DRAFT 2575&2585 S Winchester Blvd TIA
505 17th Street, Oakland, CA 94612 510.444.2600 w-trans.com
SANTA ROSA • OAKLAND
October 27, 2020
Mr. Matthew Jue, PE
City of Campbell
Traffic Engineer
70 North First Street
Campbell, CA 95008
2575/2585 South Winchester Boulevard (PLN 2019-36)
Transportation Impact Analysis
Dear Mr. Jue;
As requested, W-Trans has prepared a Transportation Impact Analysis for the proposed Multifamily Development
to be located at 2575/2585 South Winchester Boulevard in Campbell. According to the Transportation Impact
Analysis guidelines published by the Santa Clara County Transportation Authority, the preparation of a
Transportation Impact Analysis (TIA) is not required since this project is would generate fewer than 100 a.m. or
p.m. peak hour trips. Instead a focused transportation analysis was prepared to evaluate issues related to site
access and traffic operations on the adjacent transportation facilities and any changes that would result from
adding traffic from the proposed development.
Project Description
The proposed project would demolish two single-family homes and construct 15 multifamily residential units and
approximately 200 to 600 square feet of ground floor commercial space within a four-story building. Although
the commercial space may be used for either retail or as a general office location, office space was assumed as this
would be the most likely use of this space. There would be a total of 36 off-street parking spaces provided on two
parking levels. The project site would be served by one driveway located on Friar Way and another located on
South Winchester Boulevard. The driveway on South Winchester Boulevard would be limited to right-turn
ingress/egress only. The driveway on Friar Way would be a full access driveway. The project also proposes to
include modifications to the alignment of the curb and sidewalk along South Winchester Boulevard and Friar Way
as well as the removal of a single on-street parking spot on Friar Way to accommodate a new driveway.
Study Locations and Periods
Operation of the intersection of South Winchester Boulevard/Friar Way during the a.m. and p.m. peak periods was
evaluated to capture the highest potential impacts for the proposed project as well as the highest volumes on the
local transportation network. The morning peak hour occurs between 7:00 and 9:00 a.m. and reflects conditions
during the home to work or school commute, while the p.m. peak hour occurs between 4:00 and 6:00 p.m. and
typically reflects the highest level of congestion during the homeward bound commute. Intersection counts are
enclosed. The analysis is based on existing peak hour volumes, lane geometry, and traffic control plus net-new
project-generated trips.
Existing Setting
South Winchester Boulevard is a four-lane north-south principle arterial extending between Santa Clara and Los
Gatos. In the study area South Winchester Boulevard consists of four lanes (two lanes in each direction) with a
posted speed limit of 35 mph.
Mr. Matthew Jue Page 2 October 27, 2020
Study Intersection
South Winchester Boulevard/Friar Way is an unsignalized tee intersection with eastbound Friar Way terminating
in a stop-controlled approach. Continuous pedestrian sidewalks exist along the west side of South Winchester
Boulevard only with a crosswalk across the Friar Road leg only. The signalized intersection of South Winchester
Boulevard/Camden Avenue is located approximately 400 feet to the north.
Alternative Modes
Pedestrians
In general, a network of sidewalks, crosswalks, pedestrian signals, and curb ramps provide access for pedestrians
along the west side of South Winchester Boulevard within the vicinity of the project. In contrast, pedestrian access
along the east side of South Winchester Boulevard is limited as sidewalks are not provided.
Bicycle Network
A Class I multi-use path exists within 2,000 feet of the project site adjacent to the Los Gatos Creek. The Los Gatos
Creek Trail is a regional biking facility which extends from south of Los Gatos through Vasona Park and into San
Jose. A Class II bike lane exists on Winchester Boulevard south of Albright Way. Budd Avenue is classified as a
Class III Bike Route from Winchester Boulevard to San Tomas Expressway. Bicyclists ride in the roadway and/or on
sidewalks along all other streets within the project Study Area.
Transit Facilities
The Santa Clara Valley Transportation Authority (VTA) provides fixed route bus service and light rail train service
in Santa Clara County. Two bicycles can be carried on VTA light rail trains and most VTA buses. Bike rack space is
on a first come, first served basis. Additional bicycles are allowed on VTA buses at the discretion of the driver. VTA
provides bus service to the immediate study area via three local routes, all of which stop on Winchester Boulevard
just south of the intersection with Friar Way.
Route 37 provides weekday service between the Capitol LRT station and West Valley College, connecting Camden
Avenue, Winchester LRT Station, Winchester Boulevard, and Hacienda Avenue. Service is provided between 6:00
a.m. and 10:00 p.m. with an approximately 30-minute headway during the a.m. and p.m. peak hours.
Route 48 provides both weekday and weekend service between Los Gatos Civic Center and the Winchester Transit
Center in Campbell via Winchester Boulevard, Hacienda Avenue, and Knowles Drive. During weekdays, service is
provided 6:00 a.m. to 7:30 p.m. with approximately 30- to 60-minute headways. On weekends service is provided
between 7:30 a.m. and 7:30 p.m. approximately 60-minute headways.
Route 49 provides both weekday and weekend service between Los Gatos Civic Center and the Winchester Transit
Center in Campbell via Winchester Boulevard, Camden Avenue, and Bascom Avenue. On weekdays service is
provided from 6:00 a.m. to 8:00 p.m. with approximately 30- to 60-minute headways. On Saturdays service is
provided between 9:00 a.m. and 7:00 p.m. with headways of 60 minutes. On Sundays service is provided between
9:50 a.m. and 5:15 p.m. with an approximately 60-minute headway.
Additionally, the Winchester Transit Center is located approximately 1,500 feet north of the project site at 2400
Winchester Boulevard. The Winchester Transit Center provides connections to all the above bus routes and
currently serves as the southern station and termination point of the VTA LRT Line 902 which runs between
Mountain View and the Winchester Station Area. Line 902 operates on weekdays between 5:00 a.m. and 12:00
a.m. with 10- to 20-minute headways and from 6:00 a.m. to 12:00 a.m. with 30-minute headways. The Winchester
Transit Center is also served by VTA Bus Routes 37, 48, 49, 60 and 101.
Mr. Matthew Jue Page 3 October 27, 2020
Dial-a-ride, also known as paratransit, or door-to-door service, is available for those who are unable to
independently use the transit system due to a physical or mental disability. VTA Paratransit is designed to serve
the needs of individuals with disabilities within the City of Campbell and greater Santa Clara County.
Existing Field Observations
Field observations were conducted on October 3, 2019, to confirm roadway characteristics and motorist behavior,
at which time the following items were observed:
The upstream traffic signal at South Winchester Blvd/Camden Avenue metered vehicle arrivals, which in turn
created gaps in the southbound traffic stream along South Winchester Boulevard. These gaps occurred with
suitable frequency that vehicles exiting from Friar Way can enter South Winchester Boulevard, especially in
the southbound direction.
There are digital speed feedback signs in both directions on South Winchester Boulevard near Friar Way.
South Winchester Boulevard has a double yellow centerline near Friar Way and both painted and raised
medians elsewhere separating northbound and southbound traffic . Some drivers northbound South
Winchester Boulevard were observed turning left across the painted median and into one of the driveways
serving the Auto Center Mall parking lot.
Signs located at the driveway entrances to the Auto Center Mall Parking Lot discourage the use of the parking
lot for U-turn purposes. This restriction is difficult to enforce as the signs are located on private property. As
a result it is reasonable to assume that some motorists will ignore the sign and use the parking lot for these
types of maneuvers.
Signs in the Auto Center Mall parking lot restrict parking to 24 hours except for auto center customers.
At the time of the site visit a spot speed survey sampling of 51 vehicles (26 in the southbound direction and 25 in
the northbound direction), resulted in an 85th-percentile speed of 39.0 mph for southbound and 38.4 mph for
northbound travel. The observed speeds were consistent with what would generally be expected on a roadway
with a 35-mph posted speed limit.
Trip Generation
The anticipated trip generation for the proposed project was estimated using standard rates published by the
Institute of Transportation Engineers (ITE) in Trip Generation Manual, 10th Edition, 2017 for “Multifamily Housing
(Mid-Rise)” (ITE LU #221) and “Small Office Building” (ITE LU #712). Because the site is currently occupied by two
single-family homes, the trip generation for “Single Family Detached Homes” (ITE LU #210) were used to estimate
the existing trips at the site.
Two of the residential units may be built as live-work units and may therefore be eligible for vehicle trip reductions.
The project would be located within 1,500 feet of the Winchester Light Rail Station, and it would be reasonable to
assume that some residents would want to walk or ride a bicycle to this station. However, to provide a
conservative approach, no trip reductions resulting from nearby transportation options or live-work unit status
were assumed. Similarly, reductions attributable to internal capture, pass-by or any other trip reductions were
applied.
The expected trip generation potential for the proposed project is indicated in Table 1. The proposed project is
expected to generate an average of 73 net-new trips per day, including five trips during the a.m. peak hour and
six during the p.m. peak hour; these net-new trips represent the increase in traffic associated with the project. For
comparative purposes only, the ITE rates for two other possible land uses (“Shopping Center” (ITE LU 820) and
“Coffee/Donut Shop without Drive-Through Window” (ITE LU 936)) were applied to the ground floor commercial
space as shown in Table 1.
Mr. Matthew Jue Page 4 October 27, 2020
Table 1 – Trip Generation Summary
Land Use Units Daily AM Peak Hour PM Peak Hour
Rate Trips Rate Trips In Out Rate Trips In Out
Existing
Single Family Detached
Housing
-2 du 9.44 -19 0.74 -1 0 -1 0.99 -2 -1 -1
Proposed
Multifamily Residential (Mid-
Rise)
15 du 5.44 82 0.36 5 1 4 0.44 7 4 3
Small Office Building 0.6 ksf 16.19 10 1.92 1 1 0 2.45 1 0 1
TOTAL 73 5 2 3 6 3 3
For Reference Purposes Only
Shopping Center 0.6 ksf 37.75 23 0.94 1 0 1 3.81 2 1 1
Coffee/Donut Shop without
Drive-through Window
0.6 ksf N/A - 101.14 61 38 23 36.31 22 10 12
Note: du = Dwelling Unit, ksf = 1,000 square feet, N/A = Not Available
Trip Distribution
Plots illustrating the prevailing travel patterns in the study area from the Santa Clara County Travel Demand Model
outputs were used to estimate relative trip distribution patterns within the study area by comparing relative
vehicle demands on major roadways surrounding the study area. It should be noted that trips were assumed to
use surface streets (such as South Winchester Boulevard and Camden Avenue) to access regional facilities (like SR
17 and San Tomas Expressway). The applied distribution assumptions (with manual adjustments for rounding)
and resulting trips are shown in Table 2.
Table 2 – Trip Distribution Assumptions
Route Percent Daily AM Trips PM Trips
To/From North via San Tomas Expwy 30% 22 2 2
To/From South via San Tomas Expwy 40% 30 2 3
To/From North via Winchester Blvd 6% 4 0 0
To/From South via Winchester Blvd 18% 13 1 1
To/From West via Budd Ave 6% 4 0 0
TOTAL 100% 73 5 6
Intersection Evaluation
Intersection Level of Service
The Existing Conditions scenario provides an evaluation of current operation based on existing traffic volumes
during the weekday a.m. and p.m. peak periods. Intersection turning movement counts were collected on
Tuesday, October 2, 2019 during the a.m. and p.m. peak periods when all local school were in session. Under
existing conditions, the study intersection is operating acceptably at LOS A overall with the eastbound (Friar Way)
approach operating at LOS C during the a.m. peak hour and LOS B during the p.m. peak hour. Upon the addition
Mr. Matthew Jue Page 5 October 27, 2020
of project-related traffic to the Existing volumes, the study intersection is expected to continue operating
acceptably at LOS A with nominal changes to average delay. A summary of the intersection Level of Service
calculations is contained in Table 3 and detailed level of service calculations are enclosed.
Table 3 – Existing and Existing plus Project Peak Hour Intersection Levels of Service
Study Intersection Control
Type
Existing Conditions Existing plus Project
Approach AM Peak PM Peak AM Peak PM Peak
Delay LOS Delay LOS Delay LOS Delay LOS
1. S Winchester Blvd/Friar Wy TWSC 0.4 A 0.1 A 0.4 A 0.2 A
EB (Friar) Approach 16.5 C 14.3 B 16.7 C 15.1 C
Notes: TWSC = Two-Way Stop-Control; Delay is measured in average seconds per vehicle; LOS = Level of Service; Results
for minor approaches to two-way stop-controlled intersections are indicated in italics
Finding – The study intersection is expected to continue operating acceptably upon the addition of project-
generated traffic.
Signal Warrant Analysis
A traffic signal warrant analysis was performed to determine the potential need for a traffic signal at the
intersection of South Winchester Boulevard/Friar Way. Chapter 4C of the California Manual on Uniform Traffic
Control Devices (CA-MUTCD) provides guidance regarding consideration of traffic signals. For the purposes of this
study only Warrant 3 (Peak Hour) was considered.
Based on existing plus project-generated traffic volumes, a traffic signal would not be warranted at the South
Winchester Boulevard/Friar Way intersection. A copy of the Warrant 3 worksheet is enclosed.
Left-Turn Lane Evaluation
In designing an intersection, left-turning traffic should be removed from the through lanes whenever practical.
Ideally, left-turn lanes should be provided at street intersections along major arterial and collector roads wherever
left turns are permitted. Left-turn facilities should be established on roadways where traffic volumes are high
enough to warrant them.
The values from the American Association of State Highway and Transportation Officials’ (AASHTO) A Policy on
Geometric Design of Highways and Streets, 2018 (“Green Book”), Figure 9-35 were used to determine whether a
dedicated left-turn lane would be recommended at each unsignalized study intersection. Based on the
anticipated existing plus project a.m. and p.m. peak hour volumes, a dedicated left-turn lane is warranted for both
the a.m. and p.m. peak hours at the intersection of South Winchester Boulevard/Friar Way.
Site Circulation and Access
Site Access
The project site would have two parking lots which would be accessed by two driveways; one with limited access
(right turn in and right turn out only) on South Winchester Boulevard and a full access driveway on Friar Way. The
driveway on South Winchester Boulevard would be located approximately 160 feet north of Friar Way. The full
access driveway on Friar Way would be approximately 60 feet west of South Winchester Boulevard. The two
parking lots would be on separate levels with no internal vehicle circulation.
Mr. Matthew Jue Page 6 October 27, 2020
The median treatment along South Winchester Boulevard adjacent to the project driveway consists of two sets of
double-yellow lines which taper from zero to three feet in width. A portion of the painted median adjacent to the
driveway has a width greater than two feet.
Since this portion of the median lacks a physical barrier prohibiting vehicle movements across it, it is
acknowledged that some drivers may choose to violate the California Vehicle Code (CVC) (Section 21651(a)) and
cross over this portion of double double-yellow lines. As the northbound direction of South Winchester Boulevard
lacks a dedicated left-turn lane at the driveway, vehicles have the potential to temporarily block one of the
northbound travel lanes while waiting for a suitable gap in the southbound traffic stream to complete a left turn
into the project driveway. Further, this segment of South Winchester Boulevard is within a weaving section where
vehicles arriving from San Tomas Expressway are merging and changing lanes between vehicles already traveling
on South Winchester Boulevard. As this segment of roadway is a weaving section, all reasonable efforts to prevent
or discourage having vehicles stopped in the northbound travel lanes should be considered.
Finding – Temporary blockage of the northbound travel lane may occur if drivers wait for opportunities to
complete an illegal left-turn maneuver across the median to enter the project driveway on South Winchester
Boulevard.
Recommendation – The project sponsor should fund the design and installation of a physical barrier within the
South Winchester Boulevard median that would extend the existing raised median at Friar Way to the left-turn
pocket at the intersection of South Winchester Boulevard/Camden Avenue and eliminate left-turn maneuvers.
Such barriers must comply with standards described in the latest edition of the California Manual on Uniform Traffic
Control Devices (CA-MUTCD) and be approved by the City Department of Public Works prior to installation.
Sight Distance
Sight distances at each project driveway and at Friar Way were evaluated based on sight distance criteria
contained in the Highway Design Manual published by Caltrans. The recommended sight distances for driveways
are based on stopping sight distance, with approach travel speeds used as the basis for determining the
recommended sight distance. The recommended sight distance at intersections of public streets is based on
corner sight distances and the approach speed on the major street.
For the observed southbound approach speed of approximately 40 mph on South Winchester Boulevard, the
Highway Design Manual recommends a minimum stopping sight distance of 300 feet. A review of field conditions
at the proposed location of the driveway revealed the available sight distance at this location is limited by the
horizontal curvature of South Winchester Boulevard to approximately 320 feet, which is adequate for the observed
approach speeds. The northbound direction was not evaluated since the driveway on South Winchester
Boulevard is a limited access driveway with right-turn only operation and interactions with vehicles traveling
northbound are not anticipated.
For the observed bi-directional speeds along South Winchester Boulevard of approximately 40 mph, the Highway
Design Manual recommends a corner sight distance of 440 feet. Based on a review of field conditions at the
intersection of South Winchester Boulevard/Friar Way, the available sight distance for a vehicle exiting Friar Way
is estimated to be 450 feet in the southbound direction and at least 500 feet in the northbound direction. The
sight distances at this location are adequate for the observed approach speeds.
The posted speed limit for Friar Way is 25 mph, with a corresponding minimum recommended stopping sight
distance of 150 feet. The project proposes to modify the curb at the northwest corner of the South Winchester
Boulevard/Friar Way intersection to include a curb return with a radius of 35 feet. Based on the proposed radius
of the curb return and geometric alignment of both South Winchester Boulevard and Friar Way, it is estimated
that a vehicle traveling south on South Winchester Boulevard and turning onto Friar Way would travel along a
path with a radius of approximately 78 feet. According to the National Association of City Transportation Officials
Mr. Matthew Jue Page 7 October 27, 2020
(NACTO), a vehicle completing a right turn maneuver along a path with a 78-foot radius can be expected to be
traveling at approximately 18 mph (or less). According to Table 3-1 in the AASHTO “Green Book” the minimum
stopping sight distance for a vehicle traveling at 18 mph would be 105 feet. For a vehicle exiting from the Friar
Way driveway the sight lines between the driver’s position in the exiting vehicle and an oncoming vehicle on
southbound South Winchester Boulevard would be approximately 105 feet. Thus, there would be adequate sight
distance anticipated at this driveway.
To maintain this sight distance, it is noted that any vegetation between the Friar Way driveway and South
Winchester Boulevard should be trimmed to an appropriate height of less than three feet, and trees trimmed so
that nothing hangs below a height of seven feet from the surface of the roadway. Additionally, it is recommended
that on-street parking be restricted along the north side of Friar Way between South Winchester Boulevard and
the Friar Way driveway.
The project plans for the driveway ramp profile were reviewed to determine whether a driver operating a vehicle
traveling from the underground garage to the South Winchester Boulevard driveway exit is able to maintain sight
lines to adequately see a pedestrian within the area where the sidewalk intersects the driveway. The evaluation
determined that the ramp would include a level area able to accommodate a stopped passenger car, thus allowing
the vehicle operator an unobstructed view of the driveway and sidewalk area.
Finding – Adequate sight distance would be available at each project driveway as well as at the sloped ramp from
the underground parking garage.
Pedestrian Site Access
On-site pedestrian circulation was reviewed to determine if the layout would provide adequate circulation and
room for interaction between pedestrians walking and vehicles maneuvering through each parking lot. Based on
a review of the site plan, there would be acceptable access for pedestrians between the building entrances, each
parking lot, and sidewalks along Friar Way and South Winchester Boulevard.
Finding – Adequate pedestrian access would be provided between the building and adjacent sidewalks.
Commercial Vehicle Access
The Santa Clara County Fire Department specifies in their Standard Details & Specifications, Sheet D-1 that vertical
clearance above the entire length of a driveway shall be at least 13 feet 6 inches and should also be at least 12 feet
wide. The project driveway on Friar Way would be 24 feet wide, though the lane for each direction is only 11 feet
9 inches wide; the inbound driveway is positioned below the building and has only 9 feet of vertical clearance.
The project driveway on South Winchester Boulevard would be 10 feet 6 inches wide in each direction (ingress
and egress), with support beams separating the directions of travel. The vertical clearance for this driveway would
also be 9 feet. Both the proposed height and width at each driveway is less than the minimum requirements as
outlined by the Santa Clara County Fire Department.
Commercial service vehicles would not be able to access the property as neither driveway satisfies the minimum
height and width requirements to accommodate large commercial vehicles such as garbage or fire trucks. Trash
bins would need to be put on Friar Way for regularly scheduled curbside service and emergency vehicles (e.g., fire
trucks) would need to park on either Friar Way and/or South Winchester Boulevard to access the site during
emergency situations.
Finding – The project driveways do not meet the minimum height and width requirements necessary to
accommodate large commercial vehicles such as garbage or fire trucks. Instead, these vehicles would need to
service the site from the adjacent roadways of Friar Way or South Winchester Boulevard.
Mr. Matthew Jue Page 8 October 27, 2020
Alternative Modes Analysis
Pedestrian Facilities
Given the proximity of residential and commercial land uses surrounding the site, it is reasonable to assume that
some residents would want to walk, bicycle, and/or use transit to access the project site.
According to the site plan, sidewalks and crosswalks exist along the project frontages on both South Winchester
Boulevard and Friar Way. The project would include sidewalk connections between the building and adjacent
sidewalks along public streets.
Finding – Existing and proposed pedestrian facilities serving the project site would be adequate.
Bicycle Facilities
Existing bicycle facilities, including the Los Gatos Creek Trail and bike facilities on South Winchester Boulevard,
together with shared use of minor streets, provide adequate access for bicyclists. According to the site plan, a bike
rack with capacity for five bikes would be provided on-site.
The City of Campbell Municipal Code, Section 21.28.070, “Bicycle Parking” requires that the number of short-term
and long-term bicycle parking stalls should be consistent with the 2016 California Green Building Standards Code
(CALGreen) which states in Section 5.106.4.1.2 that the number of bicycle parking stalls provided should be equal
to 5 percent of the total number of auto parking stalls provided. Additionally, since the project is anticipated to
generate visitor traffic, Section 5.106.4.1.1 also states that bicycle racks should be located within 200 feet of the
visitors’ entrance, with capacity for five percent of the motorized parking spaces with a minimum capacity of one
two-bike capacity rack. The project would include five bicycle parking stalls which is greater than five percent of
36 vehicle spaces, or two spaces. Also, a review of the site plan shows that the bicycle racks would be located
within 200 feet of the entrance to the building. Therefore, the number of bicycle spaces provided by the project
would satisfy both the City of Campbell Municipal Code and CALGreen recommendations.
Finding – The provision of five bicycle spaces and proposed location would satisfy the City’s Code requirement as
well as CALGreen recommendations.
Transit
Existing transit routes are adequate to accommodate potential project-generated transit trips based on the
number of routes and frequency of service. Existing stops located on South Winchester Boulevard are within an
acceptable walking distance of the site. Based on field observations, ridership on buses serving Routes 37, 48 and
49 as well as the VTA LRT Line 902 is relatively low with many seats observed to be unoccupied. The volume of
riders expected to be generated by the project would likely not exceed the carrying capacity of the existing bus
service near the project site.
Finding – Existing transit facilities serving the project site are adequate.
Roadway Vehicle Counts for Air Quality Analysis
The average daily traffic (ADT) on several surrounding street segments was determined based on 24-hour counts
conducted on a typical weekday while schools were in session. These counts were conducted on Wednesday,
October 2, 2019, on multiple roadway segments within the study area. Detailed count summaries are enclosed.
The daily volumes obtained from these counts and the project-added trips for each roadway are summarized in
Table 4.
Mr. Matthew Jue Page 9 October 27, 2020
Table 4 – Daily Traffic
Roadway Segment ADT Project Trips Total
1. S Winchester Blvd (just north of Friar Wy) 25,199 30 25,229
2. Camden Ave (Between Winchester Blvd and Timber Cove Dr) 1,989 15 2,004
3. Budd Ave (Between Winchester Blvd and California St) 5,450 15 5,465
4. San Tomas Expwy at Winchester Blvd 56,371 14 56,385
Note: ADT = Average Daily Traffic
Vehicle Miles Traveled (VMT) Evaluation
Consideration was given to the project’s potential generation of Vehicle Miles Traveled (VMT). The City of
Campbell adopted a VMT policy in August 2020. According to this policy, all proposed land uses located within
one-half mile of a light-rail station shall be presumed to have a less-than-significant transportation impact on VMT
presuming these projects are consistent with the General Plan.
The proposed project at 2575/2585 South Winchester Boulevard is presumed to have a less-than-significant
impact on VMT as it would be located within one-half mile of the Winchester light-rail station.
Finding – The project would have a less-than-significant transportation impact on vehicle miles traveled.
Conclusions and Recommendations
The proposed project would generate an average of 73 net-new daily trips, including five new trips during
the a.m. peak hour and six new trips during the p.m. peak hour.
With or without the project, the study intersection is expected to operate at acceptable levels of service during
the a.m. and p.m. peak hours.
Pedestrian, bicycle, and transit facilities would be adequate to serve the project as proposed.
On-site vehicle and pedestrian access between the building, parking lot and surrounding sidewalks is
adequate.
The peak hour volume warrant indicating potential need for a traffic signal would not be satisfied for the
unsignalized intersection of South Winchester Boulevard/Friar Way under Existing plus Project volumes.
Based on the Existing plus Project peak hour volumes, a dedicated left-turn lane would be warranted at South
Winchester Boulevard/Friar Way for volumes during both the a.m. and p.m. peak hours.
Although sight lines at the project driveways are adequate for the approach speeds, it is recommended that
on-street parking be prohibited and vegetation be trimmed and maintained along Friar Way to maintain the
minimum sight distance standards.
To prevent temporary blockage of the northbound travel lane on South Winchester Boulevard and violations
of the California Vehicle Code, it is recommended that the City consider extending the raised median along
South Winchester Boulevard from Friar Way to Camden Avenue.
The proposed project would have a less-than-significant transportation impact on vehicle miles traveled.
Mr. Matthew Jue Page 10 October 27, 2020
Thank you for giving W-Trans the opportunity to provide these services. Please call if you have any questions.
Sincerely,
Kenneth Jeong, PE
Traffic Engineer
Mark Spencer, PE
Senior Principal
MES/kbj/CMP033.L1
Enclosures: Traffic Count Sheets
Level of Service Analysis Output Sheets
Warrant Worksheets
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
1
0
1
0
2
0
2
1
7
40022130
0 0
Peak Hour 1 9 14 32 56 0 0
0 1 3 4 1 6Count Total 1 28 28 49 106 0
1 0 00001108:45 AM 0 6 4 6 16
0 0 1 1 0 0
0
8:30 AM 0 3 5 6 14 0 0 0
0 0 0 0 0 0
0 0
8:15 AM 0 4 2 10 16 0 0
0 0 0 0 0 2
0 0 0
8:00 AM 1 0 3 10 14 0
0 0 0 2 2 0
1 0 0
0
7:30 AM 0 4 2 3 9 0 0 0
0 0 0 0 0 0
4 12 0
EB WB NB SB Total East
7:45 AM 0 2 4 6 12
0 0 0
0%0%2%HV%-11%-0%-
0 0
7:15 AM 0 7 2 4 13 0 0
0 1 0 1 0 1
West North South
7:00 AM 0 2 6
0
9 625 0 0 0 846190003701
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
---4%18%3%--2%
Peak
Hour
All 0 9 0
686 1 9 954 0 0
0 0 30 2 56 00900140
11 1,890 0
HV 0 1 0 0 0
Count Total 0 9 0 34 0 0 0 0 1,417 13 3,123 0
442 1,808137000180100012100
0 164 3 420 1,890
8:45 AM 0 0 0 3
87 0 1 161 0 0
452 1,814
8:30 AM 0 2 0 2 0 0 0
172 0 0 0 202 10007111
0 246 3 494 1,585
8:15 AM 0 1 0 3
95 0 5 137 0 0
524 1,315
8:00 AM 0 1 0 7 0 0 0
155 0 0 0 234 400011702
0 181 0 344 0
7:45 AM 0 5 0 7
75 0 0 80 0 0
223 0
7:30 AM 0 0 0 8 0 0 0
52 0 0 0 117 10005200
0 93 0 224 0
7:15 AM 0 0 0 1
68 0 0 60 0 07:00 AM 0 0 0 3 0 0 0
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
Friar Way NB San Tomas Off-Ramp Winchester Blvd Winchester Blvd 15-min
TotalUTLTTHRT
Date: 10-02-2019
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 3.7%0.86
TOTAL 3.0%0.90
TH RT
WB 2.4%0.79
NB 2.2%0.91
Peak Hour: 7:45 AM 8:45 AM
HV %:PHF
EB 3.6%0.58
0
0
0 0200000
0
0
0
03 1N
Winchester Blvd
Friar Way
NB San Tomas Off-Ramp
Winchester BlvdFriar Way Winchester Blvd1,890TEV:
0.9PHF:1184608571,0040370
0
0
370
00
06259635866119
0
9
28
20 0
Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
0 0
0 2 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 0 0 0
0000
0
0
0
00
0
THLT
00001000
0
00
0
0
0 0 0
0 0 0
0
THLT
2002000
4 00010
0 0
0 1
Peak Hour
0 3Count Total
0
110000000
0 2
8:45 AM
0 0 0 0
2
8:30 AM
0000000
0 2
8:15 AM
0 0 0
0 0 0
0 0 0
0 0 0
3
8:00 AM
2000
0 0
7:45 AM
0 0 0 0
0
7:30 AM
00000007:15 AM 0
0 0
0 0 0
1 07:00 AM
RT
56 0
Interval
Start
Friar Way NB San Tomas Off-Ramp Winchester Blvd Winchester Blvd 15-min
Total
Rolling
One Hour
14 0 0 0 30 2000900
RTTHLT RTTHLTRT
0 47 2 106 0
Peak Hour 0 1 0 0
28 0 0 28 0 0Count Total 0 1 0 0 0 0 0
16 60400060000600
0 5 1 14 56
8:45 AM 0 0 0 0
3 0 0 5 0 0
16 51
8:30 AM 0 0 0 0 0 0 0
2 0 0 0 10 0000400
0 10 0 14 48
8:15 AM 0 0 0 0
0 0 0 3 0 0
12 46
8:00 AM 0 1 0 0 0 0 0
4 0 0 0 5 1000200
0 3 0 9 0
7:45 AM 0 0 0 0
4 0 0 2 0 0
13 0
7:30 AM 0 0 0 0 0 0 0
2 0 0 0 4 0000700
0 4 0 12 0
7:15 AM 0 0 0 0
2 0 0 6 0 0
TH RT
7:00 AM 0 0 0 0 0 0 0
UT LT TH RT UT LT
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
Friar Way NB San Tomas Off-Ramp Winchester Blvd Winchester Blvd 15-min
Total
Rolling
One HourEastboundWestbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
3
2
4
3
0
3
0
4
19
100022190
0 0
Peak Hour 0 6 6 12 24 0 0
0 2 3 5 4 15Count Total 0 10 13 30 53 0
2 0 00010125:45 PM 0 0 1 5 6
0 1 0 0 0 0
0
5:30 PM 0 2 1 4 7 0 0 1
0 0 0 0 3 0
0 0
5:15 PM 0 1 3 3 7 0 0
0 0 1 1 0 0
2 0 0
5:00 PM 0 2 1 2 5 0
0 0 0 0 0 1
4 0 0
0
4:30 PM 0 3 1 4 8 0 0 0
0 0 0 0 2 0
4 6 0
EB WB NB SB Total East
4:45 PM 0 0 1 3 4
1 1 0
0%0%1%HV%-0%-0%-
0 0
4:15 PM 0 1 4 5 10 0 0
0 0 1 1 1 2
West North South
4:00 PM 0 1 1
0
4 705 0 0 0 927120003621
0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
---1%0%1%--2%
Peak
Hour
All 0 2 0
694 1 11 1,337 0 1
0 0 12 0 24 0060060
17 2,030 0
HV 0 0 0 0 0
Count Total 0 7 0 21 0 0 0 0 1,756 36 3,864 0
424 1,95312500019650009700
0 225 6 483 2,005
5:45 PM 0 1 0 0
77 0 2 167 0 1
500 2,030
5:30 PM 0 2 0 3 0 0 0
194 0 0 0 221 30007502
0 252 5 546 1,983
5:15 PM 0 1 0 4
96 0 0 189 0 0
476 1,911
5:00 PM 0 1 0 3 0 0 0
158 0 0 0 212 30009902
0 242 6 508 0
4:45 PM 0 0 0 2
92 1 0 164 0 0
453 0
4:30 PM 0 0 0 3 0 0 0
160 0 0 0 188 20009503
0 220 6 474 0
4:15 PM 0 1 0 4
63 0 2 180 0 04:00 PM 0 1 0 2 0 0 0
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
UT LT TH RT
Interval
Start
Friar Way NB San Tomas Off-Ramp Winchester Blvd Winchester Blvd 15-min
TotalUTLTTHRT
Date: 10-02-2019
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 1.3%0.92
TOTAL 1.2%0.93
TH RT
WB 1.7%0.91
NB 0.8%0.91
Peak Hour: 4:30 PM 5:30 PM
HV %:PHF
EB 0.0%0.70
0
0
0 0200000
0
0
0
09 1N
Winchester Blvd
Friar Way
NB San Tomas Off-Ramp
Winchester BlvdFriar Way Winchester Blvd2,030TEV:
0.93PHF:1792709441,0690362
0
0
362
00
07054710940112
0
2
14
21 0
Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com
www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any.
1 0
0 0 0
0 1 0
0 0 0
0 0 0
000 0 0 0
000 0 0 0
0000
0
0
0
00
0
THLT
01000000
0
00
0
0
0 0 0
0 0 0
0
THLT
2002000
5 00020
0 0
0 0
Peak Hour
0 3Count Total
0
310010000
1 2
5:45 PM
0 1 0 0
2
5:30 PM
0000000
1 2
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
2
5:00 PM
0000
1 0
4:45 PM
0 0 0 0
0
4:30 PM
00000004:15 PM 0
0 0
0 0 0
1 04:00 PM
RT
24 0
Interval
Start
Friar Way NB San Tomas Off-Ramp Winchester Blvd Winchester Blvd 15-min
Total
Rolling
One Hour
6 0 0 0 12 0000600
RTTHLT RTTHLTRT
0 30 0 53 0
Peak Hour 0 0 0 0
10 0 0 13 0 0Count Total 0 0 0 0 0 0 0
6 25100050000000
0 4 0 7 23
5:45 PM 0 0 0 0
2 0 0 1 0 0
7 24
5:30 PM 0 0 0 0 0 0 0
3 0 0 0 3 0000100
0 2 0 5 27
5:15 PM 0 0 0 0
2 0 0 1 0 0
4 28
5:00 PM 0 0 0 0 0 0 0
1 0 0 0 3 0000000
0 4 0 8 0
4:45 PM 0 0 0 0
3 0 0 1 0 0
10 0
4:30 PM 0 0 0 0 0 0 0
4 0 0 0 5 0000100
0 4 0 6 0
4:15 PM 0 0 0 0
1 0 0 1 0 0
TH RT
4:00 PM 0 0 0 0 0 0 0
UT LT TH RT UT LT
Northbound Southbound
UT LT TH RT UT LT TH RT
Interval
Start
Friar Way NB San Tomas Off-Ramp Winchester Blvd Winchester Blvd 15-min
Total
Rolling
One HourEastboundWestbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 project.manager.ca@idaxdata.com
Location:Winchester Blvd, B/W Friar Way & Camden Ave
Date Range:10/2/2019 - 10/8/2019
Site Code:01
Time NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total
12:00 AM 44 35 79 ------------------44 35 79
1:00 AM 32 22 54 ------------------32 22 54
2:00 AM 14 20 34 ------------------14 20 34
3:00 AM 20 30 50 ------------------20 30 50
4:00 AM 35 43 78 ------------------35 43 78
5:00 AM 118 132 250 ------------------118 132 250
6:00 AM 303 263 566 ------------------303 263 566
7:00 AM 676 598 1,274 ------------------676 598 1,274
8:00 AM 969 749 1,718 ------------------969 749 1,718
9:00 AM 1,146 598 1,744 ------------------1,146 598 1,744
10:00 AM 1,177 574 1,751 ------------------1,177 574 1,751
11:00 AM 1,208 673 1,881 ------------------1,208 673 1,881
12:00 PM 1,189 808 1,997 ------------------1,189 808 1,997
1:00 PM 882 899 1,781 ------------------882 899 1,781
2:00 PM 909 837 1,746 ------------------909 837 1,746
3:00 PM 954 806 1,760 ------------------954 806 1,760
4:00 PM 1,007 847 1,854 ------------------1,007 847 1,854
5:00 PM 1,032 851 1,883 ------------------1,032 851 1,883
6:00 PM 853 743 1,596 ------------------853 743 1,596
7:00 PM 567 642 1,209 ------------------567 642 1,209
8:00 PM 357 474 831 ------------------357 474 831
9:00 PM 251 304 555 ------------------251 304 555
10:00 PM 152 186 338 ------------------152 186 338
11:00 PM 82 88 170 ------------------82 88 170
Total 13,977 11,222 25,199 ------------------13,977 11,222 25,199
Percent 55%45%-------------------55%45%-
AM Peak 11:00 08:00 11:00 ------------------11:00 08:00 11:00
Vol.1,208 749 1,881 ------------------1,208 749 1,881
PM Peak 12:00 13:00 12:00 ------------------12:00 13:00 12:00
Vol.1,189 899 1,997 ------------------1,189 899 1,997
1. Mid-week average includes data between Tuesday and Thursday.
10/8/201910/7/201910/6/201910/5/2019
Wednesday Thursday Friday
10/3/201910/2/2019 Mid-Week Average10/4/2019
Saturday Sunday Monday Tuesday
1
Project Manager: (415) 310-6469
project.manager.ca@idaxdata.com
Location:Camden Ave, B/W Winchester Blvd & Timber Cove Dr
Date Range:10/2/2019 - 10/8/2019
Site Code:02
Time NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total NB SB Total
12:00 AM 4 3 7 ------------------4 3 7
1:00 AM 3 0 3 ------------------3 0 3
2:00 AM 3 1 4 ------------------3 1 4
3:00 AM 9 2 11 ------------------9 2 11
4:00 AM 9 2 11 ------------------9 2 11
5:00 AM 28 1 29 ------------------28 1 29
6:00 AM 55 21 76 ------------------55 21 76
7:00 AM 80 45 125 ------------------80 45 125
8:00 AM 93 49 142 ------------------93 49 142
9:00 AM 93 60 153 ------------------93 60 153
10:00 AM 78 62 140 ------------------78 62 140
11:00 AM 83 55 138 ------------------83 55 138
12:00 PM 84 61 145 ------------------84 61 145
1:00 PM 84 74 158 ------------------84 74 158
2:00 PM 77 63 140 ------------------77 63 140
3:00 PM 80 82 162 ------------------80 82 162
4:00 PM 79 60 139 ------------------79 60 139
5:00 PM 60 60 120 ------------------60 60 120
6:00 PM 54 53 107 ------------------54 53 107
7:00 PM 32 28 60 ------------------32 28 60
8:00 PM 23 24 47 ------------------23 24 47
9:00 PM 21 13 34 ------------------21 13 34
10:00 PM 10 11 21 ------------------10 11 21
11:00 PM 9 8 17 ------------------9 8 17
Total 1,151 838 1,989 ------------------1,151 838 1,989
Percent 58%42%-------------------58%42%-
AM Peak 08:00 10:00 09:00 ------------------08:00 10:00 09:00
Vol.93 62 153 ------------------93 62 153
PM Peak 12:00 15:00 15:00 ------------------12:00 15:00 15:00
Vol.84 82 162 ------------------84 82 162
1. Mid-week average includes data between Tuesday and Thursday.
10/8/201910/7/201910/6/201910/5/2019
Wednesday Thursday Friday
10/3/201910/2/2019 Mid-Week Average10/4/2019
Saturday Sunday Monday Tuesday
1
Project Manager: (415) 310-6469
project.manager.ca@idaxdata.com
Location:Budd Ave, B/W California St & Winchester Blvd
Date Range:10/2/2019 - 10/8/2019
Site Code:03
Time EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total
12:00 AM 20 11 31 ------------------20 11 31
1:00 AM 8 7 15 ------------------8 7 15
2:00 AM 12 8 20 ------------------12 8 20
3:00 AM 5 11 16 ------------------5 11 16
4:00 AM 6 23 29 ------------------6 23 29
5:00 AM 20 41 61 ------------------20 41 61
6:00 AM 67 88 155 ------------------67 88 155
7:00 AM 136 208 344 ------------------136 208 344
8:00 AM 162 165 327 ------------------162 165 327
9:00 AM 140 138 278 ------------------140 138 278
10:00 AM 136 127 263 ------------------136 127 263
11:00 AM 131 138 269 ------------------131 138 269
12:00 PM 170 167 337 ------------------170 167 337
1:00 PM 168 167 335 ------------------168 167 335
2:00 PM 199 162 361 ------------------199 162 361
3:00 PM 209 168 377 ------------------209 168 377
4:00 PM 244 170 414 ------------------244 170 414
5:00 PM 285 188 473 ------------------285 188 473
6:00 PM 259 171 430 ------------------259 171 430
7:00 PM 172 158 330 ------------------172 158 330
8:00 PM 108 113 221 ------------------108 113 221
9:00 PM 83 92 175 ------------------83 92 175
10:00 PM 80 47 127 ------------------80 47 127
11:00 PM 35 27 62 ------------------35 27 62
Total 2,855 2,595 5,450 ------------------2,855 2,595 5,450
Percent 52%48%-------------------52%48%-
AM Peak 08:00 07:00 07:00 ------------------08:00 07:00 07:00
Vol.162 208 344 ------------------162 208 344
PM Peak 17:00 17:00 17:00 ------------------17:00 17:00 17:00
Vol.285 188 473 ------------------285 188 473
1. Mid-week average includes data between Tuesday and Thursday.
10/8/201910/7/201910/6/201910/5/2019
Wednesday Thursday Friday
10/3/201910/2/2019 Mid-Week Average10/4/2019
Saturday Sunday Monday Tuesday
1
Project Manager: (415) 310-6469
project.manager.ca@idaxdata.com
02 San Tomas Over Winchester Blvd
10/2/2019
IDAX Data Solutions
Time NB Vol SB Vol Period Totals
12:00:00 AM 27 33 60
12:15:00 AM 36 17 53
12:30:00 AM 26 14 40
12:45:00 AM 32 15 47
1:00:00 AM 20 14 34
1:15:00 AM 17 16 33
1:30:00 AM 16 7 23
1:45:00 AM 8 9 17
2:00:00 AM 13 11 24
2:15:00 AM 18 10 28
2:30:00 AM 15 6 21
2:45:00 AM 8 8 16
3:00:00 AM 8 11 19
3:15:00 AM 4 2 6
3:30:00 AM 11 24 35
3:45:00 AM 11 14 25
4:00:00 AM 6 10 16
4:15:00 AM 22 19 41
4:30:00 AM 29 38 67
4:45:00 AM 33 41 74
5:00:00 AM 51 39 90
5:15:00 AM 76 55 131
5:30:00 AM 99 81 180
5:45:00 AM 127 116 243
6:00:00 AM 172 101 273
6:15:00 AM 208 121 329
6:30:00 AM 375 141 516
6:45:00 AM 569 190 759
7:00:00 AM 719 212 931
7:15:00 AM 818 239 1057
7:30:00 AM 872 305 1177
7:45:00 AM 842 437 1279
8:00:00 AM 827 421 1248
8:15:00 AM 741 416 1157
8:30:00 AM 731 363 1094
8:45:00 AM 812 336 1148
9:00:00 AM 782 327 1109
9:15:00 AM 686 286 972
9:30:00 AM 585 282 867
9:45:00 AM 592 330 922
10:00:00 AM 461 273 734
10:15:00 AM 404 291 695
10:30:00 AM 418 261 679
10:45:00 AM 408 286 694
11:00:00 AM 381 306 687
11:15:00 AM 392 270 662
11:30:00 AM 435 308 743
11:45:00 AM 387 345 732
12:00:00 PM 423 307 730
12:15:00 PM 376 316 692
12:30:00 PM 436 386 822
12:45:00 PM 409 423 832
1:00:00 PM 374 394 768
1:15:00 PM 382 376 758
1:30:00 PM 376 386 762
1:45:00 PM 387 386 773
2:00:00 PM 398 385 783
2:15:00 PM 395 427 822
2:30:00 PM 386 446 832
2:45:00 PM 452 482 934
3:00:00 PM 414 542 956
3:15:00 PM 430 594 1024
3:30:00 PM 403 647 1050
3:45:00 PM 421 681 1102
4:00:00 PM 400 696 1096
4:15:00 PM 407 594 1001
4:30:00 PM 466 683 1149
4:45:00 PM 494 698 1192
5:00:00 PM 515 604 1119
5:15:00 PM 508 543 1051
5:30:00 PM 507 584 1091
5:45:00 PM 475 597 1072
6:00:00 PM 430 627 1057
6:15:00 PM 415 676 1091
6:30:00 PM 388 631 1019
6:45:00 PM 373 580 953
7:00:00 PM 339 614 953
7:15:00 PM 297 503 800
7:30:00 PM 292 439 731
7:45:00 PM 274 419 693
8:00:00 PM 234 322 556
8:15:00 PM 221 286 507
8:30:00 PM 216 280 496
8:45:00 PM 227 239 466
9:00:00 PM 222 193 415
9:15:00 PM 208 202 410
9:30:00 PM 182 161 343
9:45:00 PM 171 136 307
10:00:00 PM 140 138 278
10:15:00 PM 131 95 226
10:30:00 PM 113 86 199
10:45:00 PM 84 84 168
11:00:00 PM 106 74 180
11:15:00 PM 72 50 122
11:30:00 PM 70 45 115
11:45:00 PM 59 29 88
AM Total 14330 7457 21787
PM Total 15498 19086 34584
Daily Total 29828 26543 56371
MITIG8 - AM Existing Thu Nov 7, 2019 10:35:42 Page 1-1
--------------------------------------------------------------------------------
AM Peak Hour - Existing Conditions
Traffic Impact Analysis for 2575/2585 S. Winchester Blvd
City of Campbell
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Unsignalized Method (Base Volume Alternative)
********************************************************************************
Intersection #1 S. Winchester Blvd/Friar Wy
********************************************************************************
Average Delay (sec/veh): 0.4 Worst Case Level Of Service: C[ 16.5]
********************************************************************************
Street Name: S. Winchester Blvd Friar Wy
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------|
Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Rights: Include Include Include Include
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 10 625 0 0 846 11 9 0 19 0 0 0
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: 10 625 0 0 846 11 9 0 19 0 0 0
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: 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 Volume: 10 625 0 0 846 11 9 0 19 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 10 625 0 0 846 11 9 0 19 0 0 0
------------|---------------||---------------||---------------||---------------|
Critical Gap Module:
Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx
FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx
------------|---------------||---------------||---------------||---------------|
Capacity Module:
Cnflict Vol: 857 xxxx xxxxx xxxx xxxx xxxxx 1184 1497 429 xxxx xxxx xxxxx
Potent Cap.: 792 xxxx xxxxx xxxx xxxx xxxxx 185 124 580 xxxx xxxx xxxxx
Move Cap.: 792 xxxx xxxxx xxxx xxxx xxxxx 183 122 580 xxxx xxxx xxxxx
Volume/Cap: 0.01 xxxx xxxx xxxx xxxx xxxx 0.05 0.00 0.03 xxxx xxxx xxxx
------------|---------------||---------------||---------------||---------------|
Level Of Service Module:
2Way95thQ: 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx
Control Del: 9.6 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx
LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT
Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 342 xxxxx xxxx xxxx xxxxx
SharedQueue: 0.0 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.3 xxxxx xxxxx xxxx xxxxx
Shrd ConDel: 9.6 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 16.5 xxxxx xxxxx xxxx xxxxx
Shared LOS: A * * * * * * C * * * *
ApproachDel: xxxxxx xxxxxx 16.5 xxxxxx
ApproachLOS: * * C *
********************************************************************************
Note: Queue reported is the number of cars per lane.
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to W-TRANS, Santa Rosa, CA
MITIG8 - PM Existing Thu Nov 7, 2019 10:36:03 Page 1-1
--------------------------------------------------------------------------------
PM Peak Hour - Existing Conditions
Traffic Impact Analysis for 2575/2585 S. Winchester Blvd
City of Campbell
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Unsignalized Method (Base Volume Alternative)
********************************************************************************
Intersection #1 S. Winchester Blvd/Friar Wy
********************************************************************************
Average Delay (sec/veh): 0.1 Worst Case Level Of Service: B[ 14.3]
********************************************************************************
Street Name: S. Winchester Blvd Friar Wy
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------|
Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Rights: Include Include Include Include
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 5 705 0 0 927 17 2 0 12 0 0 0
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: 5 705 0 0 927 17 2 0 12 0 0 0
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: 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 Volume: 5 705 0 0 927 17 2 0 12 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 5 705 0 0 927 17 2 0 12 0 0 0
------------|---------------||---------------||---------------||---------------|
Critical Gap Module:
Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx
FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx
------------|---------------||---------------||---------------||---------------|
Capacity Module:
Cnflict Vol: 944 xxxx xxxxx xxxx xxxx xxxxx 1298 1651 472 xxxx xxxx xxxxx
Potent Cap.: 735 xxxx xxxxx xxxx xxxx xxxxx 156 100 544 xxxx xxxx xxxxx
Move Cap.: 735 xxxx xxxxx xxxx xxxx xxxxx 155 99 544 xxxx xxxx xxxxx
Volume/Cap: 0.01 xxxx xxxx xxxx xxxx xxxx 0.01 0.00 0.02 xxxx xxxx xxxx
------------|---------------||---------------||---------------||---------------|
Level Of Service Module:
2Way95thQ: 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx
Control Del: 9.9 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx
LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT
Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 401 xxxxx xxxx xxxx xxxxx
SharedQueue: 0.0 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.1 xxxxx xxxxx xxxx xxxxx
Shrd ConDel: 9.9 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 14.3 xxxxx xxxxx xxxx xxxxx
Shared LOS: A * * * * * * B * * * *
ApproachDel: xxxxxx xxxxxx 14.3 xxxxxx
ApproachLOS: * * B *
********************************************************************************
Note: Queue reported is the number of cars per lane.
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to W-TRANS, Santa Rosa, CA
MITIG8 - 01 AM Existing + PThu Nov 7, 2019 10:34:41 Page 1-1
--------------------------------------------------------------------------------
AM Peak Hour - Existing + Project Conditions
Traffic Impact Analysis for 2575/2585 S. Winchester Blvd
City of Campbell
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Unsignalized Method (Base Volume Alternative)
********************************************************************************
Intersection #1 S. Winchester Blvd/Friar Wy
********************************************************************************
Average Delay (sec/veh): 0.4 Worst Case Level Of Service: C[ 16.7]
********************************************************************************
Street Name: S. Winchester Blvd Friar Wy
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------|
Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Rights: Include Include Include Include
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 11 626 0 0 848 12 10 0 21 0 0 0
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: 11 626 0 0 848 12 10 0 21 0 0 0
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: 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 Volume: 11 626 0 0 848 12 10 0 21 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 11 626 0 0 848 12 10 0 21 0 0 0
------------|---------------||---------------||---------------||---------------|
Critical Gap Module:
Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx
FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx
------------|---------------||---------------||---------------||---------------|
Capacity Module:
Cnflict Vol: 860 xxxx xxxxx xxxx xxxx xxxxx 1189 1502 430 xxxx xxxx xxxxx
Potent Cap.: 790 xxxx xxxxx xxxx xxxx xxxxx 184 123 579 xxxx xxxx xxxxx
Move Cap.: 790 xxxx xxxxx xxxx xxxx xxxxx 182 121 579 xxxx xxxx xxxxx
Volume/Cap: 0.01 xxxx xxxx xxxx xxxx xxxx 0.06 0.00 0.04 xxxx xxxx xxxx
------------|---------------||---------------||---------------||---------------|
Level Of Service Module:
2Way95thQ: 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx
Control Del: 9.6 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx
LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT
Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 339 xxxxx xxxx xxxx xxxxx
SharedQueue: 0.0 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.3 xxxxx xxxxx xxxx xxxxx
Shrd ConDel: 9.6 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 16.7 xxxxx xxxxx xxxx xxxxx
Shared LOS: A * * * * * * C * * * *
ApproachDel: xxxxxx xxxxxx 16.7 xxxxxx
ApproachLOS: * * C *
********************************************************************************
Note: Queue reported is the number of cars per lane.
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to W-TRANS, Santa Rosa, CA
MITIG8 - 02 PM Existing + PThu Nov 7, 2019 10:35:16 Page 1-1
--------------------------------------------------------------------------------
PM Peak Hour - Existing + Project Conditions
Traffic Impact Analysis for 2575/2585 S. Winchester Blvd
City of Campbell
--------------------------------------------------------------------------------
Level Of Service Computation Report
2000 HCM Unsignalized Method (Base Volume Alternative)
********************************************************************************
Intersection #1 S. Winchester Blvd/Friar Wy
********************************************************************************
Average Delay (sec/veh): 0.2 Worst Case Level Of Service: C[ 15.1]
********************************************************************************
Street Name: S. Winchester Blvd Friar Wy
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------|---------------||---------------||---------------||---------------|
Control: Uncontrolled Uncontrolled Stop Sign Stop Sign
Rights: Include Include Include Include
Lanes: 0 1 1 0 0 0 0 1 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 6 706 0 0 929 19 3 0 14 0 0 0
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: 6 706 0 0 929 19 3 0 14 0 0 0
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: 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 Volume: 6 706 0 0 929 19 3 0 14 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
FinalVolume: 6 706 0 0 929 19 3 0 14 0 0 0
------------|---------------||---------------||---------------||---------------|
Critical Gap Module:
Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.8 6.5 6.9 xxxxx xxxx xxxxx
FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx
------------|---------------||---------------||---------------||---------------|
Capacity Module:
Cnflict Vol: 948 xxxx xxxxx xxxx xxxx xxxxx 1304 1657 474 xxxx xxxx xxxxx
Potent Cap.: 732 xxxx xxxxx xxxx xxxx xxxxx 155 99 542 xxxx xxxx xxxxx
Move Cap.: 732 xxxx xxxxx xxxx xxxx xxxxx 154 98 542 xxxx xxxx xxxxx
Volume/Cap: 0.01 xxxx xxxx xxxx xxxx xxxx 0.02 0.00 0.03 xxxx xxxx xxxx
------------|---------------||---------------||---------------||---------------|
Level Of Service Module:
2Way95thQ: 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx
Control Del: 10.0 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx
LOS by Move: A * * * * * * * * * * *
Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT
Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 375 xxxxx xxxx xxxx xxxxx
SharedQueue: 0.0 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.1 xxxxx xxxxx xxxx xxxxx
Shrd ConDel: 10.0 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 15.1 xxxxx xxxxx xxxx xxxxx
Shared LOS: A * * * * * * C * * * *
ApproachDel: xxxxxx xxxxxx 15.1 xxxxxx
ApproachLOS: * * C *
********************************************************************************
Note: Queue reported is the number of cars per lane.
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to W-TRANS, Santa Rosa, CA
Warrant 3: Peak-Hour Volumes and Delay
Street Name
Direction
Number of Lanes
Approach Speed
Population less than 10,000?No
Date of Count:
Scenario:
Warrant 3 Met?: Met when either Condition A or B is met No
Condition A: Met when conditions A1, A2, and A3 are met Not Met
Condition A1 Not Met
0.14
Condition A2 Not Met
31 vph
Condition A3 Met
1528 vph
Condition B Not Met
Wednesday, October 02, 2019
Friar Way
21
35
The total delay experienced by traffic on one minor street approach (one direction only)
controlled by a STOP sign equals or exceeds four vehicle-hours for a one lane approach,
or five vehicle-hours for a two-lane approach
The volume on the same minor street approach (one direction only) equals or exceeds
100 vph for one moving lane of traffic of 150 vph for two moving lanes
The total entering volume serviced during the hour equals or exceeds 800 vph for
intersections with four or more appraches or 650 vph for intersections with three
approaches
The plotted point falls above the curve
Minor Approach Delay: vehicle-hours
Minor Approach Volume:
Total Entering Volume:
S. Winchester Blvd
Existing plus Project AM
2575/2585 S. Winchester BlvdProject Name:
Intersection:1
City of Campbell
S. Winchester Blvd & Friar Way
Major Street Minor Street
25
N-S E-W
0
100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800MINOR STREET―HIGHER VOLUME APPROACH (VPH)MAJOR STREET―TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Warrant 3, Peak Hour
2 OR MORE LANES & 2 OR MORE LANES
2 OR MORE LANES & 1 LANE
1 LANE & 1 LANE
11/1/2019 Signal Warrant Analysis
Warrant 3: Peak-Hour Volumes and Delay
Street Name
Direction
Number of Lanes
Approach Speed
Population less than 10,000?No
Date of Count:
Scenario:
Warrant 3 Met?: Met when either Condition A or B is met No
Condition A: Met when conditions A1, A2, and A3 are met Not Met
Condition A1 Not Met
0.07
Condition A2 Not Met
17 vph
Condition A3 Met
1677 vph
Condition B Not Met
Existing plus Project PM
2575/2585 S. Winchester BlvdProject Name:
Intersection:1
City of Campbell
S. Winchester Blvd & Friar Way
Major Street Minor Street
25
N-S E-W
Wednesday, October 02, 2019
Friar Way
21
35
The total delay experienced by traffic on one minor street approach (one direction only)
controlled by a STOP sign equals or exceeds four vehicle-hours for a one lane approach,
or five vehicle-hours for a two-lane approach
The volume on the same minor street approach (one direction only) equals or exceeds
100 vph for one moving lane of traffic of 150 vph for two moving lanes
The total entering volume serviced during the hour equals or exceeds 800 vph for
intersections with four or more appraches or 650 vph for intersections with three
approaches
The plotted point falls above the curve
Minor Approach Delay: vehicle-hours
Minor Approach Volume:
Total Entering Volume:
S. Winchester Blvd
0
100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800MINOR STREET―HIGHER VOLUME APPROACH (VPH)MAJOR STREET―TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Warrant 3, Peak Hour
2 OR MORE LANES & 2 OR MORE LANES
2 OR MORE LANES & 1 LANE
1 LANE & 1 LANE
11/1/2019 Signal Warrant Analysis