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TRAFFIC IMPACT STUDY
FOR PROPOSED NORTH WIND
VILLAGE RESIDENTIAL
CONDOMINIUM COMMUNITY
NORTH ROAD (C. R. 48 )
GREENPORT, TOWN OF SOUTHOLD
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Introduction....................................................................................................................................1
Purposeof Report..............................................................................................................2
Location............................................................................................................................2
StudyApproach..............................................................................................................................6
ExistingRoadway Network...........................................................................................................9
Roadway Characteristics.................................................................................................10
Unsignalized Intersections..............................................................................................10
Gradeand Sight Distances..............................................................................................11
Existing Traffic Flow Conditions............................................................................:...................14
TrafficVolumes..............................................................................................................15
AccidentRecords............................................................................................................16
ExistingEmergency Services.......................................................................................................19
Site Trip Generation Analysis.....................................................................................
Directional Distribution Analysis................................................................................................23
Traffic Assignment Analysis...............................
Planned Roadway Improvements and Other Planned Developments..........................................31
Planned Roadway Improvements....................................................................................32
Other Planned Developments..........................................................................................32
IntersectionCapacity Analyses....................................................................................................33
Unsignalized Intersections..............................................................................................34
AccessExamination.....................................................................................................................37
Access .............................................................................................................................38
Parking.........................................................................................................................................39
AdditionalConsiderations.............................................................................................................41
PublicTransportation......................................................................................................42
Alternate Means of Transportation................................................................................42
PotentialShuttle Service.................................................................................................43
As-of-Right Development.............................................................................................. 43
Construction Traffic Impacts......................................................................................... 44
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Contents(co�atmued) hil
Conclusions..................................................................................................................................46
Appendix......................................................................................................................................49
Intersection Capacity Analyses Summaries
Intersection Capacity Analyses Results
SCDPW Traffic Flow Data
Traffic Volume Counts-Manual
Traffic Volume Counts—Supplemental ATR
Accident Records
Public Transportation
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INTRODUCTION
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Purpose of Report
This Traffic Impact Study contains the results of a traffic engineering examination of the proposed
development of the North Wind Village residential condominium community in Greenport. The
proposed North Wind Village will consist of 128 residential condominiums of which 64 will be
affordable units on a currently vacant 17.2 acre property in Greenport, Suffolk County, New York.
This report appraises the traffic aspects of the proposed development with particular emphasis on its
impact on the surrounding street and highway network.
Location
The site is located on the south side of North Road (County Road 48), approximately 1550 feet east
of Chapel Lane. Direct access to the site will be provided via a single driveway on North Road. The
site is located in Greenport, Town of Southold, New York.
Figure 1, Area Map, indicates the location of the Town of Southold in the New York Metropolitan
area. The project site is shown in Figure 2, Location Map, while Figure 3, Site Map, presents the
boundaries of the property and the adjacent roadway network.
At present, the property is vacant.
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STUDY APPROACH
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As part of the preparation of this Traffic Impact Study, the following tasks were undertaken:
I Several personal, on-site field observations were made to observe the traffic movements under
various conditions.
2. A physical inventory was made of the adjacent street network.
3. An analysis was made of the traffic volume data obtained from the Suffolk County
Department of Public Works and the files of Dunn Engineering Associates.
4. Supplementary machine traffic counts and turning movement counts were collected as
necessary to update the available volume counts.
5. An examination was made of the traffic flow on North Road, Chapel Lane, Queen Street, and
Moores Lane in the vicinity of the site.
6. An evaluation was made of the safety factors by reviewing recent accident records obtained
from the Suffolk County Department of Public Works.
7. The availability of police and fire protection services was examined.
8. A trip generation analysis was performed to determine the additional traffic attributable to the
proposed development.
9. Directional distribution analyses were made to distribute the site-generated traffic onto the
surrounding street network.
10. Trip assignment analyses were performed to examine the composite traffic volumes that
would result due to the addition of the site-generated traffic to the existing traffic volumes, in
order to determine the traffic impacts on the adjacent roadways.
11. Capacity analyses were performed at key intersections in order to examine their ability to
accommodate the addition of the site-generated traffic.
12. A review of the access arrangements was made.
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13. An evaluation of the available parking and on-site circulation was made in regard to traffic
circulation, safety, maintenance, and adequacy of layout.
14. Conclusions were made in regard to the traffic impact of the development on the surrounding
street network based on the data and facts gathered in this study.
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EXISTING
ROADWAY NETWORK
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Roadway Characteristics
As shown in Figure 3, Site Map, the development will be located on the south side of North Road
(County Road 48), approximately 1550 feet east of Chapel Lane.
North Road (C.R. 48) is a major east/west County highway facility located north of the site that will
provide direct access to the site. In the vicinity of the proposed development, North Road consists of
two lanes (one in each direction) with additional turning lanes at major intersections. The posted
speed limit on North Road in the vicinity of the site is 50 miles per hour.
Chapel Lane is a north/south roadway located west of the site. Chapel Lane terminates at its
intersection with North Road and continues to the south. In the vicinity of the site, Chapel Lane
consists of two lanes (one in each direction). The posted speed limit on Chapel Lane in the vicinity of
the site is 30 miles per hour.
Queen Street is a north/south roadway located east of the site. Queen Street has no pavement
markings but allows for two-way traffic onto and off of North Road. Queen Street serves as access to
the KOA campground located at its southern terminus.
Moores Lane is a north/south roadway located east of the site. Moores Lane terminates at its
intersection with North Road and continuous to the south. In the vicinity of the site,Moores Lane
consists of two lanes (one in each direction). The posted area speed limit on Moores Lane in the
vicinity of the site is 30 miles per hour. - -
Unsignalized Intersections
h1 the vicinity of the site, the following unsignalized intersections were investigated:
® North Road at Chapel Lane
® North Road at Queen Street
® North Road at Moores Lane
The lane configurations at the unsignalized T-intersection approaches of North Road at Chapel Lane
consist of the following:
1. Eastbound North Road Approach: A combined thru right turn lane.
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2. Westbound North Road Approach: A separate left turn lane and a
thru lane.
3. Northbound Chapel Lane Approach: A combined left turn/right turn lane.
The lane configurations at the unsignalized T-intersection approaches of North Road at Queen Street
consist of the following:
1. Eastbound North Road Approach: A combined thru/right turn lane.
2. Westbound North Road Approach: A combined left turn/thru lane.
3. Northbound Queen Street Approach: A combined left turn/right turn lane.
The lane configurations at the unsignalized T-intersection approaches of North Road at Moores Lane
consist of the following:
1. Eastbound North Road Approach: A combined thru/right turn lane.
2. Westbound North Road Approach: A combined left turn/thru lane.
3. Northbound Moores Lane Approach: A combined left tam/right turn lane.
Grades and Sight Distances
West of the sight there exists a horizontal curve on North Road with the road's alignment curving
south as it heads west. To ensure no sight distance problems at the proposed site access point, field
sight distance movements were performed. The posted speed limit on C.R. 48 is 50 miles per hour.
The sight distance available from the site driveway was measured according to the procedures set
forth in the American Association of State Highway and Transportation Officials (AASHTO)
publication "A Policy On Geometric Design of Highways and Streets, 2004". This AASHTO
publication is the recognized national standard for roadway geometrics.
The sight distance measurements indicated in an available sight distance to the east of over 1,000 feet
and an available sight distance to the west of approximately 685 feet. The factor limiting sight lines
to the west is roadside vegetation on the south side. With some minor clearing of vegetation, sight
distance to the west can be increased to approximately 800 feet.
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In comparing the field measurements to published standards there are two criteria of concern;
Intersection Sight Distance (ISD) and Stopping Sight Distance (SSD). Intersection sight distance
criteria are intended to allow a stopped vehicle entering the roadway a sufficient view of the
intersecting roadway to allow the driver adequate time to evaluate and decide when to enter the
highway. Adequate ISD allows an entering vehicle to perform the entering maneuver without a major
disruption to the traffic stream in that vehicles on the roadway already will not have to significantly
adjust their speed as the vehicle from the side road enters. Stopping Sight Distance is a more
fundamental safety requirement as it represents the minimum distance that a driver on the main road
must see in order to be able to stop in time to avoid a collision with an object or other vehicle.
"Geometric Design of Highways and Streets" states the following:
If the available sight distance for an entering or crossing vehicle is at least equal to the
appropriate stopping sight distance for the major road, then drivers have sufficient sight
distance to anticipate and avoid collisions. However, in some cases, this may require a major-
road vehicle to stop or slow to accommodate the maneuver by a minor-road vehicle. To
enhance traffic operations, intersection sight distances that exceed stopping sight distance are
desirable along the major road.
'.Information on recommended minimum sight distances is contained in "A Policy on Geometric
Design of Highways and Streets," 2004 by The American Association of State Highway and
Transportation Officials (AASHTO). The key ISD criteria in this case is related to the left turn out of
the driveway.
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50 425 555
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60 570 665
65 645 720
70 730 775
Source: "A Policy on Geometric Design of Highways and Streets", AASHTO 2004.
Table 1
Sight Distance Criteria
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As can be seen from Table 1, sight distance from the proposed site driveway to the west exceeds both
the required SSD and desirable ISD for design speeds over 60 mph. With minor clearing the
desirable ISD for design speeds over 70 mph will be achieved.
As the speed limit on North Road in this vicinity is 50 mph, design speeds approaching 70 mph will
not be present. The design speed, or 85th percentile speed, although typically higher than the speed
limit will not approach 70 mph.
It is recommended that vegetation along the south side of North Road in the vicinity of the horizontal
curve be trimmed back to the right-of-way line. With this improvement sight distance from the site
access will be maximized. As a result, no sight distance restrictions will exist on North Road in the
vicinity of the site.
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EXISTING TRAFFIC
FLOW CONDITIONS
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Traffic Volumes
Available traffic flow information was obtained from the Suffolk County Department of Public
Works (SCDPW) and the files of Dunn Engineering Associates. The available information consisted
of automatic traffic recorder (ATR) counts on North Road (C.R. 48). The Average Annual Daily
Traffic (AADT) in the vicinity of the site on North Road was 13,737 vehicles per day in 2005. This
AADT'was not utilized for analysis purposes but is presented for information only. The SCDPW
data obtained can be found in the section of the Appendix entitled, "SCDPW Traffic Flow Data".
An examination of the traffic volume information reveals that the peak weekday traffic volumes
occur between the hours of 11:00 A.M. to 1:00 P.M. and 3:00 P.M. to 5:00 P.M., respectively. The
peak existing weekend traffic volumes occur on Saturdays between 11:00 A.M. to 12:00 P.M.
Although the SCDPW data indicated that the midday traffic volumes during the weekday are
generally higher than the morning traffic volumes, manual counts were collected for the weekday
A.M. peak hours instead of the weekday midday peak hours because it is during the weekday A.M.
commuting hours, not the weekday midday peak hours when condominium communities generate
more trips and any potential impacts will be found. During the week condominium communities
generate trips primarily during the weekday A.M. and P.M. commuting hours (7:00 A.M. to 9:00
A.M. and 4:00 P.M. to 6:00 P.M., respectively).
Hence, to obtain specific turning count information of the existing traffic during the peak hours of the
proposed development, manual intersection turning movement counts for morning and evening peals
hours were collected on weekdays at three intersections on North Road (C.R. 48) located within the
study area. The three locations where the manual counts were performed are as follows:
• North Road (C.R. 48) at Chapel Lane
• North Road (C.R. 48) at Queen Street
• North Road(C.R. 48) at Moores Lane
The traffic counts at the above three locations were taken on a typical weekday in August from 7:00
A.M. to 9:00 A.M. and from 4:00 P.M. to 6:00 P.M. as well as on a typical Saturday from 11:00 A.M.
to 2:00 P.M.
The manual traffic volume counts performed can be found in the section of the Appendix entitled,
"Traffic Volume Counts-Manual".
To supplement the August 2005 SCDPW traffic machine count data, additional ATR counts were
collected for a full-week, including a weekend, during the month of August 2007 at several locations.
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The locations where the ATR counts were performed are as follows:
1. North Road (C.R. 48) west of Queen Street (in both the eastbound and westbound
directions).
2. Chapel Lane south of North Road(in both the northbound and southbound directions).
3. Queen Street south of North Road(in both the northbound and southbound directions).
4. Moores Lane south of North Road(in both the northbound and southbound directions).
The automatic traffic recorders at the above four locations were installed on Wednesday, August 22,
2007 and continued to Friday,August 31, 2007 during the peak summer season.
The supplemental ATR counts collected by Dunn Engineering Associates on North Road (C.R. 48),
Chapel Lane, Queen Street, and Moores Lane can be found in the section of the Appendix entitled,
"Traffic Volume Counts—Supplemental ATR".
Accident Records
Accident history data was obtained from the Suffolk County Department of Public Works concerning
all the reportable and non-reportable accidents that have occurred on North Road (C.R. 48) within the
study area.
The data obtained from SCDPW consisted of accident history information from January 1, 2004
through December 31, 2006. This represents the latest fall 3 year period available from the County at
the time of the writing of this study.
A summary of the accidents on North Road within the study area by year, severity (property damage
only, injury, or fatal) and location is shown in Table 1.
As can be seen in Table 1, the intersection with the highest accident experience is North Road at
Moores Lane. This intersection experienced a total of 10 accidents in the three year study period, or
an average of just over 3 per year. It is not unexpected that this is the highest location as this is the
intersection that sees the highest level of side street traffic.
North Road at Chapel Lane experienced an average of between 2 and 3 accidents per year (total of 7)
while North Road at Queen Street experienced an average of less than 1 accident per year(total of 2).
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With a well designed access plan, more than adequate sight distance and the addition of a proposed
westbound left turn lane into the site, it is expected that the proposed North Wind condominium
community will not lead to an undue increase of the rate of accidents in the immediate vicinity of the
site.
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EXISTING EMERGENCY
SERVICES
s
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The availability of police protection and fire protection services in the vicinity of the proposed site is
excellent. The area of the proposed site is patrolled by the Southold Town Police Department. The
Southold Town Police Department is located near the intersection of Route 25 at Peconic Lane in
Peconic approximately 6 1/3 mile west of the proposed development. At present, numerous police
patrols pass by the site.
The site is located in the Greenport Fire District. The Greenport Fire Department operates out of two
stations. The Greenport Fire Department headquarters are located 2 1/2 miles east of the site on the
east side of 3rd Street between South Street and Center. A second station (Fire Hose Company#4) is
located near the intersection of Flint Street and 5th Street at 514 Flint Street.
Due to the close proximity of the firehouse stations and the presence of police patrols, excellent
emergency services are available to service the site of the proposed development.
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SITE
GENERATION ANALYSIS
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Information on trip generation rates for residential condominiums is contained in the latest (7th)
edition of"Trip Generation", a report published by the Institute of Transportation Engineers (ITE).
For the purposes of this investigation, the trips expected to be generated by the proposed development
were estimated by utilizing ITE data for residential condominiums/townhouses (Land Use Code 230).
Table 2, Site-Generated Traffic, Proposed Condominium Community, presents the results of this
analysis.
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Residential Condominiums/Townhouses
Land Use Code 230 11 52 50 24 43 37
(128 Units)
Table 2
Site-Generated Traffic
Proposed Condominium Community
Greenport, New York
As can be seen by Table 2, the proposed townhouse community is expected to generate 63 new
vehicle trips on the roadway network during the weekday A.M. peak hour. During the weekday P.M.
peak hour, 74 new vehicle trips are expected to be generated by the proposed North Wind Village.
During the Saturday midday peak hour, 80 new vehicle trips are anticipated to be generated by the
proposed North Wind Village.
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DIRECTIONAL
DISTRIBUTION ANALYSIS
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In order to determine the origins and destinations of vehicles entering and exiting the proposed
development, a directional distribution analysis was performed.
It is expected that the directional distribution of traffic to the proposed North Wind Village would be
similar to the distribution of existing traffic volumes in the vicinity of the site. Based on the existing
traffic distribution, as well as the location of the proposed site and its access driveway, the
distribution of traffic to various roadways was determined.
Figure 4, Directional Distribution of Site-Generated Traffic—Condominium Community,presents the
directional distribution of traffic that is expected to arrive at and depart from the proposed North
Wind Village development via the existing roadways.
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TRAFFIC ASSIGNMENT
ANALYSIS
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The site-generated traffic estimates and the directional distribution were utilized to assign the
expected generated traffic volumes at the proposed access points and on the surrounding roadway
network.
Figure 5, Assignment of Site-Generated Traffic - Weekday A.M. Peals Hour, shows the assignment of
site-generated traffic for the proposed North Wind Village during the weekday morning peak hour.
Likewise, Figures 6 and 7 present the same information for the weekday afternoon peak hour and the
Saturday peak hour using the directional distribution shown in Figure 4 and the trip generation
estimates shown in Table 2.
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PLANNED ROADWAY
IMPROVEMENTS AND
OTHER PLANNED
IMPROVEMENTS
Planned Roadway Improvements
A review of the most recent 5-year Transportation Improvement Program (TIP)revealed that there are
no projects planned by the Suffolk County Department of Public Works that would affect North Road
(C.R. 48) in the vicinity of the proposed North Wind Village project.
Other Planned Developments
Both the Village of Greenport and the Town of Southold were contacted in regard to other planned
developments in the vicinity of this project to determine the presence of any pending or approved
development projects which may generate a significant level of traffic to warrant consideration in this
report.
Discussions held with representatives of the Village of Greenport and Town of Southold revealed that
they are not aware of any other developments planned in the vicinity of the proposed North Wind
condominium community.
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INTERSECTION
CAPACITY ANALYSES
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Unsignalized Intersections
Unsignalized capacity analyses were performed to determine the ability of vehicles to safely negotiate
turning movements at the key locations noted below:
® North Road(C.R. 48) at Chapel Lane
® North Road(C.R. 48) at Queen Street
® North Road(C.R. 48) at Moores Lane
The unsignalized intersection capacity analyses were performed for the weekday A.M. and P.M. peak
hours as well as the Saturday midday peak hour. These intersection capacity analyses calculations
were performed in accordance with the methodology set forth in the latest (2000) edition of the
Highway Capacity Manual using the most current version of the Highway Capacity Software (HCS+).
Utilizing this methodology, the unsignalized capacity analyses software (HCS+) analyzed the
quantity, size and capacity of gaps in the traffic stream on North Road(C.R. 48).
Methodology
The Unsignalized intersection capacity analysis methodology evaluates the average control delay per
vehicle to determine level of service. Level of service for a two-way stop-controlled intersection is
defined solely for each minor movement. Several variables impact the measure of delay for a two-
way stop-controlled intersection, including the level of conflicting traffic impeding a minor street
movement and the size and availability of gaps in the conflicting traffic stream.
Level of service for an unsignalized intersection is defined in terms of the average control delay per
vehicle during a peals 15 minute analysis period. Control delay consists of initial deceleration delay,
queue move-up time, stopped delay, and final acceleration delay. Six levels of service, ranging from
A to F, have been established as measures of vehicle delay. These levels and their related control
delay criteria are summarized in Table 3,Unsignalized Intersections -Level of Service Criteria.
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Level of Service Control Delay
(seconds per vehicle)
A < 10.0
B 10.1 - 15.0
C 15.1 - 25.0
D 25.1 - 35.0
E 35.1 - 50.0
F > 50.0
Source: Highway Capacity Manual 2000, Transportation Research Board, National Research Council,
Washington, D.C. 2000.
Table 3
Unsignalized Intersections
Level of Service Criteria
Intersection capacity analyses were first conducted to examine the 2007 existing traffic conditions
(2007 Existing Condition). This condition evaluates the traffic conditions at the site and adjacent
study area intersections without the proposed condominium community development at present.
Intersection capacity analyses were then calculated for the "2008 No-Build" condition. This
examination projected the 2007 existing traffic volumes by a growth factor of 2% per year to
determine the total traffic that would be on the roadways without the addition of the proposed North
Wind Village condominium community. The 2% annual growth factor used was based on the results
of the New York State Department of Transportation's LITP (Long Island Transportation Plan) 2000
planning study and is specific to the North Fork of Long Island.
The traffic from the proposed North Wind Village condominium community development was then
added to the predetermined 2008 "no build" traffic volumes and the capacity analyses was performed
for the 2008 Build Condition using the resulting 2008 Build traffic volume totals.
Summaries of the results of the unsignalized capacity analyses are contained in Tables A, B, and C in
the Appendix of this report under the section entitled, "Intersection Capacity Analyses Summaries".
The results of the unsignalized intersection capacity analyses performed indicate that the traffic due to
the proposed North Wind Village condominium community development will have no significant
impact on the operation of the three unsignalized intersections analyzed. All of the unsignalized
intersections studied continue to operate at acceptable LOS D or better during all three peak time
periods studied and increases in delay due to the North Wind development are slight. Although the
results indicate a drop in LOS from B to C from the 2008 No-Build Condition to the 2008 Build
Condition for the northbound combined left turn/right turn lane at the North Road at Moores Lane
NP: 27120-North Wind Village 35
File: Admin/Reports/TIS.doe
intersection, the delay experienced by drivers in this land will only be increased by an average of 0.6
seconds per vehicle. The No-Build LOS B delay was very close to the LOS B/LOS C delay threshold
of 15.0 seconds causing the minor increase in delay to result in a Build LOS C.
The operation of the proposed site driveway was found to be LOS B, C and C during the Weekday
A.M., Weekday P.M. and Saturday Midday analysis periods, respectively. It is noted that all
movements subject to delay, including the westbound left into the site and traffic exiting the site do
not cause any delay to thru traffic on North Road.
NP: 27120-North Wind Village 36
File: Admin/Reports/TIS.doe
ACCESS
EXAMINATION
NP: 27120-North Wind Village 37
File: Admin/Reports/TIS.doc
Access
The proposed development will have a single access drive constructed on North Road. This access
drive will provide one lane for entering traffic and one lane for exiting traffic. Both left and right
turns into and out of the site would be permitted at this access drive. A Stop sign and Stop bar
pavement marlung should be installed.
It is further recommended that, given the speeds on North Road, a westbound left turn lane be
constructed for entering site traffic. While a shoulder on the north side of the roadway exists on
North Road it is rather narrow (5 feet) and constructed of asphalt adjacent to thru lanes constructed of
concrete panels. The shoulders narrow width and uneven surface causes difficulties for westbound
thru vehicles in passing vehicles stopped to make a left turn. Installation of a westbound left turn lane
eliminates this and provides an added level of safety.
NP: 27120-North Wind Village 38
File: Admin/ReportsMS.doe
PARKING
NP: 27120-North Wind Village 39
File: Admin/Reports/US.doc
The Preliminary Alignment Plan prepared for North Wind Village indicates parking provided at a rate
meeting Village of Greenport Code requirements as follows:
1.5 spaces per unit x 128 units= 192 spaces required
The Preliminary Alignment Plan contains 192 spaces, meeting Village Code requirements.
NP: 27120-North Wind Village 40
File: Admin/Reports/TIS.doc
ADDITIONAL
CONSIDERATIONS
NP: 27120-North Wind Village 41
File: Admin/Reports/TIS.doc
Public Transportation
Suffolk County Transit provides bus service to most of Suffolk County. The closest bus route to the
proposed North Wind Village site is the 5-92 connector bus line. However, on the north fork this
route travels on Main Road (NYS Route 25) which is south of the site through the Village of
Greenport (see map for the 5-92 bus route in the section of the Appendix entitled "Public
Transportation"). The distance from the site to the closest point of the route is approximately 7/10 of
a mile measured west on North Road and then south on Chapel Lane. As the generally accepted
pedestrian walking limit distance is 1/a mile, it is questionable that many residents or visitors would
utilize the bus service. There are no other bus routes provided by Suffolk County that service the
Greenport area.
Discussions were held with representatives of Suffolk County Transit regarding if there were any
plans to expand the Suffolk County bus route to include service on North Road (C.R. 48). Suffolk
County Transit confirmed that due to the rural nature of this section of Greenport with some sections
on North Road already developed and other properties remaining undeveloped, although the County
is conducting a planning study of the general area, at this time they do not foresee their study to result
in bus service being provided on or extended to C.R. 48.
Given the distance that the existing 5-92 bus route is to the site, and indications from Suffolk County
Transit of no plans to expand their bus service in the area of the site, it is anticipated that the site will
not have any significant effect on existing Suffolk County Transit bus service.
Alternate Means of Transportation
Given the location and nature of the proposed North Wind Village residential condominium
community to the nearby commercial districts of Greenport and Southold, it is likely that some
portion of the residents will be employed at nearby businesses in both Greenport and Southold. Some
residents may opt to carpool or choose alternative means of transportation (bicycle) to travel to work
and back home. North Road in the vicinity of the site is designated as a Suggested On-Road Bikeway
(Shared Roadway) on the New York State Department of Transportation's "Bikeway of Long Island"
Map due to its bicycle friendly layout. In this study, no credit was applied for use of any alternate
means of transportation, and the traffic destined to and from the proposed North Wind Village was
based on the use of passenger cars only. However, high potential for carpooling and/or alternative
means of transportation by North Wind Village residents would help reduce the slight traffic impact
of the site on the surrounding roadway network and hence the analysis presented in this report is
conservative in that regard.
NP: 27120-North Wind Village 42
File: Admin/Reports/TIS.doe
Potential Shuttle Services
The developer of Northwind Village has indicated that they will explore the establishment of a
private shuttle service in conjunction with the homeowners association. This service may provide for
transportation,to downtown Greenport as well as other local destinations.
As-of-Right Development
The current Hamlet Density (HD) zoning of the property allows for residential as-of-right
development of the site. Yield maps have been prepared for two alternative layouts that could be
developed on the site, one comprised of 50 units and a second comprised of 108 dwelling units.
The yield map prepared for the 50 unit alternative reflects construction of 2,500 square foot, four
bedroom residences in a semi-detached arrangement. Although employing common-wall
construction, the size of the units is counter to typical townhouse or condominium construction. It is
also possible that the 50 units could be constructed as traditional detailed housing on individual lots.
The ITE "Trip Generation" report contains information on trip generation rates for both
Townhouse/Condominium (Land Use Code 230) and Single-Family Detached Housing (Land Use
Code 210). While construction of the 50 unit alternative may involve semi-detached units which
technically do not fit the definition of Single-Family Detached Housing, their size indicates that they
may follow that trip generation pattern. Given this, and the possibility of actual detached
construction, the trip generation for the 50 unit alternative was performed both ways (Land Use Code
230 and Land Use Code 210).
Using ITE trip generation data, the traffic volumes generated by the 50-unit alternative were
estimated under both Land Use Code 230 (Residential Townhouse/Condominium) and Land Use
Code 210 (Single-Family Detached Housing). The 108-unit alternative trip generation was estimated
under Land Use Code 230. The results of this trip generation estimate are summarized in Table 4,
Trip Generation, As-of-Right Use of Site. The trip generation of the proposed 128-unit condominium
community use is also included in Table 4 for comparison purposes.
NP: 27120-North Wind Village 43
File: Admin/Reports/TIS.doe
E' Weekday Saturday Peak
M u
Development, ,� ; ,'' �I I A Peak Hour; i ii'p M Ho
'. 5 ,Exit .j. Ente`.r e k Exit Enter our
Exit
a
....
50 Unit Alternative
Townhouse/Condominium 5 25 23 11 31 26
(Land Use Code 230)
Single Family Detached 11 33 36 21 30 25
(Land Use Code 210)
108 Unit Alternative
Townhouse/Condominium 9 46 43 21 40 34
(Land Use Code 230)
Proposed 128-Unit Condominium
Community Use (New traffic on roadway 11 52 50 24 43 37
network generated by 128 units of
residential condominiums from Table 2)
All trips in vehicles per hour.
Table 4
Trip Generation
As-of-Right Use of Site (Yield Plan)
The results of this analysis indicate that in all cases, the As-of-Right alternatives would be expected
to generate lower levels of traffic than the proposed development. While these differences may be
significant in some instances on a percentage basis they are not large in terms of absolute numbers as
even the proposed development can be expected to generate only modest levels of traffic.
It is notable that on a per-unit basis single-family homes generate more vehicle trips than
condominiums. This effectively reduces to some extent the differences in trip generation between the
proposed condominiums and 50 unit Single Family Detached Home alternatives.
Construction Traffic Impacts
It is anticipated that the construction of North Wind Village will occur over three phases. Phase I will
include the construction of all roads, utilities and site drainage, a portion of the lighting and
landscaping. Forty-eight units will be constructed in Phase I. It is during this ten month phase that
the majority of the earthwork will occur and construction truck traffic will be realized.
Phase II includes the construction of an additional 40 units and is anticipated to last seven months. At
the completion of Phase II, the vast majority of heavy site work is complete. Phase III would follow
with the final 40 units.
NP: 27120-North Wind Village 44
File: Admin/ReportsMS.doc
Prior to any construction at the site, the applicant will be required to obtain a construction access
permit from the Suffolk County Department of Public Works. This will ensure that their standards
for temporary construction access are met. With the completion of Phase I, the formal site access
point will be available.
A consideration in any construction operation is the removal of excess soil materials in grading the
site. In this case, approximately 2,000 cubic yards of excess material will be removed, the majority
during Phase I. This translates to an approximate total of 100 removal truck trips (at an average of
20 cubic yards each) over a period of 17 months. As North Road in the vicinity of the site is a truck
route and North Road has no restrictions in place, these truck trips will utilize North Road and not
impact secondary roadways.
Although the final disposition of the removed material is not known at this early stage, it will most
likely be to the west.
It is expected that construction vehicles as well as workers' private vehicles will arrive daily with the
majority from the west based on the site's location. The logical route would be via North Road from
the east or the west as it is less congested than Main Road. This roadway does not have any
restrictions which would impact construction vehicles routes. It is also noted that as the site fronts
only on North Road, no construction vehicles are expected to utilize any of the secondary or
residential roadways in the Village.
All construction vehicles and workers' private vehicles will be parked on-site during construction
activity.
NP: 27120-North Wind Village 45
File: Admin/Reports/TIS.doc
CONCLUSIONS
NP: 27120-North Wind Village 46
File: Admin/Reports/TIS.doc
Our study and traffic engineering analysis have led us to conclude that the development of the
proposed North Wind condominium community will not have a significant negative impact on traffic
operations on the surrounding roadway system in the vicinity of the site. The proposed development
will not significantly disrupt the traffic flow on the adjacent roadway network and will not create
undue traffic congestion.
Although the proposed development will add traffic to the adjacent roadway network, the traffic
impact will be at a minimum. The proposed site development will provide a safe traffic operation for
the residents and guests of the North Wind Village. The following points should be recognized:
1. Although the site will generate additional traffic,this traffic can be adequately handled by the
existing highway network, the proposed access location, and the internal layout.
2. The access plan for the site has been designed to adequately provide for the estimated traffic
flow from the adjacent roadways so as to assure the public safety and minimize traffic
congestion.
3. The single access point proposed on North Road will provide one lane for entering traffic and
one lane for exiting traffic. Both left and right turns into and out of the site would be
permitted at this access drive. A Stop sign and Stop bar pavement marking should be
installed at the site exit.
4. It is recommended that a westbound left turn lane be constructed on North Road for entering
site traffic.
5. It is recommended that vegetation on the south side of North Road west of the proposed site
access be cut back to the right-of-way lines to increase sight distance to the west. With this
measure, sight distance available to vehicles exiting the proposed development will be more
than adequate.
6. The proposed 128 unit residential townhouse community is expected to generate 63 new
vehicle trips on the roadway network during the weekday A.M. peals hour. During the
weekday P.M. peak hour, 74 new vehicle trips can be expected to be generated by the
proposed North Wind Village. During the Saturday midday peak hour, 80 new vehicle trips
are anticipated to be generated by the proposed North Wind Village.
NP: 27120-North Wind Village 47
File: Admin/Reports/TIS.doc
7. Discussion with representatives of the Village of Greenport and Town of Southold indicated
that, no other Village related developments are currently planned for the immediate area
surrounding the site.
8. The latest Nassau—Suffolk Transportation Improvement Program (TIP) does not list any
projects involving the reconstruction and improvement of roadways serving the proposed
development prior to its expected completion.
9. Intersection capacity analyses revealed that the existing highway and street network will be
able to handle the increase in traffic flow attributed to the proposed development without
significant increases in delay.
10. The proposed parking for the North Wind condominium townhouse community development
meets Village Code requirements.
11. Due to the excellent patrol coverage of the police and the immediate proximity of the
firehouse, it should be recognized that excellent emergency services are available to service
the site.
12. Given the distance that the existing 5-92 bus route is to the site, and indications from Suffolk
County Transit of no plans to expand their bus service in the area of the site, it is anticipated
that few residents will use the service and that the site will not have any significant effect on
existing Suffolk County Transit bus service.
13. Our study and analysis have concluded that the proposed North Wind Village development
will have no significant adverse traffic impact on the roadways and intersections in the
vicinity of the site.
As a result, based upon traffic engineering considerations, it is recommended that the proposed
development be approved.
NP: 27120-North Wind Village 48
File: Admin/Reports/TIS.doc
APPENDIX
NP: 27120-North Wind Village 49
File: Admin/Reports/TIS.doc
Intersection Capacity
Analyses Summaries
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
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Intersection
Analyses Results
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
North
t the
ChapelLane
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
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TRAFFIC VOLUME SUMMARY
INTERSECTION :
TIME PERIOD: q ; ':<;; EXISTING YEAR: 1#?
HORIZON YEAR:
DONE BY:
................................................................
APPROACH
ALT X CLEARS
INPUT VALUES
A UE
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OTHER
DEVELOPMENTS
1) 0 0 0 0 0 0 0 0 0 0 0 0
2) 0 0 0 0 0 0 0 0 0 0 0 0
3) 0 0 0 0 0 0 0 0 0 0 0 0
4) 0 0 0 0 0 0 0 0 0 0 0 0
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2007 Existing Condition
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
HCS+: Unsignalized Intersections Release 5.21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/30/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
—Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 372 56 20 285
Peak-Hour Factor, PHF 0. 84 0 . 84 0. 84 0 . 84
Hourly Flow Rate, HFR 442 66 23 339
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 55 9
Peak Hour Factor, PHF 0. 84 0 . 84
Hourly Flow Rate, HFR 65 10
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 ► 10 11 12
Lane Config L LR
v (vph) 23 75
C (m) (vph) 1057 340
V/c 0 . 02 0 . 22
95% queue length 0 . 07 0. 83
Control Delay 8 . 5 18 . 6
LOS A C
Approach Delay 18 . 6
Approach LOS C
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/30/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 372 56 20 285
Peak-Hour Factor, PHF 0. 84 0 . 84 0 . 84 0. 84
Peak-15 Minute Volume ill 17 6 85
Hourly Flow Rate, HFR 442 66 23 339
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 55 9
Peak Hour Factor, PHF 0 . 84 0 . 84
Peak-15 Minute Volume 16 3
Hourly Flow Rate, HFR 65 10
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 is 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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 :
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) 2 2 2
t (c, g) 0. 20 0. 20 0. 10 0. 20 0. 20 0 . 10
Grade/100 0. 00 0. 00 0 . 00 0. 00 0 . 00 0 . 00
t (3, lt) 0. 00 0. 70 0 . 00
t (c,T) : 1-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. 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) 2 2 2
t (f) 2 . 2 3. 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(l,prot) 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) 0. 000
P (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 508 860 475
3
PX
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1 : RT from Minor St. 9 12
Conflicting Flows 475
Potential Capacity 590
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 590
Probability of Queue free St. 0 . 98 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 508
Potential Capacity 1057
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1057
Probability of Queue free St. 0. 98 1. 00
Mai L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0. 98
Movement Capacity
Probability of Queue free St. 1 . 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 860
Potential Capacity 326
Pedestrian Impedance Factor 1. 00 1. 00
Mai . L, Min T Impedance factor 0. 98
Mai . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 97
Movement Capacity 319
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.
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 1 . 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0. 98
Movement Capacity
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 860
Potential Capacity 326
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 98
Maj . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0 . 97
Movement Capacity 319
Results for Two-stage process :
a
y
C t 319
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 65 10
Movement Capacity (vph) 319 590
Shared Lane Capacity (vph) 340
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 319 590
Volume 65 10
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 340
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 L LR
v (vph) 23 75
C (m) (vph) 1057 340
v/c 0. 02 0 .22
95% queue length 0 . 07 0 . 83
Control Delay 8 . 5 18 . 6
LOS A C
Approach Delay 18 . 6
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0. 98
v(il) , Volume for stream 2 or 5
v(i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT) , Delay for stream 1 or 4 8 . 5
N, Number of major street through lanes
d(rank, l) Delay for stream 2 or 5
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/30/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units: U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 370 50 19 459
Peak-Hour Factor, PHF 0 . 96 0 . 96 0 . 96 0 . 96
Hourly Flow Rate, HFR 385 52 19 478
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 5 10 11 12
L T R L T R
Volume 79 27
Peak Hour Factor, PHF 0 . 96 0 . 96
Hourly Flow Rate, HFR 82 28
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 19 110
C (m) (vph) 1123 340
V/c 0. 02 0. 32
95% queue length 0 . 05 1. 37
Control Delay 8 . 3 20 . 6
LOS A C
Approach Delay 20 . 6
Approach LOS C
HCS+: Unsignalized Intersections Release 5.21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/30/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 370 so 19 459
Peak-Hour Factor, PHF 0. 96 0 . 96 0. 96 0. 96
Peak-15 Minute Volume 96 13 5 120
Hourly Flow Rate, HFR 385 52 19 478
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 79 27
Peak Hour Factor, PHF 0 . 96 0 . 96
Peak-15 Minute Volume 21 7
Hourly Flow Rate, HFR 82 28
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 is 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12. 0 12 . 0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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 :
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) 2 2 2
t (c,g) 0.20 0. 20 0. 10 0 .20 0 .20 0 . 10
Grade/100 0. 00 0. 00 0 . 00 0 . 00 0 . 00 0 . 00
t (3, lt) 0. 00 0 . 70 0. 00
t (c, T) : 1-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. 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) 2 2 2
t (f) 2. 2 3 . 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0.000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'X 437 927 411
s
Px
V C'u'X
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 411
Potential Capacity 641
Pedestrian Impedance Factor 1. 00 1.00
Movement Capacity 641
Probability of Queue free St. 0. 96 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 437
Potential Capacity 1123
Pedestrian Impedance Factor 1. 00 1.00
Movement Capacity 1123
Probability of Queue free St. 0. 98 1. 00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1.00
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 98
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 927
Potential Capacity 298
Pedestrian Impedance Factor 1. 00 1 . 00
Maj . L, Min T Impedance factor 0 . 98
Maj . L, Min T Adj . Imp Factor. 0. 99
Cap. Adj . factor due to Impeding mvmnt 0. 98 0. 94
Movement Capacity 293
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0 . 98
Movement Capacity
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 927
Potential Capacity 298
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0 . 98
Maj . L, Min T Adj . Imp Factor. 0. 99
Cap. Adj . factor due to Impeding mvmnt 0. 98 0. 94
Movement Capacity 293
Results for Two-stage process:
a
y
C t 293
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 82 28
Movement Capacity (vph) 293 641
Shared Lane Capacity (vph) 340
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 293 641
Volume 82 28
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 340
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 L LR
v (vph) 19 110
C (m) (vph) 1123 340
v/c 0. 02 0.32
95% queue length 0. 05 1. 37
Control Delay 8 . 3 20. 6
LOS A C
Approach Delay 20. 6
.Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1 . 00 0. 98
v (il) , Volume for stream 2 or 5
v(i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT) , Delay for stream 1 or 4 8 . 3
N, Number of major street through lanes
d(rank, l) Delay for stream 2 or 5
HCS+: Unsignalized Intersections Release 5 . 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/30/2007
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 606 57 25 395
Peak-Hour Factor, PHF 0. 92 0 . 92 0. 92 0 . 92
Hourly Flow Rate, HFR 658 61 27 429
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 49 32
Peak Hour Factor, PHF 0 . 92 0. 92
Hourly Flow Rate, HFR 53 34
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 27 87
C (m) (vph) 882 261
V/c 0. 03 0. 33
95% queue length 0. 09 1. 41
Control Delay 9. 2 25. 5
LOS A D
Approach Delay 25. 5
Approach LOS D
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
—TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/30/2007
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 606 57 25 395
Peak-Hour Factor, PHF 0. 92 0. 92 0. 92 0 . 92
Peak-15 Minute Volume 165 15 7 107
Hourly Flow Rate, HFR 658 61 27 429
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 49 32
Peak Hour Factor, PHF 0. 92 0 . 92
Peak-15 Minute Volume 13 9
Hourly Flow Rate, HFR 53 34
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 10 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0
Walking Speed (fL/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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:
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) 2 2 2
t (c,g) 0 .20 0 . 20 0 . 10 0.20 0 .20 0. 10
Grade/100 0 . 00 0 . 00 0. 00 0. 00 0. 00 0. 00
t (3, lt) 0. 00 0 . 70 0. 00
t (c,T) : 1-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. 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) 2 2 2
t (f) 2 . 2 3 . 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 719 1171 688
S
Px
V C'U'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1 : RT from Minor St. 9 12
Conflicting Flows 688
Potential Capacity 446
Pedestrian Impedance Factor 1 . 00 1. 00
Movement Capacity 446
Probability of Queue free St. 0 . 92 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 719
Potential Capacity 882
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 882
Probability of Queue free St. 0 . 97 1. 00
Maj L-Shared Prob Q free St .
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1 . 00
Cap. Adj . factor due to Impeding mvmnt 0. 97 0. 97
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 1171
Potential Capacity 213
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0 . 97
Maj . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0 . 97 0 . 90
Movement Capacity 206
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 .
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 97 0. 97
Movement Capacity
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 1171
Potential Capacity 213
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0 . 97
Maj . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0. 97 0. 90
Movement Capacity 206
Results for Two-stage process :
a
y
C t 206
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 53 34
Movement Capacity (vph)- 206 446
Shared Lane Capacity (vph) 261
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 206 446
Volume 53 34
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 261
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 L LR
v (vph) 27 87
C (m) (vph) 882 261
V/c 0. 03 0. 33
95% queue length 0 . 09 1. 41
Control Delay 9. 2 25 . 5
LOS A D
Approach Delay 25. 5
Approach LOS D
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P (oj ) 1. 00 0 . 97
v(il) , Volume for stream 2 or 5
v (i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oj )
d (M,LT) , Delay for stream I or 4 9. 2
N, Number of major street through lanes
d(rank, l) Delay for stream 2 or 5
No®Build Condition *
ZuOts
*Note
1 2008 No-Build Condition includes a 2.0% a year normal traffic growth rate.
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
HCS+: Unsignalized Intersections Release 5 .21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units: U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 379 57 20 291
Peak-Hour Factor, PHF 0 . 84 0. 84 0. 84 0 . 84
Hourly Flow Rate, HFR 451 67 23 346
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 56 9
Peak Hour Factor, PHF 0. 84 0. 84
Hourly Flow Rate, HFR 66 10
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 23 76
C (m) (vph) 1048 332
V/c 0. 02 0.23
95% queue length 0 . 07 0 . 87
Control Delay 8 . 5 19. 0
LOS A C
Approach Delay 19. 0
Approach LOS C
HCS+: Unsignalized Intersections Release 5.21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 379 57 20 291
Peak-Hour Factor, PHF 0. 84 0. 84 0 . 84 0. 84
Peak-15 Minute Volume 113 17 6 87
Hourly Flow Rate, HFR 451 67 23 346
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 56 9
Peak Hour Factor, PHF 0 . 84 0. 84
Peak-15 Minute Volume 17 3
Hourly Flow Rate, HFR 66 10
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12. 0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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:
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) 2 2 2
t (c,g) . 0 .20 0 .20 0 . 10 0 . 20 0. 20 0 . 10
Grade/100 0 . 00 0 . 00 0 . 00 0 . 00 0. 00 0 . 00
t (3, 1t) 0. 00 0. 70 0. 00
t (c,T) : 1-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. 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) 2 2 2
t (f) 2 . 2 3 . 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0.000
p (dom)
p (subo)
.Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'X 518 876 484
s
Px
V c'U'x
C rx
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V (C,X)
3 1500
P (X)
V(c,u,x)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 484
Potential Capacity 583
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 583
Probability of Queue free St. 0. 98 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 518
Potential Capacity 1048
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1048
Probability of Queue free St. 0. 98 1. 00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 98 0. 98
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 876
Potential Capacity 319
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 98
Maj .
L, Min T Adj . Imp Factor. 0. 98
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 97
Movement Capacity 312
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.
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 1 . 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0. 98
Movement Capacity
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 876
Potential Capacity 319
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 98
Maj . L, Min T Adj . Imp Factor. 0. 98
Cap. Adj . factor due to Impeding mvmnt 0. 98 0. 97
Movement Capacity 312
Results for Two-stage process :
a
y
C t 312
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 66 10
Movement Capacity (vph) 312 583
Shared Lane Capacity (vph) 332
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 312 583
Volume 66 . 10
Delay
Q Sep
Q Sep +1
round (Qsep +1)
n max
C sh 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 L LR
v (vph) 23 76
C (m) (vph) 1048 332
v/c 0 . 02 0.23
95% queue length 0 . 07 0 . 87
Control Delay 8 . 5 19. 0
LOS A C
Approach Delay 19. 0
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P (oj ) 1. 00 0 . 98
v(il) , Volume for stream 2 or 5
v(i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT) , Delay for stream 1 or 4 8 . 5
N, Number of major street through lanes
d(rank, l) Delay for stream 2 or 5
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst': DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane '
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 1 4 5 6
L T R L T R
Volume 377 51 19 468
Peak-Hour Factor, PHF 0. 96 0. 96 0. 96 0. 96
Hourly Flow Rate, HFR 392 53 19 487
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 81 28
Peak Hour Factor, PHF 0. 96 0. 96
Hourly Flow Rate, HFR 84 29
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 1 7 8 9 1 10 11 12
Lane Config L LR
v (vph) 19 113
C (m) (vph) 1115 333
v/c 0 . 02 0. 34
95% queue length 0 . 05 1. 46
Control Delay 8 . 3 21 . 3
LOS A C
Approach Delay 21 . 3
Approach LOS C
HCS+: Unsignalized Intersections Release 5.21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 377 51 19 468
Peak-Hour Factor, PHF 0. 96 0 . 96 0. 96 0 . 96
Peak-15 Minute Volume 98 13 5 122
Hourly Flow Rate, HFR 392 53 19 487
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 81 28
Peak Hour Factor, PHF 0 . 96 0 . 96
Peak-15 Minute Volume 21 7
Hourly Flow Rate, HFR 84 29
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) I2, 0 I2 . 0 I2, 0 12 - 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 ' 0 4 . 0
Percent Blockage O O U O
Upstream Signal Data
Prog, Sat Arrival Green Cycle Pzog, Distance
Flow Flow Type Time Length Speed to Signal
vplz vpb sec sec mph 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 ln volume, major th vehicles :
Shared In volume, major rt vehicles :
Sat flow rate, oua 'oz 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 l 4 7 8 9 IO lI 12
L L L T R L T D
t (n/bv) 1 . 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
P (hv) 2 2 2
t (o/g) 0. 20 0.20 0. 10 0- 20 0. 20 O ' IO
Grade/100 0. 00 0. 00 0. 00 0. 00 0 . 00 0 ' 00
t (3/lt) O- OO 0. 70 0. 00
t (o,T) : 1-stage 0 .00 0. 00 0. 00 0. 00 0. 00 0 . 00 0 . 00 0. 00
2-stage 0 . 00 0. 00 I. 00 I, 00 0 . 00 I . 00 I. 00 0. 00
t (o) 1-stage 4 . 1 6' 4 6,2
2-stage
Follow-Up Time Calculations
Movement I 4 7 O 9 IO II 12
L L L T R L T B
t (f,BV) 0 . 90 0. 90 0, 90 0. 90 0 , 90 0 . 90 0 , 90 0 , 90
P (BV) 2 2 2
t (f) 2,2 3. 5 3 . 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V C'x 445 943 418
s
Px
V c"u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x)
s 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1 : RT from Minor St. 9 12
Conflicting Flows 418
Potential Capacity 635
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 635
Probability of Queue free St. 0. 95 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 445
Potential Capacity 1115
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1115
Probability of Queue free St. 0. 98 1. 00
Maj L-Shared Prob Q free St.
Step 3 : TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1 . 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 98 0. 98
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 943
Potential Capacity 291
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 98
Maj . L, Min T Adj . Imp Factor. 0. 99
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0 . 94
Movement Capacity 286
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 98 0. 98
Movement Capacity
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 943
Potential Capacity 291
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 98
Maj . L, Min T Adj . Imp Factor. 0. 99
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 94
Movement Capacity 286
Results for Two-stage process :
a
y
C t 286
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 84 29
Movement Capacity (vph) 286 635
Shared Lane Capacity (vph) 333
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 286 635
Volume 84 29
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 333
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 L LR
v (vph) 19 113
C (m) (vph) 1115 333
v/c 0 . 02 0.34
95% queue length 0. 05 1. 46
Control Delay 8 .3 21. 3
LOS A C
Approach Delay 21. 3
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P (oj ) 1. 00 0. 98
v(il) , Volume for stream 2 or 5
v (i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oj )
d (M,LT) , Delay for stream 1 or 4 8 . 3
N, Number of major street through lanes
d(rank, l) Delay for stream 2 or 5
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Projeft ID: North Wind Condominiums 27120 .00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 618 38 26 403
Peak-Hour Factor, PHF 0. 92 0. 92 0 . 92 0. 92
Hourly Flow Rate, HFR 671 63 28 438
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 50 33
Peak Hour Factor, PHF 0. 92 0. 92
Hourly Flow Rate, HFR 54 35
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 28 89
C (m) (vph) 871 253
v/c 0. 03 0.35
95% queue length 0. 10 1. 52
Control Delay 9.3 26. 8
LOS A D
Approach Delay 26. 8
Approach LOS D
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units: U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 618 58 26 403
Peak-Hour Factor, PHF 0. 92 0. 92 0. 92 0. 92
Peak-15 Minute Volume 168 16 7 110
Hourly Flow Rate, HFR 671 63 28 438
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 50 33
Peak Hour Factor, PHF 0. 92 0. 92
Peak-15 Minute Volume 14 9
Hourly Flow Rate, HFR 54 35
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 .0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 .0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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 :
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) 2 2 2
t (c,g) 0.20 0 .20 0. 10 0.20 0.20 0. 10
Grade/100 0. 00 0 . 00 0. 00 0 . 00 0. 00 0 .00
t (3, lt) 0. 00 0. 70 0. 00
t (c, T) : 1-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. 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) 2 2 2
t (f) 2. 2 3. 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(l,prot) 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 platoohed 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 734 1196 702
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 702
Potential Capacity 438
Pedestrian Impedance Factor 1 . 00 1.00
Movement Capacity 438
Probability of Queue free St. 0 . 92 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 734
Potential Capacity 871
Pedestrian Impedance Factor 1 . 00 1. 00
Movement Capacity 871
Probability of Queue free St. 0 . 97 1. 00
Mai L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 97 0. 97
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 1196
Potential Capacity 206
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 97
Maj . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0 . 97 0 . 90
Movement Capacity 199
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 97 0 . 97
Movement Capacity
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 1196
Potential Capacity 206
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 97
Maj . L, Min T Adj . Imp Factor. 0. 98
Cap. Adj . factor due to Impeding mvmnt 0. 97 0. 90
Movement Capacity 199
Results for Two-stage process :
a
y
C t 199
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 54 35
Movement Capacity (vph) 199 438
Shared Lane Capacity (vph) 253
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 199 438
Volume 54 35
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 253
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 L LR
v (vph) 28 89
C (m) (vph) 871 253
V/c 0. 03 0.35
95% queue length 0. 10 1. 52
Control Delay 9. 3 26. 8
LOS A D
Approach Delay 26. 8
Approach LOS D
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P (oj ) 1. 00 0 . 97
v (il) , Volume for stream 2 or 5
v (i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oi )
d(M,LT) , Delay for stream 1 or 4 9. 3
N, Number of major street through lanes
d(rank, l) Delay for stream 2 or 5
zuuts Build Condition
Note
1 2008 Build Condition includes a 2.0% a year normal traffic growth rate and the
traffic expected to be generated by the proposed development.
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time ,Period: Weekday AM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units: U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 385 57 22 318
Peak-Hour Factor, PHF 0. 84 0. 84 0. 84 0. 84
Hourly Flow Rate, HFR 458 67 26 378
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 56 9
Peak Hour Factor, PHF 0. 84 0. 84
Hourly Flow Rate, HFR 66 10
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 26 76
C (m) (vph) 1042 313
V/c 0 . 02 0.24
95% queue length 0 . 08 0. 93
Control Delay 8 . 5 20. 2
LOS A C
Approach Delay 20. 2
Approach LOS C
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 385 57 22 318
Peak-Hour Factor, PHF 0. 84 0. 84 0 . 84 0 . 84
Peak-15 Minute Volume 115 17 7 95
Hourly Flow Rate, HFR 458 67 26 378
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 56 9
Peak Hour Factor, PHF 0. 84 0 . 84
Peak-15 Minute Volume 17 3
Hourly Flow Rate, HFR 66 10
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) I2 , 0 I2 . 0 I2 , 0 12 , 0
Walking Speed (ft/sec) 4 - 0 4 . 0 4 . 0 4 . 0
Percent Blockage O O U O
Upstream Signal Data
Pzog. Sat Arrival Green Cycle Pzog' Distance
Flow Flow Type Time Length Speed to Signal
vph vDh 000 sec mph 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 ln volume, major th vehicles :
Shared In volume, major rt vehicles :
Sat flow rate, major tb 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 I 4 7 O B IO II 12
L L L T I< L T D
t (o/hv) 1. 00 1. 00 1.00 1. 00 1- 00 1. 00 1. 00 l' OO
P (hv) 3 2 2
t (c,g) 0.20 0. 20 O- IO 0.20 0 . 20 0' I0
Grade/100 0. 00 U' OO 0. 00 0 . 00 0 . 00 0. 00
t (3, It) 0, 00 0. 70 0. 00
t (o/T) : 1-stage 0. 00 0. 00 0, 00 0 - 00 0. 00 O ' OO 0 . 00 0 . 00
2-stage 8, 00 0. 00 1. 00 1. 00 0. 00 1. 00 I. 00 0 . 00
t (o) 1-stage 4 - I 6. 4 6. 2
2-stage
Follow-Up Time Calculations
Movement I 4 7 8 B lO Il 12
L L L T R L T I<
t (f,BV) 0' 90 0 , 90 0 . 90 0 ' 90 O' GO 0, 90 0 . 90 0. 90
P (8V) 2 2 2
t (f) 2, 2 3. 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 525 922 492
s
Px
V c'U'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x)
3 1500
P (x)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 492
Potential Capacity 577
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 577
Probability of Queue free St. 0. 98 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 525
Potential Capacity 1042
Pedestrian Impedance Factor 1. 00 1 . 00
Movement Capacity 1042
Probability of Queue free St. 0. 98 1 . 00
Mai L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 98 0. 98
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 922
Potential Capacity 300
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0 . 98
Maj . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0 . 96
Movement Capacity 293
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.
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 1. 00 1 . 00
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 98
Movement Capacity
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 922
Potential Capacity 300
Pedestrian Impedance Factor 1. 00 1 . 00
Maj . L, Min T Impedance factor 0 . 98
Maj . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 96
Movement Capacity 293
Results for Two-stage process:
a
y
C t 293
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 66 10
Movement Capacity (vph) 293 577
Shared Lane Capacity (vph) 313
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 293 577
Volume 66 10
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 313
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 L LR
v (vph) 26 76
C (m) (vph) 1042 313
v/c 0. 02 0 . 24
95% queue length 0. 08 0 . 93
Control Delay 8 . 5 20 . 2
LOS A C
Approach Delay 20. 2
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0 . 98
v(il) , Volume for stream 2 or 5
v (i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT) , Delay for stream 1 or 4 8 . 5
N, Number of major street through lanes
d(rank, l) Delay for stream 2 or 5
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 403 51 20 480
Peak-Hour Factor, PHF 0. 96 0. 96 0. 96 0. 96
Hourly Flow Rate, HFR 419 53 20 500
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 81 30
Peak Hour Factor, PHF 0. 96 0. 96
Hourly Flow Rate, HFR 84 31
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (Vph) 20 115
C (m) (vph) 1090 318
v/c 0.02 0. 36
95% queue length 0. 06 1. 60
Control Delay 8 . 4 22 . 6
LOS A C
Approach Delay 22 . 6
Approach LOS C
HCS+: Unsignalized. Intersections Release 5.21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 403 51 20 480
Peak-Hour Factor, PHF 0. 96 0. 96 0 . 96 0. 96
Peak-15 Minute Volume 105 13 5 125
Hourly Flow Rate, HFR 419 53 20 Soo
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 81 30
Peak Hour Factor, PHF 0 . 96 0. 96
Peak-15 Minute Volume 21 8
Hourly Flow Rate, HFR 84 31
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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 :
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) 2 2 2
t (c,g) 0. 20 0. 20 0 . 10 0.20 0. 20 0. 10
Grade/100 0. 00 0. 00 0 . 00 0. 00 0. 00 0 . 00
t (3,lt) 0. 00 0. 70 0. 00
t (c,T) : 1-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. 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) 2 2 2
t (f) 2. 2 3. 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 472 986 446
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
S 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 446
Potential Capacity 612
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 612
Probability of Queue free St. 0. 95 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 472
Potential Capacity 1090
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1090
Probability of Queue free St. 0. 98 1. 00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0. 98
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 986
Potential Capacity 275
Pedestrian Impedance Factor 1 . 00 1. 00
Maj . L, Min T Impedance factor 0. 98
Maj . L, Min T Adj . Imp Factor. 0 . 99
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 94
Movement Capacity 270
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.
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 1. 00 1 . 00
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 98
Movement Capacity
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 986
Potential Capacity 275
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0 . 98
Maj . L, Min T Adj . Imp Factor. 0 . 99
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 94
Movement Capacity 270
Results for Two-stage process:
a
y
C t 270
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 84 31
Movement Capacity (vph) 270 612
Shared Lane Capacity (vph) 318
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 270 612
Volume 84 31
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 318
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 L LR
v (vph) 20 115
C (m) (vph) 1090 318
v/c 0 . 02 0 . 36
95% queue length 0 . 06 1. 60
Control Delay 8 . 4 22 . 6
LOS A C
Approach Delay 22 . 6
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0 . 98
v(il) , Volume for stream 2 or 5
v(i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT) , Delay for stream 1 or 4 8 . 4
N, Number of major street through lanes
d (rank, l) Delay for stream 2 or 5
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 641 58 27 422
Peak-Hour Factor, PHF 0. 92 0. 92 0. 92 0. 92
Hourly Flow Rate, HFR 696 63 29 458
Percent Heavy Vehicles 2.
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 50 34
Peak Hour Factor, PHF 0. 92 0 . 92
Hourly Flow Rate, HFR 54 36
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane - Config L LR
v (vph) 29 90
C (m) (vph) 852 239
V/c 0 . 03 0 . 38
95% queue length 0. 11 1. 66
Control Delay 9 . 4 28 . 9
LOS A D
Approach Delay 28 . 9
Approach LOS D
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (CR 48) & Chapel Lane
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Chapel Lane
Intersection Orientation: EW Study period (hrs) : 0 .25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 641 58 27 422
Peak-Hour Factor, PHF 0. 92 0. 92 0. 92 0 . 92
Peak-15 Minute Volume 174 16 7 115
Hourly Flow Rate, HFR 696 63 29 458
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 50 34
Peak Hour Factor, PHF 0. 92 0 . 92
Peak-15 Minute Volume 14 9
Hourly Flow Rate, HFR 54 36
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 I2 ' 0 I2. 0 I2 . 0
Walking Speed (ft/sec) 4 , 0 4 . 0 4 . 0 4 . 0
Percent Blockage O 0 O 0
Upstream Signal Data
Pzog, Sat Arrival Green Cycle Pzng' Distance
Flow Flow Type Time Length Speed to Signal
vph vplz sec sec mph feet
S2 Left-Turn
Through
85 Left-Toro
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared lo volume, major rt vehicles :
Sat flow rate/ major tb vehicles :
Sat flow rate, major rt vehicles :
Number of major street through Iaoeaz
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement I 4 7 8 9 IO II 12
L L L T D L T B
t (c,bv) I' OO I. 00 1' 00 l - OO I , 00 1. 00 I ' OU I' 00
2 (hv) 2 2 2
t(c,g) 0 . 20 0 - 20 0 , 10 0, 20 0. 20 8. I0
Grade/IOU 0 . 00 0 . 00 0 . 00 0 - 00 0. 00 0' 00
t (3, lt) 0 . 00 0 .70 0 . 00
t (o/T) : 1-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 I' 00 0. 00
t (o) 1-stage 4 . 1 6, 4 6- 2
2-otage
Follow-Up Time Calculations
Movement 1 4 7 8 9 lO II 12
L L L T D L T Il
t (f,BV) 0 . 90 0 . 90 0. 90 0 . 90 0 , 90 0. 90 0. 90 0 . 30
P (BV) 2 2 2
t (f) 2 , 2 3 , 5 3' 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
\7(t) V(I/pzot) \/(t) `J (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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'X 759 1244 728
s
Px
V c'u'X
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x)
s 1500
P (X)
V (C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1 : RT from Minor St. 9 12
Conflicting Flows 728
Potential Capacity 423
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 423
Probability of Queue free St. 0. 91 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 759
Potential Capacity 852
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 852
Probability of Queue free St. 0. 97 1. 00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 97 0 . 97
Movement Capacity
Probability of Queue free St. 1 . 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 1244
Potential Capacity 192
Pedestrian Impedance Factor 1 . 00 1. 00
Maj . L, Min T Impedance factor 0. 97
Maj . L, Min T Adj . Imp Factor. 0. 97
Cap. Adj . factor due to Impeding mvmnt 0 . 97 0 . 89
Movement Capacity 185
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 97 0 . 97
Movement Capacity
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 1244
Potential Capacity 192
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0 . 97
Maj . L, Min T Adj . Imp Factor. 0. 97
Cap. Adj . factor due to Impeding mvmnt 0 . 97 0 . 89
Movement Capacity 185
Results for Two-stage process :
a
y
C t 185
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 54 36
Movement Capacity (vph) 185 423
Shared Lane Capacity (vph) 239
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 185 423
Volume 54 36
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 239
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 L LR
v (vph) 29 90
C (m) (vph) 852 239
v/c 0. 03 0. 38
95% queue length 0. 11 1. 66
Control Delay 9. 4 28 . 9
LOS A D
Approach Delay 28 . 9
Approach LOS D
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0 . 97
v(il) , Volume for stream 2 or 5
v(i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT) , Delay for stream 1 or 4 9. 4
N, Number of major street through lanes
d(rank, l) Delay for stream 2 or 5
IL a
imorth
t
Queen Street
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
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TRAFFIC VOLUME SUMMARY
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HORIZON YEAR: SQ
DONE BY:
................................................................
APPROACH
ALT X CLEARS
INPUT VALUE :>:«:>::: ::>:::>;::>:::::::::>::>:«<:>:<::<:>::::>::::<>:<:;»::>s:>::;>::
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2) 0 0 0 0 0 0 0 0 0 0 0 0
3) 0 0 0 0 0 0 0 0 0 0 0 0
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SITE TRAFFIC
North Wind Condominums 0 0 0 0 0 0 0 23 0 0 5 0
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FILE NAME: NMI
TRAFFIC VOLUME SUMMARY
INTERSECTION : J.N�CIMI;..��.��..C� �� ;t�:�l.::..:::I�I.:<.5
TIME PERIOD: '1U 's „< EXISTING YEAR:
HORIZON YEAR: t#6
DONE BY:
................................................................
APPROACH
ALT X CLEARS
INPUT VALUES
xx
imp
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EXISTING 4 0 4 0 0 0 0 387 4 4 460 0
E1t .......:.................:..:......:... ......:...........:........... .............................. .............................. ............................... ...:::::::.:k::.::::::.::::::..:.............. ...............
2. 00
OTHER
DEVELOPMENTS
1) 0 0 0 0 0 0 0 0 0 0 0 0
2) 0 0 0 0 0 0 0 0 0 0 0 0
3) 0 0 0 0 0 0 0 0 0 0 0 0
4) 0 0 0 0 0 0 0 0 0 0 0 0
SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0
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SITE TRAFFIC
North Wind Condominium 0 0 0 0 0 0 0 11 0 0 22 0
::::.::::::::::::.::: :::::.::........I.:.......:: ::.:.::::.::::::.
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FILE NAME:
TRAFFIC VOLUME SUMMARY
INTERSECTION :
TIME PERIOD: EXISTING YEAR:
HORIZON YEAR: QB
DONE BY:
APPROACH
ALT X CLEARS
INPUT VALUES
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EXISTING 16 0 16 0 0 0 0 597 16 30 474 0
E, .....
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OTHER
: DEVELOPMENTS
1) 0 0 0 0 0 0 0 0 0 0 0 0
2) 0 0 0 0 0 0 0 0 0 0 0 0
3) 0 0 0 0 0 0 0 0 0 0 0 0
4) 0 0 0 0 0 0 0 0 0 0 0 0
SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0
..... .. ..
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SITE TRAFFIC
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Existing
2007
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doe
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 361 4 0 295
Peak-Hour Factor, PHF 0. 94 0. 94 0. 94 0 . 94
Hourly Flow Rate, HFR 384 4 0 313
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 1 3
Peak Hour Factor, PHF 0. 94 0 . 94
Hourly Flow Rate, HFR 1 3
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 0 4
C (m) (vph) 1170 572
V/c 0. 00 0. 01
95% queue length 0. 00 0 . 02
Control Delay 8 . 1 11. 3
LOS A B
Approach Delay 11. 3
Approach LOS B
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units: U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 361 4 0 295
Peak-Hour Factor, PHF 0. 94 0. 94 0 . 94 0 . 94
Peak-15 Minute Volume 96 1 0 78
Hourly Flow Rate, HFR 384 4 0 313
Percent Heavy Vehicles 2
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 1 3
Peak Hour Factor, PHF 0 . 94 0 . 94
Peak-15 Minute Volume 0 1
Hourly Flow Rate, HFR 1 3
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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: 313
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles : 1700
Number of major street through lanes: 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) 2 2 2
t (c, g) 0. 20 0. 20 0 . 10 0. 20 0 . 20 0. 10
Grade/100 0. 00 0. 00 0 . 00 , 0. 00 0 . 00 0. 00
t (3, 1t) 0. 00 0. 70 0. 00
t (c, T) : 1-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. 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) 2 2 2
t (f) 2 . 2 3. 5 3 . 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0 . 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 388 699 386
s
Px
V C'U'X
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (x)
V (C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 386
Potential Capacity 662
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 662
Probability of Queue free St. 1. 00 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 388
Potential Capacity 1170
Pedestrian Impedance Factor 1. 00 1 . 00
Movement Capacity 1170
Probability of Queue free St. 1. 00 1. 00
Mai L-Shared Prob Q free St. 1 . 00
Step 3 : TH from Minor St. 8 11
-Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1 . 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1 . 00
Movement Capacity
Probability of Queue free St. 1 . 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 699
Potential Capacity 406
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 1 . 00
Maj . L, Min T Adj . Imp Factor. 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1 . 00
Movement Capacity 406
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1 . 00
Movement Capacity
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 699
Potential Capacity 406
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 1. 00
Maj . L, Min T Adj . Imp Factor. 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1. 00
Movement Capacity 406
Results for Two-stage process:
a
y
C t 406
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 1 3
Movement Capacity (vph) 406 662
Shared Lane Capacity (vph) 572
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 406 662
Volume 1 3
Delay
Q Sep
Q Sep +1
round (Qsep +1)
n max
C sh 572
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) 0 4
C (m) (vph) 1170 572
v/c 0. 00 0. 01
95% queue length 0. 00 0 . 02
Control Delay 8 . 1 11. 3
LOS A B
Approach Delay 11. 3
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 1 . 00
v(il) , Volume for stream 2 or 5 313
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
3 (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 1. 00
d(M,LT) , Delay for stream 1 or 4 8 . 1
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0 . 0
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units: U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0 .25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 387 4 4 460
Peak-Hour Factor, PHF 0. 95 0. 95 0 . 95 0. 95
Hourly Flow Rate, HFR 407 4 4 484
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
,Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 4 4
Peak Hour Factor, PHF 0 . 95 0. 95
Hourly Flow Rate, HFR 4 4
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 4 8
C (m) (vph) 1148 416
v/c 0 . 00 0. 02
95% queue length 0 . 01 0. 06
Control Delay 8 . 1 13. 8
LOS A B
Approach Delay 13 . 8
Approach LOS B
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 387 4 4 460
Peak-Hour Factor, PHF 0. 95 0 . 95 0 . 95 0. 95
Peak-15 Minute Volume 102 1 1 121
Hourly Flow Rate, HFR 407 4 4 484
Percent Heavy Vehicles 2
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 4 4
Peak Hour Factor, PHF 0 . 95 0. 95
Peak-15 Minute Volume 1 1
Hourly Flow Rate, HFR 4 4
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 13 ' 0 I2 . 0 12 . 0 12' 0
Walking Speed (ft/sec) 4 . 0 4 , 0 4 . 0 4 . 0
Percent Blockage O 0 O O
Upstream Signal Data
Pzog. Sat Arrival Green Cycle Pzog, Distance
Flow Flow Type Time Length Speed to Signal
vph vgh sec sec mph feet
S2 Left-Turn
Through
S5 Left-Torn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles,
Movement 2 Movement 5
Shared ln volume, major th vehicles : 484
Shared ln volume, major rt vehicles: O
Sat fImv rate, major th vehicles: I700
Sat flow rate/ major rt vehicles: I700
Number of major street through lanes : I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement l 4 7 8 9 lO II 12
L L L T Il L T I{
t (o/bv) I - OO I' 00 1 . 00 1 . 00 1. 00 I , 00 I. 00 1 . 00
P (hn) 2 2 2
t (o,g) 0 , 30 0 - 20 0. I0 0 - 20 0, 20 0 ' I0
Gzade/I00 O ' OO 0 . 00 O- OO 0, 00 0, 00 O' OO
t (3, lt) 0. 00 0 . 70 0. 00
t (o,T) : 1-stage 0 . 00 0' 00 0 . 00 8 . 00 0. 00 0. 00 0. 00 0. 00
2-stage U ' OO 0. 00 1. 00 1 . 00 0, 00 1, 00 1. 00 0. 00
t (o) 1-stage 4 . 1 6. 4 6. 2
2-stage
Follow-Up Time Calculations
Movement I 4 7 8 9 lO II 12
L L L T R L T D
t (f,BV) 0 , 90 0. 90 0. 90 0 . 90 0, 90 0 . 90 0. 90 0 . 90
P (BV) 2 2 2
t (f) 2 ' 2 3. 5 3 . 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
\7(t) \/(l/prot) Y (t) \/(I,pzot)
V prog
Total Saturation Flow Rate, 3 (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 Movement 5
V(t) V (l,prot) 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) 0. 000
p (5) 0 . 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V C'x 411 901 409
s
Px
V C'U'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 409
Potential Capacity 642
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 642
Probability of Queue free St. 0. 99 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 411
Potential Capacity 1148
Pedestrian Impedance Factor 1. 00 1 . 00
Movement Capacity 1148
Probability of Queue free St. 1 . 00 1. 00
Maj L-Shared Prob Q free St. 1. 00
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1 . 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 1 . 00 1. 00
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 901
Potential Capacity 309
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 1. 00
Maj . L, Min T Adj . Imp Factor. 1. 00
Cap. Adj . factor due to Impeding mvmnt 1 . 00 0. 99
Movement Capacity 308
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.
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 1. 00 1 . 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1 . 00
Movement Capacity
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 901
Potential Capacity 309
Pedestrian Impedance Factor 1. 00 1 . 00
Maj . L, Min T Impedance factor 1. 00
Maj . L, Min T Adj . Imp Factor. 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 0. 99
Movement Capacity 308
Results for Two-stage process :
a
y
C t 308
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 4 4
Movement Capacity (vph) 308 642
Shared Lane Capacity (vph) 416
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 308 642
Volume 4 4
Delay
Q Sep
Q Sep +1
round (Qsep +1)
n max
C sh 416
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) 4 8
C (m) (vph) 1148 416
v/c 0. 00 0 . 02
95% queue length 0. 01 0. 06
Control Delay 8 . 1 13. 8
LOS A B
Approach Delay 13 . 8
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 1. 00
v (il) , Volume for stream 2 or 5 484
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 1. 00
d(M,LT) , Delay for stream 1 or 4 8 . 1
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0. 0
HCS+: Unsignalized Intersections Release 5 .21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Saturday Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 597 16 30 474
Peak-Hour Factor, PHF 0 . 94 0 . 94 0. 94 0. 94
Hourly Flow Rate, HFR 635 17 31 504
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 16 16
Peak Hour Factor, PHF 0 . 94 0. 94
Hourly Flow Rate, HFR 17 17
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 31 34
C (m) (vph) 935 276
v/c 0 . 03 0 . 12
95% queue length 0 . 10 0. 42
Control Delay 9 . 0 19. 9
LOS A C
Approach Delay 19. 9
Approach LOS C
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Saturday Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 597 16 30 474
Peak-Hour Factor, PHF 0. 94 0 . 94 0. 94 0 . 94
Peak-15 Minute Volume 159 4 8 126
Hourly Flow Rate, HFR 635 17 31 504
Percent Heavy Vehicles 2
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 16 16
Peak Hour Factor, PHF 0. 94 0 . 94
Peak-15 Minute Volume 4 4
Hourly Flow Rate, HFR 17 17
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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 : 504
Shared In volume, major rt vehicles : 0
Sat flow rate, major th vehicles : 1700
Sat flow rate, major rt vehicles : 1700
Number of major street through lanes : 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) 2 2 2
t (c, g) 0 . 20 0.20 0 . 10 0.20 0 . 20 0. 10
Grade/100 0 . 00 0. 00 0 . 00 0. 00 0. 00. 0. 00
t (3, lt) 0. 00 0 . 70 0 . 00
t (c, T) : 1-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. 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) 2 2 2
t (f) 2 . 2 3. 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(l,prot) 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) 0 . 000
p (5) 0 . 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V C'x 652 1210 644
s
Px
V C'U'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x)
s 1500
P (x)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 644
Potential Capacity 473
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 473
Probability of Queue free St. 0 . 96 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 652
Potential Capacity 935
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 935
Probability of Queue free St. 0. 97 1. 00
Maj L-Shared Prob Q free St. 0 . 95
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 95 0 . 95
Movement Capacity
Probability of Queue free St. 1. 00 1 . 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 1210
Potential Capacity 202
Pedestrian Impedance Factor 1. 00 1 . 00
Maj . L, Min T Impedance factor 0 . 95
Maj . L, Min T Adj . Imp Factor. 0 . 96
Cap. Adj . factor due to Impeding mvmnt 0. 97 0. 93
Movement Capacity 195
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 95 0 . 95
Movement Capacity
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 1210
Potential Capacity 202
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0 . 95
Maj . L, Min T Adj . Imp Factor. 0 . 96
Cap. Adj . factor due to Impeding mvmnt 0. 97 0 . 93
Movement Capacity 195
Results for Two-stage process :
a
y
C t 195
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 17 17
Movement Capacity (vph) 195 473
Shared Lane Capacity (vph) 276
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 195 473
Volume 17 17
Delay
Q Sep
Q Sep +1
round (Qsep +1) `
n max
C sh 276
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) 31 34
C (m) (vph) 935 276
v/c 0 . 03 0. 12
95% queue length 0 . 10 0. 42
Control Delay 9. 0 19. 9
LOS A C
Approach Delay 19. 9
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0 . 97
v(il) , Volume for stream 2 or 5 504
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 95
d(M,LT) , Delay for stream 1 or 4 9. 0
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0. 4
zuuts No-Build Condition *
Note
1 . 2008 No-Build Condition includes a 2.0% a year normal traffic growth rate.
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 368 4 0 301
Peak-Hour Factor, PHF 0. 94 0. 94 0. 94 0. 94
Hourly Flow Rate, HFR 391 4 0 320
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 1 3
Peak Hour Factor, PHF 0 . 94 0 . 94
Hourly Flow Rate, HFR 1 3
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 0 4
C (m) (vph) 1164 565
v/c 0. 00 0 . 01
95% queue length 0. 00 0 . 02
Control Delay 8 . 1 11 . 4
LOS A B
Approach Delay 11 . 4
Approach LOS B
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 368 4 0 301
Peak-Hour Factor, PHF 0. 94 0. 94 0. 94 0. 94
Peak-15 Minute Volume 98 1 0 80
Hourly Flow Rate, HFR 391 4 0 320
Percent Heavy Vehicles 2
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 1 3
Peak Hour Factor, PHF 0 . 94 0 . 94
Peak-15 Minute Volume 0 1
Hourly Flow Rate, HFR 1 3
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 .0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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 : 320
Shared In volume, major rt vehicles : 0
Sat flow rate, major th vehicles : 1700
Sat flow rate, major rt vehicles : 1700
Number of major street through lanes : 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) 2 2 2
t (c,g) 0.20 0.20 0. 10 0. 20 0.20 0 . 10
Grade/100 0. 00 0. 00 0. 00 0 . 00 0. 00 0. 00
t (3, lt) 0. 00 0. 70 0 . 00
t (c, T) : 1-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. 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) 2 2 2
t (f) 2 . 2 3.5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (s) 0 . 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 395 713 393
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x)
3 1500
P (x)
V(Crufx)
C (r,x)
C (plat,,x)
Worksheet 6-Impedance and Capacity Equations
------------
Step 1: RT from Minor St. 9 12
Conflicting Flows 393
Potential Capacity 656
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 656
Probability of Queue free St. 1. 00 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 395
Potential Capacity 1164
Pedestrian Impedance Factor 1 . 00 1 . 00
Movement Capacity 1164
Probability of Queue free St. 1. 00 1. 00
Maj L-Shared Prob Q free St. 1. 00
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap, Adj . factor due to Impeding mvmnt 1. 00 1. 00
Movement Capacity
Probability of Queue free St. 1. 00 1 . 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 713
Potential Capacity 398
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L. Min T Impedance factor 1. 00
Maj . L. Min T Adj . Imp Factor. 1 . 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1 . 00
Movement Capacity 398
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.
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 1 . 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1. 00
Movement Capacity
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 713
Potential Capacity 398
Pedestrian Impedance Factor 1. 00 1 . 00
Maj . L, Min T Impedance factor 1. 00
Maj . L, Min T Adj . Imp Factor. 1 . 00
Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00
Movement Capacity 398
Results for Two-stage process :
a
y
C t 398
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 1 3
Movement Capacity (vph) 398 656
Shared Lane Capacity (vph) 565
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 398 656
Volume 1 3
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 565
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) 0 4
C (m) (vph) 1164 565
v/c 0. 00 0 . 01
95% queue length 0. 00 0 . 02
Control Delay 8 . 1 11. 4
LOS A B
Approach Delay 11. 4
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 1. 00
v (il) , Volume for stream 2 or 5 320
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 1. 00
d(M,LT) , Delay for stream 1 or 4 8 . 1
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0 . 0
HCS+: Unsignalized Intersections Release 5 . 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units: U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 395 4 4 469
Peak-Hour Factor, PHF 0 . 95 0 . 95 0. 95 0 . 95
Hourly Flow Rate, HFR 415 4 4 493
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 4 4
Peak Hour Factor, PHF 0 . 95 0 . 95
Hourly Flow Rate, HFR 4 4
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 4 8
C (m) (vph) 1140 409
v/c 0 . 00 0. 02
95% queue length 0 . 01 0. 06
Control Delay 8 .2 14 . 0
LOS A B
Approach Delay 14 . 0
Approach LOS B
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 395 4 4 469
Peak-Hour Factor, PHF 0. 95 0. 95 0. 95 0. 95
Peak-15 Minute Volume 104 1 1 123
Hourly Flow Rate, HFR 415 4 4 493
Percent Heavy Vehicles 2
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 4 4
Peak Hour Factor, PHF 0 . 95 0. 95
Peak-15 Minute Volume 1 1
Hourly Flow Rate, HFR 4 4
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 , 0 12 . 0 I2- 0 I2 . 0
Walking Speed (ft/sec) 4 - 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 O O
Upstream Signal Data
Pzog, Bat Arrival Green Cycle Pzog. Distance
Flow Flow Type Time Length Speed to Signal
vpb vph sec sec mph 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 ln volume, major th vehicles: 493
Shared ln volume, major rt nelzioIeo: O
Sat flow rate, major th vehicles: I700
Sat flow rate, major rt vehicles : I700
Number of major street through lanes: I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement I 4 7 8 9 10 11 12
L L L T l{ L T D
t (o,bn) l . 00 1. 00 I, 00 1. 00 1. 00 I. 00 1. 00 l' OU
P (hv) 2 2 2
t (o/g) 0,20 0. 20 0. 10 0. 20 0, 20 0. 10
Grade/I00 0. 00 0. 00 0. 00 0' 00 8. 00 0. 00
t (3, lt) 0, 00 0'70 0. 00
t (nrT) : 1-stage 0. 00 0. 00 0. 00 0. 00 8 . 00 0. 00 0 . 00 0 . 00
2-stage 0- 80 0, 00 1. 00 1. 00 0 . 00 I, 00 I . 80 0 . 00
t (c) 1-stage 4 . 1 6. 4 6, 2
2-stage
Follow-Up Time Calculations
Movement I 4 7 8 9 IO Il 12
L L L T D L T D
t (f,BV) 0 . 90 0 , 90 0- 90 0 , 90 0 . 90 0. 90 0 , 90 0 . 90
P (BV) 2 2 2
t (f) 2 . 2 3. 5 3 , 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) `J(I/prot) l/(t) \/(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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) '(2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 419 918 417
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(C,X)
s 1500
P (x)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 417
Potential Capacity 636
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 636
Probability of Queue free St. 0 . 99 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 419
Potential Capacity 1140
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1140
Probability of Queue free St. 1. 00 1. 00
Maj L-Shared Prob Q free St. 1. 00
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1 . 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1. 00
Movement Capacity
Probability of Queue free St. 1 . 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 918
Potential Capacity 302
Pedestrian Impedance Factor 1 . 00 1. 00
Maj . L, Min T Impedance factor 1. 00
Maj . L, Min T Adj . Imp Factor. 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 0 . 99
Movement Capacity 301
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.
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 1. 00 1 . 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1. 00
Movement Capacity
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 918
Potential Capacity 302
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 1. 00
Maj . L, Min T Adj . Imp Factor. 1. 00
Cap. Adj . factor due to Impeding mvmnt 1 . 00 0 . 99
Movement Capacity 301
Results for Two-stage process :
a
y
C t 301
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 4 4
Movement Capacity (vph) 301 636
Shared Lane Capacity (vph) 409
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 301 636
Volume 4 4
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 409
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) 4 8
C (m) (vph) 1140 409
v/c 0 . 00 0. 02
95% queue length 0 . 01 0. 06
Control Delay 8 . 2 14 . 0
LOS A B
Approach Delay 14 . 0
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 - 1. 00
v(il) , Volume for stream 2 or 5 493
v (i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
3 (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 1. 00
d(M,LT) , Delay for stream 1 or 4 8 .2
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0. 0
HCS+: Unsignalized Intersections Release 5 . 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Saturday Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 609 16 31 483
Peak-Hour Factor, PHF 0 . 94 0 . 94 0 . 94 0 . 94
Hourly Flow Rate, HFR 647 17 32 513
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 16 16
Peak Hour Factor, PHF 0. 94 0 . 94
Hourly Flow Rate, HFR 17 17
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 32 34
C (m) (vph) 925 268
v/c 0. 03 0 . 13
95% queue length 0. 11 0 . 43
Control Delay 9. 0 20 . 4
LOS A C
Approach Delay 20. 4
Approach LOS C
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Saturday Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 609 16 31 483
Peak-Hour Factor, PHF 0. 94 0. 94 0 . 94 0. 94
Peak-15 Minute Volume 162 4 8 128
Hourly Flow Rate, HFR 647 17 32 513
Percent Heavy Vehicles 2
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 16 16
Peak Hour Factor, PHF 0 . 94 0. 94
Peak-15 Minute Volume 4 4
Hourly Flow Rate, HFR 17 17
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements .13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) I2 ' 0 I2 . 0 I2 . 0 I2 ' 0
Walking Speed (tt/oeo) 4 . 0 4 . 0 4 , 0 4 . 0
Percent Blockage O O O O
Upstream Signal Data
Prog. Sat Arrival Green Cycle Pzng. Distance
Flow Flow Type Time Length Speed to Signal
vph vplz sec sec mph feet
S2 Left-Turn
Through
B5 Left-Turn
-Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
`
Shared ln volume, major th vehicles : 513
Shared lzz volume, major rt vehicles : O
Sat flow rate, major th vehicles : I780
Sat flow rate, major rt n'elzioIeo : I700
Number of major street through lanes : l
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement I 4 7 8 9 lU lI 12
L L L T I{ L T B
t (o'bv) 1.00 1. 00 1. 00 1. 00 1 . 00 1. 00 1. 00 1. 00
P (hv) % 2 2
t (c, g) 0- 20 0.20 0 . I0 0, 20 0 .20 0 . 10
Gzade/I00 0. 00 0.00 0 . 00 0. 00 0, 00 0 . 00
t (3, lt) 0. 00 0 - 70 0 . 00
t (o, T) : 1-stage O - OO 0 . 00 U - OO 0. 00 0. 00 0 , 00 O ' OO 0 . 00
2-stage 0 . 00 0 , 00 1, 00 I' 00 0. 00 1. 00 I ' 00 0 . 00
t (o) 1-stage 4 . 1 6, 4 6. 2
2-stage
Follow-Up Time Calculations
Movement I 4 7 8 9 lU 11 12
L L L T B L T D
t (f/H\/) 0. 90 0. 90 0 , 90 0. 90 0 . 90 0. 90 0 . 90 0 , 90
2 (BV) 2 2 2
t (f) 2 . 2 3 , 5 3 . 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
\/(t) \7(l/prot) V(t) \7 (l,Drot)
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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 664 1233 656
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(C,X)
S 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 656
Potential Capacity 465
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 465
Probability of Queue free St. 0. 96 1 . 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 664
Potential Capacity 925
Pedestrian Impedance Factor 1. 00 1 . 00
Movement Capacity 925
Probability of Queue free St. 0. 97 1. 00
Mai L-Shared Prob Q free St. 0. 95
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1 . 00
Cap. Adj . factor due to Impeding mvmnt 0 . 95 0 . 95
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 1233
Potential Capacity 195
Pedestrian Impedance Factor 1. 00 1. 00
Mai . L, Min T Impedance factor 0 . 95
Mai . L, Min T Adj . Imp Factor. 0 . 96
Cap. Adj . factor due to Impeding mvmnt 0. 97 0 . 93
Movement Capacity 188
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 95 0. 95
Movement Capacity
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 1233
Potential Capacity 195
Pedestrian Impedance Factor 1. 00 1 . 00
Maj . L, Min T Impedance factor 0 . 95
Maj . L, Min T Adj . Imp Factor. 0 . 96
Cap. Adj . factor due to Impeding mvmnt 0 . 97 0 . 93
Movement Capacity 188
Results for Two-.stage process:
a
y
C t 188
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 17 17
Movement Capacity (vph) 188 465
Shared Lane Capacity (vph) 268
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 188 465
Volume 17 17
Delay
Q Sep
Q Sep +1
round (Qsep +1)
n max
C sh 268
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) 32 34
C (m) (vph) 925 268
v/C 0. 03 0. 13
95% queue length 0. 11 0. 43
Control Delay 9. 0 20 . 4
LOS A C
Approach Delay 20. 4
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P (oj ) 1.00 0 . 97
v (il) , Volume for stream 2 or 5 513
v (i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 95
d(M,LT) , Delay for stream 1 or 4 9. 0
N, Number of major street through lanes 1
d(rank,, l) Delay for stream 2 or 5 0 . 4
zuUts Build Condition
Note
1 . 2008 Build Condition includes a 2.0% a year normal traffic growth rate and the
traffic expected to be generated by the proposed development.
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
HCS+: Unsignalized Intersections Release 5 . 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary -
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120.00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 391 4 0 306
Peak-Hour Factor, PHF 0. 94 0. 94 0 . 94 0. 94
Hourly Flow Rate, HFR 415 4 0 325
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 1 3
Peak Hour Factor, PHF 0. 94 0. 94
Hourly Flow Rate, HFR 1 3
Percent Heavy Vehicles 2, 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 0 4
C (m) (vph) 1140 546
V/c 0 . 00 0. 01
95% queue length 0. 00 0 . 02
Control Delay 8 . 2 11. 6
LOS A B
Approach Delay 11. 6
Approach LOS B
HCS+: Unsignalized Intersections Release 5 . 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 1 2008 Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0 .25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 391 4 0 306
Peak-Hour Factor, PHF 0 . 94 0. 94 0. 94 0 . 94
Peak-15 Minute Volume 104 1 0 81
Hourly Flow Rate, HFR 415 4 0 325
Percent Heavy Vehicles 2
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 1 3
Peak Hour Factor, PHF 0. 94 0. 94
Peak-15 Minute Volume 0 1
Hourly Flow Rate, HFR 1 3
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) I2 - 0 12 . 0 12 . 0 I2. 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 , 0 4 . 0
Percent Blockage O 0 O O
Upstream Signal Data
9rog, Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vpb vph sec sec mph 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 ln volume, major th vehicles : 325
Shared ln volume, major rt vehicles: U
Get flow rate, major tlz vehicles: I700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
L L L T I< L T D
± (c,hv) I ' OO 1.00 1. 00 1. 00 1. 00 1 . 00 I- 00 1. 00
2 (bv) 2 2 2
t (o/g) 0, 20 0. 20 0 . 10 0,20 0 , 20 0. 10
Grade/100 0. 00 0. 00 0. 00 0. 00 0 . 00 0. 00
t (3, lt) 0. 00 0.70 0, 00
t (o,T) : 1-stage 0 . 00 0, 00 0. 00 0. 00 0. 00 0 . 00 0 . 00 0. 00
2-stage 0 , 00 0. 00 I. 00 1, 00 0. 00 1. 00 1. 00 0. 00
t (n) 1-stage 4 . 1 6. 4 6. 2
2-stage
`
Follow-Up Time Calculations
Movement I 4 7 8 9 10 II 12
L L L T B L T B
t (f/BV) 0. 90 0 . 90 0, 90 0. 90 0, 90 0, 90 0 . 90 0. 90
2 (BV) 2 2 2
t (f) 2 . 2 3- 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
\7(t) \/ (l,prot) \7 (t) l/ (I'pzot)
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 Movement 5
V(t) V(l,prot) 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) 0.000
p (5) 0.000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'X 419 742 417
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (x)
V(c,u,x)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 417
Potential Capacity 636
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 636
Probability of Queue free St. 1. 00 1 . 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 419
Potential Capacity 1140
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1140
Probability of Queue free St. 1. 00 1. 00
Mai L-Shared Prob Q free St. 1. 00
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1. 00
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 742
Potential Capacity 383
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 1. 00
Maj . L, Min T Adj . Imp Factor. 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1. 00
Movement Capacity 383
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1. 00
Movement Capacity
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 742
Potential Capacity 383
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 1. 00
Maj . L, Min T Adj . Imp Factor. 1. 00
Cap. Adj . factor due to Impeding mvmnt 1 . 00 1 . 00
Movement Capacity 383
Results for Two-stage process :
a
y
C t 383
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 1 3
Movement Capacity (vph) 383 636
Shared Lane Capacity (vph) 546
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 383 636
Volume 1 3
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 546
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) 0 4
C (m) (vph) 1140 546
V/c 0. 00 0. 01
95% queue length 0. 00 0. 02
Control Delay 8 .2 11. 6
LOS A B
Approach Delay 11 . 6
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P (oj ) 1. 00 1 . 00
v (il) , Volume for stream 2 or 5 325
v (i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 1. 00
d (M,LT) , Delay for stream 1 or 4 8 . 2
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0 . 0
HCS+: Unsignalized Intersections Release 5 . 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 406 4 4 491
Peak-Hour Factor, PHF 0. 95 0 . 95 0. 95 0. 95
Hourly Flow Rate, HFR 427 4 4 516
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 4 4
Peak Hour Factor, PHF 0. 95 0 . 95
Hourly Flow Rate, HFR 4 4
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 4 8
C (m) (vph) 1129 393
V/c 0. 00 0 . 02
95% queue length 0 . 01 0 . 06
Control Delay 8 .2 14 . 4
LOS A B
Approach Delay 14 . 4
Approach LOS B
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6.
L T R L T R
Volume 406 4 4 491
Peak-Hour Factor, PHF 0. 95 0 . 95 0 . 95 0. 95
Peak-15 Minute Volume 107 1 1 129
Hourly Flow Rate, HFR 427 4 4 516
Percent Heavy Vehicles 2
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 4 4
Peak Hour Factor, PHF 0. 95 0 . 95
Peak-15 Minute Volume 1 1
Hourly Flow Rate, HFR 4 4
Percent Heavy Vehicles 2 2
Percent Grade (%) , 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 I2 . 0 I2 , 0 I2 . 0
Walking Speed (ft/sec) 4 , 0 4 , 0 4 . 0 & . O
Pmzomo± Blockage 0 O O O
Upstream Signal Data
Prog. Sat Arrival Green Cycle Pzog. Distance
Flow Flow Type Time Length Speed to Signal
vph vpb sec sec mph feet
S2 Left-Turn
Through
S5 Left-Toro
Thro ooh
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles: 516
Shared In volume, major rt vehicles: O
Sat flow rate/ major ±h vehicles: I700
Sat flow rate/ major rt vehicles: I700
Number of major street through lanes : I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement l 4 7 O B lO II 12
L L L T D L T I{
t (o,hv) I' OU 1, 00 1, 00 I. 80 1. 00 1 . 00 I' OO 1 . 00
P (hv) 2 2 2
t (o/g) 8,20 0. 20 0. 10 0 . 20 0,20 0. 10
Grade/I00 0, 00 8. 00 0. 00 0 . 00 0, 00 0. 00
t (3/ It) 0. 00 0.70 0, 00
t (o,T) : 1-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 I . 00 I. 08 0 . 00
t (o) 1-stage 4 . 1 6, 4 6,2
2-stage
Follow-Up Time Calculations
Movement l 4 7 8 9 IO lI 12
L L L T I{ L T I{
t (f/BV) 0 . 98 0, 90 0 . 90 0. 90 0, 90 0 . 90 0. 90 0 , 90
2 (BV) 2 2 2
t (f) 2 . 2 3.5 3, 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
\/(t) V(l/pzot) \7(±) V(l,pzo±)
\7 pzog
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 Movement 5
V(t) V(l,prot) 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) 0 . 000
p (5) 0 . 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V C'x 431 953 429
s
Px
V C'U'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(C,X)
s 1500
P (x)
V(c,u,x)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 429
Potential Capacity 626
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 626
Probability of Queue free St. 0 . 99 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 431
Potential Capacity 1129
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1129
Probability of Queue free St. 1. 00 1. 00
Maj L-Shared Prob Q free St. 0 . 99
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 99 0 . 99
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 953
Potential Capacity 287
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 99
Maj . L, Min T Adj . Imp Factor. 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 0. 99
Movement Capacity 286
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 99 0. 99
Movement Capacity
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 953
Potential Capacity 287
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 99
Maj . L, Min T Adj . Imp Factor. 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 0. 99
Movement Capacity 286
Results for Two-stage process :
a
y
C t 286
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 4 4
Movement Capacity (vph) 286 626
Shared Lane Capacity (vph) 393
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 286 626
Volume 4 4
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 393
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) 4 8
C (m) (vph) 1129 393
v/c 0 . 00 0. 02
95% queue length 0. 01 0. 06
Control Delay 8 . 2 14 . 4
LOS A B
Approach Delay 14 . 4
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 1 . 00
v (il) , Volume for stream 2 or 5 516
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0. 99
d(M,LT) , Delay for stream 1 or 4 8 .2
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0 . 0
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Saturday Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 626 16 31 502
Peak-Hour Factor, PHF 0. 94 0. 94 0. 94 0. 94
Hourly Flow Rate, HFR 665 17 32 534
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 16 16
Peak Hour Factor, PHF 0. 94 0. 94
Hourly Flow Rate, HFR 17 17
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 32 34
C (m) (vph) 911 257
v/C 0. 04 0. 13
95% queue length 0. 11 0. 45
Control Delay 9. 1 21. 1
LOS A C
Approach Delay 21. 1
Approach LOS C
HCS+: Unsignalized Intersections Release 5.21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Saturday Peak Hour
Intersection: North Rd (C.R. 48) & Queen St
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Queen Street
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 626 16 31 502
Peak-Hour Factor, PHF 0. 94 0. 94 0. 94 0. 94
Peak-15 Minute Volume 166 4 8 134
Hourly Flow Rate, HFR 665 17 32 534
Percent Heavy Vehicles 2
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 16 16
Peak Hour Factor, PHF 0 . 94 0. 94
Peak-15 Minute Volume 4 4
Hourly Flow Rate, HER 17 17
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12 . 0 12. 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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: 534
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 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) 2 2 2
t (c,g) 0.20 0.20 0 . 10 0.20 0 .20 0. 10
Grade/100 0. 00 0. 00 0. 00 0. 00 0 . 00 0. 00
t (3, lt) 0. 00 0. 70 0. 00
t (c,T) : 1-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. 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) 2 2 2
t (f) 2 . 2 3. 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 682 1272 674
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 674
Potential Capacity 455
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 455
Probability of Queue free St. 0 . 96 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 682
Potential Capacity 911
Pedestrian Impedance Factor 1 . 00 1. 00
Movement Capacity 911
Probability of Queue free St. 0 . 96 1. 00
Maj L-Shared Prob Q free St. 0 . 95
Step 3 : TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 95 0. 95
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 1272
Potential Capacity 185
Pedestrian Impedance Factor 1 . 00 1 . 00
Maj . L, Min T Impedance factor 0 . 95
Maj . L, Min T Adj . Imp Factor. 0 . 96
Cap. Adj . factor due to Impeding mvmnt 0 . 96 0. 92
Movement Capacity 179
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 95 0 . 95
Movement Capacity
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 1272
Potential Capacity 185
Pedestrian Impedance Factor 1 . 00 1. 00
Maj . L, Min T Impedance factor 0 . 95
Maj . L, Min T Adj . Imp Factor. 0 . 96
Cap. Adj . factor due to Impeding mvmnt 0. 96 0 . 92
Movement Capacity 179
Results for Two-stage process :
a
y
C t 179
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 17 17
Movement Capacity (vph) 179 455
Shared Lane Capacity (vph) 257
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 179 455
Volume 17 17
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 257
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) 32 34
C (m) (vph) 911 257
v/c 0. 04 0 . 13
95% queue length 0. 11 0 . 45
Control Delay 9. 1 21. 1
LOS A C
Approach Delay 21. 1
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0. 96
v(il) , Volume for stream 2 or 5 534
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 95
d (M,LT) , Delay for stream 1 or 4 9 . 1
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0 . 5
North Road (C . R . 48)
at
Moores Lane
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doe
............
..............
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NO- :.lj m-0
N
oil: .....
FILE NAME:
TRAFFIC VOLUME SUMMARY
INTERSECTION :
TIME PERIOD: -
EXISTING YEAR:
HORIZON YEAR:
DONE BY:
APPROACH
ALT X CLEARS
INPUT VALUES
..... ............
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EXISTING 40 0 41 0 0 0 0 347 36 49 250 0
x.........
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OTHER
DEVELOPMENTS
1) 0 0 0 0 0 0 0 0 0 0 0 0
2) 0 0 0 0 0 0 0 0 0 0 0 0
3) 0 0 0 0 0 0 0 0 0 0 0 0
4) 0 0 0 0 0 0 0 0 0 0 0 0
SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0
SITE TRAFFIC
North Wind Condominums 1 01 0 0 0 0 0 21 1 2 01 4 01
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FILE NAME:
TRAFFIC VOLUME SUMMARY
INTERSECTION : RD 0".10,
TIME PERIOD: EXISTING YEAR:
HORIZON YEAR: IItB
DONE BY:
APPROACH
ALT X CLEARS
INPUT VALUES
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. ............ ..
. ............ I. ..............
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EXISTING 35 0 32 90 0 0 0 273 56 24 357 0
-15
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OTHER
DEVELOPMENTS
1) 0 0 0 0 0 0 0 0 0 0 0 0
2) 0 0 0 0 0 0 0 0 0 0 0 0
3) 0 0 0 0 0 0 0 0 0 0 0 0
4) 0 0 0 0 0 0 0 0 0 0 0 0
SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0
..... ...
.EEEEi `iEEE iiiEEii
SITE TRAFFIC
North Wind Condominium 2 01 0 0 0 0 0 10 1 01 20 01
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FILE NAME:
TRAFFIC VOLUME SUMMARY
INTERSECTION : b"A
TIME PERIOD: EXISTING YEAR:
HORIZON YEAR:
DONE BY:
APPROACH
ALT X CLEARS
INPUT VALUES
X,
:X11.
X,
..............
..............
..................
X. ..................
X. ........
................
.................
........
X
X.
x
X
EXISTING 43 0 39 0 0 0 0 531 90 58 481 0
X
.................
2.00
Elm
OTHER
DEVELOPMENTS
1) 0 0 0 0 0 0 0 0 0 0 0 0
2) 0 0 0 0 0 0 0 0 0 0 0 0
3) 0 0 0 0 0 0 0 0 0 0 0 0
4) 0 0 0 0 0 0 0 0 0 0 0 0
SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0
X
X
X . ... . . .
SITE TRAFFIC
North Wind Condominium,, 1 01 0 01 0 01 0 15 2 0 18 01
XX
X
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0
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2007 Existing
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doe
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
—Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 347 36 49 250
Peak-Hour Factor, PHF 0. 98 0 . 98 0. 98 0 . 98
Hourly Flow Rate, HFR 354 36 49 255
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 40 41
Peak Hour Factor, PHF 0. 98 0 . 98
Hourly Flow Rate, HFR 40 41
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 49 81
C (m) (vph) 1169 484
v/C 0 . 04 0. 17
95% queue length 0 . 13 0. 60
Control Delay 8 . 2 13 . 9
LOS A B
Approach Delay 13 . 9
Approach LOS B
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst : DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
,jurisdiction: TownofSouthold, Suffolk County
Units: U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 347 36 49 250
Peak-Hour Factor, PHF 0 . 98 0. 98 0 . 98 0. 98
Peak-15 Minute Volume 89 9 12 64
Hourly Flow Rate, HFR 354 36 49 255
Percent Heavy Vehicles 2
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 40 41
Peak Hour Factor, PHF 0 . 98 0. 98
Peak-15 Minute Volume 10 10
Hourly Flow Rate, HFR 40 41
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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: 255
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 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) 2 2 2
t (c,g) 0. 20 0 . 20 0. 10 0. 20 0 . 20 0. 10
Grade/100 0. 00 0 . 00 0. 00 0. 00 0 . 00 0. 00
t (3, 1t) 0. 00 0. 70 0. 00
t (c,T) : 1-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. 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) 2 2 2
t (f) 2. 2 3 . 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V (l,prot)
V prog
Total Saturation Flow Rate, 3 (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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V C'x 390 725 372
S
Px
V C'U'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(C,X)
3 1500
P (X)
V(C,U,X)
C.(r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 372
Potential Capacity 674
Pedestrian Impedance Factor 1. 00 1 . 00
Movement Capacity 674
Probability of Queue free St. 0. 94 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 390
Potential Capacity 1169
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1169
Probability of Queue free St. 0. 96 1. 00
Maj L-Shared Prob Q free St. 0. 95
Step 3 : TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 95 0. 95
Movement Capacity
Probability of Queue free St. 1 . 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 725
Potential Capacity 392
Pedestrian Impedance Factor 1 . 00 1. 00
Maj . L, Min T Impedance factor 0. 95
Maj . L, Min T Adj . Imp Factor. 0. 96
Cap. Adj . factor due to Impeding mvmnt 0 . 96 0 . 90
Movement Capacity 376
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 95 0 . 95
Movement Capacity
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 725
Potential Capacity 392
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 95
Maj . L, Min T Adj . Imp Factor. 0 . 96
Cap. Adj . factor due to Impeding mvmnt 0 . 96 0 . 90
Movement Capacity 376
Results for Two-stage process:
a
y
C t 376
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 40 41
Movement Capacity (vph) 376 674
Shared Lane Capacity (vph) 484
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 376 674
Volume 40 41
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 484
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) 49 81
C (m) (vph) 1169 484
V/c 0. 04 0. 17
95% queue length 0. 13 0. 60
Control Delay 8 .2 13 . 9
LOS A B
Approach Delay 13. 9
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P (oj ) 1. 00 0. 96
v(il) , Volume for stream 2 or 5 255
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0. 95
d(M,LT) , Delay for stream 1 or 4 8 . 2
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0 . 4
HCS+: Unsignalized Intersections Release 5 . 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 273 56 24 357
Peak-Hour Factor, PHF 0. 90 0 . 90 0. 90 0. 90
Hourly Flow Rate, HFR 303 62 26 396
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 35 32
Peak Hour Factor, PHF 0. 90 0 . 90
Hourly Flow Rate, HFR 38 35
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 26 73
C (m) (vph) 1194 467
V/c 0. 02 0. 16
95% queue length 0. 07 0.55
Control Delay 8 . 1 14 . 1
LOS A B
Approach Delay 14 . 1
Approach LOS B
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E=Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 273 56 24 357
Peak-Hour Factor, PHF 0. 90 0. 90 0 . 90 0. 90
Peak-15 Minute Volume 76 16 7 99
Hourly Flow Rate, HFR 303 62 26 396
Percent Heavy Vehicles -- -- 2 --
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 35 32
Peak Hour Factor, PHF 0 . 90 0 . 90
Peak-15 Minute Volume 10 9
Hourly Flow Rate, HFR 38 35
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments__
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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 : 396
Shared In volume, major rt vehicles : 0
Sat flow rate, major th vehicles : 1700
Sat flow rate, major rt vehicles : 1700
Number of major street through lanes : 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) 2 2 2
t (c,g) 0.20 0.20 0. 10 0 .20 0.20 0. 10
Grade/100 0. 00 0. 00 0 . 00 0 . 00 0. 00 0. 00
t (3, 1t) 0. 00 0. 70 0 . 00
t (c, T) : 1-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. 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) 2 2 2
t (f) 2.2 3. 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
VW V(l,prot) 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) 0. 000
p (5) 0.000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 365 782 334
s
Px
V c'U'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (x)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 334
Potential Capacity 708
Pedestrian Impedance Factor 1 . 00 1 . 00
Movement Capacity 708
Probability of Queue free St. 0. 95 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 365
Potential Capacity 1194
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1194
Probability of Queue free St. 0 . 98 1 . 00
Mai L-Shared Prob Q free St. 0 . 97
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 97 0. 97
Movement Capacity
Probability of Queue free St. 1. 00 1 . 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 782
Potential Capacity 363
Pedestrian Impedance Factor 1. 00 1 . 00
Mai . L, Min T Impedance factor 0 . 97
Mai . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 93
Movement Capacity 355
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 97 0. 97
Movement Capacity
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 782
Potential Capacity 363
Pedestrian Impedance Factor 1. 00 1 . 00
Maj . L, Min T Impedance factor 0 . 97
Maj . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 93
Movement Capacity 355
Results for Two-stage process:
a
y
C t 355
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 38 35
Movement Capacity (vph) 355 708
Shared Lane Capacity (vph) 467
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 355 708
Volume 38 35
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 467
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) 26 73
C (m) (vph) 1194 467
V/c 0. 02 0. 16
95% queue length 0. 07 0. 55
Control Delay 8 . 1 14 . 1
LOS A B
Approach Delay 14 . 1
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P (oi ) 1. 00 0 . 98
v(il) , Volume for stream 2 or 5 396
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 97
d(M,LT) , Delay for stream 1 or 4 8 . 1
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0 . 2
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 531 90 58 481
Peak-Hour Factor, PHF 0. 97 0 . 97 0. 97 0 . 97
Hourly Flow Rate, HFR 547 92 59 495
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 43 39
Peak Hour Factor, PHF 0. 97 0 . 97
Hourly Flow Rate, HFR 44 40
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 59 84
C (m) (vph) 945 270
V/c 0. 06 0. 31
95% queue length 0.20 1. 28
Control Delay 9. 1 24 . 2
LOS A C
Approach Delay 24 . 2
Approach LOS C
HCS+: Unsignalized Intersections Release 5.21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 10/31/2007
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2007 Existing Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 531 90 58 481
Peak-Hour Factor, PHF 0. 97 0 . 97 0. 97 0. 97
Peak-15 Minute Volume 137 23 15 124
Hourly Flow Rate, HFR 547 92 59 495
Percent Heavy Vehicles 2
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 43 39
Peak Hour Factor, PHF 0. 97 0 . 97
Peak-15 Minute Volume 11 10
Hourly Flow Rate, HFR 44 40
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) I2 . 0 12 . 0 12 . 0 12. 0
Walking Speed (ft/sec) 4 , 0 4 . 0 4 . 0 4 . 0
Percent Blockage O 0 U O
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vpb vph sec sec mph feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement S
Shared ln volume, major th vehicles : 495
Shared ln volume, zoa 'oz rt vehicles : O
Sat flow rate/ oua 'oz th vehicles: 1700
Sat flow rate, major rt vehicles: I700
Number of major street through lanes: I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculationj
Movement I 4 7 8 9 IO lI 12
L L L T D L T D
t (orhn) 1. 00 1. 00 1. 00 I. 00 1. 00 1. 00 1. 00 1. 00
P (bv) 2 2 2
t (c/g) 0. 20 0. 20 0. 10 0- 20 0.20 0 - I8
Grade/100 0, 00 0. 00 0. 00 0 . 00 0 . 00 0 . 08
t (3, lt) 0. 00 0 ' 70 0. 00
t (o, T) : 1-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. 4 6.2
2-stage
Follow-Up Time Calculations
Movement I 4 7 8 9 10 II 12
L L L T 8 L T R
t (f/BV) 0. 90 0 . 80 0. 90 0- 90 0 . 90 0, 90 0 ' 90 0 ' 90
P (BV) 2 2 2
t (f) 2.2 3, 5 3, 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) `J(I,pzo±) \/(t) `J(],prot)
V pzug
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 Movement 5
V(t) V(l,prot) 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) 0 . 000
p (s) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 639 1206 593
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
3 1500
P (x)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 593
Potential Capacity 506
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 506
Probability of Queue free St. 0. 92 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 639
Potential Capacity 945
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 945
Probability of Queue free St. 0. 94 1. 00
Mai L-Shared Prob Q free St. 0. 91
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1 . 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 91 0. 91
Movement Capacity
Probability of Queue free St. 1 . 00 1 . 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 1206
Potential Capacity 203
Pedestrian Impedance Factor 1. 00 1 . 00
Maj . L, Min T Impedance factor 0 . 91
Maj . L, Min T Adj . Imp Factor. 0 . 93
Cap. Adj . factor due to Impeding mvmnt 0. 94 0 . 86
Movement Capacity 190
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 91 0 . 91
Movement Capacity
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 1206
Potential Capacity 203
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 91
Maj . L, Min T Adj . Imp Factor. 0 . 93
Cap. Adj . factor due to Impeding mvmnt 0 . 94 0 . 86
Movement Capacity 190
Results for Two-stage process :
a
y
C t 190
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 44 40
Movement Capacity (vph) 190 506
Shared Lane Capacity (vph) 270
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 190 506
Volume 44 40
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 270
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) 59 84
C (m) (vph) 945 270
v/c 0 . 06 0 . 31
95% queue length 0 .20 1. 28
Control Delay 9. 1 24 . 2
LOS A C
Approach Delay 24 . 2
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0 . 94
v(il) , Volume for stream 2 or 5 495
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 91
d(M,LT) , Delay for stream 1 or 4 9 . 1
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0 . 8
zuuts imo-Build (";"ondition
Note
1 . 2008 No-Build Condition includes a 2.0% a year normal traffic growth rate.
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 354 37 50 255
Peak-Hour Factor, PHF 0 . 98 0. 98 0. 98 0. 98
Hourly Flow Rate, HFR 361 37 51 260
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 41 42
Peak Hour Factor, PHF 0. 98 0. 98
Hourly Flow Rate, HFR 41 42
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 51 83
C (m) (vph) 1161 474
V/c 0. 04 0. 18
95% queue length 0. 14 0. 63
Control Delay 8 .2 14 . 2
LOS A B
Approach Delay 14 . 2
Approach LOS B
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 .25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 354 37 50 255
Peak-Hour Factor, PHF 0. 98 0. 98 0 . 98 0. 98
Peak-15 Minute Volume 90 9 13 65
Hourly Flow Rate, HFR 361 37 51 260
Percent Heavy Vehicles 2
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 41 42
Peak Hour Factor, PHF 0. 98 0 . 98
Peak-15 Minute Volume 10 11
Hourly Flow Rate, HFR 41 42
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 I2 . 0 I2. 0 I2 . 0
Walking Speed (ft/sec) 4 ' 0 4 . 0 4 . 0 4 , 0
Percent Blockage O 0 O O
Upstream Signal Data
Pzog' Sat Arrival Green Cycle Pzog. Distance
Flow Flow Type Time Length Speed to Signal
vplz vpb sec sec mph feet
S2 Left-Turn
Through
S5 Left-Turn
Tlzznngh
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles : 260
Shared ln volume, major rt vehicles : 0
Sat flow rate, major th vehicles: I700
Sat flow rate, major rt vehicles: I700
0ondzuz of major street through lanes : I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement I 4 7 8 9 10 Il 12
L L L T D L T D
t (o'hv) 1. 00 I- UO 1. 00 l' UO 1 . 00 1. 00 1 . 00 I, 00
P (hv) 2 2 2
t (o/g) 0.20 0 .20 0 , 10 0.20 0 . 20 0. 10
Czade/I00 0. 00 0.00 0 . 00 0 . 00 O ' OO 0. 00
t (3, It) 0 . 00 0.70 0. 00
t (o, T) : 1-3tage 0. 00 0 . 00 0. 00 0 . 00 0. 00 0 . 00 0 ' 00 0 . 00
2-3tage 0 ' 00 0 . 00 I. 00 I. 00 0- 00 I. 00 I , 00 0. 00
t (c) 1-stage 4 . 1 6. 4 6. 2
2-stage
Follow-Up Time Calculations
Movement I 4 7 8 9 IO Il 12
L L L T D L T I<
t (f,8V) 0 . 90 0, 90 0. 90 0 . 90 0. 90 0 ' 90 0 . 90 0. 90
P (BV) 2 2 2
t (f) 2 .2 3, 5 3, 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) `J(l,prot) l7 (t) \7(I,prot)
V pzog
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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 398 742 380
3
PX
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x)
s 1500
P (x)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1 : RT from Minor St. 9 12
Conflicting Flows 380
Potential Capacity 667
Pedestrian Impedance Factor 1 . 00 1 . 00
Movement Capacity 667
Probability of Queue free St. 0. 94 1 . 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 398
Potential Capacity 1161
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1161
Probability of Queue free St. 0. 96 1. 00
Maj L-Shared Prob Q free St. 0. 95
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 95 0. 95
Movement Capacity
Probability of Queue free St. 1. 00 1 . 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 742
Potential Capacity 383
Pedestrian Impedance Factor 1 . 00 1 . 00
Maj . L, Min T Impedance factor 0 . 95
Maj . L, Min T Adj . Imp Factor. 0 . 96
Cap. Adj . factor due to Impeding mvmnt 0. 96 0. 90
Movement Capacity 366
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.
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 1 . 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 95 0 . 95
Movement Capacity
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 742
Potential Capacity 383
Pedestrian Impedance Factor 1 . 00 1. 00
Maj . L, Min T Impedance factor 0 . 95
Maj . L, Min T Adj . Imp Factor. 0 . 96
Cap. Adj . factor due to Impeding mvmnt 0 . 96 0. 90
Movement Capacity 366
Results for Two-stage process :
a
y
C t 366
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 41 42
Movement Capacity (vph) 366 667
Shared Lane Capacity (vph) 474
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 366 667
Volume 41 42
Delay
Q Sep
Q Sep +1
round (Qsep +1)
n max
C sh 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 LR
v (vph) 51 83
C (m) (vph) 1161 474
v/c 0. 04 0. 18
95% queue length 0. 14 0. 63
Control Delay 8 .2 14 . 2
LOS A B
Approach Delay 14 . 2
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P (oj ) 1 . 00 0. 96
v(il) , Volume for stream 2 or 5 260
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 95
d(M,LT) , Delay for stream 1 or 4 8 . 2
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0 . 4
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 278 57 24 364
Peak-Hour Factor, PHF 0. 90 0. 90 0. 90 0. 90
Hourly Flow Rate, HFR 308 63 26 404
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 36 33
Peak Hour Factor, PHF 0. 90 0. 90
Hourly Flow Rate, HFR 40 36
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 26 76
C (m) (vph) 1188 457
V/c 0. 02 0. 17
95% queue length 0. 07 0.59
Control Delay 8 . 1 14 . 4
LOS A B
Approach Delay 14 . 4
Approach LOS B
HCS+: Unsignalized Intersections Release 5.21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 1 2008 No-Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 278 57 24 364
Peak-Hour Factor, PHF 0. 90 0. 90 0. 90 0. 90
Peak-15 Minute Volume 77 16 7 101
Hourly Flow Rate, HFR 308 63 26 404
Percent Heavy Vehicles 2
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 36 33
Peak Hour Factor, PHF 0. 90 0. 90
Peak-15 Minute Volume 10 9
Hourly Flow Rate, HFR 40 36
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 I2 .0 I2 ,0 12 . 0
Walking Speed (fL/sec) 4 . 0 4 , 0 4 .0 4 . 0
Percent Blockage O O O 0
Upstream Signal Data
Pzog. Sat J\rz±vaI Green Cycle Pzog. Distance
Flow Flow Type Time Length Speed to Signal
vplz vph sec sec mph 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 ln volume, major th vehicles : 404
Shared ln voIzooe/ major rt vehicles : O
Sat flow rate/ major tb vehicles : I700
Sat flow rate/ major rt vehicles : 1700
Number of major street through lanes : I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement I 4 7 8 9 IU II 12
L L L T D L T D
t (o,hv) 1 . 00 1, 00 1. 00 I. 00 I, 00 I,00 I, 00 1. 00
P (hv) 2 2 2
t (c/g) 0 , 20 0 .20 0. I0 0.20 0,20 0 . 10
Grade/100 0 . 00 0 . 00 0 , 00 0. 00 0 . 00 0 . 00
t (3, lt) 0. 00 0 . 70 0 . 00
t (o/T) : 1-stage 0. 00 0. 00 0 . 00 0. 00 0 . 00 0. 00 0. 00 0 . 00
2-3tage 0 . 00 0. 00 I- OU 1. 00 0 . 00 1. 00 1 . 00 0 . 00
t (o) 1-stage 4 . 1 6. 4 6.2
2-stage
Follow-Up Time Calculations
Movement l 4 7 8 9 lO II 12
L L L T B L T fl
t (f,BV) 0. 90 0 . 90 0 . 90 O - gO 0 . 90 0. 90 0. 90 0 ' 90
P (BV) 2 3 2
t (f) 3 . 2 3 . 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) \7(l,prot) `7(t) \/(I,pzot)
V pzog
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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 371 796 340
s
PX
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (x)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 340
Potential Capacity 702
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 702
Probability of Queue free St. 0. 95 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 371
Potential Capacity 1188
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1188
Probability of Queue free St. 0. 98 1. 00
Mai L-Shared Prob Q free St. 0. 97
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 97 0. 97
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 796
Potential Capacity 356
Pedestrian Impedance Factor 1 . 00 1. 00
Mai . L, Min T Impedance factor 0 . 97
Mai . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 93
Movement Capacity 348
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.
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 1. 00 1.00
Cap. Adj . factor due to Impeding mvmnt 0. 97 0. 97
Movement Capacity
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 796
Potential Capacity 356
Pedestrian Impedance Factor 1. 00 1 . 00
Maj . L, Min T Impedance factor 0 . 97
Maj . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0 . 93
Movement Capacity 348
Results for Two-stage process:
a
y
C t 348
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 40 36
Movement Capacity (vph) 348 702
Shared Lane Capacity (vph) 457
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 348 702
Volume 40 36
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 457
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) 26 76
C (m) (vph) 1188 457
V/c 0. 02* 0. 17
95% queue length 0. 07 0. 59
Control Delay 8 . 1 14 . 4
LOS A B
Approach Delay 14 . 4
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P (oi ) 1. 00 0 . 98
v(il) , Volume for stream 2 or 5 404
v (i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 97
d(M,LT) , Delay for stream 1 or 4 8 . 1
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0. 2
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 542 92 59 491
Peak-Hour Factor, PHF 0 . 97 0. 97 0 . 97 0. 97
Hourly Flow Rate, HFR 558 94 60 506
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 44 40
Peak Hour Factor, PHF 0 . 97 0. 97
Hourly Flow Rate, HFR 45 41
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 60 86
C (m) (vph) 935 262
V/c 0. 06 0. 33
95% queue length 0. 21 1. 38
Control Delay 9 . 1 25 . 3
LOS A D
Approach Delay 25. 3
Approach LOS D
HCS+ : Unsignalized Intersections Release 5.21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 12/7/2007
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 No-Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 542 92 59 491
Peak-Hour Factor, PHF 0. 97 0. 97 0. 97 0. 97
Peak-15 Minute Volume 140 24 15 127
Hourly Flow Rate, HFR 558 94 60 506
Percent Heavy Vehicles 2
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 44 40
Peak Hour Factor, PHF 0. 97 0. 97
Peak-15 Minute Volume 11 10
Hourly Flow Rate, HFR 45 41
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) I2 . 0 12 ' 0 I2 . 0 I2 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 - 0
Percent Blockage O O O O
Upstream Signal Data
Pzug, Sat Arrival Green Cycle Pzog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mob 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 ln volume, major th vehicles : 506
Shared lo volume, rua 'ur rt vehicles : O
Sat flow rate/ ruo 'oz tb vehicles : I700
Sat flow rate/ major rt vehicles: I700
Number of rua 'oz street through lanes: I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement I 4 7 O 9 IO lI 12
L L L T Il L T fl
t (o/hv) 1 . 00 1. 00 1. 00 1. 00 1. 00 1 . 00 1. 00 I - UO
P (bv) 2 2 2
t (o, g) 0,20 0 . 20 0. 10 0 .20 0 , 20 0. 10
Grade/100 0 . 00 0 , 00 0. 00 0 . 00 0 . 00 8 , 00
t (3, lt) 0. 00 0 . 70 0 . 00
t (n, T) : 1-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 (o) 1-stage 4 . 1 6- 4 6,2
2-stage
Follow-Up Time Calculations
Movement I 4 7 8 9 IO lI 12
L L L T I< L T D
t (f,BV) 0 . 90 0, 90 0 , 90 0. 90 0. 90 0 . 90 8. 90 0 , 90
P (BV) 2 2 2
t (f) 3. 2 3. 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
`J(t) V(I/prot) V(t) \7 (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-Propottion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 652 1231 605
s
Px
V C,U,-x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(C,X)
s 1500
P (x)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1 : RT from Minor St. 9 12
Conflicting Flows 605
Potential Capacity 498
Pedestrian Impedance Factor 1 . 00 1. 00
Movement Capacity 498
Probability of Queue free St. 0. 92 1.00
Step 2 : LT from Major St. 4 1
Conflicting Flows 652
Potential Capacity 935
Pedestrian Impedance Factor 1. 00 1.00
Movement Capacity 935
Probability of Queue free St. 0 . 94 1.00
Maj L-Shared Prob Q free St. 0. 91
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1 .00
Cap. Adj . factor due to Impeding mvmnt 0 . 91 0 . 91
Movement Capacity
Probability of Queue free St. 1. 00 1 . 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 1231
Potential Capacity 196
Pedestrian Impedance Factor 1. 00 1 . 00
Maj . L, Min T Impedance factor 0 . 91
Maj . L, Min T Adj . Imp Factor. 0 . 93
Cap. Adj . factor due to Impeding mvmnt 0. 94 0 . 85
Movement Capacity 183
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 91 0 . 91
Movement Capacity
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 1231
Potential Capacity 196
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 91
Maj . L, Min T Adj . Imp Factor. 0. 93
Cap. Adj . factor due to Impeding mvmnt 0. 94 0 . 85
Movement Capacity 183
Results for Two-stage process:
a
y
C t 183
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 45 41
Movement Capacity (vph) 183 498
Shared Lane Capacity (vph) 262
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 183 498
Volume 45 41
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 262
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) 60 86
C (m) (vph) 935 262
v/c 0 . 06 0. 33
95% queue length 0 . 21 1. 38
Control Delay 9. 1 25. 3
LOS A D
Approach Delay 25. 3
Approach LOS D
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P (oj ) 1. 00 0 . 94
v(il) , Volume for stream 2 or 5 506
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 91
d(M,LT) , Delay for stream 1 or 4 9 . 1
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0 . 8
2008 Build Condition
Note
1 . 2008 Build Condition includes a 2.0% a year normal traffic growth rate and the
traffic expected to be generated by the proposed development.
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 375 39 50 259
Peak-Hour Factor, PHF 0 . 98 0 . 98 0. 98 0 . 98
Hourly Flow Rate, HFR 382 39 51 264
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 42 42
Peak Hour Factor, PHF 0. 98 0 . 98
Hourly Flow Rate, HFR 42 42
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 51 84
C (m) (vph) 1138 457
V/c 0. 04 0. 18
95% queue length 0. 14 0. 67
Control Delay 8 . 3 14 . 6
LOS A B
Approach Delay 14 . 6
Approach LOS B
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 375 39 50 259
Peak-Hour Factor, PHF 0. 98 0. 98 0 . 98 0. 98
Peak-15 Minute Volume 96 10 13 66
Hourly Flow Rate, HFR 382 39 51 264
Percent Heavy Vehicles 2
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 42 42
Peak Hour Factor, PHF 0. 98 0 . 98
Peak-15 Minute Volume 11 11
Hourly Flow Rate, HFR 42 42
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) I2 , 0 I2 . 0 12. 0 I2. 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4- 0
Percent Blockage O 0 O O
Upstream Signal Data
Pzng. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vpb vph sec sec mph feet
S2 Left-Turn
Through
SS Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles: 264
Shared ln volume, major rt vehicles: U
3a± flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles : I700
0conbez of major street through lanes : I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement I 4 7 8 9 lO II 12
L L L T D L T I{
t (o,hv) 1 . 00 I. 00 I. 00 1. 00 I. 00 I' 00 1. 00 2 . 00
£ (lzv) 2 2 2
t (o,g) 0-20 0.20 0, 10 0.20 0. 20 0 . 10
Gzacle/IOO 0. 00 0. 80 0- 00 0. 00 0 . 00 0 . 00
t (3,It) 0. 00 0, 70 0, 00
t (o,T) : 1-stage 0- 00 0. 00 0, 00 0. 00 0 . 00 0. 00 0' 00 0 . 00
2-3tage 0. 00 0. 00 I. 00 I. 00 0 . 00 1. 00 1 . 00 0 . 00
t (o) 1-3tage 4 . 1 6, 4 6. 2
2-otage
Follow-Up Time Calculations
Movement l 4 7 8 9 IO II 12
L L L T Il L T D
t (f/BV) 0- 90 0, 90 0. 90 0. 90 0 , 90 0' 90 0 . 90 0 . 90
P (HV) 2 2 2
t (f) 2.2 3. 5 3, 3
Wozk3beet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,Brot) \/ (t) T7(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 Movement 5
V(t) V(l,prot) 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) 0.000
p (5) 0 .000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 421 768 402
s
PX
V c'u'X
C r,x
C plat'x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (X)
V(c,u,x)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 402
Potential Capacity 648
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 648
Probability of Queue free St. 0. 94 1. 00
Step 2: LT from Major St. 4 1
Conflicting Flows 421
Potential Capacity 1138
Pedestrian Impedance Factor 1 . 00 1. 00
Movement Capacity 1138
Probability of Queue free St. 0 . 96 1 . 00
Mai L-Shared Prob Q free St. 0 . 95
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1 . 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 95 0 . 95
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 768
Potential Capacity 370
Pedestrian Impedance Factor 1. 00 1 . 00
Mai . L, Min T Impedance factor 0 . 95
Maj . L, Min T Adj . Imp Factor. 0 . 96
Cap. Adj . factor due to Impeding mvmnt 0. 96 0 . 90
Movement Capacity 353
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 95 0. 95
Movement Capacity
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 768
Potential Capacity 370
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0 . 95
Maj . L, Min T Adj . Imp Factor. 0. 96
Cap. Adj . factor due to Impeding mvmnt 0 . 96 0 . 90
Movement Capacity 353
Results for Two-stage process :
a
y
C t 353
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 42 42
Movement Capacity (vph) 353 648
Shared Lane Capacity (vph) 457
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 353 648
Volume 42 42
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 457
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) 51 84
C (m) (vph) 1138 457
v/c 0. 04 0 . 18
95% queue length 0. 14 0. 67
Control Delay 8 . 3 14 . 6
LOS A B
Approach Delay 14 . 6
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0 . 96
v(il) , Volume for stream 2 or 5 264
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 95
d(M,LT) , Delay for stream 1 or 4 8 . 3
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0. 4
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units: U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 288 58 24 384
Peak-Hour Factor, PHF 0. 90 0. 90 0. 90 0 . 90
Hourly Flow Rate, HFR 320 64 26 426
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 38 33
Peak Hour Factor, PHF 0 . 90 0 . 90
Hourly Flow Rate, HFR 42 36
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 26 78
C (m) (vph) 1174 437
v/c 0 . 02 0. 18
95% queue length 0 . 07 0. 64
Control Delay 8 . 1 15. 0+
LOS A C
Approach Delay 15 . 0+
Approach LOS C
HCS+: Unsignalized Intersections Release 5.21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores' Lane
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 288 58 24 384
Peak-Hour Factor, PHF 0. 90 0. 90 0. 90 0 . 90
Peak-15 Minute Volume 80 16 7 107
Hourly Flow Rate, HFR 320 64 26 426
Percent Heavy Vehicles 2
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 38 33
Peak Hour Factor, PHF 0. 90 0. 90
Peak-15 Minute Volume 11 9
Hourly Flow Rate, HFR 42 36
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) I2 ' 0 12 . 0 12 . 0 13 ' 0
Walking Speed (ft/sec) 4 - 0 4 . 0 4 . 0 4 - 0
Percent Blockage O O O O
Upstream Signal Data
Pzog. Sat Arrival Green Cycle Pzog, Distance
Flow Flow Type Time Length Speed to Signal
vplz nph sec sec mph feet
`
S2 Left-Turn
Through
S5 Left-Toru
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles : 426
Shared ln volume, major rt vehicles : 0
Sat flow rate/ major th vehicles : I700
Sat flow rate/ major rt vehicles : I700
Number of major street through lanes : I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement I 4 7 8 9 IO Il 12
L L L T Il L T I{
t (c'hv) 1. 00 1. 00 1. 00 1. 00 1, 00 I. 00 1. 00 1 . 00
2 (bv) 2 2 2
t (o, g) 0' 20 0, 20 0. 10 0 ' 20 0. 20 0. 10
Grade/100 0. 00 O' OO 0. 00 0 . 00 0 . 00 0. 00
L (3/ lt) 0' 00 0. 70 0. 00
t (o, T) z 1-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 I. 00 I. 00 0 . 00
t (o) 1-stage 4 . 1 5. 4 6. 2
2-stage
Follow-Up Time Calculations
Movement I 4 7 8 9 10 11 12
L L L T R L T f(
t (f/BV) 0 . 90 0. 90 0 . 90 0. 90 0 . 90 0 , 90 0. 90 0- 90
P (BV) 2 2 2
L (f) 2 . 2 3' 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) \7 (I,Drot) \7(t) V (l,Drot)
V pzog
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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (s) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'X 384 830 352
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x)
3 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 352
Potential Capacity 692
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 692
Probability of Queue free St. 0. 95 1. 00
Step 2: LT from Major St. 4 1
Conflicting Flows 384
Potential Capacity 1174
Pedestrian Impedance Factor 1. 00 1 . 00
Movement Capacity 1174
Probability of Queue free St. 0. 98 1.00
Maj L-Shared Prob Q free St. 0. 97
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1 . 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 97 0. 97
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 830
Potential Capacity 340
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 97
Maj . L, Min T Adj . Imp Factor. 0. 98
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0. 93
Movement Capacity 332
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.
Part 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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 97 0. 97
Movement Capacity
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 830
Potential Capacity 340
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 97
Maj . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 93
Movement Capacity 332
Results for Two-stage process:
a
y
C t 332
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 42 36
Movement Capacity (vph) 332 692
Shared Lane Capacity (vph) 437
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 332 692
Volume 42 36
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 437
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) 26 78
C (m) (vph) 1174 437
v/c 0. 02 0. 18
95% queue length 0. 07 0. 64
Control Delay 8 . 1 15. 0+
LOS A C
Approach Delay 15. 0+
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0. 98
v(il) , Volume for stream 2 or 5 426
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 97
d(M,LT) , Delay for stream 1 or 4 8 . 1
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0. 2
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units: U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120. 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 .25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 557 94 59 509
Peak-Hour Factor, PHF 0. 97 0. 97 0 . 97 0. 97
Hourly Flow Rate, HFR 574 96 60 524
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 45 40
Peak Hour Factor, PHF 0. 97 0. 97
Hourly Flow Rate, HFR 46 41
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 60 87
C (m) (vph) 920 251
V/c 0 . 07 0. 35
95% queue length 0 . 21 1. 48
Control Delay 9 . 2 26. 8
LOS A D
Approach Delay 26. 8
Approach LOS D
HCS+: Unsignalized Intersections Release 5.21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: DEA
Agency/Co. : AY
Date Performed: 4/30/2008
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd (C.R. 48) & Moores Ln
Jurisdiction: TownofSouthold, Suffolk County
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: North Wind Condominiums 27120 . 00
East/West Street: North Road (C.R. 48)
North/South Street: Moores Lane
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 557 94 59 509
Peak-Hour Factor, PHF 0. 97 0. 97 0 . 97 0. 97
Peak-15 Minute Volume 144 24 15 131
Hourly Flow Rate, HFR 574 96 60 524
Percent Heavy Vehicles 2
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 45 40
Peak Hour Factor, PHF 0 . 97 0. 97
Peak-15 Minute Volume 12 10
Hourly Flow Rate, HFR 46 41
Percent Heavy Vehicles 2 2
Percent Grade M 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 ' 0 I2 ' 0 12 . 0 I2 . 0
Walking Speed (ft/sec) 4 , 0 4 , 0 4 . 0 4 - 0
Percent Blockage 0 O O O
Upstream Signal Data
Pzog, Sat Arrival Green Cycle Prog- Distance
Flow Flow Type Time Length Speed to Signal
vplz vph sec sec mph 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 ln volume, major th vehicles : 524
Shared ln volume, major rt vehicles : 0
Sat flow rate/ major tlz n'ebioIeo : I700
Sat flow rate, major rt vehicles: I700
Number of major street through lanes : I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement I 4 7 8 g lU Il 12
L L L T Il L T R
t (o,lzv) 1, 00 1. 00 1. 00 I. 00 1, 00 1. 00 1. 00 1. 00
P (hv) 2 3 2
t (o/g) 0.20 0.20 0. I0 0.20 0,20 0. I0
Grade/100 0. 00 0, 00 0 . 00 0 . 00 0. 00 0. 00
t (3, lt) 0, 00 0.70 0 . 00
t (o/T) : 1-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 O - OO 1. 00 l' OO O ' OO
t (o) 1-stage 4 - I 6. 4 6,2
2-stage
Follow-Up Time Calculations
Movement l 4 7 8 S lO II 12
L L L T El L T R
t (f/BV) 0 . 90 0, 90 0. 90 0. 90 0. 90 0. 90 0 - 90 0. 90
P (HV) 2 2 2
t (f) 2 . 2 3. 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation l-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) \7(I/prot) \/(t) l7(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 Movement 5
V(t) V(l,prot) 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) 0. 000
P (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V C'x 670 1266 622
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
s 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 622
Potential Capacity 487
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 487
Probability of Queue free St. 0 . 92 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 670
Potential Capacity 920
Pedestrian Impedance Factor 1. 00 1 . 00
Movement Capacity 920
Probability of Queue free St. 0. 93 1. 00
Maj L-Shared Prob Q free St. 0. 91
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 91 0 . 91
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 1266
Potential Capacity 187
Pedestrian Impedance Factor 1. 00 1 . 00
Maj . L, Min T Impedance factor 0 . 91
Maj . L, Min T Adj . Imp Factor. 0 . 93
Cap. Adj . factor due to Impeding mvmnt 0. 93 0 . 85
Movement Capacity 175
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 91 0. 91
Movement Capacity
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 1266
Potential Capacity 187
Pedestrian Impedance Factor 1 . 00 1. 00
Maj . L, Min T Impedance factor 0 . 91
Maj . L, Min T Adj . Imp Factor. 0 . 93
Cap. Adj . factor due to Impeding mvmnt 0 . 93 0 . 85
Movement Capacity 175
Results for Two-stage process :
a
y
C t 175
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 46 41
Movement Capacity (vph) 175 487
Shared Lane Capacity (vph) 251
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 175 487
Volume 46 41
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 251
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) 60 87
C (m) (vph) 920 251
v/c 0. 07 0 . 35
95% queue length 0.21 1. 48
Control Delay 9. 2 26. 8
LOS A D
Approach Delay 26. 8
Approach LOS D
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0 . 93
v(il) , Volume for stream 2 or 5 524
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 91
d(M,LT) , Delay for stream 1 or 4 9. 2
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 0. 9
North Road (C . R . 48)
at the
Proposed Site
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
FILE NAME:
TRAFFIC VOLUME SUMMARY
INTERSECTION : :`.::::.:>:...:.:.::......::...::.:.....:..,.,.:,,,,.;.,:..::.:::.::...::::;.:.;..:„..,..:: ::::: ::::>:.;;....>...::: ::.•.:;::>::>::>::>::::::>::::::»:::::>::>::»::>::>::>::>::>::>:::<::<:>:;:::;::::>:::: ::<:.
IAC: •.T
TIME PERIOD: it< <'>':<<>: ;: ':_» EXISTING YEAR:
HORIZON YEAR: siQB
DONE BY:
................................................................
APPROACH
ALT X CLEARS
INPUT VALUES
EXISTING 0 0 0 0 0 0 0 381 0 0 305 0
>'s>
.....................................:::::•2.00
OTHER
DEVELOPMENTS
1) 0 0 0 0 0 0 0 0 0 0 0 0
2) 0 0 0 0 0 0 0 0 0 0 0 0
3) 0 0 0 0 0 0 0 0 0 0 0 0
4) 0 0 0 0 0 0 0 0 0 0 0 0
SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0
MIN
..... `?
SITE TRAFFIC
North Wind Condominums 29 0 23 0 0 0 0 0 6 5 0 0
WINN
0 := :=< t`f S': ':>` ii} � S.... 33 r r 'f?
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2008 Build Cond"Ition
*Note
1 . 2008 Build Condition includes a 2.0% a year normal traffic growth rate and the
traffic expected to be generated by the proposed development.
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
HCS+: Unsignalized Intersections Release 5 . 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: AY
Agency/Co. : DEA
Date Performed: 4/30/2008
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd at the Site Access Dr
Jurisdiction: Greenport, Town of Southold
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: Northwind Village
East/West Street: North Road
North/South Street: Proposed Site Access Drive
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 389 6 5 311
Peak-Hour Factor, PHF 0. 95 0 . 95 0. 95 0. 95
Hourly Flow Rate, HFR 409 6 5 327
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 29 23
Peak Hour Factor, PHF 0. 95 0 . 95
Hourly Flow Rate, HFR 30 24
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 5 54
C (m) (vph) 1144 461
v/c 0 . 00 0. 12
95% queue length 0 . 01 0 . 39
Control Delay 8 .2 13 . 8
LOS A B
Approach Delay 13 . 8
Approach LOS B
HCS+: Unsignalized Intersections Release 5.21
Phone: Fax:
E-Mail:
—TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: AY
Agency/Co. : DEA
Date Performed: 4/30/2008
Analysis Time Period: Weekday AM Peak Hour
Intersection: North Rd at the Site Access Dr
Jurisdiction: Greenport, Town of Southold
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: Northwind Village
East/West Street: North Road
North/South Street: Proposed Site Access Drive
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 389 6 5 311
Peak-Hour Factor, PHF 0. 95 0 . 95 0. 95 0. 95
Peak-15 Minute Volume 102 2 1 82
Hourly Flow Rate, HFR 409 6 5 327
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 29 23
Peak Hour Factor, PHF 0 . 95 0. 95
Peak-15 Minute Volume 8 6
Hourly Flow Rate, HFR 30 24
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12. 0 12 . 0 12 . 0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
SS 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:
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) 2 2 2
t (c,g) 0. 20 0.20 0. 10 0. 20 0. 20 0. 10
Grade/100 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00
t (3, lt) 0. 00 0. 70 0. 00
t (c,T) : 1-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. 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) 2 2 2
t (f) 2 . 2 3. 5 3. 3
Worksheet 5-Effect of Upstream Signals '
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(l,prot) 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) 0. 000
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 415 749 412
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,X)
3 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 412
Potential Capacity 640
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 640
Probability of Queue free St. 0. 96 1. 00
Step 2 : LT from Major St. 4 1
Conflicting. Flows 415
Potential Capacity 1144
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1144
Probability of Queue free St. 1. 00 1 . 00
Mai L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1 . 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1. 00
Movement Capacity
Probability of Queue free St. 1. 00 1 . 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 749
Potential Capacity 379
Pedestrian Impedance Factor 1. 00 1. 00
Mai . L, Min T Impedance factor 1 . 00
Maj . L, Min T Adj . Imp Factor. 1 . 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 0 . 96
Movement Capacity 377
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.
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 1. 00 1 . 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 1. 00
Movement Capacity
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 749
Potential Capacity 379
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 1. 00
Maj . L, Min T Adj . Imp Factor. 1. 00
Cap. Adj . factor due to Impeding mvmnt 1. 00 0. 96
Movement Capacity 377
Results for Two-stage process :
a
y
C t 377
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 30 24
Movement Capacity (vph) 377 640
Shared Lane Capacity (vph) 461
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 377 640
Volume 30 24
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 461
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 L LR
v (vph) 5 54
C (m) (vph) 1144 461
v/c 0. 00 0. 12
95% queue length 0. 01 0. 39
Control Delay 8 . 2 13. 8
LOS A B
Approach Delay 13. 8
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 1. 00
v (il) , Volume for stream 2 or 5
v (i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT) , Delay for stream 1 or 4 8 .2
N, Number of major street through lanes
d(rank, l) Delay for stream 2 or 5
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: AY
Agency/Co. : DEA
Date Performed: 4/30/2008
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd at the Site Access Dr
Jurisdiction: Greenport, Town of Southold
Units: U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: Northwind Village
East/West Street: North Road
North/South Street: Proposed Site Access Drive
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 405 28 22 488
Peak-Hour Factor, PHF 0. 95 0. 95 0 . 95 0. 95
Hourly Flow Rate, HFR 426 29 23 513
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 13 11
Peak Hour Factor, PHF 0. 95 0. 95
Hourly Flow Rate, HFR 13 11
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 23 24
C (m) (vph) 1106 358
v/c 0. 02 0 . 07
95% queue length 0. 06 0 . 21
Control Delay 8 . 3 15. 8
LOS A C
Approach Delay 15. 8
Approach LOS C
HCS+: Unsignalized Intersections Release 5.21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: AY
Agency/Co. : DEA
Date Performed: 4/30/2008
Analysis Time Period: Weekday PM Peak Hour
Intersection: North Rd at the Site Access Dr
Jurisdiction: Greenport, Town of Southold
Units: U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: Northwind Village
East/West Street: North Road
North/South Street: Proposed Site Access Drive
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 405 28 22 488
Peak-Hour Factor, PHF 0. 95 0 . 95 0 . 95 0. 95
Peak-15 Minute Volume 107 7 6 128
Hourly Flow Rate, HFR 426 29 23 513
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 13 11
Peak Hour Factor, PHF 0 . 95 0 . 95
Peak-15 Minute Volume 3 3
Hourly Flow Rate, HFR 13 11
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 . 0 12 . 0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 .0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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 :
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) 2 2 2
t (c,g) 0.20 0.20 0. 10 0 . 20 0. 20 0. 10
Grade/100 0 . 00 0.00 0. 00 0 . 00 0 . 00 0 . 00
t (3,lt) 0. 00 0. 70 0. 00
t (c,T) : 1-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. 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) 2 2 2
t (f) 2 . 2 3 . 5 3. 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(1,prot) V(t) V(lprot)
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) 0. 000
P (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V C'x 455 999 440
s
Px
V C'U'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x)
s 1500
P (x)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1 : RT from Minor St. 9 12
Conflicting Flows 440
Potential Capacity 617
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 617
Probability of Queue free St. 0. 98 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 455
Potential Capacity 1106
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 1106
Probability of Queue free St. 0. 98 1. 00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0. 98
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 999
Potential Capacity 270
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 98
Maj . L, Min T Adj . Imp Factor. 0. 98
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 97
Movement Capacity 264
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.
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 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0 . 98
Movement Capacity
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 999
Potential Capacity 270
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0. 98
Maj . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0 . 98 0. 97
Movement Capacity 264
Results for Two-stage process:
a
y
C t 264
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 13 11
Movement Capacity (vph) 264 617
Shared Lane Capacity (vph) 358
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 264 617
Volume 13 11
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 358
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 L LR
v (vph) 23 24
C (m) (vph) 1106 358
v/c 0. 02 0. 07
95% queue length 0. 06 0. 21
Control Delay 8 . 3 15 . 8
LOS A C
Approach Delay 15 . 8
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0. 98
v(il) , Volume for stream 2 or 5
v (i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT) , Delay for stream 1 or 4 8 . 3
N, Number of major street through lanes
d(rank, l) Delay for stream 2 or 5
HCS+: Unsignalized Intersections Release 5. 21
TWO-WAY STOP CONTROL SUMMARY
Analyst: AY
Agency/Co. : DEA
Date Performed: 4/30/2008
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd at the Site Access Dr
Jurisdiction: Greenport, Town of Southold
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: Northwind Village
East/West Street: North Road
North/South Street: Proposed Site Access Drive
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 651 24 19 428
Peak-Hour Factor, PHF 0 . 95 0. 95 0. 95 0. 95
Hourly Flow Rate, HFR 685 25 20 450
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 20 17
Peak Hour Factor, PHF 0. 95 0. 95
Hourly Flow Rate, HFR 21 17
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 20 38
C (m) (vph) 889 267
v/c 0. 02 0 . 14
95% queue length 0. 07 0 . 49
Control Delay 9. 1 20 . 7
LOS A C
Approach Delay 20 . 7
Approach LOS C
HCS+: Unsignalized Intersections Release 5. 21
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst: AY
Agency/Co. : DEA
Date Performed: 4/30/2008
Analysis Time Period: Saturday Midday Peak Hour
Intersection: North Rd at the Site Access Dr
Jurisdiction: Greenport, Town of Southold
Units : U. S. Customary
Analysis Year: 2008 Build Condition
Project ID: Northwind Village
East/West Street: North Road
North/South Street: Proposed Site Access Drive
Intersection Orientation: EW Study period (hrs) : 0. 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 651 24 19 428
Peak-Hour Factor, PHF 0. 95 0 . 95 0. 95 0. 95
Peak-15 Minute Volume 171 6 5 113
Hourly Flow Rate, HFR 685 25 20 450
Percent Heavy Vehicles 2
Median Type/Storage Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 20 17
Peak Hour Factor, PHF 0. 95 0 . 95
Peak-15 Minute Volume 5 4
Hourly Flow Rate, HFR 21 17
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12 . 0 12 .0 12.0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 .0 4. 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph 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:
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) 2 2 2
t (c,g) 0.20 0.20 0. 10 0.20 0 .20 0 . 10
Grade/100 0. 00 0. 00 0. 00 0. 00 0 . 00 0 . 00
t (3,lt) 0. 00 0. 70 0. 00
t (c,T) : 1-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. 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) 2 2 2
t (f) 2 . 2 3. 5 3 . 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) 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 Movement 5
V(t) V(1,prot) 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) mob
p (5) 0. 000
p (dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) 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
V c'x 710 1188 698
s
Px
V c'u'x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V.(c,X)
s 1500
P (X)
V(C,U,X)
C (r,x)
C (plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 698
Potential Capacity 440
Pedestrian Impedance Factor 1. 00 1. 00
Movement Capacity 440
Probability of Queue free St. 0. 96 1. 00
Step 2 : LT from Major St. 4 1
Conflicting Flows 710
Potential Capacity 889
Pedestrian Impedance Factor 1. 00 1 . 00
Movement Capacity 889
Probability of Queue free St. 0. 98 1. 00
Mai L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1. 00 1. 00
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 98
Movement Capacity
Probability of Queue free St. 1. 00 1. 00
Step 4 : LT from Minor St. 7 10
Conflicting Flows 1188
Potential Capacity 208
Pedestrian Impedance Factor 1. 00 1. 00
Mai . L, Min T Impedance factor 0 . 98
Mai . L, Min T Adj . Imp Factor. 0 . 98
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 94
Movement Capacity 203
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.
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 1. 00 1 . 00
Cap. Adj . factor due to Impeding mvmnt 0. 98 0 . 98
Movement Capacity
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 1188
Potential Capacity 208
Pedestrian Impedance Factor 1. 00 1. 00
Maj . L, Min T Impedance factor 0 . 98
Maj . L, Min T Adj . Imp Factor. 0. 98
Cap. Adj . factor due to Impeding mvmnt 0. 98 0. 94
Movement Capacity 203
Results for Two-stage process :
a
y
C t 203
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 21 17
Movement Capacity (vph) 203 440
Shared Lane Capacity (vph) 267
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 203 440
Volume 21 17
Delay
Q Sep
Q Sep +1
round (Qsep +1)
n max
C sh 267
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 L LR
v (vph) 20 38
C (m) (vph) 889 267
v/c 0 . 02 0. 14
95% queue length 0 . 07 0. 49
Control Delay 9. 1 20 . 7
LOS A C
Approach Delay 20 . 7
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p (oj ) 1. 00 0. 98
v(il) , Volume for stream 2 or 5
v(i2) , Volume for stream 3 or 6
s (il) , Saturation flow rate for stream 2 or 5
s (i2) , Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT) , Delay for stream 1 or 4 9. 1
N, Number of major street through lanes
d(rank, l) Delay for stream 2 or 5
SCDPW Traffic
Flow Data
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
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Counts-Manual
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doe
lvuordth Road (C . R . 48)
at the
ChapelLane
NP: 27120-Nortli Wind Village
File: Admin/Reports/TIS.doc
DUNN ENGINEERING ASSOCIATES
Site Code : PAGE: 1
N-S Street: Chapel Lane FILE: c48chaam
E-W Street: Sound Avenue CR 48
DAY OF WIC : Wednesday Movements by: Primary DATE: 8/29/07
----------------------------------------------------------------------------------------------------------------------------------
Time From North From East From South From West Vehicle
Begin RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total
----------------------------------------------------------------------------------------------------------------------------------
7:00 AM 0 0 0 0 38 3 3 0 6 9 109 0 168
7:15 0 0 0 0 163 6 4 0 12 16 102 0 203
7:30 0 0 0 0 55 2 2 0 10 8 78 0 155
7:45 0 0 0 0 46 7 2 0 5 16 77 0 153
HR TOTAL 0 0 0 0 202 18 11 0 33 49 366 0 679
8:00 AM 0 0 0 0 80 6 5 0 21 17 109 0 238
8:15 0 0 0 0 70 8 4 0 8 20 93 0 203
8:30 0 0 0 0 83 1 0 0 16 7 63 0 170
8:45 0 0 0 0 52 5 0 0 10 12 107 0 186
HR TOTAL 0 0 0 0 285 20 9 0 55 56 372 0 797
----------------------------------------------------------------------------------------------------------------------------------
DAY TOTAL 0 0 0 0 487 38 20 0 88 105 738 0 1476
PEAK PERIOD ANALYSIS FOR THE PERIOD: 7:00 AM - 9:00 AM
DIRECTION START PEAK HR .......I VOLUMES ........ .... PERCENTS ...
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
-----------------------------------------------------------------------------------------------
North 12:00 AM 0.00 0 0 0 0 0 0 0
East 8:00 AM 0.89 0 285 20 305 0 93 7
South 8:00 AM 0.62 9 0 55 64 14 0 86
West 8:00 AM 0.85 56 372 0 428 13 87 0
Entire Intersection
North 8:00 AM 0.00 0 0 0 0 0 0 0
East 0.89 0 285 20 305 0 93 7
South 0.62 9 0 55 64 14 0 86
West 0.85 56 372 0 428 13 87 0
FST-=� .g
DUNN ENGINEERING ASSOCIATES
Site Code PAGE: 1
N-S Street: Chapel Lane FILE: c48chaam
E-W Street: Sound Avenue CR 48
DAY OF WK : Wednesday Movements by: Primary DATE: 8/29/07
----------------------------------------------------------------------------------------------------------------------------------
Total Turning Volumes for the Period: 8:00 AM 9:00 AM
Chapel Lane N
W—+—E
S
0
0 0 0 ............ig
Lo 0
340 F
Sound =Avenue CR 48 305 285
0 L 20
372 428 Sound Avenue CR 48
381
56 F 64
1 55 0 9
76
3ane
Chapel L
DUNN ENGINEERING ASSOCIATES
Site Code : PAGE: 1
N-S Street: Chapel Lane FILE: c48chapm
E-W Street: Sound Avenue CR 48
DAY OF WK : Tuesday Movements by: Primary DATE: 8/28/07
----------------------------------------------------------------------------------------------------------------------------------
Time From North From East From South From West Vehicle
Begin RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total
------------------------------------—--------------------------------------------------------------------------------------------
4:00 PM 0 0 0 0 120 2 3 0 26 17 88 0 256
4:15 0 0 0 0 93 6 6 0 19 13 94 0 231
4:30 0 0 0 0 145 5 4 0 16 10 82 0 262
4:45 0 0 0 0 103 4 6 0 17 17 105 0 252
HR TOTAL 0 0 0 0 461 17 19 0 78 57 369 0 1001
5:00 PM 0 0 0 0 118 4 11 0 27 10 89 0 259
5:15 0 0 0 0 78 3 8 0 16 13 105 0 223
5:30 0 0 0 0 131 4 4 0 15 10 81 0 245
5:45 0 0 0 0 76 4 2 0 12 17 62 0 173
HR TOTAL 0 0 0 0 403 15 25 0 70 50 337 0 900
----------------------------------------------------------------------------------------------------------------------------------
DAY TOTAL 0 0 0 0 864 32 44 0 148 107 706 0 1901
PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM
DIRECTION START PEAK HR ........ VOLUMES ........ .... PERCENTS ...
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
-----------------------------------------------------------------------------------------------
North 12:00 AM 0.00 0 0 0 0 0 0 0
East 4:00 PM 0.80 0 461 17 478 0 96 4
South 4:15 PM 0.70 27 0 79 106 25 0 75
West 4:30 PM 0.88 50 381 0 431 12 88 0
Entire Intersection
North 4:15 PM 0.00 0 0 0 0 0 0 0
East 0.80 0 459 19 478 0 96 4
South 0.70 27 0 79 106 25 0 75
West 0.86 50 370 0 420 12 88 0
DUNN ENGINEERING ASSOCIATES
Site Code PAGE: 1
N-S Street: Chapel Lane FILE: c48chapm
E-W Street: Sound Avenue CR 48
DAY OF WK : Tuesday Movements by: Primary DATE: 8/28/07
----------------------------------------------------------------------------------------------------------------------------------
Total Turning Volumes for the Period: 4:15 PM 5:15 PM
Chapel Lane N
S
0
0 0 0
11 g
Lo 0
538
SoundAvenue48 4 F
Avenue C 78 459
0 L 19
370 420 Sound Avenue CR 48
397
50 F 106 ----1
79 0 27
69
CLane
Chapel
DUNN ENGINEERING ASSOCIATES
Site Code PAGE: 1
N-S Street: Chapel Lane FILE: c48chasa
E-W Street: Sound Avenue CR 48
DAY OF WK : Saturday Movements by: Primary DATE: B/25/07
----------------------------------------------------------------------------------------------------------------------------------
Time From North From East From South From West Vehicle
Begin RT THRU LT RT, THRU LT RT THRU LT RT THRU LT Total
----------------------------------------------------------------------------------------------------------------------------------
11:00 AM 0 0 0 0 82 8 5 0 12 18 145 0 270
11:15 0 0 0 0 92 9 4 0 13 21 122 0 261
11:30 0 0 0 0 79 7 10 0 12 1B 141 0 267
11:45 0 0 0 0 132 9 6 0 10 15 146 0 318
HR TOTAL 0 0 0 0 385 33 25 0 47 72 554 0 1116
12:00 PM 0 0 0 0 63 4 10 0 14 10 149 0 270
12:15 0 0 0 0 101 5 6 0 13 14 170 0 309
12:30 0 0 0 0 80 10 4 0 10 10 134 0 248
12:45 0 0 0 0 139 6 9 0 5 16 115 0 290
HR TOTAL 0 0 0 0 403 25 29 0 42 50 568 0 1117
1:00 PM 0 0 0 0 109 11 11 0 14 20 134 0 299
1:15 0 0 0 0 82 5 7 0 10 15 164 0 283
1:30 0 0 0 0 83 6 6 0 15 21 158 0 289
1:45 D 0 0 0 137 6 5 0 9 12 103 0 272
HR TOTAL 0 0 0 0 411 28 29 0 48 68 559 0 1143
----------------------------------------------------------------------------------------------------------------------------------
DAY TOTAL 0 0 0 0 1199 86 83 0 137 190 1681 0 3376
PEAK PERIOD ANALYSIS FOR THE PERIOD: 11:00 AM - 2:00 PM
DIRECTION START PEAK HR ........ VOLUMES ........ .... PERCENTS ...
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
-----------------------------------------------------------------------------------------------
North 12:00 AM 0.00 0 0 0 0 0 0 0
East 12:15 PM 0.79 0 429 32 461 0 93 7
South 11:30 AM 0.84 32 0 49 81 40 0 60
West 11:30 AM 0.90 57 606 0 663 9 91 0
Entire Intersection
North 11:30 AM 0.00 0 0 0 0 0 0 0
East 0.74 0 395 25 420 0 94 6
South 0.84 32 0 49 81 40 0 60
West 0.90 57 606 0 663 9 91 0
DUNN ENGINEERING ASSOCIATES
Site Code PAGE: 1
N-S Street: Chapel Lane FILE: c48chasa
E-W Street: Sound Avenue CR 48
DAY OF WK : Saturday Movements by: Primary DATE: 8/25/07
----------------------------------------------------------------------------------------------------------------------------------
Total Turning Volumes for the Period: 11:30 AM - 12:30 PM
Chapel Lane. N
W--d—E
S
0
0 0 0 lig
Lo 0
444 F
SoundAvenueCR 48 420 395
0 L 25
606 663 Sound Avenue CR 48
638
57 81 -7
49 0 32
82
CLane
Chapel
North Road
48)
(C . R .
at
Queen Street
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
DUNN ENGINEERING ASSOCIATES
Site Code : PAGE: 1
N-S Street: Queen Street FILE: c48queam
E-W Street: Sound Avenue CR 48
DAY OF WK : Wednesday Movements by: Primary DATE: 8/29/07
----------------------------------------------------------------------------------------------------------------------------------
Time From North From East From South From West Vehicle
Begin RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total
----------------------------------------------------------------------------------------------------------------------------------
7:00 AM D 0 0 0 44 0 0 0 0 1 106 0 151
7:15 0 0 0 0 61 0 2 0 0 0 107 0 170
7:30 D 0 0 0 56 1 0 0 0 0 77 0 134
7:45 D 0 0 0 61 0 0 0 0 0 80 0 141
HR TOTAL 0 0 0 0 222 1 2 0 0 1 370 0 596
8:00 AM D 0 0 0 72 0 0 0 0 0 101 0 173
8:15 D 0 0 0 80 0 0 0 0 3 93 0 176
8:30 0 0 0 0 84 0 1 0 1 0 67 0 153
8:45 0 0 0 0 59 0 2 0 0 1 100 0 162
HR TOTAL 0 0 0 0 295 0 3 0 1 4 361 0 664
----------------------------------------------------------------------------------------------------------------------------------
DAY TOTAL 0 0 0 0 517 1 5 0 1 5 731 0 1260
PEAK PERIOD ANALYSIS FOR THE PERIOD: 7:00 AM - 9:00 AM
DIRECTION START PEAK HR ........ VOLUMES ........ ... . PERCENTS ...
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
-----------------------------------------------------------------------------------------------
North 12:00 AM 0.00 0 0 0 0 0 0 0
East 7:45 AM 0.88 0 297 0 297 0 %100 0
South 8:00 AM 0.50 3 0 1 4 75 0 25
West 7:00 AM 0.87 1 370 0 371 0 X100 0
Entire Intersection
North 8:00 AM 0.00 0 0 0 0 0 0 0
East 0.88 0 295 0 295 0 X100 0
South 0.50 3 0 1 4 75 0 25
West 0.90 4 361 0 365 1 99 0
p� �� ,9-f
DUNN ENGINEERING ASSOCIATES
Site Code PAGE: 1
N-S Street: Queen Street FILE: c48queam
E-W Street: Sound Avenue CR 48
DAY OF WK : Wednesday Movements by: Primary DATE: 8/29/07
----------------------------------------------------------------------------------------------------------------------------------
Total Turning Volumes for the Period: 8:00 AM - 9:00 AM
QueenStreet N
W--d—E
S
0
0 0 0 ..........ig
Lo 0
296 F
SoundAvenueCR 48 295 295
L
0 0
1
361 365 Sound Avenue CR 48
364
4 4 kid
1 0 3
4
Queen Street
DUNN ENGINEERING ASSOCIATES
Site Code : PAGE: 1
N-S Street: Queen Street FILE: c48quepm
E-W Street: Sound Avenue CR 48
DAY OF WK : Tuesday Movements by: Primary DATE: 8/28/07
------------------------------—-------------------------------------------------------------------------------------------------
Time From North From East From South From West Vehicle
Begin RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total
----------------------------------------------------------------------------------------------------------------------------------
4:00 PM 0 0 0 0 120 1 1 0 1 1 94 0 218
4:15 0 0 0 0 94 0 1 0 2 1 98 0 196
4:30 0 0 0 0 142 1 0 0 1 0 84 0 228
4:45 0 0 0 0 104 0 0 0 0 1 109 0 214
HR TOTAL 0 0 0 0 460 2 2 0 4 3 385 0 856
5:00 PM 0 0 0 0 120 3 3 0 1 2 96 0 225
5:15 0 0 0 0 80 2 0 0 2 1 108 0 193
5:30 0 0 0 0 134 1 0 0 0 3 86 0 224
5:45 0 0 0 0 77 1 1 0 1 0 67 0 147
HR TOTAL 0 0 0 0 411 7 4 0 4 6 357 0 789
----------------------------------------------------------------------------------------------------------------------------------
DAY TOTAL 0 0 0 0 871 9 6 0 8 9 742 0 1645
PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM
DIRECTION START PEAK HR ........ VOLUMES ........ .... PERCENTS ...
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
-----------------------------------------------------------------------------------------------
North 12:00 AM 0.00 0 0 0 0 0 0 0
East 4:15 PM 0.81 0 460 4 464 0 99 1
South 4:15 PM 0.50 4 0 4 8 50 0 50
West 4:45 PM 0.92 7 399 0 406 2 98 0
Entire Intersection
North 4:15 PM 0.00 0 0 0 0 0 0 0
East 0.81 0 460 4 464 0 99 1
South 0.50 4 0 4 8 50 0 50
West 0.89 4 387 0 391 1 99 0
PHS =6�9
DUNN ENGINEERING ASSOCIATES
Site Code : PAGE: 1
N-S Street: Queen Street FILE: c48quepm
E-W Street: Sound Avenue CR 48
DAY OF WK : Tuesday Movements by: Primary DATE: 8/28/07
----------------------------------------------------------------------------------------------------------------------------------
Total Turning Volumes for the Period: 4:15 PM - 5:15 PM
Queen Street N
W--}—E
S
0
0 0 0
L0 0
PSound=RAvenue C 48 464 460
0 4
L
387 391 Sound Avenue CR 48
391
4 � 8
4 0 4
8
Queen Street
DUNN ENGINEERING ASSOCIATES
Site Code : PAGE: 1
N-S Street: Queen Street FILE: c48quesa
E-W Street: Sound Avenue CR 48
DAY OF WK : Saturday Movements by: Primary DATE: 8/25/07
------------------------------------------------------------------—--------------------------------------------------------------
Time From North From East From South From West Vehicle
Begin RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total
-------------------------------------------------------------------------------------—-------------------------------------------
11:00 AM 0 0 0 0 100 4 4 0 6 1 151 0 266
11:15 0 0 0 0 91 5 4 0 3 2 142 0 247
11:30 0 0 0 0 92 1 5 0 0 3 146 0 247
11:45 0 0 0 0 132 1 7 0 2 2 162 0 306
HR TOTAL 0 0 0 0 415 11 20 0 11 B 601 0 1066
12:00 PM 0 0 0 0 102 3 7 0 2 2 165 0 281
12:15 0 0 0 0 110 7 2 0 4 3 178 0 304
12:30 0 0 0 0 95 10 1 0 3 3 145 0 257
12:45 0 0 0 0 145 3 5 0 5 5 128 0 291
HR TOTAL 0 0 0 0 452 23 15 0 14 13 616 0 1133
1:00 PM 0 0 0 0 124 10 8 0 4 5 146 0 297
1:15 0 0 0 0 88 4 3 0 1 3 169 0 268
1:30 0 0 0 0 100 3 5 0 2 6 151 0 267
1:45 0 0 0 0 136 1 2 0 3 5 125 0 272
HR TOTAL 0 0 0 0 448 18 18 0 10 19 591 0 1104
----------------------------------------------------------------------------------------------------------------------------------
DAY TOTAL 0 0 0 0 1315 52 53 0 35 40 1808 0 3303
PEAK PERIOD ANALYSIS FOR THE PERIOD: 11:00 AM - 2:00 PM
DIRECTION START PEAK HR ........ VOLUMES ........ .. . . PERCENTS ...
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
-----------------------------------------------------------------------------------------------
North 12:00 AM 0.00 0 0 0 0 0 0 0
East 12:15 PM 0.85 0 474 30 504 0 94 6
South 12:45 PM 0.69 21 0 12 33 64 0 36
West 11:30 AM 0.91 10 651 0 661 2 98 0
Entire Intersection
North 12:15 PM 0.00 0 0 0 0 0 0 0
East 0.85 0 474 30 504 0 94 6
South 0.67 16 0 16 32 50 0 50
West 0.85 16 597 0 613 3 97 0
DUNN ENGINEERING ASSOCIATES
Site Code . raoE. 1
m'a Street: Queen Street rzam. c*onuea^
Ew Street: Sound Avenue cu ua
o^x OF wu . Saturday Movements by: Primary ouro. o/zs/o,
___________________________________________________________________
rotaz Turning Volumes for the Period- 12.15 rw z.zs PM
Queen Street N
O | O | OU
MFO 0
490
FSound AvenueCR 48 504 474
0 L— 30
597 613 Sound J�r �� �8
16 —� 32 613
�— --1
| |
. .
16 O 16
North Road
(C . R .
at
Moores Lane
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doe
DUNN ENGINEERING ASSOCIATES
Site Code PAGE: 1
N-S Street: Moores Lane FILE: c48moram
E-W Street: Sound Avenue CR 48
DAY OF WK : Wednesday Movements by: Primary DATE: 8/29/07
-------------------------------------------------------------------------------------------------------------------—-------------
Time From North From East From South From West Vehicle
Begin RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total
----------------------------------------------------------------------------------------------------------------------------------
7:00 AM 0 0 0 0 56 6 9 0 9 12 102 0 194
7:15 0 0 0 0 44 7 2 0 8 4 90 0 155
7:30 0 0 0 0 48 7 5 0 7 4 66 0 137
7:45 0 0 0 0 72 9 9 0 4 11 81 0 186
HR TOTAL 0 0 0 0 220 29 25 0 28 31 339 0 672
8:00 AM 0 0 0 0 65 9 11 0 9 9 92 0 195
8:15 0 0 0 0 83 13 4 0 7 12 73 0 192
8:30 0 0 0 0 56 14 14 0 12 5 83 0 184
8:45 0 0 0 0 46 13 12 0 12 10 99 0 192
HR TOTAL 0 0 0 0 250 49 41 0 40 36 347 0 763
----------------------------------------------------------------------------------------------------------------------------------
DAY TOTAL 0 0 0 0 470 78 66 0 68 67 686 0 1435
PEAK PERIOD ANALYSIS FOR THE PERIOD: 7:00 AM - 9:00 AM
DIRECTION START PEAK HR ........ VOLUMES ........ .... PERCENTS ..
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
-----------------------------------------------------------------------------------------------
North 12:00 AM 0.00 0 0 0 0 0 0 0
East 7:45 AM 0.84 0 276 45 321 0 86 14
South 8:00 AM 0.78 41 0 40 81 51 0 49
West 8:00 AM 0.88 36 347 0 383 9 91 0
Entire Intersection
North 8:00 AM 0.00 0 0 0 0 0 0 0
East 0.78 0 250 49 299 0 84 16
South 0.78 41 0 40 81 51 0 49
West 0.88 36 347 0 383 9 91 0
DUNN ENGINEERING ASSOCIATES
Site Code PAGE: 1
N-S Street: Moores Lane FILE: c48moram,
E-W Street: Sound Avenue CR 48
DAY OF WK : Wednesday Movements by: Primary DATE: 8/29/07
----------------------------------------------------------------------------------------------------------------------------------
Total Turning Volumes for the Period: 8:00 AM 9:00 AM
Moores Lane N
W-- j—E
S
0
0 0 0 .1i —
JLo 0
290
MF
Sound Avenue CR 48 2 99 250
0 L 49
347 383 Sound Avenue CR 48
388
F36 81
40 0 41
8l5
Moores Lane
DUNN ENGINEERING ASSOCIATES
Site Code : PAGE: 1
N-S Street: Moores Lane FILE: c48morpm
E-W Street: Sound Avenue CR 48
DAY OF WK : Tuesday Movements by: Primary DATE: 8/21/07
----------------------------------------------------------------------------------------------------------------------------------
Time From North From East From South From West Vehicle
Begin RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total
----------------------------------------------------------------------------------------------------------------------------------
4:00 PM 0 0 0 0 80 5 10 0 11 13 67 0 186
4:15 0 0 0 0 77 6 7 0 8 16 76 0 190
4:30 0 0 0 0 103 9 4 0 14 19 66 0 215
4:45 0 0 0 0 97 4 11 0 2 8 64 0 186
HR TOTAL 0 0 0 0 357 24 32 0 35 56 273 0 777
5:00 PM 0 0 0 0 50 6 8 0 8 4 85 0 161
5:15 0 0 0 0 56 2 9 0 5 10 74 0 156
5:30 0 0 0 0 59 4 6 0 8 11 52 0 140
5:45 0 0 0 0 139 7 5 0 10 16 60 0 237
HR TOTAL 0 0 0 0 304 19 28 0 31 41 271 0 694
----------------------------------------------------------------------------------------------------------------------------------
DAY TOTAL 0 0 0 0 661 43 60 0 66 97 544 0 1471
PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM
DIRECTION START PEAK HR ........ VOLUMES ........ ... . PERCENTS ...
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
-----------------------------------------------------------------------------------------------
North 12:00 AM 0.00 0 0 0 0 0 0 0
East 4:00 PM 0.85 0 357 24 381 0 94 6
South 4:00 PM 0.80 32 0 35 67 48 0 52
West 4:15 PM 0.92 47 291 0 338 14 86 0
Entire Intersection
North 4:00 PM 0.00 0 0 0 0 0 0 0
East 0.85 0 357 24 381 0 94 6
South 0.80 32 0 35 67 48 0 52
West 0.89 56 273 0 329 17 83 0
�l � t?
,�d
DUNN ENGINEERING ASSOCIATES
Site Code : PAGE: I
N-S Street: Moores Lane FILE: c48morpm
E-W Street: Sound Avenue CR 48
DAY OF WK : Tuesday movements by: Primary DATE: 8/21/07
----------------------------------------------------------------------------------------------------------------------------------
Total Turning Volumes for the Period: 4:00 PM 5:00 PM
Moores Lane N
S
0
0 0 0 IiiA
Lo 0
392
SoundAvenue48 3 F
Avenue C 81 357
0 L 24
273 329 Sound Avenue CR 48
56 67 ---- 305
F 6iij
35 0 32
8l0
Moores Lane
DUNN ENGINEERING ASSOCIATES
Site Code : 27120.00 PAGE: 1
N-S Street: Moores Lane FILE: cr48mors
E-W Street: Sound Avenue CR 48
DAY OF WK : Saturday Movements by: Primary DATE: 8/25/07
----------------------------------------------------------------------------------------------------------------------------------
Time From North From East From South From West Vehicle
Begin RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total
----------------------------------------------------------------------------------------------------------------------------------
11:00 AM 0 0 0 0 95 9 10 0 16 14 141 0 285
11:15 0 0 0 0 99 20 17 0 8 12 115 0 271
11:30 0 0 0 0 93 11 19 0' 9 16 140 0 288
11:45 0 0 0 0 111 10 17 0 12 22 147 0 319
HR TOTAL 0 0 0 0 398 50 63 0 45 64 543 0 1163
12:00 PM 0 0 0 0 99 16 16 0 11 16 150 0 308
12:15 0 0 0 0 103 10 9 0 18 20 160 0 320
12:30 0 0 0 0 88 15 16 0 5 10 129 0 263
12:45 0 0 0 0 134 13 14 0 16 15 127 0 319
HR TOTAL 0 0 0 0 424 54 55 0 50 61 566 0 1210
1:00 PM 0 0 0 0 130 14 10 0 13 18 124 0 309
1:15 0 0 0 0 86 17 9 0 7 32 150 0 301
1:30 0 0 0 0 131 14 6 0 7 25 130 0 313
1:45 0 0 0 0 115 9 11 0 10 19 132 0 296
HR TOTAL 0 0 0 0 462 54 36 0 37 94 536 0 1219
----------------------------------------------------------------------------------------------------------------------------------
DAY TOTAL 0 0 0 0 1284 158 154 0 132 219 1645 0 3592
PEAK PERIOD ANALYSIS FOR THE PERIOD: 11:00 AM - 2:00 PM
DIRECTION START PEAK HR ........ VOLUMES ........ . ... PERCENTS . ..
FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left
-----------------------------------------------------------------------------------------------
North 12:00 AM 0.00 0 0 0 0 0 0 0
East 12:45 PM 0.92 0 481 58 539 0 89 11
South 11:30 AM 0.96 61 0 50 111 55 0 45
West 11:30 AM 0.93 74 597 0 671 11 89 0
Entire Intersection
North 12:45 PM 0.00 0 0 0 0 0 0 0
East 0.92 0 481 58 539 0 89 11
South 0.68 39 0 43 82 48 0 52
West 0.85 90 531 0 621 14 86 0
DUNN ENGINEERING ASSOCIATES
Site Code : 27120.00 PAGE: 1
N-S Street: Moores Lane FILE: cr48mors
E-W Street: Sound Avenue CR 48
DAY OF WK : Saturday Movements by: Primary DATE: 8/25/07
----------------------------------------------------------------------------------------------------------------------------------
Total Turning Volumes for the Period: 12:45 PM - 1:45 PM
Moores Lane N
W-4—E
S
0
0 0 0 lig
Lo 0
524 F
SoundAvenueCR 48 539 481
L
0 58
1
531 621 Sound Avenue CR 48
570
90 F 82 7 6id
43 0 39
148
MLane
Moores
Traffic Volume Counts
Supplemental ATR
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doe
Eastbound North Road (C . R . 48)
West of
Queen Street
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
09/04/07 Page: 1
10:24 : 12 66 Main Street
Westhampton Beach 11978
(516) 288-2480
*** Basic Count Print (#302) ***
********************************************************************************
Site ID CR48WOFQUEENEB Data Starts 13:00 on 08/22/07
Info 1 Data Ends 10:30 on 08/31/07
Info 2 s ot� Avs Adj . Factor 1.000%
********************************************************************************
Lane #1 Info
Lane Mode Normal Sensor Used Axle
********************************************************************************
*************************** Lane 1 Basic Count Print ***************************
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/22/07 13:00 86 88 82 79 335
14:00 97 102 83 112 394
15:00 88 103 93 103 387
16:00 78 101 100 110 389
17:00 114 85 93 84 376
18:00 90 82 64 60 296
19:00 62 56 52 46 216
20:00 45 44 36 32 157
21: 00 38 34 29 19 120
22:00 19 18 22 17 76
23:00 5 15 14 12 46
Daily Total 2792 Average Period: 62.0
AM Total 0 ( 0.0%) Average Hour 253. 8
PM Total 2792 (100.0%)
Peak AM Hour: Peak AM Factor:
Peak PM Hour: 16:15= 425 ( 15.2%) Peak PM Factor: 0. 932
^
Data Time :OO :15 :30 :45 Total
---------------------------------------------
08/23/07 OO:OU 7 5 O 4 32
0I:00 3 3 2 2 9
02:00 3 4 2 3 12
03:00 l 0 O O I
04 ;00 O 0 4 2 6
05:00 2 4 l& 14 34
06:00 41 56 71 I00 268
07:00 81 129 81 87 378
08:00 102 87 77 120 386
09:00 134 I05 112 62 413
10:00 80 75 86 96 337
1I:00 94 91 99 97 381
I2:00 I05 135 90 112 443
I3:00 I09 1I7 97 83 416
14 :00 107 113 ill 102 433
15:00 114 Ill lOU 107 432
16:00 97 120 1I5 118 450
I7:00 106 I09 lOU 104 419
I8:00 88 81 30 22 221
I9:00 28 30 23 25 I06
20:00 19 15 35 40 99
21:00 32 38 24 37 132
22:00 31 32 17 19 99
23:00 16 18 IO IO 54
Daily Total 5550 Average Period: 57'2
IBM Total 2247 < 40'5%) Average gooz 23I.3
PM Total 3303 < 59'5%)
Peak AM Hour: 08:45= 471 < 8'5&) Peak AM Factor: 0'879
Peak PM Booz: I6: 15= 459 < 8.3%) Peak PM Factor: 0' 956
,
Date Time :00 :I5 :30 :45 Total
---------------------------------------------
08/24/07 00:00 4 Il 6 9 30
Ol:OO 4 4 I 4 13
02:00 5 3 I 2 lU
03/00 3 2 2 0 7
O4 ;00 2 l A 0 7
05:00 7 lI 7 23 48
06:00 34 51 85 94 264
07:00 105 133 I05 112 456
08:00 91 1I5 103 127 436
09:00 149 108 72 98 427
I0:00 125 I10 113 I24 472
Il:OO 145 118 I28 I50 541
12:00 128 135 123 142 528
13:00 141 115 lIO 122 488
I4 :00 121 137 I15 98 471
15:00 134 138 132 138 542
16:00 144 146 129 134 553
17 :00 144 119 115 143 521
18 :00 124 127 99 106 456
19:00 98 114 94 84 390
20:00 61 83 75 70 289
2I:00 65 71 51 54 241
22;00 54 46 41 32 173
23:00 40 30 31 16 1I7
Daily Total 7480 Average Period: 77.1
AM Total 27I1 ( 36.2%> Average Hour 3I1.7
BM Total 4769 ( 63'8%>
Peak &M Hour: 11:00= 541 ( 7.2%) Peak AM Factor: 0' 902
Peak PM Boor: 15:30= 560 ( 7.5%> Peak PM Factor: 0' 959
,
^
Date Time :OO :15 .30 :45 Total
---------------------------------------------
08/25/07 00:00 12 12 14 12 50
Ol:OO 7 16 9 7 39
02:00 5 3 4 2 14
03:00 8 I I 5 15
04:00 I I 2 9 13
05:00 9 8 19 23 59
06:00 50 59 73 85 267
07:00 85 106 69 68 328
08:00 95 1I6 88 143 442
09:08 133 115 99 109 456
I0:00 I12 128 1I7 I37 494
11:00 154 143 149 I61 607
12:00 178 189 148 139 652
13;00 159 178 158 128 523
I4:00 144 145 147 127 563
15:00 1I9 137 93 127 476
IG:OO I06 I05 125 1I8 454
I7:00 I07 ll] I00 IIO 430
I8:00 77 74 99 86 335
19:00 82 84 66 80 312
20:00 66 64 41 53 224
21:00 43 50 27 34 154
22:00 49 29 39 38 155
23;00 23 27 31 30 ill
Daily Total 7274 Average Period: 75.0
AM Total ; 2784 ( 38,3%> Average Hour 303.I
PM Total 4490 ( 6I.7%>
Peak AM Boor: Il;OO= 607 ( 8.3%) Peak AM Factor: 0, 943
Peak PM Hour: I2:00= 652 < 9.0%> Peak BM Factor: 0.862
"
Date Time ;OO ,15 \30 :45 Total
---------------------------------------------
08/26/07 00'00 14 17 17 7 55
01:00 12 7 7 7 33
02:00 7 5 5 4 21
03:00 3 O 2 3 8
04:00 5 0 I ] 9
05:00 4 II 14 27 56
06:00 35 41 47 68 I91
07:00 74 85 71 67 297
08:00 70 77 66 89 302
09:00 98 I19 93 113 423
10:00 118 92 107 152 469
lI:OU 13I 126 130 163 550
I2:00 168 I69 174 138 649
13:00 170 126 140 113 549
I4;00 122 151 132 108 513
I5;00 105 126 IUl I09 441
16:00 I41 I05 106 1I8 458 `
I7,00 108 90 58 67 323
I8:00 64 79 68 59 270
19:00 45 47 63 52 206
20:00 58 44 42 36 180
21:00 33 42 25 lI ill
32'00 22 20 18 12 72
23:00 14 ll Il 9 45
Daily Total ; 6241 Average Period: 64 .3
AM Total 24I4 < 38.7%) Average Hour 260.0
PM Total 3827 < 61.3%>
Peak AM Hour: Il;OO= 550 ( 8.8%> Peak AM Factor: 0.844
Peak PM Hour: I2:15= 651 ( I0'4%} Peak PM Factor: 0. 935
'
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/27/07 UO:OO 5 3 5 4 17
0I:00 2 l 5 I 7
02:00 3 2 3 O 8
03:00 4 4 U I 9
04 :00 2 3 U 3 8
05:00 4 6 20 22 52
06:00 35 51 89 78 253
07:00 98 131 I03 93 425
08:00 109 87 85 77 358
09:00 132 III 84 96 423
lO:OO 90 90 89 87 356
II:OO 109 BB 90 119 417
I2:00 95 124 I08 81 418
I3:00 101 I04 85 91 38I
14 :00 96 91 95 I01 383
I5:00 89 90 73 81 333
16:00 91 87 74 97 349
17:00 91 93 102 88 374
18:00 56 83 66 72 277
I9:00 65 68 55 48 236
30:00 43 52 42 33 170
21:00 32 33 35 23 123
22:00 22 19 16 15 72
23:00 Il 8 13 12 44
Daily Total 5493 Average Period: 56, 6
AM Total 2333 ( 42.5&> Average Booz 328.9
Bg Total 3I60 ( 57.5%>
Peak DM Booz: 07:I5= 456 ( 7. 9%) Peak AM Factor: 0. 832
Peak PM Hour: I2:I5= 424 ( 7.7%) Peak PM Factor: 0. 855
'
'
Date Time :00 /15 /30 :45 Total
---------------------------------------------
08/28/07 00:00 7 4 I 3 15
01:00 3 l I 4 9
02:00 2 4 l I 8
03;00 O 0 l 4 5
04:00 3 4 7 2 16
05:00 2 9 lO 18 33
06:00 40 47 88 85 260
07:00 71 1I2 lUI 88 372
08:00 lOI 91 86 114 392
09:00 128 ill 73 85 397
10:00 90 84 84 86 344
1I:00 95 92 100 97 384
12:00 95 126 104 IOl 426
13:00 96 93 80 84 353
14 :00 IUI lOO 93 I04 398
15:00 86 88 86 99 359
16:00 96 100 84 I10 394
I7:00 99 115 90 68 372
I8:00 82 66 73 57 278
19'00 62 60 57 55 234
20;00 55 44 40 40 179
21;00 40 32 38 34 144
22:00 32 23 17 15 83
23:00 13 19 12 ll 55
Daily Total 5516 Average Period: 56. 9
AM Total 2241 ( 40. 6%> Average Bnnz 229.8
PM Total 3275 ( 59. 4%>
Peak ;Ug Hour: 08:30= 439 ( 8.0%) Peak AM Factor: 0.857
Peak PM Hour: 12;I5= 427 ( 7.7%) Peak PM Factor: 0'847
�
Date Time :00 :15 :30 z45 Total
---------------------------------------------
08/29/07 00:00 6 8 7 I 22
01:00 3 I 5 l 10
02:00 O 0 3 ] 4
03:00 l 2 2 l 6
04 :00 2 l I 3 7
05:00 3 5 16 18 42
06:UV 29 45 70 75 219
07:00 116 107 83 81 387
08:00 112 IOl 70 I05 388
09:00 137 96 79 87 399
10:00 72 91 82 84 329
I1:00 92 I03 86 107 388
12:00 95 133 106 lOA 438
I3:00 98 ill I00 96 405
14 :00 86 107 83 III 387
15;00 87 79 ill 85 562
16:00 97 105 89 109 400
I7:00 I18 94 82 91 385
18:00 84 85 84 88 341
I9:00 55 71 50 50 236
20:00 52 40 39 37 168
2I:00 39 37 28 25 129
22:00 26 29 21 18 94
23:00 23 15 16 8 62
Daily Total 5608 Average Period: 57.8
IQg Total 2201 ( 39.2%} Average Hour 233.7
PM Total 3407 ( 60.8%)
Peak AM Hour: 08 :45= 417 ( 7.4%) Peak AM Factor: 0.76I
Peak PM Hour: I2:I5= 441 ( 7. 9&) Peak PM Factor: 0.829
'
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/30/07 00:00 4 6 lO 6 26
Ol:OO I O I 4 5
02:00 l 4 I 0 6
03:00 I 0 4 0 5
04;00 l 2 I 8 12
05:00 6 R 14 35 63
06:00 31 54 82 92 259
'
07:00 87 109 85 98 379
08:00 I05 93 IO2 115 415
09:00 116 I06 80 83 385
lU:UU I03 89 88 104 384
ll:OO 12I 109 105 122 457
12:00 118 123 115 108 464
13:00 121 109 I14 108 452
14:00 1I2 91 98 100 401
I5: 00 102 86 10I 81 370
16'00 10I 107 I18 97 423
17;00 106 128 I07 121 462
I8:00 86 84 73 92 335
19:00 85 74 82 64 305
20:00 64 54 47 43 208
2I:00 47 45 32 35 159
22;00 41 33 28 19 12I
23;00 18 13 12 13 56
Daily Total 6153 Average Period: 63.4
AM Total : 2397 ( 39.0%} Average Hour : 256.4
PM Total 3756 < 6I.0%}
Peak AM Hour: lI:OO= 457 ( 7.40> Peak AM Factor: 0. 936
Peak PM Hour: 12:15= 467 < 7.6%> Peak PM Factor: 0. 949
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/31/07 00:00 11 4 11 8 34
01:00 9 4 3 1 17
02:00 3 0 3 1 7
03:00 1 0 3 2 6
04:00 0 4 1 5 10
05:00 2 6 14 28 50
06:00 35 55 93 91 274
07:00 84 114 96 112 406
08:00 97 92 96 119 404
09:00 133 118 73 113 437
10:00 100 121 112 333
Daily Total 1978 Average Period: 46.0
AM Total 1978 (100.0%) Average Hour 179.8
PM Total 0 ( 0.0%)
Peak AM Hour: 08:30= 466 ( 23.6%) Peak AM Factor: 0.876
Peak PM Hour: Peak PM Factor:
GRAND TOTALS
*********************x*********** LANE 1 FINAL *********************************
Grand Total 54085 Average Period: 62. 6
# Of Days 9 ADT 6009
AM Total 21306 ( 39.40) Average Hour 252.7
PM Total 32779 ( 60.6%)
Peak AM Hour: 11:00= 607 (08/25/07) Peak AM Factor: 0. 943
Peak PM Hour: 12:00= 652 (08/25/07) Peak PM Factor: 0.862
Westbound North Road (C . R .
West of
Queen Street
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
09/04/07 Page: 1
10:21:20 66 Main Street
Westhampton Beach 11978
(516) 288-2480
*** Basic Count Print (#302) ***
********************************************************************************
Site ID CR48WBWOFQUEEN Data Starts 13:15 on 08/22/07
Info 1 Data Ends 10:30 on 08/31/07
Info 2 : '03Q ME 109, Adj . Factor 1.000%
********************************************************************************
Lane #1 Info
Lane Mode Normal Sensor Used Axle
********************************************************************************
*************************** Lane 1 Basic Count Print ***************************
Date Time :00 :15 :30 : 45 Total
---------------------------------------------
08/22/07 13:00 67 93 112 272
14 :00 83 91 141 85 400
15:00 101 116 114 133 464
16:00 157 104 102 168 531
17:00 123 78 128 75 404
18:00 154 93 105 52 404
19:00 47 52 57 87 243
20:00 74 102 76 27 279
21:00 26 21 20 40 107
22:00 26 59 12 7 104
23:00 23 17 26 3 69
Daily Total 3277 Average Period: 74 .5
AM Total 0 ( 0.0%) Average Hour 297. 9
,PM Total 3277 (100.0%)
Peak AM Hour: Peak AM Factor:
Peak PM Hour: 16:00= 531 ( 16.2%) Peak PM Factor: 0.790
^
^
Date Time :00 :I5 :30 /45 Total
---------------------------------------------
08/23/07 00:00 14 3 2 4 23
0I:00 5 4 3 3 15
02:00 3 3 2 I 9
03:00 l 2 O 2 5
04 :00 2 4 4 2 12
05:00 5 8 9 16 38
06*:00 13 31 34 42 120
07:00 33 64 62 72 231
08:00 60 65 99 73 297
09:00 81 65 66 76 288
10:00 76 65 127 74 342
1I:00 62 70 75 108 315
I3:00 87 85 132 86 390
I3:00 115 106 III 97 429
I4:00 IOl 95 102 132 430
I5:00 114 119 186 I04 523
I6:00 I33 12I I60 122 536
I7:00 135 89 67 112 403
18:00 155 105 I06 68 434
19:00 47 55 56 98 256
20:00 79 73 87 27 266
21:00 35 37 21 56 149
22:00 58 34 13 16 I31
23:00 lO 12 12 19 61
Daily Total 5693 Average Period: 58.7
AM Total 1695 ( 39.8&> Average Boor 237.2
PM Total 3998 ( 70,2&}
Peak AM Hour: 09:45= 344 ( 6.0%> Peak AM Factor: 0. 677
Peak BM Hour: I4 :45= 551 ( 9.7%> Peak PM Factor: 0,74I
^
Date Time :00 :I5 :30 :45 Total
---------------------------------------------
08/24/07 00:00 Il ll 4 5 31
0I:00 I 5 I 3 10
02'00 2 3 l l 7
03:00 8 2 3 3 12
04 :00 I G 5 5 17
05;00 3 8 14 19 44
06:00 15 JO 24 36 115
07:00 48 54 58 76 236
08 :00 57 57 82 94 290
09:00 78 78 77 93 335
10:00 81 86 80 IO2 349
II:OO 96 I07 98 142 442
12:00 I13 117 118 142 490
I3:00 93 130 126 97 446
14 :00 103 lII 98 152 464
I5:00 125 99 I32 142 498
I6'00 149 109 166 157 581
17;00 122 llJ 153 68 456
18;00 178 127 88 77 470
19:00 67 63 96 58 284
20:00 125 47 60 81 313
21:00 93 45 85 46 269
22;00 56 50 66 34 186
23:00 33 35 41 20 127
Daily Total 6464 Average Period: 66.6
JM Total 1880 < 29.1%} Average Hour 269.3
PM Total 4584 < 70. 9%)
Peak AM Hour: 1I:00= 443 ( 6. 9%> Peak AM Factor: 0,780
Peak Pg Hour: 16:00= 581 ( 9.0%> Peak BM Factor: 0.875
^
Date Time ;UU :15 .30 :45 Total
---------------------------------------------
08/25/07 00:00 19 ll 8 10 48
Ol:OO Il 6 6 9 32
02:00 4 II 8 4 27
03:00 3 l 2 l 7
04:00 4 7 2 I 14
05:00 l 6 5 13 25
06:00 6 22 24 41 93
07z00 28 35 59 67 189
08:80 75 60 118 68 321
09:00 78 103 112 98 391
10;00 101 88 91 141 421
Il;OO 103 I08 92 155 458
I2:00 99 119 103 155 476
13:00 129 96 102 142 469
14:00 77 94 97 136 404
15:00 142 127 142 167 578
IG;OU I00 ill ill 170 492
17;00 181 I19 I07 126 533
I8:00 187 101 102 144 534
I9:00 82 83 132 74 371
20:00 153 57 142 60 412
21:00 61 08 I00 40 269
22:00 88 58 47 36 229
23:00 33 48 24 20 125
Daily Total 69I8 Average Period; 71,3
AM Total 2026 ( 29.5%> Average 8nor 288.3
BM Total 4892 < 70. 7%)
Peak AM Boor: II:00= 458 ( 6. 6%) Peak AM Factor: 0,739
Peak PM Hour: I6:30= 581 ( 8.4%> Peak PM Factor: 0.802
`
- -
'
Date Time :00 :I5 :30 :45 Total
---------------------------------------------
08/26/07 00:00 24 25 13 16 78
OI:OO 5 5 7 13 30
02:00 14 6 8 5 33
03:00 5 5 2 7 19
04:00 6 3 4 l 14
05:00 8 4 9 13 34
06:00 5 31 33 57 125
07:00 73 80 96 75 324
08:00 I04 99 159 120 482
09:00 82 66 81 80 309
I0:00 98 100 94 127 4I9
1I'00 104 112 I71 90 477
12:00 122 I05 136 189 552
I3:00 153 156 177 I50 636
I4:00 l]I 152 112 184 579
15:00 146 167 122 195 630
16:00 156 121 135 182 594
I7:00 148 157 127 124 555
I8:00 226 114 102 163 605
19:00 96 I05 155 82 438
20:00 149 79 138 76 432
21:00 106 56 89 31 282
22:00 71 22 56 43 191
23:00 21 ]G 16 II 84
Daily Total ; 7924 Average Period: 81.7
AM Total 2345 ( 29. 6%) Average Booz 330'2
PM Total 5578 ( 70.4%)
Peak AM Hour: 10:45= 514 ( 6'5%) Peak AM Factor: 0.751
Peak PM Hour: 12:45= 675 ( 8.5%) Peak BM Factor: 0'893
Date Time :00 :I5 /30 :45 Total
---------------------------------------------
08/27/07 00:00 5 6 7 2 20
0I:00 3 6 l O IO
02:00 3 4 3 I II
05:00 l 2 4 4 Il
04:00 8 2 7 13 30
05:00 5 9 23 21 58
86:00 22 34 55 56 167
07:00 56 68 70 66 260
08:00 61 73 96 69 299
09:00 70 68 89 78 306
lOzOU 89 90 80 93 352
Il:OO 149 I03 lIO 82 444
13:00 83 96 85 147 421
I3:00 78 97 107 135 417
14 :00 87 87 86 81 341
I5:00 136 98 I47 93 474
I6:00 155 I04 104 154 517
17:00 135 79 123 96 433
18:00 139 83 61 138 421
19:00 57 47 91 43 238
20:00 99 47 76 32 254
21:00 28 26 56 37 147
32:00 56 24 43 12 115
23:00 16 22 12 12 62
Deily Total 5808 Average Period: 59. 9
AM Total 1968 < 33. 9&) Average Boor 242.0
PM Total 3840 < 66.I&)
Peak AM Hour: 10:45= 455 ( 7.80} Peak AM Factor: 0.763
Peak PM Hour: 16:00= 517 < 8. 9%) Peak PM Factor: 0.834
Date Time :OO :15 :30 :45 Total
---------------------------------------------
08/28/07 00:00 Il O 8 7 34
0I:00 5 2 0 l 8
02:00 4 3 5 4 15
03:00 l 5 4 l ll
04:00 4 4 lO 5 23
05:00 6 12 19 18 55
06:00 22 36 50 40 148
07:00 40 60 53 72 225
08:00 58 63 94 85 300
09:00 71 82 84 63 300
I0:00 80 82 10I 97 360
II:00 76 84 93 92 345
I2:00 86 80 113 94 373
13:00 82 89 71 115 357
I4:00 107 103 145 100 455
15:00 I19 90 109 I30 447
I6:00 125 99 I50 109 483
17:00 123 82 138 83 426
I8:00 1I4 121 IO2 72 409
I9;00 43 55 88 52 238
20:00 114 58 73 26 371
2I:00 43 20 30 31 124
22;00 49 38 25 22 134
23:00 29 6 20 10 65
Daily Total ; 5606 Average Period: 57. 8
AM Total I824 ( 32.5%> Average 8noz 233. 6
PM Total 3782 ( 67,5%)
Peak AM Hour: I0:00= 360 ( 6.4%> Peak AM Factor: 0.891
Peak PM Hour: I5:45= 504 ( 9.0&} Peak PM Factor: 0. 840
/
Date Time :OO :I5 :30 :45 Total
---------------------------------------------
08/29/07 00:00 12 4 8 3 27
01:00 2 3 2 I 7
02:00 2 3 O 5 lO
03:00 2 I 4 4 II
04:00 4 3 5 ] 15
05:00 4 14 14 14 46
06;00 15 40 42 47 144
07:00 41 68 61 57 227
08:00 81 84 86 58 309
09:00 70 67 86 69 292
I0:00 80 94 103 74 351
Il:OO 79 68 89 93 329
12;00 I06 66 98 105 375
I3:00 90 I04 IOI 127 422
I4:00 112 101 129 1I3 455
15:00 124 107 126 14I 498
16:00 154 lOO 123 98 475
I7:00 1I8 93 88 142 441
18:00 114 133 94 89 430
19;00 55 58 102 59 274
20:00 85 76 82 37 290
2I:00 38 21 20 36 115
22:00 44 73 %I 14 152
23:00 19 14� 18 5 56
Daily Total 5751 Average Period: 59.3
AM Total 1768 < 30.7&) Average Hour ; 239. 6
PM Total 3983 ( 69'3%)
Peak AM Hour: lO:OO= 351 < 6.1%) Peak AM Factor: 0.852
Peak PM Hour: 15:I5= 528 ( 9.2%> Peak PM Factor: 0.857
'
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/30/07 00:00 4 9 4 5 22
01'00 3 0 4 I 8
02:00 I 2 2 2 7
03:00 I 2 2 3 8
04 :00 l 2 6 4 13
05:00 3 8 13 16 40
06:00 14 30 49 46 139
07:00 53 42 47 69 210
08:00 88 68 71 69 296
09:00 73 70 97 91 33I
10'00 93 74 117 88 372
I1:00 81 67 91 126 365
I2:00 106 95 98 93 392
13:00 94 88 85 125 392
14 ;00 92 91 135 100 418
I5:00 132 126 108 133 499
16:00 133 105 183 122 503
I7:00 99 101 I19 71 390
I8:00 142 1I3 109 58 423
19:00 67 58 59 I07 291
20:00 107 68 62 67 304
2I:00 34 38 24 38 124
22:00 53 86 29 18 186
23:00 23 19 24 12 78
Daily Total 58I0 Average Period: 59. 9
AM Total 18I1 ( 31.2%) Average Hour 242.1
8M Total 3999 ( 68. 8%)
Peak AM Boor: 09:45= 375 ( 6'5&) Peak AM Factor: 0.801
Peak PM 8nuz; 15:45= 514 ( 8.8%) Peak PM Factor: 0'839
'
Date Time :00 :I5 :30 :45 Total
---------------------------------------------
08/31/07 00:00 9 4 6 7 26
01:00 5 4 2 2 14
02:00 I 4 I 3 9
03/00 2 O 4 O 6
04:00 2 3 4 5 14
05:00 5 17 14 16 52
06:00 10 36 51 45 142
07:00 46 48 54 67 215
08:00 81 73 80 71 305
09:00 75 91 87 99 352
I0:00 99 95 llO 304
Daily Total 1439 Average Period: 33.5
AM Total 1439 (100.0%) Average Booz , 130.8
PM Total O ( 0.0%)
Peak AM Hour: 09:45= 403 ( 28 .0%) Peak AM Factor: 0. 9I6
Peak PM Hour: Peak PM Factor:
GRAND TOTALS
********************************* LANE 1 FINAL *************************x***.****
Grand Total 54690 Average Period: 63.4
# Of Days 8. 99 ADT 6084
AM Total 16756 ( 30.6%) Average Hour 255. 6
PM Total 37934 ( 69.4%)
Peak AM Hour: 10:45= 514 (08/26/07) Peak AM Factor: 0.751
Peak PM Hour: 12:45= 675 (08/26/07) Peak PM Factor: 0.893
uhapelLane
South of North
(both Northbound and Southbound )
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
09/04/07 Page: 1
10:22:39 66 Main Street
Westhampton Beach 11978
(516) 288-2480
*** Basic Count Print (#302) ***
********************************************************************************
Site ID CHAPELINB2SB Data Starts 12: 45 on 08/22/07
Info 1 Data Ends 10:30 on 08/31/07
Info 2 Adj . Factor 1.000%
********************************************************************************
Lane #1 Info
Lane Mode Subtraction Sensor Used Axle
********************************************************************************
*************************** Lane 1 Basic Count Print ***************************
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/22/07 12:00 18 18
13:00 17 21 18 21 77
14 :00 28 20 26 26 100
15:00 20 25 29 17 91
16:00 21 32 21 35 109
17 :00 50 27 27 16 120
18 :00 28 24 18 19 89
19:00 21 17 13 12 63
20:00 19 8 13 16 56
21:00 5 13 10 7 35
22:00 12 9 8 8 37
23:00 6 2 1 3 12
Daily Total 807 Average Period: 17.5
AM Total 0 ( 0.0%) Average Hour 67.3
PM Total 807 (100.0%)
Peak AM Hour: Peak AM Factor:
Peak PM Hour: 16:45= 139 ( 17.2%) Peak PM Factor: 0.695
'
'
Date Time :00 :I5 :30 :45 Total
---------------------------------------------
08/23/07 00:00 I I I l 4
0I:00 0 3 0 O 3
02:00 I l l O 3
03:00 l 0 O O I
04,00 O O l 4 5
05:00 3 2 9 14 28
06:00 8 14 14 18 54
07:00 15 20 22 IG 73
08:00 17 28 21 17 83
09:00 22 19 17 17 75
10:00 14 34 30 21 99
1I/00 21 23 33 31 108
12;00 20 19 23 24 86
13:00 19 30 24 21 94
I4:00 17 25 28 27 97
I5:00 25 25 19 18 87
16:00 35 23 43 27 128
I7:00 39 31 35 24 127
I8:00 22 17 21 35 85
I9:00 30 25 28 27 IIU
20:00 18 17 24 16 75
21:00 O Il 8 12 39
22:00 17 10 17 6 50
23:00 5 6 3 l 15
Daily Total 1529 Average Period: I5'8
AM Total 536 ( 35. 1%) Average Hour 63'7
BM Total 993 ( 64 . 9%)
Peak AM Hour: II:OU= 108 ( 7.I&) Peak AM Factor: 0.818
Peak PM Hour: 16:30= I40 < 9.2%) Peak PM Factor; 0.8I4
'
,
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/24/07 00;00 2 5 3 4 14
OI:OO l l O 3 5
02;00 0 I O I 2
03:00 2 I l 0 4
04;00 O l 4 2 7
05:00 2 4 6 II 23
06:00 5 12 17 17 51
07:00 25 18 18 21 83
08;00 20 24 18 27 89
09;00 18 22 22 18 80
I0:00 24 19 26 16 85
II:OO 34 23 21 25 93
12;00 14 17 35 20 86
I3:00 25 28 21 34 98
I4:00 22 24 21 22 89
I5:00 18 27 29 28 102
I6:00 26 30 27 29 112
17:00 37 34 29 24 124
I8;00 27 22 24 13 86
I9;00 22 19 32 22 85
20,00 12 10 17 19 58
2I;00 12 14 Il 8 45
22:00 13 12 12 16 53
23;00 16 3 7 7 33
Daily Total 1507 Average Period; 15.5
AM Total 536 ( 35. 6%} Average Dour ; 62.8
PM Total 971 ( 64 .4%)
Peak AM Hour: ll:OO= 93 ( 6'2%) Peak AM Factor; 0' 930
Peak PM Hour: 16:45= 128 ( 8. 6&) Peak PM Factor: 0.872
'
Date Time ;00 : I5 :30 :45 Total
---------------------------------------------
08/25/07 OO:OO 6 2 3 l 12
0I:00 O 3 O l 3
02:00 3 2 O 0 5
03:00 2 0 l I &
04 :00 0 0 O O O
05:00 O 5 8 5 18
06:00 4 7 7 9 27
07:00 lO 12 8 20 50
08:00 21 19 18 21 79
09:00 17 18 25 18 78
I0:00 25 21 17 31 94
lI;OO 24 20 33 25 102
12;00 29 22 21 18 90
13:00 32 20 29 23 I04
14 :00 29 22 17 33 10I
15:00 24 27 21 23 95
I6:00 25 23 24 28 100
I7:00 31 19 27 26 I03
I8:00 21 22 25 15 83
19:00 20 14 19 12 65
30:00 16 8 13 20 57
2I:00 17 II 18 12 58
22:00 12 10 21 12 55
23:00 9 9 9 7 34
Daily Total 14I7 Average Period: 14 . 6
AM Total : 472 ( 33.5%) Average Hour 59.0
PM Total 945 ( 66.7%}
Peak AM Hour: 10:45= 108 ( 7. 6%> Peak AM Factor: 0.8I8
Peak BM Booz: I6: 15= 106 ( 7.5%> Peak PM Factor: 0.855
Date Time :OO ;I5 :30 :45 Total
---------------------------------------------
08/26/07 00:00 2 4 3 3 12
01:00 5 0 l I 7
02:00 l 2 l O 4
03:00 l l I U 3
04:00 l U l & G
05:00 2 4 4 7 17
06/00 lU 6 16 14 46
07:00 12 14 23 15 64
08:00 12 5 19 28 64
09;00 25 19 20 24 88
lO:OO 28 28 40 49 145
11:00 42 44 47 46 179
12:00 59 58 51 48 196
I3:00 56 41 50 38 185
I4 :00 34 35 29 38 136
15:00 46 37 46 33 I62
I6:00 37 24 27 30 I18
I7:00 33 25 17 19 94
18;00 20 18 15 30 83
I9:00 19 15 19 20 73
20;00 20 23 15 21 78
2I:00 II 22 ll 5 49
22:00 ll Il 8 5 35
23:00 7 2 0 4 13
Daily Total 1857 Average Period: 19. 1
AM Total ` 635 ( 34.2%> Average Boor 77 .4
PM Total 1222 ( 65,8%}
Peak AM Hour: I0:45= 182 ( 9'8%> Peak AM Factor: 0. 929
Peak PM Hour: I2:00= 196 ( I0. 6%> Peak PM Factor: 0.831
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/27/07 00:00 2 0 1 1 4
01:00 0 1 1 0 2
02:00 1 3 1 2 7
03:00 0 1 1 1 3
04 :00 0 1 0 2 3
05:00 5 5 9 12 31
06:00 11 12 15 20 58
07 :00 24 24 26 23 97
08 :00 26 27 32 30 115
09:00 9 16 22 37 84
10:00 24 25 25 26 100
11:00 27 22 31 23 103
12:00 18 25 16 17 76
13:00 26 26 17 37 106
14:00 24 26 24 23 97
15:00 23 24 29 22 98
16:00 34 18 33 24 109
17:00 22 30 32 25 109
18:00 21 20 15 13 69
19:00 7 19 14 16 56
20:00 9 16 15 8 48
21:00 11 8 5 9 33
22:00 7 4 4 5 20
23:00 4 4 1 4 13
Daily Total 1441 Average Period: 14 . 9
AM Total 607 ( 42. 10) Average Hour 60. 0
PM Total 834 ( 57. 90)
Peak AM Hour: 08:00= 115 ( 8.0%) Peak AM Factor: 0.898
Peak PM Hour: 13:45= 111 ( 7.70) Peak PM Factor: 0.750
Date Time :OU ;I5 :30 :45 Total
---------------------------------------------
08/28/07 00: 00 3 0 l O 4
01:00 O O I l 2
02:00 2 O l I 4
03:00 2 I 0 0 3
04:00 O 0 J 3 6
05/00 I 2 8 15 26
06;00 7 IG 17 21 61
07:00 21 21 21 14 77
08,00 16 25 33 21 95
09:00 20 22 32 15 77
10:00 16 19 21 14 70
11:00 28 19 22 21 90
I2:00 17 13 17 19 66
I3:00 18 19 ll 16 64
I4:00 22 19 24 19 84
I5:00 17 39 23 23 92
I6:00 29 28 22 27 106
I7:00 42 52 25 16 115
I8:00 18 20 21 19 78
19:00 lO Il 14 15 50
20:00 15 12 13 12 52
2I:00 lO 8 12 6 56
22:00 9 6 8 6 29
23:00 4 5 3 I 13
Daily Total 1300 Average Period: 13.4
AM Total ; 515 < 39. 6%) Average 800z 54 .2
PM Total 785 < 60.4%)
Peak AM Hour: 08:15= 99 < 7. 6%) Peak AM Factor: 0,750
Peak Bg Hour: I6:45= 126 ( 9.70) Peak PM Factor: 0.750
Date Time :00 ;I5 :30 :45 Total
---------------------------------------------
08/29/07 OO:OO l I 3 O 5
0I:00 I O l O 2
02:00 0 I I O 2
03,00 O l 0 0 l
04:00 0 I I 4 6
05:00 I 4 7 22 34
06:00 7 14 15 19 55
07:00 17 27 13 18 75
08,00 50 22 19 16 87
09:00 23 27 20 16 86
I0:00 10 20 26 26 82
1I:00 I& 17 25 18 74
I2:00 22 28 17 14 DI
13:00 22 21 23 26 93
I4:00 18 22 17 20 77
15:00 24 20 28 30 102
I6:00 24 29 32 25 IlO
17:00 32 25 33 26 I16
18:00 19 25 27 17 88
I9:00 Il 23 23 17 74
20:00 13 17 9 10 49
2I:00 9 6 5 8 28
23:00 9 5 2 IO 26
23:00 l 4 2 I 8
Daily Total I360 Average Period: I4.0
AM Total 509 ( 37.4%) Average Booz 56.7
PM Total 851 ( 62. 6&)
Peak AM Hour: 07:45= 89 ( 6.5%) Peak AM Factor: 0.742
Peak PM 800z; I6:15= 118 ( 8.7%> Peak PM Factor: 0. 922
'
Date Time : 00 :I5 :30 ;45 Total
---------------------------------------------
08/30/07 OO:OO 2 8 I 3 6
01;00 4 O 0 O 4
02:00 0 0 0 l I
03:00 0 O 0 O 0
04:00 0 O l l 2
05;00 5 2 8 14 29
06:00 14 7 lO 17 48
07:00 21 24 17 22 84
08:00 20 20 26 27 93
09:00 lO 17 23 28 88
I0;00 20 23 22 29 94
11:00 22 12 18 20 72
I2:00 Jl 14 23 28 86
13:00 19 28 22 26 95
14 :00 17 22 17 25 81
15:00 23 39 24 25 101
16:00 31 30 35 23 1I9
17:00 28 29 22 26 I05
I8:00 22 lG 23 24 85
I9:00 10 16 22 25 73
20:00 20 IO II 13 54
2I:00 13 3 5 ll 32
22:00 13 8 8 6 35
23;00 4 4 8 l 17
Daily Total 1414 Average Period: 14. 6
AM Total 521 < 36.8%> Average Booz 58 . 9
PM Total 893 ( 63.2%)
Peak AM Hour: 09:30= I04 < 7'4%) Peak AM Factor: 0.788
Peak PM Hour: I5:45= 121 ( 8. 6%> Peak PM Factor: 0. 864
Date Time ;OU :15 :30 :45 Total
---------------------------------------------
08/31/07 OO:OO I 2 I 2 6
01:00 2 I O O 3
02:08 2 U 0 2 4
03:00 O 0 2 O 2
04 :00 O O I I 2
05:00 I 6 8 10 25
06:00 12 lJ 14 23 62
07:00 20 20 II 30 OI
08:00 19 18 18 23 78
09:00 17 22 24 15 78
I0:00 20 22 19 61
Daily Total 402 Average Period: 9.3
AM Total 402 (I00,0%) Average Hour 36.5
PM Total O ( O.O%>
Peak AM Hour: 08:45= 86 ( 21.4%) Peak AM Factor: 0.896
Peak PM 8noz: Peak PM Factor:
Lane #2 Info
Lane Mode Subtraction Sensor Used Axle
********************************************************************************
*************************** Lane 2 Basic Count Print ***************************
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/22/07 12:00 17 17
13:00 10 18 14 12 54
14:00 18 26 15 13 72
15:00 20 15 17 15 67
16:00 20 24 18 35 97
17:00 24 25 22 19 90
18:00 21 23 10 20 74
19:00 17 11 15 14 57
20:00 16 4 13 13 46
21:00 7 16 8 14 45
22:00 6 8 5 10 29
23:00 4 2 1 2 9
Daily Total 657 Average Period: 14.3
AM Total 0 ( 0.0%) Average Hour 54 .8
PM Total 657 (100.0%)
Peak AM Hour: Peak AM Factor:
Peak PM Hour: 16:45= 106 ( 16.1%) Peak PM Factor: 0.757
Date Time :00 :I5 :30 :45 Total
---------------------------------------------
08/23/07 00:00 O 0 l I 2
0I:00 0 O 0 O O
02:00 I I I O 3
03:00 I O 0 I 2
04:00 0 O O 0 0
05:00 2 ] I 6 12
06:00 4 8 15 14 41
07;00 15 15 23 23 76
08'00 19 9 29 20 77
09:00 18 O 15 IO 51
10;00 9 2 8 17 56
I1:00 15 ll 16 18 60
I2:00 12 18 18 17 65
I3:00 16 19 22 23 80
I4 :00 16 21 19 23 79
I5:00 19 20 24 24 87
I6:00 26 15 23 25 89
17:00 30 20 28 18 96
I8:00 12 I4 IU IO 46
I9:00 9 7 4 5 25
20:00 5 5 8 9 27
21:00 15 6 7 14 42
22:00 9 12 14 9 44
23:00 9 7 2 I 19
Daily Total 1059 Average Period: 10.9
AM Total 360 ( 34.0&) Average Hour 44 . 1
PM Total 699 < 66.0%>
Peak AM Hour: 07:I5= 80 ( 7. 6%) Peak AM Factor: 0. 870
Peak PM Hour: 16:45= 103 ( 9.7%} Peak Bg Factor: 0. 858
Date Time :OO :15 ;30 :45 Total
---------------------------------------------
08/24/07 00;00 3 2 2 I 8
01:00 l I 4 0 6
02:00 0 O O l l
OJ:OO 0 O 0 0 0
04 :00 0 O 2 O 2
05:00 O I l lO 12
06:00 2 10 13 lO 35
07:00 18 24 13 27 83
08:00 20 17 18 20 75
09:00 17 17 15 26 75
I0;00 15 25 16 24 80
11;00 lO 16 24 19 77
I2:00 20 21 25 32 98
13:00 22 21 JI 28 102
14 :00 33 21 19 32 95
I5:00 27 26 32 28 Il]
16:00 23 27 22 31 I03
17:00 36 21 24 21 IO2
I8:00 18 30 15 9 72
I9:00 24 21 22 16 83
20:00 25 12 14 19 70
2I: 00 14 14 16 16 60
22:00 19 14 12 Il 56
23:00 IO 8 10 2 30
Daily Total 1437 Average Period: 14.8
AM Total 453 ( 31.58) Average Boor ; 59. 9
8M Total 984 ( 68.5%)
Peak AM Hour: 07:I5= 84 ( 5.8%} Peak 0M Factor: 0'778
Peak BM Hour: I4 :45= 117 ( 8.I%> Peak PM Factor: 0. 9I4
^
Date Time :OU :15 :30 :45 Total
---------------------------------------------
08/25/07 00:00 5 2 3 l lI
Ol:OO ] O 2 O 5
02:00 I I O O 3
03:00 O O 0 O O
04 :00 O 0 I I 2
05:00 2 3 g 7 16
05:00 I 10 5 7 23
07:00 8 lO 8 16 42
08:00 16 18 18 17 69
09:00 18 17 Il 22 68
10:00 29 19 15 31 94
Il:UO 23 24 27 31 105
12:00 24 19 25 33 lOI
I3:00 26 31 27 23 I07
I4:00 32 23 23 15 83
15;00 24 21 13 24 82
I6;00 14 30 19 22 75
I7:00 24 14 19 II 68
I8:00 18 24 20 19 81
I9:00 21 24 21 13 79
20: 00 17 14 18 19 MO
21: 00 8 4 12 14 38
22: 00 14 6 12 13 45
33:00 9 8 9 2 28
Dally Total 1292 Average Period: 13.3
AM Total 437 < 33.8%) Average Hour 53'8
PM Total 855 < 66,2%)
Peak AM Hour: 10;45= 105 < 8. 1%) Peak AM Factor: 0.847
Peak PM Hour: 12:45= 117 ( 9.1%) Peak PM Factor: 0.886
^ -
Date Time :OO :15 :50 :45 Total
---------------------------------------------
08/26/07 00:00 2 6 7 3 18
Ol;OO l 3 I 2 7
02:00 I O 0 0 I
' 03:00 I l I O 3
04:00 2 O 0 2 4
05:00 l 4 4 3 12
06:00 14 12 21 26 83
07:00 24 Il 34 15 84
08:00 12 9 IO 15 46
09:00 ll 13 12 16 52
I0:00 20 19 14 29 82
ll:OO 16 21 23 14 74
I2:00 22 22 31 35 110
13:00 16 25 25 25 92
I4:00 ld 17 14 16 63
I5:00 21 22 20 13 76
I6:00 25 18 13 14 70
17:00 15 16 Il lO 52
I8:00 16 13 15 8 52
19:00 9 ll lO l] 43
20:00 15 12 8 8 43
2I:00 10 7 6 5 28
23:00 2 4 5 7 18
23:00 3 2 2 l 8
Daily Total I12I Average Period: 11. 6
AM Total 456 < 41. 68) . Average 800z 46'7
PM Total 655 ( 58.4&}
Peak AM Hour; 06:45= 95 ( 8.5%) Peak AM Factor: 0. 699
Peak PM Boor: 12:00= 110 ( 9.8%> Peak PM Factor: 0'786
,
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/27/07 00:00 O l 3 0 4
0I:00 O 3 O I 4
02:00 0 l O l 2
03'00 U O O O O
04:00 O O l 2 3
05:00 2 3 8 I 14
06:00 6 ll 9 IO 36
07:00 15 14 16 20 71
08:08 32 26 14 15 87
09:00 13 13 II 16 53
I0:00 20 17 13 18 68
11:00 lA 16 14 21 65
I2:00 18 23 14 16 71
I3:00 14 18 21 21 74
I4:00 17 16 9 ll 53
15:00 17 17 27 19 80
16:00 21 18 23 17 79
17;00 29 20 27 19 95
18:00 23 9 15 9 56
I9;00 16 9 10 ll 46
20:00 10 16 16 12 54
21:00 8 7 12 7 34
22:00 4 3 IU 3 20
33:00 5 3 2 O lO
Daily Total 1079 Average Period: 11. 1
AM Total 407 ( 37.7%) Average Hour 45. 0
PM Total ; 672 < 62.3&)
Peak AM Hour: 07:30= IOO ( 9.3%> Peak AM Factor: 0.781
Peak PM Boor: 17:00= 95 < 8.8%> Peek BM Factor: 0.819
Date Time :00 :I5 :30 :45 Total
---------------------------------------------
08/28/07 00:00 4 l O l 6
01/00 O I I I 3
02:00 l 0 0 O I
03:00 U O O U U
04:00 0 0 O 2 2
05:00 0 5 3 10 18
06:00 6 15 16 7 44
07:00 18 19 25 17 79
08:00 29 28 20 19 96
09:00 14 10 12 7 43
10:00 14 14 lI 17 56
1I:00 16 16 13 19 64
I2:00 lO 9 17 19 61
I3:00 6 14 13 33 56
I4 :00 16 18 29 21 85
I5:00 20 17 17 27 81
16:00 21 21 15 22 79
I7:00 Il 22 14 20 67
18:00 25 12 14 14 65
I9:00 12 16 13 lI 53
20;00 14 12 15 7 48
2I:00 13 3 6 7 29
22:00 7 7 8 2 24
23:00 3 3 I & lI
Daily Total 1070 Average Period: 11.0
AM Total 412 ( 38.5&) Average 800z 44. 6
PM Total ; 658 < 61.5%)
Peak AM Hour: 07;30= 99 ( 9.]%) Peak AM Factor: 0.853
Peak BM Hour: 14 :15= 89 ( 8.3%) Peak Pg Factor: 0.767
'
'
Date Time :00 :15 :JV :45 Total
---------------------------------------------
08/29/07 00:00 l O l O 2
0I:00 O O l O l
03:00 O 0 O 0 O
03:00 0 O O 0 U
04:00 0 O O 0 0
05;00 U 5 6 7 18
06:00 8 15 13 23 59
07:00 9 22 12 22 65
08;00 22 26 12 IB 79
09:00 12 24 17 15 68
10/00 9 16 26 17 68
1I:00 14 14 15 15 58
I2:00 15 II 15 15 56
13:00 23 17 21 20 81
I4 :00 18 21 17 24 80
15:00 31 17 31 28 107
16:00 14 25 15 26 80
17;00 22 22 21 16 81
I8:00 16 17 23 22 77
I9:00 16 12 14 14 56
20;00 25 24 § 8 63
2I:00 12 6 6 10 34
22:00 7 9 8 7 ]l
23:00 4 5 2 2 13
Daily Total 1I77 Average Period: 12, 1
AM Total 418 < 35.5%) Average Boor 49.0
Bg Total 759 ( 64 .5%)
Peak AM Hour: 07:30= 82 ( 7.0%> Peak AM Factor: 0.788
Peak PM Hour: I5:00= 107 ( 9. 1%) Peak PM Factor: 0. 863
'
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/30/07 00:00 O 2 2 I 5
01:00 O O 0 O 0
02:00 I O O O I
03:00 0 0 0 l I
04 :00 0 l 0 l 3
05:00 l 2 5 7 15
06:00 5 IO Il 12 38
07:00 17 18 19 16 70
08:00 24 23 21 17 85
09:00 19 16 14 lG 65
lO:OO 17 15 Il 16 59
II:OO 18 13 18 25 74
I2:00 19 18 19 20 76
I3:00 30 30 24 22 106
14 :00 18 18 14 21 71
I5:00 31 20 13 35 99
I6:00 23 19 24 30 95
17:00 26 22 19 20 87
I8 :00 28 19 19 IA 76
19:00 15 18 17 23 73
20:00 18 13 18 IO 59
21:00 19 7 9 13 48
22:00 II 7 4 5 27
23:00 3 7 5 0 15
Daily Total 1248 Average Period: 12. 9
AM Total 415 ( 33,3%) Average gooz 52.0
BM Total 835 < 66.7%)
Peak AM Hour: 08:00= 85 ( 6.8%> Peak AM Factor: 0.885
Peak PM Hour: 13;00= 106 ( 8.5%> peak BM Factor: 0.883
'
Date Time :00 ' 15 :30 '45 Total
---------------------------------------------
08/31/07 00:00 2 O 3 I 6
Ol:OO 5 I O 0 6
02;00 O 0 O O- 0
OJ:OO O O U O O
04:00 O 0 2 O 2
05/00 O 2 5 12 19
06:00 4 I] 13 16 46
07:00 19 19 16 33 87
08:00 29 17 21 19 86
09:00 14 IB 14 23 69
I0:00 22 24 17 63
Daily Total 384 Average Period; 8. 9
AM Total 384 (100.0&) Average Hour 34. 9
PM Total 0 < 0.08)
Peak AM Booz: 07:45= lOO ( 26.0%) Peak AM Factor: 0.758
Peak PM Boor: peak PM Factor:
v
GRAND TOTALS
***************************** LANES #1, & #2 FINAL ***x********************* ***
Total Lane 1 13034 Avg Period Lane 1 15. 1
Lane 2 10524 Lane 2 12.2
TOTAL 23558 AVERAGE 13. 6
# Days Lane 1 9.01 ADT Lane 1 1447
Lane 2 9.01 Lane 2 1168
HIGHEST 9.01 ADT 2615
AM Total Lane 1 4733 ( 36.3%) Avg Hour Lane 1 60. 6
Lane 2 3752 ( 35.7%) Lane 2 48. 9
---------------- -------
TOTAL 8485 ( 36.0%) AVERAGE 109. 6
PM Total Lane 1 8301 ( 63.7%)
Lane 2 6772 ( 64 .3%)
----------------
TOTAL 15073 ( 64 .0%)
Peak AM Lane 1 10:45= 182 (08/26/07) AM Factor Lane 1 0.929
Lane 2 10:45= 105 (08/25/07) Lane 2 0.847
------------------------ -----
FINAL 10:45= 182 (08/26/07) FINAL 0. 929
Peak PM Lane 1 12:00= 196 (08/26/07) PM Factor Lane 1 0.831
Lane 2 14:45= 117 (08/24/07) Lane 2 0. 914
------------------------ -----
FINAL 12:00= 196 (08/26/07) FINAL 0.831
Queen Street
South of North
(both Northbound and Southbound )
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
09/04/07 Page: 1
10:19:20 66 Main Street
Westhampton Beach 11978
(516) 288-2480
*** Basic Count Print (#302) ***
********************************************************************************
Site ID QUEEN STISB2NB Data Starts 13:30 on 08/22/07
Info 1 Data Ends 10:30 on 08/31/07
Info 2 Adj . Factor 1.000%
Lane #1 Info
Lane Mode Directional Sensor Used Axle
********************************************************************************
*************************** Lane 1 Basic Count Print ***************************
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/22/07 13:00 3 2 5
14:00 5 6 2 5 18
15:00 1 6 4 2 13
16:00 6 5 3 5 19
17:00 3 3 5 0 11
18:00 5 2 2 3 12
19:00 2 0 1 0 3
20:00 2 5 5 2 14
21:00 3 0 1 0 4
22:00 1 0 0 1 2
23:00 0 0 1 0 1
Daily Total 102 Average Period: 2.4
AM Total 0 ( 0.0%) Average Hour 9.3
PM Total 102 (100.0%)
Peak AM Hour: Peak AM Factor:
Peak PM Hour: 16:00= 19 ( 18. 6%) Peak PM Factor: 0.792
. .f
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/23/07 00:00 0 0 0 0 0
01:00 0 0 0 0 0
02:00 0 0 0 0 0
03:00 0 0 0 0 0
04:00 1 0 0 0 1
05:00 0 0 1 0 1
06:00 0 0 1 0 1
07:00 0 0 0 0 0
08:00 3 1 0 0 4
09:00 5 1 3 2 11
10:00 3 3 0 3 9
11:00 4 1 3 6 14
12:00 5 3 2 3 13
13:00 3 6 9 11 29
14 :00 5 7 8 6 26
15:00 6 1 5 4 16
16:00 1 2 4 4 11
17:00 11 4 2 6 23
18:00 4 7 3 2 16
19:00 5 1 5 2 13
20:00 2 2 0 1 5
21:00 2 0 0 0 2
22:00 0 2 0 3 5
23:00 2 1 0 1 4
Daily Total 204 Average Period: 2. 1
AM Total 41 ( 20. 1%) Average Hour 8.5
PM Total 163 ( 79. 9%)
Peak AM Hour: 11:00= 14 ( 6.9%) Peak AM Factor: 0.583
Peak PM Hour: 13:30= 32 ( 15.7%) Peak PM Factor: 0.727
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/24/07 00:00 0 0 1 0 1
01:00 0 0 0 0 0
02:00 0 0 0 0 0
03:00 0 0 0 1 1
04:00 0 0 0 0 0
05:00 0 0 0 0 0
06:00 2 0 1 0 3
07:00 0 1 0 2 3
08:00 0 0 2 1 3
09:00 4 0 2 3 9
10:00 4 1 3 6 14
11:00 13 2 7 8 30
12:00 2 5 2 3 12
13:00 3 9 9 5 26
14 :00 6 9 5 5 25
15:00 6 3 10 11 30
16:00 6 10 15 13 44
17:00 10 16 8 14 48
18:00 12 10 7 7 36
19:00 5 6 9 4 24
20:00 11 7 7 2 27
21:00 11 2 6 3 22
22:00 4 4 1 2 11
23:00 2 0 1 1 4
Daily Total 373 Average Period: 3.8
AM Total 64 ( 17.20) Average Hour 15.5
PM Total 309 ( 82.80)
Peak AM Hour: 11:00= 30 ( 8.0%) Peak AM Factor: 0.577
Peak PM Hour: 16:30= 54 ( 14.5%) Peak PM Factor: 0.844
. .
' .
Date Time :00 : 15 :30 :45 Total
---------------------------------------------
08/25/07 00:00 0 0 O 2 2
0I'00 O 0 0 0 0
02:00 O O 0 I I
03:00 O O 0 O 0
04 :00 I O 0 O I
05:00 U 0 O 0 O
06:00 O l I 4 0
07;00 0 O l 2 3
08:00 2 l 5 2 lO
09:00 4 8 4 3 19
10:00 5 12 II 6 34
11/00 6 5 4 I 16
I2:00 7 ll 12 9 39
13: 00 13 lI 9 6 39
14 :00 12 ll 7 7 37
15:00 12 9 IJ 12 46
16:00 6 7 6 14 33
I7:00 8 13 D 16 46
18;00 9 9 6 7 31
19:00 6 7 6 6 25
20:00 6 5 2 3 16
2I:00 2 3 5 2 12
22;00 4 I 8 A 17
23;00 6 O l I 8
Daily Total 441 Average Period: 4 '5
AM Total 92 < 30. 9%) Average Hour 18.4
PM Total 349 ( 79. 1%)
Peak AM Hour: 10;I5= 35 ( 7. 9&) Peak AM Factor: 0.729
Peak PM Hour: I7: 15= 47 ( I0.7&) Peak PM Factor: 0.734
Date Time :00 :I5 :30 : 45 Total
---------------------------------------------
08/26/07 08:00 0 l l I 3
01:00 U 0 O O 0
02:00 U O 0 2 2
03:00 O O l 0 l
04 /00 O U 0 0 0
05:00 I O O I 2
06:00 0 I l 0 2
07:00 I 3 4 ] II
08:00 3 4 2 6 15
09:00 3 4 0 3 10
I0:00 5 ll lI Il 38
I1:00 2 5 4 2 13
I2:00 9 6 I 8 24
I3:00 4 8 I 6 19
I4 ;00 7 5 6 8 26
15:00 8 6 4 3 21
16;00 7 g 4 5 20
I7 :00 6 G 6 5 23
18 :00 5 8 2 3 18
19:00 2 3 2 O 7
20:00 J 2 4 l 10
2I;00 O 0 2 3 5
22:00 O U 0 O O
23;00 0 O 9 O 9
Daily Total 279 Average Period: 2. 9
AM Total 97 ( 54.8%> Average 800z 11. 6
BM Total 182 ( 65.2%)
Peak AM Hour: 10:00= 38 ( I3. 6%> Peak 4M Factor' 0.864
Peak PM 800z' I4:30= 28 ( I0.0%) 2mab 0M Factor: 0.875
`
Date Time :00 :I5 :30 ;45 Total
_-___--_______-________-___-_-___--______-___
O8/27/07 00:00 O O I O l
0I:00 O O O O O
02:00 0 O U O O
03:00 0 0 O I l
04:00 0 O 0 O O
05:00 0 0 2 0 2
06:00 0 O I O I
07:00 O 2 0 0 2
08:00 l O 2 O 3
09:00 5 2 l U 8
10:00 2 9 2 l 14
I1:00 l I 4 7 13
I2:00 l 5 4 3 13
13;00 4 I O 3 8
I4 :00 4 4 7 l 16
15;00 6 I O I 8
16:00 ] 5 5 5 18
17:00 l O l 8 IO
I8:00 0 O O l l
19:00 2 3 O I 6
20:00 2 4 2 I 9
2I;00 0 O 2 I J
22'00 l I 0 0 2
23:00 U O O U O
Daily Total ; 139 Average Period: 1. 4
AM Total 45 ( 32.4%> Average Hour 5.8
PM Total 94 ( 67. 6%)
Peak AM Booz: IO:OU= 14 ( I0,1&> Peek AM Factor: 0'389
Peak PM Hour: I3:45= 18 ( 12, 9%> Peak PM Factor: 0' 643
'
Date Time :OU :15 :30 ;45 Total
---------------------------------------------
08/28/07 00:00 U O 0 0 0
0I:00 O O O O O
02:00 O O U 0 0
03;00 U O U I l
04:00 O U U O 0
05:00 0 O O 0 0
06:00 O O 0 0 0
07:00 I O l I 3
08:00 U l 3 3 7
09:00 3 2 l I 7
I0:00 0 l l l 3
ll:OO l I O O 2
12:00 I 5 2 3 II
I3:00 3 7 6 4 20
14:00 4 O 2 4 10
15;00 4 ] 5 I 13
I6:00 l 2 2 0 5
17:00 4 3 5 2 14
I8:00 6 3 I 4 14
I9:00 2 I 3 U 6
20:00 l l 2 I 5
21:00 J 2 O O 5
22:00 O 2 4 l 7
23:00 O l 0 0 l
Daily Total 134 Average Period: 1.4
A-M Total 23 ( I7'2%) Average Hour 5. 6
Bg Total lIl ( 82.8%>
Peak AM Hour: 08:50= lI < 8,20> geeb JUg Factor: 0. 917
Peak PM Hour: I3:15= 31 ( I5'7%) Peak P8 Factor: 0.750
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/29/07 00:00 0 0 0 0 0
01:00 0 0 0 0 0
02:00 0 0 0 0 0
03:00 0 0 0 1 1
04:00 0 0 0 0 0
05:00 1 0 0 0 1
06:00 0 0 0 2 2
07:00 1 0 1 2 4
08:00 0 0 0 2 2
09:00 3 0 0 2 5
10:00 2 1 0 0 3
11:00 3 2 2 3 10
12:00 3 1 2 1 7
13:00 2 6 3 2 13
14:00 6 2 1 0 9
15:00 4 3 4 5 16
16:00 2 0 2 2 6
17:00 3 2 0 2 7
18:00 1 3 1 5 10
19:00 1 2 1 7 11
20:00 2 0 2 0 4
21:00 0 2 1 0 3
22:00 0 0 0 0 0
23:00 0 0 0 0 0
Daily Total 114 Average Period: 1.2
AM Total 28 ( 24. 60) Average Hour 4 .8
PM Total 86 ( 75.40)
Peak AM Hour: 11:00= 10 ( 8.8%) Peak AM Factor: 0.833
Peak PM Hour: 13:15= 17 ( 14 .9%) Peak PM Factor: 0.708
'
`
Date Time :00 : I5 :30 :45 Total
---------------------------------------------
08/30/07 00:00 0 O U 0 0
OI;OO U U O 0 0
02:00 O O O O 0
03:00 O O O l l
04 :00 0 O 0 O O
05/00 O U U O 0
06:00 O O O O 0
07:00 2 O O l 3
08:00 l 3 3 I 8
09:00 2 2 0 0 4
10:00 l 4 4 3 12
lI:OO 4 O 3 2 9
12:00 3 U 4 2 9
13:00 3 l 3 3 10
I4 :00 3 5 8 9 25
I5:00 3 l l I 6
10:00 8 2 5 I 14
I7:00 O 6 G 4 16
18:00 2 5 10 5 23
I9:00 O 6 4 5 15
20;00 4 6 2 4 16
2I:00 O l I 5 5
22:00 3 O l l 5
23:00 O I O 0 l
Daily Total 182 Average Period: 1. 9
AM Total � 37 ( 20.30> Average Hour 7. 6
PM Total I45 < 79.7%)
Peak AM Hour: I0:15= 15 ( 8.2%> Peak AM Factor: 0.938
Peak PM Hour: 14 :00= 25 ( 13.7%) Peak PM Factor: 0. 694
,
Date Time :00 :I5 :30 :45 Total
---------------------------------------------
08/31/07 00:00 0 O 0 0 0
0I:00 U O O O 0
02:00 0 0 0 O 0
03:00 O O O l I
04:00 O O 0 0 O
05:00 U O O I l
06;00 O I 0 0 l
07:00 0 O 0 O O
08:00 2 3 O U 5
09;00 I 3 3 0 7
I0:00 6 4 3 13
Daily Total 28 Average Period: 0.7
AM Total 28 (IOO.O&) Average Hour ; 2.5
PM Total 0 ( 0.0%)
Peak AM Hour: 09:30= 13 ( 46.4%) Peak AM Factor: 0.542
Beak BM Hour: Peak PM Factor:
`
********************************************************************************
Lane #2 Info
Lane Mode Directional Sensor Used Axle
********************************************************************************
*************************** Lane 2 Basic Count Print ***************************
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/22/07 13:00 8 2 10
14:00 0 4 2 2 8
15:00 0 10 5 2 17
16:00 0 5 5 2 12
17:00 2 1 1 4 8
18:00 4 1 0 0 5
19:00 3 0 1 3 7
20:00 2 1 0 1 4
21:00 0 2 1 0 3
22:00 0 0 0 0 0
23:00 0 1 1 0 2
Daily Total 76 Average Period: 1.8
AM Total 0 ( 0.0%) Average Hour 6.9
PM Total 76 (100.0%)
Peak AM Hour: Peak AM Factor:
Peak PM Hour: 14 :45= 17 ( 22. 4%) Peak PM Factor: 0.425
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/23/07 00:00 0 0 0 0 0
01:00 0 0 0 0 0
02:00 0 0 0 0 0
03:00 0 0 0 0 0
04 :00 1 0 0 0 1
05:00 0 2 0 0 2
06:00 0 0 0 0 0
07:00 0 1 1 2 4
08:00 2 2 4 3 11
09:00 0 3 1 8 12
10:00 3 5 5 3 16
11:00 3 7 3 7 20
12:00 4 2 4 2 12
13:00 4 4 5 10 23
14 :00 9 1 1 2 13
15:00 0 3 7 1 11
16:00 1 3 3 2 9
17:00 6 0 5 1 12
18:00 1 4 1 3 9
19:00 1 0 3 1 5
20:00 1 0 1 0 2
21:00 2 3 0 0 5
22:00 0 0 0 0 0
23:00 0 0 0 0 0
Daily Total 167 Average Period: 1.7
AM Total 66 39.5%) Average Hour 7.0
PM Total 101 60.50)
Peak AM Hour: 09:45= 21 12. 60) Peak AM Factor: 0. 656
Peak PM Hour: 13:15= 28 16.80) Peak PM Factor: 0.700
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/24/07 00:00 0 0 0 0 0
01:00 0 0 0 0 0
02:00 0 0 0 0 0
03:00 0 0 0 2 2
04 :00 0 0 0 0 0
05:00 0 0 1 0 1
06:00 0 0 1 0 1
07:00 1 1 3 3 8
08:00 2 0 4 6 12
09:00 2 1 8 5 16
10:00 3 4 4 7 18
11:00 7 5 6 13 31
12:00 4 7 2 2 15
13:00 3 2 2 1 8
14 :00 3 2 5 3 13
15:00 2 2 6 9 19
16:00 2 3 3 5 13
17:00 2 4 7 3 16
18:00 4 4 10 5 23
19:00 8 3 6 4 21
20:00 3 3 3 4 13
21:00 2 0 2 1 5
22:00 1 0 2 1 4
23:00 0 3 0 1 4
Daily Total 243 Average Period: 2.5
AM Total 89 ( 36.60) Average Hour 10.1
PM Total 154 ( 63.40)
Peak AM Hour: 11:00= 31 ( 12.80) Peak AM Factor: 0.596
Peak PM Hour: 18:15= 27 ( 11.1%) Peak PM Factor: 0. 675
-
,
^
Date Time '00 :I5 :30 :45 Total
---------------------------------------------
08/25/07 00:00 O O 0 3 ]
01:00 I 0 O O l
02:00 0 0 O 0 O
03:00 O O 0 0 O
04 :00 I 0 0 0 I
05:00 O O I 0 l
06:00 l l 3 O 5
07:00 I 2 4 3 10
08:00 l 4 5 4 IA
09:00 9 10 5 4 28
10:00 8 7 6 Il 32
lI:OO 15 6 6 13 40
12:00 ll 9 5 9 34
I3:00 13 6 8 5 32
I4:00 14 5 IO 8 37
15:00 Il 2 3 7 23
I6:00 5 3 7 8 23
I7 :00 9 8 4 9 30
I8:00 8 3 5 7 33
19:00 5 4 4 7 20
20:00 2 5 3 15
31:00 3 4 5 I 13
22:00 2 5 l 4 12
23:00 2 0 O I 3
Daily Total 400 Average Period: 4 . 1
AM Total 135 ( ]3.8&) Average 8onz 15.7
PM Total 265 ( 66.2%)
Peak AM Hour: I1:00= 40 ( 10.00) Peak AM Factor: 0.667
Peak PM Boor: 14:00= 37 < 9.2%) Peak Bg Factor: 0.66I
Date Time :00 : 15 : 30 :45 Total
---------------------------------------------
08/26/07 00:00 0 0 0 0 0
01:00 0 0 0 0 0
02:00 0 0 1 1 2
03:00 0 0 0 1 1
04:00 0 0 4 1 5
05:00 1 0 1 1 3
06:00 1 5 2 2 10
07:00 5 7 4 4 20
08:00 3 4 4 6 17
09:00 4 4 10 7 25
10:00 9 12 22 13 56
11:00 7 12 9 7 35
12:00 14 8 11 13 46
13:00 18 18 8 9 53
14:00 3 7 11 6 27
15:00 7 5 8 7 27
16:00 7 9 1 5 22
17:00 5 7 5 2 19
18:00 6 4 2 5 17
19:00 1 2 2 5 10
20:00 3 1 1 0 5
21:00 2 1 1 1 5
22:00 2 0 1 0 3
23:00 0 0 8 0 8
Daily Total 416 Average Period: 4 .3
AM Total 174 ( 41.8%) Average Hour 17.3
PM Total 242 ( 58.2%)
Peak AM Hour: 10:00= 56 ( 13.5%) Peak AM Factor: 0. 636
Peak PM Hour: 12:30= 60 ( 14 .4%) Peak PM Factor: 0. 833
` .
Date Time :OO :I5 ']O :45 Total
---------------------------------------------
08/27/07 00:00 U 0 0 O O
01:00 O 0 O O O
02:00 O O O O 0
03:00 O 0 O I I
04:00 O O 0 O 0
05;00 0 0 2 l 3
05/00 O 0 O O O
07:00 I l 2 l 5
08:00 I 2 6 2 ll
09:00 2 2 l 3 8
I0:00 4 9 7 7 27
I1:00 8 lO 0 12 30
I2:00 l 5 I & ll
I3:00 2 5 5 2 14
I4:00 6 O I 2 9
15:00 3 2 O 0 5
16:00 2 4 l 0 7
I7:00 2 l 3 I 7
I8:00 l 2 3 4 10
I9,00 l 4 2 2 9
20:00 2 2 3 l 8
2I:00 O O l O I
22:00 O I O O I
23:00 O 0 0 O O
Daily Total 167 Average Period: 1.7
AM Total : 85 < 50. 9%) Average Hour 7.0
Bg Total 82 ( 49. 1%)
Peak AM Hour: I0'30= 32 < 19.2%) Peak AM Factor: 0.800
Peak PM Hour: I3:15= 18 < 10.8%) Peak PM Factor: 0.750
^
Date Time :OO :I5 :30 :45 Total
---------------------------------------------
O8/28/07 00:00 0 O U O 0
01:00 O O 0 0 O
02:00 0 O 0 O O
03:08 O O O I l
04;00 O O I O I
05:00 0 O O 0 O
06;00 O 0 O l I
07;00 l l I 2 5
08:00 3 l 2 O 6
09;002 4 4 2 12
I0:00 ' 2 2 2 3 9
II:OO 2 3 4 O 9
12'00 2 O 3 I 6
13:00 2 3 2 2 9
I4 :00 2 2 O 2 6
15:00 3 I 4 2 lO
I6:00 I 4 3 O 8
17:00 3 2 0 2 7
I8:00 5 I 2 4 12
lB:UO 2 4 I 2 9
20:00 3 I 0 I 5
2I:00 0 2 O O 2
22:00 0 O 3 O 2
23:00 l O 0 O I
Daily Total 121 Average Period: 1.2
AM Total 44 ( 36.4%) Average Booz 5'0
PM Total 77 ( 63. 6%)
Peak AM Boor; 09:00= 12 ( 9. 9%) Peak AM Factor: 0.750
Peak PM Hour: 18:00= 12 ( 9. 9%> Peak PM Factor: 0. 600
,
Date Time :OU :I5 :30 :45 Total
---------------------------------------------
08/29/07 00:00 O 0 0 O O
0I:00 O 0 0 O 0
02:00 O O O 0 0
03:00 0 O O I I
04:00 0 O 0 O 0
05:00 O U 0 O O
06:00 2 O O l 3
07:00 O l l 2 4
08:00 O U 3 l 3
09:00 4 I 3 l 9
I0:00 % 0 l 3 O
II:OO G l 5 5 17
12:00 3 0 5 2 10
I3;00 6 l 3 I lI
14:00 I O 4 3 8
I5;00 l 3 3 3 IO
16:00 4 O 0 2 6
I7:00 U O I I 2
18:00 I 3 2 I 7
19:00 2 O I 2 5
20:00 O 0 O I l
3I:00 2 U 0 O 2
22:00 O O l I 2
23:00 O 0 O O O
Daily Total 107 Average Period: 1. 1
AM Total 45 ( 40.2&) Average Boor 4 .5
PM Total 64 ( 59.8%)
Peak AM Hour: 1I;00= 17 ( I5' 9%) Peak AM Factor: 0.708
Peak PM Booz: 12:50= 14 ( I3'1%) Peak PM Factor: 0.583
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/30/07 00:00 0 0 0 0 0
01:00 0 0 0 0 0
02:00 0 0 0 0 0
03:00 0 0 0 1 1
04:00 0 0 0 0 0
05:00 0 0 1 0 1
06:00 0 0 1 1 2
07:00 0 0 1 0 1
08:00 1 0 4 1 6
09:00 0 2 0 4 6
10:00 3 9 2 2 16
11:00 6 2 1 0 9
12:00 7 4 3 1 15
13:00 1 3 5 5 14
14:00 0 2 5 2 9
15:00 1 3 4 2 10
16:00 1 1 5 0 7
17:00 0 2 2 4 8
18:00 3 3 3 1 10
19:00 4 1 3 0 8
20:00 2 3 1 1 7
21:00 1 1 0 1 3
22:00 0 0 1 0 1
23:00 0 1 1 0 2
Daily Total 136 Average Period: 1.4
AM Total 42 ( 30.9%) Average Hour 5.7
PM Total 94 ( 69.1%)
Peak AM Hour: 10:15= 19 ( 14.0%) Peak AM Factor: 0.528
Peak PM Hour: 12:00= 15 ( 11.0%) Peak PM Factor: 0.536
'
Date Time :UO :I5 :30 :45 Total
---------------------------------------------
08/31/07 00:00 l U 0 O l
0I:00 O O O 0 0
02:00 0 O I 0 l
03'00 0 O O I l
04 :00 O O O O 0
05:00 I I l I 4
06'00 0 0 l O I
07:00 0 0 3 l 4
08:00 3 2 2 J IU
09:00 5 2 3 2 12
I0:00 7 3 3 13
Daily Total 47 Average Period: 1. 1
AM Total 47 (100.0%) Average Hour 4.3
BM Total : O ( 0'0%)
Peak AM Hour: 09:30= 15 < 31. 9%> Peak AM Factor: 0.536
Peak PM Hour: Peak PM Factor:
GRAND TOTALS
***************************** LANES #1, & #2 FINAL *************************** *
Total Lane 1 1996 Avg Period Lane 1 2.3
Lane 2 1880 Lane 2 2.2
TOTAL 3876 AVERAGE : 2.2
# Days Lane 1 8. 98 ADT Lane 1 222
Lane 2 8 . 98 Lane 2 209
HIGHEST 8. 98 ADT 432
AM Total Lane 1 455 ( 22.80) Avg Hour Lane 1 9.3
Lane 2 725 ( 38. 6%) Lane 2 8.8
---------------- -------
TOTAL 1180 ( 30.4%) AVERAGE 18.1
PM Total Lane 1 1541 ( 77.2%)
Lane 2 1155 ( 61. 4%)
----------------
TOTAL 2696 ( 69. 60)
Peak AM Lane 1 10:00= 38 (08/26/07) AM' Factor Lane 1 0.864
Lane 2 10:00= 56 (08/26/07) Lane 2 0. 636
------------------------ -----
FINAL 10:00= 56 (08/26/07) FINAL 0. 636
Peak PM Lane 1 16:30= 54 (08/24/07) PM Factor Lane 1 0.844
Lane 2 12:30= 60 (08/26/07) Lane 2 0.833
------------------------ -----
FINAL 12:30= 60 (08/26/07) FINAL 0.833
Moores
South of North Road (C . R . 48)
(both Northbound and Sou
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
09/04/07 Page: 1
10:25:39 66 Main Street
Westhampton Beach 11978
(516) 288-2480
*** Basic Count Print (#302) ***
********************************************************************************
Site ID MOORES 1NB2SB Data Starts 12:30 on 08/22/07
Info 1 Data Ends 10:45 on 08/31/07
Info 2 Adj . Factor 1.000%
********************************************************************************
Lane #1 Info
Lane Mode Directional Sensor Used Axle
********************************************************************************
*************************** Lane 1 Basic Count Print ***************************
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/22/07 12:00 23 27 50
13:00 27 19 21 24 91
14 :00 18 30 23 19 90
15:00 26 16 35 35 112
16:00 30 21 27 29 107
17 :00 24 26 21 12 83
18 :00 22 9 15 12 58
19:00 14 8 18 11 51
20:00 15 12 7 7 41
21:00 11 8 5 7 31
22:00 6 8 5 2 21
23:00 5 6 4 3 18
Daily Total 753 Average Period: 16.0
AM Total 0 ( 0.0%) Average Hour 62.8
PM Total 753 (100.0%)
Peak AM Hour: Peak AM Factor:
Peak PM Hour: 15:30= 121 ( 16. 1%) Peak PM Factor: 0.864
,
'
Date Time :UO :I5 :30 :45 Total
---------------------------------------------
08/23/07 00:00 7 O I 0 8
0I;00 5 3 0 0 8
02;00 O O 0 0 O
03:00 0 O U 0 0
04 :00 O 2 I O 3
05:00 2 O 2 7 ll
06:00 I 5 14 14 34
07:80 B 19 II 32 60
08:00 15 15 9 21 60
09;00 26 26 22 15 89
IO:OO 27 12 19 18 76
I1:08 26 18 17 22 83
I2:00 31 23 18 24 96
13:00 29 13 29 24 95
14:00 31 21 19 38 lUB
15:00 28 12 27 15 82
I6:00 .30 23 33 17 103
I7;00 38 35 16 20 109
I8:00 19 17 26 29 91
19:00 24 24 30 27 105
20:00 17 18 16 14 65
2I:00 12 6 5 lI 34
22:00 7 5 3 7 22
23:00 4 3 3 3 13
Daily Total 1356 Average Period: I4 .0
AM Total 432 ( ]1. 8%) Average Bnnz 56.5
PM Total 924 < 68.1%>
Peak 0M Booz: 08:45= 95 ( 7,0%) Peak AM Factor: 0. 913
Peak PM Hour: 16:30= 123 ( 9.1%> Peak PM Factor: 0.809
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/24/07 00:00 3 3 0 2 8
01:00 3 1 0 1 5
02:00 1 0 0 1 2
03:00 2 0 1 1 4
04 :00 0 1 0 2 3
05:00 1 1 3 4 9
06:00 5 9 11 11 36
07:00 7 30 20 20 77
08 :00 18 14 10 22 64
09:00 14 25 21 23 83
10:00 30 27 23 21 101
11:00 31 21 35 18 105
12:00 45 34 19 24 122
13:00 29 24 36 33 122
14 :00 28 31 22 24 105
15:00 33 23 26 27 109
16:00 33 34 30 30 127
17:00 24 23 27 27 101
18:00 17 14 23 15 69
19:00 18 18 19 23 78
20:00 15 13 9 11 48
21:00 23 12 18 8 61
22:00 12 19 8 11 50
23:00 11 6 3 5 25
Daily Total 1514 Average Period: 15.6
AM Total 497 ( 32.80) Average Hour 63. 1
PM Total 1017 ( 67.20)
Peak AM Hour: 10:45= 108 ( 7.10) Peak AM Factor: 0.771
Peak PM Hour: 13:30= 128 ( 8.5%) Peak PM Factor: 0.889
^
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/25/07 00;00 5 3 2 7 16
01:00 O 0 l 2 3
02:00 2 l 4 O 7
03:00 l U I U 2
04 ;00 I 0 0 I 2
05:00 U I 6 3 IO
06:00 5 8 13 19 45
07;00 9 16 17 14 56
OD :UO 13 19 21 13 66
09:00 22 32 33 22 109
lO;OO 27 37 28 26 118
II/UO 28 24 33 28 113
I2:00 29 22 27 29 107
13:00 30 14 18 18 80
14 :00 21 22 21 30 94
15:00 19 22 24 35 I00
I6:00 %O 18 25 25 88
17:00 35 28 20 13 96
I8:00 18 18 19 18 73
19:00 23 19 8 10 60
20:00 17 12 16 23 58
21:00 10 16 16 8 50
22:00 12 10 8 8 38
23:00 9 4 2 I 16
Daily Total 14I7 Average Period: 14. 6
Am Total 547 ( 38' 6%> Average Booz 59.0
PM Total 870 ( 61. 4%)
Peak 8M Hour: 09:50= 119 ( 8.4%> Peak AM Factor: 0'804
Peak PM Hour: I6:30= 113 ( 8.0%) Peak PM Factor: 0.807
'
^
Date Time :00 :I5 :30 :45 Total
---------------------------------------------
08/26/07 00:00 9 4 4 l 18
01:00 5 6 5 l 17
02:00 O 2 l 2 5
03:00 O l O 3 4
04 :00 2 U 0 l 3
05:00 I l ll 4 17
06:00 4 15 18 29 66
07:00 43 40 45 37 165
08:00 56 34 73 41 204
09:00 20 26 18 18 82
IO:OO 23 27 19 55 104
1I:00 32 28 26 26 IO2
12:00 28 29 29 35 121
13:00 31 27 37 23 I08
14 :00 33 31 32 29 124
I5:00 21 31 23 20 94
I6:00 26 32 24 23 105
17:00 21 19 24 17 81
18 ;00 21 35 25 14 85
I9:00 18 20 7 15 60
20,00 10 13 13 17 59
2I:00 16 8 8 6 38
22:00 2 9 9 8 28
23:00 2 2 5 3 12
Daily Total ; I702 Average Period: 17.5
AM Total 787 ( 46.2%) Average Hour 70. 9
P3 Total 915 ( 53,8%>
Peak AM Hour: 08:00= 204 ( I2.0%> Peak AM Factor: 0. 699
Peak PM Hour: I2;15= 124 ( 7.3%> Peak PM Factor: 0.886
`
Date Time ;OO :I5 :30 :45 Total
---------------------------------------------
08/27/07 00:00 3 3 0 4 10
01:00 0 0 l O I
02:00 2 0 I U 3
03:00 0 I 2 l 4
04: 00 O I l l 3
05: 00 O 4 7 5 16
06:00 9 9 18 l] 49
07:00 15 30 14 6 65
08:00 14 18 17 l] 62
09:00 26 24 20 22 92
I0:00 27 28 25 20 100
I1:00 27 26 25 18 96
I2'00 22 35 27 26 lIO
13:00 27 17 35 21 100
I4;00 16 30 20 26 92
I5,00 21 28 22 20 91
16:00 40 22 22 18 IO2
17:00 40 25 21 21 I07
I8:00 12 is 19 17 63
I9:00 18 10 14 is 57
20:00 20 16 13 13 62
2I:00 IO 6 9 15 40
22:00 II 5 14 6 36
23:00 6 3 I 2 12
Daily Total 1373 Average Period: 14'2
AM Total 501 < 36.5%) Average 800z 57.2
PM Total 872 ( 63.5%)
Peak AM Hour: 09:45= 102 ( 7.4%) Peak AM Factor: 0. 911
Peak PM Hour: I2:15= I15 ( 8,4%) Peak PM Factor: 0.82I
,
Date Time :OO :I5 ;30 :45 Total
---------------------------------------------
08/28/07 00/ 00 6 3 I O 10
01:00 3 l 0 O ]
02;00 2 0 l I 4
03:00 U O O l l
04 :00 l O 4 3 8
05:00 3 2 5 4 14
06:00 9 3 13 14 39
07;00 9 31 15 12 67
08:00 19 18 22 25 85
09;00 19 17 18 25 80
IO;OU 18 20 25 21 84
II:UO 20 22 35 lI 88
I2: 00 21 28 21 27 97
13: 00 24 22 31 23 I00
14 :00 21 28 23 24 96
I5:00 17 22 35 14 88
I6:00 32 22 19 29 102
17:00 29 18 18 16 81
I8:00 16 30 19 23 88
19:00 12 21 20 20 73
20:00 8 17 5 17 47
2I,00 15 7 4 14 40
22;00 7 5 12 8 32
23: 00 Il O 2 3 16
Daily Total 1343 Average Period: 13,8
AM Total ; 483 ( 36.0#) Average Booz , 56.0
PM Total 860 ( 64 .0%)
Peak AM Hour: I0:45= 98 ( 7.3&) Peak AM Factor: 0.700
Peak P3 Hour: 12:45= 104 < 7.7&> Peak PM Factor: 0.839
Date Time :00 :I5 :30 :45 Total
---------------------------------------------
08/29/07 00:00 2 l I 2 6
OI:OO O O O I I
02:00 O O 0 l I
03:00 I O O I 2
04 :00 O 0 O l I
05:00 I I 2 2 7
06:00 A IO 12 17 43
07:00 15 17 13 7 52
08;80 19 17 18 23 77
09:00 27 18 19 18 82
lO:OO 24 27 24 15 90
ll:OU 29 39 20 18 96
I2:00 19 29 25 22 95
13:00 34 32 29 19 114
14 :00 25 36 23 34 I18
I5:00 36 24 28 21 I09
16;00 29 31 21 40 12I
17:00 28 33 23 17 91
18:00 15 10 8 21 54
I9:00 l] 9 19 20 61
20:00 15 10 12 12 49
2I:00 17 9 8 7 41
22:00 9 II 14 4 38
23;00 10 2 5 6 23
Daily Total 1372 Average Period: 14 .1
AM Total 458 ( 35.4%) Average Hour 57.2
BM Total 914 ( 66. 6%}
Peak AM Boor: I0:30= 97 ( 7. I%> Peak AM Factor: 0.856
Peak 8M Hour: I4 :15= 129 ( 9.40) Peak PM Factor: 0.836
-
Date Time :OO :15 :30 :45 Total
---------------------------------------------
08/30/07 OU:OO 3 l O 2 6
01:00 U I l 3 5
02;00 l O O 0 I
03:00 l 0 O I 2
04 /00 l 0 I l 3
05:00 O O 2 6 8
06:00 4 7 19 9 39
07:00 17 10 12 15 54
08:00 12 19 16 23 70 `
09:08 22 20 31 23 96
10:00 37 26 28 33 124
11:00 19 16 18 24 77
12:00 27 36 24 20 107
I3:00 26 20 16 14 76
14:00 22 26 35 18 102
15:00 36 28 27 28 109
16:00 15 24 24 30 93
17:00 26 30 27 18 101
18:00 16 16 lI 14 57
I9:00 20 21 15 19 75
20:00 18 15 9 Ig 50
2I;00 l& IO 9 17 50
22/00 16 18 8 5 47
23:00 5 5 4 5 19
Daily Total 1377 Average Period: 14.2
AM Total 485 ( 35.2%> Average Hour 57 .4
PM Total 892 ( 64 .8%>
Peak AM Hour: lO:UO= 124 < 9.0#> Peak /M Factor: 0.838
Peak PM Hour: I6:45= I13 < 8,2%) Peak PM Factor: 0. 942
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/31/07 00:00 1 4 1 0 6
01:00 0 2 0 0 2
02:00 1 0 0 0 1
03:00 0 0 0 0 0
04:00 1 0 1 3 5
05:00 0 3 6 4 13
06:00 2 12 14 15 43
07:00 15 10 16 12 53
08:00 24 19 15 20 78
09:00 22 30 16 30 98
10:00 32 25 31 33 121
Daily Total 420 Average Period: 9.5
AM Total 420 (100.0%) Average Hour 38.2
PM Total 0 ( 0.0%)
Peak AM Hour: 10:00= 121 ( 28.8%) Peak AM Factor: 0. 917
Peak PM Hour: Peak PM Factor:
********************************************************************************
Lane *2 Info
Lane Mode Directional Sensor Used Axle
********************************************************************************
*************************** Lane 2 Basic Count Print ***************************
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/22/07 12:00 16 17 33
13:00 30 15 22 24 91
14 :00 20 13 18 17 68
15:00 24 20 26 28 98
16:00 21 19 25 30 95
17:00 31 16 21 14 82
18:00 19 8 23 11 61
19:00 7 12 17 15 51
20:00 15 8 20 8 51
21:00 9 9 5 4 27
22:00 5 9 13 8 35
23:00 3 2 2 2 9
Daily Total 701 Average Period: 14 . 9
AM Total 0 ( 0.0%) Average Hour 58.4
PM Total 701 (100.0%)
Peak AM Hour: Peak AM Factor:
Peak PM Hour: 16:15= 105 ( 15.0%) Peak PM Factor: 0.847
_- _-
Date Time :00 :I5 z30 : 45 Total
---------------------------------------------
08/23/07 00:00 O 0 2 2 4
01:00 I l 2 O 4
02,00 0 O O O O
03:00 O O O U O
04 :00 l I l I 4
05:00 l l Il 4 17
06:00 8 IO 16 18 52
07:00 ll 32 IO 26 79
08:00 21 18 12 24 75
09:00 28 12 17 25 82
IO:OO 15 22 20 28 85
II:00 54 20 25 33 I12
I2:00 27 15 31 34 107
l]:OO 24 26 25 27 102
I4:00 28 27 27 27 109
I5:00 24 20 32 27 93
16:00 18 17 30 24 89
I7:00 16 17 15 30 78
I8'00 27 22 20 15 84
I9:00 14 13 9 6 43
20:00 7 IU 8 13 38
21:00 15 lO 5 lI 41
22:00 5 5 10 7 28
33:00 9 2 5 6 22
Daily Total 1347 Average Period: 13. 9
AM Total 514 ( 38'2%> Average 800z 56. 1
Pm Total 833 ( 61,8%)
Peak AM Booz: 1I/00= 1I2 ( 8.3%> Peak AM Factor: 0.824
Peak PM Hour: 12:30= 115 < 8.5%> Peak PM Factor: 0. 846
Date Time ;OO :I5 ;30 :45 Total
---------------------------------------------
08/24/07 00:00 l 2 4 2 9
01:00 I O l 0 2
02:00 3 l l 4 8
03:00 I I l l 4
04:00 I l 2 O 4
05:00 I 2 3 5 lI
06:00 8 9 13 21 52
07:00 14 23 25 21 82
08:00 22 17 22 38 99
09:00 18 25 24 16 83
I0;00 28 22 18 26 94
Il;OO 21 41 20 41 123
I2:00 28 31 32 40 131
I3:00 22 20 32 25 99
I4 :00 37 31 23 31 122
15:00 21 23 37 42 123
I6:00 26 25 37 32 120
17:00 23 28 31 26 I08
I8:00 25 25 22 23 95
I9:00 24 27 36 17 I04
20:00 32 9 21 17 79
3I:00 19 17 15 lO 61
22;00 19 4 23 II 57
23:00 O 10 5 4 27
Daily Total 1698 Average Period: 17.5
8M Total 572 < 33.7%) Average Hour 70,8
PM Total I126 ( 66.3%}
Peak AM Hour: I1:00= 123 < 7.2%) Peak AM Factor: 0.750
Peak PM Booz: I2:00= 13I ( 7.7%} Peak PM Factor: 0'819
Date Time :OO :I5 :30 :45 Total
---------------------------------------------
08/25/07 00:00 4 I 6 I 12
Ol:OO I 3 2 l 7
02;00 2 O I 0 3
03:00 3 0 l I 4
04 :00 U 4 0 3 7
05:00 3 2 3 3 Il
06:00 8 20 20 19 63
07 :00 13 17 20 12 62
08 :00 24 20 32 17 93
09:00 27 30 21 31 109
10:00 34 20 30 39 123
11:00 26 34 25 25 110
I2:00 37 34 28 30 129
13:00 24 51 35 44 154
14 :00 28 37 24 28 1I7
I5:'00 30 27 28 47 132
I6:00 22 18 18 19 77
I7:00 31 16 28 23 98
I8 :00 30 18 26 24 98
19:00 21 17 13 16 67
20:00 24 lO 14 9 57
21:00 6 9 14 Il 40
23:00 10 9 9 15 43
23:00 6 IO 5 7 28
Daily Total 1644 Average Period: I6' 9
AM Total 604 < 36.7%) Average Booz 68'5
BM Total 1040 ( 63.3%)
Peak AM Hour: I0:30= 129 < 7.8%) Peak AM Factor: 0. 827
Peak PM Hour: 13:15= 158 ( 9. 6%> Peak PM Factor: 0.775
`
^
Date Time :00 ;15 :30 :45 Total
---------------------------------------------
08/26/07 00:00 4 4 6 l 15
0I:00 4 4 l O 9
02:00 I I I 2 5
03'00 5 O 5 I lI
04:00 4 O 4 2 IO
05:00 3 3 5 9 20
06:00 7 9 24 31 71
07:00 12 9 24 14 59
08:00 30 12 19 38 99
09:00 20 23 22 25 90
10;00 17 15 19 41 92
II:00 34 I§ 37 25 I00
12:00 19 35 21 26 10I
I3:00 36 32 21 25 104
I4 :00 16 27 20 27 90
I5:00 IO 33 12 22 76
I6:00 13 19 17 20 69
17:00 15 17 26 15 73
I8'00 22 22 21 8 73
I9:00 18 6 8 12 44
20:00 14 IO 17 13 54
2I:00 II 9 8 6 34
22:00 5 7 9 4 25
23:00 6 5 7 3 21
Daily Total 1345 Average Period: 13' 9
AM Total 581 ( 43.2%) Average Booz 56.0
PM Total 764 ( 56.8%)
Peak AM Hour: I0:45= I16 < 8. 60) Peak AM Factor: 0.707
Peak BM Hour: 12;I5= 108 ( 8.0%> Peak PM Factor: 0.771
Date Time :00 :15 :]U :45 Total
---------------------------------------------
08/27/U7 00:00 0 l 4 O 5
Ol:OO 0 I 2 I 4
02:00 2 I 0 0 3
03:00 2 3 O 0 5
04:00 2 0 I l 4
05;00 2 2 5 8 17
06:00 Il O 15 22 56
07:00 27 15 14 17 73
08:00 18 23 25 31 87
09:00 21 27 38 22 106
10:00 30 25 26 22 103
1I:00 22 26 18 30 96
I2:00 22 24 27 27 IOO
I3:00 20 25 19 23 87
I4 :00 24 21 16 18 79
I5:00 29 24 13 31 97
16:00 23 18 12 27 80
17:00 38 12 25 17 92
I8:00 14 15 14 26 69
19:00 17 17 IO 26 78
20:00 21 17 II IO 59
2I:00 4 6 12 12 34
22:00 8 9 6 5 28
23:00 4 4 l 3 12
Daily Total 1384 Average Period: 14 .3
AM Total 569 < 41.1%) Average Hour 57.7
PM Total 815 ( 58. 9%}
Peak AM Booz: 08:45= 115 ( 8.3%) Peak AM Factor: 0.799
Peak PM Hour: I6:45= 102 ( 7.40) Peak PM Factor: 0. 671
'
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/28/07 80:00 0 l l l 3
01:00 O 0 0 l l
02:00 2 O I O 3
03:00 0 O O 0 0
04:00 U 4 2 3 9
05:00 I 3 3 5 ll
06:00 7 %O 16 24 67
07:00 24 19 24 II 78
08:00 19 30 24 22 85
09:00 31 9 17 l& 71
10:00 22 24 24 22 92
Il/OO 18 12 25 27 82
12:00 22 21 24 33 100
I3:00 37 25 18 27 97
I4 :00 38 33 17 29 115
15'00 14 14 15 37 70
I6:00 28 17 24 27 96
17:00 23 26 25 22 96
I8:00 12 IO 18 18 58
19:00 12 19 20 22 73
20'00 18 18 16 12 64
2I:00 7 12 12 10 Al
22:00 5 9 lO 6 ]O
23:00 4 3 5 4 16
Daily Total 1358 Average Period: I4 .0
8B Total 502 < 37.0%} Average Hour ; 56' 6
PM Total 855 < 63.0%>
Peak AM Hour: 08:15= 37 ( 7.1%> Peak AM Factor: 0.782
Peak PM Hour: 14 :00= 1I5 ( 8.5%> Peak PM Factor: 0,799
~
^
Date Time :00 :15 :30 :45 Total
---------------------------------------------
08/29/07 00:00 3 l 3 2 8
01/00 l U O 0 l
02:00 O O U 0 O
03:00 O O l 2 3
04:00 l O 2 O 3
05:00 0 2 4 5 II
06:00 5 6 14 31 56
07'00 17 14 15 12 58
08:00 26 15 28 27 96
09:00 18 19 15 21 73
I0;00 20 16 25 19 80
I1:00 19 17 18 26 80
I2:00 31 19 20 35 105
I3:00 25 30 23 26 I04
I4 :00 25 25 24 31 I05
I5:00 29 30 37 27 103
16:00 21 20 27 23 91
I7:00 16 21 19 27 83
18:00 18 20 34 20 82
19:00 15 14 20 21 70
20:00 15 17 8 14 54
2I:00 17 7 O 8 32
22:00 4 15 5 6 30
23;00 5 4 6 O 15
Daily Total 1343 Average Period: 13.8
AM Total 469 < 34 . 9%) Average Boor 56.0
PM Total 874 ( 65.I%>
Peak AM Hour: 08 '00= 96 ( 7. 1%) Peak AM Factor: 0.857
Peak PM Hour: 12:45= I13 ( 8.4%) Peak PM Factor: 0. 807
'
Date Time :00 :I5 :30 :45 Total
---------------------------------------------
08/30/07 00:00 3 I 5 2 9
0I:00 3 0 0 I 4
02:00 l 0 I O 2
03:00 0 0 0 I l
. 04:00 2 l 0 ] 6
05:00 2 6 3 lO 21
06:00 8 8 13 23 52
07'00 15 18 19 34 86
08:00 20 17 29 27 93
09:00 24 23 16 ID 81
10/00 23 17 31 is 86
11;00 23 18 28 32 IOI
I2:00 29 26 25 25 105
13:00 26 24 20 36 I06
14:00 37 23 22 23 105
I5:00 19 19 22 28 88
I6:00 24 21 22 24 91
17:00 20 22 24 28 94
I8:00 24 JO Ih 23 93
19:00 27 I] 22 27 89
20:00 23 18 18 17 76
3I:00 II lO 5 12 38
22:00 8 13 IO 3 34
23:00 7 8 2 4 21
Daily Total 1482 Average Period: 15.3
AM Total 542 ( ]6. 6%) Average Hour 61.8
PM Total / 940 < 63.4%>
Peak AM Hour: 08:30= I03 < 7 .0%> Peak AM Factor: 0'888
Peak PM Boor: 13:45= 118 ( 8.0%> Peak BM Factor: 0.797
^
Date Time :OO :15 :30 :45 Total
---------------------------------------------
08/31/07 00:00 I 3 0 2 6
OI:OO 3 4 0 U 7
02:00 U 0 l l 2
03:00 I 0 O 2 3
04:00 O O 3 O 3
05:00 0 4 4 6 14
05:00 7 8 14 27 56
07:00 15 12 13 28 68
08:00 30 17 18 36 91
09:00 28 28 23 26 105
I0:00 24 24 50 32 I30
Daily Total / 485 Average Period: 11. 0
AM Total 485 (I00.0%) Average 800z @@. I
PM Total 0 ( 0-0%)
Peak AM Hour: 10:00= 130 ( 26.8%) Peak AM Factor: 0. 650
Peak PM Booz: Peak BM Factor:
-
l
GRAND TOTALS
***************************** LANES #1, & #2 FINAL ***************** ***********
Total Lane 1 12627 Avg Period Lane 1 14. 6
Lane 2 12787 Lane 2 14.7
TOTAL 25414 AVERAGE : 14.7
# Days Lane 1 9.03 ADT Lane 1 1398
Lane 2 9.03 Lane 2 1416
HIGHEST 9.03 ADT 2814
AM Total Lane 1 4610 ( 36.5%) Avg Hour Lane 1 58.7
Lane 2 4838 ( 37.8%) Lane 2 59.5
----------------
TOTAL 9448 ( 37.2%) AVERAGE 118.2
PM Total Lane 1 8017 ( 63.5%)
Lane 2 7949 ( 62.2%)
----------------
TOTAL 15966 ( 62.8%)
Peak AM Lane 1 08:00= 204 (08/26/07) AM Factor Lane 1 0. 699
Lane 2 10:00= 130 (08/31/07) Lane 2 0. 650
------------------------ -----
FINAL 08:00= 204 (08/26/07) FINAL 0. 699
Peak PM Lane 1 14 :15= 129 (08/29/07) PM Factor Lane 1 0.896
Lane 2 13:15= 158 (08/25/07) Lane 2 0.775
------------------------ -----
FINAL 13:15= 158 (08/25/07) FINAL 0.775
Accident
NP: 26073-Seabreeze Ave.
File: Admin/Reports/TIS.doe
North
between
Chapel Lane and Moores Lane
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doe
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Detailed Analysis Report for CR 48,Middle Rd from CHAPEL LA to MOORES LA N Page 1 of 10
CR 48, Middle Rd from CHAPEL LA (Offset: 0) to MOORES LA N (Offset: 0) For Dates: 1/1/2004—7/20/2007
Reference: for Dunn Engineering Prepared by: LLP Date Prepared: 9/12/2007
Most Current Accident Data— SCPD:10/6/2004; Other Police:7/21/2007 11:39:00 PM; Fatal(all sources):6/30/2007 5:43:00 PM
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
04SD0691 1/21/2004 Wednesday 2 0 0 None Daylight Clear Dry Right 93219
8:45:00 AM Angle
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Pavement Not Applicable E Making Right Turn Other Motor Vehicle Not Applicable 26
Slippery
2 Not Applicable Not Applicable N Making Left Turn Other Motor Vehicle Not Applicable 35
Comments: MVI EB RT 48 MAKING R/T SLID ON ICE&STRUCK MV2 NB CHAPELLA LANE
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
04SD5090 6/5/2004 5:45:00 Saturday 2 2 0 Stop Sign Daylight Clear Dry Right Angle 93219
PM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Failure to Yield View N Making Left Turn Other Motor Vehicle Not Applicable 24
Right-of-Way Obstruction/Limited
2 Not Applicable Not Applicable E Going Straight Ahead Other Motor Vehicle Not Applicable 27
Comments: MV2 EB CR48 WHEN MVI NB CHAPELLA PULLED OUT IFO MV2&COLLIDED.VIEW OBSTRUCTED
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
04SD6354 7/3/2004 Saturday 2 0 0 Stop Sign Daylight Clear Dry Right Angle 93219
10:50:00 AM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Failure to Yield Not Applicable N Making Left Turn Other Motor Vehicle Not Applicable 24
Right-of-Way
2 Not Applicable Not Applicable E Going Straight Ahead Other Motor Vehicle Not Applicable 80
Comments: MV2 EB CR48 WHEN MV1 NB CHAPELLA PULLED OUT IFO MV2&COLLIDED
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
OSD11195 10/8/2005 Saturday 2 0 0 Stop Sign Daylight Rain Wet Right Angle 93219
11:35:00 AM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Failure to Yield Not Applicable N Making Left Turn Other Motor Vehicle Not Applicable 56
Right-of-Way
2 Not Applicable Not Applicable E Going Straight Ahead Other Motor Vehicle Not Applicable 44
Comments: MVI MADE A L/T FROM CHAPEL LANE ONTO CR 48 FAILING TO YIELD R-O-W TO MV2,E/B ON CR 48 CAUSING COLLISION.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
05DII584 10/16/2005 Sunday 1 0 0 Other Dark- Clear Dry Fixed 93219
10:57:00 PM Road Object
http://pw/drive/Accidents/detail_analysis_CR rvt.asi) 9/12/2007
Detailed Analysis Report for CR 48,Middle Rd from CHAPEL LA to MOORES LA N Page 2 of 10
Lighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Unsafe Speed Not Applicable W Going Straight Ahead Tree Not Applicable 40
Comments: MVI FAILED TO NEGOTIATE CURVE IN ROADWAY AND ROADBLOCK DUE TO FLOODING.MVS EXITED ROAD AND COLLIDED WITH TREES ON
SHOULDER OF ROADWAY.MVI STATES TIRE BLEW-OUT ON CURVE.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
06D10411 9/27/2006 Wednesday 1 0 0 None Daylight Clear Dry Animal 93219
10:03:00 AM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable W Going Straight Ahead Deer Not Applicable 61
Comments: MVI WB CR58 STRUCK DEER
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
06D13910 12/31/2006 Sunday 2 0 0 Stop Sign Dark- Cloudy Dry Right Angle 93219
5:45:00 PM Road
Lighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action ist Event 2nd Event Drivers Age
1 Failure to Yield Not Applicable NW Making Left Turn Other Motor Vehicle Not Applicable 75
Right-of-Way
2 Not Applicable Not Applicable E Going Straight Ahead Other Motor Vehicle Not Applicable 67
Comments: MVI MAKING L/TURN FROM CHAPLE ONTO CR48 FAILED TO YIELD ROW TO MV2 WHO WAS E/B CR48,MV'S COLLIDED
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
06SD8225 8/6/2006 5:18:00 Sunday 2 0 0 None Daylight Clear Dry Non-fixed 93419
PM Object
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Alcohol Passing or Lane Usage E Going Straight Ahead Other Motor Vehicle Not Applicable 48
Involvement Improper
2 Not Applicable Not Applicable E Other* Other Motor Vehicle Not Applicable 38
Comments: MV2 STOPPED ON EB SHOULDER OF CR48 WHEN STRUCK BY MVI EB WHICH FLED SCENE.DRIVER MV1 FOUND AND ARRESTED FOR DWI.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
05SDI657 2/21/2005 Monday 1 0 0 None Daylight Snow Snow/Ice Fixed 93469
8:12:00 AM Object
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Pavement Not Applicable Unknown Unknown Sign Post Not Applicable
Slippery
Comments: UNKNOWN MV1 LEFT ROADWAY AND STRUCK SIGN ON S/S OF THE ROAD.FLED SCENE.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
http://pw/drive/Accidents/detail_analysis_CR_rpt.asp 9/12/2007
Detailed Analysis Report for CR 48,Middle Rd from CHAPEL LA to MOORES LA N Page 3 of 10
05SD4880 5/24/2005 2:50:00 Tuesday 2 1 0 None Daylight Rain Wet Rear End 93519
PM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Driver Inattention Not Applicable W Going Straight Ahead Other Motor Vehicle Not Applicable 25
(Indicate)*
2 Not Applicable Not Applicable W Stopped in Traffic Other Motor Vehicle Not Applicable 18
Comments: MV2 W/B CR 48 WAITING TO MAKE L/T FROM CR 48 INTO A PARKING LOT.MV1 W/B ON CR 48 FAILING TO SEE MV2,TRIED TO STOP,SLID ON
WET PAVEMENT AND COLLIDED W/MV2.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
04D13517 12/26/2004 Sunday 1 0 0 None Dark- Snow Snow/Ice 'Fixed 93719
4:46:00 PM Road Object
Lighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Pavement Not Applicable W Going Straight Ahead Light Support/Utility Not Applicable 42
Slippery Pole
Comments: MVI WB CR48 LOST CONTROL OF MV&SLID OFF ROAD&STRUCK POLE
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
04SD5808 6/22/2004 Tuesday 2 0 0 None Daylight Rain Wet Rear End 93819
12:36:00 PM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Not Applicable Not Applicable W Making Right Turn Other Motor Vehicle Not Applicable 57
2 Following Too Pavement Slippery W Going Straight Ahead Other Motor Vehicle Not Applicable 52
Closely
Comments: MVS WB CR48 MAKING R/T INTO SUNSET MOTEL WHEN MV2 WB REARENDED MVS
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
07SDO598 1/20/2007 Saturday 1 1 0 None Dark- Clear Dry Fixed 94019
1:58:00 AM Road Object
Lighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Driver Inattention Not Applicable E Going Straight Ahead Other Object(Not Light Support/Utility 43
(Indicate)* Fxed)* Pole
Comments: MVI E/B CR48 REACHED FOR CELL PHONE,LOST CONTROL OF MV,STRUCK POLE AND OVERTURNED
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
04SD7553 7/26/2004 Monday 1 0 0 No Passing Dark- Cloudy Dry Animal 94219
8:36:00 PM Zone Road
Lighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable E Going Straight Ahead Deer Not Applicable 60
Comments: MVI EB CR48 STRUCK DEER THAT RAN INTO ROAD
http://pw/drive/Accidents/detail analysis_CR rpt.asi) 9/12/2007
Detailed Analysis Report for CR 48,Middle Rd from CHAPEL LA to MOORES LA N Page 4 of 10
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
06SD2997 4/3/2006 6:11:00 Monday 1 0 0 None Dawn Clear Dry Animal 94275
AM
MV# Contrib Factor i Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable E Going Straight Ahead Deer Not Applicable 50
Comments: MV1 EB CR48 STRUCK DEER
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
04D13195 12/17/2004 Friday 3 3 0 No Passing Daylight Clear Dry Rear End 94539
9:26:00 AM Zone
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Driver Inattention Not Applicable E Going Straight Ahead Other Motor Vehicle Not Applicable 19
(Indicate)*
2 Not Applicable Not Applicable E Stopped in Traffic Other Motor Vehicle Not Applicable 30
3 Not Applicable Not Applicable W Going Straight Ahead Other Motor Vehicle Tree 44
Comments: MV2 EB CR48 STOPPED TO MAKE L/T WHEN MVI EB REARENDED MV2 PUSHING MV INTO WB LANES&STRUCK MV3 WB CR48
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control. Light: Weather: Roadway: Diagram: Milepost:
04SD2284 3/17/2004 Wednesday 1 0 0 No Passing Daylight Clear Slush Animal 95698
10:29:00 AM Zone
MV# Contrib Factor i Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable E Going Straight Ahead Deer Not Applicable 39
Comments: MV1 EB CR48 STRUCK DEER THAT RAN INTO ROAD
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
06DI3186 12/9/2006 Saturday 1 0 0 None Dark- Clear Dry Animal 95698
2:45:00 AM Road
Unlighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable W Going Straight Ahead Deer Not Applicable 48
Comments: MV1 W/B CR48 STRUCK DEER
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
06SD4746 5/21/2006 Sunday 1 0 0 No Passing Daylight Clear Dry Animal 95859
6:45:00 AM Zone
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable E Going Straight Ahead Deer Not Applicable 46
Comments: MV1 EB CR48 STRUCK DEER
http://pw/drive/Accidents/detail—analysis—CR-1pt.asp 9/12/2007
Detailed Analysis Report for CR 48,Middle Rd from CHAPEL LA to MOORES LA N Page 5 of 10
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
06SD9759 9/10/2006 Sunday 1 0 0 None Daylight Clear Dry Animal 95859
5:49:00 PM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable W Going Straight Ahead Deer Not Applicable 51
Comments: MVS WB CR48 STRUCK DEER
CC Number: Date/Time: Day: #Vehicles: #Injured. #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
06SD2090 3/6/2006 6:28:00 Monday 2 2 0 None Dark- Clear Dry Animal 95962
PM Road
Unlighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable E Going Straight Ahead Deer Other Motor Vehicle 39
2 Not Applicable Not Applicable W Going Straight Ahead Deer Other Motor Vehicle 31
Comments: MVI EB CR48 STRUCK DEER THEN CROSSED OVER DOUBLE YELLOW LINE AND STRUCK WB MV2
CC Number: Date/Time: Day: #Vehicles: #Injured. #Killed: Traffic Control. Light: Weather: Roadway: Diagram: Milepost:
04SD1728 2/28/2004 Saturday 1 0 0 None Daylight Clear Dry Animal 96490
10:49:00 AM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable E Going Straight Ahead Deer Not Applicable 64
Comments: MV1 EB CR48 STRUCK DEER THAT RAN INTO ROAD
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
04SD9680 9/11/2004 Saturday 1 0 0 No Passing Dark- Clear Dry Animal 96718
3:16:00 AM Zone Road
Unlighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable E Going Straight Ahead Deer Not Applicable 21
Comments: MV1 EB CR48 STRUCK DEER THAT RAN INTO ROAD
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
05D12539 11/9/2005 Wednesday 1 0 0 No Passing Dark- Rain Wet Animal 96918
3:28:00 PM Zone Road
Unlighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
i Animals Action Not Applicable W Going Straight Ahead Deer Not Applicable 42
Comments: MVI W/B CR 48 STRUCK AND KILLED DEER THAT RAN INTO ROADWAY.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
http://pw/drive/Accidents/detail analysis_CR rpt.asp 9/12/2007
Detailed Analysis Report for CR 48,Middle Rd from CHAPEL LA to MOORES LA N Page 6 of 10
05SD2476 3/18/2005 Friday 1 0 0 None Dark- Clear Dry Animal 97018
11:29:00 PM Road
Lighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable E Going Straight Ahead Other Motor Vehicle Not Applicable 71
Comments: MV1 E/B ON CR 48 STRUCK DEER GOING N/B.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
05D13133 11/25/2005 Friday 1 0 0 None Dusk Clear Dry Animal 97179
4:34:00 PM
MV# Contrib Factor i Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable W Going Straight Ahead Deer Not Applicable 57
Comments: MVS W/B CR 48 STRUCK DEER THAT RAN INTO ROADWAY.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
06SD6181 6/22/2006 Thursday 1 0 0 None Dawn Clear Dry Animal 97218
5:10:00 AM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable W Going Straight Ahead Deer Not Applicable 27
Comments: MVI WB CR48 STRUCK DEER
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
06DII878 11/4/2006 Saturday 2 1 0 None Daylight Clear Dry Overtaking/ 97443
10:23:00 AM Passing/
Lane
Change
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Passing or Lane Not Applicable W Passing Other Motor Vehicle Not Applicable 26
Usage Improper
2 Not Applicable Not Applicable W Making Left Turn Other Motor Vehicle Not Applicable 45
Comments: MV2 TURNING LEFT INTO D/W;MVI ATTEMPTED TO PASS ON LEFT MAKING CONTACT WITH MV2
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
05SD3186 4/7/20053:42:00 Thursday 2 2 0 None Daylight Clear Dry Left Turn 97623
PM Same
Direction
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Failure to Yield Not Applicable S Making Left Turn Other Motor Vehicle Light Support/Utility 17
Right-of-Way Pole
2 Not Applicable Not Applicable E Going Straight Ahead Other Motor Vehicle Light Support/Utility 36
Pole
Comments: MV2 E/B ON CR 48 TURNED INTO PATHE OF MV2 FROM A DRIVEWAY ON THE N/S OF ROAD.MV1 WAS ATTEMPTING TO GO EAST.MVS AND MV2
MADE CONTACT CAUSING DAMAGE.MVI THEN HIT LIPA POLE.
http://pw/drive/Accidents/detail—analysis_Ckrpt.asp 9/12/2007
Detailed Analysis Report for CR 48,Middle Rd from CHAPEL LA to MOORES LA N Page 7 of 10
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
05D11378 10/12/2005 Wednesday 1 0 0 No Passing Daylight Rain Wet Animal 98415
2:40:00 PM Zone
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
I Animals Action Not Applicable E Going Straight Ahead Deer Not Applicable 45
Comments: MVI E/B STRUCK DEER THAT RAN INTO ROADWAY.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
06SDI437 2/13/2006 Monday 1 0 0 None Dark- Cloudy Snow/Ice Fixed 98443
12:45:00 AM Road Object
Unlighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Pavement Not Applicable W Going Straight Ahead Light Support/Utility Not Applicable 21
Slippery Pole
Comments: MVI WB CR48 LOST CONTROL STRIKING LIPA POLE#415
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
05SD4748 5/21/2005 Saturday 1 0 0 None Daylight Clear Dry Animal 98643
8:00:00 AM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action ist Event 2nd Event Drivers Age
1 Animals Action Not Applicable E Going Straight Ahead Deer Not Applicable 55
Comments: MV EB CR 48 STRUCK DEER HEADING S/B ACROSS CR 48.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
05SD4749 5/21/2005 Saturday 1 0 0 None Daylight Clear Dry Animal 98643
8:00:00 AM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable W Going Straight Ahead Deer Not Applicable 39
Comments: MVI E/B CR 48 STRUCK DEER S/B CROSSING CR 48.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
05D14358 12/29/2005 Thursday 1 0 0 No Passing Dark- Fog/Smog/Smoke Wet Animal 98643
5:08:00 PM Zone Road
Unlighted
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable W Going Straight Ahead Deer Not Applicable 58
Comments: MVI W/B CR 48 STRUCK DEER THAT RAN INTO ROADWAY.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
http://pw/drive/Accidents/detail_analysis_CR_rpt.asp 9/12/2007
Detailed Analysis Report for CR 48,Middle Rd from CHAPEL LA to MOORES LA N Page 8 of 10
OSSDO281 1/10/2005 Monday 1 0 0 None Dark- Cloudy Dry Animal 98743
1:15:00 AM Road
Unlighted
MV# Contrib Factor I Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
I Animals Action Not Applicable W Going Straight Ahead Deer Other Motor Vehicle 65
Comments: MVI W/B ON CR 48 STRUCK DEER.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway., Diagram: Milepost:
............--- -1-1.1.................. .............I..................... ............11.11.1 -............... ........................-1................... .............11-1-1-...........�p�"�-...................
04SDO086 1/3/2004 2:30:00 Saturday 1 0 0 None Daylight Clear Dry Animal 98843
PM
MV# Contrib Factor I Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
......----------- ......... ............
Animals Action Not Applicable W Going Straight Ahead Deer Not Applicable 39
Comments: MV1 WB CR48 WHEN A DEER RAN INTO ROAD&WAS STRUCK BY MVI
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather. Roadway: Diagram: Milepost:
06SDO666 1/21/2006 Saturday 1 0 0 None Dawn Cloudy Dry Animal 98893
6:26:00 AM
MV# Contrib Factor I Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Animals Action Not Applicable E Going Straight Ahead Deer Not Applicable 25
Comments: MVI EB CR48 STRUCK DEER
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light. Weather: Roadway: Diagram: Milepost:
------------
04SD5924 6/21/2004 Monday 2 0 0 Stop Sign Daylight Clear Dry Right Angle 98943
2:20:00 PM
MV# Contrib Factor I Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
.............I-- I............................... ..................... .............- ................................................................--.1---1..................................... -......................................................I-- 1.1-11--r-1
1 Failure to Yield Not Applicable N Making Left Turn Other Motor Vehicle Not Applicable 57
Right-of-Way
2 Not Applicable Not Applicable E Going Straight Ahead Other Motor Vehicle Not Applicable 40
Comments: MV2 EB CR48 WHEN MVI NB PULLED OUT IFO MV2&COLLIDED
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
04SD6236 7/1/2004 9:50:00 Thursday 2 0 0 None Daylight Clear Dry Right Turn 98943
AM Opposing
Direction
MV# Contrib Factor I Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Prescription Not Applicable E Making Right Turn Other Motor Vehicle Not Applicable 46
Medication
2 Not Applicable Not Applicable N Stopped in Traffic Other Motor Vehicle Not Applicable 56
Comments: MVI EB CR48 WHILE MAKING R/T STRUCK MV2 NB MOORE LANE STOPPED
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
................... i-1--.1-.......... ........ .............................. ..............................................
http://pw/drive/Accidents/detail—analysis—CR—rot.aso 9/12/2007
Detailed Analysis Report for CR 48,Middle Rd from CHAPEL LA to MOORES LA N Page 9 of 10
04DII273 10/22/2004 Friday 2 0 0 Stop Sign Daylight Cloudy Dry Rear End 98943
4:38:00 PM
MV# Contrib Factor I Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
..........---..........--.......... .......... ...........
1 Driver Inattention Not Applicable N Starting In Traffic Other Motor Vehicle Not Applicable 19
(Indicate)*
2 Not Applicable Not Applicable N Stopped in Traffic Other Motor Vehicle Not Applicable 44
Comments: MV2 NB MOORE LA STOPPED @ STOP SIGN,MOVED UP TO CHECK TRAFFIC WHEN MV1 NB REARENDED MV2
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
------------
04DI3489 12/25/2004 Saturday 2 0 0 None Daylight Clear Dry Left Turn 98943
4:00:00 PM Opposing
Direction
MV# Contrib Factor I Contrib Factor 2 Direction Action Ist Event 2nd Event Drivers Age
1 Glare Not Applicable W Going Straight Ahead Other Motor Vehicle Not Applicable 39
2 Not Applicable Not Applicable E Making Left Turn Other Motor Vehicle Not Applicable 40
Comments: MV2 EB CR48 WHEN MVS WB CR48 MADE L/T IFO MV2&COLLIDED
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost-
OSSD2647 3/23/2005 Wednesday 2 0 0 Stop Sign Daylight Snow Wet Right 98943
4:07:00 PM Angle
MV# Contrib Factor I Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Driver Inattention View Obstruction/Limited N Making Left Turn Other Motor Vehicle Not Applicable 64
(Indicate)*
2 Not Applicable Not Applicable E Going Straight Ahead Other Motor Vehicle Not Applicable 54
Comments: MVI MAKING L/T FROM V.R.MOORES LANE ONTO CR 48 FAILED TO SEE MV2 EJB ON CR 48,STRIKING MV2 DUE TO WEATHER CONDITIONS.
CC Number: Date/Time: Day* #Vehicles: #Injured. #Killed: Traffic Control: Light. Weather: Roadway: Diagram: Milepost:
.................. ....................
OSSD4445 5/14/2005 Saturday 2 0 0 Stop Sign Daylight Clear Dry Rear End 98943
7:04:00 AM
My# Contrib Factor I Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
Not Applicable Not Applicable N Stopped in Traffic Other Motor Vehicle Not Applicable 69
2 Driver Inattention Not Applicable N Slowing or Stopping Other Motor Vehicle Not Applicable 46
(Indicate)*
Comments: MV2 REARENDED MV1 STOPPED AT STOP SIGN.
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather., Roadway: Diagram: Milepost:
..........—.-................------------11--,........... -.—............... ............................----------
061311063 10/14/2006 Saturday 1 0 0 No Passing Dark- Clear Dry Animal 98943
5:30:00 AM Zone Road
Unlighted
MV# Contrib Factor I Contrib Factor 2 Direction' Action Ist Event 2nd Event Drivers Age
..............r_____..._,_,.,__.. __.........
1 Animals Action Not Applicable E Going Straight Ahead Deer Not Applicable 30
Comments: MV1 E/B WHEN DEER RAN INTO ROADWAY AND MV1 STRUCK DEER
http://pw/drive/Accidents/detail—analysis—CR—rpt.asp 9/12/2007
Detailed Analysis Report for CR 48,Middle Rd from CHAPEL LA to MOORES LA N Page 10 of 10
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
07SD4861 6/7/2007 Thursday 2 0 0 Stop Sign Daylight Clear Dry Right Angle 98943
10:09:00 AM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Failure to Yield Not Applicable N Making Left Turn Other Motor Vehicle Not Applicable 87 '
Right-of-Way
2 Not Applicable Not Applicable E Going Straight Ahead Other Motor Vehicle Not Applicable 72
Comments: MVS N/B MOORE LANE ATTEMPTING L/TURN ONTO W/B CR48 DID NOT YIELD ROW TO MV2 PULLING OUT I/F/O MV2 WHO WAS E/B CR48
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
04SD4746 5/28/2004 Friday 2 0 0 None Daylight Rain Wet Rear End 99043
2:04:00 PM
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Following Too Pavement Slippery W Going Straight Ahead Other Motor Vehicle Not Applicable 39
Closely
2 Pavement Not Applicable W Going Straight Ahead Other Motor Vehicle Not Applicable 53
Slippery
Comments: MV2 WB CR48 VEERED TO THE RIGHT TO AVOID STOPPED TRAFFIC&MV2 WB REARENDED MV2
CC Number: Date/Time: Day: #Vehicles: #Injured: #Killed: Traffic Control: Light: Weather: Roadway: Diagram: Milepost:
04SD3110 4/14/2004 Wednesday 2 0 0 None Daylight Cloudy Wet Overtaking/ 99328
10:05:00 AM Passing/
Lane
Change
MV# Contrib Factor 1 Contrib Factor 2 Direction Action 1st Event 2nd Event Drivers Age
1 Other Vehicular* Driver Inattention E Making Left Turn Other Motor Vehicle Not Applicable 44
(Indicate)*
2 Not Applicable Not Applicable E Passing Other Motor Vehicle Not Applicable 28
Comments: MV1 EB CR48 WHEN MV2 EB WENT TO PASS MV1 WHEN MV1 ATTEMPTED TO MAKE L/T&COLLIDED W/MV2
Number of Accidents:47
Suffolk County DPW DRIVE 9/12/2007 10:36:21 AM
littp://pw/drive/Accidents/detail—analysis—CR—rpt.asp 9/12/2007
rublic
NP: 27120-North Wind Village
File: Admin/Reports/TIS.doc
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