PLACE / SARATOGA AVENUE
Groups Printed- Buses
File Name
:02-041-7
Site Code
: 00000000
Start Date
: 03/20/2002
Page No
: 1
BREAK
07:30 AM
07:45 AM
SARATOGA AVE.
From East
PARK PLACE
From South
SARATOGA AVE.
From West
0
0
Start Time
Right
Thru
Left
Peds
App'
Total
Right
Thru
Left
Peds
APP-
Total
Right
Thru
Left
Peds
App'
Total
Int.
Total
Factor
1.0
1.0
1.0
1.0
01
1.0
1.0
1.0
1.0
41
1.0
1.0
1.0
1.0
0
0
07:00 AM 0 1 0 0 1
0 0 0 0 0
0 2 0 0 2
3
BREAK
07:30 AM
07:45 AM
0
0
1
1
0
0
0
0
1
1
0
0
0
0
0
0
0
0
0
0
0
0
1
1
0
0
0
0
1
1
2
2
Total
0
3
0
0
31
0
0
0
0
01
0
4
0
0
41
7
08:00 AM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
1
08:15 AM
0
1
0
0
1
0
0
0
0
0
0
2
0
0
2
3
08:30 AM
0
1
0
0
1
0
0
0
0
0
0
2
0
0-
2
3
08:45 AM
0
4
0
0
4
0
0
0
0
0
0
2
0
0
2
6
Total
0
7
0
0
7
0
0
0
0
0
0
6
0
0
6
13
BREAK
02:15 PM
0
3
0
0
3
0
0
0
0
0
0
0
0
0
0
3
02:30 PM
0
0
0
0
0
0
0
0
0-
0
0
2
0
0
2
2
02:45 PM
0
2
0
0
2
0
0
0
0
0
0
0
0
0
0
2
Total
0
5
0
0
5
0
0
0
0
0
0
2
0
0
2
7
03:00 PM
0
2
0
0
21
0
0
0
0
01
0
2
0
0
21
4
BREAK "'
03:30 PM
0
1
0
0
1
0
0
0
0
0
0
2
0
0
2
3
03:45 PM
0
1
0
0
1
0
0
0
0
0
0
0
0
0
0
1
Total
0
4
0
0
41
0
0
0
0
01
0
4
0
0
41
8
04:00 PM
0
2
0
0
21
0
0
0
0
01
0
1
0
0
1.1
3
BREAK "'
Total
0
2
0
0
21
0
0
0
0
01
0
1
0
0
11
3
05:1155 PM
0
0
0
0
OI
0
0
0
0
0
0
1
0
0
1
1
BREAK "'
Total
0
0
0
0
01
0
0
0
0
01
0
2
0
0
21
2
BREAK
Grand Total
0
21
0
0
21
0
0
0
0
0
0
19
0
0
19
40
Apprch %
0.0
100.0
0.0
0.0
(
0.0
0.0
0.0
0.0
0.0
100.0
0.0
0.0
Total %
0.0
525
0.0
0.0
52.5
0.0
0.0
0.0
0.0
0.0
0.0
47.5
0.0
0.0
47.5
0 APPENDIX D
RAW 24 -HOUR COUNTS
AND SPEED DATA
•
weather
JAMAR Technologies, Inc.
Counted by:
TAS for Windows
Site
Code :
000000000001
Board
Copyright 1998
Start
Date:
03/18/2002
Other
File
I.D.
02 -041 -1
Street name
:SARATOGA AVE.
Cross
street:PARK
PLACE
EB /WB
Page
1
Begin
Mon.
03/18
Tues.
Wed.
Thur. Fri.
Sat.
Sun.
Week
Avg.
i.e
EB
WE
EB
WB
EB
WB
EB WB EB
WB
EB
WB
EB
WB
EB
WB
2:00 am
*
*
*
*
*
*
42 46 *
*
*
*
*
42
46
01:00
*
*
*
*
*
*
14 25 *
*
*
*
*
*
14
25
02:00
*
*
*
+
*
+
5 9 +
+
+
+
+
+
5
9
03:00
*
*
+
*
*
*
7 6 +
+
+
+
x
*
7
6
04:00
+
+
+
+
+
x
8 7 *
+
x
+
x
x
8
7
05:00
*
*
*
*
*
*
14 12 *
*
*
*
*
*
14
12
06:00
*
*
*
*
*
*
71 44 *
*
*
*
*
*
71
44
07 :00
+
*
*
+
+
*
202 122 +
+
*
+
+
*
202
122
08:00
*
*
*
*
*
*
461 265 *
*
*
*
*
*
461
265
09:00
*
*
*
*
*
*
469 348 *
'
*
*
*
*
469
348
10:00
*
*
*
*
*
*
367 290 *
*
*
*
*
*
367
290
11:00
*
*
*
*
*
*
342 302 *
*
*
*
*
*
342
302
12:00 pm
*
*
*
*
*
*
322 362 *
*
*
*
*
322
362
01:00
*
*
*
*
*
345 337 *
*
*
*
*
*
345
337
02:00
*
*
*
*
374
357
* * *
*
*
*
*
*
374
357
03:00
*
*
*
*
477
392
* * *
*
+
*
*
*
477
392
04:00
*
*
*
*
379
363
* * *
*
*
*
*
*
379
363
05:00
*
*
*
*
332
387
* * *
*
*
*
*
*
332
387
06:00
*
*
*
*
323
372
* * *
*
*
*
*
*
323
372
07:00
*
*
*
*
286
346
* * *
*
*
*
*
*
288
346
08:00
*
*
*
*
199
271
* * *
*
*
*
*
*
199
271
09:00
*
*
*
*
177
218
* * *
*
*
*
*
*
177
218
10:00
*
*
*
*
181
146
* * *
*
*
*
*
*
181
146
11:00
*
*
*
*
117
].07
* * *
*
*
*
*
*
117
107
Totals
0
0
0
0
2847
2959
2669 2175 0
0
0
0
0
0
5516
5134
0
0
5806
4844 0
0
0
10650
Avg. Day
.0%
.0%
.0%
.0%
51.6%
57.6%
48.3% 42.3% .0%
.0%
.0%
.0%
.0%
.0%
AM Peaks
09:00 09:00
09:00
09:00
Volume
469 348
469
348
PM Peaks
03:00
03:00
01:00 12:00
03:00
03:00
Volume
477
392
345 362
477
392
ADTs
40
Weather
JAMAR Technologies, Inc.
1nr. U- 10
L1 LO
Counted by:
TAS for Windows
Site Code
000000000001
' Board #
Copyright 1998
Start Date:
03/20/2002
Other
I
File I.D.
02 -041 -1
Street name :SARATOGA AVE. Cross street:PARK PLACE
EB
Page
1
8egln
1nr. U- 10
L1 LO
-31
.30
41
40
71
JO
U
oo
I
ime
Total 15 20
25 30
35
40
45
50
55
60
65
70
75
9999
2:00
03/20
01:00
+ x x
x x
+
+
+
+
+
+
+
x
+
±
02:00
+ x +
+ x
+
x
x
+
+
x
+
x
x
+
03:00
+ x +
+ +
x
x
+
x
+
+
+
+
*
x
04:00
+ x +
x x
+
x
x
x
+
x
x
+
+
+
05:00
+ x +
x x
+
+
+
+
+
x
+
x
+
x
06:00
+ x +
+ +
+
+
x
+
+
+
+
+
+
x
07:00
* x +
x +
+
x
+
+
+
x
+
+
+
+
08:00
+ x +
+ x
+
+
x
+
+
x
+
+
+
+
09:00
+ x +
+ +
+
x
+
+
+
+
x
+
+
x
10:00
11:00
x + +
+ +
+
+
+
x
x
+
+
+
+
+
12:00
pm
+ + +
x +
x
+
+
+
+
+
x
+
+
+
01:00
+ x +
+ +
x
+
+
+
+
x
x
+
+
+
02:00
374 10 15
46 155
-. 110
16
1
1
0
0
1
0
0
19
03:00
477 7 17
46 195
162
20
3
2
.2
1
0
1
0
21
04:00
379 10 19
43 143
108
26
2
0
1
1
0
0
0
26
05:00
332 6 20
33 101
131
20
3
1
0
0
0
1
0
16
06:00
323 8 14
24 102
121
29
4
0
0
0
0
0
0
21
07:00
288 10 11
22 101
107
22
3
1
0
1
0
1
0
-- 9-
08:00
199 5 8
25 58
75
20
0
3
0
0
0
0
1
4
09:00
177 0 2
11 48
88
16
2
0
0
0
0
0
0
10
10:00
181 1 2
10 37
95
30
3
0
0
0
0
0
0
3
11:00
117 0 1
5 28
61
18
2
0
0
0
0
0
2
0
Day Totals
2847 57 109
265 968
1058
217
23
8
3
3
1
3
3
129
12:00
03/21
42 0 1
4 8
20
9
0
0
0
0
0
0
0
0
01:00
14 0 0
2 1
4
4
2
0
0
0
0
0
0
1
02:00
5 0 0
0 1
3
0
1
0
0
0
0
0
0
0
03:00
7 0 0
1 3
0
1
2
0
0
0
0
0
0
0
04:00
8 1 0
0 3
2
2
0
0
0
0
0
0
0
0
05:00
14 0 0
1 2
4
7
0
0
0
0
0
0
0
0
06:00
71 0 5
4 9
37
14
1
0
0
0
0
0
0
1
07:00
202 2 6
9 33
106
42
2
0
0
0
0
0
0
2
08:00
461 6 9
15 146
207
58
4
1
0
0
0
0
0
15
09:00
469 7 8
44 187
163
32
7
1
1
0
1
1
0
17
10:00
367 2 6
32 125
149
23
2
0
2
1
2
2
0
21
11:00
342 4 12
39 124
120
20
0
1
1
0
2
1
0
18
12:00
pm
322 2 9
32 107
134
20
2
1
1
1
0
0
0
13
SG1:00
345 5 9
39 127
113
17
4
0
0
1
0
0
0
30
rand
Total
5516 86 174
487 1844
2120
466
50
12
8
6
6
7
3
247
Speed
Statistics.
15th Percentile Speed
25
MPH
Median Speed (50th percentile):
30
MPH
_._.
Average Speed - All Vehicles
35
MPH
85th Percentile Speed
34
MPH
95th Percentile Speed
50
MPH
10 MPH Pace Speed
26 -35
MPH
Number of Vehicles
in Pace
3964
Percent of Vehicles
in Pace
72.16%
Number of Vehicles >
35 MPH
805
Percent of Vehicles
> 35 MPH:
14.65%
r1
Weather
JA=!AR Technologies, Inc.
Counted by:
TAS
for Windows
Site
Code :
000000000001
Board #
Copyright
1998
Start
Date:
03/20/2002
Other
File
I.D.
02 -041 -1
Street name
:SARATOGA AVE. Cross street:PARK PLACE
WB
Page
1
Begin
Int. 0- 16 21 26
31
36
41
46
.51
56
61
66
71
76
i.e
Total 15 20 25 30
35
40
45
50
55
60
65
70
75
9999
2:00 03/20
* * * + *
*
*
+
t
+
+
+
x
+
+
01:00
+ x # t #
*
+
t
+
+
t
x
#
#
+
02 :00
# + # # +
#
#
*
#
#
t
#
+
r
+
03.00
t # t + *
+
#
x
#
x
x
*
+
#
#
04:00
k t # t x
#
+
#
*
*
#
x
x
+
+
05:00
* * # + t
t
t
#
#
+
x
#
+
+
+
06:00
+ t k * #
t
#
t
k
t
t
#
+
#
t
07:00
+ # + * #
*
*
#
*
#
k
t
*
#
x
08:00
09:00
# * t t #
t
#
#
k
#
#
t
+
#
t
10:00
* t* t t
*
+
t
x
k
t
x
+
*
+
11:00
+ # x t t
#
t
t
t
#
#
t
#
+
}
12:00 pm
t * t + #
t
#
#
t
+
#
#
#
x
+
01.00
+ + + # #
#
t
t
+
t
x
#•
+
+
}
02:00
357 12 39 97 131
48
8
2
2
1
0
1
2
1
13
03:00
392 5 19 85 175
67
13
3
1
0
2
2
0
2
18
04:00
363 12 23 91 140
62
8
4
1
0
3
0
0
1
1B
05:00
387 12 28 85 152
82
13
1
1
0
2
0 -
0
1
10
06:00
372 4 8 42 166
124
13
2
1
0
1
1
0
0
10
07:00
346 4 11 64 140
103
12
1
1
0
0
0
0
0
10
08:00
271 0 3 16 116
106
23
2
0
1
0
0
0
0
4
09:00
218 1 2 16 87
94
12
0
1
0
0
0
0
1
4
10:00
146 0 2 it 54
62
11
0
1
0
0
0
1
0
4
11:00
107 0 1 12 31
47
14
1
0
0
1
0
0
0
0
Day Totals
2959 50 136 519 1192
795
127
16
9
2
9
4
3
6
91
12:00 03/21
46 0 0 0 15
24
6
1
0
0
0
0
0
0
0
01:00
25 0 1 1 8
10
4
1
0
0
0
0
0
0
0
02:00
9 0 1 0 5
2
1
0
0
0
0
0
0
0
0
03:00
6 0 0 1 1
1
3
0
0
0
0
0
0
0
0
04:00
7 0 1 1 2
3
0
0
0
0
0
0
0
0
0
05:00
12 0 0 0 2
3
6
1
0
0
0
0
0
0
0
06:00
44 0 1 7 15
11
10
0
0
0
0
0
0
0
0
07:00
122 1 2 7 42
50
15
1
0
0
0
0
0
0
4
08:00
265 3 16 35 112
69
10
4
3
0
0
0
1
0
12
09:00
348 9 17 54 145
86
12
2
0
0
1
1
0
2
19
10:00
290 2 10 34 122
89
15
3
0
0
1
1
0
0
13
11:00
302 6 18 30 125
95
13
0
0
0
1
1
0
0
13
12:00 pm
362 6 22 53 163
93
13
3
0
1
0
1
0
0
7
91:00
337 6 17 - 43 141
96
11
2
2
1
0
1
0
1
16
Grand Total
5134 83 242 785 2090
1427
246
34
14
4
12
9
4
9
175
Speed Statistics.
15th Percentile Speed
22
MPH
Median Speed (50th percentile):
28
MPH
Average Speed - All Vehicles
32
MPH
85th Percentile Speed
33
MPH
95th Percentile Speed
40
MPH
10 MPH Pace Speed
26 -35
MPH
Number of Vehicles in Pace
3517
Percent of Vehicles in Pace
68.738
Number of Vehicles > 35 MPH
507
Percent of Vehicles > 35 MPH:
9.91%
Weather
Counted by:
Board #
Other
Street name
Begin
ime
M 2: 00 am
01:00
02:00
03:00
04:00
05:00
06:00
07:00
08:00
09:00
10:00
11:00
12:00 pm
01:00
02:00
03:00
04:00
05:00
06:00
07:00
08:00
09:00
10:00
11:00
Totals .
Avg. Day
AM Peaks
Volume
PM Peaks
Volume
ADTs
•
•
JAMAR Technologies, Inc.
TAS for Windows
Site
Code :
000000000002
Copyright
1998
Start
Date:
03/16/2002
File
I.D.
02 -041 -2
9 /SARTOGA -LOS GATOS
Cross street:OAK STREET NB /SB
Page
1
n. 03/18
Tues.
Wed.
Thur.
Fri.
Sat.
Sun.
Week
Avg.
NB SB
NB
SB
NB
SB
NB SB —
NB
SB
NB
SB
NB
SB
NB
SB
* *
*
*
*
x
32 21
+
+
*
*
*
32
21
4 8
*
*
*
*
*
*
4
8
* *
+
*
*
*
10 5
*
*
*
*
*
*
10
5
+ *
*
*
*
*
0 2
*
*
*
*
*
*
0
2
4 3
*
*
*
*
*
*
4
3
* *
*
*
*
*
25 17
*
*
*
+
*
*
25
17
* *
*
*
*
*
148 59
*
*
*
*
*
*
148
59
* *
*
*
+
*
600 147
+
*
*
*
*
*
600
147
* *
*
+
*
*
603 341
*
*
*
*
*
*
603
341
* *
*
*
*
*
498 292
*
*
*
*
*
*
496
292
* *
*
*
*
*
366 310
*
*
*
*
*
*
366
310
* *
*
*
*
*
392 346
*
+
*
*
*
*
392
346
* *
+
*
*
*
367 378
*
*
*
*
*
*
367
378
* *
*
*
*
*
64 48
*
*
+
*
*
*
64
46
* *
*
*
425
481
* *
*
*
*
*
*
*
425
481
* *
*
*
372
555
* *
*
*
*
*
*
*
372
555
* *
*
*
338
610
* *
*
*
*
*
*
*
338
610
* *
*
*
322
633
* *
*
+
*
+
+
*
322
633
* *
*
*
260
601
* *
*
*
*
*
*
*
280
601
* *
*
*
240
358
* *
*
*
*
*
*
*
240
358
* *
*
*
148
199
* *
*
*
*
*
*
*
148
199
+ *
*
*
161
189
* *
*
*
*
*
*
*
161
189
* *
*
+
94
144
* *
*
*
*
*
*
*
94
144
+ *
*
*
37
45
* *
*
+
*
*
*
+
37
45
0 0
0
0
2417
3815
3113 1977
0
0
0
0
0
0
5530
5792
0
0
6232
5090
0
0
0
11322
0% .0%
.0%
.08
43.79
65.88
56.28 34.18
.0%
.09
.0%
.09
.0%
.0%
08:00 11:00
08:00
11:00
603 346
603
346
02:00
05:00
12:00 12:00
02:00
05:00
425
633
367 376
-
--
425
633
Weather
JAMAR Technologies, Inc.
Counted by:
TAS for Windows
Site
Code
000000000002
Board #
Copyright
1998
Start
Date:
03/20/2002
Other
File
I.D.
02 -041 -2
Street name
:HWY 9 /SARATOGA -LOS GATOS Cross street:OAK STREET
SB
Page
1
Begin
Int. 0- 16 21 26
31
36
41
46
51
56
61
66
11
76
ime
Total 15 20 25 30
35
40
45
50
55
60
65
70
75
9999
2:00 03/20
* * * * *
*
*
+
*
*
+
+
+
+
+
61:00
+ + + + +
+
+
+
+
+
+
+
+
+
+
02:00
+ + + + +
+
*
+
+
+
+
+
+
+
+
03:00
+ + + + +
+
+
+
+
+
+
+
+
+
+
04:00
+ + + + +
+
+
+
+
+
+
+
+
+
+
05:00
+ + + + +
+
+
+
+
+
+
+
+
+
+
06:00
07:00
+ + + + +
+
+
+
+
+
+
+
+
+
+
08:00
+ + + + +
+
+
+
+
+
+
+
+
+
+
0 9: 00
+ + + + +
+
+
+
+
+
+
+
+
+
+
10:00
+ + + + +
*
+
+
+
+
+
+
+
+
+
11:00
12:00 pm
+ + + + +
+
+
+
+
+
+
+
+
+
+
01:00
+ + + + +
+
+
+
*
+
+
+
+
+
+
02:00
461 14 - 56 92 172
100
13
4
3
0
0
2
0
4
21
03:00
555 11 43 63 195
159
32
4
3
4
0
1
1
0
19
04:00
610 18 48 121 218
137
32
7
1
2
2
0
2
1
21
05:00
633 9 39 74 237
199
40
8
4
0
3
0
2
0
18
06:00
601 8 35 97 209
179
44
6
3
1
1
0
1
2
15
07:00
358 2 16 30 122
136
31
4
0
0
1
0
0
1
15
08:00
199 2 5 10 65
83
23
5
1
0
0
0
0
0
5
09:00
189 2 6 12 67
73
20
3
0
0
0
0
0
1
5
10:00
144 1 7 12 48
62
12
2
0
0
0
0
0
0
0
11:00
45 0 0 2 13
23
5
1
0
0
0
0
0
0
1
Day Totals
3815 67 255 533 .1346
1151
252
44
15
7
7
3
6
9
120
12:00 03/21
21 0 2 2 5
10
2
0
0
0
0
0
0
0
0
01:00
8 0 1 1 2
4
0
0
0
0
0
0
0
0
0
02:00
5 0 0 2 0
2
1
0
0
0
0
0
0
0
0
03:00
2 0 0 0 1
1
0
0
0
0
.0
0
0
0
0
04:00
3 0 0 0 0
2
1
0
0
0
0
0
0
0
0
05:00
17 0 2 1 7
3
3
1
0
0
0
0
0
0
0
06:00
59 2 5 9 17
20
6
0
0
0
0
0
0
0
0
07:00
147 2 13 15 36
45
17
1
4
0
1
0
0
0
13
08:00
341 18 59 47 102
66
12
5
1
0
0
0
2
2
27
09:00
292 11 28 34 82
90
22
2
2
0
0
3
2
0
16
10:00
310 5 39 33 97
96
22
2
0
0
2
0
3
1
10
11:00
346 10 36 52 113
104
17
2
1
0
1
1
0
0
9
12:00 pm
378 18 30 49 125
90
27
6
1
0
3
1
3
0
25
O01:00
48 3 4 4 24
10
2
0
0
0
0
0
0
0
1
'Grand Total
5'792 136 474 782 1957
1694
384
63
24
7
14
—6
16
12
221
Speed Statistics.
15th Percentile Speed
21
MPH
Median Speed (50th percentile):
26
MPH
Average Speed - All Vehicles
33
MPH
85th Percentile Speed
34
MPH
95th Percentile Speed
47
MPH
10 MPH Pace Speed
26 -35
MPH
_
Number of Vehicles in Pace
3651
Percent of Vehicles in Pace
63.30%
Number of Vehicles > 30 MPH
2443
Percent of Vehicles > 30 MPH:
42.358
•
Weather
JAMAR Technologies, Inc.
Counted by:
TAS
for Windows
Site
Code :
000000000002
Board fl
Copyright
1998
Start
Date:
03/20/2002
Other
File
I.D.
02 -041 -2
Street name
:HWY 9 /SARATOGA -LOS GATOS Cross
street:OAK STREET
NB
Page
1
Begin
Int. - 1
21
26
31
36
41
46
1
56
61
66
71
76
Time
Total 15 20
25
30
35
40
45
50
55
60
65
70
75
9999
12:00 03/20
* * *
*
*
*
*
*
*
*
+
01:00
02:00
+ x x
+
+
+
+
+
+
+
x
+
x
x
x
03:00
04:00
x x +
+
x
+
+
+
+
+
+
x
+
+
x
05:00
x x x
+
+
x
+
x
x
+
x
x
x
x
+
06:00
+ x +
+
x
+
+
+
+
+
+
x
+
+
+
07:00
'08.00
+ x +
x
+
x
x
x
x
x
+
+
x
+
+
09:00
+ * *
*
x
+
x
x
x
+
x
+
x
+
x
10:00
x x x
+
x
x
x
+
x
+
+
x
+
+
11:00
x + x
+
+
x
x
x
+
+
+
x
x
x
+
12.00 pm
* * *
*
*
+
+
+
+
+
+
x
x
x
+
01.00
x x +
x
x
x
+
+
+
+
x
+
x
x
+
02:00
425 19 27
33
37
132
126
25
1
1
2
3
3
1
15
03:00
372 7 22
17
16
105
152
32
4
0
0
1
1
0
15
04:00
338 8 18
27
28
85
119
25
1
0
1
2
2
2
20
05:00
322 10 12
28
28
79
116
26
5
1
0
1
1
0
15
06:00
280 5 4
16
10
88
102
25
4
0
3
1
0
3
19
07:00
240 7 16
10
24
87
71
16
1
0
0
0
0
1
7
08:00
148 2 13
9
14
48
50
11
0
0
0
0
0
0
1
09:00
161 6 10
18
17
48
55
5
2
0
0
0
0
0
0
10:00
94 0 6
4
8
30
29
12
1
1
0
0
0
0
3
11:00
37 1 2
1
3
15
9
5
0
1
0
0
0
0
0
Day Totals
2417 65 130
163
185
717
829
182
19
4
6
8
7
7
95
12:00 03/21
32 1 3
3
3
5
10
5
1
0
1
0
0
0
0
01:00
4 0 0
1
0
3
0
0
0
0
0
0
0
0
0
02:00
10 0 1
0
2
0
7
0
0
0
0
0
0
0
0
03:00
0 0 0
0
0
0
0
0
0
0
0
0
0
0
0
04:00
4 0 0
0
1
1
1
0
1
0
0
0
0
0
0
05:00
25 0 0
0
2
9
9
3
2
0
0
0
0
0
0
06:00
148 3 6
6
10
33
59
28
3
0
0
0
0
0
0
07:00
600 19 32
40
55
213
193
32
3
0
0
0
2
0
11
06:00
603 28 54
49
86
193
129
14
4
1
2
2
2
2
37
09:00
498 6 16
47
44
158
160
46
4
1
0
1
1
0
14
10:00
366 3 21
32
25
101
123
43
2
2
0
4
1
1
8
11:00
392 10 19
31
38
115
122
33
3
1
3
2
1
0
14
12:00 pm
4O01:00
367 18 41
64 2 4
35
4
26
12
106
19
99
18
25
2
1
0
0
0
0
0
2
0
0
0
1
0
13
3
Grand Total
5530 155 327
411
489
1673
1759
413
43
9
12
19
14
11
195
Speed Statistics.
15th Percentile Speed
23
MPH
Median Speed (50th percentile):
33
MPH
Average Speed - All Vehicles
37
MPH
85th Percentile Speed
39
MPH
95th Percentile Speed
47
MPH
10 MPH Pace Speed
31 -40
MPH +*
Number of Vehicles
in -Pace
3432
Percent of Vehicles
in Pace
62.328
Number of Vehicles >
30 MPH
4146
Percent of Vehicles
> 30 MPH:
75.328
•
0 APPENDIX E
RAW RADAR SPEED SURVEY DATA
•
•
•
•
City of Saratoga Public Safety Center Speed Study Analysis
Location: Highway 9
2
2
26 2
4
Direction:
NB
50th percentile speed (median):
33 mph
Average Speed:
33 mph
Day of the Week:
Thursday
85th percentile speed (critical):
40 mph
Standard Deviation:
5 mph
Date:
Mar. 21,2002
10 mph pace speed 2:
26 to 35
Mode':
31 mph
Time of Day:
10:11 AM -10:45 AM
Percent in pace speed:
72%
% Exceeding Speed Limit:
70 %
Posted Speed Limits:
30 mph
Range of speeds:
25 to 43
36 1
2
Vehicles Observed:
50
2
78
38 3
6
Survey Data
Speed Number Percent. Cumul.
(mph) of Obs. of Total Percent
25 1
2
2
26 2
4
6
27 5
10
16
28 2
4
20
29 2
4
24
30 3
6
30
31 6
12
42
32 4
8
50
33 5
10
60
34 3
6
66
35 4
8
74
36 1
2
76
37 1
2
78
38 3
6
84
39 0
0
84
40 3
6
90
41 3
6
96
42 1
2
98
43 1
2
100
Notes: 1 If there is more than one mode, the highest speed is presented in the summary.
2 If there is more than one 10 mph pace speed, the average is presented in the summary.
3 Refers to speed limit as posted on day and at the location of the speed survey.
A02441h NBI.Ouµl
•
UJ
•
City of Saratoga Public Safety Center Speed Study Analysis
Location: Highway 9
2
2
24 1
2
Direction:
SIB
50th percentile speed (median):
31 mph
Average Speed:
30 mph
Day of the Week:
Thursday
85th percentile speed (critical):
33 mph
Standard Deviation:
3 mph
Date:
Mar. 21,2002
10 mph pace speed2:
25 to 34
Mode':
33 mph
Time of Day:
10:47AM - 11:20AM
Percent in pace speed:
90%
% Exceeding Speed Limit:
52 %
Posted Speed Limie:
30 mph
Range of speeds:
23 to 35
34 2
4
Vehicles Observed:
50
6
100
Survey Data
Speed Number Percent. Cumul.
(mph) of Obs. of Total Percent
23 1
2
2
24 1
2
4
25 4
8
12
26 2
4
16
27 5
10
26
28 5
10
36
29 1
2
38
30 5
10
48
31 8
16
64
32 3
6
70
33 10
20
90
34 2
4
94
35 3
6
100
' ■ ■ ■ ■ ■ ■ ■■ ■fir ■M■
■■■■ ■■■■ ■■■■■■
Notes: 1 If there is more than one mode, the highest speed is presented in the summary.
2 If there is more than one 10 mph pace speed, the average is presented in the summary.
3 Refers to speed limit as posted on day and at the location of the speed survey.
A02-041 Mry0SB1 -OWpid
•
•
is
City of Saratoga Speed Study Analysis
Location: Saratoga Ave. E/O Hwy 9
5
10
10
26
Direction:
EB
_
50th percentile speed (median):
29 mph
Average Speed:
30 mph
Day of the Week:
Thursday
85th percentile speed (critical):
34 mph
Standard Deviation:
3 mph
Date:
Mar 21,2002
10 mph pace speed2:
25 to 34
Mode':
28 mph
Time of Day:
9:06AM - 9:20Am
Percent in pace speed:
92 %
% Exceeding Speed Limit:
2%
Posted Speed Limit:
35 mph
Range of speeds:
25 to 37
4
8
Vphirlac nhcprvpri•
SO
5
10
92
35
Or"
Speed Number Percent. Cumul.
(mph) of Obs. of Total Percent
25
5
10
10
26
4
8
18
27
5
10
28
28
9
18
46
29
5
10
56
30
3
6
62
31.
6
12
74
32
0
0
74
33
4
8
82
34
5
10
92
35
3
6
98
36
0
0
98
37
1
2
100
Notes: 1 If there is more than one mode, the highest speed is presented in the summary.
2 If there is more than one 10 mph pace speed, the average is presented in the summary.
3 Refers to speed limit as posted on day and at the location of the speed survey.
AM-041 VogaEe+.OuOtd
•
•
u
City of Saratoga Public Safety Center Speed Study Analysis
Location: Saratoga Ave E/O Hwy 9
4
4
24 1
2
Direction:
WB
50th percentile speed (median):
28 mph
Average Speed:
29 mph
Day of the Week:
Thursday
85th percentile speed (critical):
32 mph
Standard Deviation:
3 mph
Date:
Mar. 21,2002
10 mph pace speed 2:
25 to 34
Mode:
25 mph
Time of Day:
9:30AM - 10:07AM
Percent in pace speed:
88 %
% Exceeding Speed Limit:
2%
Posted Speed Limit3:
35 mph
Range of speeds:
23 to 36
34 3
6
Vehicles Observed:
50
4
98
36 1
2
Survey Data
Speed Number Percent. Cumul.
(mph) of Obs. of Total Percent
23 2
4
4
24 1
2
6
25 9
18
24
26 1
2
26
27 7
14
40
28 7
14
54
29 2
4
58
30 4
8
66
31 8
16
82
32 2
4
86
33 1
2
88
34 3
6
94
35 2
4
98
36 1
2
100
Notes: 1 If there is more than one mode, the highest speed is presented in the summary.
2 If there is more than one 10 mph pace speed, the average is presented in the summary.
3 Refers to speed limit as posted on day and at the location of the speed survey.
A02-041SWO"SWB1 -OWgJ
APPENDIX F
. SARATOGA PUBLIC SAFETY CENTER
ALTERNATIVE COMPARISON
FIRE DEPARTMENT EMERGENCY RESPONSE CALLS -
DIRECTION FROM HWY 9 / SARATOGA AVE INTERSECTION
CODE 3 CALLS
OF CODE 3 PERCENT
DIRECTION ROUTE NUMBER OF TOTAL
NORTH
Saratoga - Sunnyvale Road
245
22.0%
SOUTH
Saratoga - Los Gatos Road (Hwy 9)
213
19.1%
EAST
Saratoga Avenue
410
36.8%
WEST
Big Basin (Hwy 9)
247
22.2%
TOTAL
1,115
100.0%
Based on historical data - March 18, 2001 - March 18, 2002
•
0 APPENDIX G
HIGHWAY 9 /OAK STREET
SIGNAL WARRANTS
(PRELIlVIINARY)
•
C�
9 -6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual
1 -1992
i Figure 9 -1
TRAFFIC SIGNAL WARRANTS
CALC ArlY DATE
DIST CO FIT'E,/ PM CHK DATE
Major St: l /L --Critical Approach Speed �® mph
Minor St: ' , Critical Approach Speed mph
Critical speed of major street traffic > 40 mph — —�- � i �! ❑
or RURAL (R)
In built up area of isolated community of < 10,000 pop- — — — — — — — — — ❑
❑ URBAN (U)
WARRANT 1 - Minimum Vehicular Volume
*WARRANT
A�elrl- 61,& 6p^ 4H-el-j
2 - Interruption of �ntinuous Traffic .
MINIMUM REQUIREMENTS
Pedestrian volume crossing the major street is 100 or more
(80% SHOWN IN BRACKETS)
(80% SHOWN IN BRACKETS)
U R
U
R
APPROACH
1
2 or more
LANES
2 or more
LANES
Both Apprchs.
500
350
600
420
Major Street
(400)
(280)
(480)
(336)
Highest Apprch.
150
105
200
140
Minor Street
(120)
(8 (8
1 (160)
(112)
*WARRANT
A�elrl- 61,& 6p^ 4H-el-j
2 - Interruption of �ntinuous Traffic .
WARRANT 3 - Minimum Pedestrian Volume
100% SATISFIED YES X NO
80% SATISFIED YES 0 NO
U Houri�
/ eo?* t
if
100% SATISFIED
80% SATISFIED
I I
�wx_a'�&t
YES, NO ❑
YES' NO ❑
r
Hour ��o••, ,�
100% SATISFIED YES ❑ NO
REQUIREMENT
MINIMUM REQUIREMENTS
Pedestrian volume crossing the major street is 100 or more
(80% SHOWN IN BRACKETS)
Yes ❑ No
hour; AM
U R
U I R
APPROACH
1
2 or more
LANES
300 feet; AM,
The new traffic signal will not seriously disrupt progressive
Both Apprchs.
traffic flow on the major street.
5
900
630
Major Street
475�
0)
(720)
504
Highest Apprch.
3
100
70
Minor Street
2)
(80)
(56)
WARRANT 3 - Minimum Pedestrian Volume
100% SATISFIED YES X NO
80% SATISFIED YES 0 NO
U Houri�
/ eo?* t
if
100% SATISFIED
80% SATISFIED
I I
�wx_a'�&t
YES, NO ❑
YES' NO ❑
r
Hour ��o••, ,�
100% SATISFIED YES ❑ NO
REQUIREMENT
FULFILLED
Pedestrian volume crossing the major street is 100 or more
for each of any four hours or is 190 or more during any one
Yes ❑ No
hour; AM
There are less than 60 gaps per hour in the major street traf-
Yes El No ❑"
fic stream of adequate length for pedestrians to cross; AM
The nearest traffic signal along the major street is greater
Yes ❑ No El
300 feet; AM,
The new traffic signal will not seriously disrupt progressive
Yes ❑ No E:1
traffic flow on the major street.
-7-� yi.f
The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other
evidence of the need for right -of -way assignment must be shown.
•
r-�
u
Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9 -7
1.1992
Figure 9 -2
TRAFFIC SIGNAL WARRANTS
WARRANT 4 - School Crossings
WARRANT 5 - Progressive Movement
Not Applicable — _ — — — — — -- — — ❑
See School Crossings Warrant Sheet ❑
SATISFIED YES ❑ NOJC
MINIMUM REQUIREMENTS
DISTANCE TO NEAREST SIGNAL
FULFILLED
> 1000 FT.
N ft, S ft, E ft, W ft.
YES ❑ NO ❑
ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT
SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST
SATISFIED
ON 2 -WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND
SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGNAL SYSTEM
❑ ❑
W ARRANT 6 - Accident Experience Ale` 440�'
SATISFIED
YES ❑ NO ❑
REQUIREMENTS
WARRANT
FULFILLED
ONE WARRANT
WARRANT 1 - MINIMUM VEHICULAR VOLUME
SATISFIED
— — — — — — — — — — — — — — — - — — — — — — — — — — — —
OR
80'x°
WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC
YES ❑
NO ❑
SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW
❑
❑
ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY
❑
❑
ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. & INVOLVING INJURY OR > $500 DAMAGE
MINIMUM REQUIREMENT NUMBER OF ACCIDENTS
5 OR MORE
❑
❑
WARRANT 7 - Systems Warrant
SATISFIED YES ❑ NO K
MINIMUM VOLUME
REQUIREMENT I ENTERING VOLUMES - ALL APPROACHES FULFILLED
DURING TYPICAL WEEKDAY PEAK HOUR VEH /HR
1000VEWHR — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
OR
DURING EACH OF ANY 5 HRS. OF A SAT. AND /OR SUN. VEH /HR- YES ❑ NO ❑
CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST.
HWY. SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC
------------------- - - - - -- - - - -- - - - --
RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY
-----------------------------------
APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN
ANY MAJOR ROUTE CHARACTERISTICS MET, BOTH STREETS ❑ ❑
The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other
evidence of the need for right -of -way assigmmnent must be shown.
9 -8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual
t -1991
Figure 9 -3
TRAFFIC SIGNAL WARRANTS
WARRANT 8 - Combination of Warrants
SATISFIED YES ❑ NO ❑
REQUIREMENT
WARRANT
J
FULFILLED
TWO WARRANTS
1. MINIMUM VEHICULAR VOLUME
n
SATISFIED
YES NO RN
2. INTERRUPTION OF CONTINUOUS TRAFFIC
80%
WARRANT 9 - Four Hour Volume
SATISFIED* YES ,9. NO ❑
Hour
* Refer to Figure 9 -6 (URBAN AREAS) or Figure 9 -7 (RURAL AREAS) to determine if this warrant is satisfied.
WARRANT 10 -Peak Hour Delay SATISFIED YES El NO ❑
(ALL PARTS MUST BE SATISFIED)
. The total delay experienced for traffic on one minor street approach contro led by a
STOP sign equals or exceeds four vehicle -hours for a one -lane approach and five
vehicle -hours for a two -lane approach; AND YES ❑ NO ❑
2. The volume on the same minor street approach equals or exceeds 100 vph for
one moving lane of traffic or 150 vph for two moving lanes; AND YES ❑ NO ❑
3. The total entering volume serviced during the hour equals or exceeds 800 vph
for intersections with four or more approaches or 650 vph for intersections with
three approaches. YES ❑ NO ❑
WARRANT 11 - Peak Hour Volume
SATISFIED* YES X= NO ❑
Hour
* Refer to Figure 9 -8 (URBAN AREAS) or Figure 9 -9 (RURAL AREAS) to determine if this warrant is satisfied.
The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence
the need for right -of -way assignment must be shown.
•
�J
r�
Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9 -9
1 -1992
Figure 9 -4
TRAFFIC SIGNAL WARRANTS
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL
Minimum Requirements
......................... .............................
EADT
1. Minimum Vehicular
Vehicles per day on
Vehicles per day on
Satisfied Not Satisfied
major street (total of
higher - volume minor
both approaches)
street approach (one
direction only)
Number of lanes for moving traffic on each approach
Urban Rural
Urban Rural
Major Street Minor Street
1 ....... ............................... 1....... ...............................
8,000 5,600
2,400 1,680
2 or more ........................ 1 ....... ...............................
9,600 6,720
2,400 1,680
2 or more ........................ 2 or more .........................
9,600 6,720
3,200 2,240
1 ...... ............................... 2 or more .........................
8,000 5,600
3,200 2,240
2. Interuption of Continuous Traffic
Vehicles per day on
Vehicles per day on
Satisfied Not Satisfied
major street (total of
higher- volume minor
both approaches)
street approach (one
direction only)
Number of lanes for moving traffic on each approach
Major Street Minor Street
'` Urban Rural
Urban Rural
1 ....... ............................... 1 ....... ...............................
12,000 8,400
1,200 850
............... ......
2 or more ........................ 1 ....... ..........
14,400 10,080
1,200 850
2 or more ........................ 2 or more .........................
14,400 10,080
1,600 1,120
1 ...... ............................... 2 or more .........................
12,000 8,400
1,600 1,120
3. Combination
Satisfied Not Satisfied
2 Warrants
2 Warrants
No one warrant satisfied, but following warrants
fulfilled 80% or more .........
1 2
NOTE: To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted.
9 -10 TRAFFIC SIGNALS AND LIGHTING Traffic Manual
1 -1992
0 Figure .9 -5
SCHOOL PROTECTION WARRANTS
CALC DATE
DIST CO RTE PM CHK DATE
Major St: Critical Approach Speed
Minor St: Critical Approach Speed
Critical speed of major street traffic ? 40 mph _ _ _ _ _ _ _ _ _ _ _ _ _ _ ❑
or RURAL (R)
In built up area of isolated community of < 10,000 pop. _ _ _ _ _ _ _ _ _ _ ❑
❑ URBAN (U)
•
FLASHING YELLOW SCHOOL SIGNALS
(ALL PARTS MUST BE SATISFIED)
Minimum Requirements
PART A 1 11 U I R
mph
mph
SATISFIED YES ❑ NO ❑
Vehicle Volume
Each of
2 hours
200
140
School Age Pedestrians
Each of
40
40
Crossing Street
2 hours
100
70
AND
PART B
Critical Approach Speed Exceeds 35 mph
AND
PART C
Is nearest controlled crossing more than 600 feet away?
SCHOOL AREA TRAFFIC SIGNALS
(ALL PARTS MUST BE SATISFIED)
Minimum Requirements /
PART A 11 67R
Vehicle Volume
Each of
500
350
2 hours
School Age Pedestrians
Each of
2 hours_
100
70
Crossing Street
or
500
350
per, day
SATISFIED
YES ❑ NO ❑
SATISFIED YES ❑ NO ❑
SATISFIED YES ❑ NO ❑
SATISFIED
SATISFIED
YES ❑ NO f5?
YES ❑ NO )
AND
PART B �d
Is nearest controlled crossing more than 600 feet away? SATISFIED YES ❑ NO Imo►
50C
I
= 40C
WQ
300
CL
�a.
ar Q
0 w 200
_Zg
5;0
J
0 100
2
= 300
FIGURE 47. FOUR HOUR VOLUME WARRANT
2 OR MORE LANES & 2 OR MORE LANES
2 OR MORE LANES & 1 LANE
1 LANE & 1 LANE
400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET — TOTAL OF BOTH APPROACHES — VPH
'NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET
APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER
THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
Wt
FIGURE 48. FOUR HOUR VOLUME WARRANT
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET)
,vo 1 V& v Z? gs-Z -v �- o m � IR
I
= 300
F- U
w Q
w0
Ha.
cc Q 200
Ow
Z2
:0
0 100
O
8
f
200 300 400 500 600 700 800 900 1000
MAJOR STREET — TOTAL OF BOTH APPROACHES — VPH
'NOTE: 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET
APPROACH WITH TWO OR MORE LANES AND 60 VPH APPLIES AS THE LOWER
THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
KErrH B. HIGGINS & Asso ,IATES, INC.
2 OR MORE
LANES
& 2 OR
MORE LANES
2 OR
MORE LANES
& 1 LANE
1 LANE
& 1 LANE
8
f
200 300 400 500 600 700 800 900 1000
MAJOR STREET — TOTAL OF BOTH APPROACHES — VPH
'NOTE: 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET
APPROACH WITH TWO OR MORE LANES AND 60 VPH APPLIES AS THE LOWER
THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
KErrH B. HIGGINS & Asso ,IATES, INC.
A
Highway 9/
Oak Street
CALTRANS PEAK HOUR VOLUME SIGNAL WARRANT (Urban Areas)
700
600
x
= a 500 -
>aa
W a 400
wW
rn � 300
ix
O>
Z
200
x
100 -
MENEM
Major Street
Minor Street
North/South
I
I
I
MENNEN
A 7-8AM
1192
55
B. 8-9AM
1289
160
C. 2 -3PM
1076
163
D. 3-4PM
1
I;
i
1142
84
F. 5=6PM
1178
94
G.
0
0
H.
0
0
bi a %h'
MENNEN
0 0a
0� - - -, -
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
MAJOR STREET (VPH)
TOTAL OF BOTH APPROACHES
Scenario
Major Street
Minor Street
North/South
East/West
A 7-8AM
1192
55
B. 8-9AM
1289
160
C. 2 -3PM
1076
163
D. 3-4PM
1089
124
E. 4-5PM
1142
84
F. 5=6PM
1178
94
G.
0
0
H.
0
0
Notes:
1. 150 VPH applies as the lower threshold volume for a minor street approach with two or more lanes
and 100 VPH applies as the lower threshold volume for a minor street approaching with one lane.
2. Bold line applies to intersection geometry.
Higgins Associates warrants.)ds - Signal - Urban