HomeMy WebLinkAboutCVS
TRAFFIC IMPACT STUDY
FOR PROPOSED
CVS PHARMACY
Main Road (NYS Route 25)
Mattituck, New York
Prepared for:
Morton Weber & Associates
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APRIL 2004
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INTRODUCTION ......................................................... I
Purpose of Report ................................................... 2
Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2
STUDY APPROACH. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6
EXISTING ROADWAY NETWORK . .. . .. . . . . .. . .. . .. .. . . . . . .. . . . . .. . .. . . . ... 9
Roadway Characteristics .............................................. 10
Signalized Intersection. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
Unsignalized Intersections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II
Grades and Sight Distances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
EXISTING TRAFFIC FLOW CONDITIONS.. . .. . .. . . . .. .. . . .. . . . . . . . .. . .. . . . . . 13
Traffic Volumes.. ... .. .. .. .. .... .. . ... ... . . ... .. . . . . .. . . . . .. . ... . . . . 14
Accident Records. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
EXISTING EMERGENCY SERVICES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
SITE TRIP GENERATION ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20
Site-Generated Traffic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21
Existing Electrical Heating/Office Building and Bowling Alley ............... 23
DIRECTIONAL DISTRIBUTION ANALYSIS .................................. 24
TRAFFIC ASSIGNMENT ANALYSIS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
PLANNED ROADWAY IMPROVEMENTS AND OTHER PLANNED
DEVELOPMENTS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 32
Planned Roadway Improvements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33
Other Planned Developments .......................................... 33
INTERSECTION CAPACITY ANALYSES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34
Signalized Intersections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35
Unsignalized Intersections. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37
ROADWAY MODIFICATIONS ..............................................40
ACCESS EXAMINATION ..................................................42
PARKING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45
WHBICVS Pharmacy, Riverhead.20067.00
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AJ)DrrIO~AJLCO~Sll)ERJ\TIO~S .......... ................ ........... ... ..47
Alternative Uses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 48
Public Transportation ............................................... 49
Seasonal Traffic Variations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49
CO~CLUSIO~S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50
APPE~IX . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 55
Intersection Capacity Analyses Sununaries
Capacity Analyses Results
Traffic Volume Counts
Accident Records
Public Transportation
WHB\CVS Pharmacy, Mattituck-23140.00
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D EUIU 0
APR 1 2 2004
Southold Town
Planning Boar~
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WHB\CVS Pharmacy, Matlituck-23140.00
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INTRODUCTION
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Purpose of Report
This Traffic hnpact Study contains the results of a traffic engineering examination of the proposed
development of a 14,467 square foot CVS Pharmacy. The proposed pharmacy is located in Mattituck,
Town of South old, 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 proposed CVS Pharmacy will be located on the south side of Main Road (NYS Route 25) between
Factory Avenue/Sigsbee Road and Marlene Lane in Mattituck, Town of South old, New York.
Figure 1, Area Map, indicates the location of the Town of South old in the New York Metropolitan area.
The location of the 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 site of the proposed CVS Pharmacy is occupied by a 3,762 square foot, two-story
electrical heating/office building and an operating l6-lane bowling alley, both of which will be
demolished. The site is zoned Business B for business use.
WHBICVS Pharmacy, Mattituck-23140.00
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FIGURE 2
LOCATION MAP
. " attituck Park
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.' )District Beach
I DUNN ENGINEERING ASSOCIATES I
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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 New York State Department
of Transportation and the files of Dunn Engineering Associates.
4. Supplementary manual traffic counts were collected as necessary to update the available volume
counts.
5. An examination was made of the traffic flow on Main Road (NYS Route 25), Factory Avenue,
Sigsbee Road, and Marlene Lane in the vicinity of the site.
6. An evaluation was made of the safety factors by reviewing recent accident records obtained from
the New York State Department of Transportation.
7. A trip generation analysis was performed to determine the additional traffic attributable to the
proposed CVS Pharmacy development.
8. A directional distribution analysis was performed to distribute the site-generated traffic onto the
surrounding street network.
9. A trip assignment analysis was 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 surrounding roadways.
10. Capacity analyses were performed at key signalized and unsignalized intersections in order to
examine their ability to accommodate the additional traffic generated by the proposed CVS
Pharmacy.
II. A review of the access arrangements was made.
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12. An evaluation was made of the adequacy of the proposed parking to meet the demands of the
proposed use.
13. Conclusions were made ofthe traffic impact of the development as a result of the data and facts
gathered in this study.
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WHB\CVS Phannacy, Mattituck-23140.00
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EXISTING
ROADWAY NETWORK
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Roadway Characteristics
As shown in Figure 3, Site Map, the site is located on the south side of Main Road (NYS Route 25)
between Factory Avenue/Sigsbee Road and Marlene Lane in Mattituck, New York.
Main Road (NYS Route 25) is a major east/west New York State highway facility that provides direct
access to the site. In the vicinity of the proposed development, Main Road consists of two lanes (one in
each direction) along with a center left turn lane and additional turning lanes at major intersections. The
posted speed limit on Main Road in the vicinity of the site is 35 miles per hour.
Factory Avenue is a north/south roadway that is located west of the site. Factory Avenue terminates at
its intersection with Main Road and continues to the north. In the vicinity of the site, Factory Avenue
consists of two lanes (one northbound and one southbound). The posted speed limit on Factory Avenue
in the vicinity of the site is 35 miles per hour. The intersection of Factory Avenue with Main Road is
offset 50 feet to the east of the intersection of Main Road at Sigsbee Road.
Sigsbee Road is a north/south roadway that is located west of the site. Sigsbee Road terminates at its
intersection with Main Road and continues to the south. In the vicinity of the site, Sigsbee Road consists
of two lanes (one in each direction). The posted speed limit on Sigsbee Road in the vicinity of the site
is 30 miles per hour.
Marlene Lane is a north/south roadway located east of the site that provides direct access to the site. In
the vicinity of the site, Marlene Lane consists of two lanes (one northbound and one southbound).
Marlene Lane terminates at its intersection with Main Road and continues to the south. The posted speed
limit on Marlene Lane is 30 miles per hour.
Signalized Intersection
In the vicinity of the site, the following signalized intersection was investigated:
. Main Road (NYS Route 25) at Factory Avenue/Sigsbee Road (west ofthe site)
The lane configurations at the signalized intersection approaches of Main Road (NYS Route 25) at
Factory Avenue/Sigsbee Road consist of the following:
WHB\CVS Pharmacy, Mattituck-23140.00
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1.
Eastbound Main Road Approach:
A separate left turn lane and a combined thru/right
turn lane.
2.
Westbound Main Road Approach:
A separate left turn lane and a combined thru/right
turn lane.
3.
Northbound Sigsbee Road Approach:
A combined left turn/thru/right turn lane.
4.
Southbound Factory Avenue Approach:
A combined left turn/thru/right turn lane.
It should be noted that the intersection of Sigsbee Road with Main Road is offset 50 feet to the west of
the intersection of Main Road at Factory Avenue.
Unsignalized Intersections
In the vicinity of the site, the following unsignalized intersections were investigated:
. Main Road (NYS Route 25) at Marlene LanelMattituck Plaza Shopping Center Access
. Main Road (NYS Route 25) at Site Access Drive
The lane configurations at the unsignalized intersection approaches of Main Road (NYS Route 25) at
Marlene Lane/Mattituck Plaza Shopping Center Access consist of the following:
1.
Eastbound Main Road Approach:
A combined thru/right turn lane. (Note: There is a
left turn restriction posted for traffic entering via
this driveway).
2.
Westbound Main Road Approach:
A separate left turn lane and a combined thru/right
turn lane.
3.
Northbound Marlene Lane Approach:
A combined left turn/thru/right turn lane.
4.
Southbound Mattituck Plaza Shopping
Center Access Approach:
A single lane. (Note: There is a left turn restriction
posted for traffic exiting via this driveway).
WHB\CVS PhllIllUlCY. Mattituck-23140.00
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It should be noted, however, that when the capacity analyses were performed for this intersection, the lane
configuration for the eastbound approach on Main Road was entered as a separate left turn lane and a
combined thru/right turn lane as many vehicles were observed using the striped median to make an illegal
left turn into the Mattituck Plaza Shopping Center Access Drive. This lane configuration was used to
better represent actual operational conditions at this location.
The lane configurations at the unsignalized T -intersection approaches of Main Road (NYS Route 25) at
the Site Access Drive consist of the following:
1.
Eastbound Main Road Approach:
A combined thru/right turn lane.
2.
Westbound Main Road Approach:
A separate left turn lane and a thru lane.
3.
Northbound Site Access Drive Approach:
A single lane.
Grades and Sight Distances
In the vicinity ofthe site access driveways, Main Road, Sigsbee Road, and Marlene Lane are essentially
flat and there are no horizontal curves. As a result, no sight distance restrictions occur in the vicinity of
the access drives on Main Road, Sigsbee Road, and Marlene Lane.
WHBICVS Phannacy, Mattituck-23140.00
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EXISTING
TRAFFIC FLOW
CONDITIONS
WHB\CVS Pharmacy, Mattituck-23140.00
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Traffic Volumes
Available traffic flow information was obtained from the New York State Department of Transportation
and the files of Dunn Engineering Associates. The available information consisted of machine traffic
volume counts on Main Road (NYS Route 25). The estimated Average Annual Daily Traffic on Main
Road (NYS Route 25) from Manor Lane to Sound Avenue, provided by the New York State Department
of Transportation, was 15,532 vehicles per day in 2001.
To supplement the available traffic machine count data and to obtain specific tuming count information
of the existing traffic during the peak hours of the proposed development, manual intersection turning
movement counts for morning and evening peak hours were collected on a weekday. Also, traffic turning
movement counts were collected on a Saturday afternoon. These counts were performed in December
2003.
An examination of the traffic volume information reveals that the peak weekday morning and evening
traffic volumes occur between the hours of 7:00 A.M. to 9:00 A.M. and 4:00 P.M. to 6:00 P.M.,
respectively. The peak existing weekend traffic volumes occur on Saturdays from 11 :00 A.M. to 2:00
P.M.
The available traffic volume information is contained in the section of the Appendix entitled "Traffic
Volume Counts".
Accident Records
Verbal descriptions were requested from the New York State Department of Transportation concerning
all the reportable and non-reportable accident cases that have occurred on NYS Route 25, from Sigsbee
Road on the west to Marlene Lane on the east (endpoints inclusive), for the three latest years for which
records are available. This data made it possible to identifY existing accident hazards and to evaluate the
effect the proposed development would have on the rate of accidents in the area.
After receiving the accident data, an accident statistic sununary table and a collision diagram were
prepared for the three most recent years for which accident data was available. The accident statistic
sununarytable and collision diagram showing all of the reportable and non-reportable accidents occurring
on this section ofNYS Route 25 during the September 1998 through August 2001 period is presented
in Figure 4, Accident Diagram. The accident statistic sununary table presented in Figure 4 contains a
listing of accidents by accident type for NYS Route 25.
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FACTORY AVENUE
(25-0704-1528-28)
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MAIN ROAD (NYS ROUTE 25)
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ACCIDENT lYPE RT. ANGLE LEFT nJRN REAR END OVERTAKE All. OTHER TOTAl.
FATAL
INJURY 2 2 2 1 7
PROP. DAMAGE ONLY 6 1 4 1 2 14
TOTAL 8 3 6 2 2 21
SIGSBEE ROAD
(25-0704-1527)
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MA TTITUCK PLAZA
SHOPPING CENTER
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MARLENE LANE
(25-0704-1528-29)
FIGURE 4
ACCIDENT DIAGRAM
MAIN ROAD (NYS ROUTE 25)
FROM SIGSBEE ROAD! FACTORY
AVENUE TO MARLENE LANE
SEPTEMBER 199B-AUGUST 2001
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The accident diagram contained in Figure 4 presents both the reportable and non-reportable accidents that
have occurred at the intersections and highway sections between mile markers 25-0704-1527 and 25-
0704-1528-29 from September 1998 through August 2001. It should be noted that without the
availability of the source documents needed in order to complete a more detailed accident analysis
(accident source documents from the New York State Department of Transportation are unavailable to
private parties due to confidentiality concerns), only a general evaluation of accidents in the area can be
made. This general evaluation and analysis was completed only to provide the New York State
Department of Transportation with information to assist its review of our application.
It should also be noted that the surmnary of the accident diagram shown in Figure 4 is influenced by the
recording of the accident by police personnel. Often accidents are recorded incorrectly, particularlywhen
many driveways and signals are in close proximity.
The following two intersections were further examined to determine if there were patterns in accident
type, pavement conditions, lighting conditions, etc.:
. NYS Route 25 at Sigsbee Road/Factory Avenue
. NYS Route 25 at Marlene Lane
Possible actions to be taken to alleviate the problems were also examined for each intersection. The
following section describes the findings of this detailed accident investigation.
The surmnary table on Figure 4 indicates a total of 21 accidents on NYS Route 25 between Sigsbee
Road/Factory Avenue and Marlene Lane (endpoints inclusive). Wet pavement accidents did not occur
at an inordinately high rate at only 5% of the total (wet, ice and snow combined). The largest
concentration of accidents in the study area occurred at the Sigsbee Road/Factory Avenue intersection.
This would be expected as this is a high volume intersection with four approach legs. Fifteen of the total
of twenty-one accidents were reported to have occurred here.
Intersection Location - NYS Route 25 at Sie:sbee Road/Factorv Avenue
The majority of accidents which occurred at this intersection during the September 1998 to August 2001
time period were rear-end accidents. Specifically, 6 of the 15, or 40% of the total reportable and non-
reportable accidents occurring at the intersection during the September 1998 to August 2001 time period
were rear-end accidents. Overall, 9 of the 15, or 60% of all reportable and non-reportable accidents
occurring at this intersection from September 1998 to August 2001 represented injury accidents.
WHB\CVS Pharmacy, Mattituck-23140.00
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Rear end accidents are typically indicative of the frequent starts and stops that occur within the traffic
stream at a signalized intersection.
It should be noted that the traffic signal was installed at the intersection of Main Road at Sigsbee
RoadlFactory Avenue in 2000.
Intersection Location - NYS Route 25 at Marlene Lane
Accidents at this unsignalized intersection during the September 1998 to August 2001 time period were
dominated by right-angle accidents. Specifically, 3 of the 4, or 75% of the total number of reportable and
non-reportable accidents occurring at the Marlene Lane intersection were right-angle accidents. Two of
the three right-angle accidents at this location involved a southbound left turning vehicle and another
eastbound thru vehicle. The third right-angle accident involved a northbound thru vehicle and another
westbound thru vehicle. The occurrence of the first two right-angle accidents at the unsignalized Marlene
Lane intersection can be attributed to the failure of the drivers to observe the left turn restriction posted
for traffic exiting via this Mattituck Plaza Shopping Center driveway. Overall, 2 of the 4, or 50% of all
reportable and non-reportable accidents occurring at this intersection from September 1998 to August
2001 represented injury accidents.
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WHB\CYS Phannacy, Mattituck-23140.00
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EXISTING
EMERGENCY
SERVICES
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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 site is patrolled by the Southold Town Police Department. The Southold Town
Police Department is located near the intersection of Route 2S at Peconic Lane in Peconic approximately
6 Y, miles east ofthe proposed development. At present, numerous police patrols pass by the site.
The firehouse of the Mattituck Fire Department is located on the west side of Wickham Avenue and north
of Route 2S near Pike Street, approximately 3/4 of a mile east ofthe proposed development.
Due to the close proximity of the firehouse and the presence of police patrols, it should be recognized
that excellent emergency services are available to service the site of the proposed development.
WHBICVS Pharmacy, Mattituck-23140.00
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SITE TRIP
GENERA TION
ANAL YSIS
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Site-Generated Traffic
All part of this examination, trip generation estimates were prepared for the proposed 14,467 square foot
CVS Pharmacy. Information on trip generation rates for pharmacies is contained in the latest (7th) edition
of Trip Generation', a report published by the Institute of Transportation Engineers (lTE). This is a
nationally recognized authoritative source of trip generation information for various land uses.
In order to predict the amount of traffic generated by the proposed pharmacy, trip generation estimates
were calculated under ITE Land Use Code 880 - PharmacieslDrugstore Without Drive-Through Window
Operation.
However, it should be recognized that not all of the traffic generated by the pharmacy is new traffic added
to the adjacent street system. Land uses such as retail establishments, certain restaurants, banks, service
stations, and convenience markets attract patrons from the passing stream of traffic.
The ITE indicates that, when this phenomenon occurs, trips can be broken down into the following three
categories:
Primary Trips
Diverted Linked Trips
Pass-by Trips
A primary trip destined to a pharmacy is one in which the purpose of the trip is to go solely to and from
the pharmacy. The trip pattern is generally home-to-pharmacy and then pharmacy-to-home.
A diverted linked trip or a pass-by trip is one in which the pharmacy destination is a secondary part of
the primary trip, such as work-to-pharmacy-to-home. The diverted linked trip involves a route diversion
from one roadway to another, for example, to reach a pharmacy.
The pass-by-trip comes directly from the traffic stream passing the facility on the adjacent street system
and does not require a diversion from another roadway.
It is essential that this phenomenon be recognized when examining the traffic impact of a development
on the street system.
"Trip Generation", Seventh Edition, Institute of Transportation Engineers, Washington DC, 2003.
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Information presented in the ITE Trip Generation report indicates that up to 65% of traffic patronizing
pharmacies is already on the roadway network for another purpose. For the purpose ofthis report, a pass-
by credit of 50% has been used. In this manner, a conservative estimate of the traffic generated by the
proposed development is presented.
Table 1 presents a breakdown of the anticipated traffic entering and exiting the proposed development
for the weekday A.M. peak hour, weekday P.M. peak hour, and the Saturday peak hour. The table also
specifies the estimated pass-by trips and the net new traffic on the adjacent street network.
Pharmacy
(14,467 S.F.) 42 29 61 61 76 79
(lTE Code 880)
Less Pass-By Trips 21 14 30 30 38 39
(50%)
Net New Traffic on Adjacent 21 15 31 31 38 40
Roadways
Table 1
Site-Generated Traffic
Proposed CVS Pharmacy, Mattituck
It can be seen by examining Table 1 that the highest site-generated traffic can be expected to occur on
a Saturday during the midday peak hour when an estimated 78 vehicle trips per hour will be generated
by the proposed CVS Pharmacy (38 in and 40 out). During the weekday P.M. peak hour, the site-
generated volumes are anticipated to be 62 vehicles per hour (31 in and 31 out). During the weekday
A.M. peak hour, trip generation at the site will be lower when the site-generated traffic is expected to be
36 vehicles per hour (21 in and 15 out).
WHB\CVS Plumnacy, Mattituck-23140.00
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Existing Electrical Heating/Office Building and Bowling Alley
As noted previously, the site of the proposed CVS Phannacy is occupied by an electrical heating/office
building and an operating 16-lane bowling alley, both of which will be demolished. For comparative
purposes, the traffic volume generated by both the 3,762 square foot (two-story) electrical heating/office
building and the 16-lane bowling alley were they to remain was estimated using ITE trip generation data.
The trip generation is summarized in Table 2, Trip Generation, Existing Electrical Heating/Office
Building and 16-Lane Bowling Alley. The trip generation of the proposed CVS Phannacyuse is included
in Table 2 for comparison purposes. In this study, a trip credit for the existing electrical heating/office
building traffic at the site was not applied, neither was a trip credit for the existing 16-lane bowling alley
at the site applied. Thus, a conservative worst case scenario is presented in this Traffic Impact Study.
Existing Electrical Heating/
Office Building
3,762 S.F., Two-Story
(7,524 S.F. Total)
(Land Use Code 110)
6
o
6
1
1
1
Existing Bowling Alley
16 Lanes
(Land Use Code 437)
20
20
37
15
30
24
Total
36
21
25
43
21
15
Proposed CVS Pharmacy Without
Drive Thru Window Operation (Net
New Traffic on Adjacent Roadways
from Table 1)
Note: All trips in vehicles per hour.
31
31
38
21
15
40
Table 2
Trip Generation
Existing Electrical Heating/Office Building and 16-Lane Bowling Alley
As can be seen in Table 2, the proposed CVS Phannacy, based on ITE data, is expected to generate more
new traffic than the existing uses only during the Saturday midday peak.
WHBleVS Pharmacy, Mattituck-23140.00
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DIRECTIONAL
DISTRIBUTION
ANAL YSIS
WHBICVS Pharmacy, Mattituck-23140.00
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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. A large percentage of site traffic visiting
uses such as the proposed CVS Pharmacy is pass-by traffic from the adjacent traffic stream. The
directional distribution analysis performed utilized the existing traffic patterns on the roadways in the
study area taking into account the nature of the available approach roadways and driveway locations.
Figure 5, Directional Distribution of Site-Generated Traffic, presents the directional distribution of traffic
that is expected to arrive at and depart from the proposed CVS pharmacy via the existing roadways.
WHB\CVS Pharmacy, Mattituck-23140.00
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-------------------
FACTORY AVENUE
T't
5%
.-
43%
30%
13%
----.
~~l
<t ~
~ ~
MA TTITUCK PLAZA
SHOPPING CENTER
MAIN ROAD (NYS ROUTE 25
. 5%
36%
-.
(20%~
2[
+ (56%)
~rr-
SIGSBEE ROAD
~r
J~
(18%)+
(4%)'
~T
FIGURE 5
DIRECTIONAL DISTRIBUTION
OF
SITE-GENERATED TRAFFIC
1%
1
~l~r
~
~l
. 5%
32%
r-
. 37%
MARLENE LANE
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WHBICVS Pharmacy, Mattituck-23140.00
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TRAFFIC
ASSIGNMENT
ANAL YSIS
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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 adjacent roadway network. Figures
6, 7, and 8, Assignment of Site-Generated Traffic, assign the site-generated traffic for the proposed CVS
Phannacy during the weekday morning and afternoon peak hours as well as the Saturday midday peak
hour, respectively, using the directional distribution shown in Figure 5 and the trip generation estimates
shown in Table 1.
It should be noted that Figures 6, 7 and 8 represent the total site-generated traffic on the adjacent street
system. These traffic volumes do not include a deduction for the pass-by trip generation credit. It should
be pointed out that pass-by traffic will not add any additional traffic to the roadway network. However,
the total traffic generation will be present as movements into and out of the access drives. Therefore, the
access drive traffic volumes throughout this Traffic hnpact Study include the traffic generated without
the pass-by credit applied.
WHB\CVS Phannacy, Mattituck-23140.00
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-------------------
MATTITUCK PLAZA
SHOPPING CENTER
FACTORY AVENUE
51
312L
1
1
MAIN ROAD (NYS ROUTE 25)
. 2
13
r-
2
r-
. 15
. 2
13
.
5
----.
15
----.
18
(6)
.
;1 ~1
~I~
~l~r
J~
€eJ
@Lj
1if'
~(r
10
L
Uill
f(1)
ri
SIGSBEE ROAD
~
J
FIGURE 6
ASSIGNMENT OF
SITE-GENERATED TRAFFIC
WEEKDAY AM PEAK HOUR
MARLENE LANE
-------------------
MATTITUCK PLAZA
SHOPPING CENTER
FACTORY AVENUE
81
41 {
MAIN ROAD (NYS ROUTE 25)
26
18
8
----.
3
r--
. 3
~el
22
---.
(12)
,
1
1
~rr
J J~ sj ~r
15
L
{1.!LJ
~
~(r
uw.
rF-
SIGSBEE ROAD
FIGURE 7
ASSIGNMENT OF
SITE-GENERATED TRAFFIC
WEEKDAY PM PEAK HOUR
=1
J
MARLENE LANE
. 3
19
.-
. 22
-------------------
Uffi.
.rF-
SIGSBEE ROAD
23
.
33
10
----.
19
L
FACTORY AVENUE
101
slsL
MA TTITUCK PLAZA
SHOPPING CENTER
MAIN ROAD (NYS ROUTE 25)
1
1
. 4
24
.--
4
r-
. 28
. 4
~~I
28
----.
(16)
.
21g1
J~
~I
{lliJ
(3)1
==J'r
1
MI
FIGURE 8 MARLENE LANE
ASSIGNMENT OF
SITE-GENERATED TRAFFIC
SATURDAY MIDDAY PEAK HOUR
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PLANNED ROADWAY
IMPROVEMENTS AND
OTHER PLANNED
DEVELOPMENTS
WHB\CVS Pharmacy, Mattituck.23140.00 32
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Planned Roadway Improvements
The latest available Nassau-Suffolk Transportation Improvement (TIP) does not list any projects
involving the reconstruction and improvement of roadways serving the proposed development prior to
its expected completion.
Other Planned Developments
Discussions were held with representatives of the Town of Southold regarding other proposed
developments pending in the vicinity of the site which may affect traffic conditions. While a number of
projects were identified, they are considered minor in nature and their impacts are therefore considered
to be included in the normal annual growth rate applied to background traffic.
A proposal is pending to develop a mini-mart convenience store within the existing Citgo
gasoline/service station located on the northeast comer of Main Road and Factory Avenue and opposite
the proposed CVS Pharmacy site. The existing Citgo gasoline/service station presently has access to both
Main Road and Factory Avenue.
While this one pending project is expected to generate some traffic, its effects on the surrounding
roadway network will be minor. Information presented in the ITE Trip Generation report indicates that
up to 78% of traffic patronizing gasoline/service stations with convenience markets is already on the
roadway network for another purpose. Thus, for the purpose of this report, the traffic from this one
pending project was considered to be included in the 2.0% annual growth factor applied to the seasonally
adjusted existing counts to account for normal background traffic growth.
WHBICVS Pharmacy, Mattituck-23140.00
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INTERSECTION
CAPACITY
ANAL YSES
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Signalized Intersection
In order to examine the impact of the site-generated traffic from the proposed development of a CVS
Pharmacy on the adjacent roadways, intersection capacity analyses were performed at the signalized
intersection noted below:
. Main Road (NYS Route 25) at Factory Avenue/Sigsbee Road
The signalized intersection capacity analyses were performed for the weekday A.M. and P.M. peak hours
as well as the Saturday midday peak hours. These intersection capacity analyses calculations were
performed in accordance with the methodology set forth in the latest (2000) edition of the Highway
Capacity Manual.
Intersection capacity analyses were first performed to examine the 2003 existing traffic conditions. The
December 2003 existing traffic volume counts collected were adjusted by seasonal adjustment factors
of 33% and 47% for the weekday and Saturday, respectively, to represent the summer season. The
weekday and Saturday seasonal adjustment factors were determined by using the available seasonal traffic
information obtained from the New York State Department of Transportation. This data consisted of
traffic counts from a continuous counting station on Route 25 maintained by the New York State
Department of Transportation. This counting station is on Route 25 in the vicinity of Laurel Lake Drive.
Intersection capacity analyses were then calculated for the "2005 No-Build" condition. This examination
projected the seasonally adjusted 2003 existing traffic volumes by a two year growth factor of two percent
to determine the total traffic that would be on the roadways without the addition of the proposed CVS
Pharmacy. The 2.0% annual growth factor was based on discussions with representatives of the New
York State Department of Transportation and is a product of their Long Island Transportation Plan 2000.
This is a long range transportation planning study which has, as part of their efforts, developed growth
rates relating to traffic in the various Towns on Long Island based on detailed projections of socio-
economic data.
Next, the intersection capacity analyses were recalculated to review the same peak periods once the
proposed development is open and operating (2005 Build condition). In the 2005 Build Condition, no
trip credits were applied for the existing electrical heating/office building or the 16-lane bowling alley
uses at the site. Finally, capacity analyses were performed to examine conditions with the
implementation of the roadway modifications recommended in this report (2005 Build Condition with
Modifications).
WHB\CVS Phannacy, Mattituck-23140.00
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Methodology
The signalized intersection capacity analysis methodology evaluates the average control delay per vehicle
to determine intersection level of service. Several variables impact the measure of control delay,
including quality of progression, cycle length, green ratio, and volume-to-capacity (V Ie) ratio for the lane
group in question.
Level of service for a signalized intersection is defined in terms of the average control delay per vehicle
during a peak 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, 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, Signalized Intersections - Level of Service Criteria.
A < 10.0
B 10.1-20.0
C 20.1 - 35.0
D 35.1 - 55.0
E 55.1 - BO.O
F > 80.0
Source: Highway Capacity Manual 2000, Transportation Research Board, National Research Council,
Washington, D.C. 2000.
Table 3
Signalized Intersections
level of Service Criteria
The results of these analyses are contained in Table A in the Appendix of this report under the section
entitled, "Summary of Intersection Capacity Analyses".
The analyses indicate that there will be no degradation in overall intersection level of service from the
no-build to the build condition for the Main Road at Sigsbee Road/Factory Avenue intersection for all
time periods studied. However, it is proposed that the side streets (Sigsbee Road and Factory Avenue)
be restriped to provide two lanes. It is recommended that both Sigsbee Road and Factory Avenue be
widened and restriped to provide a combined left turn!thru lane and a separate right turn lane. These
WHBICVS Pharmacy, Mattituck-23140.00
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modifications result in a lower overall volume to capacity ratio (v/c) at the intersection of Main Road at
Sigsbee Road/Factory Avenue during all three peak period and improvement in level of service from LOS
D to LOS C during the P.M. peak hour after the roadway modifications are implemented.
Unsignalized Intersections
Unsignalized intersection capacity analyses were performed to determine the ability of vehicles to safely
negotiate turning movements at the key locations noted below:
. Main Road at Site Access Drive
. Main Road at Marlene Lane!Mattituck Plaza Shopping Center Access
The analyses were performed for the same scenarios as in the signalized capacity analyses. The analyses
were performed in accordance with the methodology set forth in the 2000 edition of the Highway
Capacity Manual.
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 defmed in terms of average control delay per vehicle
during a peak 15 minute analysis period. Control delay consists of initial deceleration delay, queue
move-up time, stopped delay, and fmal 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 4, Unsignalized Intersections - Level of Service Criteria.
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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 4
Unsignalized Intersections
Level of Service Criteria
Summaries of the results of the unsignalized capacity analyses are contained in Tables Band C in the
Appendix in the section entitled, "Summary of Intersection Capacity Analyses".
The results of the unsignalized intersection capacity analyses performed indicate that good levels of
service are expected under the Build condition for right turns out of the site access driveway. Level of
Service B, C, and C are expected for the 2005 Build Conditions during the Weekday A.M., Weekday
P.M., and Saturday Midday peak periods, respectively. It is recommended that this access drive be
designed to accommodate right turn in and out operation only and that a "Stop" sign be installed for
exiting site traffic. The channelization through the use of a raised median is recommended to enforce the
left turn restriction for westbound vehicles entering the site access drive and for northbound vehicles
exiting the site, and also to separate the entering and exiting traffic. Left turns into and out of the site will
be prohibited at this driveway.
The results ofthe unsignalized intersection capacity analyses performed indicate that the intersection of
Main Road at Marlene LanelMattituck Plaza Shopping Center Access is not significantly effected by the
additional site traffic. Levels of Service are maintained from the 2003 Existing through 2005 Build
Conditions for the Weekday A.M. and Weekday P.M. peak periods. However, during the Saturday
Midday peak period, the capacity analyses results indicate a drop in level of service from LOS D in the
2005 No-Build Condition to LOS E in the 2005 Build Condition. It is recommended that Marlene Lane
be restriped to provide a combined left tum/thru lane and a separate right turn lane. The capacity analyses
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indicate that the overa1llevel of service of the northbound Marlene Lane approach would improve from
LOS E in the 2005 Build Condition to LOS D with this modification.
WHB\CVS Pharmacy, Mattituck-23140.00
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WHB\CVS Pha1TIlllcy, Mattituck-23140.00
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ROADWA Y
MODIFICA TIONS
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In order to mitigate the impact of the proposed CVS, as well as improve existing traffic conditions in the
study area, the following roadway modifications are recommended:
. Main Road at Sigsbee RoadlFactory Avenue
The northbound Sigsbee Road approach should be widened and restriped to provide two IO-foot
lanes. It is recommended that the northbound Sigsbee Road approach be striped to provide a
combined left turn/thru lane and a separate right turn lane.
The southbound Factory Avenue approach should be restriped to provide two IO-foot lanes. It
is recommended that the southbound Factory Avenue approach be striped to provide a combined
left turn/thru lane and a separate right turn lane.
. Main Road at Site Access Drive
It is recommended that this access drive be designed to accommodate right turn in and out
operation only and that a "Stop" sign be installed for exiting site traffic. The chaunelization
through the use of a raised median is recommended to enforce the left turn restriction for
westbound vehicles entering the site access drive and for northbound vehicles exiting the site, and
also to separate the entering and exiting traffic. Left turns into and out of the site will be
prohibited at this driveway.
. Main Road at Marlene Lane/Mattituck Plaza Shopping Center Access
It is recommended that the northbound Marlene Lane approach be restriped to provide a
combined left turn/thru lane and a separate right turn lane.
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ACCESS
EXAMINA TION
WHBICYS Pharmacy, Mattituck-23140.00
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The proposed CVS Phannacy will utilize four access points. The existing site has one access driveway
on Main Road, informal access on Sigsbee Road, and two access driveways on Marlene Lane. Thus, the
access plan for the proposed development will be similar to but formalize the current site's access. The
access drives have been designed to be well-separated and to distribute the vehicles to several points,
thereby minimizing the overall traffic impact.
The following describes the four access points that will be used for the proposed CVS Phannacy:
1. Main Road at Site Access Drive
This access drive will provide for right turns into and out of the proposed CVS Phannacy from
Route 25. Currently, the Bowling Alley's access to Route 25 provides for full movements with
no restriction ofleft turns.
It is recommended that this access drive be designed to accommodate right turn in and out
operation only and that a "Stop" sign be installed for exiting site traffic. Channelization through
the use of a raised median is recommended to enforce the left turn restriction for westbound
vehicles entering the site access drive and for northbound vehicles exiting the site, and also to
separate the entering and exiting traffic.
2. Sigsbee Road at Site Access Drive
This unsignalized access point on Sigsbee Road will consist of one entering lane and one exiting
lane and will provide full turning movements into and out of the site. Exiting traffic will be
controlled with a "Stop" sign.
3. Marlene Lane at Site Access Drives
Two access points are proposed on Marlene Lane. These access drives will provide full turning
movements into and out of the site. Two lanes will exist at each of the two driveways, one lane
for entering traffic and one lane for exiting traffic. Exiting traffic will be controlled with a "Stop"
Sign.
WHB\CVS Phannacy, Mattituck-23 140.00
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The absence of a shoulder/parking lane on Main Road along the site frontage eliminates anyon-street
parking opportunities. The appropriate "No Stopping Anytime" signs are posted along the site frontage
of Main Road. This signage enforces the lack of on-street parking on the south side of Main Road and
ensures adequate sight distance for vehicles exiting the site.
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WHB\CVS Phannacy, Mattituck-23140.00
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PARKING
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The Town of Southold code requires that one parking space be provided for each two hundred (200)
square feet of total floor area for retail uses such as the pharmacy proposed. Therefore, 73 parking spaces
are required based on a total 14,467 square foot pharmacy development. The site plan of the proposed
development provides 77 total parking spaces (of which 4 are for handicapped patrons). Thus, the 77
spaces furnished exceed Town Code requirements and will be more than adequate to meet the needs of
the patrons and employees ofthe proposed CVS pharmacy development.
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ADDITIONAL
CONSIDERA TIONS
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Alternative Uses
The site of the proposed CVS is zoned General Business (B) District. This zoning classification allows
for a wide range of commercial and retail development under the Town of South old Code. Each of these
uses has associated with it the potential to generate varying levels of traffic.
Among the uses allowed on the CVS site under the General Business District are retail stores. To present
a comparison of the traffic generation characteristics of this other allowable use with the proposed CVS
the Institute of Traffic Engineers (ITE) report Trio Generation was utilized to determine the site generated
traffic for use of the site as retail shopping.
Table 5, Trip Generation Alternative Site Use, presents the results of the trip generation calculations
using ITE for the retail alternative. Also included in Table 5 is the trip generation of the proposed CVS
for comparison.
Retail Shopping
14.467 S.F.
(Land Use Code 820)
Proposed CVS
Pharmacy
(Land Use Code 880)
91
175
128
118
246
49
84
30
19
76
61
61
122
79
155
42
29
71
Table 5
Trip Generation
Alternative Site Uses
As Table 5 indicates, the retail use is expected to generate more traffic than the proposed CVS Pharmacy
during the weekday P.M. peak hour and Saturday midday peak hours.
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Public Transportation
Suffolk County Transit provides bus service to most of Suffolk County. The nearest bus route to the
proposed CVS site provided by Suffolk County Transit is the S-92 connector bus line. This route has
buses which travel along Main Road (NYS Route 25) in this area. The S-92 bus line originates in Orient
Point at the Orient Point Ferry Terminal and travels east and west of the site on Main Road (NYS Route
25). Additional information can be found in the section of the Appendix entitled, "Public
Transportation".
Because of the proximity of the bus route to the proposed CVS, which would allow patrons and
employees to use the bus to travel to and from the facility, it is expected that some may utilize the public
transportation system. In this study, no credit was applied for use of public transportation. The traffic
destined to and from the proposed CVS was based on the use of passenger cars only. However, the use
of public transportation by patrons and employees would further reduce the traffic impact and the parking
needs.
Seasonal Traffic Variations
Traffic conditions on the north fork of Long Island are subject to significant seasonal variations based
on the recreational nature of local attractions. The time constraints for this study did not allow for the
counting of existing condition traffic data during the peak summer season. To account for this and to
present a worst case summer season analysis, adjustments were made to the December 2003 counted
volumes.
The existing winter traffic volume counts on Main Road were increased by a weekday seasonal
adjustment factor of 33% and a Saturday seasonal adjustment factor of 47% to represent the summer
season. The increase of 33% for a weekday and 47% for a Saturday was determined by using the
available seasonal traffic information obtained from the New York State Department of Transportation.
This data consisted of traffic counts from a continuous counting station on Route 25 maintained by the
New York State Department of Transportation. This counting station is on Route 25 in the vicinity of
Laurel Lake Drive. The existing December 2003 traffic volume counts on Sigsbee Road, Factory
Avenue, Marlene Lane, and at the Mattituck Plaza Shopping Center Access Drive studied were also
adjusted accordingly by the same seasonal adjustment factors of33% and 47% determined and mentioned
above for the weekday and Saturday, respectively.
WHB\CVS Pharmacy, Mattituck-23140.00
File: TIS.wpd
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WHB\CVS Pharmacy, Mattituck-23140.00
File: TIS.wpd
CONCLUSIONS
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Our study and analysis have concluded that with the roadway improvements described in this report, the
development of the proposed CVS Pharmacy will have no adverse traffic impact on the adjacent highway
network.
Although the development of the proposed site will add traffic to the adjacent roadway network, the
traffic impact will be minimized and the additional traffic will be accommodated by the modified
roadway facilities. The following points should be recognized:
1. The location and design of the access points will effectively distribute traffic to the adjacent
roadways, including Main Road, Sigsbee Road, Factory Avenue, and Marlene Lane.
2. The access points to the site will be clearly visible to traffic on Main Road, Sigsbee Road, and
Marlene Lane. No sight distance restrictions will exist in the vicinity of the driveways.
3. The proposed CVS Pharmacy will utilize four access points. The existing site has one access
driveway on Main Road, informal access on Sigsbee Road, and two access driveways on Marlene
Lane. Thus, the access plan for the proposed development will be similar to but formalize the
current site's access. The access drives have been designed to be well-separated and to distribute
the vehicles to several points, thereby minimizing the overall traffic impact.
The following describes the four access points that will be used for the proposed CVS Pharmacy:
. Main Road at Site Access Drive
This access drive will provide for right turns into and out of the proposed CVS Pharmacy
from Route 25. Currently, the Bowling Alley's access to Route 25 provides for full
movements with no restriction of left turns.
It is recommended that this access drive be designed to accommodate right turn in and out
operation only and that a "Stop" sign be installed for exiting site traffic. Channelization
through the use of a raised median is recommended to enforce the left turn restriction for
westbound vehicles entering the site access drive and for northbound vehicles exiting the
site, and also to separate the entering and exiting traffic.
WHB\CVS Phannacy, Mattituck-23140.00
File: TIS. wpd
51
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· Sigsbee Road at Site Access Drive
This unsignalized access point on Sigsbee Road will consist of one entering lane and one
exiting lane and will provide full turning movements into and out of the site. Exiting
traffic will be controlled with a "Stop" sign.
. Marlene Lane at Site Access Drives
Two access points are proposed on Marlene Lane. These access drives will provide full
turning movements into and out of the site. Two lanes will exist at each of the two
driveways, one lane for entering traffic and one lane for exiting traffic. Exiting traffic will
be controlled with a "Stop" sign.
The absence of a shoulder/parking lane on Main Road along the site frontage eliminates any on-
street parking opportunities. The appropriate "No Stopping Anytime" signs are posted along the
site frontage of Main Road. This signage enforces the lack of on-street parking on the south side
of Main Road and ensures adequate sight distance for vehicles exiting the site.
4. It is anticipated that the development will not increase the accident experience with the
implementation of the described roadway improvements and the design of the access plan.
5. The site-generated traffic estimates for the proposed CVS Pharmacy have been based on the ITE
"Trip Generation" report. The highest site-generated traffic can be expected to occur on a
Saturday during the midday peak hour when an estimated 78 new vehicle trips per hour will be
generated by the proposed CVS Pharmacy (38 in and 40 out). During the weekday P.M. peak
hour, the site-generated volumes are anticipated to be 62 new vehicle trips per hour (31 in and 31
out). During the weekday A.M. peak hour, trip generation at the site will be lower when the site-
generated traffic is expected to result in 36 new vehicle trips per hour (21 in and 15 out).
The proposed CVS Pharmacy, based on ITE data, is expected to generate more new traffic than
the existing uses only during the Saturday midday peak.
6. The proposed CVS Pharmacy will generate a peak hour traffic flow of 155 vehicles per hour
(combined entering and exiting). This figure represents that amount of traffic which is diverted
from other trip purposes (pass-by) plus the traffic whose sole trip purpose is to patronize the
pharmacy. Using a pass-by credit of 50% for the peak hour of the site, the 155 vehicles attracted
WHB\CVS Pharmacy, Mattituck-23140.00
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by the site will actually add only 78 vehicles to the adjacent roadways. This increase in traffic
will not have a significant impact on the operation of the adjacent intersections.
7. The current zoning of the site of the proposed CVS Pharmacy allows for the development of a
number of commercial and retail uses. This includes use of the site for retail shopping. This
alternative use of the site would be expected to generate higher levels of traffic than the proposed
use during the weekday P.M. peak hour and Saturday Midday peak hour.
8. The existing "No Stopping Anytime" signs posted along the site frontage of Main Road re-
enforce the lack of on-street parking on the south side of Main Road and ensure adequate sight
distance for vehicles exiting the site.
9. In order to mitigate the impact of the proposed CVS, as well as improve existing traffic
conditions in the study area, the following roadway modifications are recommended:
. Main Road at Sigsbee Road/Factory Avenue
The northbound Sigsbee Road approach should be widened and restriped to provide two
10- foot lanes. It is recommended that the northbound Sigsbee Road approach be striped
to provide a combined left tumJthru lane and a separate right turn lane.
The southbound Factory Avenue approach should be restriped to provide two lO-foot
lanes. It is recommended that the southbound Factory Avenue approach be striped to
provide a combined left tumJthru lane and a separate right turn lane.
. Main Road at Site Access Drive
It is recommended that this access drive be designed to accommodate right turn in and out
operation only and that a "Stop" sign be installed for exiting site traffic. The
channelization through the use of a raised median is recommended to enforce the left turn
restriction for westbound vehicles entering the site access drive and for northbound
vehicles exiting the site, and also to separate the entering and exiting traffic. Left turns
into and out of the site will be prohibited at this driveway.
WHB\CVS Phannacy, Mattituck-23140.00
File: TIS. wpd
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. Main Road at Marlene Lane/Mattituck Plaza Shopping Center Access
It is recommended that the northbound Marlene Lane approach be restriped to provide a
combined left tum/thru lane and a separate right turn lane.
10. The intersection capacity analyses of the peak composite hours of highway traffic and pharmacy
activity indicate that, with the implementation of the recommended roadway improvements, no
adverse traffic impacts are expected on the adjacent roadway system. As a result ofthe addition
of the site-generated traffic from the proposed CVS Pharmacy, there will be no degradation in the
level of service at the adjacent signalized intersection of Main Road at Sigsbee Road/Factory
Avenue and at the adjacent unsignalized intersection of Main Road at Marlene Lane/Mattituck
Plaza Shopping Center Access after the recommended roadway improvements described in this
report are implemented.
11. The Town of Southold Code requires that one parking space be provided for each two hundred
(200) square feet of total floor area for pharmacy uses such as that proposed. Therefore, 73
parking spaces are required based on a total 14,467 square foot pharmacy development. The site
plan of the proposed development provides 77 total parking spaces (of which 4 are for
handicapped patrons). Thus, the 77 spaces furnished exceed Town Code requirements and will
be more than adequate to meet the needs of the patrons and employees of the proposed CVS
Pharmacy development.
12. Due to the excellent patrol coverage and the close proximity of the firehouse, it should be
recognized that excellent emergency services are available to service the proposed CVS
Pharmacy.
Since no adverse traffic impacts will occur for the proposed development with the recommended roadway
improvements described in this report, as indicated by our detailed traffic engineering examination and
analysis, it is recommended that the proposed development be approved.
WHB\CVS Pharmacy, Mattituck-23140.00
File: TIS.wpd
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WHB\CYS Pharmacy, Mattituck-23140.00
File: TlS.wpd
55
APPENDIX
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Summary of
Intersection Capacity
Analyses
WHBICYS Phannacy, Mattituck-23 140.00
File: TIS.wpd
-------------------
Main Road at Sigsbee Road/Factory
Avenue
Weekday A.M. Peak
Weekday P.M. Peak
Saturday Midday Peak
C
o
o
0.70
0.80
0.90
C
o
o
0.73
0.83
0.94
C
o
o
0.74
0.87
0.97
C
C
o
0.68
0.80
0.87
Note 1:
2003 Existing Condition includes seasonal adjustment factors of 33% and 47% for the weekday and Saturday, respectively, to represent
the Summer season.
Same as Note 1 and includes a 2% per year normal traffic growth rate.
Same as Note 2 and includes the traffic generated by the proposed CVS Pharmacy.
Same as Note 3 and includes the roadway modifications in this report.
Note 2:
Note 3:
Note 4:
TABLE A
Summary of Signalized Intersection Capacity Analyses
WHB\CVS Phannacy, Mattituck-23140.00
File: TIS. wpd
-------------------
2005 Build Condition
Northbound to Eastbound Right Turn from the
Site Access Drive to Main Road
417
261
257
13.9
20.1
20.5
Table B
Summary of Unsignalized Intersection Capacity Analyses
Main Road at Site Access Drive
WHB\CVS Phannacy, Mattituck-23140.00
File: TIS. wpd
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2003 Existing Condition
Eastbound to Northbound Left Tum from Main
Road to the Mattituck Plaza Shopping Center 12 16 52 795 823 831 9.6 9.5 9.6 A A A
Access Drive
Westbound to Southbound Left Tum from Main 23 42 47 935 690 720 8.9
Road to Mariene Lane 10.6 10.3 A B B
Northbound to Westbound Left Tum from 8 9 16 201 132 112
Mariene Lane to Main Road
Northbound Thru from Mariene Lane to the 0 8 3 225 172 157
Mattituck Plaza Shopping Center Aooass Drive
Northbound to Eastbound Right Tum from 14 40 58 470 295 317
Mariene Lane to Main Road
COmbined Northbound Approach 22 57 77 316 228 223 17.2 26.0 29.4 C 0 0
Southbound Tum from the Mattituck Plaza 1 10 225 164 152
Shopping Center Access Drive to Mariene Lane
Southbound to Westbound Right Tum from the
Mattituck Plaza Shopping Center Access Drive 12 72 79 366 390 394
to Main Road
COmbined Southbound Approach 13 73 89 349 383 334 15.7 16.6 19.6 C C C
Table C
Summary of Unsignalized Intersection Capacity Analyses
Main Road at Marlene LanelMattituck Plaza Shopping Center Access
WHB\CVS Phannacy, Mattituck-23140.00
File: TIS. wpd
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2005 No-Build Condition
Eastbound to Northbound Left Tum from Main
Road to the Maltituck Plaza Shopping Center 12 17 54 772 800 809 9.7 9.6 9.8 A A A
Access Drive
Westbound to Southbound Left Tum from Main 24 44 49 915 666 696 9.0
Road to Ma~ene Lane 10.8 10.6 A B B
Northbound to Westbound Left Tum from 8 9 17 190 122
Marlene Lane to Main Road 101
No~bound Thru from Ma~ene Lane to the 0 8 3 215 162 147
Maltituck Plaza Shopping Center Access Drive
No~bound to Eastbound Right Tum from 15 42 80 455 279 301
Ma~ene Lane to Main Road
Combined No~bound Approach 23 59 80 306 216 206 17.7 27.8 33.2 C D D
Southbound Tum from the Maltituck Plaza 10 215 153
Shopping Center Access Drive to Marlene Lane 142
Southbound to Westbound Right Tum from the
Maltituck Plaza Shopping Center Access Drive 12 75 82 350 373 378
to Main Road
Combined Southbound Approach 13 76 92 334 366 320 16.2 17.4 20.7 C C c
Table C (continued)
Summary of Unsignalized Intersection Capacity Analyses
Main Road at Marlene LanelMattituck Plaza Shopping Center Access
WHB\CVS Phannacy, Mattituck-23140.00
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2005 Build Condition
Eastbound to Northbound Left Tum from Main
Road to the Mattituck Plaza Shopping Center 12 17 54 n1 798 807 9.7 9.6 9.8 A A A
Access Drive
Westbound to Southbound Left Tum from Main 38 63 75 912 662 692 9.1 11.0 10.8
Road to Mariene Lane A B B
Northbound to Westbound Left Tum from 8 9 17 182 115 90
Marlene Lane to Main Road
Northbound Thru from Mariene Lane to the 0 9 4 206 154 136
Mattituck Plaza Shopping Center Access Drive
Northbound to Eastbound Right Tum from 20 52 74 452 2n 298
Marlene Lane to Main Road
Combined Northbound Approach 28 70 95 317 216 204 17.5 29.5 37.2 C D E
Southbound Tum from the Mattituck Plaza 2 2 11 204 140 125
Shopping Center Access Drive to Mariene Lane
Southbound to Westbound Right Tum from the
Mattituck Plaza Shopping Center Access Drive 12 75 82 349 372 3n
to Main Road
Combined Southbound Approach 14 77 93 317 357 304 16.9 17.8 22.0 C C c
Table C (continued)
Summary of Unsignalized Intersection Capacity Analyses
Main Road at Marlene Lane/Mattltuck Plaza Shopping Center Access
WHB\CVS Pharmacy, Mattituck-23140.00
File: TIS.wpd
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2005 Build Condition with Modifications
Eastbound to Northbound Left Tum from Main
Road to the Mattituck Plaza Shopping Center 12 17 54 771 798 807 9.7 9.6 9.8 A A A
Access Drive
Westbound to Southbound Left Tum from Main 38 63 75 912 692
Road to Marlene Lane 662 9.1 11.0 10.8 A B B
Northbound to Westbound Left Tum from 8 9 17 182 115 90
Marlene Lane to Main Road
Northbound Thru from Marlene Lane to the 0 9 4 206 154 136
Mattituck Plaza Shopping Center Access Drive
Combined Northbound Left TumfTl1ru on 8 18 21 182 132 96 25.7 36.5 52.7
Mariene Lane 0 E F
Northbound to Eastbound Right Tum from 20 52 74 452 277 298 13.3 21.0 21.0 B C C
Marlene Lane to Main Road
Combined Northbound Approach 16.9 25.0 28.0 C C 0
Southbound Tum from the Mattituck Plaza 2 2 11 204 140 125
Shopping Center Access Drive to Marlene Lane
Southbound to Westbound Right Tum from the
Mattituck Plaza Shopping Center Access Drive 12 75 82 349 372 377
to Main Road
Combined Southbound Approach 14 77 93 317 357 304 16.9 17.8 22.0 C C c
Table C (continued)
Summary of Unslgnalized Intersection Capacity Analyses
Main Road at Marlene Lane/Mattltuck Plaza Shopping Center Access
WHBICYS Pharmacy, Mattituck-23140.00
File' TlS.wpd
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Capacity Analyses
Results
WHBICVS Phannacy, Mattituck-23140.00
File: TIS.wpd
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Main Road (NYS Route 25)
at
Factory Avenue/Sigsbee Road
WHBICVS Pharmacy, Mattituck-23140.00
File: TIS.wpd
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FILE NAME:
."''''''''';:;''''...'';'',1
. . "... ..' ~ :..,.",~ .
TRAFFIC VOLUME SUMMARY
INTERSECTION:
EXISTING YEAR:
TIME PERIOD:
DONE BY:
APPROACH
168 Dwelling Units
AL T X CLEARS
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
~~-
SI1E TRAFFIC
1) CVS Pharmacy
12
4
o
2
3
o
o
13
5
2
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..... .:
.,....
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I
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FILE NAME:
IpM, '/~~I
TRAFFIC VOLUME SUMMARY
I
INTERSECTION:
TIME PERIOD:
I DONE BY:
I AL T X CLEARS
INPUT VALUES
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OTHER
I DEVELOPMENTS
1)
2)
I 3)
4)
SUBTOTAL
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..... '.:.':'~
EXISTING YEAR:
HORIZON YEAR:
'I
,:;
,.
APPROACH
168 Dwelling Units
. ,.., ~.
o
o
o
o
o
o
o
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I FILE NAME:
I INTERSECTION
TIME PERIOD:
I DONE BY:
I AL T X CLEARS
INPUT VALUES
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OTHER
I DEVELOPMENTS
1)
2)
I 3)
4)
SUBTOTAL
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TRAFFIC VOLUME SUMMARY
1_.laGAQt(.l$)RQ~".i~~ll1;;$JQ:$.'.ig.'~;:fAI;tlg~){~'I5j.. ...1
.);;:>>1 EXISTING YEAR: I;;.~I
HORIZON YEAR: /"20115
I
APPROACH
168 Dwelling Units
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
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o
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o
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2003 Existing Condition
*Note:
1. The December 2003 existing traffic volume counts collected were adjusted by
seasonal adjustment factors of 33% and 47% for the weekday and Saturday,
respectively, to represent the summer season. The resulting seasonally adjusted
2003 existing traffic volumes were used in the 2003 Existing Condition.
WHBICYS Phannacy, Mattituck-23140.00
File: TIS.wpd
HCS2000: Signalized Intersections Release 4.1c
Inalyst: AY
Ifgency: DEA
tte: 1/21/04
riod: Weekday AM Peak Hour
roject ID: CVS Pharmacy, Mattituck
E/W St: Main Road (NYS Route 25)
10. Lanes
LGConfig
tlume
ne Width
RTOR Vol
Jration
Inter.: Main Rd & SigsbeeRd/FactoryAve
Area Type: All other areas
Jurisd: Town of Southold,SuffolkCounty
Year : 2003Existing(SeasonallyAdjust)
23140.00
N/S St: Sigsbee Road / Factory Avenue
0.25
Area Type: All other areas
Signal 0 erations
3 4
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
1 1 0 1 1 0 0 1 0 0 1 0
L TR L TR LTR LTR
48 581 5 13 684 27 11 7 16 43 5 80
11.0 12.0 10.0 11.5 16.0 12.0
0 0 0 0
7.1 5.6
3.9 3.9
2.0 2.0
Cycle Length:
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s)
,ase Combination 1
Left A
Thru P
P
2
P
P
Right
Peds
Left
Thru
Right
Peds
Right
I Right
een
llow
All Red
I
Appr /
~e
Eastbound
I 182
1175
i
l
P
P
P
6.8
3.7
2.0
36.9
4.1
2.0
Lane
Group
Capacity
v/c
g/C
1711
1825
0.29
0.54
(stbound
361
872
trthbound
LTR 183
luthbound
740
1788
0.04
0.88
1949
0.20
fR
I
I
189
1677
0.72
Intersection Delay = 23.8
0.11
0.64
0.49
0.49
0.09
NB
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
Right
SB
EB
WE
5
6
A
A
A
7
8
A
A
A
80.0
secs
Approach
Delay LOS
Delay LOS
33.8
9.5
10.9
30.4
34.0
0.11 47.3
(sec/veh)
C
A
11.4
B
B
C
30.0
C
C
34.0
C
D
47.3
D
Intersection LOS = C
CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow
Flow Rate Flow Rate Ratio
(v) (s) (vis)
Sec.
lapacity
Apprl
Mvmt
Lane
Group
I
Eastbound
I Prot
Perm
Left
I Prot
Perm
Thru
Right
tstbound
Prot
Perm
I Left
Prot
Perm
l Thru TR
Right
rthbound
Prot
I Perm
Left
Prot
I Perm
Thru
Right
ruthbound
Prot
Perm
Left
I Prot
Perm
Thru
Right
L
52
1711
# 0.03
1825
0.35
TR
630
L
14
740
0.02
764
1788
# 0.43
LTR
37
1949
# 0.02
137
1677
# 0.08
LTR
m of flow ratios for critical lane groups,
Total lost time per cycle, L = 16.00 sec
Ititical flow rate to capacity ratio,
Green
Ratio
(g/C)
--Lane Group--
Capacity v/c
(c) Ratio
0.11
182
0.29
0.54
0.04
0.88
0.20
0.72
- 0.56
Xc = (Yc) (C) I (C-L) = 0.70
Determination
prog Lane Incremental
Adj Grp Factor Del
Fact Cap k d2
Control Delay and LOS
IPprl Ratios Unf
~ne Del
Grp v/c g/C d1
tstbound
0.29 0.11 33.0
TR 0.54 0.64 7.8
lstbound
L 0.04 0.49 10.7
[ 0.88 0.49 18.3
orthbound
ItR 0.20 0.09 33.5 1.000 183
I
0.64
1175
1.000 182 0.11 0.9
1.000 1175 0.50 1.8
1.000 361 0.50 0.2
1.000 872 0.50 12.0
0.11
0.5
0.49
361
0.49
872
0.09
183
0.11
189
Yc -
Sum (v s)
Res
Del
d3
Lane Group
Delay LOS
0.0
0.0
33.8 C
9.5 A
0.0
0.0
10.9 B
30.4 C
0.0
34.0
C
Approach
Delay LOS
11.4 B
30.0 C
34.0
C
HCS2000: Signalized Intersections Release 4.1c
Inalyst: AY
"gency: DEA
Date: 1/21/04
leriod: Weekday PM Peak Hour
roject ID: CVS Pharmacy, Mattituck
E/W St: Main Road (NYS Route 25)
Inter.: Main Rd & SigsbeeRd/FactoryAve
Area Type: All other areas
Jurisd: Town" of Southold,SuffolkCounty
Year : 2003Existing{SeasonallyAdjust)
23140.00
N/S St: Sigsbee Road / Factory Avenue
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
1 1 0 1 1 0 0 1 0 0 1 0
L TR L TR LTR LTR
86 821 17 13 712 20 8 11 17 102 15 85
11. 0 12.0 10.0 11.5 16.0 12.0
0 0 0 0
l. Lanes
LGConfig
tlume
ne Width
RTOR Vol
~ration 0.25
Area
1 2
A
P P
P P
P
P
P
,ase Combination
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
SB Right
teen
llow
All Red
Ippr /
Fe
Eastbound
. 143
~ 1118
i
l
10.1 5.0
3.9 3.9
2.0 2.0
Cycle Length: 80.0
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s)
5.0
3.7
2.0
36.3
4.1
2.0
Lane
Group
Capacity
1711
1822
Istbound
126
859
263
1790
trthbound
LTR 169
luthbound
fR
I
I
1958
257
1713
Type: All other areas
Signal Operations
345
NB Left
Thru
Right
Peds
SB Left A
Thru A
Right A
Peds
EB Right
WB Right
6
A
A
A
7
8
secs
Approach
g/C
Delay LOS
v/c
0.69
0.85
0.12
0.97
0.24
0.89
Intersection Delay = 35.8
Delay LOS
0.08
0.61
48.4
20.7
C
D
C
23.3
0.48
0.48
13 .4
44.2
D
B
D
43.6
0.09
34.9
C
34.9
C
0.15 63.8
E
63.8
E
(sec/veh)
Intersection LOS = D
CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow
Flow Rate Flow Rate Ratio
(v) (s) (vis)
Sec.
lapacity
Apprl
Mvrnt
Lane
Group
I
Eastbound
I Prot
Perm
Left
I Prot
Perm
Thru
Right
lestbound
Prot
Perm
Left
Prot
Perm
, Thru TR
Right
orthbound
Prot
Perm
Left
Prot
Perm
Thru
Right
jouthbound
. Prot
Perm
Left
Prot
Perm
Thru
Right
Green
Ratio
(g/C)
--Lane Group--
Capacity v/c
(c) Ratio
98
1711
0.06
L
TR
952
1822
# 0.52
I
263
0.06
L
15
1790
0.46
832
I
I
41
1958
# 0.02
LTR
I
1713
# 0.13
230
LTR
0.08
143
0.69
0.85
0.12
0.97
0.24
0.89
m of flow ratios for critical lane groups,
~~tal lost time per cycle, L = 12.00 sec
Iritical flow rate to capacity ratio,
Yc -
0.61
1118
- 0.68
Xc = (Yc) (C) I (C-L) = 0.80
Determination
prog Lane Incremental
Adj Grp Factor Del
Fact Cap k d2
Control Delay and LOS
~prl Ratios Unf
~ne Del
Grp v/c g/C d1
tstbound
0.69 0.08 35.6
TR 0.85 0.61 12.5
lstbound
L 0.12 0.48 11.5
Ii 0.97 0.48 20.2
Northbound
IfR 0.24 0.09 34.1 1.000 169
I
0.48
126
1. 000 143 0.25
1. 000 1118 0.50
12.8
8.2
1. 000 126 0.50
1. 000 859 0.50
1.9
24.0
0.11
0.7
0.48
859
0.09
169
0.15
257
Sum (v s)
Res
Del
d3
Lane Group
Delay LOS
0.0
0.0
48.4 D
20.7 C
0.0
0.0
13.4 B
44.2 D
0.0
34.9
C
Approach
Delay LOS
23.3 C
43.6 D
34.9
C
HCS2000: Signalized Intersections Release 4.1c
.~alyst: AY
If;ency: DEA
late: 1/21/04
eriod: Saturday Midday Peak Hour
~roject ID: CVS Pharmacy, Mattituck
E/W St: Main Road (NYS Route 25)
I
Inter.: Main Rd & SigsbeeRd/FactoryAve
Area Type: All other areas
Jurisd: Town of Southold,SuffolkCounty
Year : 2003Existing(SeasonallyAdjust)
23140.00
N/S St: Sigsbee Road / Factory Avenue
Eastbound
L T R
SIGNALIZED INTERSECTION SUMMARY
westbound Northbound
L T R L T R
Southbound
L T R
10. Lanes
IGCOnfig
lume
ne Width
RTOR Vol
Lration
L
110
1l.0
0.25
NB
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
Right
iease Combination 1
r Left A
Thru P
P
Right
Peds
Left
Thru
Right
Peds
Right
.1 Right
een
llow
All Red
I
Appr /
~e
Eastbound
I 128
1171
L
l
21.1 6.1
3.9 3.9
2.0 2.0
Cycle Length: 120.0
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s)
1
1
TR
791
12.0
o
6
o
Area
2
P
P
P
P
P
7.3
3.7
2.0
61.9
4.1
2.0
Lane
Group
Capacity
Istbound
191
'R 953
Irthbound
LTR 129
luthbound
fR
I
I
328
1711
1825
358
1786
1939
1710
1
o
1
TR
776
1l.5
L
29
10.0
37
13
o
Type: All other areas
Signal Operations
3 4
SB
EB
WE
o
1
LTR
12 26
16.0
o
o
129
1
LTR
22 121
12.0
o
o
o
5
6
A
A
A
7
8
A
A
A
secs
Approach
v/c
g/C
Delay LOS
Delay LOS
0.95
0.76
0.08
0.64
120.3
19.6
0.17
0.95
0.53
0.53
16.2
45.3
0.43
56.2
0.07
0.92
0.19 77.2
Intersection Delay = 43.4
(sec/veh)
F
B
31. 7
C
B
D
44.4
D
E
56.2
E
E
77.2
E
Intersection LOS = D
CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow
Flow Rate Flow Rate Ratio
(v) (s) (vis)
Sec.
lapacity
Appr/
Mvrnt
Lane
Group
I
Eastbound
I Prot
Perm
Left
I Prot
Perm
Thru
Right
tstbound
Prot
Perm
I Left
Prot
Perm
l Thru TR
Right
rthbound
Prot
I Perm
Left
Prot
I Perm
Thru
Right
futhbound
Prot
Perm
Left
I Prot
Perm
Thru
Right
122
1711
# 0.07
L
886
1825
0.49
TR
358
0.09
L
32
903
1786
# 0.51
LTR
56
1939
# 0.03
301
1710
# 0.18
LTR
m of flow ratios for critical lane groups,
Total lost time per cycle, L = 16.00 sec
Ititical flow rate to capacity ratio,
Yc -
Green
Ratio
(g/C)
--Lane Group--
Capacity v/c
(c) Ratio
0.08
128
0.95
0.76
0.17
0.95
0.43
0.92
- 0.78
Xc = (Yc) (C) / (C-L) = 0.90
Determination
prog Lane Incremental
Adj Grp Factor Del
Fact Cap k d2
Control Delay and LOS
Er/ Ratios Unf
ne Del
v/c g/C d1
tstbound
0.95 0.08 55.3
TR 0.76 0.64 15.0
Istbound
L 0.17 0.53 14.3
I 0.95 0.53 26.4
orthbound
JtR 0.43 0.07 53.8 1.000 129
I
0.64
1171
1.000 128 0.46
1. 000 1171 0.50
65.0
4.6
1.000 191 0.50
1.000 953 0.50
1.9
18.9
0.11
2.3
0.53
191
0.53
953
0.07
129
0.19
328
Sum (v s)
Res
Del
d3
Lane Group
Delay LOS
0.0
0.0
120.3 F
19.6 B
0.0
0.0
16.2 B
45.3 D
0.0
56.2
E
Approach
Delay LOS
31. 7 C
44.4 D
56.2
E
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2005 No-Build Condition*
* Note:
1. 2005 No-Build Condition includes seasonal adjustment factors of 33% and 47% for
the weekday and Saturday, respectively, a 2.0% per year normal traffic growth rate
as well as the expected traffic due to other planned developments and the roadway
improvements described in this report.
WHB\CVS Pharmacy, Mattituck-23140.00
File: TIS. wpd
HCS2000: Signalized Intersections Release 4.1c
1Malyst: AY
,"~ency: DEA
late: 1/21/04
eriod: Weekday AM Peak Hour
roject ID: CVS Pharmacy, Mattituck
E/W St: Main Road (NYS Route 25)
Inter.: Main Rd & SigsbeeRd/FactoryAve
Area Type: All other areas
Jurisd: Town of Southold,SuffolkCounty
Year : 2005No-Build(SeasonallyAdjust)
23140,00
N/S St: Sigsbee Road / Factory Avenue
10. Lanes
IConfig
lume
ne Width
RTOR Vol
iration
Eastbound
L T R
SIGNALIZED INTERSECTION SUMMARY
Westbound Northbound
L T R L T R
Southbound
L T R
1
1
TR
604
12.0
o
L
50
11. 0
5
o
0.25
Area
1 2
A
P P
P P
P
P
P
ifase Combination
r Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
I Right
een
llow
All Red
I
Appr/
r;e
Eastbound
I 182
1175
i
I
6.8
3.7
2.0
36.9
4.1
2.0
Lane
Group
Capacity
1711
1825
Istbound
. 353
872
'rthbound
LTR 182
luthbound
724
1788
1945
fR
I
I
189
1677
1
L
14
10.0
Type: All
Signal
3 4
1
TR
712
11.5
o
28
o
11
other areas
erations
v/c
g/C
0.30
0.56
0.04
0.91
0.21
0.75
Intersection Delay = 26.0
7.1 5.6
3.9 3.9
2.0 2.0
Cycle Length:
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s)
0.11
0.64
0.49
0.49
0.09
NB
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
Right
SB
EB
WE
o
o
1
LTR
17
o
o
1
LTR
83
7
16.0
45
5
12.0
o
o
5
6
A
A
A
7
8
A
A
A
80.0
secs
Approach
Delay LOS
33.9
9.8
11.0
34.4
34.1
0.11 49.9
(sec/veh)
Delay LOS
C
A
11.7
B
B
C
34.0
C
C
34.1
C
D
49.9
D
Intersection LOS = C
CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow
Flow Rate Flow Rate Ratio
(v) (s) (vis)
Sec.
lapacity
Apprl
Mvmt
Lane
Group
I
Eastbound
I Prot
Perm
Left
I Prot
Perm
Thru
Right
tstbound
Prot
Perm
I Left
Prot
Perm
1 Thru TR
Right
rthbound
Prot
I Perm
Left
Prot
I Perm
Thru
Right
ruthbound
Prot
Perm
Left
I Prot
Perm
Thru
Right
L
1711
# 0.03
54
654
1825
0.36
TR
724
0.02
L
15
796
1788
# 0.45
LTR
38
1945
# 0.02
1677
# 0.08
LTR
142
m of flow ratios for critical lane groups, Yc =
Total lost time per cycle, L = 16.00 sec
Ititical flow rate to capacity ratio,
Green
Ratio
(g/C)
- -Lane Group--
Capacity vlc
(c) Ratio
0.11
182
0.64
1175
0.49
353
0.49
872
0.09
182
0.11
189
Sum (vis)
Xc = (Yc) (C) I (C-L) =
Determination
prog Lane Incremental
Adj Grp Factor Del
Fact Cap k d2
Control Delay and LOS
IPrl Ratios Unf
ne Del
rp vlc g/C d1
Jstbound
0.30 0.11 33.0
TR 0.56 0.64 7.9
Istbound
L 0.04 0.49 10.7
I 0.91 0.49 18.9
orthbound
ItR 0.21 0.09 33.5 1.000 182
I
1.000 182 0.11 0.9
1.000 1175 0.50 1.9
1.000 353 0.50 0.2
1.000 872 0.50 15.5
0.11
0.6
Res
Del
d3
Lane Group
Delay LOS
0.0
0.0
33.9 C
9.8 A
0.0
0.0
11.0 B
34.4 C
0.0
34.1
C
0.30
0.56
0.04
0.91
0.21
0.75
= 0.58
0.73
Approach
Delay LOS
11.7 B
34.0 C
34.1
C
HCS2000: Signalized Intersections Release 4.1c
lase Combination 1
Left A
Thru P
Right P
Peds
Left
Thru
Right
Peds
NB Right
I Right
een
llow
All Red
I
Appr I
~e
2
P
P
I
I
P
P
P
5.0
3.7
2.0
36.3
4.1
2.0
Lane
Group
Capacity
v/c
g/C
Southbound
L T R
106
o
o
1
LTR
16 88
12.0
5
A
A
A
6
A
A
A
o
o
NB
8
7
80.0
secs
Approach
Delay LOS
D
C
B
D
C
E
25.9
52.8
34.9
70.4
0.71
0.89
0.16
1. 01
0.25
0.93
Intersection Delay = 41.3
0.08
0.61
0.48
0.48
0.09
SB
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
Right
10.1 5.0
3.9 3.9
2.0 2.0
Cycle Length:
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s)
Istbound
143
1118
1711
1822
Istbound
101
TR 859
Irthbound
LTR 169
luthbound
211
1790
1954
IR
I
I
257
1714
EB
WB
Delay LOS
50.4
23.4
15.0
53.5
34.9
0.15 70.4
(sec/veh)
C
D
C
E
Intersection LOS = D
CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow
Flow Rate Flow Rate Ratio
(v) (s) (vis)
Sec.
lpacity
I Apprl
Mvrnt
Eastbound
I Prot
Perm
Left
I Prot
Perm
Thru
Right
Istbound
Prot
Perm
I Left
Prot
Perm
I Thru TR
Right
orthbound
Prot
I Perm
Left
Prot
I Perm
Thru
Right
ruthbound
Prot
Perm
Left
I Prot
Perm
Thru
Right
Lane
Group
L
TR
L
LTR
LTR
101
0.06
Green
Ratio
(g/c)
0.08
0.61
0.48
0.48
0.09
0.15
- -Lane Group--
Capacity vlc
(c) Ratio
143
1118
101
859
169
257
0.71
0.89
0.16
1. 01
0.25
0.93
1711
990
# 0.54
urn of flow ratios for critical lane groups, Yc =
,ta I lost time per cycle, L = 12.00 sec
itical flow rate to capacity ratio,
Control Delay and LOS
,Prl Ratios Unf
ne Del
Grp vlc g/C d1
fstbound
0.71 0.08 35.7
TR 0.89 0.61 13.1
Istbound
L 0.16 0.48 11.7
If 1.01 0.48 20.8
Northbound
ItR 0.25 0.09 34.1
I
1822
16
211
0.08
866
1790
0.48
42
# 0.02
1954
238
# 0.14
1714
Sum (vis)
= 0.70
Xc = (Yc) (C) I (C-L) =
Determination
prog Lane Incremental
Adj Grp Factor Del
Fact Cap k d2
0.83
1.000 143 0.27 14.8
1.000 1118 0.50 10.4
1.000 101 0.50 3.3
1.000 859 0.50 32.7
1.000 169 0.11 0.8
Res
Del
d3
0.0
0.0
0.0
0.0
0.0
Lane Group
Delay LOS
50.4 D
23.4 C
15.0 B
53.5 D
34.9 C
Approach
Delay LOS
25.9 C
52.8 D
34.9 C
HCS2000: Signalized Intersections Release 4.1c
Lalyst: AY
,"~ency: DEA
Ete: 1/21/04
riod: Saturday Midday Peak Hour
oject ID: CVS Pharmacy, Mattituck
E/W St: Main Road (NYS Route 25)
10. Lanes
IConfig
lume
ne Width
RTOR Vol
'ration
0.25
Area
1 2
A
P P
p p
P
P
p
,ase Combination
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
I Right
een
llow
All Red
I
Appr/
~e
Eastbound
I 128
1171
I
1
7.3
3.7
2.0
61. 9
4.1
2.0
Lane
Group
Capacity
1711
1825
Istbound
169
953
Irthbound
LTR 129
luthbound
317
1786
1940
IR
1
I
328
1711
Inter.: Main Rd & SigsbeeRd/FactoryAve
Area Type: All other areas
Jurisd: Town of Southold,SuffolkCounty
Year : 2005No-Build{SeasonallyAdjust)
23140.00
N/S St: Sigsbee Road / Factory Avenue
Type: All other areas
Signal Operations
3 4
v/c
g/C
0.99
0.79
0.20
0.99
0.46
0.96
Intersection Delay = 49.1
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
1 1 0 1 1 0 0 1 0 0 1 0
L TR L TR LTR LTR
114 823 6 30 807 38 14 12 27 134 23 126
11.0 12.0 10.0 11. 5 16.0 12.0
0 0 0 0
21.1 6.1
3.9 3.9
2.0 2.0
Cycle Length: 120.0
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s)
0.08
0.64
0.53
0.53
0.07
NB
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
Right
SB
EB
WE
5
6
A
A
A
7
8
A
A
A
secs
Approach
Delay LOS
Delay LOS
F
C
34.4
C
132.5
20.9
17.2
53.4
56.5
0.19 87.1
( sec/veh)
B
D
52.1
D
E
56.5
E
F
87.1
F
Intersection LOS = D
CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow
Flow Rate Flow Rate Ratio
(v) (s) (vis)
Sec.
!apacity
I Apprl
Mvrnt
Eastbound
I Prot
Perm
Left
I Prot
Perm
Thru
Right
tstbound
Prot
Perm
I Left
Prot
Perm
I Thru TR
Right
rthbound
Prot
I Perm
Left
Prot
I Perm
Thru
Right
ruthbound
Prot
Perm
Left
I Prot
Perm
Thru
Right
Lane
Group
L
127
1711
# 0.07
1825
0.50
TR
921
L
33
317
0.10
939
1786
# 0.53
LTR
59
1940
# 0.03
315
1711
# 0.18
LTR
m of flow ratios for critical lane groups, Yc -
Total lost time per cycle, L = 16.00 sec
Ititical flow rate to capacity ratio,
Control Delay and LOS Determination
IPrl Ratios Unf prog Lane Incremental
ne Del Adj Grp Factor Del
rp v/c g/C d1 Fact Cap k d2
Green
Ratio
(g/c)
--Lane Group--
Capaci ty v I c
(c) Ratio
0.08
0.64
0.53
0.53
0.07
0.19
Sum (v s)
128
1171
169
953
129
328
0.99
0.79
0.20
0.99
0.46
0.96
- 0.81
Xc = (Yc) (C) I (C-L) =
0.94
stbound
0.99
TR 0.79
Istbound
L 0.20
I 0.99
orthbound
ItR 0.46 0.07 53.9 1.000 129
I
0.08
0.64
1. 000 128
1. 000 1171
77.0
5.4
0.49
0.50
55.5
15.6
0.53
0.53
14.6
27.5
0.50
0.50
2.6
25.8
1.000 169
1.000 953
0.11
2.6
Res
Del
d3
Lane Group
Delay LOS
0.0
0.0
132.5
20.9
0.0
0.0
17.2
53.4
0.0
56.5
F
C
B
D
E
Approach
Delay LOS
34.4
C
52.1
D
56.5
E
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2005 Build Condition*
*Note:
1. 2005 Build Condition includes seasonal adjustment factors of 33% and 47% for the
weekday and Saturday, respectively, a 2.0% per year normal traffic growth rate,
the expected traffic due to other planned developments, the roadway improvements
described in this report, and the traffic generated by the proposed development.
WHBICVS Phannacy, Mattituck.23140.00
File: TIS.wpd
HCS2000: Signalized Intersections Release 4.1c
.~alyst: AY
~~ency: DEA
lte: 1/21/04
riod: Weekday AM Peak Hour
oject ID: CVS Pharmacy, Mattituck
E/W St: Main Road (NYS Route 25)
I
10.
Inter.: Main Rd & SigsbeeRd/FactoryAve
Area Type: All other areas
Jurisd: Town of Southold,SuffolkCounty
Year : 2005Build(SeasonallyAdjustl
23140.00
N/S St: Sigsbee Road / Factory Avenue
Eastbound
L T R
SIGNALIZED INTERSECTION SUMMARY
Westbound Northbound
L T R L T R
Southbound
L T R
Lanes
IConfig
lume
ne Width
RTOR Vol
Lration
L
50
11.0
0.25
iPase Combination 1
. Left A
Thru P
Right P
I Peds
Left
Thru
I Right
Peds
NB Right
I Right
een
llow
All Red
I
Appr/
~e
Eastbound
I 182
1174
o
o
o
1
1
TR
611
12.0
10
o
L
16
10.0
1
1
TR
712
11.5
23
28
o
Area Type: All other areas
Signal 0 erations
3 4
7.1 5.6
3.9 3.9
2.0 2.0
Cycle Length:
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s)
2
P
P
P
P
P
6.8
3.7
2.0
36.9
4.1
2.0
Lane
Group
Capacity
Istbound
346
TR 872
Irthbound
LTR 185
luthbound
IR
I
I
189
1711
1823
709
1788
1968
1683
NB
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
Right
SB
EB
WE
v/c
g/C
Delay LOS
Delay LOS
0.11
0.64
33.9
10.0+
0.30
0.57
0.05
0.91
0.29
0.78
0.49
0.49
11.0
34.4
0.09
34.6
o . 11 53 .6
Intersection Delay = 26.4
( sec/veh)
o
1
LTR
17
o
o
1
LTR
83
9
16.0
47
7
12.0
o
o
5
6
A
A
A
7
8
A
A
A
80.0
secs
Approach
C
B
11.8
B
B
C
33.9
C
C
34.6
C
D
53.6
D
Intersection LOS = C
Sec.
lpacity CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow Green --Lane Group--
I Apprl Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvrnt Group (v) (s) (vis) (g/C) (c) Ratio
Eastbound
I prot
Perm
Left L 54 1711 # 0.03 0.11 182 0.30
I Prot
Perm
Thru TR 668 1823 0.37 0.64 1174 0.57
Right
Istbound
Prot
Perm
I Left L 17 709 0.02 0.49 346 0.05
Prot
Perm
I Thru TR 796 1788 # 0.45 0.49 872 0.91
Right
orthbound
I Prot
Perm
Left
Prot
I Perm
Thru LTR 53 1968 # 0.03 0.09 185 0.29
Right
luthbound
Prot
Perm
Left
I Prot
Perm
Thru LTR 148 1683 # 0.09 0.11 189 0.78
Right
urn of flow ratios for critical lane groups, Yc = Sum (v s) = 0.59
tftal lost time per cycle, L = 16.00 sec
itical flow rate to capacity ratio, Xc = (Yc) (C) I (C-L) = 0.74
Control Delay and LOS Determination
Iprl Ratios Unf prog Lane Incremental Res Lane Group Approach
ne Del Adj Grp Factor Del Del
Grp v/c g/C d1 Fact Cap k d2 d3 Delay LOS Delay LOS
'stbound 0.11 33.0 1.000 182 0.11 0.9 0.0 33.9 C
0.30
TR 0.57 0.64 8.0 1.000 1174 0.50 2.0 0.0 10.0+ B 11.8 B
Istbound
L 0.05 0.49 10.8 1. 000 346 0.50 0.3 0.0 11.0 B
I 0.91 0.49 18.9 1.000 872 0.50 15.5 0.0 34.4 C 33.9 C
Northbound
fR 0.29 0.09 33.8 1. 000 185 0.11 0.9 0.0 34.6 C 34.6 C
I
HCS2000: Signalized Intersections Release 4.1c
.~alyst: AY
!';ency: DEA
Ete: 1/21/04
riod: Weekday PM Peak Hour
oject ID: CVS Pharmacy, Mattituck
E/W St: Main Road (NYS Route 25)
I
10.
Inter.: Main Rd & SigsbeeRd/FactoryAve
Area Type: All other areas
Jurisd: Town of Southold,SuffolkCounty
Year : 2005Build(SeasonallyAdjustJ
23140.00
N/S St: Sigsbee Road / Factory Avenue
Eastbound
L T R
SIGNALIZED INTERSECTION SUMMARY
Westbound Northbound
L T R L T R
Lanes
IConfig
lume
ne Width
RTOR Vol
Iration
L
89
11.0
0.25
ifase Combination 1
r Left A
Thru P
Right P
I Peds
Left
Thru
I Right
Peds
NB Right
I Right
een
llow
All Red
I
Appr /
~e
Eastbound
I 143
1117
1
1
TR
863
12.0
o
26
o
o
L
17
10.0
1
1
TR
741
11. 5
21
34
o
Area Type: All other areas
Signal Operations
3 4
2
P
P
P
P
P
5.0
3.7
2.0
36.3
4.1
2.0
Lane
Group
Capacity
Istbound
90
TR 859
'rthbound
LTR 171
luthbound
fR
I
I
257
1711
1820
182
1790
1985
1716
v/c
g/C
0.71
0.91
0.21
1.01
0.44
0.95
0.08
0.61
0.48
0.48
0.09
Southbound
L T R
o
o
1
LTR
15 18
16.0
o
110
o
1
LTR
18 88
12.0
o
o
NB
8
SB
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
Right
10.1 5.0
3.9 3.9
2.0 2.0
Cycle Length: 80.0
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s)
EB
WE
5
6
A
A
A
A
A
A
7
Approach
secs
Delay LOS
50.4
25.4
17.3
53.5
36.6
0.15 77.0
Intersection Delay = 42.8
(sec/veh)
Delay LOS
D
C
27.7
B
D
52.7
D
36.6
E
77.0
Intersection LOS = D
C
D
D
E
CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow
Flow Rate Flow Rate Ratio
(v) (s) (vis)
Sec.
lapacity
Apprl
Mvmt
Lane
Group
I
Eastbound
I Prot
Perm
Left
I Prot
Perm
Thru
Right
tstbound
Prot
Perm
I Left
Prot
Perm
I Thru TR
Right
orthbound
Prot
I Perm
Left
Prot
I Perm
Thru
Right
ruthbound
Prot
Perm
Left
I Prot
Perm
Thru
Right
101
1711
0.06
L
1011
1820
# 0.56
TR
182
0.10
L
19
1790
0.48
866
LTR
76
1985
# 0.04
245
1716
# 0.14
LTR
Green
Ratio
(g/C)
--Lane Group--
Capacity v/c
(c) Ratio
0.08
0.61
0.48
0.48
0.09
0.15
Sum (v s)
143
1117
90
859
171
257
Xc = (Yc) (C) I (C-L) =
urn of flow ratios for critical lane groups, Yc -
iEtal lost time per cycle, L = 12.00 sec
Ifitical flow rate to capacity ratio,
Control Delay and LOS Determination
Iprl Ratios Unf Prog Lane Incremental
ne Del Adj Grp Factor Del
Grp v/c g/C d1 Fact Cap k d2
&stbound
~ 0.71 0.08 35.7 1.000 143 0.27 14.8 0.0
TR 0.91 0.61 13.4 1.000 1117 0.50 12.0 0.0
Istbound
L 0.21 0.48 12.0 1.000 90
Ii 1.01 0.48 20.8 1.000 859
Northbound
~R 0.44 0.09 34.7 1.000 171
I
0.71
0.91
0.21
1. 01
0.44
0.95
- 0.74
0.87
0.50
0.50
5.3
32.7
0.11
1.8
Res
Del
d3
Lane Group
Delay LOS
50.4
25.4
0.0
0.0
17.3
53.5
0.0
36.6
D
C
B
D
D
Approach
Delay LOS
27.7
C
52.7
D
36.6
D
HCS2000: Signalized Intersections Release 4.1c
Ibalyst: AY Inter.: Main Rd & SigsbeeRd/FactoryAve
Agency: DEA Area Type: All other areas
Ite: 1/21/04 Jurisd: Town of Southold,SuffolkCounty
riod: Saturday Midday Peak Hour Year: 2005Build(SeasonallyAdjust)
oject ID: CVS Pharmacy, Mattituck 23140.00
I(W St: Main Road (NYS Route 25) N/S St: Sigsbee Road / Factory Avenue
. SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound
I L T R L T R L T R
No. Lanes 1 1 0 1 1 0 0 1 0
IConfig L TR L TR LTR
lume 114 835 16 34 807 38 48 17 27
ne Width 11.0 12.0 10.0 11.5 16.0
RTOR Vol 0 0
ILration 0.25 Area Type: All other areas
Signal Operations
3 4
21.1 6.1
3.9 3.9
2.0 2.0
Cycle Length:
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s)
Irase Combination 1
. Left A
Thru P
Right P
Peds
Left
Thru
Right
Peds
NB Right
I Right
een
llow
All Red
I
Appr/
I~e
2
P
P
I
I
P
P
P
7.3
3.7
2.0
61. 9
4.1
2.0
Lane
Group
Capacity
v/c
g/C
Istbound
128
1169
1711
1822
0.99
0.81
0.08
0.64
Istbound
153
TR 953
Irthbound
W'R 13 2
&uthbound
287
1786
0.25
0.99
0.53
0.53
1976
0.77
0.07
fR
I
I
328
1713
0.98
0.19 93.7
F
Intersection Delay = 51.3
(sec/veh)
Intersection LOS = D
Southbound
L T R
o
139
1
LTR
26 126
12.0
o
o
o
5
6
A
A
A
7
8
NB
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
Right
A
A
A
SB
EB
WB
120.0
sees
Approach
Delay LOS
Delay LOS
132.5 F
22.1 C
35.2
D
18.9 B
53.4 D
52.0
D
79.3 E
79.3
E
F
93.7
CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow
Flow Rate Flow Rate Ratio
(v) (s) (vis)
Sec.
lpacity
I Appr I
Mvrnt
Eastbound
I Prot
Perm
Left
I Prot
Perm
Thru
Right
tstbound
Prot
Perm
I Left
Prot
Perm
I Thru - TR
Right
orthbound
Prot
I Perm
Left
Prot
I Perm
Thru
Right
ruthbound
Prot
Perm
Left
I Prot
Perm
Thru
Right
Lane
Group
L
TR
L
LTR
LTR
127
1711
# 0.07
Green
Ratio
(g/C)
- -Lane Group--
Capacity v/c
(c) Ratio
0.08
128
946
0.52
0.64
1169
1822
38
287
0.13
0.53
153
939
1786
# 0.53
0.53
953
102
1976
# 0.05
0.07
132
323
1713
# 0.19
0.19
328
Sum (v s)
urn of flow ratios for critical lane groups, Yc =
,ta I lost time per cycle, L = 16.00 sec
itical flow rate to capacity ratio,
Control Delay and LOS
Iprl Ratios Unf
ne Del
Grp vlc g/C d1
Jstbound
0.99 0.08 55.5
TR 0.81 0.64 16.0
Istbound
L 0.25 0.53 15.1
If 0.99 0.53 27.5
Northbound
ItR 0.77 0.07 55.1
I
Determination
Prog Lane Incremental
Adj Grp Factor Del
Fact Cap k d2
= (Yc) (C) I (C-L) =
Xc
0.99
0.81
0.25
0.99
0.77
0.98
= 0.84
0.97
1.000 128 0.49 77.0
1.000 1169 0.50 6.1
1.000 153 0.50 3.8
1.000 953 0.50 25.8
1.000 132 0.32 24.2
Res
Del
d3
Lane Group
Delay LOS
0.0
0.0
132.5 F
22.1 C
0.0
0.0
18.9 B
53.4 D
0.0
79.3 E
Approach
Delay LOS
35.2 D
52.0 D
79.3 E
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2005 Build Condition
with Modifications *
*Note:
1 . 2005 Build Condition with Modifications includes seasonal adjustment factors of
33% and 47% for the weekday and Saturday, respectively, a 2.0% per year normal
traffic growth rate, the expected traffic due to other planned developments, the
roadway improvements described in this report, the traffic generated by the
proposed development, and the roadway modifications recommended in this report.
WHB\CVS Pharmacy, Mattituck-23140.00
File: T1S.wpd
HCS2000: Signalized Intersections Release 4.1c
I"alyst: AY
~~ency: DEA
jate: 1/21/04
eriod: Weekday AM Peak Hour
. roject ID: CVS Pharmacy, Mattituck
E/W St: Main Road (NYS Route 25)
Inter.: Main Rd & SigsbeeRd/FactoryAve
Area Type: All other areas
Jurisd: Town of Southold,SuffolkCounty
Year : 2005Build w/Mods (SeasAdjust)
23140.00
N/S St: Sigsbee Road / Factory Avenue
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
10. L T R L T R L T R L T R
Lanes 1 1 0 1 1 0 0 1 1 0 1 1
LGConfig L TR L TR LT R LT R
10lume 50 611 10 16 712 28 23 9 17 47 7 83
ane Width 11.0 12.0 10.0 11.5 10.0 10.0 10.0 10.0
RTOR Vol 0 0 3 20
luration 0.25 Area Type: All other areas
Signal 0 erations
lFase Combination 1 2 3 4 5 6 7 8
Left A NB Left A
Thru P P Thru A
Right P P Right A
L Peds Peds
Left P SB Left A
Thru P Thru A
l Right P Right A
Peds Peds
Right EB Right
E Right WB Right
een 6.8 36.9 7.1 5.6
llow 3.7 4.1 3.9 3.9
All Red 2.0 2.0 2.0 2.0
Ippr / Cycle Length: 80.0 secs
Intersection Performance Summary
Lane Adj Sat Ratios Lane Group Approach
r~e Group Flow Rate
Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
I 182 1711 0.30 0.11 33.9 C
1174 1823 0.57 0.64 10.0+ B 11.8 B
[stbound
346 709 0.05 0.49 11.0 B
872 1788 0.91 0.49 34.4 C 33.9 C
trthbound
LT 157 1679 0.22 0.09 34.3 C 34.1 C
I 139 1478 0.11 0.09 33.5 C
uthbound
r
I
I
188 1667
166 1478
Intersection Delay
0.31
0.41
= 24.6
0.11 33.6 C 34.2 C
0.11 34.7 C
(sec/veh) Intersection LOS = C
CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow
Flow Rate Flow Rate Ratio
(v) (s) (vis)
Sec.
lapacity
Appr I
Mvrnt
Lane
Group
I
Eastbound
I Prot
Perm
Left
I Prot
Perm
Thru
Right
lestbound
Prot
Perm
Left
Prot
Perm
l Thru TR
Right
rthbound
Prot
I Perm
Left
prot
I Perm
Thru LT
Right R
Southbound
I Prot
Perm
Left
I Prot
Perm
Thru LT 59 1667
Right R 68 1478
Ibm of flow ratios for critical lane
Total lost time per cycle, L = 16.00
Ititical flow rate to capacity ratio,
Control Delay and LOS Determination
IPrl Ratios Unf prog Lane Incremental
ne Del Adj Grp Factor Del
p vlc g/C d1 Fact Cap k d2
Istbound
0.30 0.11 33.0 1.000 182 0.11 0.9
TR 0.57 0.64 8.0 1.000 1174 0.50 2.0
Istbound
L 0.05 0.49 10.8 1.000 346
I 0.91 0.49 18.9 1.000 872
rthbound
L
54
1711
# 0.03
TR
668
1823
0.37
I
L
17
709
0.02
796
1788
# 0.45
35
15
1679
1478
# 0.02
0.01
Green
Ratio
(g/C)
- -Lane Group--
Capacity vlc
(c) Ratio
0.11
182
0.30
0.57
0.05
0.91
0.22
0.11
0.04 0.11 188 0.31
# 0.05 0.11 166 0.41
groups, Yc = Sum (vis) = 0.54
sec
Xc = (Yc) (C) I (C-L) = 0.68
0.64
1174
0.50
0.50
0.3
15.5
I'
I
0.11
0.7
0.22 0.09 33.6 1.000 157
0.49
346
0.49
872
0.09
0.09
157
139
Res
Del
d3
Lane Group
Delay LOS
0.0
0.0
33.9
10.0+
C
B
0.0
0.0
11.0
34.4
B
C
0.0
34.3
C
Approach
Delay LOS
11.8
B
33.9
C
34.1
C
HCS2000: Signalized Intersections Release 4.1c
Ibalyst: AY Inter.: Main Rd & SigsbeeRd/FactoryAve
Agency: DEA Area Type: All other areas
late: 1/21/04 Jurisd: Town of Southold,SuffolkCounty
~riod: Weekday PM Peak Hour Year : 2005Build w/Mods (SeasAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
t/W St: Main Road (NYS Route 25) N/s St: Sigsbee Road I Factory Avenue
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound
I L T R L T R L T R
No. Lanes 1 1 0 1 1 0 0 1 1
IConfig L TR L TR LT R
lume 89 863 26 17 741 21 34 15 18
ane Width 11.0 12.0 10.0 11.5 10.0 10.0
lOR Vol 0 0 3
ration 0.25 Area Type: All other areas
Signal Operations
3 4
7.9 5.6
3.9 3.9
2.0 2.0
Cycle Length: 80.0
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s)
~ase Combination 1
F Left A
Thru P
Right P
Peds
Left
Thru
Right
Peds
NB Right
I Right
een
ellow
(1 Red
Apprl
t~e
1
I
5.0
3.7
2.0
Lane
Group
Capacity
2
p
P
P
P
P
37.9
4.1
2.0
vie
g/C
NB
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
Right
Southbound
L T R
SB
EB
WE
o
1
LT
18
10.0
1
R
88
10.0
20
110
5
6
A
A
A
8
7
A
A
A
sees
Approach
Delay LOS
Delay LOS
tstbound
143
1153
tstbound
111
TR 895
Jrthbound
[ 158
139
~ uthbound
t
I
I
1711
1820
0.71
0.88
222
1790
0.17
0.97
1680
1478
0.35
0.12
204 1667
181 1478
Intersection Delay
0.71
0.43
= 33.0
0.08
0.63
0.50
0.50
0.09
0.09
50.4
21. 6
14.3
42.6
35.4
33.6
0.12 44.7
0.12 34.1
( sec/veh)
D
C
24.2
C
B
D
42.0
D
D
C
C
34.9
D 41.0
C
Intersection
D
LOS = C
Sec.
lpacity
CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow
Flow Rate Flow Rate Ratio
(v) (s) (vis)
I Apprl
Mvrnt
Lane
Group
Green
Ratio
(g/C)
- -Lane Group--
Capacity v/c
(c) Ratio
rstbound
Prot
Perm
Left
I Prot
Perm
Thru
I Right
stbound
Prot
Perm
I Left
Prot
Perm
I Thru
Right
Northbound
I Prot
Perm
Left
Prot
I Perm
Thru LT
Right R
'ruthbound
Prot
Perm
Left
I Prot
Perm
Thru LT
Right R
L
101
1711
0.06
TR
1011
1820
# 0.56
L
19
222
0.09
TR
866
1790
0.48
56
17
1680
1478
# 0.03
0.01
145
77
1667
1478
# 0.09
0.05
Sum of flow ratios for critical lane groups, Yc -
Ital lost time per cycle, L = 12.00 sec
itical flow rate to capacity ratio,
Control Delay and LOS Determination
Iprl Ratios Unf prog Lane Incremental
ne Del Adj Grp Factor Del
Grp v/c g/C d1 Fact Cap k d2
0.08
0.63
0.50
0.50
0.09
0.09
0.12
0.12
143
1153
111
895
158
139
204
181
Sum (v s)
Xc = (Yc) (C)/(C-L) =
0.71
0.88
0.17
0.97
0.35
0.12
0.71
0.43
- 0.68
0.80
Res
Del
d3
Lane Group
Delay LOS
Approach
Delay LOS
stbound
0.71 0.08 35.7 1. 000 143 0.27 14.8 0.0 50.4 D
I 0.88 0.63 12.1 1. 000 1153 0.50 9.5 0.0 21. 6 C 24.2 C
_stbound
L 0.17 0.50 10.9 1.000 111 0.50 3.3 0.0 14 .3 B
t 0.97 0.50 19.4 1.000 895 0.50 23.2 0.0 42.6 D 42.0 D
Northbound
I 0.35 0.09 34.0 1.000 158 0.11 1.4 0.0 35.4 D 34.9 C
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HCS2000: Signalized Intersections Release 4.1c
Ibalyst: AY Inter.: Main Rd & SigsbeeRd/FactoryAve
Agency: DEA Area Type: All other areas
Ite: 1/21/04 Jurisd: Town of Southold,SuffolkCounty
riod: Saturday Midday Peak Hour Year: 2005Build w/Mods (SeasAdjust)
roject ID: CVS Pharmacy, Mattituck 23140.00
IfW St: Main Road (NYS Route 25) N/S St: Sigsbee Road / Factory Avenue
. SIGNALIZED INTERSECTION SUMMARY
Westbound Northbound
L T R L T R
'0. Lanes
IConfig
lume
ane width
[OR ~Ol
ratJ.on
Eastbound
L T R
1
1
TR
835
12.0
o
L
114
11.0
16
o
1
o
1
LT
17
10.0
L
34
10.0
1
TR
807
11. 5
o
48
0.25
Area Type: All other areas
Signal Operations
3 4
17.1 8.1
3.9 3.9
2.0 2.0
Cycle Length:
Intersection Performance Summary
Adj Sat Ratios Lane Group
Flow Rate
(s)
~ase combination 1
. Left A
Thru P
I Right P
Peds
Left
Thru
I Right
Peds
NB Right
I Right
een
ellow
_1 Red
Appr/
~e
61. 9
4.1
2.0
9.3
3.7
2.0
Lane
Group
Capacity
2
P
P
P
P
P
38
o
v/c
g/C
NB
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Right
Right
Southbound
L T R
1
R
27
10.0
4
o
1
LT
26
10.0
1
R
126
10.0
30
SB
EB
WE
139
5
6
A
A
A
8
7
A
A
A
120.0
sees
Approach
79.6
19.9
17.7
53.4
55.9
52.2
Delay LOS
Delay LOS
0.81
0.79
0.22
0.99
0.51
0.21
0.69
0.46
= 41.1
0.09
0.66
0.53
0.53
0.08
0.08
E
B
27.0
C
Istbound
157
1199
1711
1822
Istbound
173
TR 953
Irthbound
I 140
123
uthbound
324
1786
1677
1478
I
I
I
264 1668
234 1478
Intersection Delay
B
D
52.0
D
E
D
54.9
D
0.16 55.4 E 52.4 D
0.16 47.2 D
(sec/veh) Intersection LOS = D
Sec.
Lpacity
CAPACITY AND LOS WORKSHEET
Analysis and Lane Group Capacity
Adj Adj Sat Flow
Flow Rate Flow Rate Ratio
(v) (s) (vIs)
I Appr I
Mvmt
Lane
Group
Green
Ratio
(g/C)
- -Lane Group--
Capacity vlc
(c) Ratio
Eastbound
I Prot
Perm
Left L 127 1711 # 0.07 0.09 157 0.81
I prot
Perm
Thru TR 946 1822 0.52 0.66 1199 0.79
I Right
stbound
Prot
Perm
I Left L 38 324 0.12 0.53 173 0.22
Prot
Perm
I Thru TR 939 1786 # 0.53 0.53 953 0.99
Right
orthbound
I Prot
Perm
Left
Prot
I Perm
Thru LT 72 1677 # 0.04 0.08 140 0.51
Right R 26 1478 0.02 0.08 123 0.21
,uthbound
Prot
Perm
Left
I Prot
Perm
Thru LT 183 1668 # 0.11 0.16 264 0.69
I Right R 107 1478 0.07 0.16 234 0.46
urn of flow ratios for critical lane groups, Yc = Sum (vIs) = 0.75
IItal lost time per cycle, L = 16.00 sec
. itical flow rate to capacity ratio, Xc = (Yc) (C) I (C-L) = 0.87
Control Delay and LOS Determination
Iprl Ratios Unf Prog Lane Incremental Res Lane Group Approach
ne Del Adj Grp Factor Del Del
Grp vlc glC d1 Fact Cap k d2 d3 Delay LOS Delay LOS
stbound
0.81 0.09 53.5 1.000 157 0.35 26.1 0.0 79.6 E
I 0.79 0.66 14.6 1.000 1199 0.50 5.3 0.0 19.9 B 27.0 C
stbound
L 0.22 0.53 14.8 1. 000 173 0.50 2.9 0.0 17.7 B
I 0.99 0.53 27.5 1. 000 953 0.50 25.8 0.0 53.4 D 52.0 D
Northbound
I 0.51 0.08 52.7 1. 000 140 0.12 3.3 0.0 55.9 E 54.9 D
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Main Road (NYS Route 25)
at the
Site Access Drive
WHB\CVS Phannacy. Mattituck-23140.00
File: TIS. wpd
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FILE NAME:
. ..;j
TRAFFIC VOLUME SUMMARY
INTERSECTION:
DONE BY:
EXISTING YEAR:
HORIZON YEAR:
..1
1'::1
TIME PERIOD:
APPROACH
168 Dwelling Units
AL T X CLEARS
INPUT VALUES
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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FILE NAME:
INTERSECTION:
EXISTING YEAR:
HORIZON YEAR:
I
'I~II
TIME PERIOD:
DONE BY:
APPROACH
168 Dwelling Units
AL T X CLEARS
INPUT VALUES
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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FILE NAME:
~ATr''''1
. ...... '.:~":\': .~~:~.~<<.,:.
TRAFFIC VOLUME SUMMARY
INTERSECTION:
DONE BY:
EXISTING YEAR:
TIME PERIOD:
APPROACH
168 Dwelling Units
AL T X CLEARS
INPUT VALUES
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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2005 Build Condition*
*Note:
1 . 2005 Build Condition includes seasonal adjustment factors of 33 % and 47% for the
weekday and Saturday, respectively, a 2.0% per year normal traffic growth rate,
the expected traffic due to other planned developments, the roadway improvements
described in this report, and the traffic generated by the proposed development.
WHB\CVS Pharmacy, Mattituck-23 140.00
File: TIS.wpd
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Inalyst: AY
~~ency/co.: DEA
Ete Performed: 1/21/04
alysis ~ime period: Weekday AM Peak Hour
tersect~on: Main Road & Site Access Drive
Jurisdiction: Town of Southold,SuffolkCounty
!pits: U. S. Customary
Inalysis Year: 2005Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
Est/West Street: Main Road (NYS Route 25)
rth/South Street: Site Access Drive
ntersection Orientation: EW Study period (hrs): 0.25
I
Volume
lak-Hour Factor, PHF
urly Flow Rate, HFR
rcent Heavy Vehicles
Median Type Undivided
III' Channelized?
"nes
Configuration
stream Signal?
ljor
Street:
Vehicle
Approach
Movement
1
L
Volumes and
Eastbound
2
T
Adjustments
Westbound
5
T
3
R
4
L
6
R
650
0.90
722
31
0.90
34
754
0.90
837
1
o
TR
1
T
No
Southbound
10 11 12
L T R
inor Street:
Approach
Movement
No
I
Volume
lak Hour Factor, PHF
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage
ared Approach: Exists?
Storage
I Channelized?
nes
Configuration
I
Northbound
7 8 9
L T R
11
0.90
12
2
0
o
No
1
R
Delay,
EB
1
IProach
vement
ne Config
Queue
WE
4
Length, and Level of
Northbound
789
R
Service
Southbound
10 11
12
I (vph)
m) (vph)
v/c
1% queue length
ntrol Delay
I
12
417
0.03
0.09
13.9
LOS
Ipproach Delay
pproach LOS
13.9
B
B
I
HCS2000: Unsignalized Intersections Release 4.1c
Illter M. Dunn, Jr.
Dunn Engineering Associates
116 Main Street
~sthampton Beach, NY 11978
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
lLalyst: AY
Agency/Co.: DEA
~te Performed: 1/21/04
Iralysis Time Period: Weekday AM Peak Hour
Intersection: Main Road & Site Access Drive
Irisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2005Build{SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
1st/West Street: Main Road (NYS Route 25)
rth/South Street: Site Access Drive
Intersection Orientation: EW Study period (hrs):
I Vehicle Volumes and Adjustments
ajor Street Movements 1 2 3 4 5 6
L T R L T R
lf1one:
.-Mail :
(631) 288-2480
Fax:
llume
Peak-Hour Factor, PHF
lak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
Idian Type Undivided
Channelized?
nes
Configuration
Istream Signal?
Minor Street Movements
Ilume
lak Hour Factor, PHF
ak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage
Flared Approach:
I Channelized?
I
650
0.90
181
722
31
0.90
9
34
7
L
1 0
TR
No
8 9 10
T R L
11
0.90
3
12
2
0
Exists?
Storage
No
(631) 288-2544
0.25
754
0.90
209
837
1
T
No
11
T
12
R
o
Lanes
tnfigUration
1
R
Iovements
pedestrian volumes and Adjustments
13 14 15 16
low (ped/hr)
ne Width (ft)
lking Speed (ft/sec)
Percent Blockage
I
I
I
S5
I
o
12.0
4.0
o
o
12.0
4.0
o
o
12.0
4.0
o
o
12.0
4.0
o
Prog.
Flow
vph
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
Distance
to Signal
feet
Left-Turn
Through
Left-Turn
Through
rksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
ared In volume, major th vehicles:
ared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
,t flow rate, major rt vehicles:
mber of major street through lanes:
Itrksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Ivement 1 4 7 8 9 10 11 12
L L L T R L T R
_C,baSe) 6.2
e,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
hv) 2
t (e,g) 0.20 0.20 0.10 0.20 0.20 0.10
lade/lOo 0.00 0.00 0.00 0.00 0.00 0.00
3,lt) 0.00
t (c,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Ie) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1.00 1. 00 0.00
1-stage 6.2
2-stage
Inow- Up Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
If,base) 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
IHV) 2
f) 3.3
I
lIorksheet 5-Effect of Upstream Signals
lomputation I-Queue Clearance Time at
Upstream Signal
Movement 2
V (t) V (l,prot)
Movement 5
V(t) V(l,prot)
I prog
otal Saturation Flow Rate, s (vph)
Arrival Type
.ffective Green, g (see)
~cle Length, C (see)
Rp (from Exhibit 16-11)
Iroportion vehicles arriving on green P
(q1)
g(q2)
i(q)
Ibmputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
V{t) V(l,prot)
Movement 5
V(t) V{l,prot)
II
alpha
1E~~el time, t(a) (see)
Itoothing Factor, F
Proportion of conflicting flow, f
tx platooned flow, V(c,max)
'n platooned flow, V(c,min)
Duration of blocked period, t(p)
Ifoporti~n time blocked, p
~mputat1on 3-Platoon Event periods
0.000
0.000
Result
'(2)
(5)
p(dom)
.( subo)
Itnstrained or unconstrained?
0.000
0.000
Eoportion
locked
r minor
movements, p{x)
11)
p(4)
17)
8)
p(9)
*10)
ll)
12)
(I)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Imputation 4 and 5
ngle-Stage PrOcess
Movement
I
I
1
L
4
L
7
L
8
T
9
R
10
L
II
T
12
R
v c,X
L
v C,u,X
. r,x
" plat,x
~o-Stage Process
Stage1
7
Stage2
8
Stage1 Stage2
I(c,x)
s
I(X)
(c,u,x)
j(r,x)
(plat, xl
739
10
Stagel Stage2
11
Stage1 Stage2
Ifrksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
Inflicting Flows
tential Capacity
Pedestrian Impedance Factor
Ivement Capacity
obability of Queue free St.
9
739
417
1. 00
417
0.97
12
1. 00
1. 00
lep 2: LT from Major St.
onflicting Flows
Itential Capacity
destrian ImP7dance Factor
vement Capac~ty
Probability of Queue free St.
Ifj L-Shared Prob Q free St.
Step 3: TH from Minor St.
Inflicting Flows
tent~al Capac~ty
pedestrian Impedance Factor
Ip. Adj. factor due to Impeding mvmnt
vement Capacity
Probability of Queue free St.
ilep 4: LT from Minor St.
Inflicting Flows
tential Capacity
destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. factor due to Impeding mvmnt
Movement Capacity
1
I
4
1. 00
1. 00
8
1. 00
1. 00
1. 00
7
1. 00
1. 00
1
1. 00
1. 00
11
1. 00
1. 00
1. 00
10
1. 00
1. 00
1. 00
0.97
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Itep 3: TH from Minor St. 8
Ert 1 - First Stage
nflicting Flows
otential Capacity
Pedestrian Impedance Factor
tp. Adj. factor due to Impeding mvrnnt
vement Capacity
Probability of Queue free St.
~rt 2 - Second Stage
Conflicting Flows
Etential Capacity
destrian Impedance Factor
p. Adj. factor due to Impeding mvrnnt
Movement Capacity
ILrt 3 - Single Stage
Conflicting Flows
Itential Capacity
destrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
;pvement Capacity
~sult for 2 stage process:
a
11
1. 00
1. 00
1. 00
1. 00
It
Probability of Queue free St.
)tep 4: LT from Minor St.
Part 1 - First Stage
Inflicting Flows
tential Capacity
Pedestrian Impedance Factor
IP. Adj. fact<;>r due to Impeding mvrnnt
vement CapacJ.ty
1. 00
1. 00
7
10
Irt 2 - Second Stage
nflicting Flows
tential Capacity
Pedestrian Impedance Factor
IP. Adj. fact<;>r due to Impeding mvrnnt
vement CapacJ.ty
Irt 3 - Single Stage
nflicting Flows
tential Capacity
pedestrian Impedance Factor
~j. L, Min T Impedance factor
d1j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
]lvement Capacity
Results for Two-stage process:
1. 00
1. 00
1.00
1. 00
0.97
1. 00
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Worksheet a-Shared Lane Calculations
lovement
7
L
a
T
9
R
10
L
11
T
12
R
IOlume (vph)
ovement Capacity (vph)
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
12
417
lovement
7
L
a
T
9
R
10
L
11
T
12
R
[sep
lume
Delay
I sep
sep +1
round (Qsep +1)
I max
sh
SUM C sep
I act
417
12
!prksheet 10-Delay, Queue Length, and Level of Service
Movement
tne Config
v (vph)
I~) (vph)
95% queue length
~~trol Delay
~proach Delay
Approach LOS
I
Worksheet ll-Shared Major LT Impedance and Delay
I
1 4 7 a 9 10 11 12
R
12
417
0.03
0.09
13.9
B
13 .9
B
Movement 2
Movement 5
_oj)
ill ,
i2) ,
s (il),
li2) ,
(oj)
d(M,LT), Delay for stream 1 or 4
'Number of major street through
rank,l) Delay for stream 2 or 5
1. 00
1. 00
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
lanes
I
I
HCS2000: Unsignalized Intersections Release 4.lc
TWO-WAY STOP CONTROL SUMMARY
Ilnalyst: AY
I(gency/co.: DEA
Date Performed: 1/21/04
Ilnalysis ~ime period: Weekday PM Peak Hour
Ilntersect1on: Main Road & Site Access Drive
Jurisdiction: Town of Southold,SuffolkCounty
IPnits: U. S. Customary
Itnalysis Year: 2005Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
fast/West Street: Main Road (NYS Route 25)
orth/South Street: Site Access Drive
ntersection Orientation: EW Study period (hrs): 0.25
lajor Vehicle Volumes and Adjustments
Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
'olume L T R L T R
969 31 777
leak-Hour Factor, PHF 0.90 0.90 0.90
ourly Flow Rate, HFR 1076 34 863
ercent Heavy Vehicles
Median Type Undivided
IT Channelized?
anes 1 0 1
Configuration TR T
IPstream Signal? No No
Northbound Southbound
inor Street: Approach
Movement 7 8 9 10 11 12
I L T R L T R
Volume 21
~ak Hour Factor, PHF 0.90
urly Flow Rate, HFR 23
ercent Heavy Vehicles 2
IErcent Grade (%) 0 0
dian Storage
ared Approach: Exists?
Storage
I: Channelized? No
nes 1
Configuration R
I
Delay,
EB
1
Queue
WB
4
Length, and Level of
Northbound
789
R
Service
Southbound
10 11
IProach
vement
ne Config
12
I (vph)
(m) (vph)
v/c
1% queue length
ntrol Delay
23
261
0.09
0.29
20.1
I
LOS
IPproach
pproach
Delay
LOS
20.1
C
C
1
HCS2000: Unsignalized Intersections Release 4.1c
lIalter M. Dunn, Jr.
Dunn Engineering Associates
16 Main Street
esthampton Beach, NY 11978
Ihone :
-Mail:
(631) 288-2480
Fax:
(631) 288-2544
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
lalyst: AY
Agency/Co.: DEA
Irte Performed: 1/21/04
Iralysis Time period: Weekday PM Peak Hour
Intersection: Main Road & Site Access Drive
Erisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2005Build(SeasonallyAdjust)
Project .ID: CVS Pharmacy, Mattituck 23140.00
~st/West Street: Main Road (NYS Route 25)
IPrth/South Street: Site Access Drive
Intersection Orientation: EW
l Vehicle
jor Street Movements 1
L
llume
Peak-Hour Factor, PHF
~ak-15 Minute Volume
~urly Flow Rate, HFR
Percent Heavy Vehicles
Idian Type Undivided
Channelized?
nes
Configuration
Istream Signal?
Minor Street Movements
'olume
lak Hour Factor, PHF
ak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage
Flared Approach:
7
L
I
1
Exists?
Storage
Channelized?
Study period (hrs):
Volumes
2
T
Adjustments
4
L
and
3
R
969
0.90
269
1076
31
0.90
9
34
1 0
TR
No
8 9 10
T R L
21
0.90
6
23
2
0
No
0.25
5
T
6
R
777
0.90
216
863
1
T
No
11
T
12
R
o
Lanes
lonfiguration
1
R
pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
lovements
Flow (ped/hr)
lane Width (ft)
alking Speed (ft/sec)
Percent Blockage
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S5
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Worksheet
I
Prog.
Flow
vph
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
Distance
to Signal
feet
Left-Turn
Through
Left-Turn
Through
3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
Eared In volume, major th vehicles:
ared In volume, major rt vehicles:
at flow rate, major th vehicles:
~t flow rate, major rt vehicles:
limber of major street through lanes:
rksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 6.2
IC,hV) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
hv) 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Jade/100 0.00 0.00 0.00 0.00 0.00 0.00
3, It) 0.00
(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
IC) 2-stage 0.00 0.00 1. 00 1.00 0.00 1. 00 1. 00 0.00
1-stage 6.2
2-stage
llow- Up Time Calculations
vement 1 4 7 8 9 10 II 12
L L L T R L T R
f, base) 3.30
f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
~HV) 2
f) 3.3
I
lIorksheet 5-Effect of Upstream Signals
,omputation
1-Queue Clearance Time at
Upstream Signal
Movement 2
Vet) V(l,prot)
Movement 5
Vet) V(l,prot)
I prog
otal Saturatlon Flow Rate, s (vph)
Arrival Type
Iffective Green, g (see)
ycle Length, C (see)
Rp (from Exhibit 16-11)
'roportion vehicles arriving on green P
(q1)
(q2)
.I(q)
Ibmputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
vet) V(l,prot)
Movement 5
Vet) V(l,prot)
[Pha
iE~~el time, tea) (see)
~oothing Factor, F
Proportion of conflicting flow, f
Ix platooned flow, V(c,max)
'n platooned flow, V(c,min)
Duration of blocked period, t(p)
[Oporti~n time blocked, p
mputatlon 3-Platoon Event Periods
0.000
0.000
Result
1(2)
(5)
p(dom)
,SubO)
nstrained
0.000
0.000
or unconstrained?
EPortion
locked
r minor
movements, p(x)
II)
p(4)
.~~
~9)
W10)
11)
12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Imputation 4 and 5
ngle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
I
I
v c,x
Ix
v c,u,X
.. r,x
~ plat,x
!two-stage Process
Stage1
1093
Stage 1
8
Stage2
7
Stage2
I(c,x)
s
,(x)
(c,u,x)
C(r,x)
I (plat, x)
10
Stage1 Stage2
11
Stage1 Stage2
orksheet 6-Impedance and Capacity Equations
tep 1: RT from Minor St.
lonflicting Flows
otential Capacity
pedestrian Impedance Factor
lovement Capacity
robability of Queue free St.
9
1093
261
1. 00
261
0.91
12
1. 00
1.00
.tep 2: LT from Major St.
'onflicting Flows
Potential Capacity
ledestrian ImP7dance Factor
ovement Capac1ty
Probability of Queue free St.
'aj L-Shared prob Q free St.
tep 3: TH from Minor St.
Ibnf1icting Flows
~tential Capacity
pedestrian Impedance Factor
tp. Adj. fact~r due to Impeding mvrnnt
vement Capac1ty
Probability of Queue free St.
~ep 4: LT from Minor St.
inflicting Flows
tential Capacity
destrian Impedance Factor
Maj. L, Min T Impedance factor
~j. L, Min T Adj. Imp Factor.
~p. Adj. factor due to Impeding mvrnnt
Movement Capacity
I
I
4
1. 00
1. 00
8
1. 00
1. 00
1. 00
7
1. 00
1. 00
1
1. 00
1. 00
11
1. 00
1. 00
1. 00
10
1.00
1. 00
1. 00
0.91
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Itep 3: TH from Minor St. 8
Ert 1 - First Stage
nflicting Flows
. tential Capacity
pedestrian Impedance Factor
tp. Adj. fact~r due to Impeding mvrnnt
vement Capac~ty
Probability of Queue free St.
~rt 2 - Second Stage
Conflicting Flows
Itential Capacity
destrian Impedance Factor
p. Adj. factor due to Impeding mvrnnt
Movement Capacity
ILrt 3 - Single Stage
Conflicting Flows
Itential Capacity
destrian Impedance Factor
p. Adj. factor due to Impeding mvrnnt
Ivement Capacity
~ suIt for 2 stage process:
a
It ..
Probab~l~ty of Queue free St.
1tep 4: LT from Minor St.
Part 1 - First Stage
Inflicting Flows
tential Capacity
Pedestrian Impedance Factor
IP. Adj. fact~r due to Impeding mvrnnt
vement Capac~ty
11
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
7
10
Irt 2 - Second Stage
nflicting Flows
tential Capacity
pedestrian Impedance Factor
IP. Adj. fact~r due to Impeding
vement Capac~ty
mvrnnt
Irt 3 - Single Stage
nflicting Flows
tential Capacity
pedestrian Impedance Factor
~j. L, Min T Impedance factor
~j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
]lvement Capacity
Results for Two-stage process:
1. 00
1. 00
1. 00
1. 00
0.91
1. 00
I
I
C t
I
Worksheet 8-Shared Lane Calculations
tvement
7
L
8
T
9
R
10
L
11
T
12
R
Elume (vph)
Ibvement Capacity (vph)
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
23
261
tvement
7
L
8
T
9
R
10
L
11
T
12
R
Isep
lume
Delay
Isep
sep
und
261
23
+1
(Qsep +1)
Imax
sh
SUM C sep
lact
tJrksheet 10-Delay,
Movement
Ine Config
v (vph)
1m) (vph)
~ queue length
Introl Delay
~roach Delay
Approach LOS
jlrksheet II-Shared Major LT Impedance and Delay
Queue Length, and Level of Service
1 4 7 8 9 10 11 12
R
23
261
0.09
0.29
20.1
C
20.1
C
1
Movement 2
Movement 5
~Oj)
ill ,
i2) ,
s(il) ,
~i2) ,
.(oj)
d(M,LT), Delay for stream 1 or 4
~ Number of major street through
lIrank,l) Delay for stream 2 or 5
1. 00
1. 00
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
lanes
I
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Inalyst: AY
~;ency/co.: DEA
~te Performed: 1/21/04
alysis ~ime period: Saturday Midday Peak Hour
ntersect1on: Main Road & Site Access Drive
Jurisdiction: Town of Southold,SuffolkCounty
tits: U. S. Customary
alysis Year: 2005Build(SeasonallyAdjust}
Project ID: CVS Pharmacy, Mattituck 23140.00
Ifst/West Street: Main Road (NYS Route 25)
IPrth/South Street: Site Access Drive
Lntersection Orientation: EW Study period (hrs): 0.25
ljor
Street:
Vehicle
Approach
Movement
Volumes and
Eastbound
2
T
Adjustments
Westbound
5
T
6
R
I
Volume
lak-Hour Factor, PHF
urly Flow Rate, HFR
rcent Heavy Vehicles
Median Type Undivided
II' Channelized?
.nes
Configuration
Itstream Signal?
inor Street: Approach
Movement
1
L
3
R
4
L
977
0.90
1085
35
0.90
38
878
0.90
975
1
o
TR
1
T
No
Southbound
9 10 11 12
R L T R
23
0.90
25
2
0
No
I
7
L
Northbound
8
T
Volume
lak Hour Factor, PHF
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage
ared Approach: Exists?
Storage
o
I Channelized?
nes
Configuration
I
No
1
R
Delay,
EB
1
Queue
WE
4
Length, and Level of
Northbound
789
R
Service
Southbound
10 11
IProach
vement
ne Config
12
I (vph)
m) (vph)
v/c
1% queue length
ntrol Delay
25
257
0.10
0.32
20.5
I
LOS
IPproach
pproach
C
Delay
LOS
20.5
C
t
HCS2000: Unsignalized Intersections Release 4.1c
talter M. Dunn, Jr.
Dunn Engineering Associates
.6 Main Street
~sthampton Beach, NY 11978
jhone:
I-Mail :
(631) 288-2480
Fax:
(631) 288-2544
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Ibalyst: AY
Agency/Co.: DEA
Ite Performed: 1/21/04
alysis Time period: Saturday Midday Peak Hour
ntersection: Main Road & Site Access Drive
Irisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2005Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
~st/west Street: Main Road (NYS Route 25)
Itrth/south Street: Site Access Drive
Intersection Orientation: EW Study period (hrs): 0.25
I Vehicle Volumes and Adjustments
jor Street Movements 1 2 3 4 5 6
L T R L T R
Ilume
Peak-Hour Factor, PHF
lak-15 Minute Volume
urly Flow Rate, HFR
ercent Heavy Vehicles
Idian Type Undivided
Channelized?
nes
Configuration
lIstream Signal?
Minor Street Movements
Ilume
lak Hour Factor, PHF
ak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage
Flared Approach: Exists?
Storage
977
0.90
271
1085
35
0.90
10
38
878
0.90
244
975
7
L
1 0
TR
No
8 9 10
T R L
23
0.90
6
25
2
0
1
T
No
11
T
12
R
o
t
I
Channelized?
No
Lanes
lonfiguration
1
R
pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
lovements
'lOW (ped/hr)
ane Width (ft)
alking Speed (ft/sec)
Percent Blockage
I
I
t
S5
I
Prog.
Flow
vph
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph sec sec
Prog.
Speed
mph
Distance
to Signal
feet
Left-Turn
Through
Left-Turn
Through
rksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
ared In volume, major th vehicles:
ared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
1ft flow rate, major rt vehicles:
Ifmber of major street through lanes:
Itrksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
,vement 1 4 7 8 9 10 11 12
L L L T R L T R
_C,baSe) 6.2
c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
hv) 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
lade/100 0.00 0.00 0.00 0.00 0.00 0.00
3, It) 0.00
t(c,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Ic) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
1-stage 6.2
2-stage
Inow- Up Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
If,base) 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
IHV) 2
f) 3.3
I
---.-
lorksheet 5-Effect of Upstream Signals
IImputation 1-Queue Clearance Time at
Upstream Signal
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
'--prog
Ibtal Saturation Flow Rate, s (vph)
Arrival Type
~fective Green, g (see)
IVcle Length, C (see)
Rp (from Exhibit 16-11)
foportion vehicles arriving on green P
(q1)
(q2)
..(q)
Ibmputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
V(t) V (l,prot)
Movement 5
V(t) V(l,prot)
(Pha
I~~el time, t(a) (see)
loothing Factor, F
Proportion of conflicting flow, f
Ix platooned flow, V(c,max)
n platooned flow, V(c,min)
Duration of blocked period, t(p)
loportion time blocked, p
mputation 3-Platoon Event Periods
0.000
0.000
Result
12)
5)
p(dom)
'SubO)
nstrained
0.000
0.000
or unconstrained?
IPortion
locked
r minor
movements, p(x)
11)
p(4)
~~l
~9)
110)
11)
12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
~putation 4 and 5
~gle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
-I
I
v c,x
Ix
1104
V c,u,x
, r,x
plat,x
to-stage
Process
I<c,x)
s
I<X)
. <c,u,x)
Stage 1
7
Stage2
Stage1
8
Stage2
10
Stage1 Stage2
11
Stage1 Stage2
i<r,x)
(plat, x)
rksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
~nflicting Flows
~tential Capac1ty
pedestrian Impedance Factor
tvement Capacity
obability of Queue free St.
9
12
1104
257
1. 00
257
0.90
1. 00
1. 00
Ifep 2: LT from Major St.
~onflicting Flows
Itential Capacity
destrian ImP7dance Factor
vement Capac1ty
Probability of Queue free St.
Itj L-Shared prob Q free St.
Step 3: TH from Minor St.
Inflicting Flows
tential Capacity
pedestrian Impedance Factor
Ip. Adj. fact~r due to Impeding mvrnnt
vement Capac1ty
Probability of Queue free St.
tlep 4: LT from Minor St.
Inflicting Flows
tential Capacity
~destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. factor due to Impeding mvrnnt
Movement Capacity
4
1
1. 00
1.00
1. 00
1. 00
8
11
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
7
10
1. 00
1. 00
1. 00
1. 00
0.90
1. 00
I
I
Worksheet 7-Computation of
Itep 3: TH from Minor St.
the Effect of Two-stage Gap Acceptance
8
11
'art 1 - First Stage
onflicting Flows
otential Capacity
Edestrian Impedance Factor
p. Adj. factor due to Impeding mvrnnt
ovement Capacity
Probability of Queue free St.
ILrt 2 - Second Stage
Conflicting Flows
Itential Capacity
destrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
iovement Capacity
Ikrt 3 - Single Stage
Conflicting Flows
IPtential Capacity
~destrian Impedance Factor
Cap. Adj. factor due to Impeding mvrnnt
IFvement Capacity
~sult for 2 stage process:
a
It
Probability of Queue free St.
~ep 4: LT from Minor St.
Irt 1 - First Stage
. nflicting Flows
tential Capacity
pedestrian Impedance
IP. Adj. fact~r due
vement Capacl.ty
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
7
10
Factor
to Impeding mvrnnt
Irt 2 - Second Stage
nf1icting Flows
tential Capacity
pedestrian Impedance Factor
Ip. Adj. fact~r due to Impeding
vement Capacl.ty
mvrnnt
Irt 3 - Single Stage
nflicting Flows
otential Capacity
Idestrian Impedance Factor
j. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
Itvement Capacity
Results for Two-stage process:
I
I
1.00
1. 00
1. 00
1.00
0.90
1. 00
C t
I
Worksheet a-Shared Lane Calculations
lovement
7
L
a
T
9
R
10
L
11
T
12
R
IOlume (vph)
ovement Capacity (vph)
Shared Lane Capacity (vph)
I
25
257
Worksheet
~vement
9-Computation of Effect of Flared Minor Street Approaches
7
L
a
T
9
R
10
L
11
T
12
R
[sep
lume
Delay
I sep
sep +1
round (Qsep +1)
Imax
sh
SUM C sep
I act
257
25
~rksheet 10-Delay, Queue Length, and Level of Service
~vement
rne Config
v (vph)
r~) (vph)
95% queue length
I~trol Delay
proach Delay
rProach LOS
Worksheet II-Shared Major LT Impedance and Delay
I
1 4 7 a 9 10 11 12
R
25
257
0.10
0.32
20.5
C
20.5
C
Movement 2
Movement 5
_oj)
il) ,
i2) ,
s (il) ,
li2) ,
(oj)
d(M,LT), Delay for stream 1 or 4
I Number of major street through
rank,l) Delay for stream 2 or 5
1. 00
1. 00
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
lanes
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Main Road (NYS Route 25)
at
Marlene Lane/Mattituck Plaza
Shopping Center Access Driveway
WllBICVS Phannacy. Mattituck-23 140.00
File: TIS.wpd
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FILE NAME:
I
TRAFFIC VOLUME SUMMARY
INTERSECTION:
TIME PERIOD:
EXISTING YEAR:
HORIZON YEAR:
I
DONE BY:
fDEAlAV'
APPROACH
168 Dwelling Units
AL T X CLEARS
INPUT VALUES
OTHER
DEVELOPMENTS
1) 0 0 0 0 0 0 0 0 0 0 0 0
2) 0 0 o. 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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FILE NAME:
I
TRAFFIC VOLUME SUMMARY
INTERSECTION:
I
TIME PERIOD:
EXISTING YEAR:
HORIZON YEAR:
........ .1
I;I~I
DONE BY:
APPROACH
168 Dwelling Units
AL T X CLEARS
INPUT VALUES
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
1) CYS Pharmacy
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FILE NAME:
I
TRAFFIC VOLUME SUMMARY
INTERSECTION:
EXISTING YEAR:
HORIZON YEAR:
. .... I
. .~
TIME PERIOD:
DONE BY:
APPROACH
168 Dwelling Units
AL T X CLEARS
INPUT VALUES
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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2003 Existing Condition
*Note:
1. The December 2003 existing traffic volume counts collected were adjusted by
seasonal adjustment factors of 33% and 47% for the weekday and Saturday,
respectively, to represent the summer season. The resulting seasonally adjusted
2003 existing traffic volumes were used in the 2003 Existing Condition.
WHB\CVS Pharmacy, Mattituck-23 140.00
File: TIS.wpd
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Ilnalyst: AY
~gency/co.: DEA
Date Performed: 1/21/04
Ilnalysis ~ime Period: Weekday AM Peak Hour
IIntersect~on: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
IInits: U. S. Customary
lJnalysis Year: 2003Existing(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
fast/West Street: Main Road (NYS Route 25)
orth/South Street: Marlene Ln/MattituckPlzShppCtr
ntersection Orientation: EW Study period (hrs): 0.25
lajor Street:
Vehicle
Approach
Movement
Volumes and
Eastbound
2
T
3
R
'olume
leak-Hour Factor, PHF
ourly Flow Rate, HFR
ercent Heavy Vehicles
Median Type TWLTL
F Channelized?
.anes
Configuration
Ikstream Signal?
inor Street: Approach
Movement
I
Volume
Eak Hour Factor, PHF
urly Flow Rate, HFR
ercent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
.. Channelized?
limes
Configuration
I
Adjustments
1
L
11
0.91
12
2
588
0.91
646
5
0.91
5
Westbound
4 5
L T
6
R
1 1 0
L TR
No
Northbound
7 8 9
L T R
8 0 13
0.91 0.91 0.91
8 0 14
2 2 2
0
No
0 1 0
LTR
21
0.91
23
2
761
0.91
836
4
0.91
4
1 1 0
L TR
No
Southbound
10 11 12
L T R
1 11
0.91 0.91
1 12
2 2
0
No
1
o
TR
Delay,
EB
1
L
IProach
vement
ne Config
I (vph)
(m) (vph)
v/c
1% queue length
ntrol Delay
12
795
0.02
0.05
9.6
I
Queue
WE
4
L
Length, and Level of
Northbound
7 8 9
LTR
23
935
0.02
0.08
8.9
22
316
0.07
0.22
17.2
Service
Southbound
10 11 12
TR
13
349
0.04
0.12
15.7
LOS
IPproach
pproach
A
Delay
LOS
A
C
17.2
C
C
15.7
C
1
HCS2000: Unsignalized Intersections Release 4.1c
lalter M. Dunn, Jr.
Dunn Engineering Associates
16 Main Street
esthampton Beach, NY 11978
ihone:
I-Mail :
(631) 288-2480
Fax:
(631) 288-2544
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
lalyst: AY
Agency/Co.: DEA
Ite Performed: 1/21/04
alysis Time Period: Weekday AM Peak Hour
ntersection: Main Road & Marlene Lane
Erisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2003Existing(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
tst/west Street: Main Road (NYS Route 25)
rth/South Street: Marlene Ln/MattituckPlzShppCtr
Intersection Orientation: EW Study period
llume 11
Peak-Hour Factor, PHF 0.91
lak-15 Minute Volume 3
urly Flow Rate, HFR 12
ercent Heavy vehicles 2
Idian Type TWLTL
Channelized?
nes
Configuration
IFstream Signal?
Minor Street Movements
'olume
Eak Hour Factor, PHF
ak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
~rcent Grade (%)
~dian Storage 1
Flared Approach: Exists?
Storage
ljor
Street Movements
.
1
Channelized?
Vehicle
1
L
7
L
8
0.91
2
8
2
Volumes
2
T
588
0.91
162
646
1
L
1 0
TR
No
8
T
o
0.91
o
o
2
o
No
(hrs) :
0.25
and Adjustments
3 4
R L
5
T
6
R
5
0.91
1
5
21
0.91
6
23
2
761
0.91
209
836
4
0.91
1
4
9
R
1 1 0
L TR
No
10 11 12
L T R
1 11
0.91 0.91
0 3
1 12
2 2
0
No
13
0.91
4
14
2
Lanes
rnfiguration
Prog.
Flow
vph
0 1 0 1 0
LTR TR
Pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
tvements
Flow (ped/hr)
tne Width (ft)
lking Speed (ft/sec)
Percent Blockage
I
I
r
S5
I
Left-Turn
Through
Left-Turn
Through
orksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
Irared In volume, major th vehicles:
Irared In volume, maJor rt vehicles:
Sat flow rate, major th vehicles:
ift flow rate, major rt vehicles:
Ifmber of major street through lanes:
Itrksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
WC,baSe) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
hv) 2 2 2 2 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
lade/100 0.00 0.00 0.00 0.00 0.00 0.00
3, It) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t (C,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
IC) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
1-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
IllOW- Up Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
If,base) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
WHV) 2 2 2 2 2 2 2
f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
lJorksheet 5-Effect of Upstream Signals
liomputation I-Queue Clearance Time
at Upstream Signal
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
I prog
otal Saturation Flow Rate,
Arrival Type
'ffective Green, g (see)
ycle Length, C (see)
p (from Exhibit 16-11)
,roportion vehicles arriving
(q1)
(q2)
g(q)
s (vph)
on green P
omputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
IlPha
beta
lavel time, t(a) (see)
oothing Factor, F
Proportion of conflicting flow, f
Ix platooned flow, V(c,max)
'n platooned flow, V(c,min)
uration of blocked period, t(p)
Iroporti~n time blocked, p
I6mputat1on 3-Platoon Event Periods
0.000
0.000
Result
1(2)
(5)
p(dom)
.(subo)
~nstrained
0.000
0.000
or unconstrained?
Proportion
Llo7ked
"r m1nor
movements, p(x)
1(1)
p(4)
J~~l
(9)
1(10)
(ll)
(12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Imputation 4 and 5
'ngle-Stage Process
ovement
1
L
4
L
7
L
8
T
9
R
10
L
II
T
12
R
I
I
v C,X 840 651 1562 1558 648 1559 838
Ix
V c,u,x
I r,x
"(. plat,x
Iwo-Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
,(C,X) 672 890 672 886 884 675
s 1700 1700 1700
I(X)
(c,u,x)
C(r,x)
l(plat,X)
rksheet 6-Impedance and Capacity Equations
tep 1: RT from Minor St.
~nflicting Flows
~tential Capacity
pedestrian Impedance Factor
tvement Capacity
obability of Queue free St.
9
12
648
470
1. 00
470
0.97
838
366
1. 00
366
0.97
Ifep 2: LT from Major St.
~onflicting Flows
Potential Capacity
tdestrian Impedance Factor
.:>vement Capacity
Probability of Queue free St.
Irj L-Shared Prob Q free St.
Step 3: TH from Minor St.
4
1
651
935
1. 00
935
0.98
840
795
1. 00
795
0.98
8
11
nf1icting Flows
tential Capacity
pedestrian Impedance Factor
lap. Adj. fact~r due to Impeding mvrnnt
"vement Capac:Lty
Probability of Queue free St.
~ep 4: LT from Minor St.
Inflicting Flows
tential Capacity
'destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. factor due to Impeding mvrnnt
Movement Capacity
1558
112
1. 00
0.96
108
1. 00
1559
112
1. 00
0.96
108
1. 00
7
10
1562
91
1. 00
0.96
0.97
0.94
85
1. 00
0.96
0.97
0.94
I'
I
Worksheet 7-Computation of
Itep 3: TH from Minor St.
the Effect of Two-stage Gap Acceptance
8
11
Irt 1 - First Stage
nflicting Flows
otential Capacity
idestrian Impedance Factor
p. Adj. factor due to Impeding mvrnnt
, vement Capacity
Probability of Queue free St.
ILrt 2 - Second Stage
Conflicting Flows
Itential Capacity
destrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
Ivement Capacity
rt 3 - Single Stage
Conflicting Flows
Itential Capacity
destrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
Ivement Capacity
suIt for 2 stage process:
a
It
Probability of Queue free St.
lI:ep 4: LT from Minor St.
Irt 1 - First Stage
nflicting Flows
. tential Capacity
Pedestrian Impedance
IP. Adj. fact?r due
vement CapacJ.ty
672
454
1. 00
0.98
447
1. 00
884
363
1. 00
0.98
354
1. 00
886
363
1. 00
0.98
354
675
453
1. 00
0.98
446
1558
112
1. 00
0.96
108
1559
112
1. 00
0.96
108
0.91
1.45
225
1. 00
0.91
0.78
225
1. 00
7
10
Factor
to Impeding mvrnnt
672
445
1. 00
0.98
438
343
1. 00
0.98
335
Irt 2 - Second Stage
nf1icting Flows
tential Capacity
pedestrian Impedance Factor
Ip. Adj. fact?r due to Impeding
vement CapacJ.ty
mvrnnt
890
337
1. 00
0.94
317
444
1. 00
0.96
424
Irt 3 - Single Stage
nflicting Flows
Potential Capacity
Idestrian Impedance Factor
j. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
ttvement Capacity
Results for Two-stage process:
1562
91
1.00
0.96
0.97
0.94
85
1. 00
0.96
0.97
0.94
I
I
0.91
1. 60
0.91
C t
I
Worksheet 8-Shared Lane Calculations
lovement
201
7
L
8
T
9
R
10
L
11
T
12
R
Inlume (vph) 8
-';vement Capaclty (vph) 201
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of
Jvement
o
225
316
14
470
1
225
12
366
349
Flared Minor Street Approaches
7 8 9 10 11 12
L T R L T R
201 225 470 225 366
8 0 14 1 12
[sep
lume
Delay
lsep
sep
und
+1
(Qsep +1)
Imax
sh
SUM C sep
I act
316
349
Jrksheet 10-Delay, Queue Length, and Level of Service
,vement 1 4 7 8 9 10 11 12
ne Config L L LTR TR
v (vph) 12 23 22 13
I~) (vph) 795 935 316 349
0.02 0.02 0.07 0.04
95% queue length 0.05 0.08 0.22 0.12
I~trol Delay 9.6 8.9 17.2 15.7
A A C C
~ proach Delay 17.2 15.7
lProach LOS C C
Worksheet II-Shared Major LT Impedance and Delay
I
Movement 2
Movement 5
*OJ)
ill ,
i2) ,
s (il),
li2),
(oj)
d(M,LT), Delay for stream 1 or 4
I Number of major street through
rank,l) Delay for stream 2 or 5
0.98
0.98
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
9.6
8.9
lanes
I
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Il~alyst: AY
~~ency/co.: DEA
~te Performed: 1/21/04
. alysis ~ime period: Weekday PM Peak Hour
ntersectlon: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
Ifnits: U. S. Customary
~alysis Year: 2003Existing(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
fast/West Street: Main Road (NYS Route 25)
orth/South Street: Marlene Ln/MattituckPlzShppCtr
ntersection Orientation: EW Study period (hrs): 0.25
lajor Street:
Vehicle
Approach
Movement
Volumes and
Eastbound
2
T
3
R
'Olume
Peak-Hour Factor, PHF
lourlY Flow Rate, HFR
.ercent Heavy Vehicles
Median Type TWLTL
lIT Channelized?
lanes
Configuration
~stream Signal?
inor Street: Approach
Movement
I
Volume
lak Hour Factor, PHF
urly Flow Rate, HFR
ercent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
- ared Approach: Exists?
Storage
. Channelized?
"nes
Configuration
I
Adjustments
1
L
16
0.97
16
2
967
0.97
996
8
0.97
8
Westbound
4 5 6
L T R
41 758 19
0.97 0.97 0.97
42 781 19
2
1 1 0
L TR
No
Southbound
10 11 12
L T R
1 70
0.97 0.97
1 72
2 2
0
No
1
o
TR
1 1 0
L TR
No
Northbound
7 8 9
L T R
9 8 39
0.97 0.97 0.97
9 8 40
2 2 2
0
No
0 1 0
LTR
Delay,
EB
1
L
IProach
vement
ne Config
I (vph)
(m) (vph)
v/c
J% queue length
ntrol Delay
16
823
0.02
0.06
9.5
I
Queue
WE
4
L
Length, and Level of
Northbound
789
LTR
42
690
0.06
0.19
10.6
57
228
0.25
0.96
26.0
Service
Southbound
10 11 12
TR
73
383
0.19
0.69
16.6
LOS
Ipproach
pproach
A
B
Delay
LOS
D
26.0
D
C
16.6
C
I
HCS2000: Unsignalized Intersections Release 4.1c
lIalter M. Dunn, Jr.
Dunn Engineering Associates
16 Main Street
esthampton Beach, NY 11978
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
lalyst: AY
Agency/Co.: DEA
Ite Performed: 1/21/04
alysis Time Period: Weekday PM Peak Hour
ntersection: Main Road & Marlene Lane
Erisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2003Existing{SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
~st/West Street: Main Road (NYS Route 25)
IPrth/South Street: Marlene Ln/MattituckPlzShppCtr
Intersection Orientation: EW Study period
I Vehicle Volumes and Adjustments
jor Street Movements 1 2 3 4 5
L T R L T
j,hone:
I-Mail :
(631) 288-2480
ILlume 16
Peak-Hour Factor, PHF 0.97
~ak-15 Minute Volume 4
~urly Flow Rate, HFR 16
Percent Heavy Vehicles 2
Idian Type TWLTL
Channelized?
nes
Configuration
Itstream Signal?
Minor Street Movements
flume
lak Hour Factor, PHF
ak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
I. rcent Grade (%)
dian Storage 1
Flared Approach: Exists?
Storage
7
L
9
0.97
2
9
2
t
I
Channelized?
967
0.97
249
996
1
L
1
No
8
T
8
0.97
2
8
2
o
No
Fax:
(631) 288-2544
(hrs) :
0.25
6
R
8
0.97
2
8
41
0.97
11
42
2
758
0.97
195
781
19
0.97
5
19
o
TR
1 1 0
L TR
No
10 11 12
L T R
1 70
0.97 0.97
0 18
1 72
2 2
0
No
9
R
39
0.97
10
40
2
1"""..
Lanes
lonfiguration
Prog.
Flow
vph
0 1 0 1 0
LTR TR
Pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
lovements
_lOW (ped/hr)
ane width (ft)
Talking Speed (ft/sec)
Percent Blockage
I
I
12
S5
I
Left-Turn
Through
Left-Turn
Through
orksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
'hared In volume, major th vehicles:
hared In volume, major rt vehicles:
at flow rate, major th vehicles:
jat flow rate, major rt vehicles:
IFmber of major street through lanes:
rksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
I(C,baSe) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
(c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
(hv) 2 2 2 2 2 2 2
t(c,g} 0.20 0.20 0.10 0.20 0.20 0.10
lade/100 0.00 0.00 0.00 0.00 0.00 0.00
(3, It) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t(C,T}: I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
I(C) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
I-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
IIIOW-UP Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
If,base) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
t(f,HV} 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
IHV) 2 2 2 2 2 2 2
f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
lIorksheet 5-Effect of Upstream Signals
l1omputation I-Queue Clearance Time at
Upstream Signal
Movement 2
V (t) V (1, prot)
Movement 5
Vet) V(l,prot)
I prog
otal Saturat~on Flow Rate, s (vph)
Arrival Type
tffective Green, g (see)
ycle Length, C (see)
p (from Exhibit 16-11)
'roportion vehicles arriving on green P
(q1)
(q2)
.(q)
Ibmputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
Vet) V(l,prot)
Movement 5
Vet) V(l,prot)
I
alpha
it~~el time, tea) (see)
~oothing Factor, F
Proportion of conflicting flow, f
Ix platooned flow, V(c,max)
'n platooned flow, V(c,min)
Duration of blocked period, t(p)
Ifoporti~n time blocked, p
~mputat~on 3-Platoon Event Periods
0.000
0.000
Result
1(2)
(5)
p(dom)
I( subo)
.,nstrained
0.000
0.000
or unconstrained?
EPortion
locked
r minor
movements, p(x)
11)
p(4)
17)
8)
p(9)
WID)
11)
12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Ifmputation 4 and 5
ngle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
I
I
v c,x 800 1004 1943 1916 1000 1910 790
Ix
V c,u,x
, r,x
plat,x
Iwo-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
I(c,x}
1032 911 1032 884 874 1036
s 1700 1700 1700
,(X)
(c,u,x)
j(r,x)
(plat, x)
orksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
'onflicting Flows
otential Capacity
pedestrian Impedance Factor
lovement Capacity
robability of Queue free St.
9
12
1000
295
1. 00
295
0.86
790
390
1. 00
390
0.82
'tep 2: LT from Major St.
onflicting Flows
Itential Capacity
destrian Imp~dance Factor
ovement Capac1ty
Probability of Queue free St.
lij L-Shared Prob Q free St.
Step 3: TH from Minor St.
~nflicting Flows
9btent1al Capac1ty
pedestrian Impedance Factor
tp. Adj. factc;>r due to Impeding mvrnnt
ve!llent Capac1ty
Probability of Queue free St.
~ep 4: LT from Minor St.
Inflicting Flows
tential Capacity
destrian Impedance Factor
Maj. L, Min T Impedance factor
~j. L, Min T Adj. Imp Factor.
ILp. Adj. factor due to Impeding mvrnnt
Movement Capacity
4
1
1004
690
1. 00
690
0.94
800
823
1. 00
823
0.98
8
11
1916
68
1. 00
0.92
63
0.95
1910
68
1. 00
0.92
63
0.99
7
10
1943
49
1. 00
0.92
0.94
0.76
37
1. 00
0.88
0.91
0.78
I
I
Worksheet 7-Computation of
Itep 3: TH from Minor St.
the Effect of Two-stage Gap Acceptance
8
11
'art 1 - First Stage
onflicting Flows
otential Capacity
tdestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
vement Capacity
Probability of Queue free St.
ILrt 2 - Second Stage
Conflicting Flows
Etential Capacity
destrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
Movement Capacity
Ilrt 3 - Single Stage
Conflicting Flows
Itential Capacity
destrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
IFvement Capacity
Itsult for 2 stage process:
a
It
Probability of Queue free St.
~ep 4: LT from Minor St.
Part 1 - First Stage
tnflicting Flows
tential Capacity
pedestrian Impedance Factor
,P. Adj. factor due to Impeding mvrnnt
vement Capacity
1032
310
1. 00
0.98
304
0.97
874
367
1. 00
0.94
345
1. 00
884
363
1. 00
0.94
341
1036
309
1.00
0.98
303
1916
68
1. 00
0.92
63
1910
68
1. 00
0.92
63
0.91
0.92
172
0.95
0.91
1.42
164
0.99
7
10
1032
281
1. 00
0.98
276
347
1. 00
0.94
326
Irt 2 - Second Stage
nflicting Flows
tential Capacity
pedestrian Impedance Factor
Ip. Adj. fact~r due to Impeding
vement CapacJ.ty
mvrnnt
911
328
1. 00
0.76
250
275
1. 00
0.83
227
Irt 3 - Single Stage
nflicting Flows
otential Capacity
Idestrian Impedance Factor
j. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
Ifvement Capacity
Results for Two-stage process:
1943
49
1. 00
0.92
0.94
0.76
37
1. 00
0.88
0.91
0.78
I
I
0.91
1. 21
0.91
C t
I
Worksheet 8-Shared Lane Calculations
lovement
132
7
L
8
T
9
R
10
L
11
T
12
R
lIrolume (vph)
~ovement Capac1ty (vph)
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
9
132
8
172
228
40
295
1
164
72
390
383
lovement
7
L
8
T
9
R
10
L
11
T
12
R
I sep
olume
Delay
I sep
sep +1
round (Qsep +1)
I max
sh
SUM C sep
I act
132
9
172
8
295
40
164
1
390
72
228
383
lorksheet 10-Delay, Queue Length, and Level of Service
fvement 1 4 7 8 9 10 11 12
ne Config L L LTR TR
v (vph) 16 42 57 73
J~) (vph) 823 690 228 383
0.02 0.06 0.25 0.19
95% queue length 0.06 0.19 0.96 0.69
I~trol Delay 9.5 10.6 26.0 16.6
A B D C
proach Delay 26.0 16.6
iProach LOS D C
Worksheet II-Shared Major LT Impedance and Delay
I
Movement 2
Movement 5
I(Oj)
(il) ,
(i2) ,
still ,
li2),
(oj)
d(M,LT), Delay for stream 1 or 4
I Number of major street through
rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
0.98
0.94
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
9.5
10.6
lanes
I
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Ilnalyst: AY
~~ency/co.: DEA
Ete Performed: 1/21/04
alysis ~ime period: Saturday Midday Peak Hour
ntersect1on: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
IFnits: U. S. Customary
lInalysis Year: 2003Existing(SeasonallyAdjust}
Project ID: CVS Pharmacy, Mattituck 23140.00
east/West Street: Main Road (NYS Route 25)
orth/South Street: Marlene Ln/MattituckPlzShppCtr
ntersection Orientation: EW Study period (hrs): 0.25
laj or Street:
Vehicle
Approach
Movement
I
Volume
Eak-Hour Factor, PHF
urly Flow Rate, HFR
ercent Heavy Vehicles
Median Type TWLTL
lIT Channelized?
.nes
Configuration
Ikstream Signal?
inor Street: Approach
Movement
I
Volume
~ak Hour Factor, PHF
lPurly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
I Channelized?
nes
Configuration
I
1
L
Volumes and
Eastbound
2
T
3
R
Adjustments
Length, and Level of
Northbound
7 8 9
LTR
77
223
0.35
1.46
29.4
Westbound
4 5
L T
6
R
49
0.93
52
2
872
0.93
937
16
0.93
17
44
0.93
47
2
723
0.93
777
12
0.93
12
1 1 0
L TR
No
Northbound
7 8 9
L T R
15 3 54
0.93 0.93 0.93
16 3 58
2 2 2
0
No
0 1 0
LTR
1 1 0
L TR
No
Southbound
10 11 12
L T R
10 74
0.93 0.93
10 79
2 2
0
No
1
o
TR
Delay, Queue
EB WE
1 4
L L
52 47
831 720
0.06 0.07
0.20 0.21
9.6 10.3
IProach
vement
ne Config
I (vph)
m} (vph)
v/c
1% queue length
ntrol Delay
I
Service
Southbound
10 11 12
TR
89
334
0.27
1. 05
19.6
LOS
Ipproach Delay
pproach LOS
A
B
D
29.4
D
C
19.6
C
I
HCS2000: Unsignalized Intersections Release 4.1c
lIalter M. Dunn, Jr.
Dunn Engineering Associates
16 Main Street
esthampton Beach, NY 11978
Ihone:
-Mail:
(631) 288-2480
Fax:
(631) 288-2544
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
lalyst: AY
Agency/Co.: DEA
.ate Performed: 1/21/04
~alysis Time Period: Saturday Midday Peak Hour
Intersection: Main Road & Marlene Lane
Erisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2003Existing(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
tst/west Street: Main Road (NYS Route 25)
rth/South Street: Marlene Ln/MattituckPlzShppCtr
Intersection Orientation: EW Study period (hrs):
I Vehicle Volumes and Adjustments
ajor Street Movements 1 2 3 4 5
L T R L T
Illume 49 872 16 44 723
Peak-Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93
~ak-15 Minute Volume 13 234 4 12 194
lPurly Flow Rate, HFR 52 937 17 47 777
Percent Heavy Vehicles 2 2
Idian Type TWLTL
Channelized?
nes 1 1 0
Configuration L TR
Jtstream Signal? No
Minor Street Movements 7 8
I L T
Volume
lak Hour Factor, PHF
ak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
Ibrcent Grade (%)
Ibdian Storage 1
Flared Approach: Exists?
I Storage
Channelized?
I
1
L
1
No
9
R
10
L
11
T
15
0.93
4
16
2
3
0.93
1
3
2
o
10
0.93
3
10
2
o
54
0.93
15
58
2
No
No
0.25
6
R
12
0.93
3
12
o
TR
12
R
74
0.93
20
79
2
Lanes
fonfiguration
Prog.
Flow
vph
0 1 0 1 0
LTR TR
pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
lovements
Flow (ped/hr)
lane width (ft)
alking Speed (ft/sec)
Percent Blockage
I
I
12
S5
I
Left-Turn
Through
Left-Turn
Through
'orksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
~ared In volume, major th vehicles:
'~ared In volume, maJor rt vehicles:
Sat flow rate, major th vehicles:
.at flow rate, major rt vehicles:
Ifmber of major street through lanes:
IFrksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
I(C,baSe) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
(c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
(hv) 2 2 2 2 2 2 2
t (c,g) 0.20 0.20 0.10 0.20 0.20 0.10
lade/100 0.00 0.00 0.00 0.00 0.00 0.00
(3, It) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t (C,T) : I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
.(C) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1.00 0.00
I-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
Inow- Up Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
If,base) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
IHV) 2 2 2 2 2 2 2
f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
lorksheet 5-Effect of Upstream Signals
lomputation 1-Queue Clearance Time at
Upstream Signal
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
I prog
otal Saturation Flow Rate, s (vph)
Arrival Type
Iffective Green, g (see)
IWcle Length, C (see)
Rp (from Exhibit 16-11)
~oportion vehicles arriving on green P
.~q1)
g(q2)
j(q)
Ibmputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
I
alpha
If~~el time, t(a) (see)
~oothing Factor, F
Proportion of conflicting flow, f
tx platooned flow, V(c,max)
'n platooned flow, V(c,min)
Duration of blocked period, t(p)
lFoporti~n time blocked, p
~mputatlon 3-Platoon Event periods
0.000
0.000
Result
1(2)
(5)
p(dom)
I(subo)
"nstrained
0.000
0.000
or unconstrained?
EPortion
locked
r minor
movements, p(x)
1(1)
p(4)
1(7)
(8)
p(9)
,(10)
(11)
(12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
~mputation 4 and 5
'ngle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
I
I
v c,x 789 954 1972 1933 946 1935 783
~XC,u,X
11 r,x
plat,x
fwo-Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
I(C,X)
s
.(x)
l(c,U,X)
C(r,x)
l(plat,X)
1050
922
1700
1050
883
1700
877
1058
1700
orksheet 6-Impedance and Capacity Equations
tep 1: RT from Minor St.
9
12
onflicting Flows
otential Capacity
pedestrian Impedance
lovement Capacity
robability of Queue
Factor
946
317
1. 00
317
0.82
783
394
1. 00
394
0.80
free St.
*tep 2: LT from Major St.
lonflicting Flows
Potential Capacity
ledestrian ImP7dance Factor
ovement Capac1ty
Probability of Queue free St.
laj L-Shared prob Q free St.
tep 3: TH from Minor St.
IPnflicting Flows
Ibtential Capacity
pedestrian Impedance Factor
IP. Adj. factor due to Impeding mvrnnt
vement Capacity
robability of Queue free St.
Itep 4: LT from Minor St.
Conflicting Flows
~tential Capacity
~destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. fact~r due to Impeding mvrnnt
ovement Capac1ty
4
1
954
720
1. 00
720
0.93
789
831
1. 00
831
0.94
8
11
1933
66
1. 00
0.88
58
0.98
1935
66
1. 00
0.88
58
0.93
7
10
1972
47
1. 00
0.82
0.86
0.69
32
1. 00
0.86
0.89
0.73
I
I
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Iltep 3: TH from Minor St. 8
_art 1 - First Stage
onflicting Flows
otential Capacity
pedestrian Impedance Factor
lap. Adj. fact~r due to Impeding mvrnnt
ovement Capaclty
Probability of Queue free St.
lIart 2 - Second Stage
Conflicting Flows
,otential Capacity
edestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
Movement Capacity
lart 3 - Single Stage
Conflicting Flows
'otential Capacity
edestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
,ovement Capacity
lesult for 2 stage process:
a
11
1050
304
1. 00
0.94
285
0.99
877
366
1. 00
0.93
342
0.97
883
364
1. 00
0.93
340
1058
301
1. 00
0.94
282
1933
66
1. 00
0.88
58
1935
66
1. 00
0.88
58
It
Probability of Queue free St.
Itep 4: LT from Minor St.
Part 1 - First Stage
tnflicting Flows
tential Capacity
Pedestrian Impedance Factor
IrP. Adj. fact~r due to Impeding mvrnnt
Fvement Capaclty
0.91
0.99
157
0.98
0.91
1. 60
152
0.93
7
10
1050
275
1. 00
0.94
258
346
1. 00
0.93
323
Irt 2 - Second Stage
nflicting Flows
tential Capacity
Pedestrian Impedance
IPP. Adj. fact~r due
~vement Capaclty
Factor
to Impeding mvrnnt
922
324
1. 00
0.73
235
267
1. 00
0.76
202
Irt 3 - Single Stage
nflicting Flows
tential Capacity
Pedestrian Impedance Factor
tj. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
IFvement Capacity
Results for Two-stage process:
1972
47
1. 00
0.82
0.86
0.69
32
1. 00
0.86
0.89
0.73
I
I
0.91
1. 50
0.91
C t
I
Worksheet 8-Shared Lane Calculations
lovement
112
7
L
8
T
9
R
10
L
11
T
12
R
IOlume (vph)
ovement Capac1ty (vph)
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of
lovement
16
112
3
157
223
58
317
10
152
79
394
334
Flared Minor Street Approaches
7 8 9 10 11 12
L T R L T R
112 157 317 152 394
16 3 58 10 79
I sep
olume
Delay
I sep
sep +1
round (Qsep +1)
I max
sh
SUM C sep
I act
223
334
Iorksheet 10-Delay, Queue Length, and Level of Service
Movement
tne Config
v (vph)
I)m) (vph)
~ ~ queue length
i:~trol Delay
'tproach Delay
Approach LOS
I
Worksheet II-Shared Major LT Impedance and Delay
I
Movement 2
Movement 5
I(Oj)
(il) ,
(i2) ,
s (il),
li2) ,
(oj)
d(M,LT), Delay for stream 1 or 4
iI. Number of major street through
Ifrank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
0.94
0.93
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
9.6
10.3
lanes
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2005 No-Build Condition*
*Note:
1. 2005 No-Build Condition includes seasonal adjustment factors of 33% and 47% for
the weekday and Saturday, respectively, a 2.0% per year normal traffic growth rate
as well as the expected traffic due to other planned developments and the roadway
improvements described in this report.
WIIB\CVS Pharmacy, Mallituck-23140.00
File: TIS.wpd
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Ilnalyst: AY
~gency/co.: DEA
Date Performed: 1/21/04
Ilnalysis ~ime Period: Weekday AM Peak Hour
IIntersectlon: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
Ifnits: U. S. Customary
lJnalysis Year: 2005No-Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
fast/West Street: Main Road (NYS Route 25)
orth/South Street: Marlene Ln/MattituckPlzShppCtr
ntersection Orientation: EW Study period (hrs): 0.25
lajor Street:
Vehicle
Approach
Movement
Volumes and
Eastbound
2
T
3
R
'olume
lak-Hour Factor, PHF
urly Flow Rate, HFR
rcent Heavy Vehicles
Median Type TWLTL
F Channelized?
~nes
Configuration
Ikstream Signal?
'nor Street: Approach
Movement
I
Volume
lak Hour Factor, PHF
urly Flow Rate, HFR
ercent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
I Channelized?
nes
Configuration
I
Adjustments
1
L
11
0.91
12
2
612
0.91
672
5
0.91
5
Westbound
4 5
L T
6
R
1 1 0
L TR
No
Northbound
7 8 9
L T R
8 0 14
0.91 0.91 0.91
8 0 15
2 2 2
0
No
0 1 0
LTR
22
0.91
24
2
792
0.91
870
4
0.91
4
1 1 0
L TR
No
Southbound
10 11 12
L T R
1 11
0.91 0.91
1 12
2 2
0
No
1
o
TR
Delay,
EB
1
L
IProach
vement
ne Config
I (vph)
m) (vph)
v7c
1% queue length
ntrol Delay
12
772
0.02
0.05
9.7
I
Queue
WB
4
L
Length, and Level of
Northbound
7 8 9
LTR
24
915
0.03
0.08
9.0
23
306
0.08
0.24
17.7
Service
Southbound
10 11 12
TR
13
334
0.04
0.12
16.2
LOS
rpproach Delay
rpproach LOS
A
A
C
17.7
C
C
16.2
C
I
HCS2000: Unsignalized Intersections Release 4.1c
Ikalter M. Dunn, Jr.
Dunn Engineering Associates
.0.6 Main Street
Iresthampton Beach, NY 11978
J:hone:
r-Mail :
(631) 288-2480
Fax:
(631) 288-2544
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Ilnalyst: AY
Agency/Co.: DEA
Ete Performed: 1/21/04
alysis Time period: Weekday AM Peak Hour
ntersection: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
Itnits: U. S. Customary
Ilnalysis Year: 2005NO-Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
_ast/west Street: Main Road (NYS Route 25)
orth/South Street: Marlene Ln/MattituckPlzShppCtr
ntersection Orientation: EW Study period (hrs): 0.25
IOlume 11
Peak-Hour Factor, PHF 0.91
leak-IS Minute Volume 3
ourly Flow Rate, HFR 12
ercent Heavy Vehicles 2
Median Type TWLTL
IT Channelized?
anes
Configuration
IPstream Signal?
linor Street Movements
laj or Street
Movements
llume
Peak Hour Factor, PHF
~ak-15 Minute Volume
lPurly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
t
I
Channelized?
Vehicle
1
L
Volumes
2
T
and
3
R
Adjustments
4
L
5
T
6
R
612
0.91
168
672
5
0.91
1
5
22
0.91
6
24
2
792
0.91
218
870
4
0.91
1
4
1
L
1 0
TR
1 1 0
L TR
No
10 11 12
L T R
1 11
0.91 0.91
0 3
1 12
2 2
0
No
No
7
L
8
T
9
R
8 0 14
0.91 0.91 0.91
2 0 4
8 0 15
2 2 2
0
No
Lanes
lonfiguration
Prog.
Flow
vph
0 1 0 1 0
LTR TR
Pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
lovements
Flow (ped/hr)
lane Width (ft)
alking Speed (ft/sec)
Percent Blockage
I
I
12
S5
I
Worksheet
I
Left-Turn
Through
Left-Turn
Through
3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
fared In volume, major th vehicles:
ared In volume, major rt vehicles:
at flow rate, major th vehicles:
1ft flow rate, major rt vehicles:
Ifrober of major street through lanes:
trksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
I(C,hV) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1.00
(hv) 2 2 2 2 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
lade/l00 0.00 0.00 0.00 0.00 0.00 0.00
3, It) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t (c,T) : I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
IC) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
I-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
IIIOW-UP Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
If,base) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
IHV) 2 2 2 2 2 2 2
f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
----.-
lorksheet 5-Effect of Upstream Signals
jomputation
1-Queue Clearance Time at
Upstream Signal
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
I prog
otal Saturation Flow Rate, s (vph)
Arrival Type
.ffective Green, g (see)
IWcle Length, C (see)
Rp (from Exhibit 16-11)
Iroportion vehicles arriving on green P
(q1)
(q2)
.(q)
Ibmputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
lpha
iC~~el time, t(a) (see)
Itoothing Factor, F
Proportion of conflicting flow, f
Ix platooned flow, V(c,max)
'n platooned flow, V(c,min)
uration of blocked period, t(p)
loporti~n time blocked, p
mputat10n 3-Platoon Event Periods
0.000
0.000
Result
1(2)
_ (5)
p(dom)
.(subo)
.,nstrained
0.000
0.000
or unconstrained?
loportion
lblocked
r minor
movements, p(x)
11)
p(4)
.~l
~9)
j10)
11)
12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Imputation 4 and 5
ngle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
I
I
v c,x
Ix
874
677
V c,u,x
, r,x
plat,x
to-stage
Process
7
Stage2
Stage1
I(c,x)
s
I(X)
(c,u,x)
Stage1
698
926
1700
698
1624
8
Stage2
922
1700
1620
674
1621
872
10
Stage1 Stage2
11
Stage1 Stage2
920 701
1700
i(r,x)
(plat, x)
rksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
~nflicting Flows
~tent~al Capac~ty
Pedestrian Impedance Factor
tvement Capacity
obability of Queue free St.
9
674
455
1. 00
455
0.97
12
872
350
1. 00
350
0.97
Ifep 2: LT from Major St.
~onflicting Flows
Itential Capacity
destrian ImP7dance Factor
vement Capac~ty
Probability of Queue free St.
Itj L-Shared prob Q free St.
Step 3: TH from Minor St.
Inflicting Flows
tent~al Capac~ty
pedestrian Impedance Factor
Ip. Adj. fact~r due to Impeding mvrnnt
vement Capac~ty
Probability of Queue free St.
tJep 4: LT from Minor St.
Inflicting Flows
tential Capacity
_destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. factor due to Impeding mvrnnt
Movement Capacity
I
I
4
677
915
1.00
915
0.97
8
1620
103
1. 00
0.96
99
1. 00
7
1624
82
1.00
0.95
0.96
0.93
76
1
874
772
1. 00
772
0.98
11
1621
103
1. 00
0.96
99
1. 00
10
1. 00
0.96
0.97
0.94
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Itep 3: TH from Minor St. 8
tart 1 - First Stage
onflicting Flows
otential Capacity
pedestrian Impedance Factor
lap. Adj. factor due to Impeding mvmnt
ovement Capacity
Probability of Queue free St.
'art 2 - Second Stage
onflicting Flows
lotential Capacity
edestrian Impedance Factor
ap. Adj. factor due to Impeding mvmnt
Movement Capacity
ILrt 3 - Single Stage
Conflicting Flows
Itential Capacity
destrian Impedance Factor
ap. Adj. factor due to Impeding mvmnt
Movement Capacity
ILsult for 2 stage process:
a
'r;bability of Queue free St.
~ep 4: LT from Minor St.
Part 1 - First Stage
Inflicting Flows
tential Capacity
pedestrian Impedance Factor
,P. Adj. factor due to Impeding mvmnt
vement Capacity
11
698
442
1. 00
0.98
435
1. 00
920
350
1. 00
0.97
341
1. 00
922
349
1. 00
0.97
340
701
441
1. 00
0.98
434
1620
103
1. 00
0.96
99
1621
103
1. 00
0.96
99
0.91
1.47
215
1. 00
0.91
0.78
215
1. 00
7
10
698
431
1. 00
0.98
424
327
1. 00
0.97
318
Irt 2 - Second Stage
nflicting Flows
tential Capacity
pedestrian Impedance
IP. Adj. factor due
vement Capacity
Factor
to Impeding mvmnt
926
322
1. 00
0.94
302
430
1. 00
0.95
409
Irt 3 - Single Stage
nflicting Flows
tential Capacity
Pedestrian Impedance Factor
Ij. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
lIvement Capacity
Results for Two-stage process:
1624
82
1. 00
0.95
0.96
0.93
76
1. 00
0.96
0.97
0.94
l
I
0.91
1. 63
0.91
C t
I
Worksheet 8-Shared Lane Calculations
Iovement
190
7
L
8
T
9
R
10
L
11
T
12
R
a;lume (vph) 8
~vement Capac1ty (vph) 190
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of
Jvement
o
215
306
15
455
1
215
12
350
334
Flared Minor Street Approaches
7 8 9 10 11 12
L T R L T R
190 215 455 215 350
8 0 15 1 12
lsep
lume
Delay
I sep
sep +1
round (Qsep +1)
Imax
~sh
SUM C sep
I act
306
334
Irksheet 10-Delay, Queue Length, and Level of Service
,vement 1 4 7 8 9 10 11 12
ne Config L L LTR TR
v (vph) 12 24 23 13
I~) (vph) 772 915 306 334
0.02 0.03 0.08 0.04
95% queue length 0.05 0.08 0.24 0.12
I~trol Delay 9.7 9.0 17.7 16.2
A A C C
proach Delay 17.7 16.2
IProach LOS C C
Worksheet II-Shared Major LT Impedance and Delay
-I
Movement 2
Movement 5
_oj)
ill ,
i2) ,
s (il),
li2) ,
(oj)
d(M,LT), Delay for stream 1 or 4
I Number of major street through
rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
0.98
0.97
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
9.7
9.0
lanes
I
I
HCS2000: Unsignalized Intersections Release 4.1c
.ajor Street:
Vehicle
Approach
Movement
Adjustments
I
Volume
Eak Hour Factor, PHF
urly Flow Rate, HFR
ercent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
ar Channelized?
limes
Configuration
I
1
L
Volumes and
Eastbound
2
T
3
R
Westbound
4 5
L T
43
0.97
44
2
6
R
789
0.97
813
20
0.97
20
1 1 0
L TR
No
Southbound
10 11 12
L T R
1 73
0.97 0.97
1 75
2 2
0
No
'olume
teak-Hour Factor, PHF
ourly Flow Rate, HFR
ercent Heavy Vehicles
Median Type TWLTL
lIT Channelized?
.anes
Configuration
Ikstream Signal?
inor Street: Approach
Movement
IProach
vement
ne Config
Delay,
EB
1
L
17
0.97
17
2
1006
0.97
1037
8
0.97
8
1
o
TR
Service
Southbound
10 11 12
TR
I (vph)
(m) (vph)
vlc
W' % queue length
.,ntrol Delay
I
17
800
0.02
0.07
9.6
1 1 0
L TR
No
Northbound
7 8 9
L T R
9 8 41
0.97 0.97 0.97
9 8 42
2 2 2
0
No
0 1 0
LTR
Queue
WE
4
L
Length, and Level of
Northbound
789
LTR
44
666
0.07
0.21
10.8
59
216
0.27
1. 07
27.8
76
366
0.21
0.77
17.4
LOS
IPproach
pproach
A
B
Delay
LOS
D
27.8
D
C
17.4
C
I
HCS2000: Unsignalized Intersections Release 4.1c
Ilalter M. Dunn, Jr.
Dunn Engineering Associates
16 Main Street
esthampton Beach, NY 11978
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Lalyst: AY
Agency/Co.: DEA
~te Performed: 1/21/04
alysis Time Period: Weekday PM Peak Hour
ntersection: Main Road & Marlene Lane
Irisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2005No-Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
~st/west Street: Main Road (NYS Route 25)
IPrth/south Street: Marlene Ln/MattituckPlzShppCtr
Intersection Orientation: EW Study period (hrs): 0.25
l Vehicle Volumes and Adjustments
jor Street Movements 1 2 3 4 5 6
L T R L T R
.hone:
I-Mail :
(631) 288-2480
Illume 17
Peak-Hour Factor, PHF 0.97
lak-15 Minute Volume 4
urly Flow Rate, HFR 17
ercent Heavy Vehicles 2
Idian Type TWLTL
Channelized?
nes
Configuration
Ifstream Signal?
Minor Street Movements
llume
Peak Hour Factor, PHF
lak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
7
L
9
0.97
2
9
2
t
I
Channelized?
1006
0.97
259
1037
1
L
1 0
TR
No
8
T
8
0.97
2
8
2
o
No
Fax:
(631) 288-2544
8
0.97
2
8
43
0.97
11
44
2
789
0.97
203
813
20
0.97
5
20
9
R
1 1 0
L TR
No
10 11 12
L T R
1 73
0.97 0.97
0 19
1 75
2 2
0
No
41
0.97
11
42
2
Lanes
tnfiguration
Prog.
Flow
vph
0 1 0 1 0
LTR TR
Pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
lovements
lOW (ped/hr)
ne Width (ft)
lking Speed (ft/sec)
Percent Blockage
I
I
t
S5
I
Left-Turn
Through
Left-Turn
Through
rksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
ared In volume, major th vehicles:
ared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
jft flow rate, major rt vehicles:
Ifmber of major street through lanes:
Itrksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
_C,baSe) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
hv) 2 2 2 2 2 2 2
t (c,g) 0.20 0.20 0.10 0.20 0.20 0.10
lade/100 0.00 0.00 0.00 0.00 0.00 0.00
3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t{c,T) : I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
IC) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
I-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
IIIOW-UP Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
If,base) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
IHV) 2 2 2 2 2 2 2
f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
~orksheet 5-Effect of Upstream Signals
(omputation
1-Queue Clearance Time at
Upstream Signal
Movement 2
Vet) V(l,prot)
Movement 5
Vet) V(l,prot)
I prog
otal Saturation Flow Rate, s (vph)
Arrival Type
'ffective Green, g (see)
ycle Length, C (see)
p (from Exhibit 16-11)
,roportion vehicles arriving on green P
(q1)
(q2)
g(q)
.omputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
Vet) V(l,prot)
Movement 5
Vet) V(l,prot)
IlPha
beta
lavel time, tea) (see)
oothing Factor, F
Proportion of conflicting flow, f
~x platooned flow, V(c,max)
~n platooned flow, V(c,min)
Duration of blocked period, t(p)
jfoportion time blocked, p
I5mputation 3-Platoon Event periods
0.000
0.000
Resul t
1(2)
(5)
p(dom)
.( subo)
Ifnstrained
0.000
0.000
or unconstrained?
,
EPortion
locked
r minor
movements, p (x)
11)
p(4)
~~l
~9)
'10)
11)
12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Imputation 4 and 5
ngle-Stage Process
ovement
I
I
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
v c,x 833 1045 2024 1996 1041 1990 823
Ix
V c,u,x
, r,x
plat,x
Iwo-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
I(c,x)
s
.<x)
I<c,u,x)
C(r,x)
I<Plat, x)
1075
949
1700
1075
921
1700
911
1079
1700
rksheet 6-Impedance and Capacity Equations
ep 1: RT from Minor St.
Ibnflicting Flows
Ibtent~al Capac~ty
pedestrian Impedance
rvement Capacity
obability of Queue
9
12
free St.
1041
279
1. 00
279
0.85
823
373
1. 00
373
0.80
Factor
[ep 2: LT from Major St.
nflicting Flows
Potential Capacity
Idestrian ImP7dance Factor
vement Capac~ty
Probability of Queue free St.
Mrj L-Shared prob Q free St.
~ep 3: TH from Minor St.
Inflicting Flows
tent~al Capac~ty
Pedestrian Impedance Factor
,P. Adj. fact?r due to Impeding mvmnt
vement Capac~ty
Probability of Queue free St.
llep 4: LT from Minor St.
Conflicting Flows
Itential Capacity
destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. fact?r due to Impeding mvmnt
ovement Capac~ty
4
1
1045
666
1. 00
666
0.93
833
800
1. 00
800
0.98
8
11
1996
60
1. 00
0.91
55
0.95
1990
61
1. 00
0.91
56
0.99
7
10
2024
43
1. 00
0.91
0.93
0.74
32
1. 00
0.87
0.90
0.76
1
I
Worksheet 7-Computation of
IItep 3: TH from Minor St.
_art 1 - First Stage
onflicting Flows
otential Capacity
pedestrian Impedance Factor
lap. Adj. factor due to Impeding mvrnnt
ovement Capacity
Probability of Queue free St.
tart 2 - Second Stage
Conflicting Flows
,otential Capacity
edestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
Movement Capacity
'art 3 - Single Stage
Conflicting Flows
'otential Capacity
edestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
iovement Capacity
~sult for 2 stage process:
a
the Effect of Two-stage Gap Acceptance
8
11
1075
296
1. 00
0.98
290
0.97
911
353
1. 00
0.93
330
1. 00
921
349
1. 00
0.93
326
1079
295
1. 00
0.98
289
1996
60
1. 00
0.91
55
1990
61
1. 00
0.91
56
It
Probability of Queue free St.
~ep 4: LT from Minor St.
Part 1 - First Stage
tnflicting Flows
tential Capacity
pedestrian Impedance Factor
Ifp. Adj. factor due to Impeding mvrnnt
Fvement Capacity
0.91
0.93
162
0.95
0.91
1.45
153
0.99
7
10
1075
266
1. 00
0.98
260
331
1. 00
0.93
309
Irt 2 - Second Stage
nflicting Flows
tential Capacity
Pedestrian Impedance
~p. Adj. fact?r due
~vement Capacl.ty
Factor
to Impeding mvrnnt
949
313
1. 00
0.74
233
260
1. 00
0.81
210
Irt 3 - Single Stage
nflicting Flows
tential Capacity
Pedestrian Impedance Factor
tj. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
Ifvement Capacity
Results for Two-stage process:
2024
43
1. 00
0.91
0.93
0.74
32
1. 00
0.87
0.90
0.76
I
I
0.91
1. 24
0.91
C t
I
Worksheet 8-Shared Lane Calculations
lovement
122
7
L
8
T
9
R
10
L
11
T
12
R
IOlume (vph)
ovement Capac~ty (vph)
Shared Lane Capacity (vph)
I
9
122
8
162
216
42
279
1
153
75
373
366
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
lovement 7 8 9 10 11 12
L T R L T R
[sep 122 162 279 153 373
lume 9 8 42 1 75
Delay
I sep
sep +1
round (Qsep +1)
, max 216 366
sh
SUM C sep
I act
Jrksheet 10-Delay, Queue Length, and Level of Service
~vement
rne Config
v (vph)
I>~) (vph)
95% queue length
~~trol Delay
~proach Delay
,proach LOS
Worksheet 11-Shared
1 4 7 8 9 10 11 12
L L LTR TR
17 44 59 76
800 666 216 366
0.02 0.07 0.27 0.21
0.07 0.21 1. 07 0.77
9.6 10.8 27.8 17.4
A B D C
27.8 17.4
D C
Major LT Impedance and Delay
I
Movement 2
Movement 5
I(Oj)
(il) ,
(i2) ,
s (il),
li2) ,
(oj)
d(M,LT), Delay for stream 1 or 4
I Number of major street through
(rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
0.98
0.93
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
9.6
10.8
lanes
I
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Inalyst: AY
~~ency/co.: DEA
fte Performed: 1/21/04
alysis ~ime period: Saturday Midday Peak Hour
tersectlon: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
!pits: U. S. Customary
Inalysis Year: 2005No-Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
Est/West Street: Main Road (NYS Route 25)
rth/South Street: Marlene Ln/MattituckPlzShppCtr
tersection Orientation: EW Study period (hrs): 0.25
ljor Street:
Vehicle
Approach
Movement
I
Volume
lak-Hour Factor, PHF
urly Flow Rate, HFR
rcent Heavy Vehicles
Median Type TWLTL
~ Channelized?
ames
Configuration
Ikstream Signal?
.nor Street: Approach
Movement
I
Volume
Irak Hour Factor, PHF
lPurly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
I: Channelized?
nes
Configuration
I
1
L
Volumes and
Eastbound
2
T
3
R
Westbound
4 5 6
L T R
46 752 12
0.93 0.93 0.93
49 808 12
2
1 1 0
L TR
No
Southbound
10 11 12
L T R
10 77
0.93 0.93
10 82
2 2
0
No
Adjustments
51
0.93
54
2
907
0.93
975
17
0.93
18
1 1 0
L TR
No
Northbound
7 8 9
L T R
16 3 56
0.93 0.93 0.93
17 3 60
2 2 2
0
No
0 1 0
LTR
1
o
TR
Delay,
EB
1
L
IProach
vement
ne Config
I (vph)
(m) (vph)
v/c
1'% queue length
.mtrol Delay
54
809
0.07
0.21
9.8
I
Queue
WB
4
L
Length, and Level of
Northbound
7 8 9
LTR
Service
Southbound
10 11 12
TR
49
696
0.07
0.23
10.6
80
206
0.39
1. 72
33.2
92
320
0.29
1.16
20.7
LOS
IPproach
pproach
A
Delay
LOS
B
D
33.2
D
C
20.7
C
I
HCS2000: Unsignalized Intersections Release 4.1c
lalter M. Dunn, Jr.
Dunn Engineering Associates
16 Main Street
esthampton Beach, NY 11978
.hone:
I-Mail :
(631) 288-2480
Fax:
(631) 288-2544
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Ihalyst: AY
Agency/Co.: DEA
Ite Performed: 1/21/04
alysis Time Period: Saturday Midday Peak Hour
tersection: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
Ihits: U. S. Customary
Ibalysis Year: 2005NO-Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
1st/West Street: Main Road (NYS Route 25)
rth/South Street: Marlene Ln/MattituckPlzShppCtr
ntersection Orientation: EW Study period (hrs): 0.25
Illume 51
Peak-Hour Factor, PHF 0.93
lak-15 Minute Volume 14
urly Flow Rate, HFR 54
rcent Heavy Vehicles 2
Median Type TWLTL
I Channelized?
nes
Configuration
Istream Signal?
1nor Street Movements
(jor Street
Movements
Ilume
Peak Hour Factor, PHF
lak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
t
I
Channelized?
Vehicle
1
L
Volumes
2
T
and
3
R
Adjustments
4
L
5
T
6
R
907
0.93
244
975
17
0.93
5
18
46
0.93
12
49
2
752
0.93
202
808
12
0.93
3
12
1
L
1 0
TR
1 1 0
L TR
No
10 11 12
L T R
10 77
0.93 0.93
3 21
10 82
2 2
0
No
No
7
L
8
T
9
R
16 3 56
0.93 0.93 0.93
4 1 15
17 3 60
2 2 2
0
No
Lanes
lonfiguration
Prog.
Flow
vph
0 1 0 1 0
LTR TR
Pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
lovements
Flow (ped/hr)
lane width (ft)
alking Speed (ft/sec)
Percent Blockage
I
I
r
S5
I
Left-Turn
Through
Left-Turn
Through
orksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
Irared In volume, major th vehicles:
~ared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
1ft flow rate, major rt vehicles:
Ifmber of major street through lanes:
trksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4. 7 8 9 10 11 12
L L L T R L T R
WC,baSe) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
hv) 2 2 2 2 2 2 2
t (c,g) 0.20 0.20 0.10 0.20 0.20 0.10
lade/100 0.00 0.00 0.00 0.00 0.00 0.00
3, It) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t (C,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
IC) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
1-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
Inow- Up Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
If,base) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
WHV) 2 2 2 2 2 2 2
f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
~orksheet 5-Effect of Upstream Signals
(omputation
I-Queue Clearance Time at
Upstream Signal
Movement 2
vet) V(l,prot)
Movement 5
Vet) V(l,prot)
I prog
otal Saturation Flow Rate, s (vph)
Arrival Type
Iffective Green, g (see)
ycle Length, C (see)
Rp (from Exhibit 16-11)
,roportion vehicles arriving on green P
(q1)
(q2)
.i(q)
.omputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
Vet) V(l,prot)
Movement 5
Vet) V(l,prot)
'lPha
j~~~el time, tea) (see)
Imoothing Factor, F
Proportion of conflicting flow, f
lax platooned flow, V(c,max)
in platooned flow, V(c,min)
Duration of blocked period, t(p)
iroporti~n time blocked, p
'omputat~on 3-Platoon Event Periods
0.000
0.000
Resul t
1(2)
(5)
p(dom)
.(subo)
wmstrained
0.000
0.000
or unconstrained?
EPortion
locked
r minor
movements, p(x)
1(1)
p(4)
1(7)
(8)
(9)
1(10)
(ll)
(12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Imputation 4 and 5
'ngle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
II
T
12
R
I
I
v c,x 820 993 2050 2010 984 2013 814
Ix
V c,u,x
I r,x
C plat,x
Iwo-Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
I(c,x) 1092 958 1092 918 912 1101
s 1700 1700 1700
,ex)
(C,u,x)
I(r,x)
(plat, x)
orksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
'onflicting Flows
otentlal Capaclty
pedestrian Impedance Factor
lovement Capacity
robability of Queue free St.
9
12
984
301
1. 00
301
0.80
814
378
1. 00
378
0.78
Itep 2: LT from Major St.
~onflicting Flows
~otential Capacity
Edestrian Imp~dance Factor
vement Capaclty
Probability of Queue free St.
laj L-Shared prob Q free St.
Step 3: TH from Minor St.
~nflicting Flows
f'otential Capacity
Pedestrian Impedance Factor
tp. Adj. fact~r due to Impeding mvrnnt
vement Capaclty
Probability of Queue free St.
~ep 4: LT from Minor St.
Inflicting Flows
tential Capacity
destrian Impedance Factor
Maj. L, Min T Impedance factor
tj. L, Min T Adj. Imp Factor.
p. Adj. factor due to Impeding mvrnnt
Movement Capacity
4
1
993
696
1. 00
696
0.93
820
809
1. 00
809
0.93
8
11
2010
59
1. 00
0.87
51
0.98
2013
59
1. 00
0.87
51
0.93
7
10
2050
41
1. 00
0.81
0.85
0.67
27
1. 00
0.85
0.88
0.71
I
I
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Itep 3: TH from Minor St. 8
11
'art 1 - First Stage
onflicting Flows
otential Capacity
,edestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
.ovement Capacity
Probability of Queue free St.
tart 2 - Second Stage
Conflicting Flows
'otential Capacity
edestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
Movement Capacity
lart 3 - Single Stage
Conflicting Flows
lotential Capacity
edestrian Impedance Factor
'ap. Adj. factor due to Impeding mvrnnt
lovement Capacity
~sult for 2 stage process:
a
'r;bability of Queue free St.
Itep 4: LT from Minor St.
trt 1 - First Stage
nflicting Flows
~tential Capacity
Pedestrian Impedance Factor
~p. Adj. factor due to Impeding mvrnnt
IJ:>vement Capacity
1092
291
1. 00
0.93
272
0.99
912
353
1. 00
0.93
328
0.97
918
350
1. 00
0.93
325
1101
288
1. 00
0.93
269
2010
59
1. 00
0.87
51
2013
59
1. 00
0.87
51
0.91
1. 00
147
0.98
0.91
1. 64
142
0.93
7
10
1092
260
1. 00
0.93
243
331
1. 00
0.93
308
Ert 2 - Second Stage
nflicting Flows
tential Capacity
pedestrian Impedance Factor
tp. Adj. fact?r due to Impeding mvrnnt
vement CapacJ.ty
958
309
1. 00
0.71
218
252
1. 00
0.74
186
Ert 3 - Single Stage
nflicting Flows
otential Capacity
Idestrian Impedance Factor
j. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
Irvement Capacity
Results for Two-stage process:
2050
41
1. 00
0.81
0.85
0.67
27
1. 00
0.85
0.88
0.71
I
I
0.91
1. 58
0.91
C t
I
Worksheet 8-Shared Lane Calculations
lovement
101
7
L
8
T
9
R
10
L
11
T
12
R
IOlume (vph) 17
,ovement Capacity (vph) 101
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of
Iovement
3
147
206
60
301
10
142
82
378
320
Flared Minor Street Approaches
7 8 9 10 11 12
L T R L T R
101 147 301 142 378
17 3 60 10 82
[sep
lume
Delay
I sep
sep +1
round (Qsep +1)
. max
~ sh
SUM C sep
I act
206
320
Jrksheet 10-Delay, Queue Length, and Level of Service
fvement 1 4 7 8 9 10 11 12
ne Config L L LTR TR
v (vph) 54 49 80 92
J~) (vph) 809 696 206 320
0.07 0.07 0.39 0.29
95% queue length 0.21 0.23 1. 72 1.16
I~trol Delay 9.8 10.6 33.2 20.7
A B D C
proach Delay 33.2 20.7
(prOaCh LOS D C
Worksheet II-Shared Major LT Impedance and Delay
I
Movement 2
Movement 5
,(OJ)
(il) ,
(i2) ,
s (il),
.(i2) ,
.(oj)
d(M,LT), Delay for stream 1 or 4
I' Number of major street through
(rank,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
0.93
0.93
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
9.8
10.6
lanes
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2005 Build Condition*
*Note:
1. 2005 Build Condition includes seasonal adjustment factors of 33% and 47% for the
weekday and Saturday, respectively, a 2.0% per year normal traffic growth rate,
the expected traffic due to other planned developments, the roadway improvements
described in this report, and the traffic generated by the proposed development.
WHB\CVS Phannacy. Mattituck-23 140.00
File, TIS.wpd
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Ilnalyst: AY
~;ency/co.: DEA
~te Performed: 1/21/04
alysis ~ime period: Weekday AM Peak Hour
ntersect~on: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
IInits: U. S. Customary
lInalysis Year: 2005Build(SeasonallyAdjust}
Project ID: CVS Pharmacy, Mattituck 23140.00
'ast/west Street: Main Road (NYS Route 25)
orth/South Street: Marlene Ln/MattituckPlzShppCtr
ntersection Orientation: EW Study period (hrs): 0.25
lajor
Street:
Vehicle
Approach
Movement
Volumes and
Eastbound
2
T
3
R
'olume
Eeak-Hour Factor, PHF
urly Flow Rate, HFR
rcent Heavy Vehicles
Median Type TWLTL
ar Channelized?
"nes
Configuration
jpstream Signal?
'Inor Street: Approach
Movement
I
Volume
Itak Hour Factor, PHF
!purly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
.. Channelized?
.nes
Configuration
I
Adjustments
1
L
11
0.91
12
2
615
0.91
675
5
0.91
5
Westbound
4 5 6
L T R
35 793 4
0.91 0.91 0.91
38 871 4
2
1 1 0
L TR
No
Southbound
10 11 12
L T R
2 11
0.91 0.91
2 12
2 2
0
No
1
o
TR
1 1 0
L TR
No
Northbound
7 8 9
L T R
8 0 19
0.91 0.91 0.91
8 0 20
2 2 2
0
No
0 1 0
LTR
Delay,
EB
1
L
IProach
vement
ne Config
I (vph)
m} (vph)
v/c
1% queue length
ntrol Delay
12
771
0.02
0.05
9.7
I
Queue
WE
4
L
Length, and Level of
Northbound
7 8 9
LTR
38
912
0.04
0.13
9.1
28
317
0.09
0.29
17.5
Service
Southbound
10 11 12
TR
14
317
0.04
0.14
16.9
LOS
Ipproach Delay
pproach LOS
A
A
C
17.5
C
C
16.9
C
I
HCS2000: Unsignalized Intersections Release 4.1c
lalter M. Dunn, Jr.
Dunn Engineering Associates
t Main Street
sthampton Beach, NY 11978
rone:
-Mail:
(631) 288-2480
Fax:
(631) 288-2544
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
lLalyst: AY
Agency/Co.: DEA
~te Performed: 1/21/04
lPalysis Time period: Weekday AM Peak Hour
Intersection: Main Road & Marlene Lane
Irisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2005Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
lst/west Street: Main Road (NYS Route 25)
rth/South Street: Marlene Ln/MattituckPlzShppCtr
Intersection Orientation: EW Study period (hrs):
· Vehicle Volumes and Adjustments
'ajor Street Movements 1 2 3 4 5
L T R L T
ILlume 11 615 5 35 793
Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91
~ak-15 Minute Volume 3 169 1 10 218
~urly Flow Rate, HFR 12 675 5 38 871
Percent Heavy Vehicles 2 2
Idian Type TWLTL
Channelized?
nes 1 1 0
Configuration L TR
Jtstream Signal? No
Minor Street Movements 7 8
L T
0.25
6
R
4
0.91
1
4
1
L
1
o
TR
No
I
Volume
lak Hour Factor, PHF
ak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
Flared Approach: Exists?
I Storage
Channelized?
I
9
R
10
L
11
T
12
R
8 0 19 2
0.91 0.91 0.91 0.91
2 0 5 1
8 0 20 2
2 2 2 2
0 0
No No
11
0.91
3
12
2
Lanes
lonfiguration
Prog.
Flow
vph
0 1 0 1 0
LTR TR
pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
lovements
_low (ped/hr)
ane Width (ft)
alking Speed (ft/sec)
Percent Blockage
I
1
12
S5
I
Left-Turn
Through
Left-Turn
Through
rksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
!bared In volume, major th vehicles:
Ibared In volume, maJor rt vehicles:
Sat flow rate, major th vehicles:
IPt flow rate, major rt vehicles:
!prober of major street through lanes:
IFrksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
I(C,baSe) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
(c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
(hv) 2 2 2 2 2 2 2
t (c,g) 0.20 0.20 0.10 0.20 0.20 0.10
lade/100 0.00 0.00 0.00 0.00 0.00 0.00
(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t (c,T) : I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
I(c) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
I-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
illOW-UP Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
l(f,baSe) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
I(HV) 2 2 2 2 2 2 2
(f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
Ilorksheet 5-Effect of Upstream Signals
Ifomputation I-Queue Clearance Time at
Upstream Signal
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
I prog
otal Saturation Flow Rate, s (vph)
Arrival Type
Iffective Green, g (see)
ycle Length, C (see)
Rp (from Exhibit 16-11)
'roportion vehicles arriving on green P
(q1)
(q2)
.(q)
.omputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
V (t) V (l,prot)
Movement 5
V(t) V(l,prot)
I
alpha
1E;~el time, t(a) (see)
~oothing Factor, F
Proportion of conflicting flow, f
tx platooned flow, V(c,max)
in platooned flow, V(c,min)
Duration of blocked period, t(p)
Ifoporti~n time blocked, p
~mputat1on 3-Platoon Event periods
0.000
0.000
Result
1(2)
(5)
p(dom)
.(subo)
IPnstrained or unconstrained?
0.000
0.000
EPortion
locked
r minor
movements, p(x)
1(1)
p(4)
17)
8)
p(9)
_10)
11)
(12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Ifmputation 4 and 5
ngle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
I
I
v c,X
Ix
V c,u,x
~ r,x
~ plat,x
two-stage
875
680
Process
7
Stage2
Stage 1
I(c,x)
s
_(x)
W(c,u,x)
C(r,x)
I (plat,x)
Stagel
702
956
1700
702
1658
8
Stage2
951
1700
1653 678
10
Stagel Stage2
1653 873
11
Stagel Stage2
949
704
1700
orksheet 6-Impedance and Capacity Equations
tep 1: RT from Minor St.
lonflicting Flows
~tential Capacity
pedestrian Impedance Factor
tvement Capacity
obability of Queue free St.
9
678
452
1. 00
452
0.96
12
873
349
1. 00
349
0.97
I~ep 2: LT from Major St.
onflicting Flows
Etential Capacity
destrian Impedance Factor
vement Capacity
Probability of Queue free St.
Ifj L-Shared Prob Q free St.
Step 3: TH from Minor St.
Inflicting Flows
tent1al Capac1ty
pedestrian Impedance Factor
Ip. Adj. factor due to Impeding mvrnnt
vement Capacity
Probability of Queue free St.
jlep 4: LT from Minor St.
Inflicting Flows
tential Capacity
destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. factor due to Impeding mvrnnt
Movement Capacity
I
I
4
680
912
1. 00
912
0.96
8
1653
98
1. 00
0.94
92
1. 00
7
1658
78
1. 00
0.93
0.95
0.92
72
1
875
771
1. 00
771
0.98
11
1653
98
1. 00
0.94
92
0.99
10
1. 00
0.94
0.96
0.91
Worksheet 7-Computation of
Iltep 3: TH from Minor St.
the Effect of Two-stage Gap Acceptance
8
11
lart 1 - First Stage
onflicting Flows
Potential Capacity
_edestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
ovement Capacity
Probability of Queue free St.
lIart 2 - Second Stage
Conflicting Flows
'otential Capacity
edestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
ifovement Capacity
'art 3 - Single Stage
Conflicting Flows
lotential Capacity
edestrian Impedance Factor
Cap. Adj. factor due to Impeding mvrnnt
Ifovement Capacity
lIesult for 2 stage process:
i
702
440
1. 00
0.98
433
1. 00
949
339
1. 00
0.96
325
0.99
951
338
1. 00
0.96
324
704
440
1. 00
0.98
433
1653
98
1. 00
0.94
92
1653
98
1. 00
0.94
92
t
Probability of Queue free
IItep 4: LT from Minor St.
St.
0.91
1. 55
206
1. 00
0.91
0.77
204
0.99
7
10
'art 1 - First Stage
onflicting Flows
otential Capacity
pedestrian Impedance
lap. Adj. fact?r due
ovement Capac1ty
Factor
to Impeding mvrnnt
702
429
1. 00
0.98
422
315
1. 00
0.96
302
'art 2 - Second Stage
onf1icting Flows
otential Capacity
'edestrian Impedance Factor
ap. Adj. fact?r due to Impeding
ovement Capac1ty
mvrnnt
956
310
1. 00
0.92
285
427
1. 00
0.94
402
lart 3 - Single Stage
onflicting Flows
Potential Capacity
'edestrian Impedance Factor
aj. L, Min T Impedance factor
aj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
Itovement Capacity
Results for Two-stage process:
r
I
1658
78
1. 00
0.93
0.95
0.92
72
1. 00
0.94
0.96
0.91
0.91
1. 74
0.91
C t
I
Worksheet 8-Shared Lane Calculations
lovement
182
7
L
8
T
9
R
10
L
11
T
12
R
IOlume (vph)
ovement Capacity (vph)
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of
lovement
8
182
o
206
317
20
452
2
204
12
349
317
Flared Minor Street Approaches
7
L
8
T
9
R
10
L
11
T
12
R
I sep
olume
Delay
I sep
sep +1
round (Qsep +1)
, max
sh
SUM C sep
I act
182
8
206
o
452
20
204
2
349
12
317
317
Iorksheet 10-Delay, Queue Length, and Level of Service
Fvement 1 4 7 8 9 10 11 12
ne Config L L LTR TR
v (vph) 12 38 28 14
I>~) (vph) 771 912 317 317
0.02 0.04 0.09 0.04
95% queue length 0.05 0.13 0.29 0.14
I~trol Delay 9.7 9.1 17.5 16.9
A A C C
proach Delay 17.5 16.9
rProach LOS C C
Worksheet II-Shared Major LT Impedance and Delay
I
Movement 2
Movement 5
I(Oj)
(il) ,
(i2) ,
s(il) ,
li2),
(oj)
d(M,LT), Delay for stream 1 or 4
I Number of major street through
(rank,l) Delay for stream 2 or 5
0.98
0.96
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
9.7
9.1
lanes
I
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
IInalyst: AY
~gency/co.: DEA
Date Performed: 1/21/04
Ilnalysis ~ime period: Weekday PM Peak Hour
.ntersect1on: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
IInits: U. S. Customary
lInalysis Year: 2005Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
'ast/west Street: Main Road (NYS Route 25)
orth/South Street: Marlene Ln/MattituckPlzShppCtr
ntersection Orientation: EW Study period (hrs): 0.25
.ajor Street:
Vehicle
Approach
Movement
Volumes and
Eastbound
2
T
3
R
'olume
leak-Hour Factor, PHF
ourly Flow Rate, HFR
ercent Heavy Vehicles
Median Type TWLTL
.-r Channelized?
.anes
Configuration
Ikstream Signal?
inor Street: Approach
Movement
I
Volume
Eak Hour Factor, PHF
urly Flow Rate, HFR
ercent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
.. Channelized?
"nes
Configuration
I
Adjustments
1
L
17
0.97
17
2
1012
0.97
1043
8
0.97
8
Westbound
4 5 6
L T R
62 791 20
0.97 0.97 0.97
63 815 20
2
1 1 0
L TR
No
Southbound
10 11 12
L T R
2 73
0.97 0.97
2 75
2 2
0
No
1
o
TR
1 1 0
L TR
No
Northbound
7 8 9
L T R
9 9 51
0.97 0.97 0.97
9 9 52
2 2 2
0
No
0 1 0
LTR
Delay,
EB
1
L
IProach
vement
ne Config
I (vph)
(m) (vph)
v/c
if% queue length
t='ntrol Delay
17
798
0.02
0.07
9.6
I
Queue
WB
4
L
Length, and Level of
Northbound
789
LTR
63
662
0.10
0.31
11.0
70
216
0.32
1. 34
29.5
Service
Southbound
10 11 12
TR
77
357
0.22
0.81
17.8
LOS
Ipproach
pproach
Delay
LOS
A
B
D
29.5
D
C
17.8
C
1
HCS2000: Unsignalized Intersections Release 4.1c
lalter M. Dunn, Jr.
Dunn Engineering Associates
16 Main Street
esthampton Beach, NY 11978
fone:
-Mail:
(631) 288-2480
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Ibalyst: AY
Agency/Co.: DEA
~te Performed: 1/21/04
lPalysis Time period: Weekday PM Peak Hour
Intersection: Main Road & Marlene Lane
Erisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2005Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
~st/West Street: Main Road (NYS Route 25)
Ibrth/South Street: Marlene Ln/MattituckPlzShppCtr
Intersection Orientation: EW Study period
I Vehicle Volumes and Adjustments
ajor Street Movements 1 2 3 4 5
L T R L T
llume 17
Peak-Hour Factor, PHF 0.97
lak-15 Minute Volume 4
urly Flow Rate, HFR 17
Percent Heavy Vehicles 2
Idian Type TWLTL
Channelized?
nes
Configuration
Istream Signal?
Minor Street Movements
llume
lak Hour Factor, PHF
ak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
Flared Approach: Exists?
Storage
.
I
Channelized?
Fax:
(631) 288-2544
(hrs) :
0.25
6
R
1012
0.97
261
1043
8
0.97
2
8
62
0.97
16
63
2
791
0.97
204
815
20
0.97
5
20
1
L
1
o
TR
1 1 0
L TR
No
10 11 12
L T R
2 73
0.97 0.97
1 19
2 75
2 2
0
No
No
7
L
8
T
9
R
9
0.97
2
9
2
9
0.97
2
9
2
o
51
0.97
13
52
2
No
Lanes
fonfiguration
Prog.
Flow
vph
0 1 0 1 0
LTR TR
pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
tovements
Flow (ped/hr)
lane Width (ft)
alking Speed (ft/sec)
Percent Blockage
I
I
12
S5
I
Worksheet
I
Left-Turn
Through
Left-Turn
Through
3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
'hared In volume, major th vehicles:
hared In volume, major rt vehicles:
at flow rate, major th vehicles:
~~t flow rate, major rt vehicles:
limber of major street through lanes:
rksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
I(C,hV) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
(hv) 2 2 2 2 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Jade/lOO 0.00 0.00 0.00 0.00 0.00 0.00
(3, It) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
(c,T): I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
I(C) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
I-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
IIIOW-UP Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
_f,baSe) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
WHV) 2 2 2 2 2 2 2
f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
~orksheet 5-Effect of Upstream Signals
Ifomputation 1-Queue Clearance Time at
Upstream Signal
Movement 2
Vet) V(l,prot)
Movement 5
Vet) V(l,prot)
I prog
otal Saturatlon Flow Rate, s (vph)
Arrival Type
Iffective Green, g (see)
ycle Length, C (see)
Rp (from Exhibit 16-11)
'roportion vehicles arriving on green P
(q1)
(q2)
.i(q)
.omputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
vet) V (l,prot)
Movement 5
Vet) V(l,prot)
I
alpha
.~~~el time, tea) (see)
~oothing Factor, F
Proportion of conflicting flow, f
lax platooned flow, V(c,max)
in platooned flow, V(c,min)
Duration of blocked period, t(p)
lFoporti~n time blocked, p
~mputatlon 3-Platoon Event Periods
0.000
0.000
Result
1(2)
(5)
p(dom)
.(subo)
~nstrained
0.000
0.000
or unconstrained?
EPortion
locked
r minor
movements, p(x)
1(1)
p(4)
1(7)
(8)
p(9)
'(10)
(11)
(12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Imputation 4 and 5
ngle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
I
I
v c,x 835 1051 2071 2042 1047 2036 825
Ix
V c,u,x
, r,x
plat,x
to-stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
I{c,x)
s
I{X)
(c,u,x)
C{r,x)
I(Plat,X)
1081
990
1700
1081
961
1700
951
1085
1700
rksheet 6-Impedance and Capacity Equations
ep 1: RT from Minor St.
Ibnflicting Flows
Ibtential Capacity
Pedestrian Impedance Factor
IPvement Capacity
Itobability of Queue free St.
9
12
1047
277
1. 00
277
0.81
825
372
1. 00
372
0.80
lep 2: LT from Major St.
nflicting Flows
Potential Capacity
tdestrian ImP7dance Factor
vement Capacl.ty
Probability of Queue free St.
Ij L-Shared prob Q free St.
ep 3: TH from Minor St.
Inflicting Flows
tentl.al Capacl.ty
pedestrian Impedance Factor
IP. Adj. fact~r due to Impeding mvrnnt
vement Capacl.ty
Probability of Queue free St.
~ep 4: LT from Minor St.
Conflicting Flows
Itential Capacity
destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. factor due to Impeding mvrnnt
Movement Capacity
4
1
1051
662
1. 00
662
0.90
835
798
1. 00
798
0.98
8
11
2042
56
1. 00
0.89
50
0.94
2036
57
1. 00
0.89
50
0.99
7
10
2071
40
1. 00
0.87
0.90
0.72
29
1. 00
0.83
0.87
0.71
I
I
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
IItep 3: TH from Minor St. 8 11
'art 1 - First Stage
onflicting Flows
otential Capacity
pedestrian Impedance Factor
lap. Adj. fact?r due to Impeding mvrnnt
ovement Capac1ty
Probability of Queue free St.
lIart 2 - Second Stage
'onflicting Flows
lotential Capacity
edestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
Movement Capacity
lart 3 - Single Stage
Conflicting Flows
totential Capacity
edestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
Movement Capacity
lesult for 2 stage process:
a
'r~bability of Queue free St.
Itep 4: LT from Minor St.
Part 1 - First Stage
IPnflicting Flows
IPtential Capacity
pedestrian Impedance Factor
jfP. Adj. fact?r due to Impeding mvrnnt
~vement Capac1ty
Part 2 - Second Stage
tnf1icting Flows
tential Capacity
pedestrian Impedance Factor
~p. Adj. fact?r due to Impeding mvrnnt
.,vement Capac1ty
1081
294
1. 00
0.98
288
0.97
951
338
1. 00
0.90
306
0.99
961
335
1. 00
0.90
303
1085
293
1. 00
0.98
287
2042
56
1. 00
0.89
50
2036
57
1. 00
0.89
50
0.91
1. 01
154
0.94
0.91
1.47
140
0.99
7
10
1081
264
1. 00
0.98
258
315
1. 00
0.90
285
990
297
1. 00
0.72
213
256
1. 00
0.77
197
Irt 3 - Single Stage
nflicting Flows
tential Capacity
pedestrian Impedance Factor
tj. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
IFvement Capacity
'esults for Two-stage process:
2071
40
1. 00
0.87
0.90
0.72
29
1. 00
0.83
0.87
0.71
-
I
0.91
1. 37
0.91
C t
I
115
Worksheet 8-Shared Lane Calculations
lovement
7
L
8
T
9
R
10
L
II
T
12
R
tlume (vph)
ovement Capacity (vph)
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of
~vement
9
115
9
154
216
52
277
2
140
75
372
357
Flared Minor Street Approaches
7
L
8
T
9
R
10
L
II
T
12
R
lsep
lume
Delay
I sep
sep +1
round (Qsep +1)
Imax
~ sh
SUM C sep
I act
115
9
154
9
277
52
140
2
372
75
216
357
-
~rksheet 10-Delay, Queue Length, and Level of Service
Ivement
ne Config
v (vph)
I~) (vph)
95% queue length
I~trol Delay
proach Delay
fProach LOS
Worksheet 11-Shared
I
1 4 7 8 9 10 11 12
L L LTR TR
17 63 70 77
798 662 216 357
0.02 0.10 0.32 0.22
0.07 0.31 1. 34 0.81
9.6 1l.0 29.5 17.8
A B D C
29.5 17.8
D C
Major LT Impedance and Delay
Movement 2
Movement 5
_oj)
ill ,
i2) ,
s (il),
li2),
(oj)
d(M,LT), Delay for stream 1 or 4
I Number of major street through
rank,l) Delay for stream 2 or 5
0.98
0.90
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
9.6
1l.0
lanes
I
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Inalyst: AY
~;ency/co.: DEA
Ete Performed: 1/21/04
alysis ~ime period: Saturday Midday Peak Hour
ntersect~on: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
IInits: U. S. CUstomary
~alysis Year: 2005Build(SeasonallyAdjust}
Project ID: CVS Pharmacy, Mattituck 23140.00
'ast/west Street: Main Road (NYS Route 25)
orth/South Street: Marlene Ln/MattituckPlzShppCtr
ntersection Orientation: EW Study period (hrs): 0.25
ljor Street:
Vehicle
Approach
Movement
Volumes and
Eastbound
2
T
Adjustments
I
Volume
Eak-Hour Factor, PHF
urly Flow Rate, HFR
rcent Heavy Vehicles
Median Type TWLTL
III' Channelized?
.nes
Configuration
Ikstream Signal?
inor Street: Approach
Movement
1
L
3
R
51
0.93
54
2
915
0.93
983
17
0.93
18
I
1 1 0
L TR
No
Northbound
7 8 9
L T R
16 4 69
0.93 0.93 0.93
17 4 74
2 2 2
0
No
0 1 0
LTR
Volume
lak Hour Factor, PHF
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
I Channelized?
nes
Configuration
I
Westbound
4 5
L T
6
R
70
0.93
75
2
754
0.93
810
12
0.93
12
1 1 0
L TR
No
Southbound
10 11 12
L T R
11 77
0.93 0.93
11 82
2 2
0
No
1
o
TR
Delay, Queue
EB WE
1 4
L L
54 75
807 692
0.07 0.11
0.21 0.36
9.8 10.8
Length, and Level of
Northbound
7 8 9
LTR
IProach
vement
ne Config
I (vph)
m} (vph)
v/c
1% queue length
ntrol Delay
95
204
0.47
2.24
37.2
I
Service
Southbound
10 11 12
TR
93
304
0.31
1. 26
22.0
LOS
Ipproach
pproach
A
B
E
37.2
E
C
Delay
LOS
22.0
C
I
HCS2000: Unsignalized Intersections Release 4.1c
lalter M. Dunn, Jr.
Dunn Engineering Associates
16 Main Street
esthampton Beach, NY 11978
jhone:
I-Mail :
(631) 288-2480
Fax:
(631) 288-2544
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
lalyst: AY
Agency/Co.: DEA
Ite Performed: 1/21/04
alysis Time period: Saturday Midday Peak Hour
ntersection: Main Road & Marlene Lane
Erisdiction: Town of Southold,SuffolkCounty
its: U. S. CUstomary
. alysis Year: 2005Build(SeasonallyAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
~st/west Street: Main Road (NYS Route 25)
IPrth/South Street: Marlene Ln/MattituckPlzShppCtr
Intersection Orientation: EW Study period (hrs): 0.25
ljor Vehicle Volumes and Adjustments
Street Movements 1 2 3 4 5 6
L T R L T R
llume 51 915 17 70 754 12
Peak-Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93
~ak-15 Minute Volume 14 246 5 19 203 3
urly Flow Rate, HFR 54 983 18 75 810 12
ercent Heavy Vehicles 2 2
Idian Type TWLTL
Channelized?
nes 1 1 0 1 1 0
Configuration L TR L TR
Jtstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
flume L T R L T R
16 4 69 11 77
lEak Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93
ak-15 Minute Volume 4 1 19 3 21
_ urly Flow Rate, HFR 17 4 74 11 82
Percent Heavy Vehicles 2 2 2 2 2
Ircent Grade (%) 0 0
dian Storage 1
Flared Approach: Exists? No No
I Storage
Channelized?
1
Prog.
Flow
vph
0 1 0 1 0
LTR TR
Pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
Lanes
lonfiguration
lovements
'lOW (ped/hr)
ane Width (ft)
alking Speed (ft/sec)
Percent Blockage
I
1
12
S5
I
Left-Turn
Through
Left-Turn
Through
rksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
ared In volume, major th vehicles:
ared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Irt flow rate, major rt vehicles:
!prober of major street through lanes:
!rrksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
_C'baSe) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
hv) 2 2 2 2 2 2 2
~C,g) 0.20 0.20 0.10 0.20 0.20 0.10
ade/100 0.00 0.00 0.00 0.00 0.00 0.00
3, It) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t(c,T) : I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Ic) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
I-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
IIIOW-UP Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
If,base) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
IHV) 2 2 2 2 2 2 2
f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
Ilorksheet 5-Effect of upstream Signals
,omputation
1-Queue Clearance Time at
Upstream Signal
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
I prog
otal Saturat10n Flow Rate, s (vph)
Arrival Type
Iffective Green, g (see)
ycle Length, C (see)
Rp (from Exhibit 16-11)
'roportion vehicles arriving on green P
(q1)
(q2)
j(q)
Ibmputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
I
alpha
it;~el time, t(a) (see)
l600thing Factor, F
Proportion of conflicting flow, f
tx platooned flow, V(c,max)
'n platooned flow, V(c,min)
Duration of blocked period, t(p)
lFoporti~n time blocked, p
~omputat1on 3-Platoon Event periods
0.000
0.000
Result
1(2)
(5)
p(dom)
.( subo)
.,nstrained
0.000
0.000
or unconstrained?
EPortion
locked
r minor
movements, p(x)
1(1)
p(4)
I~l
p(9)
W10)
11)
12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Imputation 4 and 5
ngle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
I
I
v c,x 822 1001 2112 2072 992 2075 816
Ix
V c,u,x
, r,x
plat,x
two-stage Process
7 8 10 11
Stage 1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
I(c,x) 1100 1012 1100 972 966 1109
s 1700 1700 1700
I(X)
(c,u,x)
i(r,x)
(plat, x)
rksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
~nflicting Flows
Ibtential Capac1ty
Pedestrian Impedance Factor
tvement Capacity
obability of Queue free St.
9
12
992
298
1. 00
298
0.75
816
377
1. 00
377
0.78
Ifep 2: LT from Major St.
~onflicting Flows
Itential Capacity
destrian Imp~dance Factor
vement Capac1ty
Probability of Queue free St.
lij L-Shared prob Q free St.
Step 3: TH from Minor St.
Inflicting Flows
tential Capacity
pedestrian Impedance Factor
tp. Adj. fact?r due to Impeding mvmnt
vement Capac1ty
Probability of Queue free St.
~ep 4: LT from Minor St.
Inflicting Flows
tential Capacity
destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. factor due to Impeding mvmnt
Movement Capacity
4
1
1001
692
1. 00
692
0.89
822
807
1. 00
807
0.93
8
11
2072
54
1. 00
0.83
45
0.97
2075
54
1. 00
0.83
45
0.91
7
10
2112
37
1. 00
0.76
0.81
0.64
24
1. 00
0.81
0.85
0.64
I
I
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
IItep 3: TH from Minor St. 8
tart 1 - First Stage
onflicting Flows
otential Capacity
pedestrian Impedance Factor
lap. Adj. fact?r due to Impeding mvmnt
ovement Capac~ty
Probability of Queue free St.
lart 2 - Second Stage
Conflicting Flows
totential Capacity
. edestrian Impedance Factor
ap. Adj. factor due to Impeding mvmnt
Movement Capacity
ILrt 3 - Single Stage
Conflicting Flows
Itential Capacity
destrian Impedance Factor
ap. Adj. factor due to Impeding mvmnt
lovement Capacity
suIt for 2 stage process:
a
11
1100
288
1. 00
0.93
269
0.99
966
333
1. 00
0.89
297
0.96
972
331
1. 00
0.89
295
1109
285
1. 00
0.93
266
2072
54
1. 00
0.83
45
2075
54
1. 00
0.83
45
It
Probability of Queue free St.
~ep 4: LT from Minor St.
Part 1 - First Stage
Inflicting Flows
tential Capacity
pedestrian Impedance Factor
,P. Adj. fact?r due to Impeding mvmnt
vement Capac~ty
0.91
1.14
136
0.97
0.91
1. 73
125
0.91
7
10
1100
257
1. 00
0.93
240
309
1. 00
0.89
276
Irt 2 - Second Stage
nflicting Flows
tential Capacity
pedestrian Impedance
Ip. Adj. fact?r due
vement Capac~ty
Factor
to Impeding mvmnt
1012
288
1. 00
0.67
193
247
1. 00
0.69
171
Irt 3 - Single Stage
nflicting Flows
tential Capacity
pedestrian Impedance Factor
Ij. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
]lvement Capacity
Results for Two-stage process:
2112
37
1. 00
0.76
0.81
0.64
24
1. 00
0.81
0.85
0.64
I
I
0.91
1. 88
0.91
C t
I
Worksheet 8-Shared Lane Calculations
lovement
90
7
L
8
T
9
R
10
L
11
T
12
R
IOlume (vph)
ovement Capaclty (vph)
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
17
90
4
136
204
74
298
11
125
82
377
304
.vement
7
L
8
T
9
R
10
L
11
T
12
R
[sep
lume
Delay
Isep
sep
round
90
17
136
4
298
74
125
11
377
82
+1
(Qsep +1)
Imax
sh
SUM C sep
lact
204
304
1Irksheet 10-Delay, Queue Length, and Level of Service
Movement
~e Config
v (vph)
I) (vph)
9 % queue length
C~trol Delay
~~roach Delay
Approach LOS
-I
Worksheet 11-Shared Major LT Impedance and Delay
-J
Movement 2
Movement 5
PWj)
IF 1),
IF 2),
9 (il),
912) ,
E' oj)
i(M,LT), Delay for stream 1 or 4
~'JlNumber of major street through
i~nk,l) Delay for stream 2 or 5
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
0.93
0.89
stream 2 or 5
stream 3 or 6
lanes
9.8
10.8
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
2005 Build Condition
with Modifications *
*Note:
1 . 2005 Build Condition with Modifications includes seasonal adjustment factors of
33% and 47% for the weekday and Saturday, respectively, a 2.0% per year normal
traffic growth rate, the expected traffic due to other planned developments, the
roadway improvements described in this report, the traffic generated by the
proposed development, and the roadway modifications recommended in this report.
WHBICYS Pharmacy, Mattituck-23140.00
File: TIS.wpd
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Ilnalyst: AY
Il~ency/co.: DEA
Date Performed: 1/21/04
Ilnalysis ~ime Period: Weekday AM Peak Hour
IIntersect1on: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
IInits: U. S. Customary
lJnalysis Year: 2005Buildw/Mod(SeasonalAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
fast/West Street: Main Road (NYS Route 25)
orth/South Street: Marlene Ln/MattituckPlzShppCtr
ntersection Orientation: EW Study period (hrs): 0.25
lajor Street: Vehicle Volumes and Adjustments
Approach Eastbound Westbound
Movement 1 2 3 4 5 6
'olume L T R L T R
11 615 5 35 793 4
leak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91
urly Flow Rate, HFR 12 675 5 38 871 4
rcent Heavy Vehicles 2 2
Median Type TWLTL
I Channelized?
nes 1 1 0 1 1 0
Configuration L TR L TR
Ikstream Signal? No No
Northbound Southbound
'nor Street: Approach
Movement 7 8 9 10 11 12
I L T R L T R
Volume 8 0 19 2 11
leak Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91
urly Flow Rate, HFR 8 0 20 2 12
ercent Heavy Vehicles 2 2 2 2 2
Ifrcent Grade (%) 0 0
dian Storage 1
ared Approach: Exists? No
Storage
I Channelized? No
nes 0 1 1 1 0
Configuration LT R TR
I
Delay, Queue Length, and Level of Service
EB WE Northbound Southbound
1 4 7 8 9 10 11 12
L L LT R TR
12 38 8 20 14
771 912 182 452 317
0.02 0.04 0.04 0.04 0.04
0.05 0.13 0.14 0.14 0.14
9.7 9.1 25.7 13 .3 16.9
IProach
vement
ne Config
I (vph)
m) (vph)
v/c
1% queue length
ntrol Delay
I
LOS
Ipproach
pproach
A
B
D
A
Delay
LOS
16.9
C
C
16.9
C
I
HCS2000: Unsignalized Intersections Release 4.1c
lalter M. Dunn, Jr.
Dunn Engineering Associates
t Main Street
sthampton Beach, NY 11978
rone:
-Mail:
(631) 288-2480
Fax:
(631) 288-2544
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
lalyst: AY
Agency/Co.: DEA
~te Performed: 1/21/04
lPalysis Time period: Weekday AM Peak Hour
Intersection: Main Road & Marlene Lane
Irisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2005Buildw/Mod(SeasonalAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
tst/west Street: Main Road (NYS Route 25)
rth/South Street: Marlene Ln/MattituckPlzShppCtr
Intersection Orientation: EW Study period (hrs):
I Vehicle Volumes and Adjustments
ajor Street Movements 1 2 3 4 5
L T R L T
ILlume 11 615 5 35 793
Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91
~ak-15 Minute Volume 3 169 1 10 218
lPurly Flow Rate, HFR 12 675 5 38 871
Percent Heavy Vehicles 2 2
Idian Type TWLTL
Channelized?
nes 1 1 0
Configuration L TR
Itstream Signal? No
Minor Street Movements 7 8
'olume 8 LOT
lak Hour Factor, PHF 0.91 0.91
ak-15 Minute Volume 2 0
urly Flow Rate, HFR 8 0
Percent Heavy Vehicles 2 2
Ircent Grade (%) 0
dian Storage 1
Flared Approach: Exists?
I Storage
Channelized?
I
1
L
1
No
9
R
10
L
11
T
19
0.91
5
20
2
2
0.91
1
2
2
o
No
No
0.25
6
R
4
0.91
1
4
o
TR
12
R
11
0.91
3
12
2
Lanes
lonfiguration
Prog.
Flow
vph
0 1 1 1 0
LT R TR
pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
lovements
Flow (ped/hr)
lane Width (ft)
alking Speed (ft/sec)
Percent Blockage
I
I
t
S5
I
Left-Turn
Through
Left-Turn
Through
rksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
~ared In volume, major th vehicles:
~ared In volume, maJor rt vehicles:
Sat flow rate, major th vehicles:
jft flow rate, major rt vehicles:
Irmber of major street through lanes:
Itrksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
WC,baSe) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
c,hv} 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
hv} 2 2 2 2 2 2 2
t (c,g) 0.20 0.20 0.10 0.20 0.20 0.10
lade/100 0.00 0.00 0.00 0.00 0.00 0.00
3, It} 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t(c,T) : I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
IC} 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
I-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
Inow- Up Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
If,base) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
IHV) 2 2 2 2 2 2 2
f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
lorksheet 5-Effect of Upstream Signals
lomputation
I-Queue Clearance Time at
Upstream Signal
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
[prog
tal Saturation Flow Rate, s (vph)
Arrival Type
.ffective Green, g (see)
IVcle Length, C (see)
Rp (from Exhibit 16-11)
~oportion vehicles arriving on green P
(q1)
(q2)
.(q)
Ibmputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
lpha
I~~el time, t(a) (see)
oothing Factor, F
Proportion of conflicting flow, f
~x platooned flow, V(c,max)
IJn platooned flow, V(c,min)
Duration of blocked period, t(p)
IOporti~n time blocked, p
mputat10n 3-Platoon Event periods
0.000
0.000
Result
1(2)
(5)
p(dom)
,SubO)
nstrained
0.000
0.000
or unconstrained?
Eoportion
locked
r minor
movements, p(x)
II)
p(4)
.~~
~9)
W10)
11)
12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Imputation 4 and 5
ngle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
I
I
v c,x 875 680 1658 1653 678 1653 873
Ix
V c,u,x
, r,x
plat,x
to-stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage 1 Stage2 Stage1 Stage2
I(c,x) 702 956 702 951 949 704
s 1700 1700 1700
I(X)
(c,u,x)
C(r,x)
I(Plat, x)
rksheet 6-Impedance and Capacity Equations
tep 1: RT from Minor St.
Ibnflicting Flows
~tential Capacity
pedestrian Impedance Factor
Ivement Capacity
obability of Queue free St.
9
12
678
452
1. 00
452
0.96
873
349
1. 00
349
0.97
lep 2: LT from Major St.
nflicting Flows
Potential Capacity
Idestrian Impedance Factor
vement Capacity
Probability of Queue free St.
Ij L-Shared prob Q free St.
ep 3: TH from Minor St.
Inflicting Flows
tentia1 Capacity
Pedestrian Impedance Factor
Ip. Adj. fact~r due to Impeding mvrnnt
vement Capacl.ty
Probability of Queue free St.
tlep 4: LT from Minor St.
Inflicting Flows
tential Capacity
destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. factor due to Impeding mvrnnt
Movement Capacity
4
1
680
912
1.00
912
0.96
875
771
1. 00
771
0.98
8
11
1653
98
1. 00
0.94
92
1. 00
1653
98
1. 00
0.94
92
0.99
7
10
1658
78
1. 00
0.93
0.95
0.92
72
1. 00
0.94
0.96
0.91
I
I
Worksheet 7-Computation of
Itep 3: TH from Minor St.
'art 1 - First Stage
onflicting Flows
otential Capacity
pedestrian Impedance Factor
lap. Adj. fact~r due to Impeding mvrnnt
ovement Capac~ty
Probability of Queue free St.
lart 2 - Second Stage
Conflicting Flows
Itential Capacity
destrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
Movement Capacity
ILrt 3 - Single Stage
Conflicting Flows
Itential Capacity
destrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
~vement Capacity
~sult for 2 stage process:
a
It
Probability of Queue free St.
~ep 4: LT from Minor St.
Part 1 - First Stage
Inflicting Flows
tential Capacity
pedestrian Impedance Factor
,P. Adj. fact~r due to Impeding mvrnnt
vement Capac~ty
the Effect of Two-stage Gap Acceptance
8
11
702
440
1. 00
0.98
433
1.00
949
339
1. 00
0.96
325
0.99
951
338
1. 00
0.96
324
704
440
1. 00
0.98
433
1653
98
1. 00
0.94
92
1653
98
1. 00
0.94
92
0.91
1. 55
206
1. 00
0.91
0.77
204
0.99
7
10
702
429
1. 00
0.98
422
315
1. 00
0.96
302
Factor
to Impeding mvrnnt
Irt 2 - Second Stage
nflicting Flows
tential Capacity
Pedestrian Impedance
Ip. Adj. fact~r due
vement Capac~ty
956
310
1. 00
0.92
285
427
1. 00
0.94
402
Irt 3 - Single Stage
nflicting Flows
tential Capacity
Idestrian Impedance Factor
j. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
)fvement Capacity
Results for Two-stage process:
I
I
1658
78
1. 00
0.93
0.95
0.92
72
1. 00
0.94
0.96
0.91
0.91
1. 74
0.91
C t
I
Worksheet 8-Shared Lane Calculations
lovement
182
7
L
8
T
9
R
10
L
11
T
12
R
IOlume (vph)
ovement Capacity (vph)
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
8
182
182
o
206
20
452
2
204
12
349
317
J>vement
7
L
8
T
9
R
10
L
11
T
12
R
Isep
lume
Delay
I sep
sep +1
round (Qsep +1)
Imax
sh
SUM C sep
I act
182
8
206
o
452
20
204
2
349
12
182
317
~rksheet 10-Delay, Queue Length, and Level of Service
Movement
tne Config
v (vph)
1m) (vph)
~ queue length
~~trol Delay
'-proach Delay
Approach LOS
I
Worksheet 11-Shared Major LT Impedance and Delay
I
Movement 2
Movement 5
_oj)
ill ,
i2) ,
s(il) ,
li2) .
(oj)
d(M,LT), Delay for stream 1 or 4
~ Number of major street through
lIrank,l) Delay for stream 2 or 5
0.98
0.96
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
9.7
9.1
lanes
I
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Inalyst: AY
~gency/co.: DEA
Date Performed: 1/21/04
talYSiS ~ime Period: Weekday PM Peak Hour
ntersect1on: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
.nits: U. S. Customary
~alysis Year: 2005Buildw/Mod(SeasonalAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
1st/West Street: Main Road (NYS Route 25)
rth/South Street: Marlene Ln/MattituckPlzShppCtr
tersection Orientation: EW Study period (hrs): 0.25
Ljor Street:
Vehicle
Approach
Movement
Adjustments
Volumes and
Eastbound
2
T
'olume
lak-Hour Factor, PHF
urly Flow Rate, HFR
rcent Heavy Vehicles
Median Type TWLTL
I Channelized?
nes
Configuration
iPstream Signal?
Iknor Street: Approach
Movement
1
L
3
R
17
0.97
17
2
1012
0.97
1043
8
0.97
8
I
1 1 0
L TR
No
Northbound
7 8 9
L T R
9 9 51
0.97 0.97 0.97
9 9 52
2 2 2
0
Volume
lak Hour Factor, PHF
urly Flow Rate, HFR
ercent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
I Channelized?
nes
Configuration
No
o 1
LT
1
R
I
Westbound
4 5 6
L T R
62 791 20
0.97 0.97 0.97
63 815 20
2
1 1 0
L TR
No
Southbound
10 11 12
L T R
2 73
0.97 0.97
2 75
2 2
0
No
1
o
TR
Delay,
EB
1
L
Queue
WB
4
L
Length, and Level of
Northbound
789
LT R
IProach
vement
ne Config
Service
Southbound
10 11 12
TR
I (vph)
m) (vph)
v/c
1% queue length
ntrol Delay
17 63 18 52
798 662 132 277
0.02 0.10 0.14 0.19
0.07 0.31 0.46 0.68
9.6 11.0 36.5 21. 0
I
77
357
0.22
0.81
17.8
LOS
tProach Delay
proach LOS
A
B
E
C
25.0-
C
C
17.8
C
I
HCS2000: Unsignalized Intersections Release 4.1c
Illter M. Dunn, Jr.
Dunn Engineering Associates
., Main Street
!bsthampton Beach, NY 11978
WIone:
.Mail:
(631) 288-2480
Fax:
(631) 288-2544
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Ibalyst: AY
Agency/Co.: DEA
~te Performed: 1/21/04
.lalysis Time period: Weekday PM Peak Hour
Intersection: Main Road & Marlene Lane
Irisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2005Buildw/Mod(SeasonalAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
1st/West Street: Main Road (NYS Route 25)
rth/South Street: Marlene Ln/MattituckPlzShppCtr
Intersection Orientation: EW Study period
I Veh1cle Volumes and Adjustments
Major Street Movements .1 2 3 4
L T R L
Illume 17 1012 8 62
Peak-Hour Factor, PHF 0.97 0.97 0.97 0.97
lak-15 Minute Volume 4 261 2 16
urly Flow Rate, HFR 17 1043 8 63
Percent Heavy Vehicles 2 2
Idian Type TWLTL
. Channelized?
nes 1 1 0
Configuration L TR
jfstream Signal? No
Minor Street Movements 7 8
L T
.,
Volume
lak Hour Factor, PHF
.ak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
Flared Approach: Exists?
I Storage
Channelized?
I
9
R
10
L
(hrs) :
0.25
5
T
6
R
9 9 51 2
0.97 0.97 0.97 0.97
2 2 13 1
9 9 52 2
2 2 2 2
0 0
No
No
791
0.97
204
815
1
L
1
No
11
T
20
0.97
5
20
o
TR
12
R
73
0.97
19
75
2
Prog.
Flow
vph
0 1 1 1 0
LT R TR
pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
Lanes
lonf iguration
lovements
low (ped/hr)
ne Width (ft)
alking Speed (ft/sec)
Percent Blockage
I
I
t
S5
I
Left-Turn
Through
Left-Turn
Through
T rksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
~ared In volume, major th vehicles:
~ared In volume, maJor rt vehicles:
Sat flow rate, major th vehicles:
1ft flow rate, major rt vehicles:
!pmber of major street through lanes:
!trksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
_C,baSe) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
hv) 2 2 2 2 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
lade/lOo 0.00 0.00 0.00 0.00 0.00 0.00
3, It) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t (c,T) : 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Ic) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
1-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
IIIOW-UP Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
If,base) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
IHV) 2 2 2 2 2 2 2
f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
lIorksheet S-Effect of Upstream Signals
1-Queue Clearance Time at
Upstream Signal
Movement 2
Vet) V(l,prot)
Movement 5
Vet) V(l,prot)
lomputation
I prog
otal Saturatlon Flow Rate, s (vph)
Arri val Type
Iffective Green, g (see)
IYcle Length, C (see)
Rp (from Exhibit 16-11)
'roportion vehicles arriving on green P
(q1)
(q2)
j(q)
Ibmputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
Vet) V(l,prot)
Movement 5
Vet) V(l,prot)
I
alpha
It~~el time, tea) (see)
~oothing Factor, F
Proportion of conflicting flow, f
~x platooned flow, V(c,max)
~n platooned flow, V(c,min)
Duration of blocked period, t(p)
loporti~n time blocked, p
omputatlon 3-Platoon Event periods
0.000
0.000
Result
1(2)
(5)
p(dom)
.(subo)
~nstrained or unconstrained?
0.000
0.000
EPortion
locked
r minor
movements, p(x)
11)
p(4)
I~~
p(9)
*10)
11)
12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Ifmputation 4 and 5
.ngle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
11
T
12
R
I
I
v c,x
Ix
835
1051
V c,u,x
, r,x
plat,x
Iwo-Stage Process
Stage1
7
Stage2
Stage1
I(c,x)
s
I(X)
'(c,u,x)
i(r,x)
(plat,x)
990
1700
1081
1081
2071
8
Stage2
961
1700
2042
1047
2036
825
10
Stage1 Stage2
11
Stage1 Stage2
951
1085
1700
IFrksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
~nflicting Flows
~tential Capac1ty
Pedestrian Impedance Factor
IPvement Capacity
~obability of Queue free St.
9
1047
277
1. 00
277
0.81
12
825
372
1. 00
372
0.80
Ifep 2: LT from Major St.
~onflicting Flows
Itential Capacity
destrian ImP7dance Factor
vement Capac1ty
Probability of Queue free St.
Irj L-Shared prob Q free St.
Step 3: TH from Minor St.
~nf1icting Flows
~tential Capacity
pedestrian Impedance Factor
tp. Adj. fact~r due to Impeding mvrnnt
vement Capac1ty
Probability of Queue free St.
~ep 4: LT from Minor St.
Inflicting Flows
tential Capacity
, destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. factor due to Impeding mvrnnt
Movement Capacity
I
I
4
1051
662
1. 00
662
0.90
8
2042
56
1. 00
0.89
50
0.94
7
2071
40
1. 00
0.87
0.90
0.72
29
1
835
798
1. 00
798
0.98
11
2036
57
1. 00
0.89
50
0.99
10
1. 00
0.83
0.87
0.71
Worksheet 7-Computation of
IItep 3: TH from Minor St.
the Effect of Two-stage Gap Acceptance
8
11
'art 1 - First Stage
'onflicting Flows
otential Capacity
,edestrian Impedance Factor
ap. Adj. factor due to Impeding mvrnnt
ovement Capacity
Probability of Queue free St.
lart 2 - Second Stage
Conflicting Flows
jotential Capacity
ledestrian Impedance Factor
Lap. Adj. factor due to Impeding mvrnnt
Movement Capacity
ILrt 3 - Single Stage
Conflicting Flows
IPtential Capacity
~destrian Impedance Factor
Cap. Adj. factor due to Impeding mvrnnt
if. vement Capacity
~sult for 2 stage process:
a
'r~bability of Queue free St.
~ep 4: LT from Minor St.
Irt 1 - First Stage
nflicting Flows
tential Capacity
Pedestrian Impedance Factor
~p. Adj. fact~r due to Impeding mvrnnt
a:>vement CapacJ.ty
1081
294
1. 00
0.98
288
0.97
951
338
1. 00
0.90
306
0.99
961
335
1. 00
0.90
303
1085
293
1. 00
0.98
287
2042
56
1. 00
0.89
50
2036
57
1. 00
0.89
50
0.91
1. 01
154
0.94
0.91
1.47
140
0.99
7
10
1081
264
1. 00
0.98
258
315
1. 00
0.90
285
Irt 2 - Second Stage
nflicting Flows
tential Capacity
pedestrian Impedance Factor
tp. Adj. fact~r due to Impeding
vement CapacJ.ty
mvrnnt
990
297
1. 00
0.72
213
256
1. 00
0.77
197
Irt 3 - Single Stage
nflicting Flows
otential Capacity
Idestrian Impedance Factor
j. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvrnnt
Ifvement Capacity
Results for Two-stage process:
2071
40
1. 00
0.87
0.90
0.72
29
1. 00
0.83
0.87
0.71
I
I
0.91
1.37
0.91
C t
I
Worksheet 8-Shared Lane Calculations
Iovement
115
7
L
8
T
9
R
10
L
11
T
12
R
lume (vph) 9 9 52 2 75
vement Capacity (vph) 115 154 277 140 372
Shared Lane Capacity (vph) 132 357
I
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
.vement
7
L
8
T
9
R
10
L
11
T
12
R
[sep
lume
Delay
I sep
sep
round
115
9
154
9
277
52
140
2
372
75
+1
(Qsep +1)
Imax
sh
SUM C sep
I act
132
357
Irksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
tne Config L L LT R TR
v (vph) 17 63 18 52 77
I~) (vph) 798 662 132 277 357
0.02 0.10 0.14 0.19 0.22
95% queue length 0.07 0.31 0.46 0.68 0.81
I~trol Delay 9.6 11. 0 36.5 21. 0 17.8
A B E C C
proach Delay 25.0- 17.8
Approach LOS C C
.1
Worksheet II-Shared Major LT Impedance and Delay
I
Movement 2
Movement 5
_oj)
ill ,
i2) ,
still ,
li2) ,
(oj)
d(M,LT), Delay for stream 1 or 4
I Number of major street through
rank,l) Delay for stream 2 or 5
0.98
0.90
Volume for
Volume for
Saturation
Saturation
stream 2 or 5
stream 3 or 6
flow rate for
flow rate for
stream 2 or 5
stream 3 or 6
9.6
11. 0
lanes
I
I
HCS2000: Unsignalized Intersections Release 4.1c
TWO-WAY STOP CONTROL SUMMARY
Ilalyst: AY
!f~ency/co.: DEA
Ite Performed: 1/21/04
alysis ~ime period: Saturday Midday Peak Hour
tersect1on: Main Road & Marlene Lane
Jurisdiction: Town of Southold,SuffolkCounty
!pits: U. S. Customary
lPalysis Year: 2005Buildw/Mod(SeasonalAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
Est/West Street: Main Road (NYS Route 25)
rth/South Street: Marlene Ln/MattituckPlzShppCtr
tersection Orientation: EW Study period (hrs): 0.25
ljor Street:
Vehicle
Approach
Movement
'olume
lak-Hour Factor, PHF
urly Flow Rate, HFR
_rcent Heavy Vehicles
Median Type TWLTL
I Channelized?
nes
Configuration
Itstream Signal?
nor Street: Approach
Movement
I
Volume
lak Hour Factor, PHF
ur1y Flow Rate, HFR
ercent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
ared Approach: Exists?
Storage
I Channelized?
nes
Configuration
I
1
L
Volumes and
Eastbound
2
T
3
R
Adjustments
Queue
WE
4
L
Length, and Level of
Northbound
789
LT R
51
0.93
54
2
915
0.93
983
17
0.93
18
Westbound
4 5 6
L T R
70 754 12
0.93 0.93 0.93
75 810 12
2
1 1 0
L TR
No
Southbound
10 11 12
L T R
11 77
0.93 0.93
11 82
2 2
0
No
1
o
TR
1 1 0
L TR
No
Northbound
7 8 9
L T R
16 4 69
0.93 0.93 0.93
17 4 74
2 2 2
0
No
o 1
LT
1
R
Delay,
EB
1
L
IProach
vement
ne Config
Service
Southbound
10 11 12
TR
I (vph)
m) (vph)
v/c
1% queue length
ntrol Delay
54 75 21 74
807 692 96 298
0.07 0.11 0.22 0.25
0.21 0.36 0.78 0.96
9.8 10.8 52.7 21. 0
93
304
0.31
1. 26
22.0
I
LOS
Ipproach Delay
pproach LOS
A
B
F
C
28.0
D
C
22.0
C
I
HCS2000: Unsignalized Intersections Release 4.1c
Ilalter M. Dunn, Jr.
Dunn Engineering Associates
16 Main Street
esthampton Beach, NY 11978
Ihone: (631) 288-2480
-Mail:
Fax:
(631) 288-2544
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
lalyst: AY
Agency/Co.: DEA
.ate Performed: 1/21/04
lPalysis Time Period: Saturday Midday Peak Hour
Intersection: Main Road & Marlene Lane
Erisdiction: Town of Southold,SuffolkCounty
its: U. S. Customary
alysis Year: 2005Buildw/Mod(SeasonalAdjust)
Project ID: CVS Pharmacy, Mattituck 23140.00
tst/west Street: Main Road (NYS Route 25)
rth/South Street: Marlene Ln/MattituckPlzShppCtr
Intersection Orientation: EW Study period (hrs):
I Vehicle Volumes and Adjustments
ajor Street Movements 1 2 3 4 5
L T R L T
Illume 51 915 17 70 754
Peak-Hour Factor, PHF 0.93 0.93 0.93 0.93 0.93
~ak-15 Minute Volume 14 246 5 19 203
lPurly Flow Rate, HFR 54 983 18 75 810
Percent Heavy Vehicles 2 2
Idian Type TWLTL
Channelized?
nes 1 1 0
Configuration L TR
Ifstream Signal? No
Minor Street Movements 7 8
I L T
Volume
Eak Hour Factor, PHF
ak-15 Minute Volume
urly Flow Rate, HFR
Percent Heavy Vehicles
Ircent Grade (%)
dian Storage 1
Flared Approach: Exists?
I Storage
Channelized?
I
1
L
1
No
9
R
10
L
11
T
16
0.93
4
17
2
4
0.93
1
4
2
o
69
0.93
19
74
2
11
0.93
3
11
2
o
No
No
0.25
6
R
12
0.93
3
12
o
TR
12
R
77
0.93
21
82
2
Lanes
lonfiguration
Prog.
Flow
vph
0 1 1 1 0
LT R TR
pedestrian Volumes and Adjustments
13 14 15 16
0 0 0 0
12.0 12.0 12.0 12.0
4.0 4.0 4.0 4.0
0 0 0 0
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
lovements
jlOW (ped/hr)
ane width (ft)
alking Speed (ft/sec)
Percent Blockage
I
I
12
S5
I
Left-Turn
Through
Left-Turn
Through
rksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
ared In volume, major th vehicles:
ared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
1ft flow rate, major rt vehicles:
IPmber of major street through lanes:
IFrksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
rvement 1 4 7 8 9 10 11 12
L L L T R L T R
_C,baSe) 4.1 4.1 7.1 6.5 6.2 6.5 6.2
c,hv) 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00
hv) 2 2 2 2 2 2 2
t (c,g) 0.20 0.20 0.10 0.20 0.20 0.10
lade/100 0.00 0.00 0.00 0.00 0.00 0.00
3, It) 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t(c,T) : I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
IC) 2-stage 0.00 0.00 1. 00 1. 00 0.00 1. 00 1. 00 0.00
I-stage 4.1 4.1 7.1 6.5 6.2 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 5.5 6.2
Inow- Up Time Calculations
vement 1 4 7 8 9 10 11 12
L L L T R L T R
'CbaSe) 2.20 2.20 3.50 4.00 3.30 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
IHV) 2 2 2 2 2 2 2
f) 2.2 2.2 3.5 4.0 3.3 4.0 3.3
I
Ilorksheet 5-Effect of Upstream Signals
lomputation
I-Queue Clearance Time at
Upstream Signal
Movement 2
Vet) V(l,prot)
Movement 5
Vet) V(l,prot)
I prog
otal Saturat10n Flow Rate, s (vph)
Arrival Type
Iffective Green, g (see)
ycle Length, C (see)
Rp (from Exhibit 16-11)
'roportion vehicles arriving on green P
(q1)
(q2)
..(q)
Iomputation 2-Proportion of TWSC
Intersection Time blocked
Movement 2
V (t) V(l,prot)
Movement 5
Vet) V (l,prot)
I
alpha
i~;~el time, tea) (see)
~oothing Factor, F
Proportion of conflicting flow, f
~x platooned flow, V(c,max)
~n platooned flow, V(c,min)
Duration of blocked period, t(p)
iFoporti~n time blocked, p
~mputat1on 3-Platoon Event periods
0.000
0.000
Result
1(2)
(5)
p(dom)
.(subo)
Fnstrained
0.000
0.000
or unconstrained?
EPortion
locked
r minor
movements, p (x)
1(1)
p(4)
'~~l
(9)
j10)
(ll)
12)
(1)
Single-stage
Process
(2)
Two-Stage
Stage I
(3)
Process
Stage II
Imputation 4 and 5
ngle-Stage Process
Movement
1
L
4
L
7
L
8
T
9
R
10
L
II
T
12
R
I
I
v c,x 822 1001 2112 2072 992 2075 816
Ix
V c,u,x
, r,x
plat,x
to-stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
I(c,x) 1100 1012 1100 972 966 1109
s 1700 1700 1700
I(X)
(c,u,x)
C(r,x)
I(Plat, x)
rksheet 6-Impedance and Capacity Equations
ep 1: RT from Minor St.
Inflicting Flows
tential Capacity
pedestrian Impedance Factor
Ivement Capacity
obability of Queue free St.
9
12
992
298
1. 00
298
0.75
816
377
1. 00
377
0.78
lep 2: LT from Major St.
nflicting Flows
Potential Capacity
Idestrian Impedance Factor
vement Capacity
Probability of Queue free St.
Ij L-Shared prob Q free St.
S ep 3: TH from Minor St.
Inflicting Flows
tential Capacity
pedestrian Impedance Factor
Ip. Adj. fact~r due to Impeding mvrnnt
vement Capac~ty
Probability of Queue free St.
lIep 4: LT from Minor St.
Inflicting Flows
tential Capacity
destrian Impedance Factor
Maj. L, Min T Impedance factor
Ij. L, Min T Adj. Imp Factor.
p. Adj. factor due to Impeding mvrnnt
Movement Capacity
4
1
1001
692
1. 00
692
0.89
822
807
1. 00
807
0.93
8
11
2072
54
1. 00
0.83
45
0.97
2075
54
1. 00
0.83
45
0.91
7
10
2112
37
1. 00
0.76
0.81
0.64
24
1. 00
0.81
0.85
0.64
1
I
Worksheet 7-Computation of
IItep 3: TH from Minor St.
tart 1 - First Stage
onflicting Flows
otential Capacity
pedestrian Impedance Factor
lap. Adj. factor due to Impeding mvmnt
ovement Capacity
Probability of Queue free St.
lart 2 - Second Stage
Conflicting Flows
lotential Capacity
edestrian Impedance Factor
ap. Adj. factor due to Impeding mvmnt
Movement Capacity
ILrt 3 - Single Stage
Conflicting Flows
Etential Capacity
destrian Impedance Factor
ap. Adj. factor due to Impeding mvmnt
iovement Capacity
~sult for 2 stage process:
a
It
Probability of Queue free St.
Ifep 4: LT from Minor St.
Part 1 - First Stage
tnflicting Flows
tential Capacity
Pedestrian Impedance Factor
Ifp. Adj. factor due to Impeding mvmnt
.,vement Capacity
the Effect of Two-stage Gap Acceptance
8
11
1100
288
1. 00
0.93
269
0.99
966
333
1. 00
0.89
297
0.96
972
331
1. 00
0.89
295
1109
285
1. 00
0.93
266
2072
54
1. 00
0.83
45
2075
54
1. 00
0.83
45
0.91
1.14
136
0.97
0.91
1. 73
125
0.91
7
10
1100
257
1. 00
0.93
240
309
1.00
0.89
276
Irt 2 - Second Stage
nflicting Flows
tential Capacity
pedestrian Impedance Factor
Ip. Adj. factor due to Impeding mvmnt
vement Capacity
1012
288
1. 00
0.67
193
247
1. 00
0.69
171
art 3 - Single Stage
nflicting Flows
tential Capacity
Idestrian Impedance Factor
j. L, Min T Impedance factor
j. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Ifvement Capacity
Results for Two-stage process:
2112
37
1. 00
0.76
0.81
0.64
24
1. 00
0.81
0.85
0.64
I
I
0.91
1. 88
0.91
C t
I
worksheet 8-Shared Lane Calculations
lovement
90
7
L
8
T
9
R
10
L
11
T
12
R
IOlume (vph)
ovement Capacity (vph)
Shared Lane Capacity (vph)
I
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
17
90
96
4
136
74
298
11
125
82
377
304
lovement
7
L
8
T
9
R
10
L
11
T
12
R
lsep
lume
Delay
, sep
sep
ound
90
17
136
4
298
74
125
11
377
82
+1
(Qsep +1)
I max
sh
SUM C sep
I act
96
304
!Frksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
tne Config L L LT R TR
v (vph) 54 75 21 74 93
1m) (vph) 807 692 96 298 304
~ queue length 0.07 0.11 0.22 0.25 0.31
0.21 0.36 0.78 0.96 1. 26
I~trol Delay 9.8 10.8 52.7 21. 0 22.0
A B F C C
proach Delay 28.0 22.0
Approach LOS D C
I
Worksheet II-Shared Major LT Impedance and Delay
I Movement 2 Movement 5
,OJ) 0.93 0.89
ill , Volume for stream 2 or 5
i2) , Volume for stream 3 or 6
s (il), Saturation flow rate for stream 2 or 5
~i2)' Saturation flow rate for stream 3 or 6
(oj)
(M,LT), Delay for stream 1 or 4 9.8 10.8
, Number of major street through lanes
rank,l) Delay for stream 2 or 5
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Traffic Volume
Counts
WHB\CVS Pharmacy, Mattituek.23140.00
File: TIS.wpd
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24
0.70 NASSAU CO LINE
3.80 RT 495
0.46 CR 94A
1.24 CR 104 TRAFFIC CIRCLE
1.33 CR 105 CROSS RIVER RD
4.98 PLEASURE DR
0.24 ACC RT 27
25
2.35 NASSAU CO LINE WEST GATE DR
1.1ft RT 110
1.45 DEPOT RD , PIGEON
1.79 CR35 PARK AVE
1.12 CR 10 ELWOOD RD
0.90 LARKFIELD RD
CR 4COM/,ilAOK RD
0.48 RT 454 VETS MEM HGWY
2.55 ACC SUNKEN MEADOW PKWY
1.37 OLD WILLETS PATH
0.55 START 25A OLAP
0.00 RR OVERPASS
1.91 RT 111 END 25A OLAP
0.87 LAKE AVENUE
0.88 RT 347
0.7ft HALLOCK RD
2.16 AWI<INIMVEll\.TONYBROOK RD
2.33 CR 97 NICOLLS RD
1.01 CR 83 N OCEAN AVE
0.31 RT 112 CORAM
3.07 MT SINAI-CORAM RD
3.03 CR 21 MIDDLE ISLAND RD ROCKY
2.84 CR 46 W FLOYD PKWY
2.50 WADING RIVER RD
2.20 RT 25A
1.00 EDWARDS AVE
0.52
1.68
1.20 MILL RD
0.40 CR 94A RIVERHEAD
1.70 CR 63 ROANOKE AVE
0.40 CR ~OLD COUNTRY RD
3.30 CR 105 CROSS RIVER DR
3.80 SOUTH JAMESPORT AVE' MANOR
2.90 SOUND AVE MAIN RD MATTITUCK
4.40 N SUFFOLK AVE CUTCHOGUE
5.33 TUCKER LA SouTHOLD
1.14 RT114
5.58 CR 48
2.67 NARROW RIVER RD
25A
0.12 NASSAU CO LINE
2.32 RT 108
0.44 LAWRENCE HILL RD
0.72 RT 110 HUNTINGTON
0.47 PARK AVENUE
2.24 GREEN LAWN RP
2.47 CR 86 CENTERPORT RD 'LITTLE
1.85 VERNON VALLEY RD WATERSIDE R
2.32 CR 4 BREAD & CHEESE HOLLOW R
RT110
CR 94A
CR 104 TRAFFIC CIRCLE
CR 105 CROSS RIVER RD
PLEASURE DR
ACC RT 27
MONTAUK HWY END 24
RT110
DEPDT RD I PIGEON HILL RD
CR 35 PARK AVE
CR 10 ELWOOD RD
LARKFIELD RD
CR 4 COMMACK RD
RT 454 veTS MEM HGW\'
ACC SUNKEN MEADOW PKWY
OLD WILLETS PATH
START 25A OLAP
RR OVERPASS
RT 111 .END 25A OLAP
LAKE AVENUE
RT 347
HALLOCK RD
HAWKINS AVElSTONYBROOK RD
CR!}7 NICOLLll RD
CR 83 N OCEAN AVE
RT112CORAM
MT SINAI-CORAM RD
CR 21 MIDDLE ISLAND RD ROCKY
OR 46 W FLGYD PKW'I'
WADING RIVER RD
RT 25A
EDWARDS AVE
CR 58 OLD COUNTRY RD
RT495L1 E
MILL RD
CR 94A RIVERHEAD
CR 63 ROANOKE AVE
CR 58 OLD COUNTRY RD
OR 105 CROSS RIVER DR
SOUTH JAMESPORT AVE' MANOR
SOUND AVE MAIN RD MA TTITUCK
N SUFFOLK AVE CUTCHOGUE
TUCKER LA SOUTHOLD
RT 114
CR48
NARROW RIVER RD
ORIENT PT END 25
RT108
LAWRENCE HILL RD
RT 110 HUNTINGTON
PARK AVENUE
GREEN LAWN RD
CR 86 CENTERPORT RD ILITTLE
VERNON VALLEY RD WATERSIDE R
CR 4 BREAD & CHEESE HOLLOW R
ACC SUNKEN MEADOW PKWY
98
99
98
99
99
99
98
15206
10027
13648
14120
21151
16641
14795
00
00
94
96
01
94
00
94
00
99
00
00
99
99
01
01
01
00
01
01
97
99
99
99
01
01
98
01
01
01
98
98
01
01
01
00
01
00
01
01
34409
32862
33530
22763
23138
36338
55853
28395
28546
31571
42224
30894
32096
24688
27872
37031
38477
36987
19847
29271
26071
15032
14038
7249
16498
13276
4453
10773
12343
8294
11295
22405
14471
15532
11919
13988
8183
7695
7453
2806
00
99
98
01
01
00
01
00
01
23324
14686
20334
23100
19773
15737
20932
11978
15670
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I
I
Main Road (NVS Route 25)
at
Factory Avenue/Sigsbee Road
WHB\CVS Pharmacy, Mattituck-23140.00
File: TIS. wpd
Ite code ,
23140
N-S Street; Sigsbee Road/Factory Ave
I~
OF WK
Street: NYS Route 25
Friday
DUNN ENGINEERING ASSOCIATES
Movements by: primary
PAGE:
1
FILE: None
DATE: 12/12/03
----------------------------------------------------------------------- ---------------------------------------------------------
Ime
gin
00 AM
I::
7,45
I
TOTAL
,00 AM
I:::
HR TOTAL
I
1< TOTAL
I
I
I
I
I
I
I
I
I
I
I
DIRECTION
FROM
North
East
South
West
North
East
South
West
From North
RT THRU LT
9
14
18
14
55
o
1
o
o
1
13
15
20
16
64
3
1
2
o
6
119
7
8
10
9
6
33
9
8
7
11
35
68
From East
RT THRU LT
1
3
3
6
92
94
134
132
452
991
4
1
3
2
10
3
2
1
1
7
17
From South
RT THRU LT
2
3
8
o
13
3
1
6
2
12
25
o
1
2
o
3
3
o
3
4
10
13
PEAK PERIOD ANALYSIS FOR THE PERIOD: 7:00 AM - 9:00 AM
START
PEAK HOUR
8:00 AM
8:00 AM
8:00 AM
7:45 AM
7:30 AM
PEAK HR
FACTOR
13
1 129
10 119
1 134
5 157
17 539
30
VOLUMES ........
Right Thru Left
0.91
0.86
0.69
0.82
64
17
12
4
6
539
10
439
35
7
11
35
Entire Intersection
0.89
0.97
0.57
0.82
60
20
12
4
4
514
5
437
32
10
8
36
Total
105
563
33
478
96
544
25
477
1
1
1
3
6
2
2
3
4
11
17
From West
RT THRU LT
o
1
1
o
81
100
109
137
427
61
3
36
1
62
4
48
1
ptn~ ~6.ct3
2
2 92
1 99
1 111
o 98
4 400
6
. . .. PERCENTS ..
Right Thru Left
6
96
30
92
4
94
20
92
827
33
1
33
7
33
2
32
8
Vehicle
Total
9
4
9
8
30
207
233
297
308
1045
B
11
B
6
33
268
269
297
304
1138
63
2183
'ite Code
DUNN ENGINEERING ASSOCIATES
23140
Sigsbee Road/Factory Ave
NYS Route 25
N.S Street:
lw Street:
Y OF WK :
Friday
I
Movements by: Primary
Total Turning Volumes for the Period: 7:30 AM
8:30 AM
I
L
4
Sigsbee Road/Factory Ave
I
I
60
I
I
I
36
l
I
I
437
477
J
I
4
I
I
I
I
I
I
I
32
96
~
I
25
I
8
5
Sigsbee Road/Factory Ave
PAGE:
FILE: None
DATE: 12/12/03
N
W+E
S
I
20
544
514
L
10
NYS Route 25
12
I
Site Code
N-S Street:
I-w Street:
AY OF WK :
I'me
egln
00 PM
1:,5
4:30
4
t
:45
TOTAL
5:00 PM
I:~:
5:45
f
TOTAL
Iy TOTAL
I
1
1
I
1
I
1
1
I
I
I
23140
Sigsbee Road/Factory Ave
NYS Route 25
Thursday
DIRECTION
FROM
North
East
South
North
East
South
West
West
From North
RT THRU LT
24
14
10
16
64
5
1
2
3
11
29
16
10
22
15
11
4
10
40
2
2
1
4
16
17
19
9
61
9
104
20
138
DUNN ENGINEERING ASSOCIATES
77
Movements by: Primary
From East
RT THRU LT
1
9
3
2
15
3
6
11
4
24
39
148
121
143
123
535
135
112
125
85
457
992
o
3
3
4
10
2
1
o
3
6
16
From South
RT THRU LT
6
2
2
3
13
o
2
6
2
10
23
PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM -
START
PEAK HOUR
PEAK HR
FACTOR
4:00 PM 0.66
4: 00 PM
4: 00 PM
4:30 PM
4:00 PM
0.94
0.68
0.B8
0.66
0.94
0.68
0.91
........ VOLUMES ..
Right Thru Left
64
15
13
11
11
535
8
618
77
10
6
82
Entire Intersection
64
15
13
13
11
535
8
617
77
10
6
65
Total
152
560
27
711
152
560
27
695
o
1
7
o
8
2
2
2
o
6
14
6:00 PM
2
1
1
2
6
o
1
o
2
3
9
From West
RT THRU LT
5
1
2
5
13
3
1
6
11
173
150
143
119
585
24 1202
. . .. PERCENTS
Right Thru Left
rifF
42
3
48
2
42
3
48
2
0, rg<t
7 51
96
30
87
7
96
30
89
168
154
141
154
617
2
22
12
51
2
22
9
PAGE;
FILE: None
DATE: 12/11/03
Vehicle
Total
18
16
16
15
65
406
339
340
349
1434
29
22
12
13
76
378
329
324
257
1288
141
2722
I
Site Code 23140
--8 Street: sigsbee Road/Factory Ave
-w Street: NYS Route 25
AY OF WK Thursday
-------- ------------
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
DUNN ENGINEERING ASSOCIATES
PAGE,
FILE: None
Movements by: Primary
DATE: 12/11/03
Total Turning Volumes for the period: 4:00 PM
65
617
13
5:00 PM
64
11
N
W+E
S
Sigsbee Road/Factory Ave
77
L
~
I
15
152
560 535
l
L
10
27
I
695
NYS Route 25
J
I
6
8
13
Sigsbee Road/Factory Ave
_ite Code
23140
N-S
I~:
Street: Sigsbee Road/Factory Ave
Street: NYS Route 25
OF WK
I'me
egln
00 AM
1':,5
1:30
11 :45
I
TOTAL
12.00 PM
"5
30
2:45
(
TOTAL
00 PM
1:15
I
:30
:45
HR TOTAL
I
IY TOTAL
I
I
I
I
I
I
I
I
I
Saturday
DIRECTION
FROM
North
East
South
West
North
East
South
West
From North
RT THRU LT
20
19
16
22
77
27
20
13
25
85
22
20
18
13
73
235
2
3
4
1
10
15
12
20
25
72
6
4
4
1
15
26
20
17
23
86
2
4
2
2
10
19
24
29
29
101
35
259
DUNN ENGINEERING ASSOCIATES
Movements by: Primary
From East
RT THRU LT
5
8
4
8
25
127
102
131
137
497
2
4
2
7
15
2
7
4
2
15
4
1
3
4
12
42
From South
RT THRU LT
3
5
4
6
18
5
4
3
1
13
2
1
2
8
39
2
4
4
4
14
1
2
1
6
10
6
2
1
10
34
2
4
1
o
7
4
4
1
10
2
4
1
10
27
PEAK PERIOD ANALYSIS FOR THE PERIOD: 11:00 AM - 2:00 PM
START
PEAK HOUR
11:30 AM
1:00 PM
11:15 AM
11:45 AM
11:45 AM
PEAK HR
FACTOR
0.81
0.93
0.81
0.87
0.78
0.94
0.88
0.87
5
6
6
9
26
137
122
132
113
504
9
6
6
5
26
141
144
117
149
551
77 1552
... ..... VOLUMES
Right Thru Left
85
26
20
4
15
551
13
538
91
12
9
75
Entire Intersection
82
25
18
4
15
528
8
538
88
20
9
75
Total
191
589
617
185
573
35
617
42
From West
RT THRU LT
1
1
1
1
136
131
110
139
516
45
4
48
1
44
4
51
1
4
1
o
2
o
3
4
o
2
2
8
15 1571
PERCENTS
Right Thru Left
8
94
31
87
8
92
23
87
PtfF-=- o,9fJ
157
115
127
143
542
138
117
121
137
513
48
2
21
12
48
3
26
12
PAGE:
FI LE: None
DATE: 12/20/03
Vehicle
Total
11
11
16
326
304
313
374
1317
24
62
19
17
15
11
62
390
321
325
335
1371
11
11
23
11
56
360
334
326
358
1378
180
4066
lite Code
DUNN ENGINEERING ASSOCIATES
N-S Street:
I-w Street:
AY OF WK :
23140
sigsbee Road/Factory Ave
NYS Route 25
Saturday
PAGE:
FILE: None
Movements by: Primary
DATE: 12/20/03
I
Total Turning Volumes for the Period: 11:45 AM ~ 12:45 PM
I
I
Sigsbee Road/Factory Ave
15
N
W+E
S
I
I
82
88
I
L
185
~
25
I
573
528
I
l
L
75
20
I
J
I
35
NYS Route 25
I
538
617
I
4
I
I
9
8
18
I
Sigsbee Road/Factory Ave
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Main Road (NYS Route 25)
at
Marlene Lane/Mattituck Plaza
Shopping Center Access Driveway
WHBICVS Pharmacy, Mattituck-23140.00
File: TIS.wpd
I
Site Code
23140
I-s
-w
AY
Street: Marlene Lane
OF WK
Street: NYS Route 25
I'me
egin
1;,5
7:30
00 AM
7
t
:45
TOTAL
8'00 AM
I:~:
8:45
,
TOTAL
Iy TOTAL
I
I
I
I
I
I
I
I
I
I
I
Tuesday
DIRECTION
FROM
North
East
South
West
North
East
South
West
From North
RT THRU LT
2
2
o
o
1
o
o
4
8
1
3
2
1
2
o
o
o
1
8
1
16
2
PEAK PERIOD ANALYSIS FOR THE PERIOD: 7,00 AM -
START
PEAK HOUR
7:15 AM
8:00 AM
7:30 AM
7:15 AM
8:00 AM
DUNN ENGINEERING ASSOCIATES
o
o
o
o
o
o
o
o
o
o
o
PEAK HR
FACTOR
0.63
0.95
0.69
0.89
0.75
0.95
0.67
0.87
Movements by: Primary
From East
RT THRU LT
3
o
1
5
1
o
1
1
3
8 1077
116
124
130
135
505
123
153
145
151
572
2
1
2
4
9
5
3
5
3
16
25
.... VOLUMES ."
Right Thru Left
9 1
3
18
1
572
o
485
o
16
4
7
Entire Intersection
8
3
10
4
1
572
o
442
o
16
6
8
From South
RT THRU LT
2
1
4
7
14
4
3
o
3
10
24
Total
10
591
22
493
9
591
16
454
o
o
o
o
o
o
o
o
o
o
o
9:00 AM
o
1
1
1
3
2
o
2
2
6
9
From West
RT THRU LT
1
o
1
o
106
138
121
109
90
1
82
o
89
1
62
1
2
o
1
3
o
117
93
105
127
4
6
PERCENTS
Right Thru Left
10
97
o
98
11
97
o
97
PlfF -=--0 ,q I
474
442
916
o
3
18
o
3
38
2
PAGE:
FILE, None
DATE: 12/16/03
Vehicle
Total
2
o
1
2
234
268
261
263
1026
5
4
o
1
3
259
255
263
293
1070
8
13
2096
lite Code
DUNN ENGINEERING ASSOCIATES
23140
N-S Street:
I-W Sl;reet,
AY OF WK :
Marlene Lane
NYS Route 25
Tuesday
PAGE:
FILE: None
Movements by: Primary
DATE: 12/16/03
I
Total Turning Volumes for the Period: 8:00 AM - 9:00 AM
Marlene Lane
I
9~
I
I
8
1
I
L
I
I
8
l
I
I
442
454
J
I
4
I
I
I
I
I
I
I
o
N
W+E
S
I
3
591
572
L
16
I
16
NYS Route 25
I
6
o
10
I
Site Code
23140
1-8 Street: Marlene Lane
-W Street: NYS Route 25
AY OF WK : Tuesday
Ime
9>0
I::: PM
4:30
f :~TAL
5:00 PM
I:~
5:45
I
TOTAL
ly TOTAL
I
I
I
I
I
I
I
I
I
I
I
DIRECTION
FROM
North
East
South
West
North
East
South
West
From North
RT THRU LT
13
13
11
16
53
1
o
o
2
13
12
13
6
44
o
o
o
1
1
97
3
DUNN ENGINEERING ASSOCIATES
o
o
o
o
o
o
o
o
o
o
o
Movements by: primary
From East
RT THRU LT
1
6
3
2 149
12 560
3
3
o
o
6
18 1062
130
140
141
140
120
126
116
502
6
7
6
11
30
7
4
7
1
19
49
From South
RT THRU LT
,
10
5
,
31
6
6
3
2
17
4'
2
o
2
3
o
o
2
10
5
5
PEAK PERIOD ANALYSIS FOR THE PERIOD: 4;00 PM - 6:00 PM
START
PEAK HOUR
4:00 PM
4:15 PM
4:00 PM
4:30 PM
4;15 PM
PEAK HR
FACTOR Right
0.86 53
0.95
0.85
0.95
0.84
0.95
0.88
0.93
14
31
9
VOLUMES ...
Thru Left
2
570
5
746
o
31
,
10
Entire Intersection
53
14
29
6
1
570
6
727
o
31
7
12
Total
54
615
42
745
55
615
44
765
PH~
3
2
3
o
,
2
2
2
2
,
16
PERCENTS
Right
96
2
70
1
9'
2
69
-
-
o .01 1-
From West
RT THRU LT
2
2
4
152
169
197
o 168
8 686
o
5
3
1
193
1BB
175
163
719
9
17 1405
Thru Left
4 0
93
11
9'
2
93
14
9'
5
1B
1
o
5
17
2
PAGE:
FILE: None
DATE: 12/16/03
Vehicle
Total
7
3
o
3
13
325
353
371
359
1408
6
1
7
3
17
373
341
336
297
1347
30
2755
I
Site Code 23140
DUNN ENGINEERING ASSOCIATES
PAGE: 1
N-S Street:
I-w Street:
AY OF WK :
Marlene Lane
FI LE: None
NYS Route 25
Tuesday
Movements by: Primary
DATE: 12/16/03
I
Total Turning Volumes for the Period: 4:15 PM - 5:15 PM
I
I
53
1
o
I
L
N
W+E
S
I
54
~
14
I
I
615 570
I
l
L
12
31
I
J
I
42
I
NYS Route 25
I
727
745
I
6
I
7
6
29
I
Marlene Lane
I
I
I
I
I
lite Code
23140
Street: Marlene Lane
N-S
I-w
AY
OF WK
Street: NYS Route 25
Ime
9,n
I:
:00 AM
:15
:30
11 :45
I
TOTAL
12: 00 PM
f'::
HR
I,
TOTAL
00 PM
:15
130
:45
HR TOTAL
Saturday
From North
RT THRU
7
9
10
16
42
2
2
o
2
6
DUNN ENGINEERING ASSOCIATES
LT
1
o
o
o
1
1
o
o
1
2
o
o
o
o
o
1_- _ _ __ _ u_ _ _ _uuuuu_u_u_ ______
IY
TOTAL
I
I
I
I
I
I
I
I
I
DIRECTION
FROM
North
South
West
North
East
South
East
West
10
15
9
12
46
2
o
3
o
5
8
8
15
11
42
1
2
1
5
130
16
3
Movements by: Primary
From East
RT
3
4
4
1
12
2
1
4
2
9
o
o 128
5 112
4 138
9 504
30
THRU
131
105
130
135
501
123
108
126
112
469
126
1474
LT
11
9
8
12
40
10
2
6
9
27
3
8
8
3
22
89
From South
RT
THRU LT
5
11
8
10
34
6
12
9
6
33
9
3
3
9
24
91
PEAK PERIOD ANALYSIS FOR THE PERIOD: 11:00 AM
START
PEAK HOUR
11:45 AM
11:00 AM
11:45 AM
12:00 PM
11:45 AM
PEAK HR
FACTOR
0.81
0.93
0.88
0.90
0.81
0.90
0.B8
0.89
.. VOLUMES ...
Right Thru Left Total
50
12
37
13
7
501
2
598
1
40
10
30
Entire Intersection
50
8
37
11
7
492
2
593
1
30
10
33
58
553
49
641
58
530
49
637
1
1
o
o
2
1
o
1
o
2
1
o
o
o
1
5
2:00 PM
2
2
1
1
6
3
2
.
2
11
2
3
o
2
7
24
From West
RT
THRU
86
2
76
2
86
2
76
2
5
2
1
4
12
.
1
2
6
13
169
139
131
159
598
.
150
2 136
3 145
7 150
16 581
.,
1745
. . .. PERCENTS
Right Thru Left
12
91
.
93
12
93
4
93
PHF -;.0,03
141
139
132
15.
566
2
7
20
5
2
6
20
5
PAGE: 1
FILE: None
DATE: 12/20/03
Vehicle
LT
Total
7
3
.
6
20
316
2B7
298
341
1242
6
16
5
3
30
337
296
300
312
1245
1
1
4
.
10
305
291
296
329
1221
60
3708
_ite Code
N-S Street:
[w Street:
Y OF WK ,
I
I
I
I
I
I
I
23140
Marlene Lane
NYS Route 25
Saturday
DUNN ENGINEERING ASSOCIATES
Movements by: primary
Total Turning Volumes for the Period: 11:45 AM - 12:45 PM
NYS Route 25
50
L
I
33
l
I
593
637
11
J
I
I
I
I
I
I
I
I
7
58
~
Marlene Lane
1
Marlene Lane
I
PAGE:
FILE: None
DATE: 12/20/03
N
W+E
S
8
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Accident Records
WHB\CYS Pharmacy, Mattituck-23140.00
File: TIS. wpd
-"Qra_s17_
Route: 25
- N'\W(n_ty Rma.M_m~yst.
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available tbru AUG-3l-200l
Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
-
-
*** Ref Mrkr: 25 0704 1527 INTERSECTION ACCIDENTS - SIGSBEE RD ***
-
- - --
Date 12/17/03 11:2<
Page 14
-
AUG-31-2001
(Continued)
AUG-06-1999 FRI03:00PM Persons Killed 0 Persons Injured: 1 Extent of Injuries: C Case: 1999-9485058
Accident Class: INJURY Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE
Manner of Collision: LEFT TURN (WITH OTHER CAR) Weather: CLEAR
Road Surface Condition:DRY Road Char: STRAIGHT/ GRADE Light Condition: DAYLIGHT
Loc. of Ped/Bicycle:NOT ENTERED Action of Ped/Bicycle:NOT ENTERED
Veh:
Veh:
JUN-10-2000
Veh:
Veh:
1 CAR/VAN/PICKUP
Num of Occupants:1
Direction of Travel:EAST
Pre-Aced Action: GOING STRAIGHT
Apparent Factors: UNKNOWN
Registered Weight: 4520
Drivers Age:26
Public Property Damage: NO
AHEAD
UNKNOWN
2 CAR/VAN/PICKUP Registered Weight: 3262
Num of Occupants:l Drivers Age:27
Direction of Travel:SOUTH-WEST Public Property Damage: NO
Pre-Accd Action: MAKING LEFT TURN
Apparent Factors: FAILURE TO YIELD RIGHT OF WAY UNKNOWN
SAT08:00PM Persons Killed 0
Accident Class: PROPERTY DAMAGE
Type of Accident: COLLISION WITH
Manner of Collision: REAR END
Road Surface Condition:DRY
Loc. of Ped/Bicycle:NOT ENTERED
Persons Injured: 0
Police Agency:
MOTOR VEHICLE
Extent of Injuries:
Case: 2000-0276620
Num Of Veh:2
Traffic Control: TRAFFIC SIGNAL
Weather: CLEAR
Road Char: STRAIGHT AND LEVEL Light Condition: DUSK
Action of Ped/Bicycle:NOT ENTERED
1 CAR/VAN/PICKUP
Num of Occupants:S
Direction of Travel:EAST
Pre-Accd Action: STOPPED
Apparent Factors: UNKNOWN
Registered Weight: UNKNOWN
Drivers Age:4 9
Public Property Damage: NO
IN TRAFFIC
UNKNOWN
2 CAR/VAN/PICKUP
Num of Occupants:3
Direction of Travel:EAST Public
Pre-Accd Action: GOING STRAIGHT AHEAD
Apparent Factors: DRIVER INATTENTION
Registered Weight: 2858
Dri vers Age :18
Property Damage: NO
UNKNOWN
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued=NO
School Bus Iovol ved:NO
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued=NO
School Bus Iovol ved:NO
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued:NO
School Bus Involved:NO
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued=NO
School Bus Involved:NO
~r"-s17_ _ _ -N"':n_ty uu~.Illa_M_m~st811 _
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available thru AUG-3l-200l
Route: 25 Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
- Da"'17/o:M -
Page 15
-
AUG-31-2001
*** Ref Mrkr: 25 0704 1527 INTERSECTION ACCIDENTS - SIGSBEE RD ***
(Continued)
JAN-19-2001
FRI03:00PM Persons Killed 0
Accident Class: INJURY
Type of Accident: COLLISION WITH
Manner of Collision: REAR END
Road Surface Condition:WET
Loc. of Ped/Bicycle:NOT ENTERED
Persons Injured: 1
Police Agency:
MOTOR VEHICLE
Extent of Injuries:
C
Case: 2001-1123585
Num Of Veh:2
Traffic Control: TRAFFIC SIGNAL
Weather: RAIN
Road Char: STRAIGHT AND LEVEL Light Condition: DAYLIGHT
Action of Ped/Bicycle:NOT ENTERED
Veh:
1 CAR/VAN/PICKUP
Num of Occupants:l
Direction of Travel:EAST Public
Pre-Aced Action: GOING STRAIGHT AHEAD
Apparent Factors: DRIVER INATTENTION
Registered Weight: 3950
Drivers Age :56
Property Damage: NO
State of Registration:UNKNOWN
Sex:UNI<llOWN Citations Issued=NO
School Bus Involved:NO
UNKNOWN
Veh:
2 CAR/VAN/PICKUP
Num of Occupants:1
Direction of Travel:EAST
Pre-Aced Action: SLOWED OR
Apparent Factors: UNKNOWN
Registered Weight: 4898
Drivers Age:31
Public Property Damage: NO
STOPPING
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued=NO
School Bus Involved:NO
UNKNOWN
~ra_s17_
Route: 25
-N~T_ty~a~_m~st.
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available thru AUG-3] -200]
Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
-
-
*** Ref Mrkr: 25 0704 1527 INTERSECTION ACCIDENTS - SIGSBEE RD ***
-
-
- --
Date 12/17/03 11:2,
Page 16
-
AUG-31-2001
(Continued)
APR-19-2001 THUOS:OOPM Persons Killed 0 Persons Injured: 1 Extent of Injuries: C Case: 2001-1222246
Accident Class: INJURY Police Agency: Num Of Veh:3
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL
Manner of Collision: OTHER Weather: CLEAR
Road Surface Condition:DRY Road Char: STRAIGHT AND LEVEL Light Condition: DAYLIGHT
Loc. of Ped/Bicycle:NOT ENTERED Action of Ped/Bicycle:NOT ENTERED
Veh:
Veh:
Veh:
1 CAR/VAN/PICKUP
Num of Occupants:1
Direction of Travel:EAST
Pre-Aced Action: STOPPED
Apparent Factors: UNKNOWN
2 CAR/VAN/PICKUP
Num of Occupants:1
Direction of Travel:EAST
Pre-Aced Action: STOPPED
Apparent Factors: UNKNOWN
Registered Weight: UNKNOWN
Dri vera Age:4 7
Public Property Damage: NO
IN TRAFFIC
UNKNOWN
Registered Weight: 1964
Drivers Age:20
Public Property Damage: NO
IN TRAFFIC
UNKNOWN
3 CAR/VAN/PICKUP
Num of Occupants:1
Direction of Travel:EAST
Pre-Aced Action: UNKNOWN
Apparent Factors: DRIVER INEXPERIENCE
Registered Weight: 3690
Dri vera Age:3 0
Public Property Damage: NO
UNKNOWN
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued=NO
School Bus lnvel ved:NO
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued=NO
School Bus lnval ved:NO
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued:NO
School Bus Involved:NO
_OQr'-'s17_
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Date 12/17/0311:2,
Page 17
-
Route: 25
-~T_tyRma_M_m_st.
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available thru AUG-3l-200l
Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
AUG-31-2001
*** Ref Mrkr: 2S 0704 1527 INTERSECTION ACCIDENTS _ SIGSBEE RD ***
(Continued)
JUN-02-2QOl
SAT05:00PM Persons Killed 0
Accident Class: PROPERTY DAMAGE
Type of Accident: COLLISION WITH
Manner of Collision: REAR END
Road Surface Condition:DRY
Loc. of Ped/Bicycle:NOT ENTERED
Persons Injured: 0
Police Agency:
MOTOR VEHICLE
Extent of Injuries:
Case: 2001-1263470
Num Of Veh:2
Traffic Control: TRAFFIC SIGNAL
Weather: CLOUDY
Road Char: STRAIGHT AND LEVEL Light Condition: DAYLIGHT
Action of Ped/Bicycle:NOT ENTERED
Veh: 1 CAR/VAN/PICKUP Registered Weight: UNKNOWN State of Registration:UNKNOWN
Num of Occupants:l Drivers Age:38 Sex:UNKNOWN Citations Issued:YES
Direction of Travel:EAST Public Property Damage: NO School Bus Involved:NO
Pre-Aced Action: GOING STRAIGHT AHEAD
Apparent Factors: ALCOHOL INVOLVEMENT FOLLOWING TOO CLOSELY
Veh:
2 CAR/VAN/PICKUP
Num of Occupants:1
Direction of Travel:EAST
Pre-Aced Action: STOPPED
Apparent Factors: UNKNOWN
Registered Weight: 3638
Dri vers Age :78
Public Property Damage: NO
IN TRAFFIC
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued=NO
School Bus Invel ved:NO
UNKNOWN
*** Ref Mrkr: 25 0704 1528 NON-INTERSECTION ACCIDENTS ***
JUL-ll-2000 TOE
Accident Class:NON-REPORTABLE
Police Agency:
Case: 2000-0698976
Num Of Veh:UNKNOWN
~r""s17_
Route: 25
-
-N~T_ty 8maBM_mMyst.
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available tbru AUG-31-2001
Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
-
-
- - --
Date 12/17/03 11 :2,
Page 18
-
AUG-31-2001
*** Ref Mrkr: 25 0704 1528 NON-INTERSECTION ACCIDENTS ***
AUG-07-2000
Veh:
Veh:
( Continued)
MON 12: OOPM Persons Killed 0
Accident Class: PROPERTY DAMAGE
Type of Accident: COLLISION WITH
Manner of Collision: REAR END
Road Surface Condition: DRY
Loc. of Ped/Bicycle: NOT ENTERED
Persons Injured: 0 Extent of Injuries:
Police Agency:
Case: 2000-0338826
Num Of Veh:2
MOTOR VEHICLE Traffic Control:TRAFFIC SIGNAL
Weather :CLEAR
Road Char:STRAIGHT AND LEVEL Light Condition:DAYLIGHT
Action of Ped/Bicycle:NOT ENTERED
1 CAR/VAN/PICKUP
Num of Occupants: 1
Direction of Travel:EAST Public
Pre-Aced Action: STARTING IN TRAFFIC
Apparent Factors: DRIVER INATTENTION
Registered Weight: 4088
Drivers Age: 33
Property Damage: NO
Sex: UNKNOWN
State of Registration: UNKNOWN
Citation Issued: NO
School Bus Involved: NO
UNKNOWN
2 CAR/VAN/PICKUP
Num of Occupants: 7
Direction of Travel:EAST
Pre-Aced Action: STOPPED
Apparent Factors: UNKNOWN
Registered Weight: UNKNOWN
Drivers Age: 43
Public Property Damage: NO
IN TRAFFIC
Sex: UNKNOWN
State of Registration: UNKNOWN
Citation Issued: NO
School Bus Involved: NO
UNKNOWN
DEC-22-2000 FRI 11:00PM Persons Killed 0 Persons Injured: 0 Extent of Injuries: Case: 2000-0518878
Accident Class: PROPERTY DAMAGE Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control:NONE
Manner of Collision: RIGHT ANGLE Weather:SNOW
Road Surface Condition: SNOW/ICE Road Char:STRAIGHT/ GRADE Light Condition:UNKNOWN
Loc. of Ped/Bicycle: NOT ENTERED Action of Ped/Bicycle:NOT ENTERED
Veh:
Veh:
1 CAR/VAN/PICKUP
Num of Occupants: 1
Direction of Travel:WEST Public
Pre-Accd Action: GOING STRAIGHT AHEAD
Apparent Factors: UNKNOWN
Registered Weight: 2914
Drivers Age: 49
Property Damage: NO
Sex: UNKNOWN
State of Registration: UNKNOWN
Citation Issued: NO
School Bus Involved: NO
UNKNOWN
2 CAR/VAN/PICKUP
Num of Occupants: 2
Direction of Travel:SOUTH
Pre-Aced Action: MAKING LEFT
Apparent Factors: UNKNOWN
Registered Weight: 3357
Drivers Age: 71
Publie Property Damage: NO
TURN
Sex: UNKNOWN
State of Registration: UNKNOWN
Citation Issued: NO
School Bus Involved: NO
UNKNOWN
_oqra_s17_
Route: 25
-N~T_ty ama_M_m~yst.
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available thru AUG-31-2001
Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
-
-
SEP-OS-1998
*** Ref Mrkr: 25 0704 1528 INTERSECTION ACCIDENTS - FACTORY AVE ***
SATO?: OOPM Persons Killed 0
Accident Class: PROPERTY DAMAGE
Type of Accident: COLLISION WITH
Manner of Collision: OVERTAKING
Road Surface Condition:DRY
Loc. of Ped/Bicycle:NOT ENTERED
Persons Injured: 0
Police Agency:
MOTOR VEHICLE
Extent of Injuries:
Case: 1998-8528214
Num Of Veh:2
Traffic Control: STOp SIGN
Weather: CLEAR
Road Char: STRAIGHT AND LEVEL Light Condition: DARK-ROAD
Action of Ped/Bicycle:NOT' ENTERED
-
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Date 12/17/03 11:2"
Page 19
-
-
AUG-31-2QOl
LIGHTED
Veh: 1 CAR/VAN/PICKUP Registered Weight: 2405 State of Registration:UNKNOWN
Num of Occupants:1 Drivers Age:40 Sex:UNKNOWN Citations Issued=NO
Direction of Travel:SOUTH-WEST Public Property Damage: NO School Bus Involved~O
Pre-Accd Action: MAKING RIGHT TURN
Apparent Factors: TURNING IMPROPER DRIVER INATTENTION
Veh:
2 CAR/VAN/PICKUP Registered Weight: 2050
Num of Occupants:2 Drivers Age:41
Direction of Travel:SOUTH-WEST Public Property Damage: NO
Pre-Aced Action: MAKING RIGHT TURN
Apparent Factors: PASSING OR LANE USAGE IMPROPERLY UNKNOWN
State of Registration:UNKNOWN
Sex:UNKNOWN Citations lssued:NO
School Bus lnvol ved ~O
SEP-26-1998 SAT04:00AM Persons Killed 0 Persons Injured: 3 Extent of Injuries: CCB Case: 1998-8567076
Accident Class: INJURY Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN
Manner of Collision: LEFT TURN (AGAINST OTHER CAR) Weather: CLEAR
Road Surface Condition:DRY Road Char: STRAIGHT AND LEVEL Light Condition: DAYLIGHT
Loc. of Ped/Bicycle:NOT ENTERED Action of Ped/Bicycle:NOT ENTERED
Veh:
Veh:
1 CAR/VAN/PICKUP
Num of Occupants:1
Direction of Travel:WEST
Pre-Aced Action: GOING STRAIGHT
Apparent Factors: UNKNOWN
Registered Weight: 2707
Drivers Age:43
Public Property Damage: NO
AHEAD
UNKNOWN
2 CAR/VAN/PICKUP Registered Weight: 4429
Num of Occupants:3 Drivers Age:64
Direction of Travel:S0UTH Public Property Damage: NO
Pre-Aced Action: MAKING LEFT TURN
Apparent Factors: FAILURE TO YIELD RIGHT OF WAY UNKNOWN
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued=NO
School Bus Involved:NO
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued=NO
School Bus Involved:NO
-~T_ty~a_M_m_st.
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available tbru AUG-3l-200l
Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
~ra_s17_
Route: 25
-
-
*** Ref Mrkr: 25 0704 1528 INTERSECTION ACCIDENTS - FACTORY AVE ***
-
-
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Oate 12/17/03 11 :2,
Page 20
-
AUG-31-2001
(Continued)
JUN-19-1999 SAT02:00PM Persons Killed 0 Persons Injured: 0 Extent of Injuries: Case: 1999-9398230
Accident Class: PROPERTY DAMAGE Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE
Manner of Collision: LEFT TURN (AGAINST OTHER CAR) Weather: CLEAR
Road Surface Condition:DRY Road Char: STRAIGHT AND LEVEL Light Condition: DAYLIGHT
Loc. of Ped/Bicycle:NOT ENTERED Action of Ped!Bicycle:NOT ENTERED
Veh: 1 CAR/VAN/PICKUP Registered Weight: 3651 State of Registration:ONKNOWN
Num of Occupants:1 Drivers Age:29 Sex:UNKNOWN Citations Issued:NO
Direction of Travel:NORTH-EAST Public Property Damage: NO School Bus Involved~O
Pre-Aced Action: MAKING LEFT TURN
Apparent Factors: FAILURE TO YIELD RIGHT OF WAY TURNING IMPROPER
Veh:
2 CAR/VAN/PICKUP
Num of Occupants:1
Direction of Travel:WEST
Pre-Accd Action: GOING STRAIGHT
Apparent Factors: UNKNOWN
Registered Weight: 2562
Dri vers Age :49
Public Property Damage: NO
AHEAD
UNKNOWN
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued:NO
School Bus Involved:NO
NOV-30-1999 TUE03:00PM Persons Killed 0 Persons Injured: 0 Extent of Injuries: Case: 1999-9631283
Accident Class: PROPERTY DAMAGE Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: STOP SIGN
Manner of Collision: RIGHT ANGLE Weather: CLOUDY
Road Surface Condition:DRY Road Char: STRAIGHT/ GRADE Light Condition: DAYLIGHT
Loc. of Ped/Bicycle:NOT ENTERED Action of Ped/Bicycle:NOT ENTERED
Veh:
Veh:
1 CAR/VAN/PICKUP Registered Weight: 3051
Num of Occupants:1 Drivers Age:3 7
Direction of Travel:SOUTH-EAST Public Property Damage: NO
Pre-Aced Action: MAKING LEFT TURN
Apparent Factors: FAILURE TO YIELD RIGHT OF WAY UNKNOWN
2 CAR/VAN/PICKUP
Num of Occupants:1
Direction of Travel:WEST
Pre-Aced Action: GOING STRAIGHT
Apparent Factors: UNKNOWN
Registered Weight: 5300
Drivers Age :45
Public Property Damage: NO
AHEAD
UNKNOWN
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued:NO
School Bus Involved:NO
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued:NO
School Bus Involved:NO
-~T_ty ~a_M_m_st.
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available thru AUG-3l-2001
Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
-
-
~ra_s17_
Route: 25
*** Ref Mrkr: 25 0704 1528 INTERSECTION ACCIDENTS - FACTORY AVE ***
-
-
- --
Date 12/17/0311:2,
Page 21
-
AUG-31-2001
( Continued)
AUG-03-2000 THU09:0DPM Persons Killed 0 Persons Injured: 0 Extent of Injuries: Case: 2000-0334664
Accident Class: PROPERTY DAMAGE Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL
Manner of Collision: RIGHT ANGLE Weather: RAIN
Road Surface Condition:WET Road Char: STRAIGHT AND LEVEL Light Condition: DAYLIGHT
Loc. of Ped/Bicycle:NOT ENTERED Action of Ped/Bicycle:NOT ENTERED
Veh:
Veh:
1 CAR/VAN/PICKUP
Num of Occupants:3
Direction of Travel:SOUTH
Pre-Aced Action: SLOWED OR
Apparent Factors: UNKNOWN
Registered Weight: 2343
Drivers Age:1 7
Public Property Damage: NO
STOPPING
UNKNOWN
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued:NO
School Bus Involved:NO
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued:NO
School Bus Involved:NO
OCT-22-2000 SUN06:00PM Persons Killed 0 Persons Injured: 2 Extent of Injuries: AC Case: 2000-0424620
Accident Class: INJURY Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL
Manner of Collision: LEFT TURN (AGAINST OTHER CAR) Weather: CLEAR
Road Surface Condition:DRY Road Char: STRAIGHT AND LEVEL Light Condition: DARK-ROAD LIGHTED
Lac. of Ped/Bicycle:NOT ENTERED Action of Ped/Bicycle:NOT ENTERED
Veh:
Veh:
2 CAR/VAN / PI CKUP
Num of Occupants:1
Direction of Travel:EAST
Pre-Aced Action: BACKING
Apparent Factors: BACKING
Registered Weight: UNKNOWN
Drivers Age:36
Public Property Damage: NO
UNSAFELY
UNKNOWN
1 MOTORCYCLE
Num of Occupants:2
Direction of Travel:WEST
Pre-Accd Action: GOING STRAIGHT
Apparent Factors: UNKNOWN
Registered Weight: 765
Drivers Age :29
Public Property Damage: NO
AHEAD
UNKNOWN
2 CAR/VAN/PICKUP Registered Weight: 3650
Num of Occupants:1 Drivers Age:1 7
Direction of Travel:EAST Public Property Damage: NO
Pre-Accd Action: MAKING LEFT TURN
Apparent Factors: FAILURE TO YIELD RIGHT OF WAY UNKNOWN
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued:NO
School Bus Involved:NO
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued:NO
School Bus lnvol ved:NO
_0\1,'-'517_
-
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-
- Dat'~'17I03 11:2~ -
Page 22
-
Route: 25
-ffiWJT_ty ama_M_m~yst.
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available tbru AUG-3l-200l
Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
AUG-31-2001
*** Ref Mrkr: 25 0704 1528 INTERSECTION ACCIDENTS - FACTORY AVE ***
(Continued)
OCT-24-2000 TOE
Accident Class: NON-REPORTABLE
Police Agency:
Case: 2000-0778370
Num Of Veh: UNKNOWN
JAN-IO-2001 WED12:00PM Persons Killed 0 Persons Injured: 0 Extent of Injuries: Case: 2001-1113666
Accident Class: PROPERTY DAMAGE Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL
Manner of collision: RIGHT ANGLE Weather: CLEAR
Road Surface Condition:DRY Road Char: STRAIGHT AND LEVEL Light Condition: DAYLIGHT
Loc. of Ped/Bicycle:NOT ENTERED Action of Ped/Bicycle:NOT ENTERED
Veh:
1 CAR/VAN/PICKUP
Num of Occupants:2
Direction of Travel:SOUTH-EAST Public
Pre-Aced Action: MAKING LEFT TURN
Apparent Factors: UNKNOWN
Registered Weight: 2714
Drivers Age:61
Property Damage: NO
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued=NO
School Bus Involved:NO
UNKNOWN
Veh: 2 CAR/VAN/PICKUP Registered Weight: UNKNOWN State of Registration :UNKNOWN
Num of Occupants:1 Drivers Age:26 Sex:UNKNOWN Citations Issued:YES
Direction of Travel:WEST Public Property Damage: NO School Bus Involved~O
Pre-Aced Action: GOING STRAIGHT AHEAD
Apparent Factors: PASSING OR LANE USAGE IMPROPERLY TRAFFIC CONTROL DEVICES DISREGARDED
- ~Ol ~~.~ty~_ MMllemMystMI
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available thru AUG-3l-200l
Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
-
- --
Date 12/17/0311:2,
Page 23
-
-
-
_rOQr'-ss1~1
Route: 2S
-
AUG-31-2001
*** Ref Mrkr: 25 0704 1528 INTERSECTION ACCIDENTS - FACTORY AVE ***
(Continued)
MAY-D3-20DI THU12:DOAM Persons Killed 0 Persons Injured: 0 Extent of Injuries: Case: 2001-30013131
Accident Class: PROPERTY DAMAGE Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: TRAFFIC SIGNAL
Manner of Collision: REAR END Weather: CLEAR
Road Surface Condition:DRY Road Char: UNKNOWN Light Condition: DAYLIGHT
Loc. of Ped/Bicycle:NOT APPLICABLE Action of Ped/Bicycle:NOT APPLICABLE
Veh:
Veh:
1 CAR/VAN/PICKUP
Num of Occupants:l
Direction of Travel:WEST Public
Pre-Aced Action: STOPPED IN TRAFFIC
Apparent Factors: NOT APPLICABLE
Registered Weight: 5135
Dr i vera Age:5 0
Property Damage: NO
Sex:MALE
State of Registration:NY
Citations Issued=NO
School Bus loval ved::NO
UNKNOWN
2 CAR/VAN/PICKUP
Num of Occupants:1
Direction of Travel:WEST
Pre-Aced Action: GOING STRAIGHT
Apparent Factors: NOT APPLICABLE
Registered Weight: 3236
Dri verB Age :52
Public Property Damage: NO
AHEAD
Sex:FEMALE
State of Registration:NY
Citations Issued=NO
School Bus loval ved:NO
UNKNOWN
NQV-3D-199B
*** Ref Mrkr: 25 0704 1528 INTERSECTION ACCIDENTS - MARLENE LA ***
Extent of Injuries: Bee
Veh:
MON06:00PM Persons Killed 0
Accident Class: INJURY
Type of Accident: COLLISION WITH
Manner of Collision: OVERTAKING
Road Surface Condition:DRY
Loc. of Ped/Bicycle:NOT ENTERED
Persons Injured: 3
Police Agency:
MOTOR VEHICLE
Case: 1998-8697017
Num Of Veh:2
Traffic Control: NONE
Weather: CLOUDY
Road Char: STRAIGHT AND LEVEL Light Condition: DARK-ROAD
Action of Ped/Bicycle:NOT ENTERED
LIGHTED
1 CAR/VAN / PI CKUP
Num of Occupants:2
Direction of Travel:WEST
Pre-Accd Action: MAKING RIGHT
Apparent Factors: UNKNOWN
Registered Weight: 4128
Drivers Age:41
Public Property Damage: YES
TURN Second Event:
UNKNOWN
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued:NO
School Bus Involved:NO
COLL. W/LIGHT SUPPORT/UTILITY POLE
Veh: 2 CAR/VAN/PICKUP Registered Weight: 3196 State of Registration:UNKNOWN
Num of Occupants:l Drivers Age:74 Sex:UNKNOWN Citations Issued=NO
Direction of Travel :WEST Public Property Damage: YES School Bus Involved:NO
Pre-Aced Action: GOING STRAIGHT AHEAD Second Event: COLLISION WITH SIGN POST
Apparent Factors: TURNING IMPROPER FAILURE TO YIELD RIGHT OF WAY
- ~01Wety_rm_M.em~ys.
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available thru AUG-3l-200l
Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
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Route: 25
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*** Ref Mrkr: 25 0704 1528 INTERSECTION ACCIDENTS - MARLENE LA ***
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Date 12/17/0311:2<
Page 24
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AUG-31-2001
(Continued)
JUL-23-1999 FRI12:00PM Persons Killed 0 Persons Injured: 0 Extent of Injuries: Case: 1999-9461212
Accident Class: PROPERTY DAMAGE Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: OTHER
Manner of Collision: LEFT TURN (WITH OTHER CAR) Weather: CLEAR
Road Surface Condition:DRY Road Char: STRAIGHT AND LEVEL Light Condition: DAYLIGHT
Loc. of Ped/Bicycle:NOT ENTERED Action of Ped/Bicycle:NOT ENTERED
Veh: 1 CAR/VAN/PICKUP Registered Weight: 2310 State of Registration:UNKNOWN
Num of Occupants:2 Drivers Age:80 Sex:UNKNOWN Citations IssuedlNO
Direction of Travel:SOUTH-EAST Public Property Damage: NO School Bus Involved~O
Pre-Accd Action: MAKING LEFT TURN
Apparent Factors: FAILURE TO YIELD RIGHT OF WAY TURNING IMPROPER
Veh:
2 CAR/VAN!PICKUP
Num of Occupants:2
Direction of Travel:EAST
Pre-Accd Action: STOPPED
Apparent Factors: UNKNOWN
Registered Weight: 3685
Drivers Age:20
Public Property Damage: NO
IN TRAFFIC
llNRNOWN
State of Registration:UNKNOWN
Sex:UNKNOWN Citations IssuedlNO
School Bus lnvol ved ~O
AUG-11-1999 WED10:00AM Persons Killed 0 Persons Injured: 2 Extent of Injuries: CC Case: 1999-9493179
Accident Class: INJURY Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control: NONE
Manner of Collision: LEFT TURN (WITH OTHER CAR) Weather: RAIN
Road Surface Condition:WET Road Char: STRAIGHT AND LEVEL Light Condition: DAYLIGHT
Loc. of Ped/Bicycle:NOT ENTERED Action of Ped/Bicycle:NOT ENTERED
Veh:
Veh:
1 CAR/VAN!PICKUP
Num of Occupants:1
Direction of Travel:EAST
Pre-Aced Action: GOING STRAIGHT
Apparent Factors: UNKNOWN
Registered Weight: 4000
Drivers Age:48
Public Property Damage: NO
AHEAD
UNKNOWN
2 CAR/VAN/PICKUP Registered Weight: 2544
Num of Occupants:1 Drivers Age:87
Direction of Travel:SOUTH-EAST Public Property Damage: NO
Pre-Aced Action: MAKING LEFT TURN
Apparent Factors: FAILURE TO YIELD RIGHT OF WAY UNKNOWN
State of Registration:UNKNOWN
Sex:UNKNOWN Citations IssuedlNO
School Bus lnvol ved ~O
State of Registration:UNKNOWN
Sex:UNKNOWN Citations IssuedlNO
School Bus Inval ved ~O
- ~O"ety""lITn_ M.em~ystem
Accident Verbal Description Report
Intersection & Non-Intersection Accidents
Complete Accident Data Only Available thru AUG-31-200l
Highway Location Ref Mrkr Range: 25 0704 1521- 25 0704 1531 Dates: SEP-Ol-1998-
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Date 12117/03 11 :2,
Page 25
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_roqr_ss1_11
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Route: 25
AUG-31-2001
*** Ref Mrkr: 2S 0704 1528 INTERSECTION ACCIDENTS - MARLENE LA ***
(Continued)
DEC-08-1999 WED02:00PM Persons Killed 0 Persons Injured: 0 Extent of Injuries: Case: 1999-9640568
Accident Class: PROPERTY DAMAGE Police Agency: Num Of Veh:2
Type of Accident: COLLISION WITH MOTOR VEHICLE Traffic Control; STOP SIGN
Manner of Collision: RIGHT .ANGLE Weather: CLEAR
Road Surface Condition:DRY Road Char: STRAIGHT/ GRADE Light Condition: DAYLIGHT
Loc. of Ped/Bicycle:NOT ENTERED Action of Ped/Bicycle:NOT ENTERED
Veh: 1 CAR/VAN/PICKUP Registered Weight: UNKNOWN State of Registration :UNKNOWN
Num of Occupants:l Drivers Age:80 Sex:UNKNOWN Citations Issued=NO
Direction of Travel:NORTIi Public Property Damage: NO School Bus Involved:NO
Pre-Aced Action: GOING STRAIGHT AHEAD
Apparent Factors: FAILURE TO YIELD RIGHT OF WAY DRIVER INATTENTION
Veh:
2 CAR/VAN/PICKUP
Num of Occupants:1
Direction of Travel:WEST
Pre-Aced Action: GOING STRAIGHT
Apparent Factors: UNKNOWN
Registered Weight: 4081
Drivers Age:58
Public Property Damage: NO
AHEAD
State of Registration:UNKNOWN
Sex:UNKNOWN Citations Issued:NO
School Bus lnvol ved:NO
UNKNOWN
*** Ref Mrkr: 25 0704 1529 NON-INTERSECTION ACCIDENTS ***
SEP-22-1998
Veh:
Veh:
TOE 06:00AM Persons Killed 0
Accident Class: INJURY
Type of Accident: COLLISION WITH
Manner of Collision: HEAD ON
Road Surface Condition: WET
Loc. of Ped/Bicycle: NOT ENTERED
Persons Injured: 1 Extent of Injuries: C
Police Agency:
MOTOR VEHICLE Traffic Control:NONE
Weather:CLOUDY
Road Char:STRAIGHT AND LEVEL Light Condition:DAWN
Action of Ped/Bicycle:NOT ENTERED
Case: 1998-8557431
Num Of Veh:2
1 CAR/VAN/PICKUP
Num of Occupants: 1
Direction of Travel:WEST Public
Pre-Aced Action: GOING STRAIGHT AHEAD
Apparent Factors: PAVEMENT SLIPPERY
Registered Weight: 4000
Drivers Age: 41
Property Damage: NO
Sex: UNKNOWN
State of Registration: UNKNOWN
Citation Issued: NO
School Bus Involved: NO
UNKNOWN
2 CAR/VAN/PICKUP
Num of Occupants: 1
Direction of Travel:EAST Public
Pre-Aced Action: GOING STRAIGHT AHEAD
Apparent Factors: UNKNOWN
Registered Weight: 5648
Drivers Age: 32
Property Damage: NO
Sex: UNKNOWN
State of Registration: UNKNOWN
Citation Issued: NO
School Bus Involved: NO
UNKNOWN
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Public Transportation
WHB\CVS Pharmacy, Mattituck-23140.00
File: TIS. wpd
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42.nJ55.,'2iI)2ta/>
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OTHER TRAVEL IN FORMATION NUMBERS
HART ................. ...... ........... ....(631'.2708287
MTAUaUS . (Sl6)2Za.'1000
LONG ISlAND RAllIIOAO
InSuffolkCollnty.. ...........................(6311231-5.."
In Nil55i1UCovnty..... .. (5161 8ZZ-S'In
InNewYor1fOly................ ...17181 217-5'+n
LL TrlInsportltlon MfIlll. lnr;. .. (6311 m-CARS
SCAT PARATRANSIT
Paralranslt Bus Service is available to ADA elig;lble
passengers. To reflster or for more Information,
call Office of Handicapped Services a11631) 853-8337.
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SUFFOLK TRANS"
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SUFFOLK TRANSIT FARES
RtIgularfare$1.50
Student fare $1.00 (Between 14 to 22 years old)
(High SchoolfColiege 10 required)
Chlldnln under 5 years G1d FREE
(Umil3 children accompanied by adult)
Senior and Hamlicapped Persons 50 cents
Pel'lOf1al Care Attendant FREE
(when traveling with handicapped passengers)
Transfer.
'25cenls
. Available on request when paying fare
. Good only for one additional ride
. Accepted only on designated routes
. Valid for Iw'Cl hours from time received
. Nolvalidfor rehJmtrip
. Special restrictions may apply (see transfer)
PASSENGERS PLEASE
. Have exact fare ready; Driver cannot handle money.
. Passengers must deposit their own fare.
. Anive earlier than scheduled departure time.
. Signal to driver as bus approaches.
. Tell driver your destination.
. SeT Drivers are required to announce Majol' Bus Slop
locations.
. Smoking, drinking, eating and playing of redios is
prohibited on buses.
REDUCED FARE PROGRAM
FOR SENIOR & HANDICAPPED PERSONS
Personswithvalid,munlcipallyissuedcardsiclenl/fying
them as at leasl60 years old or mentally or physically
handicapped may ride for the reduced. one-way fare.
A valid Medicare Card is also accepted as 10. Persons
must display their 10 card to the driver when paying the
fare to rkfeallhe reduced rate.
For IDlnformation:
Seniors ID c:aU
Handicapped 10 call
Hearing Impaired TTY
(631)853-8200
(631) 853-8333
(631) 853-5658
SUFFOLK COUNTY TRANSIT SERVICE
MONDAY THROUGH SATURDAY
No service Sunday, New Year's Day, Memorial Day,
Independence Day, Labor Day, Thanksgiving Day
or Chrislmas Day.
PERSONS WITH DISABILITIES
~uPonrequest,driverswillassistwhaelchalr
passengers while boarding and leaving lift:
and with use of securement device. Use of
wheelchair lifls also available to passengers
using walkers. canes, bfaces or who are otherwise
mobilily-impaired. Person traveling wilh respiraloror
portable oxygen supply are permitted to ride SeT
buses. Service animals 10 accompany disabled
passengers are also permitted.
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Effective October 2002
ROBERT J. GAFFNEY
Suffolk County Executive
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ORIENT POINT TO EAST HAMPTON 5-92
. . . . . .
Orient Point Ferry Dock 8:40 9:40 10:40 11:40 12:40 1:40 2:40 3:35
Orient - - - 8:50 9:50 10:50 11:50 12:50 1:50 2:50 3:45
EaslMarlon - - - 8:55 9:55 10:55 11:55 12:55 1:55 2:55 3:50
GREEHPORT 6;15 6:55 8:00 9:00 10:00 11:00 12:00 1:00 2:00 3:00 4:00
Soul hold 6:20 7:05 8:10 9:10 10:10 11;10 12:10 1:10 2:10 3:10 4:10
Cutchofue 6:25 7:15 8:20 9:20 10:20 11:20 12:20 1:20 2:20 3:20 4:20
MATTITUCK 6:35 7:20 8:30 9:30 10:30 11:30 12:30 1:30 2:30 3:30 4:30
Jamesport 6:40 7:30 8:35 9:35 10:35 11:35 12:35 1:35 2:35 3:35 4:35
RIVERHEAD LIRA 6:50 7:40 8:45 9:45 10:45 11:45 12:45 1:45 2:45 3:45 4:45
RIVERHEAD Cog-ntv Cent.r. LY. 6:55 7:55 8:55 9:55 10:55 11:55 12:55 1:55 2:55 3:55 4:55
Flanders 1:10 8:10 9:10 10:10 11:10 12:10 1:10 2:10 3:10 4:10 5:10
Hampton Bays 7:20 8:20 9:20 10:20 11;20 12:20 1:20 2:20 3:20 4:20 5:20
Peconlc Beach 7;25 8:25 9:25 10;25 11:25 12:25 1:25 2:25 3:25 4:25 5:25
Shinnecock club 7;30 8:30 9:30 10:30 11:30 12:30 1:30 2;30 3:30 4:30 5:30
SOUTHAMPTON 7:35 8:35 9:35 10:35 11:35 12:35 1:35 2:35 3:35 4:35 5:35
Hay Ground 7:45 8:45 9:45 10:45 1U5 12:45 1:45 2:45 3:45 4:45 5:45
BRIDGEHAMPTON 7;50 8:50 9;50 10:50 11:50 12:50 1:50 2:50 3:50 4:50 5:50
SAG HARBOR 8:00 9:00 10:00 11:00 12:00 1:00 2:00 3:00 4:00 5:00 6:00
Hardscrabble 8:10 9:10 10:10 11:10 12:10 1:10 2:10 3:10 4:10 5:10 6:10
EAST HAMPTON 8:15 9:15 10:15 11;15 12:15 1:15 2:15 3:15 4:15 5:15 6:15
5-92 service .vall.ble Mond.y Ihru s.turd-r only.
AM-LIGHTFACE 'M-IOLDrACE
Schedules subjecl toch'nfewlthoutnoUce_
Suffolk Counly cannot anume responslblllly for Inconvenience, expenseordam.s;e
resultlns; from llmellble errors, delayed buses orfaUureto makeconnlKllons.
. In RlY.mnd bus Invel',.... .nd to North rorkYi. eR U.
CONNECTING SERVICE
ROUTE NO.
S-58,S-62,S-66
S-90,8A
lOA
108
LOCATION OF
CONNECTING BUS
RIVERHEAO
RIVERHEAO
SOUTHAMPTON/SAG HABOR
EAST HAMPTON/
BRIOGEHAMPTON
EAST HAMPTON
HAMPTON BAYS
IDC
1OD-[
RIV[RH[AO - MAIN LINE
SOUTHAMPTON - MONTAUK BRANCH
[AST HAMPTON - MONTAUK 8RANCH
FLANDERS
5-92
C.
ta
E
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EAST HAMPTON TO ORIENT POINT 5-92
. . . . . .
WT HAMPTON 7:35 8:40 9:40 10:40 11:40 12:40 1:40 2:40 3:40 4:40 5:40
Hardscrabble 7:40 8:45 9:45 10:45 11:45 12:45 1:45 2:45 3:45 4:45 5:45
SAG HARIOR 7:50 8:55 9:55 10:55 11:55 12:55 1:55 2:55 3:55 4:55 5:55
BRIDGEHAMPTON 8:00 9:05 10:05 11:05 12:05 1:05 2:05 3:05 4:05 5:05 6:05
HavGround 8:05 9:10 10:10 11:10 12:10 1:10 2:10 3:10 4:10 5:10 6:10
SOUTHAMPTON 8:10 9:15 10;15 11:15 12:15 1:15 2:15 3:15 4:15 5:15 6:15
ShlnnecockClub 8:17 9:20 10:20 11:20 12:20 1:20 2:20 3:20 4:20 5:20 6:20
PeconicBeach 8:22 9:25 10;25 11:25 12:25 1:25 2:25 3:25 4:25 5:25 6:25
Hampton Bays 8:27 9:30 10:30 11:30 12:30 1:30 2:30 3:30 4:30 5:30 6:30
Flanders 8:37 9:40 10:40 11:40 12:40 1:40 2:40 3:40 4:40 5:40 6:40
RIYERHEAD L1RR 8:50 9:50 10:50 11:50 12:50 1:50 2:50 3:50 5:05 5:50 6:50
RIVERHEAD, County Cente,- Lv. 8:55 9:55 10:55 11:55 12:55 1:55 2:55 3:55 4:55 5:55 7:00
Jamesport 9:05 10:05 11:05 12:05 1:05 2:05 3:05 4:05 5:15 6:05 7:05
MAmTUCK 9:15 10:15 11:15 12:15 1:15 2:15 3:15 4:15 5:25 6:15 7:15
Cutchodue 9:20 10:20 11:20 12:20 1:20 2:20 3:20 4:20 5:30 6:20 7:20
Soulhold 9:30 10:30 11:30 12:30 1:30 2:30 3:30 4:30 5:40 6:30 7:30
GREEMPORT 9:40 10:40 11:40 12:40 1:40 2:40 3:40 4:40 5:55 6:40 7:40
EaslMarion 9:45 10:45 11:45 12:45 1:45 2:45 - 4:45 6:00 - -
Orient 9:50 10:50 11:50 12:50 1:50 2:50 - 4:50 6:05 - -
Orient Point Ferry Dock 9:55 10:55 11:55 12:55 1:55 2:55 - 4:55 6:10 - -
ORINT
"'NT
@
NORTH
liARD/NEIlS
.,