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TRAFFIC IMPACT ANALYSIS
DISCOVERY BAY GOLF CLUB
JEFFERSON COUNTY, WASHINGTON
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April 2005
Prepared for:
WeFore, LLC
Washington Engineering
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GERALYN REINAKI, P.E.
1319 DEXTER AVENUE NOKI1I, SUITE 103
SEAITLE, WASHINGTON 98109
(206) 285-9035
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TRAFFIC IMPACT ANALYSIS
DISCOVERY BAY GOLF CLUB
JEFFERSON COUNTY, WASHINGTON
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April 2005
Prepared for:
WeFore, LLC
Washington Engineering
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GERALYN REINAKl', RE.
1319 DEXTER AVENUE NOKrH, SUITE 103
SEAITLE, WASHINGTON 98109
(206) 285-9035
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TRAFFIC IMPACT ANALYSIS
DISCOVERY BAY GOLF CLUB
JEFFERSON COUNTY, WASHINGTON
Introduction/Executive Summary
The purpose of this analysis is to summarize the anticipated transportation impacts
resulting from the development of a 48-lot Planned Rural Residential Development
(pRRD) in Jefferson County. The site is located southwest of Port Townsend, lying
between Cape George Road and South Discovery Road, and north of the southerly
intersection of these two roads. This report has reviewed the current traffic conditions in
the vicinity of the site, the proposed action, and its impact to the transportation system.
The proposed PRRD would generate approximately 460 new daily trips, 48 of which
would occur during the PM peak hour. Access to the PRRD is proposed from one
location along Cape George Road and from two new accesses intersecting South
Discovery Road. Intersections analyzed as part of this assessment are currently operating
at acceptable levels of service and would continue to do so upon completion of the
proposed project, with build out projected to occur sometime in 2009. Specific details on
the project and the analysis of its impacts can be found in the subsequent sections of this
traffic analysis. In general, the conclusion of this study is that the impact to the
transportation system will be minimal upon build-out of this project-;-
Background/Project Description
The proposed action is a Planned Rural Residential Development (pRRD) on an
approximate I99-acre site, which includes a golf course. The site is located on the
Quimper Peninsula approximately five miles southwest of Port Townsend in
unincorporated Jefferson County. The PRRD is seeking to develop 48 new single-family
residential units, and includes the renovation of an existing I8-hole public golf course.
The golf course is called the Discovery Bay Golf Club (formerly known as Chevy Chase).
The proposed PRRD project also includes additional recreational features such as the
extension (approximately 1. 8 miles of new trail) of the Larry Scott Trail to Cape George
Road, and a public dog park.
The site is an odd-shaped parcel located east of Cape George Road and west of Discovery .
Road, and north of where these two roadways intersect. The majority (32) of the lots will
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be located on the western portion of the property and take access from Cape George
Road. Sixteen (16) lots will be located near the northeastern comer of the property and
take access from Discovery Road at two locations. Each proposed lot within the plat will
be accessed from new private roadways, with an emergency access providing a connection
between the elongated cul-de-sacs located at the ends of each of the two main interior
roadways. No direct access to either Discovery Road or Cape George Road from any
individual lot is proposed.
The development of the PRRD will also include the relocation of the existing golf course
access road approximately 175 feet northwest of its present location. The intent is to
combine residential and golf course access for added safety and improved intersection
sight distance conditions.
The major state highways in the area are SR-19 and SR-20, to the east of the site. SR-19
is the preferred route to Kitsap, Pierce and King counties, while SR-20 tends to provide
access to Port Townsend as well as to SR-101 to the south, which serves the western and
southern Olympic Peninsula. Jefferson County's comprehensive plan refers to Cape
George Road, Discovery Road, and Four Comers Road as rural minor collectors.
The remainder of this report analyzes the impacts of this proposed PRRD development
combined with the present traffic volumes on adjacent roadways and intersections within
the area. A vicinity map of the area is shown on Figure 1 and a reduced copy of the site
plan has been attached.
Existing Conditions
The proposed residential subdivision will primarily impact Discovery Road and Cape
George Road, with lesser impacts to SR-20. The following describes these roadways,
existing traffic volumes, and current operating conditions.
1. Roadways
Cape George Road is a rural minor collector that connects to Discovery Road at
both its origin and terminus. The roadway is approximately 20-22 feet wide with little to
no shoulders, open ditches, and has a distinctly rural character as it meanders through
the area, commonly knows as the Quimper Peninsula. The roadway is characterized by
both its horizontal and vertical curvature, typical of rural Jefferson County roadways. The
posted speed is 40 mph between the south Discovery Road intersection and the Cape
George Wye, increasing to 50 mph from the Wye to the approach to the north Discovery
Road intersection where the speed drops to 35 mph. The curve and approach to the
intersection of Cape George Road with Discovery Road south of the golf course is posted
with a 25-mph advisory speed. The adjacent land is primarily platted single-family
residential in varying rural zoning designations ofRR1:5 to RR1:20, including the Chevy
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Chase Beach Cabins, which are small rural recreational cabins for overnight rental
located along Cape George Road across from the golf course. Traffic on Cape George
Road is required to stop at both of its intersections with Discovery Road.
Discovery Road is also a rural minor collector that connects to SR- 20 at Mill Road
approximately 3.5 miles to the north of the project and at Four Comers Road
approximately 1.2 miles to the south. Discovery Road's alignment is relatively straight
towards the northern end and tends to follow the terrain throughout its length. The
roadway is typically 20-22 feet wide with little to no shoulders south of the southerly
Cape George Road intersection, with 3-6 foot paved shoulders north thereof. The posted
speed on Discovery Road is 35 mph north of the northerly Cape George Road intersection
dropping to 25 mph near the Mill Road/SR-20 intersection, 35 mph south of the southerly
Cape George Road intersection, with a 40 mph speed in between the two intersections.
The adjacent land is primarily platted single-family residential in varying rural zoning
designations of RRl:5 to RRl:20 Traffic on Discovery Road is required to stop at its
intersection with SR-20/Four Comers Road and at Mill Road. Left-turn storage has been
installed at the Olympic Boulevard intersection in the Adelma Beach area.
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SR-20 is a state highway connecting to Port Townsend and the ferry terminal to the north
and SR-IOl to the south. The roadway is 22-24 wide with 3-6 paved shoulders. Left-turn
storage lanes have been provided at critical intersections such as Mill Road, which is also
signalized. The posted speed is 40 mph north of Mill Road, increasing to 50 mph south
thereof. Some commercial activity has developed along the SR-20 corridor on the
approach to the Port Townsend city limits, with extensive commercial development within
the City.
2. Traffic Volumes
Weekday PM peak hour traffic counts were conducted for this assessment at the
intersections of Cape George Road/Discovery Road (South), Cape George Road/Golf
Course Access, Discovery Road/Four Comers Road/SR-20, and Discovery Road/Mill
Road. The weekday PM peak hour (the highest 6O-minute interval between 4:00
and 6:00 PM) is typically considered the most critical time period with respect to the
traffic volumes on the adjacent streets.
The peak hour volumes for this analysis were manually counted on Thesday, March 8th
and include the through and turning movements on all approaches to the intersections.
These volumes are shown on Figure 2. The PM peak hour counts indicate relatively low
volumes on Discovery Road and Cape George Road, with higher traffic volumes along
SR-20.
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Daily traffic volumes along the adjacent roadways were provided by the Washington State
Department of Transportation (WSDOT) and Jefferson County and are also shown on
Figure 2. The WSDOT and Jefferson County counts are primarily from the year 2003,
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with one Jefferson County count from 2002.
3. Level of Service
Capacity analyses for the PM peak hour were conducted at Cape George Road/Discovery
Road (South), Cape George Road/Golf Course Access, Discovery Road/Four Comers
Road/SR-20, and Discovery Road/Mill Road in order to determine the current level of
service. All of these intersections are controlled by stop signs on the minor approaches.
"Level of service" is a common term used in the 'fraffic Engineering profession that is
defined as a qualitative measure describing operational conditions within a traffic stream,
and its perception by motorists and/or passengers. These conditions are usually described
in terms of such factors as speed and travel time, freedom to maneuver, traffic
interruptions, comfort and convenience, and safety. Six levels of service are designated,
ranging from" A" to "F", with level of service" A" representing the best operating
conditions and level of service "F" the worst. Jefferson County has indicated that level of
service "C" is considered acceptable in the rural areas of the County, with the exception
of certain tourist corridors such as SR-20, where level of service "0" is acceptable.
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Calculations for the level of service analyses were conducted using the Mc'Ihms
Highway Capacity Software version 4.ld based on the 2000 Highway CaDaciry Manual.
The following table shows the current levels of service for the critical movements on the
approaches. The critical movements are typically those movements that are controlled
by a stop or yield sign, or left-turn movements from the major street. Calculations for
the level of service analyses have been attached. The manual traffic counts described
earlier were used in these analyses.
TABLE 1
EXISTING LEVELS OF SERVICE
NORTH- SOUTH- EASr- WESr-
BOUND BOUND BOUND BOUND OVERALL
Cape George Road! LOS A LOS A
Discovery Road (South) 7.4 sec. N.A. 9.2 sec. N.A. N.A.
Cape George Road/Golf LOS A LOS A LOS A LOS A
Course Access 7.4 sec. 7.4 sec. 8.6 sec. 9.5 sec. N.A.
Discovery Road/Four LOS A LOS A LOS B LOS C
Comers/SR-20 7.7 sec. 7.7 sec. 14.8 sec. 15.6 sec. N.A.
Discovery Road/ LOS B LOS C LOS A
Mill Road 10.5 sec. 18.9 sec. N.A. 7.5 sec. N.A.
N.A. - not applicable (i.e., calculation not provided for specific analysis or no volume recorded during
the peak hour)
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WS Delav
A < 10 seconds
B > 10 & < 15 seconds
C > 15 & < 25 seconds
D > 25 & < 35 seconds
E > 35 & < 50 seconds
F > 50 seconds
(for unsignalized intersections)
Table 1 shows the level of service results for the PM peak hour indicating that all of the
critical movements at the intersections are currently operating at level of service "C" or
better.
4. Traffic Accidents
Traffic accidents records along Cape George Road and Discovery Road were obtained
from Jefferson County. The data is from January 2002 through December 2004. The
following table summarizes the accident frequency and severity along the roadway
sections and at the intersections for this time period.
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TABLE 2
ACCIDENT HISTORY
Accident TYpe
Property
Location/Year Dam32e Iniurv Fatalitv Total
Cape George Road:
Between Discovery Road (South)
(MP 7.55) and MP 6.50
2002 1 0 0 1
2003 0 1 0 1
2004 0 1 0 1
Discovery Road:
At Jacob Miller Road CMP 0.299)
2002 0 0 0 0
2003 0 0 0 0
2004 3 0 0 3
At 2nd Street eMP 0.430)
2002 0 0 0 0
2003 0 0 0 0
2004 1 0 0 1
At Florence Street (MP 0.67)
2000 0 0 0 0
2001 0 0 0 0
2002 0 1 0 1
At Cape George Road (North - MP
0.69)
2002 0 1 0 1
2003 0 1 0 1
2004 0 1 0 1
Between Cape George Road (North)
and Cape George Road (South)
(MP 0.69 & 3.62)
2002 2 1 0 3
2003 2 3 0 5
2004 1 0 0 1
At Cape George Road (South - MP
3.62)
2002 0 0 0 0
2003 0 0 0 0
2004 1 0 0 1
Between Cape George Road (South)
and SR-20 (MP 3.62 & 4.84)
2002 2 0 0 2
2003 1 2 0 3
2004 1 0 0 1
Along Cape George Road, all of the accidents involved vehicles leaving the roadway.
Along Discovery Road, 11 of the 15 non-intersection collisions involved vehicles leaving
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the roadway for various reasons (curve/crossing the centerline), with the remaining four
collisions involving out of control vehicles or striking an object. The intersection
collisions along Discovery Road consisted of leaving the roadway (4 of 9), entering at an
angle (3 of 9), with one left-turn collision and one bicycle-related collision.
5. Non-Motorized Facilities
Pedestrian/bicycle facilities are currently non-existent in the immediate vicinity of the
site. The relatively low volume of traffic on the roadways in the area lends them to
reasonably safe travel for bicyclists, although the roadways must be shared with motorized
traffic. It is not expected that sidewalks will be common due to the rural nature of the
area.
6. Transit Facilities
Jefferson Transit is responsible for providing bus service in Jefferson County. Bus routes
#1, #6, #7, and #8 provide the closest transit service to the site. Route #1 travels between
Port Townsend and Brinnon/Quilcene via SR-20 and Center Road through the Tn-Area.
Route #6 provides service between Port Townsend and the Tri-Area via SR-20 and Rhody
Drive. Route #7 provides service from Port Townsend to Port Ludlow and Poulsbo via
SR-20 and Oak Bay Road. Route #8 provides service between Port Townsend and Sequim
along SR-20 and SR-lOl. Route #1 provides weekday only service, while Routes #6 and
#7 provide daily service, and Route #8 provides weekday and Saturday service. All of
these routes have a bus stop at the Four Comers Store, which is the closest bus stop to the
site.
Project Traffic
The development of the PRRD will generate new traffic onto the adjacent transportation
system. The following sections summarize the impacts associated with the proposed
action.
1. Trio Generation
The proposed PRRD would generate new traffic onto the adjacent roadways. The lTE
TriD Generation Manual (published by the Institute of Transportation Engineers, 2003, -rn.
Edition) is typically used to estimate the number of trips expected to be generated by a
development. Land Use Code 210, Single-Family Detached Housing, best represents the
proposed use. Thble 2 shows the estimated number of trips for the PRRD using the
average trip rates, with the number of lots as the independent variable.fLOG ITEM
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. TABLE 3
ESTIMATED WEEKDAY TRIP GENERATION
DISCOVERY BAY GOLF COURSE
(48 roTS)
Time Period Trio Rate In Out Total
Daily 9.57 trips/lot 230 229 459
AM peak 0.75 trips/lot 9 27 36
PM peak 1. 0 1 trips/lot 30 18 48
The number of trips shown in Thble 3 is likely higher than will actually occur, since it is
expected that the majority of the residents of the PRRD will be retirees or "empty-
nesters". The demographic will likely be similar to the Port Ludlow community where
trip generation rates have been monitored for the past decade and show a lower trip rate
than typical suburban or urban subdivisions. Thus, the values shown in Thble 3 are
conservative and represent a "worst-case" scenario.
2. Trip Distribution! Assia:nment
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The new traffic generated by the development of the property will be distributed onto the
adjacent county roads and then onto the state highways. The trips from the project will
initially be distributed onto Cape George Road and Discovery Road and then dispersed
onto the other arterials and highways depending on their ultimate destination or origin.
Figure 3 shows the estimated daily trip distribution by percent and volume for the PRRD.
The trip distribution is based on an examination of the transportation system and available
recreational, school, shopping, and employment opportunities in the area, and the peak
hour counts conducted at intersections in the area for this study. It should be noted that
these values are approximate and may vary from day to day depending on the needs and
desires of the future residents of the development. It is estimated that approximately 45 %
of the traffic will be destined to/from the northeast, 10% to the south, and 40% to the
east! southeast, with 5 % local traffic.
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Figures 4 and 5 show the trip assignment to the various roadways during the AM and PM
peak hours. These figures show the impact upon the various roadways resulting from the
development of the proposed PRRD. It is expected that the majority of the traffic on the
westerly side of the PRRD will travel to and from the south along Cape George Road
since it provides a shorter and faster route to Port Townsend and SR-20 than traveling to
the north on Cape George Road. A review of the figures shows that the project would
have its greatest impacts on Cape George Road and Discovery Road. I
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. 3. Traffic Volumes
The proposed PRRD is expected to be completed and occupied in 2009. Figures 6 and 7
show the projected daily and PM peak hour traffic volumes for the year 2009 with and
without the project trips. Jefferson County has completed extensive analysis to predict
traffic growth rates on the roadways within the County as part of their Transportation
Plan. These rates were based on historical housing and traffic growth rates and forecast
housing growth to produce the estimated traffic growth rates. The County's data showed
that the growth rates on the roadways near PRRD ranged from 1.00% to 2.76% annually,
with most of the adjacent roadways in the 2.0% to 3.0% range.
The applicable annual growth rates were applied to the existing daily and peak hour
traffic volumes to estimate the future (2009) volumes. These volumes account for
miscellaneous background growth in the area over the next four to five years, at which
time the PRRD is expected to be complete and occupied.
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The "without project" conditions are the volumes shown on Figure 6. The trips
associated with the proposed project were added into the volumes shown on Figure 6 to
produce the volumes shown on Figure 7. (Note: the volume projections represent a
conservative estimate since traffic associated with the proposed PRRD would already be
included in the County's growth forecasts. Therefore, a "worst-case scenario" has been
reviewed. )
4. Level of Service
Level of service calculations were conducted again for the four locations previously
reviewed. It was assumed for purposes of analysis that no changes in the geometric
conditions at the intersections would occur over the next four to five years, with the
exception of the Cape George Road/Golf Course Access. The golf course access would
be relocated to the new site access that will serve the 32 lots on the westerly portion of
the PRRD and is incorporated into the "with project" conditions. The results of the
future conditions with and without the project trips are shown in Thble 4, based on the
peak hour volumes shown on Figures 6 and 7.
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TABLE 4
FUTURE LEVELS OF SERVICE
2009 WITHOUT NORTH- SOUTH- EASf- WEST-
PRomCf BOUND BOUND BOUND BOUND OVERALL
Cape George Road/ LOS A LOS A
Discovery Road (South) 7.4 see. N.A. 9.3 see. N.A. N.A.
Cape George Road/Golf LOS A LOS A LOS A LOS A
Course Access 7.4 see. 7.4 see. 8.7 see. 9.6 see. N.A.
Discovery Road/Four LOS A LOS A LOS C LOS C
Comers/SR-20 7.8 see. 7.7 see. 15.7 see. 16.8 see. N.A.
Discovery Road/ LOS B LOS C LOS A
Mill Road 11.0 see. 22.4 see. N.A. 7.5 see. N.A.
::;:::;:;:;:;:;:::::::::;:;:::::;:;:::;:;:;:;:;:;:;:;:::;:;:;:;:;::: ..................................................... 1IIIIIIilllllll:i~III:I~:::I:jllli,I:IIIII'i,j;i:il"~11111::1: . ..... . ..... .. 11~llllll::i~~lll;~I:IIIII~:ililll;;llli:;111111!~:ii~~:::
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2009 WITH .................................. ....................................................................
.................................................................... i::!:i~i:i:i:i:i:i~l:::::1:i:i~~:i~i~l~ii::i~l:i1i~i~i11:i:i~l!~i:
~~~ ~~~~1~ ~~ ~ ~~~1 ~~~1 i1~~~ ~~~i~~ 1~~ ~I I~~~1~1~~j~~~1 ~1~~1ii~~ I ::::::::::::::::::::::::::::::::::::::::::::;::::::::=::;::::::::::
PRomCf !~IIi~~~~i~~I~I~~~~~~I~ ~ ~~ ~~~~~~ ~~~~ ~~~~~~~~~ ~~~ ~~~~j
.................................. .................................................................... ..................................
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........................ ........ ..... ......................... ...... ..........................
Cape George Road/ LOS A LOS A
Discovery Road (South) 7.5 see. N.A. 9.6 see. N.A. N.A.
Cape George Road/Golf LOS A LOS A
Course Access. N.A. 7.5 see. N.A.. 9.5 sec. N.A.
Discovery Road/Four LOS A LOS A LOS C LOS C
Comers/SR-20 7.8 see. 7.7 see. 16.2 see. 17.7 see. N.A.
Discovery Road/ LOS B LOS C LOS A
Mill Road 11.2 sec. 24.4 sec. N.A. 7.5 sec. N.A.
N.A. - not applicable (i.e., calculation not provided for specific analysis or no volume recorded during
peak hour)
· - revised access location
Where:
WS Dela
A < 10 seconds
B > 10 & < 15 seconds
C > 15 & < 25 seconds
D > 25 & < 35 seconds
E > 35 & < 50 seconds
F > 50 seeonds
(for unsignalized intersections)
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The results of the capacity analyses for the future conditions show only minor increases in
delay from the existing conditions at the intersections, with delay increasing on the
critical movements from 0.0 to 5.5 seconds.
5. Non-Motorized Facilities
As noted earlier, pedestrian and bicycle facilities are currently non-existent in the
immediate vicinity of the site and the roadways must be shared with motorized traffic
. until such time when additional shoulder width or trails are constructed. The developers
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of this project are including an extension of the Larry Scott Trail, which borders the site
on the north, to Cape George Road at the southern extreme. This extension includes
approximately 1.8 miles of new, privately owned and constructed trails that will be
available for public use and will provide a significant addition to the non-motorized
facilities in the area.
6. Site AccesslNeed for Turn Storaee
The current site plan shows access to the project from Cape George Road and Discovery
Road. No direct access to individual lots will be provided from either of these roads in
order to minimize potential conflict points. One of the PRRD accesses from Discovery
Road is located across from Snagstead Way, with the second access located just under
600 feet south thereof. This second access will be constructed on an existing
maintenance service road and culvert crossing. The PRRD access to Cape George Road
will be located about 175 feet north of the existing golf course access. The posted speed
on both roads is 40 mph. The ten lots served by the southerly access along Discovery
Road will be connected to the 32 lots accessed from Cape George Road through a 16-
foot wide gravel road limited to emergency access.
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The proposed project's residential roads will be designed per Jefferson County and
PRRD standards to serve the lots. All proposed roads will be private, as well as gated
for controlled access.
The estimated peak hour site trips at these accesses are shown on Figure 8. A level of
service analysis was completed for the access to Cape George Road as noted in the
previous section. This access will serve the largest number of lots plus the existing golf
course. The level of service analysis indicated this highest volume access would operate
at level of service" A". No further capacity analyses were completed for the two lower
volume accesses along Discovery Road since it can reasonably be assumed that they
would also operate at level of service "A".
The need for turn storage along Cape George Road and Discovery Road was also
reviewed. The need for left- and right-turn storage at these locations was reviewed
using Figures 91O-8a and 910-11 from the WSDOT Design Manual (figures have been
attached). Based on the anticipated volume of turns at either of these roadways, neither
left- nor right-turn storage is recommended.
Intersection sight distance measurements at the accesses will be submitted by Washington
Engineering with the engineering plans.
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Project Impacts/Recommendations
The proposed development of the Discovery Bay Golf Club PRRD will generate just
under 460 trips per day, 48 of which will occur during the PM peak hour. The PRRD
will have its greatest impacts on Cape George Road south of the PRRD access and on
Discovery Road. The traffic volumes on the County roads in the immediate area are
currently low, and only small increases are projected in the area, which includes traffic
associated with the proposed PRRD. SR-20 carries the majority of traffic in the area and
is the roadway where the highest growth is expected to occur, much of it due to tourist!
seasonal impacts. The levels of service at the intersections in the area will drop slightly
over the next few years as a result of both the background traffic growth and development
of the PRRD. The unsignalized intersections reviewed in this assessment are projected to
operate at level of service "C" or better. The PRRD accesses are also expected to
operate at acceptable levels of service due to the existing and future low traffic volumes
traveling through these intersections.
.
The level of service standard on rural County arterials is "C", with LOS "D" in urban
areas and along tourist corridors. Thus, the acceptable LOS in the area of the proposed
PRRD would be "C", with the exception of "D" along SR-20. As noted above, the
anticipated levels of service at the un signalized intersections in the area will be "C" or
better, which is acceptable. The Jefferson County Transportation Element has also noted
that the existing roadway capacity based on daily volume for the County minor collectors
adjacent to the project are all currently at level of service "B", and the 2009 projected
daily volumes noted on Figure 7 are also well below the daily capacity for the
recommended LOS standard (i.e. 7400 AUT on Cape George Road and Discovery Road).
The accident history for the roadways adjacent to the PRRD did not indicate any high
accident locations for the period reviewed. The additional traffic resulting from the
development of the proposed action will result in an increased potential for accidents.
However, this does not mean that there will automatically be an increase in the number or
rate of accidents.
A review of the WSDOf turn lane storage requirements indicate that neither left- nor
right-turn storage is needed at any of the site accesses.
Neither Cape George Road nor Discovery Road adjacent to the project meets current
County (or AASHW) standards. Increases in background traffic will result in traffic
volumes exceeding the 1500 AUT threshold where 22 feet of pavement with 6 foot paved
shoulders are required. (Most of the minor collectors in Jefferson County do not meet
this standard unless they have been recently upgraded.) While the proposed project will
contribute to this increase in daily traffic volumes, it will not be the sole contributor.
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Roadway construction per the current County standards should be provided within the
PRRD. Due to the limited off-site impacts associated with the project, no mitigation
measures would necessarily be required.
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FIGURES/ATTACHMENTS
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NORTH
Project Site
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PROJECT VICINITY MAP
FIGURE 1
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Geralyn Reinart, P,E.
1319 Dexter Ave. N.. #103
Seattle, WA.
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Discovery Bay Golf Course
Jefferson County, WA,
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105 03/08/05
~ 65 4:30-5:30
~ 96
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.
Geralyn Reinart, P.E.
1319 Dexter Ave. N..1I103
Seattle, WA.
EXISTING DAILY & PM PEAK HOUR VOLUMES
FIGURE 2
LOG ITEM
Page--L1-oL
Discovery Bay Golf Course
Jefferson County, WA.
Page
F-2
.
.
.
(Loc I)
'5% \.,
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ESTIMA TED DAILY TRIP DISTRIBUTION/ASSIGNMENT
FIGURE 3
LOG ITEM
Geralyn Reinart, P,E.
1319 Dexter Ave, N,. #103
Seattle. WA.
Discovery Bay Golf Course
Jefferson County. WA.
u
Page <{,o
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Geralyn Reinart, P.E.
1319 Dexter Ave. N.. #103
Seattle, WA.
ESTIMA TED AM PEAK HOUR TRIP ASSIGNMENT'
FIGURE 4
# LITG ITEM
p-
age _ Z-1 of
-
Discovery Bay Golf Course
Jefferson County, WA.
Poge
F-4
-
.
.
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1
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NORTH
(N.T.S.)
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ESTIMA TED PM PEAK HOUR TRIP ASSIGNMENT
FIGURE 5
LOG ITEM
:If
Page~2.- of
-
-
Geralyn Reinart. P,E.
1319 Dexter Ave, N.. #103
Seattle. WA.
Discovery Bay Golf Course
Jefferson County. WA.
\
i
Page
F-5
'-
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2009 ESTIMATED DAILY & PM PEAK HOUR VOLUMES
(WITHOUT PROJECT)
FI'i~ ,VEM
Discovery Boy Golf Course
Jefferson County, WA.
Page
F-6
Geralyn Reinart, P.E,
1319 Dexter Ave. N., #103
Seattle, WA.
Page -z,,""-~_ of
44
119
t'-- 72 106
47 (297
31 191
~130
161 ....-..---,-........"
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NORTH
(N.T.S.)
(Revised access location)
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Geralyn Reinart, P,E.
1319 Dexter Ave. N.. #103
Seattle, WA.
2009 ESTIMATED DAILY & PM PEAK HOUR VOLUMES
(WITH PROJECT)
FI[GURE 7
OG ITEM
Page ~~oL,
Discovery Boy Golf Course
Jefferson County, WA.
Poge
F-7
.
.
.
.
.
NORTH
(N.T.S.)
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0'
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ESTIMA TED PM PEAK HOUR SITE ACCESS TRIPS
FIGURE 8
LOG ITEM
Geralyn Reinart, P,E.
1319 Dexter Ave. N., #103
Seattle, WA.
"
Discovery Bay Golf Course
Jefferson County, WA.
Page
F-8
Page 2,r of
-
.
KEY:
~
Below curve,
storage not
needed for
capacity.
>iJ
N:1tNe curve,
further anaIy8is
recommended.
.
"
i "\
I~ \
M t\'/ "
II
1\
1200
1100
1000
900
800 :;::-
-
>
:I:
C
J
700
600
, 500
400
\"2}
"
\,
25
20 15 10 5
% Total DHV Turning Left (single turning movement)
/t~~/3D,P ,.
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,.,''--.....~-'~
"
I G~.QS::-
"1 \
(1) DHV is total volume from both directions, {-... " (- \. ~ "'(>:r..'-----
,J \':-" ,':" -....:?E.:-. \ f\
(2) Speeds are posted speeds, ~,A, K\. ~
\ '> Q-..ol.-G'- -s \
Left-Turn Storage Guidelines (Two-Lane, Unsignalized) ")
Figure 91 D-!J.a
LO~ rTJ::~!1
.
Design Manual M 22-01
January 2005
#
Page.....?de..... of
-
Intersections At Grade
Page 910-19
-' f'.' r' '; f.,- r-
" "
,
MAY - 9 ')f)(li;
100
80
Consider right-turn lane (5)
G.I
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0)
a::
~ 40
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n
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0..--
/'20
I
/
Consider right-turn
pocket or taper (4)
GO
Radius only (3)
r----.
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I] '100)
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\""~
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200 300 400 500
Peak Hour Approach Volume (DDHV) (1)
\'-0 \..!,;,' \ \:2~d{.
\. ) v'"" ,~., '\
600
700
Notes:
(1) For two-lane highways, use the peak
hour DDHV (through + right-turn).
For multilane, high speed highways
(posted speed 45 mph or above), use
the right-lane peak hour approach volume
(through + right-turn).
I (2) When all three of the following conditions
are met, reduce the right-turn DDHV by 20.
The posted speed is 45 mph or less.
The right-turn volume is greater than
40 VPH,
(3) See Figure 910-1 for right-turn corner design.
(4) See Figure 910-12, for right-turn pocket
or taper design.
(5) See Figure 91 0-1~ for right-turn lane design.
(6) For additional guidance, see 910.07(2)
in the text.
The peak hour approach volume
(DDHV) is less than 300 VPH.
.
Right-Turn Lane Guidelines (6)
Figure 910-11
LOG ITEM
Intersections At Grade
Page 910-30
#
Page-1...~ of
Design Manual M 22-01
January 2005
,\
, ,
,.1
HCS2000: Unsignalized Intersections Release 4.1d
.Analyst:
Agency/Co.:
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: Cape George Rd/Discovery
Jurisdiction: Jefferson County
units: U. S. Customary
Analysis Year: existing
Project ID: Discovery Bay Golf Course
East/West Street: Cape George Rd
North/South Street: Discovery Road
Intersection Orientation: NS
TWO-WAY STOP CONTROL SUMMARY
11'\ ...........-.r'
oJ IJI' J
'I. 9 :1 \J
IVI '" \
gr
Rd.
Study period (hrs):
0.25
Major Street:
Vehicle
Approach
Movement 1
L
Volumes and Adjustments
Northbound
2 3
T R
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
.upstream Signal?
Minor Street: Approach
Movement
30 40
0.76 0.76
39 52
3
Undivided
Southbound
4 5 6
L T R
30 23
0.78 0.78
38 29
/
1 0
TR
No
Eastbound
10 11 12
L T R
20 39
0.74 0.74
27 52
0 0
0
/ No /
0 0
LR
o 1
LT
No
Westbound
789
L T R
Volume
Peak Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%) 0
Flared Approach: Exists?/storage
Lanes
Configuration
Approach
Movement
Lane Config
Delay,
NB
1
LT
v (vph)
C (m) (vph)
v/c
95% queue length
Control Delay
.LOS
Approach Delay
Approach LOS
39
1528
0.03
0.08
7.4
A
Queue Length, and Level of
SB Westbound
478 9
Service
Eastbound
10 11
LR
12
LOG ITEM
#
Page-Zt--Of
79
929
0.09
0.28
9.2
A
9.2
A
- 'I
.
HCS2000: Unsignalized Intersections Release 4.1d
GERALYN REINART, P.E.
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
\. ,\ i
(:l )()f Ir
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
Fax:
206-285-6345
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: gr
Agency/Co. :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: Cape George Rd/Discovery Rd.
Jurisdiction: Jefferson County
units: U. S. Customary
Analysis Year: existing
Project ID: Discovery Bay Golf Course
East/West Street: Cape George Rd
North/South Street: Discovery Road
Intersection Orientation: NS Study period (hrs): 0.25
. Major Street Movements
Volume
Peak-Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
Vehicle Volumes and Adjustments
1 2 345
L T R L T
6
R
30
0.76
10
39
3
Undivided
40
0.76
13
52
30
0.78
10
38
/
o 1
LT
1 0
TR
No
No
23
0.78
7
29
Minor Street Movements
11
T
7
L
8
T
9 10
R L
20
0.74
7
27
0
/
0
o
Volume
Peak Hour Factor, PHF
Peak-IS Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%) 0
Flared Approach: Exists?/storage
RT Channelized?
Lanes
. Configuration
LR
Pedestrian Volumes and Adjustments
13 14 15 16
Movements
Flow (ped/hr)
o
o
o
o
12
R
39
0.74
13
52
0
No /
o
#
LO~ 'TEA"
"I IV,
1'"'\\-
'-age .~
~/_of
--
; , \
; I
,
MAY - 9 ?005
Lane Width (ft)
Walking Speed (ft/sec)
. Percent Blockage
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
Prog.
Flow
vph
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
Distance
to Signal
feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
52
o
1700
1700
1
Worksheet 4-Critical Gap and Follow-up Time Calculation
. Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
P(hv) 3 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/l00 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t (c, T) : I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
t(c) I-stage 4.1 6.4 6.2
2-stage
FOllow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t ( f, HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 3 0 0
t (f) 2.2 3.5 3.3
.worksheet 5-Effect of Upstream Signals
Computation I-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V (l,prrOGvl(l'EEM V(l,prot)
#
Page .60
V prog
of
'-.i
_H'~_...~_ '>--,'CC- _~..__-._.
, '
'.--
Total Saturation Flow Rate, s (vph)
Arrival Type
. Effective Green, g (see)
Cycle Length, C (see)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(q1)
g(q2)
g(q)
MAY - 9 'l1)()l5
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
alpha
beta
Travel time, t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event Periods
Result
p(2)
p(5)
.p(dOm)
p (subo)
Constrained or unconstrained?
0.000
0.000
Proportion
unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
P (1)
P (4)
P (7)
P (8)
P (9)
p(10)
p(ll)
p(12)
Computation 4 and 5
Single-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
67
182
52
v c,x
s
Px
.v c,u,x
C r,x
C plat,x
LOG IT:=^A
--..,
Two-Stage Process
#
Page~Cf
-
7
8
10
11
,/
,'1
~j
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
. ~(C,x)
P(x)
V(c,u,x)
1500
C(r,x)
C(plat,x)
~A AY - 9 ~00"
Worksheet 6-Impedance and Capacity Equations
step 1: RT from Minor St.
9
12
conflicting Flows
Potential capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
1. 00
52
1021
1. 00
1021
0.95
1. 00
step 2: LT from Major St.
4
1
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
. Maj L-Shared Prob Q free st.
Step 3: TH from Minor St.
1. 00
67
1528
1. 00
1528
0.97
0.97
1. 00
8
11
conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvrnnt
Movement Capacity
Probability of Queue free st.
1. 00
0.97
1. 00
0.97
1. 00
1. 00
step 4: LT from Minor St.
7
10
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
Movement Capacity
1. 00
0.97
0.98
0.93
182
812
1. 00
0.97
791
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
step 3: TH from Minor st.
8
11
.part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvrnnt
Movement Capacity
Probability of Queue free St.
LOG ITEM
#
Page -32.- of .
---- --=...
.
.
\
i
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
V. ,\ 'I - q )r\l\~
Part 3 - Single stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1. 00
0.97
1. 00
0.97
Result for 2 stage process:
a
y
C t
Probability of Queue free st.
1. 00
1. 00
Step 4: LT from Minor St.
10
7
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. 1, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1. 00
0.97
0.98
0.93
182
812
1. 00
0.97
791
Results for Two-stage process:
a
y
C t
Worksheet 8-Shared Lane Calculations
791
. Movement
7 8 9 10 11 12
L T R L T R
I -
LU\.:J , I t:M 27 52
# 791 1021
Page 929
~ 3._ of
; ;-
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
. Movement 7 8 9 10 11 12
L T R L T R
C sep 791 1021
Volume 27 52
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 929
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 39 79
C(m) (vph) 1528 929
vlc 0.03 0.09
. 95% queue length 0.08 0.28
Control Delay 7.4 9.2
LOS A A
Approach Delay 9.2
Approach LOS A
Worksheet II-Shared Major LT Impedance and Delay
p(oj)
v(il) ,
v(i2) ,
s (il) ,
s ( i2) ,
P*(oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through
d(rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream
stream
Movement 2 Movement 5
0.97 1. 00
52
0
2 or 5 1700
3 or 6 1700
0.97
7.4
1
0.2
lanes
\
\
,
.
LOG ITEM
#
Page--3~of
!J!.\ 0{ - 0 )( q~
, i
"-/.
/-
HCS2000: Unsignalized Intersections Release 4.1d
Analyst: gr
Agency/Co.:
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: Cape George Rd/Golf Course Acc
Jurisdiction: Jefferson County
Units: U. S. Customary
Analysis Year: existing
Project ID: Discovery Bay Golf Course
East/West Street: Golf Course Access/Aldrich Rd.
North/South Street: Cape George Rd.
Intersection Orientation: NS Study period (hrs):
.
TWO-WAY STOP CONTROL SUMMARY
\
,
:tn t...
0.25
Major Street:
Vehicle
Approach
Movement 1
L
Volumes and Adjustments
Northbound
2 3
T R
6
0.75
8
o
Southbound
4 5 6
L T R
1 40 0
0.57 0.57 0.57
1 70 0
7
/
0 1 0
LTR
No
Eastbound
10 11 12
L T R
0 0 1
0.25 0.25 0.25
0 0 4
0 0 0
0
/ No /
0 1 0
LTR
Volume 1 63 4
Peak-Hour Factor, PHF 0.81 0.81 0.81
Hourly Flow Rate, HFR 1 77 4
Percent Heavy Vehicles 3
Median Type/Storage Undivided
RT Channelized?
Lanes 0 1 0
Configuration LTR
. Upstream Signal? No
Minor Street: Approach Westbound
Movement 7 8 9
L T R
Volume
Peak Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
Lanes 0
Configuration
0 0
0.75 0.75
0 0
0 0
0
No
1 0
LTR
Delay,
NB
1
LTR
Approach
Movement
Lane Config
v (vph)
C (m) (vph)
v/c
95% queue length
Control Delay
. LOS
Approach Delay
Approach LOS
1
1524
0.00
0.00
7.4
A
Queue
SB
4
LTR
Length, and Level of
Westbound
789
LTR
Service
Eastbound
10 11
LTR
12
1
1486
0.00
0.00
7.4
A
4
998
0.00
0.01
8.6
A
8.6
A
8
812
0.01
0.03
9.5
A
9.5
A
#
LOG ITEM
,...
rag~3_g_~of
~
.
HCS2000: Unsignalized Intersections Release 4.1d
GERALYN REINART, P.E.
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
1/
Fax:
206-285-6345
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: gr
Agency/Co. :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: Cape George Rd/Golf Course Acc
Jurisdiction: Jefferson County
units: U. S. Customary
Analysis Year: existing
Project ID: Discovery Bay Golf Course
East/West Street: Golf Course Access/Aldrich Rd.
North/South Street: Cape George Rd.
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
12345
L T R L T
6
R
. Maj or Street Movements
Volume
Peak-Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
1 63
0.81 0.81
o 19
1 77
3
Undivided
010
LTR
No
4 1 40
0.81 0.57 0.57
1 0 18
4 1 70
7
/
o
0.57
o
o
o
0 1 0
LTR
No
9 10 11 12
R L T R
0 0 0 1
0.75 0.25 0.25 0.25
0 0 0 1
0 0 0 4
0 0 0 0
0
No / No /
0 1 0
LTR
Minor Street Movements
7
L
8
T
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
RT Channelized?
Lanes
.configuration
6
0.75
2
8
o
o
0.75
o
o
o
o
o
1
LTR
Pedestrian Volumes and Adjustments
13 14 15 16
LOG lTEiv,
#
page_3-<.e_ of
Movements
Flow (ped/hr)
:'"'\.,
o
o
o
-
o
.
.
.
Lane Width (ft)
Walking Speed (ft/sec)
Percent Blockage
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
,
, I
if '~
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Flow
vph
Prog.
Speed
mph
Distance
to Signal
feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
77 70
4 0
1700 1700
1700 1700
1 1
Shared In volume, maJor th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-critical Gap and Follow-up Time Calculation
critical Gap Calculation
Movement 1 4
L L
t(c,base)
t(c,hv)
P(hv)
t(c,g)
Grade/l00
t(3,lt)
t (c, T) :
4.1
1. 00
3
1-stage
2-stage
I-stage
2-stage
0.00
0.00
0.00
4.1
t(c)
4.1
1. 00
7
0.00
0.00
0.00
4.2
7
L
7.1
1. 00
o
0.20
0.00
0.00
0.00
1. 00
7.1
6.5
1. 00
o
0.20
0.00
0.00
0.00
1. 00
6.5
8
T
9
R
10
L
7.1
1. 00
o
0.20
0.00
0.00
0.00
1. 00
7.1
11
T
6.5
1. 00
o
0.20
0.00
0.00
0.00
1. 00
6.5
12
R
6.2
1. 00
o
0.10
0.00
0.00
0.00
0.00
6.2
Follow-Up Time Calculations
Movement 1 4
L L
t(f,base)
t(f,HV)
P(HV)
t (f)
2.20
0.90
3
2.2
2.20
0.90
7
2.3
7
L
3.50
0.90
o
3.5
4.00
0.90
o
4.0
Worksheet 5-Effect of Upstream Signals
6.2
1. 00
o
0.10
0.00
0.00
0.00
0.00
6.2
8
T
9
R
10
L
3.50
0.90
o
3.5
Computation I-Queue Clearance Time at Upstream Signal
Movement 2
V(t) V(l,prot)
3.30
0.90
o
3.3
11
T
4.00
0.90
o
4.0
0.......
. ""~v
12
R
3.30
0.90
o
3.3
_Of
Movement S
V(t) V(l,prot)
V prog
..",.
\.../",< \ \,i
.
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (see)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(ql)
g(q2)
g(q)
\
I
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
alpha
beta
Travel time, t (a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event periods
Result
.
P (2)
P (5)
p(dom)
p(subo)
Constrained or unconstrained?
0.000
0.000
Proportion
unblocked
for minor
movements, p(x)
(1 )
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
p(l)
P (4)
p(7)
P (8)
P (9)
p(10)
p(ll)
p(12)
1 4 7 8 9 10 11 12
L L L T R L T R
70 81 155 153 79 153 155 70
~p LOG ITEM
71"
Page-3%' of -
--.
8 10 11
Computation 4 and 5
Single-Stage Process
Movement
.
v c,x
s
Px
V c,u,x
C r,x
C plat,x
7
Two-Stage Process
.
.
.
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s
P(x)
V(c,u,x)
1500
1500
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
step 1: RT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
step 2: LT from Major st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
Maj L-Shared Prob Q free St.
step 3: TH from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free St.
Step 4: LT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1500
1500
9
12
79
987
1. 00
987
1. 00
70
998
1. 00
998
1. 00
4
1
81
1486
1. 00
1486
1. 00
1. 00
70
1524
1. 00
1524
1. 00
1. 00
8
11
153
742
1. 00
1. 00
741
1. 00
155
741
1. 00
1. 00
740
1. 00
7
10
155
816
1. 00
1. 00
1. 00
0.99
812
153
819
1. 00
1. 00
1. 00
1. 00
818
step 3: TH from Minor St.
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
8
11
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free ~t.
LOG ITEM
#
PagS-39 of
- --
-
'\
, I
Part 2 - Second Stage
. Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
153
742
1. 00
1. 00
741
155
741
1. 00
1. 00
740
Result for 2 stage process:
a
y
C t
Probability of Queue free St.
741
1. 00
740
1. 00
Step 4: LT from Minor st.
7
10
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
. Movement Capacity
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
155
816
1. 00
1. 00
1. 00
0.99
812
153
819
1. 00
1. 00
1. 00
1. 00
818
Results for Two-stage process:
a
y
C t
. Movement
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
7
L
8
T
9
R
8~OG ITEM
:1:1:
-,
Page~Or-
11 12--
T R
812
Worksheet 8-Shared Lane Calculations
10
L
8
812
o
741
812
o
987
o
818
o
740
998
4
998
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
. Movement 7 8 9 10 11 12
L T R L T R
C sep 812 741 987 818 740 998
Volume 8 0 0 0 0 4
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 812 998
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR LTR LTR LTR
v (vph) 1 1 8 4
C(m) (vph) 1524 1486 812 998
vlc 0.00 0.00 0.01 0.00
. 95% queue length 0.00 0.00 0.03 0.01
Control Delay 7.4 7.4 9.5 8.6
LOS A A A A
Approach Delay 9.5 8.6
Approach LOS A A
Worksheet I1-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1. 00 1. 00
v (il) , Volume for stream 2 or 5 77 70
v(i2) , Volume for stream 3 or 6 4 0
s (il) , Saturation flow rate for stream 2 or 5 1700 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700 1700
P*(oj) 1. 00 1. 00
d (M, LT) , Delay for stream 1 or 4 7.4 7.4
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.0 0.0
.
LOG ITEM
#
Page_~Lof
'\
,
HCS2000: Unsignalized Intersections Release 4.1d
.Analyst:
Agency/co. :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: SR-20/Discovery Rd.
Jurisdiction: WSDOT/Jefferson County
Units: U. S. Customary
Analysis Year: existing
Project ID: Discovery Bay Golf Course
East/West Street: Discovery Rd/Four Corners Rd
North/South Street: SR-20
Intersection Orientation: NS
TWO-WAY STOP CONTROL SUMMARY
gr
Study period (hrs):
0.25
Major Street:
Vehicle
Approach
Movement 1
L
Volumes and Adjustments
Northbound
2 3
T R
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
.upstream Signal?
Minor Street: Approach
Movement
10
0.82
12
9
Undivided
Southbound
4 5 6
L T R
42 145 29
0.87 0.87 0.87
48 166 33
4
/
0 1 0
LTR
No
Eastbound
10 11 12
L T R
111
0.82
135
30
0.82
36
o 1
LT
No
1
R
No
Westbound
789
L T R
Volume 38 66 19 11 69 18
Peak Hour Factor, PHF 0.90 0.90 0.90 0.77 0.77 0.77
Hourly Flow Rate, HFR 42 73 21 14 89 23
Percent Heavy Vehicles 4 4 4 7 7 7
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No / No /
Lanes 0 1 0 0 1 0
Configuration LTR LTR
Approach
Movement
Lane Config
Delay,
NB
1
LT
v (vph)
C(m) (vph)
v/c
95% queue length
Control Delay
LOS
~pproach Delay
Approach LOS
12
1333
0.01
0.03
7.7
A
Queue
5B
4
LTR
Length, and Level of
Westbound
789
LTR
Service
Eastbound
10 11
LTR
12
48
1394
0.03
0.11
7.7
A
126
491
0.26
1. 01
14.8
B
14.8
B
\
'I
.u
7r
136
476
0.29
1.17
15.6
C
15.6
L<.9G ITEM
Page _ <(2, of
--- ~
v.../ ~ 9 2005
-
r n~.. :.)f-\:. ~..::
.
HCS2000: Unsignalized Intersections Release 4.1d
GERALYN REINART, P.E.
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
Fax:
206-285-6345
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: gr
Agency/Co. :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: SR-20/Discovery Rd.
Jurisdiction: WSDOT/Jefferson County
Units: U. S. Customary
Analysis Year: existing
Project ID: Discovery Bay Golf Course
East/West Street: Discovery Rd/Four Corners Rd
North/South Street: SR-20
Intersection Orientation: NS study period (hrs): 0.25
Vehicle Volumes and Adjustments
. Major Street Movements 1 2 3 4 5
L T R L T
Volume 10 111 30 42 145
Peak-Hour Factor, PHF 0.82 0.82 0.82 0.87 0.87
Peak-15 Minute Volume 3 34 9 12 42
Hourly Flow Rate, HFR 12 135 36 48 166
Percent Heavy Vehicles 9 4
Median Type/Storage Undivided /
RT Channelized? No
Lanes 0 1 1 0 1 0
Configuration LT R LTR
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11
L T R L T
Volume 38 66 19 11 69
Peak Hour Factor, PHF 0.90 0.90 0.90 0.77 0.77
Peak-15 Minute Volume 11 18 5 4 22
Hourly Flow Rate, HFR 42 73 21 14 89
Percent Heavy Vehicles 4 4 4 7 7
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No /
RT Channelized?
Lanes 0 1 0 0 1 0
. Configuration LTR LTR
6
R
29
0.87
8
33
12
R
18
0.77
6
23
7
No /
Movements
LOG ITEM
Pedestrian Volumes and Adjustments
13 14 15 16
\1
- 9 ?oor;
Flow (ped/hr )#
Page
()
o
o
o
, .. j(',(;
erg, of
.
.
.
Lane Width (ft)
Walking Speed (ft/sec)
Percent Blockage
Prog.
Flow
vph
S2 Left-Turn
Through
S5 Left-Turn
Through
12.0
4.0
o
12.0
4.0
a
12.a
4.0
a
12.0
4.0
o
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
r.::: (..
,\
i I
\ u_..~
" --......,.',.,
,
f,
MAY - 9 2005
Distance
to Signal
feet
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Movement 2
135
o
1700
1700
1
Worksheet 4-critical Gap and Follow-up Time Calculation
critical Gap Calculation
Movement 1 4
L L
t(c,base)
t(c,hv)
P (hv)
t(c,g)
Grade/lOa
t(3,lt)
t (c, T) :
4.1
1. 00
9
I-stage
2-stage
I-stage
2-stage
0.00
0.00
0.00
4.2
t(c)
4.1
1. 00
4
0.00
0.00
0.00
4.1
Follow-Up Time Calculations
Movement 1 4
L L
t(f,base)
t(f,HV)
P(HV)
t(f)
2.20
0.90
9
2.3
2.20
0.90
4
2.2
7
L
7.1
1. 00
4
0.20
0.00
0.00
0.00
1. 00
7.1
7
L
3.50
0.90
4
3.5
8
T
6.5
1. 00
4
0.20
0.00
0.00
0.00
1. 00
6.5
8
T
4.00
0.90
4
4.0
Worksheet 5-Effect of Upstream Signals
9
R
6.2
1. 00
4
0.10
0.00
0.00
0.00
0.00
6.2
9
R
3.30
0.90
4
3.3
10
L
7.1
1. 00
7
0.20
0.00
0.00
0.00
1. 00
7.2
10
L
3.50
0.90
7
3.6
Computation I-Queue Clearance Time at Upstream Signal
Movement 2
V(t) V(l,prot)
LOG ITEM
V prog
#
Page~t(:(_of
Movement 5
166
33
1700
1700
1
11
T
6.5
1. 00
7
0.20
0.00
0.00
0.00
1. 00
6.6
11
T
4.00
0.90
7
4.1
12
R
6.2
1. 00
7
0.10
0.00
0.00
0.00
0.00
6.3
12
R
3.30
0.90
7
3.4
Movement 5
V(t) V(l,prot)
.
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (see)
Cycle Length, C (see)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(ql)
g(q2)
g(q)
\
,
M i.\ V - q 1005
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V (t) V (1, prot)
Movement 5
V (t) V (1, prot)
alpha
beta
Travel time, t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event Periods
Result
0.000
0.000
p(2)
p(5)
. p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked
for minor
movements, p(x)
( 1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
p(l)
P (4)
p(7)
P (8)
P (9)
P (10)
P (11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement
Two-Stage Process
1 4 7 8 9 10 11 12
L L L T R L T R
199 171 493 454 135 502 473 182
# LOG ITEM
Page _ lJ..L 0'-
8 10 11
\ --,
V c,X
s
Px
. V C,U,x
C r,x
C plat,x
7
stage 1 Stage2 Stage 1 Stage2 Stage1 Stage2 Stage1 Stage2
. ~(C,x)
P(x)
V(c,u,x)
1500
1500
1500
1500
\
I
C(r,x)
C(plat,x)
~ if'.
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9
12
Conflicting Flows
Potential capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
135
909
1. 00
909
0.98
182
848
1. 00
848
0.97
step 2: LT from Major st.
4
1
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
. Maj L-Shared Prob Q free st.
Step 3: TH from Minor st.
171
1394
1. 00
1394
0.97
0.96
199
1333
1. 00
1333
0.99
0.99
8
11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
454
499
1. 00
0.95
475
0.85
473
482
1. 00
0.95
459
0.81
Step 4: LT from Minor st.
7
10
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
493
483
1. 00
0.77
0.82
0.80
386
502
472
1. 00
0.81
0.85
0.83
392
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St.
8
11
.part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free St.
LOG ITEM
#
Page_~~_ol
.
Part 2 - Second stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Result for 2 stage process:
a
y
C t
Probability of Queue free st.
Step 4: LT from Minor st.
Part 1 - First stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
~ Movement Capacity
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Results for Two-stage process:
a
y
C t
Worksheet 8-Shared Lane Calculations
. Movement
Volume (vph) lOG ITrl-? A
Movement Capacity (vph) # ~~6
Shared Lane Capacity (vph~'-
Par!>;::), ~ -.,.1:
.... -.;...., _v ,
7
L
------.
454
499
1. 00
0.95
475
475
0.85
7
493
483
1.00
0.77
0.82
0.80
386
386
8
T
9
R
73
475
476
21
909
10
L
14
392
473
482
1. 00
0.95
459
459
0.81
502
472
1. 00
0.81
0.85
0.83
392
392
11
T
89
459
491
\
i
'(1\ I~
10
12
R
23
848
Worksheet 9-Computation of Effect of Flared Minor street Approaches
.Movement
7
L
8
T
9
R
10
L
11
T
12
R
386
42
475
73
909
21
392
14
459
89
848
23
C sep
Volume
Delay
Q sep
Q sep +1
round (Qsep +1)
\
I
: I
n max
C sh
SUM C sep
n
C act
476
r,4 91 -' ")( II;
Worksheet la-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LTR LTR LTR
v (vph) 12 48 136 126
C(m) (vph) 1333 1394 476 491
vlc 0.01 0.03 0.29 0.26
.95% queue length 0.03 0.11 1.17 1. 01
Control Delay 7.7 7.7 15.6 14.8
LOS A A C B
Approach Delay 15.6 14.8
Approach LOS C B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 0.99 0.97
v(il) , Volume for stream 2 or 5 135 16.6
v(i2) , Volume for stream 3 or 6 0 33
s (il) , Saturation flow rate for stream 2 or 5 1700 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700 1700
P*(oj) 0.99 0.96
d(M,LT) , Delay for stream 1 or 4 7.7 7.7
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.1 0.3
.
LOG ITEM
#
Page -ift.-oL
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
.Analyst:
Agency/Co. :
Date Performed: 3/19/05
Analysis Time Period: pm peak
Intersection: Discovery Road/Mill
Jurisdiction: Jefferson County
Units: U. S. Customary
Analysis Year: existing
Project ID: Discovery Bay Golf Course
East/West Street: Mill Road
North/South Street: Discovery Road
Intersection Orientation: EW
gr
\
\
Road
,I
,r
Study period (hrs):
0.25
Major Street:
Vehicle
Approach
Movement 1
L
Volumes and Adjustments
Eastbound
2 3
T R
No
/
Westbound
4 5 6
L T R
163 0 96
0.85 0.85 0.85
191 0 112
0
/
0 1 0
LTR
No
Southbound
10 11 12
L T R
65 40
0.91 0.91
71 43
1 1
0
/
0 1
LT
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
.upstream Signal?
Minor Street: Approach
Movement
Undivided
No
Northbound
789
L T R
Volume
Peak Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
Lanes
Configuration
26
0.74
35
1
o
113
0.74
152
1
1 0
TR
De I a y ,
EB
1
Queue
WB
4
LTR
Length, and Level of Service
Northbound Southbound
7 8 9 10 11
TR LT
Approach
Movement
Lane Config
12
v (vph)
C (m) (vph)
v/c
95% queue length
Control Delay
LOS
~pproach Delay
Approach LOS
191
1636
0.12
0.40
7.5
A
187
837
0.22
0.85
10.5
B
114
371
0.31
1. 28
18.9
C
10.5
B
18.9
C
,--
# L.U~ II EM
"7 Page_~_o,---_
.
.
.
HCS2000: Unsignalized Intersections Release 4.1d
,:~ i\ f - 9 'l()05
GERALYN REINART, P.E.
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
Fax:
206-285-6345
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: gr
Agency/Co. :
Date Performed: 3/19/05
Analysis Time Period: pm peak
Intersection: Discovery Road/Mill Road
Jurisdiction: Jefferson County
units: U. S. Customary
Analysis Year: existing
Project ID: Discovery Bay Golf Course
East/West Street: Mill Road
North/South Street: Discovery Road
Intersection Orientation: EW study period (hrs): 0.25
Vehicle Volumes and Adjustments
1 2 3 4 5 6
L T R L T R
163 0 96
0.85 0.85 0.85
48 0 28
191 0 112
0
Undivided /
Major Street Movements
Volume
Peak-Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
Minor Street Movements 7
L
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
RT Channelized?
Lanes
Configuration
0 1 0
LTR
No No
8 9 10 11 12
T R L T R
26 113 65 40
0.74 0.74 0.91 0.91
9 38 18 11
35 152 71 43
1 1 1 1
0 0
No / /
1 0 0 1
TR LT
Movements
Pedestrian Volumes and Adjustments
13 14 15 16
Flow (ped/hr)
o
o
o
,,....~
'-V\.:J II EM
#
Pags_sc> of
-
o
/
X ,_ --, ,
.
Lane width (ft)
Walking Speed (ft/sec)
Percent Blockage
~ "--..--...--....--.-
~ " ;' f')
;.
C...., \
} \\
1 i:
"I .
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
,I' "I - 9 2005
Prog.
Flow
vph
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
Distance
to Signal
feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 5
Movement 2
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
o
112
1700
1700
1
Worksheet 4-Critical Gap and Follow-up Time Calculation
. critical Gap Calculation
Movement 1 4
L L
t(c,base) 4.1
t(c,hv) 1. 00 1. 00
P(hv) 0
t(c,g)
Grade/100
t(3,lt) 0.00
t(c,T): 1-stage 0.00 0.00
2-stage 0.00 0.00
t (c) I-stage 4.1
2-stage
Follow-Up Time Calculations
Movement 1 4
L L
7 8 9 10 11 12
L T R L T R
6.5 6.2 7.1 6.5
1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
1 1 1 1
0.20 0.20 0.10 0.20 0.20 0.10
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
1. 00 1. 00 0.00 1. 00 1. 00 0.00
6.5 6.2 7.1 6.5
t(f,base)
t(f,HV)
P(HV)
t(f)
0.90
2.20
0.90
o
2.2
7
L
8 9 10 11 12
T R L T R
4.00 3.30 3.50 4.00
0.90 0.90 0.90 0.90 0.90
1 1 1 1
4.0 3.3 3.5 4.0
0.90
.
Worksheet 5-Effect of Upstream Signals
Computation I-Queue Clearance Time at Upstream signal
Movement 2
V(t) V(l,prot)
V prog
)/ -
/~ '~,,........
Movement 5
Vr.(i;.1 V(l,prot)
uG ITFI\A
#
Page~l of
-~ -- "-
.
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(ql)
g(q2)
g (q)
"
\
'r;( I~
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
alpha
beta
Travel time, t (a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event Periods
Result
.
p(2)
P (5)
P ( dom)
p(subo)
Constrained or unconstrained?
0.000
0.000
Proportion
unblocked
for minor
movements, p(x)
( 1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
p (1)
p(4)
P (7)
P (8)
P (9)
P (10)
p(ll)
p(12)
Computation 4 and 5
Single-Stage Process
Movement
1
L
4
L
7
L
8 9 10 11 12
T R L T R
494 0 532 438
" LOG ITEM
1+
Pags_15z.- of
-
10 11
.
V c,X
s
PX
V C,u,X
o
C r,x
C plat,x
7
8
Two-Stage Process
x.--.
stage 1 Stage2 stage 1 Stage2 Stagel Stage2 stage 1 Stage2
.
V(c,x)
s
P(x)
V(c,u,x)
1500
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
step 1: RT from Minor St.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
step 2: LT from Major st.
.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
Maj L-Shared Prob Q free st.
step 3: TH from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
step 4: LT from Minor St.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
o
1088
1. 00
1088
0.86
o
1636
1. 00
1636
0.88
0.88
494
478
1. 00
0.88
418
0.92
1. 00
0.79
0.84
0.84
o
9
4
8
7
step 3: TH from Minor st.
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
.
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance
Cap. Adj. factor due
Movement Capacity
Probability of Queue
free st.
Factor
to Impeding mvmnt
8
o
\
I
,f" l
12
1. 00
1. 00
1
1. 00
1. 00
11
438
514
1. 00
0.88
450
0.90
10
532
460
1. 00
0.80
0.85
0.73
335
11
# LOG ITEM
Page~
_of
---
.
Part 2 - Second Stage
Conflicting Flows
Potential capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Result for 2 stage process:
a
y
C t
Probability of Queue free St.
Step 4: LT from Minor st.
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
. Movement Capacity
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Results for Two-stage process:
a
y
C t
Worksheet 8-Shared Lane Calculations
. Movement
7
L
Volume (vph)
Movement Capacity (vph) LOG ITEM
Shared Lane Capacity (VPh)#
Page___-t~of
494
478
1. 00
0.88
418
418
0.92
7
1. 00
0.79
0.84
0.84
8
T
9
R
35
418
152
1088
837
10
L
71
335
371
\i
438
514
1. 00
0.88
450
450
0.90
532
460
1. 00
0.80
0.85
0.73
335
335
11
T
43
450
\
i
,r,\ I~
10
12
R
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
. Movement 7 8 9 10 11 12
L T R L T R
C sep 418 1088 335 450
Volume 35 152 71 43
Delay
Q sep
Q sep +1
round (Qsep +1)
n max ,r)!11
C sh 837 371
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR TR LT
v (vph) 191 187 114
C(m) (vph) 1636 837 371
v/c 0.12 0.22 0.31
.95% queue length 0.40 0.85 1. 28
Control Delay 7.5 10.5 18.9
LOS A B C
Approach Delay 10.5 18.9
Approach LOS B C
Worksheet II-Shared Major LT Impedance and Delay
p(oj)
v(il) ,
v(i2) ,
s (il) ,
s (i2) ,
P* (oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through
d(rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream
stream
Movement 2 Movement 5
1. 00 0.88
0
112
2 or 5 1700
3 or 6 1700
0.88
7.5
1
0.9
lanes
.
LOG ITEM
#
Pags_S-Lof
.
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
\
\
Analyst: gr
Agency/co.:
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: Cape George Rd/Discovery Rd.
Jurisdiction: Jefferson County
Units: U. S. Customary
Analysis Year: 2009 w/out project
Project ID: Discovery Bay Golf Course
East/West street: Cape George Rd
North/South Street: Discovery Road
Intersection orientation: NS study period (hrs):
0.25
Major Street:
Vehicle
Approach
Movement 1
L
Volumes and Adjustments
Northbound
2 3
T R
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
. Upstream Signal?
Minor Street: Approach
Movement
.
33
0.76
43
3
Undivided
Southbound
4 5 6
L T R
33 25
0.78 0.78
42 32
/
1 0
TR
No
Eastbound
10 11 12
L T R
22 43
0.74 0.74
29 58
0 0
0
/ No /
0 0
LR
44
0.76
57
o 1
LT
No
Westbound
7 8 9
L T R
Volume
Peak Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%) 0
Flared Approach: Exists?/Storage
Lanes
Configuration
Approach
Movement
Lane Config
Delay,
NB
1
LT
v (vph)
C (m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
43
1519
0.03
0.09
7.4
A
Queue Length, and Level of
SB Westbound
478 9
Service
Eastbound
10 11
LR
12
r~
1--
- I
. I
I
# LOG ITEM
- ----..
'-age~_of
---
87
917
0.09
0.31
9.3
A
9.3
A
.
HCS2000: Unsignalized Intersections Release 4.1d
GERALYN REINART, P.E.
'f
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
Fax:
206-285-6345
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: gr
Agency/Co.:
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: Cape George Rd/Discovery Rd.
Jurisdiction: Jefferson County
Units: U. S. Customary
Analysis Year: 2009 w/out project
Project ID: Discovery Bay Golf Course
East/West Street: Cape George Rd
North/South Street: Discovery Road
Intersection Orientation: NS Study period (hrs): 0.25
.Major Street Movements
Volume
Peak-Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
Vehicle Volumes and Adjustments
1 2 3 4
L T R L
5
T
6
R
33
0.76
11
43
3
Undivided
44
0.76
14
57
33
0.78
11
42
25
0.78
8
32
/
1 0
TR
No
9 10 11 12
R L T R
22 43
0.74 0.74
7 15
29 58
0 0
0
/ No /
0 0
LR
o 1
LT
No
Minor Street Movements
8
T
7
L
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%) 0
Flared Approach: Exists?/Storage
RT Channelized?
Lanes
.configuration
Movements
Flow (ped/hr)
Pedestrian Volumes and Adjustments
13 14 15 16
,,,-
# ~VI...:7ITEM
Page~
--
----
o
o
o
o
...--.~
,.- ,
': 'il
.
Lane width (ft)
Walking Speed (ft/sec)
Percent Blockage
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
:) "'I(lh
Prog.
Flow
vph
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
Distance
to Signal
feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
57
o
1700
1700
1
Worksheet 4-Critical Gap and Follow-up Time Calculation
. Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
P(hv) 3 0 0
t (c, g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/l00 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
t (c) I-stage 4.1 6.4 6.2
2-stage
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t ( f, HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 3 0 0
t (f) 2.2 3.5 3.3
. Worksheet 5-Effect of Upstream Signals
computation I-Queue ctocffTEMe at Upstream Signal
Movement 2 Movement 5
# V(t) V(l,prot) V(t) V(l,prot)
V prog Faye-5i-or _ ~(
-.' -~~
.
.
.
\
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(ql)
g(q2)
g (q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event Periods
Result
p(2)
P (5)
p(dom)
p (subo)
Constrained or unconstrained?
0.000
0.000
Proportion
unblocked
for minor
movements, p(x)
( 1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
p(l)
P (4)
p(7)
P (8)
P (9)
P (10)
p(11)
P (12)
Computation 4 and 5
Single-Stage Process
Movement
1 4 7 8 9 10 11 12
L L L T R L T R
74 201 58
# LOG ITEM
Page S 1 of
8 10 11
I""'--~ ",,:;y
V c,x
s
Px
V c,u,x
C r,x
C plat,x
TW0-Stage Process
7
stagel Stage2 Stage 1 Stage2 stage 1 Stage2 Stage1 Stage2
.~(C,x)
P(x)
V(c,u,x)
1500
\
Iv I '
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9
12
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
1. 00
58
1014
1.00
1014
0.94
1. 00
Step 2: LT from Major st.
4
1
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
eMaj L-Shared Prob Q free st.
step 3: TH from Minor st.
1. 00
74
1519
1. 00
1519
0.97
0.97
1. 00
8
11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
1. 00
0.97
1. 00
0.97
1. 00
1. 00
Step 4: LT from Minor st.
7
10
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1. 00
0.97
0.98
0.92
201
792
1. 00
0.97
770
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
step 3: TH from Minor st.
8
11
~art 1 - First stage
~onflicting Flows
Potential Capacity
Pedestrian Impedance
Cap. Adj. factor due
Movement Capacity
Probability of Queue
Factor
to Impeding
LOG ITEM
#
Page &0 of
mvmnt - __
free st.
I :~--
\
.
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
M II I
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1. 00
0.97
1. 00
0.97
Result for 2 stage process:
a
y
C t
Probability of Queue free st.
1. 00
1. 00
Step 4: LT from Minor st.
7
10
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
. Movement Capacity
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1. 00
0.97
0.98
0.92
201
792
1. 00
0.97
770
Results for Two-stage process:
a
y
C t
770
Worksheet 8-Shared Lane Calculations
. Movement
7 8
L T
, Qr" '"T'r-1Il "
- ""' I I L-I\II
9
R
10
L
11
T
12
R
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
#
Page ~( of
29
770
58
1014
917
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
. Movement 7 8 9 10 11 12
L T R L T R
C sep 770 1014
Volume 29 58
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 917
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 43 87
C(m) (vph) 1519 917
v/c 0.03 0.09
.95% queue length 0.09 0.31
Control Delay 7.4 9.3
LOS A A
Approach Delay 9.3
Approach LOS A
Worksheet II-Shared Major LT Impedance and Delay
p(oj)
v (il),
v (i2) ,
s (il),
s (i2) ,
P*(oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through
d(rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream
stream
Movement 2 Movement 5
0.97 1. 00
57
0
2 or 5 1700
3 or 6 1700
0.97
7.4
1
0.2
lanes
.
LOG ITEfVi
#
Page~'===-Of -
~",.-.,
-'~. -~\
i
HCS2000: Unsignalized Intersections Release 4.1d
eAnalyst:
Agency / Co. :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: Cape George Rd/Golf Course Ace
Jurisdiction: Jefferson County
Units: U. S. Customary
Analysis Year: 2009 w/out project
Project ID: Discovery Bay Golf Course
East/West street: Golf Course Access/Aldrich Rd.
North/South Street: Cape George Rd.
Intersection Orientation: NS
TWO-WAY STOP CONTROL SUMMARY
gr
If
study period (hrs):
0.25
Major street:
Vehicle
Approach
Movement 1
L
Volumes and Adjustments
Northbound
2 3
T R
Volume
Peak Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
Lanes 0
Configuration
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
eMinor Street: Approach
Movement
1 69
0.81 0.81
1 85
3
Undivided
southbound
4 5 6
L T R
1 44 0
0.57 0.57 0.57
1 77 0
7
/
0 1 0
LTR
No
Eastbound
10 11 12
L T R
0 0 1
0.25 0.25 0.25
0 0 4
0 0 0
0
/ No /
0 1 0
LTR
4
0.81
4
010
LTR
No
Westbound
7 8
L T
9
R
6
0.75
8
o
o
0.75
o
o
o
o
0.75
o
o
No
1
LTR
o
Approach
Movement
Lane Config
Delay,
NB
1
LTR
v (vph)
C(m) (vph)
v/c
95% queue length
Control Delay
LOS
~;pproach Delay
"Approach LOS
1
1515
0.00
0.00
7.4
A
Queue
SB
4
LTR
Length, and Level of
Westbound
789
LTR
Service
Eastbound
10 11
LTR
12
1
1475
0.00
0.00
7.4
A
8
794
0.01
0.03
9.6
A
9.6 La
A # G ITE~A
Pag~
4
990
0.00
0.01
8.7
A
8.7
A
'i"'....,..,.,..-~
'. _.~~
.....,..,......~-',.
.
HCS2000: Unsignalized Intersections Release 4.1d
GERALYN REINART, P.E.
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
Fax:
206-285-6345
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: gr
Agency / Co . :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: Cape George Rd/Golf Course Acc
Jurisdiction: Jefferson County
units: U. S. Customary
Analysis Year: 2009 w/out project
Project ID: Discovery Bay Golf Course
East/West Street: Golf Course Access/Aldrich Rd.
North/South Street: Cape George Rd.
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
1 2 345
L T R L T
6
R
. Major Street Movements
Volume
Peak-Hour Factor, PHF
Peak-IS Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
1 69
0.81 0.81
o 21
1 85
3
Undivided
4
0.81
1
4
1
0.57
o
1
7
44
0.57
19
77
/
o 1
LTR
No
o
0.57
o
o
o
Minor Street Movements
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
RT Channelized?
Lanes
. Configuration
010
LTR
No
7 8
L T
6 0
0.75 0.75
2 0
8 0
0 0
0
9
R
o
0.75
o
o
o
10
L
o
0.25
o
o
o
/
11
T
o
0.25
o
o
o
o
o
1
LTR
No
o
1
LTR
o
Pedestrian Volumes and Adjustments
13 14 15 16
Movements
12
R
1
0.25
1
4
0
No /
o
..lj LOG J/1==A if
~ -.*,
p~~
-;;;J..... ~
- __of
---
Flow (ped/hr)
o
0 0 0
':-- '. '.~~' \
.
.
Lane Width (ft)
Walking Speed (ft/sec)
Percent Blockage
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
. \
\
Iv bY
Prog.
Flow
vph
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
Distance
to Signal
feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
85 77
4 0
1700 1700
1700 1700
1 1
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1
L
4
L
7
L
7.1
1. 00
o
0.20
0.00
0.00
0.00
1. 00
7.1
7
L
3.50
0.90
o
3.5
6.5
1. 00
o
0.20
0.00
0.00
0.00
1. 00
6.5
8
T
4.00
0.90
o
4.0
8
T
9
R
10
L
7.1
1. 00
o
0.20
0.00
0.00
0.00
1. 00
7.1
10
L
3.50
0.90
o
3.5
. Worksheet 5-Effect of Upstream Signals
Computation I-Queue Clearance Time at Upstream Signal
Movement 2
V(t) V(l,prot)
t(c,base)
t(c,hv)
P(hv)
t (c, g)
Grade/l00
t(3,lt)
t (c, T) :
4.1
1. 00
3
4.1
1. 00
7
0.00
0.00
0.00
4.1
0.00
0.00
0.00
4.2
I-stage
2-stage
I-stage
2-stage
t (c)
6.2
1. 00
o
0.10
0.00
0.00
0.00
0.00
6.2
11
T
6.5
1. 00
o
0.20
0.00
0.00
0.00
1. 00
6.5
12
R
6.2
1. 00
o
0.10
0.00
0.00
0.00
0.00
6.2
FOllow-Up Time Calculations
Movement 1 4
L L
t(f,base)
t(f,HV)
P(HV)
t (f)
2.20
0.90
3
2.2
2.20
0.90
7
2.3
9
R
3.30
0.90
o
3.3
11
T
12
R
4.00 3.30
0.90 0.90
o 0
4:u.0 L()303/TEM
'r
Page..h.r of
-
''''---,.-
Movement 5
V(t) V(l,prot)
V prog
.
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(ql)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
alpha
beta
Travel time, t (a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event Periods
Result
.
P (2)
p(5)
p(dom)
p(subo)
Constrained or unconstrained?
0.000
0.000
Proportion
unblocked
for minor
movements, p(x)
( 1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
p (1)
p(4)
p(7)
P (8)
P (9)
P (10)
P (11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
77
89
170
168
87
168
170
77
V c,X
s
Px
V C,u,X
.
C r,x
C plat,x
LO~ I~r-Jt "
# '. .....'VI
Pa~
"""""'.....~.,--
Two-Stage Process
7
8
10
11
stage 1 Stage2 Stage 1 Stage2 Stagel Stage2 Stagel Stage2
. ~(c,X)
P (x)
V(c,u,x)
1500
1500
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
step 1: RT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
Step 2: LT from Major st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
. Maj L-Shared Prob Q free st.
step 3: TH from Minor st.
conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
step 4: LT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
87
977
1. 00
977
1. 00
89
1475
1. 00
1475
1. 00
1. 00
168
728
1. 00
1. 00
727
1. 00
170
798
1. 00
1. 00
1. 00
0.99
794
1500
1500
\
I
9
12
77
990
1. 00
990
1. 00
4
1
77
1515
1. 00
1515
1. 00
1. 00
8
11
170
727
1. 00
1. 00
726
1. 00
7
10
168
800
1. 00
1. 00
1. 00
1. 00
799
Step 3: TH from Minor St.
Worksheet 7-Cornputation of the Effect of Two-stage Gap Acceptance
11
8
. Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free St.
# LOG ITEI\t1
Pa~
---.
'\
Part 2 - Second Stage
. Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1 i\
Part 3 - Single stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
168
728
1. 00
1. 00
727
170
727
1. 00
1. 00
726
Result for 2 stage process:
a
y
C t
Probability of Queue free st.
727
1. 00
726
1. 00
step 4: LT from Minor st.
7
10
Part 1 - First stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
. Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
170
798
1. 00
1. 00
1. 00
0.99
794
168
800
1. 00
1. 00
1. 00
1. 00
799
Results for Two-stage process:
a
y
C t
794
.Movement
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
7
L
9
R
79Sl0G ITEM
II
tt
Page_taf-of
11 12
T R
Worksheet 8-Shared Lane Calculations
8
T
10
L
8
794
o
727
794
o
977
o
799
o
726
990
4
990
r_
\ /
\ ~,
Worksheet 9-Computation of Effect of Flared Minor street Approaches
. Movement 7 8 9 10 11 12
L T R L T R
C sep 794 727 977 799 726 990
Volume 8 0 0 0 0 4
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 794 990
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR LTR LTR LTR
v (vph) 1 1 8 4
C(m) (vph) 1515 1475 794 990
v/c 0.00 0.00 0.01 0.00
.95% queue length 0.00 0.00 0.03 0.01
Control Delay 7.4 7.4 9.6 8.7
LOS A A A A
Approach Delay 9.6 8.7
Approach LOS A A
Worksheet I1-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1. 00 1. 00
v(il) , Volume for stream 2 or 5 85 77
v(i2) , Volume for stream 3 or 6 4 0
s (il) , Saturation flow rate for stream 2 or 5 1700 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700 1700
P*(oj) 1. 00 1. 00
d(M,LT) , Delay for stream 1 or 4 7.4 7.4
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.0 0.0
\
\
.
LOG ITEM
#
Page .of
r-- \ ,/'
\ - \ ---\,
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: gr
Agency/Co. :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: SR-20/Discovery Rd.
Jurisdiction: WSDOT/Jefferson County
Units: U. S. Customary
Analysis Year: 2009 w/out project
Project ID: Discovery Bay Golf Course
East/West Street: Discovery Rd/Four Corners Rd
North/South Street: SR-20
Intersection Orientation: NS Study period (hrs):
.
Major Street:
Vehicle
Approach
Movement 1
L
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
. Upstream Signal?
Minor Street: Approach
Movement
'\
\
0.25
Volumes and Adjustments
Northbound
2 3
T R
116
0.82
141
Southbound
4 5 6
L T R
44 153 31
0.87 0.87 0.87
50 175 35
4
/
0 1 0
LTR
No
Eastbound
10 11 12
L T R
12 76 20
0.77 0.77 0.77
15 98 25
7 7 7
0
/ No /
0 1 0
LTR
10
0.82
12
9
Undivided
31
0.82
37
o 1
LT
No
1
R
No
Westbound
789
L T R
Volume
Peak Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
Lanes 0
Configuration
Delay,
NB
1
LT
12
1320
0.01
0.03
7.8
A
42
0.90
46
4
Queue
SB
4
LTR
50
1386
0.04
0.11
7.7
A
74 21
0.90 0.90
82 23
4 4
0
No
1 0
LTR
Length, and Level of
Westbound
789
LTR
Service
Eastbound
10 11
LTR
12
Approach
Movement
Lane Config
v (vph)
C (m) (vph)
v/c
95% queue length
Control Delay
.LOS
Approach Delay
Approach LOS
151
455
0.33
1. 44
16.8
C
16.8
C
138
474
0.29
1. 20
15.7
C
15.7
C
, G f""'\ · -.-.... - .
- '-' / I C,v,
..---
#
PagS-1eLOf
" -
\-=---
\
.
HCS2000: Unsignalized Intersections Release 4.1d
GERALYN REINART, P.E.
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
Fax:
206-285-6345
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
\
,
Analyst: gr
Agency/co.:
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: SR-20/Discovery Rd.
Jurisdiction: WSDOT/Jefferson County
Units: U. S. Customary
Analysis Year: 2009 w/out project
Project ID: Discovery Bay Golf Course
East/West Street: Discovery Rd/Four Corners Rd
North/South Street: SR-20
Intersection Orientation: NS Study period (hrs): 0.25
. Major street Movements
Volume
Peak-Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
Vehicle Volumes and Adjustments
1 2 3 4 5 6
L T R L T R
10 116 31 44 153 31
0.82 0.82 0.82 0.87 0.87 0.87
3 35 9 13 44 9
12 141 37 50 175 35
9 4
Undivided /
No
0 1 1 0 1 0
LT R LTR
No No
Minor Street Movements 7
L
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
RT Channelized?
Lanes
. Configuration
42
0.90
12
46
4
o
8 9 10 11 12
T R L T R
74 21 12 76 20
0.90 0.90 0.77 0.77 0.77
21 6 4 25 6
82 23 15 98 25
4 4 7 7 7
0 0
No / No /
1 0 0 1 0
LTR LTR
o
o
'# LOG ITEM
Page ~':Lo ~f
- ---
Pedestrian Volumes and Adjustments
13 14 15 16
Movements
Flow (ped/hr)
o
o
~-
.
Lane Width (ft)
Walking Speed (ft/sec)
. Percent Blockage
Prog.
Flow
vph
,
\
12.0
4.0
o
12.0
4.0
o
Mt
12.0
4.0
o
12.0
4.0
o
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog. .-' --Distance
Speed to Signal
mph feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Movement 2 Movement 5
141 175
0 35
1700 1700
1700 1700
1 1
Worksheet 4-critical Gap and Follow-up Time Calculation
.critical Gap Calculation
Movement 1 4
L L
t(c,base)
t(c,hv)
P(hv)
t(c,g)
Grade/100
t(3,lt)
t (c, T) :
4.1
1. 00
9
I-stage
2-stage
I-stage
2-stage
0.00
0.00
0.00
4.2
t(c)
4.1
1. 00
4
0.00
0.00
0.00
4.1
7 8 9 10 11 12
L T R L T R
7.1 6.5 6.2 7.1 6.5 6.2
1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
4 4 4 7 7 7
0.20 0.20 0.10 0.20 0.20 0.10
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
1. 00 1. 00 0.00 1. 00 1. 00 0.00
7.1 6.5 6.2 7.2 6.6 6.3
Follow-Up Time Calculations
Movement 1 4
L L
t(f,base)
t(f,HV)
P(HV)
t(f)
2.20
0.90
9
2.3
2.20
0.90
4
2.2
7 8 9 10 11 12
L T R L T R
3.50 4.00 3.30 3.50 4.00 3.30
0.90 0.90 0.90 0.90 0.90 0.90
4 4 4 7 7 7
3.5 4.0 3.3 3.6 4.1 3.4
Worksheet 5-Effect of Upstream Signals
.computation I-Queue Clearance Time at Upstream Signal
Movement 2
V(t) V(l,prot)
V prog
Movement 5
V (t) lY(0lGPPPe:IVl
.u
u"
Page~, of
---..
Total Saturation Flow Rate, s (vph)
Arrival Type
eEffective Green, g (sec)
Cycle Length, C (sec)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(ql)
g(q2)
g (q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event Periods
Result
P (2)
P (5)
ep(dOm)
p (subo )
Constrained or unconstrained?
0.000
0.000
Proportion
unblocked
for minor
movements, p(x)
( 1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
P (1)
P (4)
P (7)
P (8)
P (9)
P (10)
P (11)
P (12)
Computation 4 and 5
Single-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
V c,X
s
Px
210
178
519
475
141
528
494
192
ev
C
C
c,u,x
LO~ ITr=AA
.. a.......
r,x
plat,x
#
Paos_ ?L
Two Sta~e Process
^~
-.
-- -
7
8
10
11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stagel Stage2
.:(C,X)
P(x)
V(c,u,x)
1500
:'500
1500
... - r ,.....,
.......J U U
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
step 1: RT from Minor St.
9
12
141
902
1. 00
902
0.97
192
837
1. 00
837
0.97
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
Step 2: LT from Major St.
4
1
178
1386
1. 00
1386
0.96
0.96
210
1320
1. 00
1320
0.99
0.99
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
~Maj L-Shared Prob Q free St.
Step 3: TH from Minor St.
8
11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
475
485
1. 00
0.95
460
0.82
494
469
1. 00
0.95
445
0.78
step 4: LT from Minor St.
7
10
519
464
1. 00
0.74
0.80
0.78
360
528
453
1. 00
0.78
0.83
0.81
367
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
step 3: TH from Minor st.
8
11
.part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance
Cap. Adj. factor due
Movement Capacity
Probability of Queue
Factor
to Impeding mvmnt
LOG ITEM
#
Page_~o,-
.VL
-
free S-:.
Part 2 - Second stage
e Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement capacity
475
485
1. 00
0.95
460
494
469
1. 00
0.95
445
Result for 2 stage process:
a
y
C t
Probability of Queue free St.
460
0.82
445
0.78
Step 4: LT from Minor st.
7
10
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
4ItMovement Capacity
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
\
I
I
hit
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
519
464
1. 00
0.74
0.80
0.78
360
528
453
1. 00
0.78
0.83
0.81
367
Results for Two-stage process:
a
y
C t
360
361..OG IT
.1, EM
ff
Page-21 of
11 12
T R
Worksheet 8-Shared Lane Calculations
eMovement
7
L
8 9 10
T R L
82 23 15
460 902 367
455
-, .,.>'- ~.
98
445
474
25
837
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
46
360
Worksheet 9-Computation of Effect of Flared Minor street Approaches
eMovement 7 8 9 10 11 12
L T R L T R
C sep 360 460 902 367 445 837
Volume 46 82 23 15 98 25
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 455 474
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LTR LTR LTR
v (vph) 12 50 151 138
C(m) (vph) 1320 1386 455 474
v/c 0.01 0.04 0.33 0.29
~5% queue length 0.03 0.11 1. 44 1. 20
ontrol Delay 7.8 7.7 16.8 15.7
LOS A A C C
Approach Delay 16.8 15.7
Approach LOS C C
Worksheet II-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 0.99 0.96
v(il) , Volume for stream 2 or 5 141 175
v(i2) , Volume for stream 3 or 6 0 35
s (il), Saturation flow rate for stream 2 or 5 1700 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700 1700
P* (oj) 0.99 0.96
d (M, LT) , Delay for stream 1 or 4 7.8 7.7
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.1 0.3
e
LOG ITEM
#
Page_ ?5 _of
:..A
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
eAnalyst:
Agency/Co. :
Date Performed: 3/19/05
Analysis Time Period: pm peak
Intersection: Discovery Road/Mill
Jurisdiction: Jefferson County
Units: U. S. Customary
Analysis Year: 2009 w/out project
Project ID: Discovery Bay Golf Course
East/West Street: Mill Road
North/South Street: Discovery Road
Intersection Orientation: EW
gr
,I
Road
iV'.~ I
Study period (hrs):
0.25
Major Street:
Vehicle
Approach
Movement 1
L
Volumes and Adjustments
Eastbound
2 3
T R
No
/
Westbound
4 5 6
L T R
180 0 106
0.85 0.85 0.85
211 0 124
0
/
0 1 0
LTR
No
Southbound
10 11 12
L T R
72 44
0.91 0.91
79 48
1 1
0
/
0 1
LT
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
configuration
Upstream Signal?
eMinor Street: Approach
Movement
Undivided
No
Northbound
7 8 9
L T R
Volume
Peak Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
Lanes
Configuration
29
0.74
39
1
o
124
0.74
167
1
1 0
TR
Delay,
EB
1
Queue
WB
4
LTR
Length, and Level of Service
Northbound Southbound
7 8 9 10 11
TR LT
Approach
Movement
Lane Config
12
211
1636
0.13
0.44
7.5
A
206
809
0.25
1. 01
11. 0
B
127
332
0.38
1. 74
22.4
C
v (vph)
C (m) (vph)
v/c
95% queue length
Control Delay
LOS
eAPproach Delay
Approach LOS
11.0
B
22.4
C
LO~ 'TE~.A
#
Page_~oL
.
HCS2000: Unsignalized Intersections Release 4.1d
GERALYN REINART, P.E.
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
Fax:
206-285-6345
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: gr
Agency/co.:
Date Performed: 3/19/05
Analysis Time Period: pm peak
Intersection: Discovery Road/Mill Road
Jurisdiction: Jefferson County ,~
Units: U. S. Customary
Analysis Year: 2009 w/out project
Project ID: Discovery Bay Golf Course
East/West Street: Mill Road
North/South street: Discovery Road
Intersection Orientation: EW Study period (hrs): 0.25
. Major Street Movements
Volume
Peak-Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream signal?
Vehicle Volumes and Adjustments
1 2 3 4 5
L T R L T
6
R
Undivided
180 0
0.85 0.85
53 0
211 0
0
/
0 1
LTR
No
9 10 11
R L T
124 72 44
0.74 0.91 0.91
42 20 12
167 79 48
1 1 1
0
No /
0 0 1
TR LT
No
,
. I
106
0.85
31
124
o
Minor Street Movements
8
T
12
R
7
L
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
RT Channelized?
Lanes
. Configuration
29
0.74
10
39
1
o
1
Pedestrian Volumes and Adjustments
13 14 15 16
Movements
Flow (ped/hr)
o
o
o
o
/
LOG 'TeA If
'#
'"'~-
I Q~~-:L?_Of ~
--
--.1t,
"
i I
Lane Width (ft)
Walking Speed (ft/sec)
Percent Blockage
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
M/' ~
.
Prog.
Flow
vph
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
Distance
to Signal
feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
o
124
1700
1700
1
Worksheet 4-Critical Gap and Follow-up Time Calculation
. critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 6.5 6.2 7.1 6.5
t(c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
P(hv) 0 1 1 1 1
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/l00 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.00 0.00 0.00 0.00
t (c, T) : I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
t(c) 1-stage 4.1 6.5 6.2 7.1 6.5
2-stage
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 4.00 3.30 3.50 4.00
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 0 1 1 1 1
t (f) 2.2 4.0 3.3 3.5 4.0
. Worksheet 5-Effect of Upstream Signals
-
Computation 1-Queue Clearance Time at Upstream Signal - :---.ot
Movement 2 Movement 5 ------
V (t) V(l,prot) V(t) V(l,prot)
V prog
<i
.
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(ql)
g(q2)
g(q)
MF'/ -
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event Periods
Result
0.000
0.000
.
p(2)
P (5)
p(dom)
p (subo)
Constrained
or unconstrained?
Proportion
unblocked
for minor
movements, p(x)
( 1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
p(l)
p(4)
p(7)
p(8)
P (9)
p(10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement
1 4 7 8 9 10 11 12
L L L T R L T R
0 546 0 587 484
# LOG ITEM
Page~oT -
----...
8 10 11
--------- C~-
V c,X
s
Px
. : :::'X
C plat,x
Two-Stage Process
7
Stage1 Stage2 Stagel Stage2 Stage1 Stage2 stage 1 Stage2
.
V(c,X)
s
P(x)
V(c,u,x)
1500
o
o
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor st.
9
12
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
o
1088
1. 00
1088
0.85
1. 00
1. 00
step 2: LT from Major st.
4
1
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
. Maj L-Shared Prob Q free st.
Step 3: TH from Minor St.
o
1636
1. 00
1636
0.87
0.86
1. 00
1. 00
8
11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of'Queue free St.
546
447
1. 00
0.86
385
0.90
484
484
1. 00
0.86
417
0.88
step 4: LT from Minor st.
7
10
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
Movement Capacity
1. 00
0.76
0.82
0.82
587
423
1. 00
0.77
0.83
0.70
296
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
step 3: TH from Minor st.
8
11
. Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance
Cap. Adj. factor due
Bovement Capacity
Pro~ability of Queue
I ()~ '-""_p
- I , CIV/
'\
I
Factor
to Impeding mvmnt
#
Page_~Of -
---
MAY
- 9 ')(/\Ik
free st.
i, U' "
. <- ';.~;,,( i :\'.~:
._.~'"'~~--- ---~....~ -
\""--..
\- .---.
\
.
.
~.__,,__~_.,___~._ -."--"-0<;:.--' "_."""'-'"~--". ._--.<
t'" ...,. ;~.~<; r;.:':" ....'
,
if' ;\
i
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
MAY
)ll(\~
Part 3 - Single stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
546
447
1. 00
0.86
385
484
484
1. 00
0.86
417
Result for 2 stage process:
a
y
C t
Probability of Queue free st.
385
0.90
417
0.88
Step 4: LT from Minor st.
7
10
Part 1 - First Stage
conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1. 00
0.76
0.82
0.82
587
423
1. 00
0.77
0.83
0.70
296
Results for Two-stage process:
a
y
C t
Worksheet 8-Shared Lane Calculations
296
. Movement
7
L
8
T
9 10 11 12
R L T R
167 79 48
1088 296 417
809 332
'-:7'~7
Volume (vph) LOG ITEM
Movement Capacity (vph) #
Shared Lane Capacity (vphL-
f'RCQ t'i _I:
_, ,~,_v,
~
39
385
Worksheet 9-Computation of Effect of Flared Minor street Approaches
. Movement 7 8 9 10 11 12
L T R L T R
C sep 385 1088 296 417
Volume 39 167 79 48
Delay
Q sep
Q sep +1 MAY - 9 ')0(11
round (Qsep +1)
n max
C sh 809 332 "
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR TR LT
v (vph) 211 206 127
C(m) (vph) 1636 809 332
v/c 0.13 0.25 0.38
. 95% queue length 0.44 1. 01 1. 74
Control Delay 7.5 11.0 22.4
LOS A B C
Approach Delay 11. 0 22.4
Approach LOS B C
Worksheet II-Shared Major LT Impedance and Delay
p(oj)
v (il),
v(i2) ,
s (il) ,
s (i2) ,
P*(oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through
d(rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream
stream
Movement 2 Movement 5
1. 00 0.87
0
124
2 or 5 1700
3 or 6 1700
0.86
7.5
1
1.0
lanes
.
"--
\-- --
# LOG ITEM
_ Page~o'--
'c' ---
HCS2000: Unsignalized Intersections Release 4.1d
Analyst: gr
Agency/Co. :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: Cape George Rd/Discovery Rd.
Jurisdiction: Jefferson County
Units: U. S. Customary
Analysis Year: 2009 with project
Project ID: Discovery Bay Golf Course
East/West Street: Cape George Rd
North/South Street: Discovery Road
Intersection Orientation: NS Study period (hrs):
e
TWO-WAY STOP CONTROL SUMMARY
\
I!
1041
0.25
Major Street:
Vehicle
Approach
Movement 1
L
Volumes and Adjustments
Northbound
2 3
T R
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/storage
RT Channelized?
Lanes
Configuration
e Upstream Signal?
Minor Street: Approach
Movement
43 49
0.76 0.76
56 64
3
Undivided
Southbound
4 5 6
L T R
36 34
0.78 0.78
46 43
/
1 0
TR
No
Eastbound
10 11 12
L T R
27 49
0.74 0.74
36 66
0 0
0
/ No /
0 0
LR
o 1
LT
No
Westbound
789
L T R
Volume
Peak Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%) 0
Flared Approach: Exists?/Storage
Lanes
Configuration
Approach
Movement
Lane Config
Delay,
NB
1
LT
Queue Length, and Level of
SB Westbound
4 7 8 9
Service
Eastbound
10 11
LR
12
v (vph)
C(m) (vph)
v/c
95% queue length
Control Delay
eLOS
Approach Delay
Approach LOS
56
1500
0.04
0.12
7.5
A
102
880
0.12
0.39
9.6
A
9.6
A
LaG iTE/VI
#
Page~Of
----
.
; I
MAY
'('I Ii
e
GERALYN REINART, P.E.
HCS2000: Unsignalized Intersections Release 4.1d
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
Fax:
206-285-6345
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: gr
Agency/Co.:
Date Performed: 3/16/05
Analysis Time period: pm peak
Intersection: Cape George Rd/Discovery Rd.
Jurisdiction: Jefferson County
Units: U. S. Customary
Analysis Year: 2009 with project
Project ID: Discovery Bay Golf Course
East/West Street: Cape George Rd
North/South Street: Discovery Road
Intersection Orientation: NS Study period (hrs): 0.25
~MajOr street Movements
Vehicle Volumes and Adjustments
1 2 345
L T R L T
6
R
43
0.76
14
56
3
Undivided
49
0.76
16
64
36
0.78
12
46
34
0.78
11
43
Volume
Peak-Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
/
Minor Street Movements
7
L
8
T
9
R
1 0
TR
No
10 11 12
L T R
27 49
0.74 0.74
9 17
36 66
0 0
0
/ No /
0 0
LR
o 1
LT
No
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%) 0
Flared Approach: Exists?/Storage
RT Channelized?
Lanes
eCOnfigUration
Flow (ped/hr)
o
o
o
o
L()~ ,.......-.
# -- · I CiV/
r-.. ___
Idge~-or----
-----,
Movements
Pedestrian Volumes and Adjustments
13 14 15 16
.~
,
Lane width (ft)
Walking Speed (ft/sec)
e Percent Blockage
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
;~AY -
Prog.
Flow
vph
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
Distance
to Signal
feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicle~
Movement 2
Movement 5
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
64
o
1700
1700
1
Worksheet 4-critical Gap and Follow-up Time Calculation
ecritical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
P(hv) 3 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/l00 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t (c, T) : l-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
t (c) I-stage 4.1 6.4 6.2
2-stage
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 3 0 0
t(f) 2.2 3.5 3.3
eworkSheet 5-Effect of Upstream Signals
computation I-Queue Clearance Time at Upstream Signal
Movement 2
V(t) V(l,prot)
v rrog
,
;
..
<:'
Movement 5
V (t).u YJC?)(!i!ffrEM
'IT
PagS-XLot
Total Saturation Flow Rate, s (vph)
Arrival Type
e Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(ql)
g(q2)
g(q)
MA
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event Periods
Result
0.000
0.000
P (2)
P (5)
ep(dOm)
p (subo)
Constrained or unconstrained?
Proportion
unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
p(l)
P (4)
P (7)
P (8)
P (9)
P (10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement
Two-stage Process
1 4 7 8 9 10 11 12
L L L T R L T R
89 244 68
.. LOG ITEM
ff
Page_A of
c__ ~
8 10 11
,,, c::::~\
V c,x
s
Px
ev c,u,x
C r,x
C plat,x
7
Stagel Stage2 Stage 1 Stage2 Stagel Stage2 Stagel Stage2
e:(C,X)
P(x)
V(c,u,x)
1500
\
\
C(r,x)
C(plat,x)
i'lif-\
Worksheet 6-Impedance and Capacity Equations
step 1: RT from Minor St.
9
12
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
1. 00
68
1001
1. 00
1001
0.93
1. 00
Step 2: LT from Major st.
4
1
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
eMaj L-Shared Prob Q free St.
Step 3: TH from Minor St.
1. 00
89
1500
1. 00
1500
0.96
0.96
1.00
8
11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
1. 00
0.96
1. 00
0.96
1. 00
1. 00
step 4: LT from Minor St.
7
10
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1. 00
0.96
0.97
0.91
244
749
1. 00
0.96
721
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St.
8
11
epart 1 - First stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
l,) -- " c-:'
# LOG ITEM
Pa~
-----
Part 2 - Second Stage
e Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Result for 2 stage process:
a
y
C t
Probability of Queue free St.
Step 4: LT from Minor St.
Part 1 - First stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
4ItMovement Capacity
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Results for Two-stage process:
a
y
C t
Worksheet 8-Shared Lane Calculations
1. 00
0.96
1. 00
7
1. 00
0.96
0.97
0.91
\
Vi
1. 00
0.96
1. 00
10
244
749
1. 00
0.96
721
721
11
T
12
R
eMovement
7
L
8
T
9
R
10
L
. -
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
LUG ITEM
#
Pag~ .,-~~f -
'. ..-,.. ---
36
721
66
1001
880
Worksheet 9-Computation of Effect of Flared Minor street Approaches
. Movement 7 8 9 10 11 12
L T R L T R
C sep 721 1001
Volume 36 66
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 880
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 56 102
C (m) (vph) 1500 880
v/c 0.04 0.12
. 95% queue length 0.12 0.39
Control Delay 7.5 9.6
LOS A A
Approach Delay 9.6
Approach LOS A
Worksheet II-Shared Major LT Impedance and Delay
p(oj)
v(il) ,
v (i2),
s (il),
s (i2) ,
P*(oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through
d(rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream
stream
Movement 2 Movement 5
0.96 1. 00
64
0
2 or 5 1700
3 or 6 1700
0.96
7.5
1
0.3
lanes
.
# LOG ITEM
Page~ol
\
\
-
'-=-~) --
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
\
\
eAnalyst:
Agency/Co. :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: Cape George Rd/Site Access
Jurisdiction: Jefferson County
units: U. S. Customary
Analysis Year: 2009 with project
Project ID: Discovery Bay Golf Course
East/West street: Golf Course/Site Access
North/South Street: Cape George Rd.
Intersection Orientation: NS
gr
\1 b:
IVi
Study period (hrs):
0.25
Major Street:
Vehicle
Approach
Movement 1
L
Volumes and Adjustments
N'orthbound
2 3
T R
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
eupstream Signal?
Minor Street: Approach
Movement
69
0.81
85
Undivided
1 0
TR
No
Westbound
7 8
L T
23
0.81
28
Southbound
4 5 6
L T R
2 44
0.57 0.57
3 77
7
/
0 1
LT
No
Eastbound
10 11 12
L T R
9
R
Volume 17
Peak Hour Factor, PHF 0.75
Hourly Flow Rate, HFR 22
Percent Heavy Vehicles 0
Percent Grade (%) 0
Flared Approach: Exists?/Storage
Lanes 0
configuration LR
1
0.75
1
o
o
No
/
/
o
Service
Eastbound
10 11
Delay,
NB
1
Queue
SB
4
LT
Length, and Level of
Westbound
789
LR
Approach
Movement
Lane Config
12
23
816
0.03
0.09
9.5
A
9.5
A
I ~G ,.,.....-.. ~
.~ '-' I I L.IV,
# '-. ,......c.
- \ "'- "
Pag;~4D~of
v (vph)
C (m) (vph)
v/c
95% queue length
control Delay
eLOS
Approach Delay
Approach LOS
3
1446
0.00
0.01
7.5
A
\
\
MAl -
.r..,. ._.,.~......... _.......... ~~....... . ,-,. ..~
r ::;' ~.,' _.,
, \
\
e
GERALYN REINART, P.E.
MAY
HCS2000: Unsignalized Intersections Release 4.1d
- 9 ,r
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
Fax:
206-285-6345
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: gr
Agency/Co. :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: Cape George Rd/Site Access
Jurisdiction: Jefferson County
Units: U. S. Customary
Analysis Year: 2009 with project
Project ID: Discovery Bay Golf Course
East/West Street: Golf Course/Site Access
North/South Street: Cape George Rd.
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
e Maj or Street Movements 1 2 3 4 5 6
L T R L T R
Volume 69 23 2 44
Peak-Hour Factor, PHF 0.81 0.81 0.57 0.57
Peak-15 Minute Volume 21 7 1 19
Hourly Flow Rate, HFR 85 28 3 77
Percent Heavy Vehicles 7
Median Type/Storage Undivided /
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 17 1
Peak Hour Factor, PHF 0.75 0.75
Peak-15 Minute Volume 6 0
Hourly Flow Rate, HFR 22 1
Percent Heavy Vehicles 0 0
Percent Grade (% ) 0 0
Flared Approach: Exists?/storage No / /
RT Channelized?
Lanes 0 0
eCOnfigUration LR
Flow (ped/hr)
o
o
o
o
.. LOG 1'7"1=11. J'i
tf ~;v,
Pn~
~.~..;; - .'L- of --
---.....
Movements
Pedestrian Volumes and Adjustments
13 14 15 16
.
Lane Width (ft)
Walking Speed (ft/sec)
Percent Blockage
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
12.0
4.0
o
l' ;
I'
.. ,"--.-_.-,.-..~ ~-,--~,--'''' "'-' "~'-''''-~',=,~,'''''''.-_. "....--
f'.... :"":..... r:--;' :',
,\
\
M/1V
Prog.
Flow
vph
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
Distance
to Signal
feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
77
o
1700
1700
1
Worksheet 4-Critical Gap and Follow-up Time Calculation
.
Critical Gap Calculation
Movement 1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
1. 00
1. 00
t(c,base)
t(c,hv)
P(hv)
t(c,g)
Grade/l00
t(3,lt)
t (c, T) :
4.1
1. 00
7
1-stage
2-stage
1-stage
2-stage
0.00
0.00
0.00
0.00
0.00
4.2
t(c)
7.1
1. 00
o
0.20
0.00
0.70
0.00
1. 00
6.4
1. 00
0.20
0.00
0.00
1. 00
6.2
1. 00
o
0.10
0.00
0.00
0.00
0.00
6.2
1. 00
0.20
0.00
0.00
1. 00
1. 00
0.20
0.00
0.00
1. 00
0.10
0.00
0.00
0.00
Follow-Up Time Calculations
Movement 1 4
L L
7
L
8
T
9
R
10
L
11
T
12
R
t(f,base)
t(f,HV)
P(HV)
t (f)
0.90
0.90
2.20
0.90
7
2.3
3.50
0.90
o
3.5
0.90
3.30
0.90
o
3.3
0.90
0.90
.
Computation
Worksheet 5-Effect of Upstream Signals
I-Queue Qlea;r..;l.nc:;..e_~tme
LU\.j , I EIVI
#
0,,-- ~ -
· ,",,~v_ ~U,
V prog
at Upstream Signal
Movement 2
V (t) V (1, prot)
'i'"'
\ ~ "
~\)
Movement 5
V(t) V(l,prot)
'\
I
.
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(ql)
g(q2)
g(q)
M II" ~
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event Periods
Result
p(2)
p(5)
p(dom)
p(subo)
Constrained or unconstrained?
0.000
0.000
.
Proportion
unblocked
for minor
movements, p(x)
(1 )
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
P (1)
p(4)
p(7)
P (8)
P (9)
P (10)
P (11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement
C r,x
C plat,x
1 4 7 8 9 10 11 12
L L L T R L T R
113 182 99
:ff LOG ITEM
Paae---1L ~
.;-J ~ of
.~
8 10 11
V c, x
s
Px
V C,u,X
.
Two-Stage Process
7
.
.
.
Stagel Stage2 Stage 1 Stage2 Stage1 Stage2 stage 1 Stage2
V(c,x)
s
P(x)
V(c,u,x)
\
I
1500
r,
MAY
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
step 1: RT from Minor st.
12
9
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
99
962
1. 00
962
1. 00
1. 00
1. 00
Step 2: LT from Major st.
4
1
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
Maj L-Shared Prob Q free st.
113
1446
1. 00
1446
1. 00
1. 00
1. 00
1. 00
step 3: TH from Minor st.
8
11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement capacity
Probability of Queue free st.
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
step 4: LT from Minor st.
7
10
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement capacity
182
812
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
810
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
step 3: TH from Minor St.
8
11
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance
Cap. Adj. factor due
Movement Capacity
Probability of Queue
Factor
to Impeding mvmnt
LOG ITEM
#
Pa-a"~ Q '-I
';;'-'-)-1_ of
---
free st.
~~,
. Movement
.
.
\
i
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
;\'~j
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1. 00
1. 00
1. 00
1. 00
Result for 2 stage process:
a
y
C t
Probability of Queue free St.
1. 00
1. 00
Step 4: LT from Minor st.
7
10
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
182
812
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
810
Results for Two-stage process:
a
y
C t
810
Worksheet 8-Shared Lane Calculations
7
L
9
R
12
R
10
L
8
T
11
T
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
LOG ITEM
#
PaOA -<lL v1
---
22
810
1
962
816
. ,
r~.. ._' '. .,'
Worksheet 9-Computation of Effect of Flared Minor street Approaches
.
Movement
7
L
8
T
9
R
10
L
11
T
12
R
C sep
Volume
Delay
Q sep
Q sep +1
round (Qsep +1)
810
22
962
1
\
I
n max
C sh
SUM C sep
n
C act
816
MLlY
.f
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 3 23
C(m) (vph) 1446 816
v/c 0.00 0.03
. 95% queue length 0.01 0.09
Control Delay 7.5 9.5
LOS A A
Approach Delay 9.5
Approach LOS A
Worksheet II-Shared Major LT Impedance and Delay
p(oj)
v(il) ,
v(i2) ,
s (il) ,
s (i2) ,
P*(oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through
d(rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream
stream
Movement 2 Movement 5
1. 00 1. 00
77
0
2 or 5 1700
3 or 6 1700
1. 00
7.5
1
0.0
lanes
.
# LOG ITEM
Page ((t." -
-I-r__of
---,
.r-,
\\...-.--,
-\
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
eAnalyst:
Agency/Co. :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: SR-20/Discovery Rd.
Jurisdiction: WSDOT/Jefferson County
Units: U. S. Customary
Analysis Year: 2009 with
Project ID: Discovery Bay Golf
East/West Street: Discovery
North/South Street: SR-20
Intersection Orientation: NS
gr
project
Course
Rd/Four Corners Rd
Major Street:
Vehicle
Approach
Movement 1
L
Volumes and Adjustments
Northbound
2 3
T R
'\
I
l~ t'
Study period (hrs):
0.25
Southbound
4 5 6
L T R
44 153 31
0.87 0.87 0.87
50 175 35
4
/
0 1 0
LTR
No
Eastbound
10 11 12
L T R
12 83 22
0.77 0.77 0.77
15 107 28
7 7 7
0
/ No /
0 1 0
LTR
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
~upstream Signal?
Minor Street: Approach
Movement
13
0.82
15
9
Undivided
116
0.82
141
31
0.82
37
Volume
Peak Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/storage
Lanes 0
Configuration
o 1
LT
No
1
R
Delay, Queue Length, and Level of
Approach NB SB Westbound
Movement 1 4 7 8 9
Lane Config LT LTR LTR
v (vph) 15 50 164
C(m) (vph) 1320 1386 446
v/c 0.01 0.04 0.37
95% queue length 0.03 0.11 1. 67
Control Delay 7.8 7.7 17.7
LOS A A C
eAPproach Delay 17.7
Approach LOS C
No
Westbound
789
L T R
42
0.90
46
4
86
0.90
95
4
o
21
0.90
23
4
No
1
LTR
o
'f"
"
_ \\ C-~
'.',--,..-'
Service
Eastbound
10 11 12
LTR
150
470
0.32
1. 36
16.2
C
16.2
C
I Or- r-
# '-J ; , t::.1V/
Pa~
-,-,_of
---
.
\
I
HCS2000: Unsignalized Intersections Release 4.1d MAv -
GERALYN REINART, P.E.
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
Fax:
206-285-6345
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: gr
Agency/co. :
Date Performed: 3/16/05
Analysis Time Period: pm peak
Intersection: SR-20/Discovery Rd.
Jurisdiction: WSDOT/Jefferson County
units: U. S. Customary
Analysis Year: 2009 with project
Project ID: Discovery Bay Golf Course
East/West Street: Discovery Rd/Four Corners Rd
North/South Street: SR-20
Intersection Orientation: NS Study period (hrs): 0.25
. Major Street Movements
Vehicle Volumes and Adjustments
12345
L T R L T
Volume
Peak-Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
Minor street Movements
13 116
0.82 0.82
4 35
15 141
9
Undivided
7
L
42
0.90
12
46
4
011
LT R
No
8
T
86
0.90
24
95
4
o
o
1
LTR
31
0.82
9
37
No
9
R
21
0.90
6
23
4
No
o
44
0.87
13
50
4
10
L
12
0.77
4
15
7
/
153
0.87
44
175
/
o 1
LTR
No
11
T
83
0.77
27
107
7
o
o
1
LTR
Volume
Peak Hour Factor, PHF
Peak-IS Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
RT Channelized?
Lanes
. Configuration
Movements
Pedestrian Volumes and Adjustments
13 14 15 16
Flow (ped/hr)
o
o
~ '~
o
o
6
R
31
0.87
9
35
o
12
R
22
0.77
7
28
7
No /
o
, ,.... - .
....'-'~ , , I:::M
#
Page~[ of
-
-
-
Lane Width (ft)
Walking Speed (ft/sec)
ePercent Blockage
0,
\
: I
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0 MAY __ ("I If 1(\'
,I
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Flow
vph
Prog.
Speed
mph
Distance
to Signal
feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Movement 2 Movement 5
141 175
0 35
1700 1700
1700 1700
1 1
Worksheet 4-critical Gap and Follow-up Time Calculation
ecritical Gap Calculation
Movement 1 4 7 8 9 10
L L L T R L
t(c,base)
t(c,hv)
P(hv)
t(c,g)
Grade/l00
t(3,lt)
t (c, T) :
4.1
1. 00
9
I-stage
2-stage
I-stage
2-stage
0.00
0.00
0.00
4.2
t(c)
4.1
1. 00
4
0.00
0.00
0.00
4.1
7.1
1. 00
4
0.20
0.00
0.00
0.00
1. 00
7.1
6.5
1. 00
4
0.20
0.00
0.00
0.00
1. 00
6.5
6.2
1. 00
4
0.10
0.00
0.00
0.00
0.00
6.2
7.1
1. 00
7
0.20
0.00
0.00
0.00
1. 00
7.2
11
T
6.5
1. 00
7
0.20
0.00
0.00
0.00
1. 00
6.6
12
R
6.2
1. 00
7
0.10
0.00
0.00
0.00
0.00
6.3
Follow-Up Time Calculations
Movement 1 4
L L
t(f,base)
t(f,HV)
P(HV)
t(f)
2.20
0.90
9
2.3
2.20
0.90
4
2.2
7
L
3.50
0.90
4
3.5
8
T
4.00
0.90
4
4.0
9
R
3.30
0.90
4
3.3
10
L
3.50
0.90
7
3.6
11
T
4.00
0.90
7
4.1
12
R
3.30
0.90
7
3.4
eworksheet 5-Effect of Upstream Signals
Computation l-Queue[CA~arance Time at Upstream Signal
uG ITEM Movement 2
# V (t) V (1, prot)
r a.~(";; _~_ or
V prog
\ \.
,.
\-,.,.....
Movement 5
V(t) V(l,prot)
\
. \
.
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(q1)
g(q2)
g(q)
MAY
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
alpha
beta
Travel time, t (a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event Periods
Result
.
P (2)
P (5)
p(dom)
p(subo)
Constrained or unconstrained?
0.000
0.000
Proportion
unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
p (1)
P (4)
P (7)
P (8)
P (9)
p(10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement
Two-Stage Process
1 4 7 8 9 10 11 12
L L L T R L T R
210 178 531 481 141 540 500 192
..u LOG ITEM
'IT'
P-'a~ _.
a.,)c_b of
----
8 10 11
V C,x
s
Px
V C,U,x
.
C r,x
C plat,x
7
Stage1 Stage2 Stagel Stage2 Stage1 Stage2 stage 1 Stage2
. V(c,x)
s 1500 1500 1500 1500
P(x)
V(c,u,x) '\
. I
C(r,x)
C(plat,x) /4
Worksheet 6-Impedance and Capacity Equations
step 1 : RT from Minor st. 9 12
Conflicting Flows 141 192
Potential Capacity 902 837
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 902 837
Probability of Queue free st. 0.97 0.97
step 2 : LT from Major St. 4 1
Conflicting Flows 178 210
Potential Capacity 1386 1320
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1386 1320
Probability of Queue free St. 0.96 0.99
. Maj L-Shared Prob Q free st. 0.96 0.99
Step 3 : TH from Minor St. 8 11
Conflicting Flows 481 500
Potential Capacity 482 466
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj. factor due to Impeding mvmnt 0.95 0.95
Movement Capacity 456 441
Probability of Queue free St. 0.79 0.76
Step 4 : LT from Minor st. 7 10
Conflicting Flows 531 540
Potential Capacity 456 445
Pedestrian Impedance Factor 1. 00 1. 00
Maj. L, Min T Impedance factor 0.72 0.75
Maj. L, Min T Adj. Imp Factor. 0.78 0.81
Cap. Adj. factor due to Impeding mvmnt 0.76 0.79
Movement Capacity 344 350
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
step 3: TH from Minor St.
8
11
.
Part 1 - First stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
\
# LOG ITEM
Pa~
v""-~of
---~
.
.
.
,
I
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
481
482
1. 00
0.95
456
500
466
1. 00
0.95
441
Result for 2 stage process:
a
y
C t
Probability of Queue free st.
456
0.79
441
0.76
Step 4: LT from Minor St.
10
7
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Results for Two-stage process:
a
y
C t
Worksheet 8-Shared Lane Calculations
Movement
7
L
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
46
344
531
456
1. 00
0.72
0.78
0.76
344
344
8
T
9
R
95
456
446
23
902
10
L
15
350
540
445
1. 00
0.75
0.81
0.79
350
350
11
T
12
R
.
.
.
Worksheet 9-Computation of Effect of Flared Minor street Approaches
Movement
12
R
7
L
8
T
9
R
10
L
11
T
C sep
Volume
Delay
Q sep
Q sep +1
round (Qsep +1)
344
46
456
95
902
23
350
15
441
107
837
28
n max
C sh
SUM C sep
n
C act
446
470
Worksheet 10-Delay, Queue Length, and Level of Service
Movement
Lane Config
12
1
LT
8
LTR
9
10
11
LTR
v (vph)
C (m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
4
LTR
7
15
1320
0.01
0.03
7.8
A
50
1386
0.04
0.11
7.7
A
164
446
0.37
1. 67
17.7
C
17.7
C
150
470
0.32
1. 36
16.2
C
16.2
C
Worksheet II-Shared Major LT Impedance and Delay
Movement 2
Movement 5
p(oj)
v(il) ,
v(i2) ,
s (il),
s (i2),
P*(oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through
d(rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
0.99
141
o
1700
1700
0.99
7.8
1
0.1
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
0.96
175
35
1700
1700
0.96
7.7
1
0.3
lanes
LOG ITEM
#
Page.J:..s.- of
MAV
,
,I
l(
.
.
.
HCS2000: unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: gr
Agency/Co. :
Date Performed: 3/19/05
Analysis Time Period: pm peak
Intersection: Discovery Road/Mill Road
Jurisdiction: Jefferson County
units: U. S. customary
Analysis Year: 2009 with project
Project ID: Discovery Bay Golf Course
East/West Street: Mill Road
North/South street: Discovery Road
Intersection Orientation: EW Study period (hrs):
0.25
Major Street:
Vehicle
Approach
Movement 1
L
Volumes and Adjustments
Eastbound
2 3
T R
Westbound
4 5 6
L T R
191 0 106
0.85 0.85 0.85
224 0 124
0
/
0 1 0
LTR
No
Southbound
10 11 12
L T R
72 47
0.91 0.91
79 51
1 1
0
/ /
0 1
LT
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
Undivided
No
Minor Street: Approach
Movement
Northbound
789
L T R
Volume
Peak Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
Lanes
Configuration
130
0.74
175
1
31
0.74
41
1
o
No
1 0
TR
Delay,
EB
1
Length, and Level of Service
Northbound Southbound
7 8 9 10 11
TR LT
12
Queue
WB
4
LTR
Approach
Movement
Lane Config
v (vph)
C (m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
224
1636
0.14
0.47
7.5
A
216
793
0.27
1.11
11.2
B
\
\
130
313
0.42
1. 96
24.4
C
24.4
C
Ml-\ ( - j
LOG ,-riro.t
#
Pag~3 --t~'f- of
_-._ _._~t"
~ -
~ I~,:,: .~,\.
\."___1
HCS2000: Unsignalized Intersections Release 4.1d
.
GERALYN REINART, P.E.
1319 DEXTER AVE. NORTH, SUITE 103
SEATTLE, WA 98109
~ ". ,
,
I
, ,
MAY - 9 T,(
-< lJ;"
_AC,,,. ',""",'_C""''''>~_'''''.'''''''''~'_'. ......~".~~
Phone:
E-Mail:
206-285-9035
trafficsignals@msn.com
Fax:
206-285-6345
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: gr
Agency/Co. :
Date Performed: 3/19/05
Analysis Time Period: pm peak
Intersection: Discovery Road/Mill Road
Jurisdiction: Jefferson County
units: U. S. Customary
Analysis Year: 2009 with project
Project ID: Discovery Bay Golf Course
East/West Street: Mill Road
North/South street: Discovery Road
Intersection Orientation: EW Study period (hrs): 0.25
. Maj or Street Movements
Vehicle Volumes and Adjustments
12345
L T R L T
6
R
Volume
Peak-Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
Undivided
191 0
0.85 0.85
56 0
224 0
0
/
0 1 0
LTR
No
9 10 11
R L T
130 72 47
0.74 0.91 0.91
44 20 13
175 79 51
1 1 1
0
No /
0 1
LT
No
8
T
31
0.74
10
41
1
0
1 0
TR
Minor Street Movements
7
L
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Flared Approach: Exists?/Storage
RT Channelized?
Lanes
. Configuration
Pedestrian Volumes and Adjustments
13 14 15 16
Movements
106
0.85
31
124
12
R
/
# LOG ITEM
Page_~} of -
, ---
o
o
Flow (ped/hr)
o
o
Lane width (ft)
Walking Speed (ft/sec)
epercent Blockage
Prog.
Flow
vph
'-"--:.' ('.'
i'\
; \
" -"~ ~ .:;.~. .,.
: l.,--..
12.0
4.0
o
12.0
4.0
o
MAY - 9 ')(Jrh
12.0
4.0
o
12.0
4.0
o
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
Distance
to Signal
feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
o
124
1700
1700
1
Worksheet 4-critical Gap and Follow~up Time Calculation
~ritical Gap Calculation
~ovement 1 4
L L
t(c,base)
t(c,hv)
P(hv)
t(c,g)
Grade/100
t(3,lt)
t (c, T) :
1. 00
4.1
1. 00
o
0.00
0.00
0.00
0.00
0.00
4.1
t (c)
I-stage
2-stage
I-stage
2-stage
7 8 9 10 11 12
L T R L T R
6.5 6.2 7.1 6.5
1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
1 1 1 1
0.20 0.20 0.10 0.20 0.20 0.10
0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00
1. 00 1. 00 0.00 1. 00 1. 00 0.00
6.5 6.2 7.1 6.5
Follow-Up Time Calculations
Movement 1 4 7
L L L
t(f,base)
t(f,HV)
P(HV)
t(f)
0.90
0.90
8 9 10 11 12
T R L T R
4.00 3.30 3.50 4.00
0.90 0.90 0.90 0.90 0.90
1 1 1 1
4.0 3.3 3.5 4.0
2.20
0.90
o
2.2
Worksheet 5-Effect of Upstream Signals
~computation I-Queue Clearance Time at Upstream Signal
Movement 2
V(t) V(l,prot)
LOG ITEM
V prog
#
Page_~<e.of
Movement 5
V(t) V(l,prot)
.
.
.
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(ql)
g(q2)
g (q)
\
\
MAY - ~
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V (t) V (1, prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Computation 3-Platoon Event Periods
Result
p(2)
p(5)
p(dom)
p (subo)
Constrained or unconstrained?
0.000
0.000
Proportion
unblocked
for minor
movements, p(x)
(1 )
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
P (1)
P (4)
P (7)
p(8)
P (9)
p(10)
P (11)
p(12)
1 4 7 8 9 10 11 12
L L L T R L T R
0 572 0 618 510
LOG ITEM
#
Pagel ~7 of
~
8 10 11
Computation 4 and 5
Single-Stage Process
Movement
V c,X
s
Px
V c,u,x
C r,x
C plat,x
7
Two-Stage Process
.
.
.
stage 1 Stage2 Stagel Stage2 stage 1 Stage2 Stage1 Stage2
V(c,X)
s
P(x)
V(c,u,x)
1500
o
o
\
I
C(r,x)
C(plat,x)
MAr .- ')
Worksheet 6-Impedance and Capacity Equations
step 1: RT from Minor st.
9
12
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
o
1088
1. 00
1088
0.84
1. 00
1. 00
Step 2: LT from Major st.
1
4
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
Maj L-Shared Prob Q free St.
o
1636
1. 00
1636
0.86
0.85
1. 00
1. 00
step 3: TH from Minor st.
11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
572
432
1. 00
0.85
368
0.89
8
510
468
1. 00
0.85
399
0.87
step 4: LT from Minor st.
10
7
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1. 00
0.74
0.80
0.80
618
403
1. 00
0.76
0.81
0.68
275
step 3: TH from Minor st.
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
8
11
Part 1 - First Stage
Conflicting Flows
Potential capacity
Pedestrian Impedance
Cap. Adj. factor due
Movement Capacity
Probability of Queue
Factor
to Impeding mvmnt
free st.
f
.,~ t...-..
.:__._o'-.....re
\-
LOG ITEM
#
Page~_Of
'\
.\
.
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
MA' -
Part 3 - Single stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
572
432
1. 00
0.85
368
510
468
1. 00
0.85
399
Result for 2 stage process:
a
y
C t
Probability of Queue free St.
368
0.89
399
0.87
step 4: LT from Minor St.
10
7
.
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 2 - Second stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1. 00
0.74
0.80
0.80
618
403
1. 00
0.76
0.81
0.68
275
Results for Two-stage process:
a
y
C t
Worksheet 8-Shared Lane Calculations
275
.
Movement
7
L
11
T
12
R
I r'lr- I,-r-Il ~
"-"-', '''''; I i L....lvl
Volume (vph)
Movement Capacity (vph) #
Shared Lane Capacity (VPhF)ag(:j'_l~ of
8
T
9
R
41
368
175
1088
793
10
L
79
275
313
51
399
Worksheet 9-Computation of Effect of Flared Minor street Approaches
. Movement 7 8 9 10 11 12
L T R L T R
C sep 368 1088 275 399
Volume 41 175 79 51
Delay
Q sep
Q sep +1 \
round (Qsep +1) i
n max 313 MAY
C sh 793
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR TR LT
v (vph) 224 216 130
C(m) (vph) 1636 793 313
v/c 0.14 0.27 0.42
. 95% queue length 0.47 1.11 1. 96
Control Delay 7.5 11.2 24.4
LOS A B C
Approach Delay 11. 2 24.4
Approach LOS B C
Worksheet II-Shared Major LT Impedance and Delay
p(oj)
v(il) ,
v (i2),
s (il) ,
s (i2) ,
P*(oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through
d(rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream
stream
Movement 2 Movement 5
1. 00 0.86
0
124
2 or 5 1700
3 or 6 1700
0.85
7.5
1
1.1
lanes
.
# LOG ITEM
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