HomeMy WebLinkAboutThe Hamlet At Cutchogue
TRAFFIC IMPACT STUDY
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THE HAMLET AT CUTCHOGUE
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Cutchogue, Town of Southold
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DECEMBER 2005
N " P JOB NO. 15300
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NELseN" 1110".
ENGINEEFlS &. 8Ufqvli.YOFlS
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TRAFFIC IMPACT STUDY
THE HAMLET AT CUTCHOGUE
Cutchogue, Town of Southold
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DECEMBER 2005
N & P JOB NO. 05300
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THE HAMLET AT CUTCHOGUE
II6P NELSON &. POPE
TABLE OF CONTENTS
PURPOSE OF REPORT .............................................................................................................. 1
STUDY METHODOLOGY ......................................................................................................... 4
EXISTING CONDITION ............................................................................................................5
Land Use ...... ....... .... .......................... .......................................... ................... .................... ...................... ................ 5
Roadway Network .... ................ ...... .............................. ............... .......................................... ........... ........... .... ......... 5
TRAFFIC VOLUME DATA........................................................................................................6
Accident History ..................................................................................................................................................... 10
LEVEL OF SERVICE DESCRIPTION...................................................................................13
EXISTING CONDITION ANALYSIS ..................................................................................... 14
NO BUILD CONDITION .......................................................................................................... 16
Traffic Growth.. ....................................... .... ........................... ............................... ...................... ............ ............... 16
Other Planned Proj eets ..... ....................... ............ ............ .................... .................... ....... ........................................ 16
PROPOSED DEVELOPMENT ................................................................................................ 20
Site Access ....... ......................... .............................................................. ...................... ......... ........................... ..... 20
Trip Generation ....... .................. .............................................................. ........................... ...................... .......... .... 20
Trip Distribution and Assignment. ................................................................. ....................... ................................. 20
TRAFFIC IMP ACT ANAL YSIS .............................................................................................. 28
CONCLUSION ........................................................................................................................... 32
FIGURES
Figure I: Area Map ..................................................................................................................................... 2
Figure 2: Location Map............................................................................................................................... 4
Figure 3: 2005 Seasonally Adjusted Weekday AM Traffic Volumes ......................................................... 7
Figure 4: 2005 Seasonally Adjusted Weekday PM Traffic Volumes ..........................................................8
Figure 5: 2005 Seasonally Adjusted Midday Saturday Traffic Volumes .................................................... 9
Figure 6: 2007 No Build Weekday AM Traffic Volumes ......................................................................... 17
Figure 7: 2007 No Build Weekday PM Traffic Volumes .......................................................................... 18
Figure 8: 2007 No Build Midday Saturday Traffic Volumes ....................................................................19
Figure 9: 2007 Site Generated Traffic Distribution ...................................................................................21
Figure 10: 2007 Site Generated Weekday AM Traffic Volumes............................................................... 22
Figure 11: 2007 Site Generated Weekday PM Traffic Volumes ............................................................... 23
Figure 12: 2007 Site Generated Midday Saturday Traffic Volumes ......................................................... 24
Figure 13: 2007 Build Weekday AM Traffic Volumes ............................................................................. 25
Figure 14: 2007 Build Weekday PM Traffic Volumes .............................................................................. 26
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THE HAMLET AT CUTCHOGUE
IIEP NELSON S. POPE
Figure 15: 2007 Build Midday Saturday Traffic Volumes ........................................................................27
TABLES
Table 1: Intersection Geometry ................................................................................................................... 6
Table 2: Accident Summary by Severity....................................................................................................10
Table 3: Accident Summary by Type of Collision........................................................... ..........................11
Table 4: Existing Condition Level of Service Summary ........................................................................... 14
Table 5: Trip Generation. .................. ................................... ...... ......... .... .... ........... ... ..... .......... .................. 20
Table 6: Level of Service Summary ...........................................................................................................28
Table 7: Proposed Mitigation Level of Service Table ............................................................................... 31
APPENDIX
Appendix A: Existing Traffic Volume
Appendix B: Other Planned Projects Trip Assignment
Appendix C: Trip Generation
Appendix 0: Level of Service Defmitions
Appendix E: Capacity Analysis/Level of Service Worsheets & Summary Tables
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THE HAMLET AT CUTCHOGUE
NCP NELSON &. POPE
PURPOSE OF REPORT
Nelson & Pope has investigated the potential traffic impacts associated with a proposed residential
development in Cutchogue, Town of Southold, Suffolk County. The proposed project consists of
developing 135 single family homes and 15 resident-owned condominiums on a 46.16 acre lot zoned
Hamlet Density (HD) Residential District situated on the north side of the Schoolhouse Road and Griffin
Road intersection. Figure I shows a general map of the area and Figure 2 the location ofthe site.
This report summarizes the results of a detailed investigation of the traffic impacts of the proposed
residential development by reviewing the area's existing roadway characteristics and traffic conditions,
estimating the vehicular volume and pattern that the proposed development will generate during peak
hours, and analyzing the effect of the additional volume on the surrounding roadway network.
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THE HAMLET AT CUTCHOGUE
N0P NELSON &. POPE
TOWN OF SOUTH OLD
AREA MAP
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SITE LOCATION
Figure 1: Area Map
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THE HAMLET AT CUTCHOGUE
... NELSON &: POPE
11958
SOURCE: Hagstrom Suffolk County Atlas
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THE HAMLET AT CUTCHOGUE
.. NELSON &, POPE
Figure 2: Location Map
STUDY METHODOLOGY
The methodology used for this investigation consisted of a detailed review of existing land-use, roadway
and traffic conditions near the proposed site for the Existing Condition, the No Build Condition (future
traffic conditions without the proposed development), and the Build Condition (future traffic conditions
with the proposed development).
The Existing Condition was analyzed utilizing seasonally adjusted traffic volumes to represent the peak
month of the year and field geometry collected at the following intersections:
. Main Road (NYS Route 25) at Depot Lane
. Main Road (NYS Route 25) at Griffin Street
. Middle Road (CR 48) at Depot Lane
. Schoolhouse Road at Depot Lane
The No Build Condition traffic volumes consist of the existing volumes adjusted by an annual growth
factor to account for increases in population as well as proposed developments within the vicinity of the
site. At the time this report was written, there were no other projects being planned in the immediate area
that were identified.
The traffic volumes generated by the proposed project were calculated and then added to the No Build
Condition to determine the traffic volumes for the future Build Condition with the proposed
development. The study intersections were then analyzed using Highway Capacity Software (HCS+) by
applying the existing field geometry, signal timings, and the calculated traffic volumes to determine
levels of service (LOS). Any substantial degradation in LOS between the No Build and Build
intersections were considered significant traffic impacts generated by the proposed development.
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THE HAMLET AT CUTCHOGUE
JIEP NELSON &. POPE
EXISTING CONDITION
Land Use
The site is a 46.16-acre vacant and wooded parcel zoned Hamlet Density (HD) Residential District
situated on the north side of the Schoolhouse Road and Griffin Road intersection approximately 0.75
miles south of the Long Island Rail Road. The site is surrounded by farmland and residential homes.
Roadway Network
The following is a list of roads that comprise the roadway network surrounding the site. The general
descriptions refer only to the sections of the road that exist in the vicinity of the site. The cross-section of
these roads may vary further away. The AADT - Average Annual Daily Traffic is provided for each
road, where available from either New York State Department of Transportation (NYSDOT) or the
Suffolk County Department of Public Works (SCDPW).
Main Road (NYS Route 25) is under the jurisdiction of the NYSDOT and extends east-west across the
Town of Southold and Suffolk County. It has one travel lane in each direction, full shoulders, and a
posted speed limit of 35 miles per hour. The average annual daily traffic volume is 12,500 vehicles per
day (source: NYSDOT 2004 Traffic Volume Report).
Middle Road (CR 48) is under SCDPW jurisdiction and provides a major east-west throughway across
the Town of Southold and into the Town of Riverhead where it changes to Sound Avenue. Within the
study area, the roadway is divided with a landscaped median and two travel lanes in each direction.
Exclusive turning lanes are present at the study intersection. Middle Road has a posted speed limit of 55
miles per hour. The average annual daily traffic volume is 14,500 vehicles per day (source: SCDPW
2004)
Depot Lane is located east of the site and is under Town of Southold jurisdiction. The roadway extends
north-south from Main Road/NYS Route 25 to CR 84/0regon Road. Depot Lane has one travel lane in
each direction and provides a direct connection between Main Road (NYS Route 25) and Middle Road
(CR48). The posted speed limit is 40 miles per hour.
Schoolhouse Road is under Town of Southold jurisdiction and extends east-west on the south end of the
site with its eastern terminus at Depot Lane and its western terminus at Griffin Street. It has one travel
lane in each direction and a posted speed limit of 30 miles per hour.
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THE HAMLET AT CUTCHOGUE
NEP NELSON &. POPE
Griffin Street is a local access road under Town of Southold jurisdiction. It extends north-south for a
short distance connecting Main Road with Schoolhouse Lane. Currently, Griffin Street terminates at the
south end of the proposed site. It has one travel lane in each direction and a short landscaped median and
turning lanes at the intersection with Main Road. The posted speed limit is 30 miles per hour.
Table 1 summarizes the lane configurations and traffic controls at the study intersections.
Table 1: Intersection Geometry
Intersection
Approach Lane Traffic Control
Designation*
EB L-T Stop Control at
WB TR
SB LR Depot Lane Approach
EB LT Stop Control at
WB TR
SB LR Griffm Street Approach
EB L-T-T-R Grass Median on Middle Road
WB L-T-T-R
NB LTR (CR 48) and Stop Control at
SB LTR Depot Lane Approaches
EB LR Yield at
NB LT Schoolhouse Road Approach
SB TR
Main Road (NYS Route 25) at Depot Lane
Main Road (NYS Route 25) at Griffm Street
Middle Road (CR 48) at Depot Lane
Schoolhouse Road at Depot Lane
. L = Left turn lane; T = Through lane; R = Right turn lane; LT = Left/through lane; TR = Through/right lane
Traffic Volume Data
Turning movement volume counts were collected at the study intersections on Tuesday, October 18,
2005 during the AM (7:00-9:00 AM), PM (4:00-6:00), and Saturday, October IS, 2005, (11:00 AM-2:00
PM) peak periods. The peak hour volumes at the study intersections were identified; peak hour factors
were calculated for each approach; and the traffic volumes were adjusted to account for seasonal
variations. Traffic volumes in October are typically lower than the peak month of August for the
weekday and weekend traffic. Therefore, a seasonal adjustment factor of 1.14 was obtained from
NYSDOT and applied to increase the traffic data for the weekday volume and a factor of 1.19 was
applied to the midday Saturday volumes. The seasonally adjusted existing weekday and Saturday peak
hour traffic volumes utilized in the analysis are depicted in Figures 3, 4, and 5 and further detailed in
Appendix A.
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THE HAMLET AT CUTCHOGUE
~ NELSON & POPE
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FIgure 3: 2005 Seasonally Adjusted Weekday AM Traffic Volumes
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THE HAMLET AT CUTCHOGUE
~ NELSON S. POPE
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Figure 4: 2005 Seasonally Adjusted Weekday PM Tramc Volumes
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THE HAMLET AT CUTCHOGUE
IIE:P NELSON S. POPE
Figure 5: 2005 Seasonally Adjusted Midday Saturday Traffic Volumes
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THE HAMLET AT CUTCHOGUE
II&P NELSON &, POPE
Accident History
The most recent available accident data, June 1999 through May 2002, in the vicinity of the site, was
obtained from the New York State Department of Transportation (NYSDOT). Table 2 summarizes the
accident data by location and severity of injury and Table 3 summarizes the type of collision.
Table 2: Accident Summary by Severity
Location
Accident Severity
Property
Damage
TOTAL
Fatality
Injury
Main Road (NYS 25) between Case Lane and
Street
6
7
Main Road (NYS 25) at Griffm Street
2
3
Main Road (NYS 25) between Griffm Street
and New Suffolk A venue
2
Main Road (NYS 25) at New Suffolk Avenue
3
2
5
Main Road (NYS 25) between New Suffolk
A venue and Depot Lane
8
12
4
Main Road (NYS 25) at Depot Lane
2
5
3
Main Road (NYS 25) between Depot Lane
and Pequash Avenue
2
3
Griffm Street between Main Road (NYS 25)
and Schoolhouse Lane
Schoolhouse Lane between Griffm Street and
Depot Lane
o
Depot Lane at Middle Road (CR 48)
4
II
7
Depot Lane between Middle Road (CR 48)
and L.J.R.R. Tracks
2
3
Depot Lane between L.I.R.R. Tracks and
Schoolhouse Lane
o
Depot Lane between Schoolhouse Lane and
Main Road (NYS 25)
Total
22
42%
30
56%
53
100%
2%
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THE HAMLET AT CUTCHOGUE
IIEP NELSON 6:. POPE
Location
Table 3: Accident Summary by Type of Collisiou
Accident Type
Right Rear Head Left Right Fixed Ped! Side-
Angle End On Turn Turn Object Bicycle Swipe
Over- Non- Other/
Total
Taking Reportable Unknown
"in Road (NYS 25) between Case
It'e and Griffm Street
lain ROad~YS 25) atGri~~Street
Main Road (NYS 25) between Griffm
leet and New Suffolk Avenue
ain Road (NYS 25) at New Suffolk
A venue
lin Road (NYS 25) between New
Suffolk A venue and Depot Lane
lai~ R~a~(~~~ 25)at ~epot~an~
lin Road (NYS 25) between Depot
ne and Pequash Avenue
liffin Street between Main Road
YS 25) and Schoolhouse Lane
Schoolhouse Lane between Griffm
leet and Depot Lane
Depot Lane at Middle Road (CR 48)
1;~;~~e.~~.;:~.~~.~;~~I~~~~~(~~
48) and L.1.R.R. Tracks
I;;t.~~~~.~e;:e~~ ~.I.~.~. ;;~~~s
and Schoolhouse Lane
apot Lane between Schoolhouse Lane
iii Main Road (NYS 25)
3
2
7
3
3
2
2
5
5
3
2
]2
2
5
3
o
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Total
21
39%
3
6%
3
6%
53
100%
2
4%
o
0%
4
7%
7
13%
1] 0
21% 0%
2%
2%
A total of 53 accidents occurred within the study area during the 3-year analysis period. The majority of
accidents, 56%, involved property damage and there was one fatality that occurred on Main Road (NYS
25) between Case Lane and Griffin Street. The fatality involved a bicyclist emerging from behind a
parked vehicle being struck by a vehicle with defective brakes in slippery/slush roadway conditions. The
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THEHAMLETATCUTCHOGUE
IIEP NELSON &. POPE
greatest number of accidents occurred on Main Road (NYS Route 25) between New Suffolk Avenue and Depot
Lane (12 accidents). A review of Table 3 indicates that excluding non-reportable cases, the plurality of
the accidents (39%) involved right angle collisions. Most of the right angle accidents (9 accidents)
occurred at the intersection of Middle Road and Depot Lane, which were caused by drivers failing to
yield right-of-way. The next highest category of accident type consisted of rear-end accidents (21 %).
Rear-end collisions may be an indication of congested conditions or driver inattention and slippery/wet
roadway conditions.
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THE HAMLET AT CUTCHOGUE
JIEP NELSON &. POPE
LEVEL OF SERVICE DESCRIPTION
Level of service and capacity analyses for the study intersections were performed using Highway
Capacity Software (HCS+) Release 5.1, prepared by the Federal Highway Administration. HCS+ is a
series of computer programs strictly adhering to the guidelines set forth in Transportation Research
Board (TRB) Special Report 209: Highway Capacity Manual (HCM), 3rd Edition. HCM contains
procedures and methodologies for estimating capacity and determining level of service for many
transportation facilities and modes including signalized and unsignalized intersections. The 3rd edition of
this manual was updated in 2000 as Highway Capacity Manual 2000.
An intersection's level of service (LOS) describes its quality of traffic flow. It ranges in grade from LOS
"A" (relatively congestion-free) to LOS "F" (very congested). The level of service definition, as well as
the threshold values for each level, varies according to whether the intersection is controlled by a signal
or a stop sign. A brief description is given here and a more detailed definition is found in Appendix D.
The flow at a two-way stop controlled (TWSC) intersection is gauged in terms of LOS and capacity. The
capacity of a controlled leg is based on the distribution of gaps in the major street traffic, driver judgment
in selecting a gap, and the follow-up time required by each driver in a queue. The LOS for a TWSC
intersection is determined by the control-delay, and is defined for each movement rather than for the
overall intersection. As with signalized intersections, HCS+ quantifies only the average control delay,
which is a function of the approach and the degree of saturation for any particular minor movement.
The capacity of a signalized intersection is evaluated in terms of the ratio of demand flow rate to capacity
(V/C ratio). The capacity for each approach represents the maximum rate of flow (for the subject
approach) which may pass through the intersection under prevailing traffic, roadway and signal
conditions. The level of service of a signalized intersection is evaluated on the basis of average control-
delay measured in seconds per vehicle (sec/veh). The control-delay is calculated using an equation that
combines the stopped-delay with the vehicle acceleration/deceleration delay that is caused by the
signalized intersection.
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THE HAMLET AT CUTCHOGUE
II6P NELSON 0;; POPE
EXISTING CONDITION ANALYSIS
The existing traffic volumes depicted in Figures 3 through 5 were used with the intersection geometry
and traffic control to determine the existing capacity and LOS of the study intersections. Table 4 contains
the LOS summary for the Existing Condition calculated through the HCS+ software described
previously. The detailed analysis worksheets are in Appendix E.
Table 4: Existing Condition Level of Service Summary
Location AM Peak Hour PM Peak Hour Saturday Peak Hour
(Unsignalized Approach Movt LOS Delay V/C LOS Delay V/C LOS Delay V/C
Intersections)
Main Road (NYS 25) at EB L A 9.1 0.06 A 9.7 0.08 A 9.6 0.08
-"~~~ "_."W~_
Depot Lane SB LR D 32.6 0.54 F 71.8 0.82 F 114.9 0.92
EB LT A 9.3 0.08 A 9.8 0.07 A 9.5 0.06
Main Road (NYS 25) at SB L D 30.0 0.16 E 48.4 0.31 F 55.0 0.52
Griffm St.
R B 13.6 0.13 C 15.6 0.14 B 14.9 0.]5
EB L A 9.6 0.01 B 10.2 0.03 A 8.7 0.01
~~.__~'.^'M_W.__W_
WB L A 9.4 0.09 A 9.4 0.10 A 9.1 0.07
'_"^'MH.,'_._'~~~___~'~_~'___^" ------.-.
Middle Road (CR 48) at NB LT D 34.6 0.44 E 39.1 0.45 C 21.6 0.21
Depot Lane R B 11.3 0.12 B 11.2 0.12 B 11.1 0.12
,~~~_,__'_'_W"~"""_' ..h___'_~_"+_~,,,____. H"H___'.'_~__'____"_"'_"'_'.~__"_
SB LT D 29.0 0.15 D 31.8 0.10 C 21.1 0.10
R B 11.4 0.02 B 11.9 0.03 B 10.2 0.01
Schoolhouse Road at NB LT A 7.5 0.00 A 7.6 0.00 A 7.5 0.01
Depot Lane ~,M__'_"
EB LR A 9.9 0.06 A 9.7 0.05 A 9.8 0.09
Notes: LOS:= Level afService, Delay = secondslvehicle, vie = Volume/Capacity Ratio
Main Road at Depot Lane
As shown in the results contained in the table above, the southbound approach currently operates at an
acceptable LOS D during the morning peak hour and a poor LOS F during the PM and Saturday peak
hours due to heavy traffic volumes on Main Road resulting less gaps in the street traffic for these
southbound vehicles.
Main Road at Griffin Street
The southbound left-turn movement onto Main Road currently operates at a LOS F and E in the PM and
Saturday peak hours, respectively. The other intersection movements operate at good or acceptable LOS
during each of the peak hours.
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THE HAMLET AT CUTCHOGUE
II6P NELSON &. POPE
Middle Road at Depot Lane
The eastbound and westbound left-turn movements from Middle Road operate at very good LOS AlE
during all peak hours. The Depot Lane northbound and southbound left and through movements however,
experience significant delays during the morning and evening weekday peak hours with LOS DIE. These
approaches are stop controlled requiring the left and through movements to wait for gaps in traffic on
Middle Road.
Schoolhouse Road at Deoot Lane
Schoolhouse Road at Depot Lane is controlled by a yield sign on the eastbound approach, however for
analysis purposes the eastbound approach was analyzed as stop-controlled resulting in a LOS A for all
time periods.
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THE HAMLET AT CUTCHOGUE
NE:P NELSON & POPE
NO BUILD CONDITION
Traffic conditions in the area will change even if the proposed project is not constructed. The future
condition without the proposed project, known as the No Build Condition, is developed by considering
traffic associated with the following factors:
. Other planned projects, located near the study area, that have the potential to affect traffic
patterns at the study intersections in this report.
. Ambient growth that stems from increases in population and from minor developments
outside the project area.
Traffic Growth
A 1.8% annual growth factor, which projects the ambient growth for the North Fork, was obtained from
the NYSDOT. This factor was derived through data presented in the Long Island Transportation Plan
2000 study (LITP2000). The growth factor was applied to the seasonally adjusted existing traffic
volumes at the study intersections in order to develop year 2007 No Build Condition volumes.
Other Planned Projects
"Other Planned Projects" is a term that refers to developments located near the project site that are
currently under construction or in the planning stages. Traffic generated by these projects may
significantly influence the operations of the study intersections and would not be represented in the field
data collected. At the time of the preparation of this report, there were no other projects being planned in
the immediate area that were identified.
The 2007 No Build Condition volumes for each peak hour are illustrated in Figures 6 through 8.
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THE HAMLET AT CUTCHOGUE
.. NELSON .s: POPE
{,.6'0'~~",,,,,
)'Q 0 t?, ",'"
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",'b?: x~
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.,'!l",'v'" 0>6'",01'
1
Figure 6: 2007 No Build Weekday AM Tramc Volumes
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THE HAMLET AT CUTCHOGUE
.. NELSON S. POPE
<P "G",,^"'~t>
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t>'\t>'\~" 0>.. <P
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.70
~..^
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i\q, ~<>.>.
crv70.,.
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Figure 7: 2007 No Bulld Weekday PM Traffic Volumes
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THE HAMLET AT CUTCHOGUE
.. NELSON oS: POPE
"'0.90' '0"'.,.....
~~ (?CS~
~'t~ 0~
Q...~'bq, 10.r;O
1
Figure 8: 2007 No Build Midday Saturday Traffie Volumes
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THE HAMLET AT CUTCHOGUE
IIEP NELSON 0;. POPE
I PROPOSED DEVELOPMENT
Site Access
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As depicted on the site plan, the proposed site access driveway will be located on the north side of
Schoolhouse Road, at the northern terminus of Griffin Lane. This driveway will be stop-controlled and
configured for right and left turning vehicles entering and exiting. Currently a driveway does not exist at
this location.
Trip Generation
The trip generation estimates were based on the data provided in the manual, Trip Generation, 1h
Edition, published by the Institute of Transportation Engineers (ITE) in 2003. Trip generation rates for
the Land Uses were used to estimate the total site generated trips presented in the table below as well as
in Appendix C.
Table 5: Trip Generation
lTE Land AM Peak Hour PM Peak Hour Saturday Peak Hour
Land Use Use Code
Enter Exit Total Enter Exit Total Enter Exit Total
Single Family 210 28 79 107 93 52 145 71 60 131
Detached Housing
Residential
Condominium! 230 5 6 5 3 8 4 3 7
Townhouse
Total Trips 29 84 113 98 55 153 75 63 138
Source: Trip Generation, ih Edition
As shown in Table 6, the proposed residential development is projected to generate 113 trips in the
weekday AM peak hour (29 entering, 84 exiting), 153 trips in the weekday PM peak hour (98 entering,
55 exiting), and a total of 138 trips in the Saturday Peak hour peak hour (75 entering, 63 exiting).
Trip Distribution and Assignment
The site-generated traffic volume was distributed and assigned to each movement at the study
intersections based on the existing roadway and travel patterns. The nature of the proposed land uses and
its associated travel patterns were considered as well. Figures 9, 10, and II presents the trip distribution
for the weekday AM, PM, and Saturday peak hour, respectively. Figures 12 through 14 depict the actual
site-generated volumes for the respective peak hours. The site-generated volumes were then added to the
No Build Condition volumes resulting in the Build Condition volumes shown in Figures 15 through 18.
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THE HAMLET AT CUTCHOGUE
~ NELSON &. POPE
Figure 9: 2007 Site Generated Traffic Distribution
...,-::>
~~
-!.-
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dJ
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{
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THE HAMLET AT CUTCHOGUE
__ NELSON S. POPE
1
",,",,
~~
=-'<::3>
0-
'\5
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,..,":>
~~
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dJ
Figure 10: 2007 Site Generated Weekday AM Tramc Volnmes
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THE HAMLET AT CUTCHOGUE
IIEP NELSON c;;. POPE
.....
\S
~
""'~}'~
~
~~
~~
sY
"0
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FIgure 11: 2007 Site Generated Weekday PM Traffic Volnmes
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THE HAMLET AT CUTCHOGUE
M::P NELSON &: POPE
uo"
>>
1
~~
~=-'~
0-
-0~
.-:;.~
~""
J)'0P
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Figure 12: 2007 Site Generated Midday Satnrday Tramc Volumes
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THE HAMLET AT CUTCHOGUE
IIEP NELSON &. POPE
~~<::::?
1)
.,:.& ()
<f>~
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0-
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AJrf
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.;
Figure 13: 2007 Bulld Weekday AM Traffic Volumes
j
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THE HAMLET AT CUTCHOGUE
~ NELSON Ii'. POPE
~ ~;0' ~~$
;J> Cf,~
,,~~~ <>. ~~
q,"~"q, <0>" "e
'"
0;.")>
;)
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.>~ ..
~~~ 0'
;)
~
q,'1:,,<:?
q,"
~'&~
D<
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Figure 14: 2007 Bulld Weekday PM Traffic Volumes
1
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THE HAMLET AT CUTCHOGUE
~ NELSON &. POPE
)'0,p0'~"'<I>.~
~~ 2?\S~
~~<< <)e\:
,,~,!>q, rf0...:0 ..
...'b 0
....."'0., rf0 "...
"'0
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"70<:3'
>>
~~()
'\~
,.,~
~-(yl
v ~~...
~'!>1
cf
-q,'IJ.
p
Figure 15: 2007 Build Midday Saturday Tramc Volumes
1
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THE HAMLET AT CUTCHOGUE
IIEP NELSON 6:. POPE
TRAFFIC IMPACT ANALYSIS
As stated previously, the intersection capacity and level-of-service (LOS) analyses were based on the
procedures and guidelines presented in the Highway Capacity Manual (2000), published by the
Transportation Research Board. The FHWA Highway Capacity Software Release 5.1 was used to
analyze the study intersections and provide a LOS measurement of the intersection operations. The six
classes of LOS, ranging from LOS A (excellent) to F (worst), are defined in Appendix D.
Each study intersection was analyzed for the Existing, No Build, and Build Conditions. Table 6
illustrates the LOS summary for the study intersections and the site access. Detailed capacity analysis
worksheets and a detailed LOS summary table can be found in Appendix E.
Table 6: Level of Service Summary
I Unsignalized AM Peak Hour PM Peak Hour Saturday Peak Hour
Intersections Condition Approach Movt LOS Delay V/C LOS Delay V/C LOS Delay V/C
Existing EB L A 9.1 0.06 A 9.7 0.08 A 9.6 0.08
I Main Road SB LR D 32.6 0.54 F 71.8 0.82 F 114.9 0.92
(NYS 25) No Build EB L A 9.2 0.07 A 9.9 0.08 A 9.8 0.09
at Depot Lane SB LR E 38.3 0.60 F 97.3 0.93 F 157.7 1.05
I Build EB L A 9.2 0.07 B 10.1 0.09 A 9.9 0.09
SB LR E 50.8 0.71 F 143.4 1.07 F 231.3 1.24
I Existing EB LT A 9.3 0.08 A 9.8 0.07 A 9.5 0.06
SB L D 30.0 0.16 E 48.4 0.31 F 55.0 0.52
R B 13.6 0.13 C 15.6 0.14 B 14.9 0.15
I Main Road No Build EB LT A 9.4 0.08 A 9.9 0.07 A 9.6 0.06
(NYS 25) SB L D 32.6 0.18 F 55.4 0.35 F 64.9 0.58
at Griffm St. R B 14.0 0.14 C 16.2 0.15 C 15.4 0.16
I Build EB LT A 9.5 0.09 A 10.3 0.11 A 9.8 0.09
SB L E 38.9 0.31 F 79.4 0.51 F 95.1 0.74
I R B 14.9 0.21 C 17.2 0.20 C 16.2 0.22
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THEHAMLETATCUTCHOGUE
IICP NELSON &. POPE
Main Road (NYS 25) at Griffin Street
The southbound left turn movement currently operates at LOS D, LOS E and LOS F in the AM, PM and
Saturday peak period, respectively. As traffic increases due to background growth in 2007 this approach
will operate at LOS D, LOS F, and LOS F in their respective peak periods and will continue to operate at
these levels once the project is constructed with the exception of the AM peak hour, which will operate a
LOS E. However, following the installation of a signal at the intersection of Main Road and Depot Lane,
site traffic and existing traffic will most likely seek the signalized intersection to turn left and travel
westbound on Main Road. This should alleviate delays at this intersection.
Middle Road (CR 48) at Devot Lane
The northbound left turn movement will operate at LOS E, LOS E and LOS C in the No Build condition
during the AM, PM and Saturday peak hours, respectively. Once the project is constructed this
movement will not experience any changes during the AM peak hour but will decrease to a LOS F during
the PM peak hour and to a LOS D in the Saturday peak hour. It is important to note that the intersection
experiences delays and LOS DIE in the Existing Condition which indicates that current volumes are
creating operational problems. In addition, the accident data demonstrates an existing safety problem that
would be improved with the addition of a signal. Of the 11 accidents occurring at this intersection over
the 3-year period, 9 involved right-angle collisions. The developer is willing to contribute a portion of the
funds, commensurate with the level of impact created by the project, needed to improve this intersection
with a signal.
Schoolhouse Road at Devot Lane
As mentioned previously the eastbound approach is currently controlled by a yield sign but for the
purposes of this study it was analyzed as a stop-control. The intersection currently operates at LOS A for
the northbound left turn and eastbound turning movements. These movements will continue to operate at
LOS A and B in the No Build and Build Conditions.
Proposed Mitigation
Table 8 illustrates the LOS summary for the proposed mitigation and the detailed capacity analysis
worksheets can be found in Appendix F. The results show that a signal proposed Main Road and Depot
Lane will result in an overall LOS B at the intersection during all three peak hours. This signal will serve
traffic to and from the adjacent street network serving the neighborhood and traffic to and from the
school located on Depot Lane. The installation of a signal at the intersection of Middle Road and Depot
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I THE HAMLET AT CUTCHOGUE N6P NELSON s. POPE
I Lane will result in an overall LOS A during all three time periods. The signal installation will reduce
existing delays and improve safety by reducing the incidence of right-angle accidents.
I Table 8: Proposed Mitigation Level of Service Table
I Main Road (NYS Route 25) and Depot Lane
Intersection Condition AM Peak Hour PM Peak Hour Saturday Peak Hour
I Operation Mov!. LOS Delay V/C LOS Delay V/C LOS Delay V/C
Unsignalized Build EB-LT A 9.2 0.07 B 10.1 0.09 A 9.9 0.09
I SB-LR E 50.8 0.71 F 143.4 1.07 F 231.3 1.24
I Signalized Build with Overall B 13.9 0.60 B 17.7 0.74 B 16.3 0..69
Mitigation
I Middle Road (NYS Route 25) and Depot Lane
Intersection Condition AM Peak Hour PM Peak Hour Saturday Peak Hour
I Operation Mov!. LOS Delay V/C LOS Delay V/C LOS Delay V/C
Unsignalized EB L A 9.8 0.01 B 10.4 0.03 A 8.7 0.01
I
WE L A 9.6 0.11 A 9.7 0.14 A 9.3 0.09
I NB LT E 47.4 0.60 F 56.3 0.61 D 25.2 0.29
I R B 11.7 0.17 B 11.6 0.14 B 11.4 0.15
u_,..",..__"
SB LT D 32.2 0.17 E 37.4 0.12 C 23.5 0.11
I R B 11.5 0.02 B 12.2 0.03 B 10.2 0.01
I Signalized Build with Overall A 8.6 0.39 A 8.2 0.44 A 7.5 0.34
Mitigation
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THE HAMLET AT CUTCHOGUE
N:,P NELSON S. POPE
CONCLUSION
Nelson & Pope has investigated the potential traffic impacts associated with a residential development
comprised of 135 single family homes and 15 resident-owned condominiums on a 46.16 acre lot zoned
Hamlet Density (HD) Residential District situated on the north side of the Schoolhouse Road and Griffin
Road intersection in the Town of Southold, Suffolk County. The following is a summary of this
investigation and the findings thereof:
I. The following intersections were included in this study:
. Main Road (NYS Route 25) at Depot Lane
. Main Road (NYS Route 25) at Griffin Street
. Middle Road (CR 48) at Depot Lane
. Schoolhouse Road at Depot Lane
2. Existing peak hour traffic volumes were collected and a seasonal adjustment factor was applied to
account for variations in monthly traffic volumes. Future No Build traffic volumes were
determined by applying an annual growth factor to the existing volumes projected to year 2007.
The traffic this proposal will generate was estimated and distributed to the study intersections and
incorporated into the future Build Condition scenario.
3. The proposed residential development is projected to generate 113 trips in the weekday AM peak
hour (29 entering, 84 exiting), 153 trips in the weekday PM peak hour (98 entering, 55 exiting),
and a total of 138 trips in the Saturday Peak hour peak hour (75 entering, 63 exiting).
4. As depicted on the site plan there will be one site access driveway located on the north side of
Schoolhouse Road, at the northern terminus of Griffin Lane. This driveway will be stop-controlled
and configured for right and left turning vehicles entering and exiting. Currently a driveway does
not exist at this location.
5. Impacts were created at the intersections of Griffin Street and Main Road and Depot Lane and
Main Road. It is proposed to install a signal at Depot Lane and Main Road to mitigate these
impacts. In addition, the existing operational problems at the intersection of Middle Road and
Depot Lane will worsen due to the project traffic. The developer is willing to contribute a portion
of the funds, commensurate with the level of impact created by tlle project, needed to improve this
intersection with a signal.
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THE HAMLET AT CUTCHOGUE
APPENDIX
DECEMBER 2005
N & P JOB NO. 05300
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Appendix A: Existing Intersection Traffic Volume Data
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TURNING MOVEMENT DATA NELSON &. POPE
INTERSECTION: MAIN ROAO (NYS 25) @ GRIFFIN STREET PROJECT TITLE: HERITAGE AT CUTCHOGUE
DATE COLLECTED: 10/18/05 TUESDAY JURISDICTION: BROOKHAVEN
ST ART TIME EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND TOTAL CUM.
U-TURN LEFT THRU RIGHT RTOR TOTAL U-TURN LEFT THRU RIGHT RTOR TOTAL U-TURN LEFT THRU RIGHT RTOR TOTAL U-TURN LEFT THRU RIGHT RTOR TOTAL HOURLY
7:00 AM 0 5 37 0 0 42 0 0 42 4 0 46 0 0 0 0 0 0 0 I 0 2 0 3 91
7:15AM 0 6 70 0 0 76 0 0 85 6 0 91 0 0 0 0 0 0 0 4 0 4 0 8 175
7:30AM 0 8 90 0 0 98 0 0 99 14 0 113 0 0 0 0 0 0 0 4 0 3 0 7 218
701
SOl
853
858
0 50 353 0 0 403 0 0 400 64 0 464 0 0 0 0 0 0 0 18 0 38 0 56 923
PHF 0.57 0.91 0.85 0.85 0.59 0.81 0.64 0.79 0.74 0.82
GRIFFIN STREET
56 i
! 114
38 18
.,.J '-+
MAIN ROAD (NYS 25) t
64
+- 438 j +- 400 +- 464
50
403 --+ 353 --+ 371 --+
'''''
~,,', ~""'"
,"~ PEAK HOUR: 8:00-9:00 AM
1:\2005\05300\TRAFFIC\Turning Movement Counts\Weekday AM
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TURNING MOVEMENT DATA
NELSON &. POPE
INTERSECTION: MAIN ROAD (NYS 25) @ DEPOT LANE
DATE COLLECTEO: 10/18/05 TUESDAY
PROJECT TITLE: HERITAGE AT CUTCHOGUE
JURISDICTION: BROOKHAVEN
U-TURN LEFT
EASTBOUND
THRU RIGHT RTOR TOTAL U. TURN LEFT
WESTBOUND
THRU RIGHT RTOR
TOTAL U-TURN LEFT
NORTHBOUND
THRU RIGHT RTOR TOTAL U-TURN LEFT
SOUTHBOUND
THRU RIGHT RTOR TOTAL
TOTAL
CUH.
HOURLY
Sr ART TIME
7:00 AM
o
3
42
o
o
45
o
o
67
4
o
71
o
o
o
o
o
o
o
6
o
6
o
14
130
8:30AM 0 0 12 0
8:45 AH 0 0 6 0
PEAK HOUR: 7:30- 0 41 394 0 0 435 0 0 433 39 0 472 0 0 0 0 0 0 0 42 0 64 0 106 1013
8:30 AM
PHF 0.79 0.79 0.80 0.91 0.65 0.86 0.75 0.76 0.85 0.91
DEPOT LANE
106 i
! 60
64 42
.,.J 4
MAIN ROAD (NYS 25) t
39
+-- 497 j +-- 433 +-- 472
41
435 --+ 394 --+ 436 --+
..cc, ck V.,..
.c~c PEAK HOUR: 7:30-8:30 AM
1:\2005\OS300\TRAFFIC\Turning Movement Counts\Weekday AM
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TURNING MOVEMENT DATA NELSON & POPE
INTERSECTION: SCHOOL HOUSE ROAD @ DEPOT LANE PROJECT TITLE: HERITAGE AT CUTCHOGUE
DATE COLLECTED: 10118/05 TUESDAY JURISDICTION: BROOKHAVEN
START TIME EASTBOUND WeSTBOUND NORTHBOUND SOUTHBOUND TOTAL CUM.
U-TURN LEFT THRU RIGHT RTOR TOTAL U-TURN lEFT THRU RIGHT RTOR TOTAL U-TURN lEFT THRU RIGHT RTOR TOTAL U-TURN LEFT THRU RIGHT RTOR TOTAL HOURLY
7:00 AH 0 6 0 3 0 9 0 0 0 0 0 0 0 3 8 0 0 " 0 0 14 I 0 15 35
7:15 AM 0 7 0 4 0 " 0 0 0 0 0 0 0 5 7 0 0 12 0 0 16 I 0 17 40
7:30 AM 0 5 0 0 0 5 0 0 0 0 0 0 0 0 14 0 0 14 0 0 24 7 0 31 50
o
26
o
5
o
31
o
o
o
o
o
o
o
2
74
o
o
76
o
o
77
29
o
106
213
0.59
0.42
0.70
0.50 0.88
0.90
0.77 0.48
0.85
0.90
DEPOT LANE
106 t
J. 100
29 77
....,J J.
SCHOOL HOUSE ROAD
+- 31 1
26
31 --+
5 1-
..., t
.<t:lr~lr~h . 2 74
t
1iiN\%1 82
tM~}~j J.
76 PEAK HOUR: 8:00-9:00 AM
DEPOT LANE
1:\2005\05300\1RAFF1C\Turning Movement Counts\Weekday AM
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TURNING MOVEMENT DATA NELSON & POPE
INTERSECTION: MIDDLE ROAD (CR 48) @ DEPOT LANE PROJECT TITLE: HERITAGE AT CUTCHOGUE
DATE COLLECTED: 10/18/05 TUESDAY JURISDICTION; BROOKHAVEN
START TIME EASTBOUND WeSTBOUND NORTHBOUND SOUTHBOUND TOT AL CUH.
U-TURN LEFT THRU RIGHT RTOR TOTAL V-TURN LEFT THRU RIGHT RTOR TOTAL V-TURN LEFT THRU RIGHT RTOR TOTAL V-TURN LEFT THRU RIGHT RTOR TOTAL HOURLY
7:00 AH I 3 121 7 0 132 0 17 87 I 0 105 0 10 I 9 0 20 0 2 3 4 0 9 266
7:15 AM 3 7 125 6 0 141 0 10 124 I 0 135 0 12 II 9 0 32 0 3 3 5 0 II 319
7:30 AM 0 I 145 II 0 157 0 9 "' 3 0 130 0 14 I 5 0 20 0 0 4 0 0 4 311
o
7
481
58
o
546
o
53
536
3
o
592
o
51
12
55
o
118
o
5
12
8
o
25
1281
PHF
0.58 0.84 0.85
0.84
0.60 0.70 0.38
0.69
0.67 0.60 0.63
0.80
0.42 0.75 0.40
0.69
0.78
DEPOT LANE
25 i
! 22
8 12 5
+-i ! 4
M I DOLE ROAD (CR 48) O~ t
3
+- 595 1 +- 536 +- 592
7
r 53
546 -. 481 -. 541 -.
58 1 4 0
+-J i r+
~,jtf~')tt:;;:... 51 12 55
lij;;;~~~l 123 i
! 118 PEAK HOUR: 8:00-9:00 AM
DEPOT LANE
1:\200S\05300\TRAFFIC\Turning Movement Counts\Weekday AM
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NELSON &. POPE
INTERSECTION: MAIN ROAD (NYS 25) @ GRIFFIN STREET
DATE COLLECTEO: 10118/05 TUESDAY
PROJECT TITLE: HERITAGE AT CUTCHOGUE
JURISDICTION: BROOKHAVEN
U-TURN LEFT
EASTBOUND
THRU RIGHT RTOR TOTAL U-TURN LEFT
WeSTBOUND
THRU RIGHT RTOR
TOTAL U-TURN LEFT
NORTHBOUND
THRU RIGHT
RTOR TOTAL U-TURN LEFT
SOUTHBOUND
THRU RIGHT RTOR TOTAL
TOTAL
CUM.
HOURLY
START TIME
5;15 PH
5:30 PH 0 2 118 0 0 120 0 0 97 I 0 98 0 0 0 0 0 0 0 0 3 0 4 222 1081
5:45 PH 0 I 101 0 0 102 0 0 94 0 0 94 0 0 0 0 0 0 0 0 2 0 3 199 1012
PEAK HOUR: 4:15- 0 43 500 0 0 543 0 0 47. 40 0 51. 0 0 0 0 0 0 0 2. 0 38 0 .4 1123
5:15 PM
PHF 0.63 0.94 0.92 0.73 0.83 0.74 0.81 0.86 0.84 0.85
GRIFFIN STREET
.4 i
! 83
38 2.
+-I 4
MAIN ROAD (NYS 25) t
40
+- 514 j +- 476 +- 51.
43
543 --+ 500 --+ 52. --+
''''
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1:\2005\05300\lRAFFIC\Turnlng Movement Counts\Weekday PM
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TURNING MOVEMENT DATA
NELSON &. POPE
INTERSECTION: MAIN ROAD (NYS 25) @ DEPOT LANE
DATE COLLECTED: 10/18/05 TUESDAY
PROJECT TITLE: HERITAGE AT CUTCHOGUE
JURISDICTION: BROOKHAVEN
U-TURN LEFT
EASTBOUND
THRU RIGHT RTOR TOTAL U-TURN LEFT
WeSTBOUND
THRU RIGHT RTOR TOTAL U-TURN LEFT
NORTHBOUND
THRU RIGHT RTOR TOTAL U-TURN LEFT
SOUTHBOUND TOTAL
THRU RIGHT RTOR TOTAL
CUM.
HOURLY
Sr ART TIHE
o
D
o
16
319
5:15 PH
S;JO PH 0 8 122 0 0 130 0 0 104 6 0 110 0 0 0 0 0 0 0 14 0 10 0 24 264 IIBI
5:45 PH 0 9 116 0 0 125 0 0 114 6 0 120 0 0 0 0 0 0 0 10 0 16 0 26 271 1153
PEAK HOUR: 4:15- 0 50 524 0 0 574 0 0 482 47 0 529 0 0 0 0 0 0 0 39 0 70 0 109 1212
5:15 PM
PHF 0.74 0.92 0.91 0.76 0.78 0.79 0.65 0.67 0.66 0.83
DEPOT LANE
109 i
! 97
70 39
+-I 4
MAIN ROAD (NYS 25) t
47
~ 552 1 ~ 482 ~ 529
50
574 --+ 524 --+ 563 --+
",""
,,+ m"..
',,~ PEAK HOUR: 4:15-5:15 PM
1:\2005\05300\lRAFFIC\Turning Movement Counts\Weekday PM
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TURNING MOVEMENT DATA
NELSON &. POPE
INTERSECTION: SCHOOL HOUSE ROAD @ DEPOT LANE
DATE COLLECTED: 10/18/05 TUESDAY
PROJECT TITLE: HERITAGE AT CUTCHOGUE
JURISDICTION: BROOKHAVEN
U-TURN LEFT
EASTBOUND
THRU RIGHT RTOR TOTAL U-TURN LEFT
WESTBOUND
THRU RIGHT RTOR TOTAL U-TURN LEFT
NORTHBOUND
Tl-lRU RIGHT RTOR TOTAL U-TURN LEFT
SOUTHBOUND TOTAL
THRU RIGHT RTOR TOTAL
CUH.
HOURLY
START TIME
5;00 PH 0 5 0 I 0 6 0 0 0 0 0 0 0 I 16 0 0 17 0 0 29 3 0 32 55 209
5:15 PH 0 6 0 I 0 7 0 0 0 0 0 0 0 0 29 0 0 29 0 0 17 I 0 18 54 208
5:30 PH 0 4 0 I 0 5 0 0 0 0 0 0 0 2 14 0 0 16 0 0 21 2 0 23 44 206
5:45 PH 0 3 0 0 0 3 0 0 0 0 0 0 0 0 17 0 0 17 0 0 16 0 0 16 36 189
PEAK HOUR: 4:00- 0 22 0 7 0 29 0 0 0 0 0 0 0 85 0 0 86 0 0 84 23 0 107 222
5:00 PM
PHF 0.79 0.58 0.81 0.25 0.85 0.86 0.78 0.64 0.74 0.82
DEPOT LANE
107 t
! 10'
23 84
..-J !
SCHOOL HOUSE ROAD
+- 24 221
29 --+
'1
+-, t
.4, I 85
.d, i1b.. t
N 91
,\;<< ! PEAK HOUR: 4:00-5:00 PM
86
DEPOT LANE
1:\2005\05300\TRAFFIC\Turning Movement Counts\Weekday PM
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-
-
-
-
-
-
-
-
-
-
-
-
-
-
TURNING MOVEMENT DATA
NELSON & POPE
INTERSECTION: MIDDLE RDAD (CR 48) @ DEPOT LANE
DATE COLLECTEO: 10/18/05 TUESDAY
PROJECT TITLE: HERITAGE AT CUTCHOGUE
JURISDICTION: BROOKHAVEN
U-TURN LEFT
EASTBOUND
THJl.U RIGHT RTOR TOTAL U-TURN LEFT
WeSTBOUND
THRU RIGHT RTOR
TOTAL U-TURN LEFT
NORTHBOUND
THRU RIGHT
RTOR TOTAL U-TURN LEFT
SOUTHBOUND
THRU RIGHT RTOR TOTAL
TOT AL
CUM.
HOURLY
START TIME
4:00 PM
3
"'
2
o
124
17
173
5
o
196
o
16
16
o
33
o
o
2
o
3
356
5:30 PH 29 0 0
5:45 PH 21 0 3 3
PEAK HOUR: 4:30- 9 7 544 54 0 614 2 63 651 II 0 727 0 50 14 59 0 123 0 5 7 12 0 24 1488
5:30 PM
PHF 0.58 0.91 0.64 0.95 0.50 0.75 0.80 0.69 0.81 0.66 0.70 0.74 0.90 0.42 0.44 0.50 0.86 0.92
DEPOT LANE
24 i
! 32
12 7 5
~ ! 4
MIDDLE ROAD (CR 48) 9~ t
II
f- 722 1 f- 651 f- 727
7
r 63
614 -+ 544 -+ 610 -+
54 "1 ~ 2
...., i r+
,i~""L.. 50 14 59
~,d i
,~, 124
! 123 PEAK HOUR: 4:30-5:30 PM
DEPOT LANE
1:\2005\05300\lRAFFIC\Turning Movement Counts\Weekday PM
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TURNING MOVEMENT DATA
NELSON &:. POPE
INTERSECTION: MAIN ROAD (NYS 25) @ GRIFFIN STREET PROJECT TITLE: HERITAGE AT CUTCHOGUE
DATE COLLECTED: 1011510S SATURDAY JURISDICTION: BROOKHAVEN
START TIME EASTBOUND WeSTBOUND NORTHBOUND SOUTHBOUND TOTAL CUM.
V-TURN LEFT THRU RIGHT RTOR TOTAL V-TURN LEFT THRU RIGHT RTOR TOTAL U-TURN LEFT THRU RIGHT RTOR TOTAL U-TURN LEFT THRU RIGHT RTOR TOTAL HOURLY
11;00 AH 0 14 120 0 0 134 0 0 134 26 0 160 0 0 0 0 0 0 0 13 0 15 0 28 322
11:15 AM 0 6 98 0 0 104 0 0 121 20 0 141 0 0 0 0 0 0 0 14 0 16 0 30 275
12:45 PM
1:00 PH 0 10 126 0 0 136 0 0 102 13 0 0 0 0 0 0 II 0 5
1:15 PH 0 5 152 0 0 157 0 0 115 7 0 0 0 0 0 0 5 0 5
1;30 PM 0 5 117 0 0 122 0 0 125 12 0 0 0 0 0 0 4 0 7
1:45 PH 0 10 180 0 0 190 0 0 135 II 0 0 0 0 0 0 8 0 7
PEAK HOUR; 11:45- 0 39 494 0 0 533 0 0 550 76 0 626 0 0 0 0 0 0 0 54 0 47 0 101 1260
12:45 PM
PHF 0.70 0,95 0.93 0.96 0.73 0.93 0.84 0.73 0.84 0.97
GRIFFIN STREET
101 t
! 115
47 54
+-1 4
MAIN ROAD (NYS 25) t
76
+- 597 1 +- 550 +- 626
39
533 -+ 494 -+ 548 -+
,/',
..,.", ?"'..
N
,,,,., PEAK HOUR: 11:45-12:45 PM
1:\2005\05300\TRAFFIC\Turning Movement Counts\Saturday
--- ---...-- -----
- - - - - - - - - - - - - - - - - - -
TURNING MOVEMENT DATA NELSON & POPE
INTERSECTION: MAIN ROAD (NYS 25) @ DEPOT LANE PROJECT TITLE: HERITAGE AT CUTCHOGUE
DATE COLLECTED: lOllS/OS SATURDAY JURISDICTION: BROOKHAVEN
START TIME EASTBOUND WeSTBOUND NORTHBOUND SOUTHBOUND TOTAL CUM.
U-TURN LEFT THRU RIGHT RTOR TOTAL U-TURN LEFT THRU RIGHT RTOR TOTAL U-TURN LEFT THRU RIGHT RTOR TOTAL U-TURN LEFT THRU RIGHT RTOR TOTAL HOURLY
1I:00AH 0 II 126 0 0 137 0 0 149 6 0 155 0 0 0 0 0 0 0 14 0 15 0 29 321
11:15 AM 0 16 106 0 0 122 0 0 132 9 0 141 0 0 0 0 0 0 0 9 0 21 0 30 293
IUOAM 0 19 149 0 0 168 0 0 129 7 0 136 0 0 0 0 0 0 0 9 0 II 0 20 324
11:45 AM 0 13 109 0 0 122 0 0 133 8 0 141 0 0 0 0 0 0 0 15 0 13 0 28 291
12:00 PH 0 15 159 0 0 174 0 0 147 13 0 160 0 0 0 0 0 0 0 II 0 12 0 23 357
12:15 PH 0 10 124 0 0 134 0 0 154 12 0 166 0 0 0 0 0 0 0 13 0 9 0 22 322
12:30 PH 0 17 126 0 0 143 0 0 147 6 0 153 0 0 0 0 0 0 0 8 0 15 0 23 319
PEAK HOUR: 1:00-
2:00 PM
PHF
o
54 617
o
o
671
o
o
537 39
o
576
o
o
o
o
o
o
o
51
o
43
o
94
1341
0.71 0.86
0.85
0.86 0.75
0.86
0.85
0.77
0.81
0.91
DEPOT LANE
94 t
! 93
43 51
...-J 4
MAIN ROAD (NYS 25) t
39
+- 580 j +- 537 +- 576
54
671 -+ 617 -+ 668 -+
;;"\
,,;;" ,"";"
N
\"" PEAK HOUR: 1:00-2:00 PM
1:\200S\05300\TRAFFIC\Turning Movement Counts\Saturday
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TURNING MOVEMENT DATA
NELSON &. POPE
INTERSECTION: SCHOOL HOUSE ROAD @ DEPOT LANE
DATE COLLECTED: 10/15/05 SATURDAY
PROJECT TITLE: HERITAGE AT CUTCHOGUE
JURISDICTION: BROOKHAVEN
U-TURN LEFT
EASTBOUND
THRU RIGHT RTOR TOTAL U-TURN LEFT
WESTBOUND
THRU RIGHT RTOR TOTAL U-TURN LEFT
NORTHBOUND
THRU RIGHT RTOR TOTAL U-TURN LEFT
SOUTHBOUND
THRU RIGHT RTOR TOTAL
TOTAL
CUM.
HOURLY
START TIME
12;15 PM I
12::50 PM 14 0 0 15 0 0 0 0 0 I 19 0 20 0 0 5 0 62 224
12:45 PM 6 0 0 8 0 0 0 0 0 0 21 0 21 0 0 3 0 58 2"
1:00 PM 7 0 0 8 0 0 0 0 0 I 14 0 15 0 0 9 0 58 227
1:15 PM 7 0 0 II 0 0 0 0 0 0 19 0 19 0 0 2 0 46 224
1:30 PM I 0 0 4 0 0 0 0 0 I 21 0 22 0 0 2 0 49 211
1:45 PH 8 0 0 II 0 0 0 0 0 4 27 0 " 0 0 3 0 70 223
PEAl( HOUR: 11;15- 0 " 0 16 0 47 0 0 0 0 0 0 0 8 74 0
12:15 PM 0 82 0 0 84 24 0 108 237
PHF 0.70 0.57 0.69 0.40 0.69 0.76 0.75 0.67 0.82 0.86
DEPOT LANE
108 f
! 105
24 84
~ !
SCHOOL HOUSE ROAD
.- 32 ,,1
47 --+
161
...., f
J;. 8 74
...." ".,,-.
N 100 f
". ! 82 PEAK HOUR: 11:15-12:15 PM
DEPOT LANE
j:\2005\05300\TRAFFIC\Turning Movement Counts\Saturday
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TURNING MOVEMENT DATA NELSON & POPE
INTERSECTION: MIDDLE ROAD (CR 48) @ DEPOT LANE PROJECT TITLE: HERITAGE AT CUTCHOGUE
DATE COLLECTED: 10115/05 SATURDAY JURISDICTION: BROOKHAVEN
START TIME EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND TOTAL CUM.
U-TURN LEFT THRU RIGHT RTOR TOTAL U.TURN LEFT THRU RIGHT RTOR TOTAL U-TURN LEFT THRU RIGHT RTOR TOTAL U-TURN LEfT THRU RIGHT RTOR TOTAL HOURLY
11:00 AM I I 120 15 0 137 0 14 96 3 0 113 0 6 3 II 0 20 0 I I I 0 3 273
11;15 AM 1 2 127 9 0 139 0 7 7. 1 0 84 0 10 1 14 0 25 0 0 . I 0 7 255
11:30 AM 4 0 liS 7 0 126 0 9 77 0 0 8. 0 . 2 9 0 17 0 2 2 3 0 7 23.
11:45 AM I I 109 7 0 "' 0 10 88 0 0 98 0 8 4 12 0 24 0 0 2 4 0 . 24.
12:00 PM 1 8 138 4 0 151 0 . 79 I 0 8. 0 8 4 14 0 26 0 I 7 0 0 8 271
2
6
515
49
o
572
46
423
8
o
478
o
32
9
59
o
'00
o
8
9
5
o
22
1172
PHF
0.50 0.75 0.92 0.82
0.91 0.25 0.82 0.83 0.67
0.83
0.62 0.56 0.78
0.81
0.50 0.75 0.42
0.61
0.94
DEPOT LANE
22 i
J. 23
5 9 8
..-J J. 4
MIDDLE ROAD (CR 48) 2~ t
8
+- 462 1 +- 423 +- 478
6
r 46
572 --+ 515 --+ 583 --+
49 1 4 I
..., i r+
",,'" 32 9 59
"},, )"",
N 104 i
""" J. 100 PEAK HOUR: 12:30-1:30 PM
DEPOT LANE
1:\2005\05300\TRAFFIC\Turning Movement Counts\Saturday
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I Appendix B: Hourly Traffic Volume Data
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----. -- ----
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New York Stale Deparlmenf 01 Transportallon pea<<. VERSION 361 ..0
,
0 RC/STATION 07004S COVERAGE AND SPECIAL COUNT HOURLY REPORT
d ST. TOURING RTE : 25 ROAD NAME: RT25 MILEPOINT 04f5990. NHS 9 COUNTY ; SUFFOLK
0
I N SUFFOLK AVE CUTCHOGUE TO: ruCKER LA SOUTHOLD TOWN. SOUTHOLD
L SECTION FROM:
FEDERAL DlR. 3 FACTOR GRP '\0 FUNcTIONAL CLASS 06 HPMS NUMBER: BIN NUMBER:
COUNT DATE ~ 6120/2 WEEK OF YR 25 RECORDER PLACEMENT: REFERENCE MKR:
RECORDER SERIAL Ir. 3597
NOTES: EB RT 25 ruBE COUNT ADDITIONAL DATA:
12 1 2 , . 5 . 7 . . '0 11 12 1 2 , . . . 7 . . .. II
n TO 10 TO TO TO TO TO 10 ro TO lU 10 10 10 TO TO TO TO TO ro TO TO TO TO
J DY 0 0 1 2 , . 5 . 7 . . 10 11 12 I 2 , . 5 . 7 . 9 10 11 12 W-Y HI HI
>
n MD w R AM PM TOTAL COUNT HOUR
I '" . 482 547 510 533 519 s.I3 522 436 386 292 270 216 166 75
I 21 . sa 16 6 10 7 59 171 337 482 439 550 631 738 674 483 639 626 625 434 436 355 268 162 137 ."" m 1J
"
" . 94 38 ,. 10 ,. 49 161 2$4 394 466 622 692 654 643 622 737 514 531 461 JB7 351 309 1BB 127 "'.. 737 I.
~ 23 7 Bl 41 26 22 12 31 131 157 258 418 530 607 661 579 5.76 4113 4SO 424 2B6 24D 211 lB2 115 74 """' .61 "
F " $4 25 9 5 16 55 179 300 41a 411 527 500 827 SOl 49' 4IIB 4110 4:)4; JB3 264 241 198 117 66 GaOl 617 "
J " 2 3. 17 7 7 12 ... ,.. 325 441 475 5" .., 631 56. 521 5" 5.. 462 312 2.0 251 213 132 61 7Z11 "" t3
"
0 26 3 3. 19 10 10 20 62 163 31" 431 457 539 524 554 616 561 610 102 44' 4B5 2B8 31. 273 24. 109 na, 61. 11
< " . sa 3J 17 I" 14 60 314 507 144 738 6BB 60. B60 B76 715 713 847 110
o
~
o
"
I
o
o
,
I
o
~
o
AVERAGE WEEKDAY HOUR (MON 6AM THRU FRI 12 NOON) AOT
41 21 10 11 13 12 201 357 4115 505 555 '01 656 620 57. 58-1 511. 519 399 28<4 270 225 166 71 7641
AXLE -FACTORED (VEHICLES) AVG WEEKDAY HOUR (FACTOR USEO =0.954 I ACT
46 20 10 10 12 5lI lsa 341 463 482 5211 573 626 581 550 557 563 485 361 271 25B 215 158 74 7487
~
~
o
o
,
"
o
o
8
656
8.4%
626
B.4%
SEASONAl
FACTOR
1.108
SEASON.A.LlY FACTORED
ESTIM4.1EO MDT
l-WAY COUNT
~
~
"RS
COUNTI:D
176
DAYS AVG
COUNTfD tU HR
,....VG
DAY
FACTORED % FACTORED
HI HOUR DAY
6757
ST TOURING RTE 25
S7ATlON. 070049
ON RT 25
n
o.
COUNT DATE:
6/201 2
FROM N SUFFOLK AVE CUTCHOGUf TO
ST. OIR: 1 RECORDER PLACEMENT:
TUCKER LA SOUTHOLO
- - - - - - - - - - - - - - - - - - -
New York Stat. Department of Tranoportation PGM VERSION 3.51 4.0
RC/STATION 070049 COVERAGE AND SPECIAL COUNT HOURLY REPORT
ST. TOURING RTE : 25 R01\D NAME: RT25 MilEPOINT 11415990 NHS Ii COUtom'; SUFFOLK
SECTION FROM: N SUFFOLK AVE CllTCHOGUE ro: TUCKER LA SOUTHOLO TOWN: SOUTHOLO
FEDERAL DIR. 7 FACTOR GRP 40 FUNCTIONAL CLASS 06 HPMS NUMBER: BIN NUMBER:
COUNT DATE: 6120/ 2 WEEKOFYR 25 RECORDER PLACEMENT: REFERENCE MKR:
RECORDER SERIAL N: 3597
NOTES: we RT 25 TUBE COUNT ADDITIONAL DATA:
12 1 2 > . 5 . 1 . . I. II \2 1 2 > . 5 . 1 . . ,. 11
1 TO TO ro 10 ro TO TO ro TO TO TO TO TO TO ro TO TO TO TO TO TO TO TO TO
)
. 0.' 0 0 1 2 > . 5 . 7 . . 1. 11 12 I 2 . . . . 1 . . I. " 12 DAY HI HI
1 ..0 W R AM Phi lOT.t\l.. OOllNT HOUR
[ 20 . 2 362 516 ~711 524 532 !lOg 511 ~31 332 235 24. 22~ 136 86
-
( 2\ 5 2 43 17 10 8 11 ~1 1~2 H8 362 ~2~ 444 !lO~ 605 S40 .., ,17 612 535 4115 315 286 21. 237 114 134' 6" I.
I
" . 2 85 55 22 17 16 31 117 204 348 ~38 509 ~6 510 ~16 511 576 554 405 446 362 355 394 3G4 110 1671 .00 "
" 1 2 101 66 48 31 14 26 66 176 263 352 ~38 442 410 465 .26 560 576 458 429 348 323 241 156 72 671' 5" IG
'" 2 53 2i 25 10 11 ~ 182 262 348 . 380 ~11 505 480 449 400 472 446 448 3211 238 215 201 121 n 8242 so, \2
25 2 2 37 22 11 ,- a 35 112 242 292 357 365 ~15 457 435 U2 ~90 482 ~11 302 236 2M 10. 119 60 .775 ." "
,. 3 2 26 13 10 6 13 36 116 2\3 28B 3~2 390 ~12 480 413 431 3SO 43lI 316 163 216 11 56 26 " .... '00 13
21 . 2 13 3 4 3 4 12 32 61 160 153 181 234 221 189 263 245 194 160
AVERAGE WEEKDAY HOUR (MON 6AM THRU FRI 12 NOON) AllT
30 14 I 7 I 31 113 210 300 331 362 43\ 423 4Q2 435 ~13 415 355 247 232 181 164 102 65 5339
AXLE-FACTORED (VEHICLES) AVG WEEKD'AY HOUR (FACTOR USED = 0.954 I AaT
2i 13 I 1 I 30 106 200 2&6 316 345 ~11 404 304 ~15 384 306 338 274 221 190 15, 17 62 SOlS
SEASONAllY FACTORED
i HR5 DAYS AVG "'AVO FACTORED " FACTORED S9.s0/'UJ... E:STlMA.TEO AADT
. COUNTED COUWTro 1-WAY COUNT
HIHR OAY HI HOUR OAY fACTOR
1 176 6 435 6.1% 415 8.1% 1.10a 4598
,
,
.
) ST. TOURING RTE 25 ON RT 25
, FROM N SUFFOLK AVE CUTCHOGUE TO TUCKER LA SOUTH OLD
,
, STATION: 070049 COUNT DATE; 61201 2 STOIR: 2 REOORDER PlAGEMENr:
"
- S~: d9IIIP16 - - - ~evMrk _ D~_fT_PO_n - - - - ~el_
Traffic Count Hourly Report
ROAD #: 0480 ROAD NAME; CR 48 FROM: DEPOT LANE TO: PECQNIC LANE COUNTY: Suffolk
DIRECTION: Eastbound FACTOR GROUP: 40 REC. SERIAL #: 1002 FUNC. CLASS: 02 TOWN: SOUTHOlD
STATE DIR CODE: 6 WK OF YR: 30 PLACEMENT: NHS: yes BIN:
DATE OF COUNT: 07/2312004 @ REF MARKER: JURIS: County RR CROSSING:
NOTES LANE 0: 000000111630 ADDl DATA: CC SIn: HPMS SAMPLE:
COUNT TYPE: AXLE PAIRS BATCH 10: DOT-r10sw34b
COUNT TAKEN BY: ORG CODE: DOT INITlAlS:-- PROCESSED BY: ORG CODE: DOT INITIALS:
12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11
TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO DAilY DAILY
1 2 3 4 5 6 7 ~._-j1. JQ....1.1.....-.!L 1 2 3 4 5 6 7 8 9 1~L.... 11 12_ DAilY HIGH HIGH
--~---,,--
DATE DAY! ..___.~.8M.. -----.. PM TOTAL COUNT HOUR
1 T
2 F
3 S
4 S
5 M
6 T
7 W
8 T
9 F
10 S
11 S
12 M
13 T
14 W
15 T
16 F
17 S
18 S
19 M
20 T
21 W
22 T
23 F 767 722 726 720 759 625 769 663 524 424 358 311 164
24 S 59 45 19 18 21 81 274 404 490 614 634 780 759 743 726 711 629 545 452 392 288 237 169 118 9208 780 11
25 S 79 29 20 6 16 57 200 256 313 419 502 646 730 691 807 654 569 491 406 285 241 205 117 75 8035 854 15
26 M 33 14 10 7 17 72 366 587 614 545 585 634 590 605 603 596 630 602 452 356 264 205 114 72 8573 634 11
27 T 33 11 14 4 10 66 344 603 624 539 552 537 547 573 520 610 683 637 467 312 296 164 137 62 8354 683 16
28 W 37 17 11 7 10 60 312 521 591 536 446 539 536 517 570 545 670 615 514 349 273 228 132 75 6117 670 16
29 T 25 25 11 9 27 85 351 555 661 620 653 627 667 715 660 670 726 694 549 467 369 258 217 98 9739 726 16
30 F 43 20 15 13 30 77 391 604 650 656 724 714 756 721 849 805 849 786 688 572 473 432 316 220 11404 849 14
31 S 105 46 23 26 25 83 251 511 530 715 791 692 974
34 18 13
AVERAGE WEEKDAY HOURS (Ax!.> Factored. Mon 6AM to Frl Noon) ADT
8 19 71 348 567 620 572 584 628 577 594 580 596 668 629 487 366 296 216 146 76 8717
DAYS HOURS WEEKDAYS WEEKDAY 8YERAGE WEEKDAY
Counted Counted Counted Hours High Hour % of day
9 194 5 103 677 6%
- ~_._,- .'-.-
ROAD 1# 0480 ROAD NAME: CR 48 FROM: DEPOT LAN E
STATION: 071116 STATE DIR CODE: 6 PLACEMENT:
Axla Adj.
Factor
SeasonaVVVeekday
Adiustment Fador
ESTIMATED
0.967
1.210
I
I AADT
\ 7204
L..._..___.....___._.__
.I
TO: PECONIC LANE
COUNTY: Suffolk
DATE OF COUNT: 07123/2004
------
- sa ""16 - - - lIIIf.JeM-k" Delftmel!f TrWpoSn- - - - _.2~
Traffic Count Hourly Report
ROAD #: 0480 ROAD NAME: CR 48 FROM: DEPOT LANE TO: PECONIC LANE COUNTY: Suffolk
DIRECTION: Westbound FACTOR GROUP: 40 REC. SERIAL #: 1003 FUNC. CLASS: 02 TOWN: SOUTH OLD
STATE DIR CODE: 7 WI< OF YR: 30 PLACEMENT: NHS: yes BIN:
DATE OF COUNT: 07/23/2004 @ REF MARKER: JURIS: County RR CROSSING:
NOTES LANE 0: 000000111670 AODL DATA: CCStn: I-IPMS SAMPLE:
COUNT TYPE: AXLE PAIRS BATCH 10: DOT-rl0sw34b
COUNT TAKEN BY: ORG CODE: DOT INmAlS:- PROCESSED BY: ORG CODE: DOT INITIALS:
12 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 11
TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO TO DAILY DAILY
L.--Ln 3 4 L-~ 7 8 . ~nnlQ 11 n 1.2 ..---L- 2 3 4 5 6 7 8 ~-- 10 11 12 DAilY HIGH I-IIGH
--.--....-
DATE DAY _~~_.__".._~_M .-.....-....--- _f'M 'TOTAL COllNT !:lOUR
1 T
2 F
3 S
4 S
5 M
6 T
7 W
8 T
9 F
10 S
11 S
12 M
13 T
14 W
15 T
16 F
17 S
18 S
19 M
20 T
21 W
22 T
23 F 674 606 605 672 726 736 643 670 387 360 256 271 144
24 S 62 39 22 21 21 66 168 255 378 566 618 736 715 657 618 705 561 493 509 370 354 323 272 149 8658 736 11
25 S 81 39 21 27 16 46 89 172 314 471 609 676 743 774 882 810 751 586 848 619 612 424 319 136 10065 882 14
26 M 46 8 8 24 52 132 336 480 658 596 630 838 670 608 650 739 749 698 566 386 345 206 163 73 9354 749 16
27 T 41 18 11 16 28 102 288 510 626 584 591 555 611 626 603 682 763 566 474 324 296 162 117 57 8661 763 16
28 W 38 19 7 16 28 78 279 423 578 566 581 566 571 556 625 625 549 624 488 260 293 166 124 77 8216 649 16
29 T 40 12 16 16 26 122 297 458 639 593 555 534 600 620 669 738 776 645 546 393 432 247 170 108 9252 776 15
30 F 41 28 36 24 41 106 300 464 568 603 597 649 681 628 645 769 756 638 608 417 391 303 230 130 9653 769 15
31 S 81 49 39 29 30 70 134 261 405 579 629 754 732
AVERAGE WEEKDAY HOURS (Axle Factored, Man 6AM to Frl Noon) ADT
39 19 18 18 31 101 299 461 606 580 679 595 605 594 629 687 724 600 511 337 338 192 142 78 8783
DAYS
Counted
HOURS
Counted
194
WEEKDAYS WEEKDAY
Counted Hours
5 103
AV!'RAGE WEEI(l:li\Y
High Hour % of day
9
734
8%
Axle Adj.
Factor
0.987
SeasonaVVVeekday
Adiustment Factor
1.210
ESTIMATED
l~~__n___- ~;~:
--1
!
..__._....i
ROAD # 0480
STATION: 071116
ROAD NAME: CR 48
STATE DIR CODE: 7
FROM: DEPOT LANE
PLACEMENT:
TO: PECONtC LANE
COUNTY: Suffolk
DATE OF COllNT: 07/2312004
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I Appendix B: Trip Generation
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Summary of Trip Generation Calculation
For 135 Dwelling Units of Single Family Detached Housing
December 10, 2005
Average
Rate
Standard
Deviation
Adjustment
Factor
Driveway
Volume
Avg. Weekday 2-Way Volume
7-9 AM Peak Hour Enter
7-9 AM Peak Hour Exit
7-9 AM Peak Hour Total
4-6 PM Peak Hour Enter
4-6 PM Peak Hour Exit
4-6 PM Peak Hour Total
AM Pk Hr, Generator, Enter
AM Pk Hr, Generator, Exit
AM Pk Rr, Generator, Total
PM Pk Hr, Generator, Enter
PM Pk Rr, Generator, Exit
PM Pk Hr, Generator, Total
Saturday 2-Way Volume
Saturday Peak Hour Enter
Saturday Peak Hour Exit
Saturday Peak Hour Total
Sunday 2-Way Volume
Sunday Peak Hour Enter
Sunday Peak Hour Exit
Sunday Peak Hour Total
10.15
0.19
0.58
0.77
0.66
0.38
1. 04
0.21
0.58
0.79
0.69
0.39
1. 07
10.34
0.52
0.45
0.97
8.76
0.48
0.43
0.91
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1370
26
78
104
88
52
140
28
79
107
93
52
145
1395
71
60
131
1182
65
57
122
Note: A zero indicates no data available.
The above rates were calculated from these equations:
24-Hr. 2-Way Volume, LN(T) = .92LN(X) + 2.71, R^2 0.96
7-9 AM Peak Hr. Total, T = .7 (X) + 9.43
R^2 = 0.89 , 0.25 Enter, 0.75 Exit
4-6 PM Peak Hr. Total, LN(T) = .9LN(X) + .53
R^2 0.91 , 0.63 Enter, 0.37 Exit
AM Gen Pk Hr. Total, T = .7 (X) + 12.05
R^2 0.89 , 0.26 Enter, 0.74 Exit
PM Gen Pk Hr. Total, LN(T) .89LN(X) + .61
R^2 = 0.91 , 0.64 Enter, 0.36 Exit
Sat. 2-Way Volume, LN(T) .94LN(X) + 2.63, R^2 = 0.93
Sat. Pk Hr. Total, T = .89 (X) + 10.93
R^2 = 0.9 , 0.54 Enter, 0.46 Exit
Sun. 2-Way Volume, T = 8.83 (X) + -9.76, R^2 = 0.94
Suo. Pk Hr. Total: LN(T) .89LN(X) + .44
R^2 = 0.88 0.53 Enter I 0.47 Exit
Source: Institute of Transportation Engineers
Trip Generation, 7th Edition, 2003.
TRIP GENERATION BY MICROTRANS
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Summary of Trip Generation Calculation
For 15 Dwelling Units of Residential Condominium / Townhouse
December 10, 2005
Average
Rate
Standard
Deviation
Adjustment
Factor
Driveway
Volume
Avg. Weekday 2-Way Volume
7-9 AM Peak Hour Enter
7-9 AM Peak Hour Exit
7-9 AM Peak Hour Total
4-6 PM Peak Hour Enter
4-6 PM Peak Hour Exit
4-6 PM Peak Hour Total
AM Pk Br, Generator, Enter
AM Pk Hr, Generator, Exit
AM Pk Rrf Generator, Total
PM Pk Br, Generator, Enter
PM Pk Hr, Generator, Exit
PM Pk Rr, Generator, Total
Saturday 2-Way Volume
Saturday Peak Hour Enter
Saturday Peak Hour Exit
Saturday Peak Hour Total
Sunday 2-Way Volume
Sunday Peak Hour Enter
Sunday Peak Hour Exit
Sunday Peak Hour Total
8.53
0.13
0.63
0.75
0.57
0.28
0.85
0.13
0.60
0.73
1. 85
1. 04
2.89
32.15
1.69
1.44
3.13
26.95
1. 75
1. 82
3.56
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1.00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
1. 00
128
2
9
11
9
4
13
2
9
11
28
16
43
482
25
22
47
404
26
27
53
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Note: A zero indicates no data available.
The above rates were calculated from these equations:
24 -Hr. 2-Way Volume: LN(T) . 85LN (X) + 2.55, R^2 0.83
7-9 AM Peak Hr. Total: LN(T) .8LN(X) + .26
R^2 = 0.76 , 0.17 Enter, 0.83 Exit
4-6 PM Peak Hr. Total: LN(T) . 82LN (X) + .32
R^2 = 0.8 , 0.67 Enter, 0.33 Exit
AM Gen Pk Hr. Total: LN(T) .82LN(X) + .17
R^2 0.8 , 0.18 Enter, 0.82 Exit
PM Gen Pk Hr. Total: T = .34(X) + 38.31
R^2 0.83 , 0.64 Enter I 0.36 Exit
Sat. 2-Way Volume: T = 3.62 (X) + 427.93, R^2 0.84
Sat. Pk Hr. Total: T = .29 (X) + 42.63
R^2 0.84 , 0.54 Enter, 0.46 Exit
Sun. 2-Way Volume: T = 3.13(X) + 357.26, R^2 0.88
Sun. Pk Hr. Total: T = .23 (X) + 50.01
R^2 0.78 0.49 Enter, 0.51 Exit
Source: Institute of Transportation Engineers
Trip Generation, 7th Edition, 2003.
TRIP GENERATION BY MICROTRANS
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I Appendix C: Level of Service Definitions
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LEVEL OF SERVICE: TWO WAY STOP CONTROLLED INTERSECTIONS
The quality of traffic service at a two-way stop controlled, or "TWSC," intersection is measured
according to the level of service and capacity of individual legs. The level of service ranges from LOS A
to LOS F, just as with signalized intersections.
The right of way at the TWSC intersection is controlled by stop signs on two opposing legs of an
intersection (on one leg of a "T"-type intersection). The capacity of a controlled leg is based on the
distribution of gaps in the major street traffic flow, driver judgment in selecting a gap through which to
execute the desired maneuver and the follow up time required by each driver in a queue.
The level of service for a TWSC intersection is determined by the computed or measured control delay
and is defined for each minor movement. Level of service is not defined for the intersection as a whole.
The delay experienced by a motorist is made up of a number of factors that relate to control, geometry,
traffic, and incidents. Total delay is the difference between the travel time actually experienced and the
reference travel time that would result during conditions with ideal geometry and in the absence of
incidents, control, and traffic. This program only quantifies that portion of the total delay attributed to
traffic control measures, either traffic signals or stop signs. This delay is called control delay. Control
delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration.
Average control delay for any particular minor movement is a function of the approach and the degree of
saturation.
The expectation is that TWSC intersections are designed to carry smaller traffic volumes than signalized
intersections. Therefore, the delay threshold times are lower for the same LOS grades. The following
average control delays are used to determine approach levels of service:
Level of Service A :S 10 seconds per vehicle
Level of Service B > 10 and :S 15 seconds per vehicle
Level of Service C > 15 and :S 25 seconds per vehicle
Level of Service D > 25 and :S 35 seconds per vehicle
Level of Service E > 35 and :S 50 seconds per vehicle
Level of Service F > 50 seconds per vehicle
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LEVEL OF SERVICE: SIGNALIZED INTERSECTIONS
Level of service for signalized intersections is defined in terms of delay, which is a measure of driver
discomfort, frustration, fuel consumption, and lost travel time. The levels of service range between level
of service A (relatively congestion-free) and level of service F (congested).
The delay experienced by a motorist is made up of a number of factors that relate to control, geometry,
traffic, and incidents at an intersection. Total delay is the difference between the travel time actually
experienced and the reference travel time that would result during ideal conditions: in the absence of
traffic control, in the absence of geometric delay, in the absence of any incidents, and when there are no
other vehicles on the road. The portion of the total delay attributed to the control facility is called the
control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and
final acceleration delay. Control delay may also be referred to as signal delay for signalized intersections.
Level of service criteria for signalized intersections is determined in terms of the average control delay
per vehicle. The following average control delays are used to determine approach levels of service:
Level of Service A ,;; 10.0 seconds per vehicle
Level of Service B > 10.0 and ,;; 20.0 seconds per vehicle
Level of Service C > 20.0 and ,;; 35.0 seconds per vehicle
Level of Service D > 35.0 and,;; 55.0 seconds per vehicle
Level of Service E > 55.0 and,;; 80.0 seconds per vehicle
Level of Service F > 80.0 seconds per vehicle
Level of Service A describes operations with very low control delay. This occurs when progression is
extremely favorable; most vehicles arrive during the green phase and do not stop at all. Short traffic
signal cycles may contribute to low delay.
Level of Service B generally occurs with good progression and/or short traffic signal cycle lengths.
More vehicles stop than for level of service A, causing higher average delays.
Level of Service C has higher delays than level of service B. These higher delays may result from fair
progression and/or longer cycle lengths. Individual cycle failures, where motorists are required to wait
through an entire signal cycle, may begin to appear at this level. The number of vehicles stopping is
significant, although many still pass through the intersection without stopping.
Level of Service D At this level, the influence of congestion becomes more noticeable. Longer delays
may result from some combination of unfavorable progression, long cycle lengths or high volume-to-
capacity ratios. The proportion of stopping vehicles increases. Individual cycle failures are noticeable.
Level of Service E is considered the limit of acceptable delay. These high delay values generally
indicate poor progression, long cycle lengths and high volume-to-capacity ratios. Individual cycle
failures occur frequently.
Level of Service F is considered unacceptable to most drivers. This condition often occurs with over
saturation, i.e., when arrival flow rates exceed the capacity of the intersection. It may occur at volume to
capacity ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths
may also be major contributing causes to such delay levels.
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Appendix D: Capacity Analysis/Level of Service
Worksheets & Summary Tables
-
_TA~CU"'GU~
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-
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-
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_SO~PE_
eta] e ummary - ee ay ea our DalYSIS
Existing Condition No Build Condition 2007 Build Condition 2007 Build Condition with Trame Signal
Mitigation
vIe Ratio Delay LOS vIe Ratio Delay LOS VIe Ratio Delay LOS vIe Ratio Delay LOS
SecIV eh SecIV eh SecIV eh SecIV eh
Intersection ADDroach Mavt.
EB L 0.06 9.1 A 0.07 9.2 A 0.07 9.2 A 0.15 6.1 A
Main Road (NYS 25) at Depot Lane T - - - - - - 0.50 7.6 A
WB TR - - - - - - 0.63 15.5 B
SB LR 0.54 32.6 0 0.60 38.3 E 0.71 50.8 E 0.49 33.8 C
Overall 0.60 13.9 B
EB LT 0.08 9.3 A 0.08 9.4 A 0.09 9.5 A
Main Road (NYS 25) at Griffin Street SB L 0.16 30.0 0 0.18 32.6 0 0.31 38.9 E
R 0.13 13.6 B 0.14 14.0 B 0.21 14.9 B
EB L om 9.6 A 0.01 9.8 A 0.01 9.8 A 0.02 3.9 A
T - - - - - 0.28 4.9 A
R - - - - - - 0.09 4.2 A
WB L 0.09 9.4 A 0.10 9.5 A 0.11 9.6 A 0.16 4.9 A
T - - - - - - - - 0.31 5.1 A
Middle Road (NYS 48) at Depot Lane R - - - - - - - - 0.00 3.8 A
NB LT 0.44 34.6 0 0.46 36.1 E 0.60 47.4 E
R 0.12 11.3 B 0.13 11.4 B 0.17 11.7 B
LTR - - - - - 0.70 34.8 C
SB LT 0.15 29.0 0 0.05 29.3 0 0.\7 32.2 0
R 0.02 11.4 B 0.02 11.5 B 0.02 11.5 B
LTR - - - 0.11 24.6 C
Overall 0.39 8.6 A
School House Road at Depot Lane NB LT 0.00 7.5 A 0.00 7.5 A 0.00 7.6 A
EB LR 0.06 9.9 A 0.06 10.0 A 0.15 10.5 B
I
Site Driveway at School House Road EB LT N/A N1A 0.01 7.3 A
SB LR 0.09 9.2 A
D "I d LOS S
W kd AMP kH
A
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IiiITACWiijCU_GU,..
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-
-
-
-
-
-
IilIISO"lill"PE _
etal ed ummarv - ee avo ea our nalVSlS
Existing Condition No Build Condition 2007 Build Condition 2007 Build Condition with Traffic Signal
Mitigation
Delay LOS Delay LOS Delay LOS Delay LOS
Intersection Approach Movt. vIe Ratio SecIV eh vIe Ratio SecNeh vIe Ratio SecIV eh V/CRatio SecNeh
EB L 0.08 9.7 A 0.08 9.9 A 0.09 10.1 B 0.19 7.2 A
Main Road (NYS 25) at Depot Lane T - - - - - 0.57 8.7 A
WB TR - - - - - - 0.82 22.2 C
SB LR 0.82 71.8 F 0.93 97.3 F 1.07 143.4 F 0.56 35.3 0
Overall 0.74 17.7 B
EB LT 0.07 9.8 A 0.D7 9.9 A 0.11 10.3 B
Main Road (NYS 25) at Griffin Street SB L 0.31 48.4 E 0.35 55.4 F 0.51 79.4 F
R 0.14 15.6 C 0.15 16.2 C 0.20 17.2 C
EB L 0.Q3 10.2 B 0.03 10.4 B 0.03 10.4 B 0.06 4.2 A
T - - 0.31 5.1 A
R - - - 0.10 4.2 A
WB L 0.10 9.4 A 0.11 9.6 A 0.14 9.7 A 0.24 5.8 A
T - - - - - 0.38 5.5 A
Middle Road (NYS 48) at Depot Lane R - - - - - - - 0.02 3.8 A
NB LT 0.45 39.1 E 0.50 44.3 E 0.61 56.3 F -
R 0.12 11.2 B 0.13 11.4 B 0.14 11.6 B -
LTR - - - - - - - 0.68 33.4 C
SB LT 0.10 31.8 0 0.11 34.0 0 0.12 37.4 E -
R 0.03 11.9 B 0.Q3 12.2 B 0.03 12.2 B
LTR - - 0.10 24.6 C
Overall 0.44 8.2 A
School House Road at Depot Lane NB LT 0.00 7.6 A 0.00 7.6 A 0.01 7.7 A
EB LR 0.05 9.7 A 0.06 10.2 A D.ll 10.9 B
Site Driveway at S~hool House Road EB LT N/A N/A 0.03 7.4 A
SB LR 0.06 9.4 A
D
'( LOSS
W kd PMP kH
A
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_TA~CU__GU~
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_SD'iiiiIIJ'PE _
Detailed LOS Summan - Saturday Peak Hour Anal sis
Existing Condition No Build Condition 2007 Build Condition 2001 Build Condition with Traffic Signal
Mitigation
Delay LOS Delay LOS Delay LOS Delay LOS
Intersection Approach Movt. V/CRatio SeclVeh vie Ratio SedV eh vIe Ratio Sec/V eh vIe Ratio SceNeh
Ea L 0.08 9.. A 0.09 9.8 A 0.09 9.9 A 0.20 7.0 A
Main Road (NYS 25) at Depot Lane T - - - - 0.69 11.0 a
WB TR - - - - - 0.77 19.8 a
sa LR 0.92 114.9 F 1.05 157.7 F 1.24 231.3 F 0.43 33.1 C
Overall 0.69 16.3 a
Ea LT 0.0. 9.5 A 0.06 9.. A 0.09 9.8 A
Main Road (NYS 25) at Griffin Street sa L 0.52 55.0 F 0.58 64.9 F 0.74 95.1 F
R 0.15 14.9 a 0.16 15.4 C 0.22 16.2 C
Ea L om 8.7 A 0.01 8.7 A 0.01 8.7 A 0.02 3.9 A
T - - - 0.28 5.0 A
R - - 0.08 4.2 A
WB L 0.07 9.1 A 0.07 9.2 A 0.09 9.3 A 0.16 4.9 A
T - - - 0.23 4.7 A
Middle Road (NYS 48) at Depot Lane R - - - 0.01 3.8 A
NB LT 0.21 21.6 C 0.22 22.7 C 0.29 25.2 D
R 0.12 11.1 a 0.13 11.3 a 0.15 11.4 a
LTR - - - - 0.54 28.6 C
sa LT 0.10 21.1 C 0.11 22.1 C 0.11 23.5 C
R 0.01 10.2 a 0.01 10.2 a 0.01 10.2 a
LTR - - - - - 0.09 24.5 C
Overall 0.34 75 A
School House Road at Depot Lane NB LT 0.01 7.5 A 0.01 75 A 0.02 7.7 A
Ea LR 0.09 9.8 A 0.10 10.2 a 0.16 10.8 a
Site Driveway at School House Road Ea LT N/A N1A 0.02 7.4 A
sa LR 0.07 9.4 A
t
'~~R;etirmrht~, ' '~, ' .., ,'* '. -'~. '~_ '; , ". . '-~- -" ~,H
Analyst RJ Intersection Main Rd (NYS 25) at Depot Ln
l;encY/Co. Nelson & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2005
... Existing AM Peak Hr
ialYSIS Time Period (Adjusted)
oject Description Main Rd (NYS 25) at Deoot Ln (Existino AM Peak Hr Adjusted)
EastlWest Street: Main Road (NYS 25) TNorth/South Street: Depot Lane
tersection Orientation: East-West lStud Period hrs: 0.25
I
Maior Street Eastbound Westbound
rvement 1 2 3 4 5 6
L T R L T R
Volume 49 469 515 46
Ir-Hour Factor, PHF 0.80 0.80 1.00 1.00 0.88 0.88
urly Flow Rate, HFR 61 586 0 0 585 52
Percent Heavy Vehicles 2 -- - 0 -- --
!;dian Type Undivided
Channelized 0 0
Lanes 1 1 0 0 1 0
nfiguration L T TR
stream Sional 0 0
Minor Street Northbound Southbound
vement 7 8 9 10 11 12
L T R L T R
IVolume 50 76
!k-HOUr Factor, PHF 1.00 1.00 1.00 0.85 1.00 0.85
urly Flow Rate, HFR 0 0 0 58 0 89
Percent Heavy Vehicles 0 0 0 2 0 2
tcent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 0 0
nes 0 0 0 0 0 0
ppreach ,. - Eastbound Westbound Northbound Southbound
IIvement 1 4 7 8 9 10 11 12
ne Configuration L LR
v (vph) 61 147
1m) (vph) 947 273
0.06 0.54
95% queue length 0.21 2.95
tntrol Delay 9.1 32.6
~S A D
rroach Delay -- -- 32.6
preach LOS -- - D
Copyright @ 2005 University of Florida. All Rights Reserved
I
I
HCS+™ Version 5.1
Generated: 12/1/2005 3:25 PM
~'n~raiGirnm~rramm TWO-WAYSTOPCONTROLSU~M~~
_, .". .>... ......'0. ..'. '., .., ...~(:.. , JJI JIll
Analyst RJ Intersection Main Rd (NYS 25) at Depot Ln
gency/Co. Ne/son & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2005
... Existing PM Peak Hr
inalYSIS Time Penod (Adjusted)
roject Description Main Rd INYS 25) at DeDot Ln IExistina PM Peak Hr Adiusted)
EasUWest Street: Main Road INYS 25) North/South Street: DeDot Lane
Maior Street Eastbound Westbound
ovement 1 2 3 4 5 6
L T R L T R
Volume 60 624 574 56
Irk-Hour Factor, PHF 0.91 0.91 1.00 1.00 0.79 0.79
ourly Flow Rate, HFR 65 685 0 0 726 70
Percent Heavy Vehicles 2 -- .- 0 -- --
!ian Type Undivided
Channelized 0 0
Lanes 1 1 0 0 1 0
nfiguration L T TR
stream Sional 0 0
Minor Street Northbound Southbound
ovement 7 8 9 10 11 12
L T R L T R
Volume 46 83
ak-Hour Factor, PHF 1.00 1.00 1.00 0.75 1.00 0.75
urly Flow Rate, HFR 0 0 0 61 0 110
Percent Heavy Vehicles 0 0 0 2 0 2
tcent Grade (%) 0 0
red Approach N N
ltorage 0 0
Channelized 0 0
nes 0 0 0 0 0 0
pproach' " . Eastbound Westbound Northbound Southbound
vement 1 4 7 8 9 10 11 12
ne Configuration L LR
v (vph) 65 171
(m) (vph) 826 208
0.08 0.82
IE queue length 0.26 6.02
ntrol Delay 9.7 71.8
S A F
Irroach Delay - -- 71.8
proach LOS -- -- F
Copyright@ 2005 University of Florida, All Rights Reserved
I
I
HCS+™ Version 5.1
Generated: 1211/2005 3:26 PM
~>V!\"Fr't'r'"'"'-r"""!.\""\'2'~''''''i">~~'~~~~~~~:rn'';!!,""~,,.' ,~"x~
eJl,er:a '1]: itl ,O-TJ1'l:a '.~g~P~1:;v"n~~j:(!,~~f;::u.'i,;!;.~r"0... 'j , ;?<~,' ~ ,," '. "'~,, "J~", ' .,L' ' " ' 'i " , "~ ,; .'.iIl j!;1~rJ,.;:~0~f).~~'
Analyst RJ Intersection Main Rd (NYS 25) at Depot Ln
I~ency/co. Nelson & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2005
Analysis Time Period Existing Sat Peak Hr (Adjust)
loiect Descriotlon Main Rd INYS 25) at Deoot Ln IExisting Sat Peak Hr Adjusted!
astlWest Street: Main Road INYS 25) North/South Street: Deoot Lane
aior Street Eastbound Westbound
iovement 1 2 3 4 5 6
L T R L T R
olume 62 703 612 44
Peak.Hour Factor, PHF 0.85 0.85 1.00 1.00 0.86 0.86
lourlv Flow Rate, HFR 72 827 0 0 711 51
ercent Heavy Vehicles 2 -. - 0 -- -
Median Type Undivided
T Channelized 0 0
nes 1 1 0 0 1 0
infigUration L T TR
stream Sional 0 0
inor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
lume 58 49
irk'Hour Factor, PHF 1.00 1.00 1.00 0.81 1.00 0.81
ourly Flow Rate, HFR 0 0 0 71 0 60
rcent Heavy Vehicles 0 0 0 2 0 2
Percent Grade (%) 0 0
ared Approach N N
Storage 0 0
T Channelized 0 0
nes 0 0 0 0 0 0
onfiguration LR
,
proach Eastbound Westbound Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Ine Configuration L LR
vph) 72 131
C (m) (vph) 850 143
0.08 0.92
% queue length 0.28 6.30
ntrol Delay 9.6 114.9
S A F
Approach Delay .. -. 114.9
Iproach LOS .. .. F
yright@2005 University of Florida, All Ri hts Reserved +TM Generated: 12/112005 3,26 PM
9
HCS
VerSIon 5.1
I
I
~ TWO-WAY STOP CONTROL SUMMARY
i' , ,"... 'r,: ," t"" jmo~i;.' '! ,':' ,#", '; i " _'. ~:
...,...~
Analyst RJ Intersection Main Rd (NYS 25) at Griffin St
l;encYiCo. Nelson & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2005
... Existing AM Peak Hr
,alysls Time Penod (Adjusted)
oiect Description Main Road at Griffin Street IExistino AM Peak Ad;usted)
EasUWest Street: Main Road (NYS 25) INorth/South Street: Griffin Street
l _
Maior Street Eastbound Westbound
tvement 1 2 3 4 5 6
L T R L T R
Volume 60 420 476 76
!r-HOUr Factor, PHF 0.85 0.85 1.00 1.00 0.81 0.81
ourly Flow Rate, HFR 70 494 0 0 587 93
Percent Heavy Vehicles 2 -- - 0 -- --
rian Type Undivided
Channelized 0 0
Lanes 0 1 0 0 1 0
nfiguration LT TR
stream Sianal 0 0
Minor Street Northbound Southbound
ovement 7 8 9 10 11 12
L T R L T R
tume 21 45
ak-Hour Factor, PHF 1.00 1.00 1.00 0.74 1.00 0.74
ourly Flow Rate, HFR 0 0 0 28 0 60
Percent Heavy Vehicles 0 0 0 2 0 2
rcent Grade (%) 0 0
ared Approach N N
Itorage 0 0
Channelized 0 0
nes 0 0 0 1 0 1
Approach Eastbound Westbound Northbound Southbound
vement 1 4 7 8 9 10 11 12
ne Configuration LT L R
v (vph) 70 28 60
(m)(vph) 912 172 479
0.08 0.16 0.13
~% queue length 0.25 0.57 0.43
t>ntrol Delay 9.3 30.0 13.6
OS A 0 B
proach Delay -- -- 18.8
proach LOS -- -- C
Copyright @2005 University of Florida. All Rights Reserved
I
I
HCS+ ™ Version 5.1
Generated: 12/1/2005 3:32 PM
~"~~~'W\.,, : ,', ,,' .1'" ":!'
~Iillil.rca~.\\i!f,llj", , . .. , ' .,
Analyst RJ Intersection Main Rd (NYS 25) at Griffin St
I;ency/co, Ne/son & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2005
Existing PM Peak Hr
nalysis Time Period (Adjusted)
oiect Description Main Road at Griffin Street (Existinq PM Peak Adlusted)
EastlWest Street: Main Road {NYS 251 INorth/South Street: Griffin Street
'ior Street Eastbound' Westbound
ovement 1 2 3 4 5 6
L T R L T R
Volume 51 595 566 48
ak-Hour Factor, PHF 0.92 0.92 1.00 1.00 0.75 0.75
urly Flow Rate, HFR 55 646 0 0 754 64
Percent Heavy Vehicles 2 - -- 0 - --
ldian Type Undivided
Channelized 0 0
Lanes 0 1 0 0 1 0
Ifiguration LT TR
stream Signal 0 0
inor Street Northbound Southbound
ovement 7 8 9 10 11 12
L T R L T R
Volume 31 45
fk-Hour Factor, PHF 1.00 1.00 1.00 0.84 1.00 0.84
urly Flow Rate, HFR 0 0 0 36 0 53
Percent Heavy Vehicles 0 0 0 2 0 2
tcent Grade (%) 0 0
red Approach N N
Iltorage 0 0
Channelized 0 0
nes 0 0 0 1 0 1
Approach . . Eastbound Westbound Northbound Southbound
~ement 1 4 7 8 9 10 11 12
ne Configuration LT L R
v (vph) 55 36 53
(m) (vph) 810 118 392
0.07 0.31 0.14
% queue length 0.22 1.18 0.46
ntrol Delay 9.8 48.4 15.6
LOS A E C
troach Delay -- -- 28.9
proach LOS -- -- 0
Copyright @2005 University of Florida, All Rights Reserved
I
I
HCS+™ Version 5.1
Generated: 121112005 3:32 PM
R~
. ..Iit .1. .. ..... !..
Analyst RJ Intersection Main Rd (NYS 25) at Griffin St
tency/co. Ne/son & Pope Jurisdiction 05300
te Performed 12/1/2005 Analysis Year 2005
Analysis Time Period Existing Sat Peak Hr (Adjust)
oiect Description Main Road at Griffin Street (Existing Sat Peak Adjusted)
sUWest Street: Main Road (NYS 25) North/South Street: Griffin Street
Intersection Orientation: East-West Stud Period hrs: 0.25
.
or Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
lume 44 563 627 87
Peak-Hour Factor, PHF 0.93 0.93 1.00 1.00 0.93 0.93
!rlY Flow Rate, HFR 47 605 0 0 674 93
rcent Heavy Vehicles 2 -- - 0 - -
Median Type Undivided
II Channelized 0 0
nes 0 1 0 0 1 0
Configuration LT TR
stream Sienal 0 0
nor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
lume 63 54
Ilk-Hour Factor, PHF 1.00 1.00 1.00 0.84 1.00 0.84
urly Flow Rate, HFR 0 0 0 75 0 64
rcent Heavy Vehicles 0 0 0 2 0 2
Iient Grade (%) 0 0
red Approach N N
torage 0 0
Channelized 0 0
es 0 0 0 1 0 1
nfiguration L R
.
proach Eastbound Westbound Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Ite Configuration LT L R
ph) 47 75 64
C (m) (vph) 847 143 428
II. queue length 0.06 0.52 0.15
0.18 2.55 0.52
IItrol Delay 9.5 55.0 14.9
A F B
Approach Delay -- -- 36.6
I;oach LOS -- -- E
C right@2005 University of Florida, All Rights Reserved HCS+ ™ Version 5.1 Generated: 1211/2005 3:32 PM
I
I
_ TWO-WAY STOP CONTRj
'4fl*Kti(:f,.^P'"7l)ihi0't,:&.0~Yi~';~_~;:-];':;, (!hs'-::__-a~ -!if'" ',-'- '," - '::,',_ " _ .
:fmJmdl1ll\{Qrffil1l1IQn~~.~'!i__r'inE~~Q~ni"....~
Analyst RJ Intersection Middle Rd (eR 48) @ Depot
l;encY/Co. Nelson & Pope Lane
ate Performed 12/1/2005 Jurisdiction 05300
... Existing AM Peak Hour Analysis Year 2005
AnalysIs Time Penod (Adjust)
tOiect Descriotion Middle Road (eR 48J at DeDot Lane (Exist/na AM AdjustedJ
EastlWest Street: Middle Road (eR 48J INorth/South Street: DeDot Lane
Maior Street Eastbound Westbound
lovement 1 2 3 4 5 6
L T R L T R
Volume 8 572 69 63 638 4
Irk-Hour Factor, PHF 0.84 0.84 0.84 0.75 0.75 0.75
urly Flow Rate, HFR 9 680 82 84 850 5
Percent Heavy Vehicles 2 -- - 2 - -
ldian Type Raised curb
Channelized 1 1
Lanes 1 2 1 1 2 1
IffigUratiOn L T R L T R
stream SiQnal 0 0
Minor Street Northbound Southbound
fvement 7 8 9 10 11 12
L T R L T R
Volume 61 14 65 6 14 10
!k-HOUr Factor, PHF 0.80 0.80 0.80 0.75 0.75 0.75
urly Flow Rate, HFR 76 17 81 8 18 13
Percent Heavy Vehicles 2 2 2 2 2 2
tcent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 1 1
nes 0 1 1 0 1 1
pproach Eastbound Westbound Northbound Southbound
vement 1 4 7 8 9 10 11 12
ne Configuration L L LT R LT R
v (vph) 9 84 93 81 26 13
1m) (vph) 784 908 212 656 176 578
0.01 0.09 0.44 0.12 0.15 0.02
95% queue length 0.03 0.30 2.06 0.42 0.51 0.07
ntrol Delay 9.6 9.4 34.6 11.3 29.0 11.4
S A A D B D B
Irroach Delay -- -- 23.7 23.1
proach LOS -- -- e c
Copyright@2005 University of Florida, All Rights Reserved
I
I
HCS+™ Version 5.1
Generated: 12/1/2005 3:33 PM
, TWO-WAY STOP CONTROL SUMMARY
';;"'~M! .'."''''-_'',,''._-_;,,~n'?n~\)it[f';)i!R;; ',:;":T1>'\)ltii," ,'-' ." .'
."dQlilJlalli1ifmtlwlblm.~';;;t.;..,.JIll!iIJl),~_
Analyst RJ Intersection Middle Rd (CR 48) @ Depot
I~ency/co. Nelson & Pope Lane
ate Performed 12/1/2005 Jurisdiction 05300
l'nalysis Time Period Existing PM Peak Hour Analysis Year 2005
(Adjust)
reiect Description Middle Road (CR 481 at DeDot Lane (Exist/no PM Adiusted)
EasUWest Street: Middle Road (CR 481 North/South Street: Depot Lane
Major Street Eastbound Westbound
ovement 1 2 3 4 5 6
L T R L T R
Volume 19 647 64 77 775 13
!ak-HOUr Factor, PHF 0.95 0.95 0.95 0.81 0.81 0.81
ourly Fiow Rate, HFR 20 681 67 95 956 16
Percent Heavy Vehicles 2 -- -- 2 -- --
~dian Type Raised curb
Channelized 1 1
Lanes 1 2 1 1 2 1
~figUration L T R L T R
stream SiQnal 0 0
Minor Street Northbound Southbound
ovement 7 8 9 10 11 12
L T R L T R
iume 60 17 70 6 8 14
ak-Hour Factor, PHF 0.90 0.90 0.90 0.86 0.86 0.86
ourly Flow Rate, HFR 66 18 77 6 9 16
irent Heavv Vehicles 2 2 2 2 2 2
rcent Grade (%) 0 0
red Approach N N
ltorage 0 0
Channelized 1 1
nes 0 1 1 0 1 1
Approach Eastbound Westbound Northbound Southbound
vement 1 4 7 8 9 10 11 12
ne Configuration L L LT R LT R
v (vph) 20 95 84 77 15 16
f) (vph) 715 907 187 656 149 534
0.03 0.10 0.45 0.12 0.10 0.03
% queue length 0.09 0.35 2.10 0.40 0.33 0.09
ntrol Delay 10.2 9.4 39.1 11.2 31.8 11.9
LOS B A E B D B
rroach Delay -- -- 25.7 21.6
proach LOS -- -- D C
Copyright @2005 University of Florida, All Rights Reserved
I
I
HCS+™ Version 5.1
Generated: 12/1/2005 3:33 PM
''';++S11'''llliim~
eJlefal4l.I" 1.' ,'. . .' ., 1 '"
nalyst RJ Intersection Middle Rd (CR 48) @ Depot
Lane
gency/Co. Nelson & Pope Jurisdiction 05300
Date Performed 12/1/2005 Analysis Year 2005
e-na1ysis Time Period Existing Sat Peak Hour (Adj)
reject Descriotion Middle Road (CR 48Tat DeDot Lane (Existino Sat Adiusted!
EastlWest Street: Middle Road (CR 481 North/South Street: DeDotLane
Maior Street Eastbound Westbound
ovement 1 2 3 4 5 6
L T R L T R
Volume 9 587 56 53 482 9
tk-Hour Factor, PHF 0.91 0.91 0.91 0.83 0.83 0.83
ourly Flow Rate, HFR 9 645 61 63 580 10
Percent Heavy Vehicles 2 - - 2 -- -
fian Tvpe Raised curb
Channelized 1 1
Lanes 1 2 1 1 2 1
nfiguration L T R L T R
stream Sional 0 0
Minor Street Northbound Southbound
ovement 7 8 9 10 11 12
L T R L T R
Volume 36 10 67 9 10 6
ak-Hour Factor, PHF 0.81 0.81 0.81 0.75 0.75 0.75
ourly Flow Rate, HFR 44 12 82 12 13 8
Percent Heavy Vehicles 2 2 2 2 2 2
lcent Grade (%) 0 0
red Approach N N
itorage 0 0
Channelized 1 1
nes 0 1 1 0 1 1
APpr~ach ' .. Eastbound Westbound Northbound Southbound
t'ement 1 4 7 8 9 10 11 12
ne Configuration L L LT R LT R
v (vph) 9 63 56 82 25 8
(m) (vph) 990 936 272 674 248 707
0.01 0.07 0.21 0.12 0.10 0.01
ro queue length 0.03 0.22 0.76 0.41 0.33 0.03
ntrol Delay 8.7 9.1 21.6 11.1 21.1 10.2
OS A A C B C B
troach Delay -- -- 15.4 18.5
proach LOS -- -- C C
Copyright @ 2005 University of Florida, All Rights Reserved
I
I
HCS+™ Version 5.1
Generated: 12/1/2005 3:33 PM
J. ~STOPCONTROLSUMMA~
l'e'ilefalm1~.
Analyst RJ Intersection School House Rd at Depot
Itgency/Co. Ne/son & Pope Lane
I>ate Performed 12/1/2005 Jurisdiction 05300
A I . T. p. d Existing AM Peak Hr Analysis Year 2005
~a YSls Ime eno (Adjused)
~oiect Description School House Rd at Depot Lane (Existina AM Peak Adiusted)
EastJWest Street: School House Road INorth/South Street: DeDot Lane
ovement 1 2 3 4 5 6
L T R L T R
2 ~ ~ ~
QOO QOO ~OO ~OO Q% Q%
2 97 0 0 108 41
2 - - 0 - -
Volume
eak-Hour Factor, PHF
ourly Flow Rate, HFR
Percent Heavy Vehicles
edian Type
T Channelized
Lanes
~figuration
~tream Sianal
IMinor Street
1~)Vement
Volume
eak-Hour Factor, PHF
ourly Flow Rate, HFR
Percent Heavy Vehicles
.rcent Grade (%)
~red Approach
Storage
Channelized
Undivided
o
LT
1
o
o
o
1
o
o
TR
1.00
o
o
o
N
o
9
R
6
0.75
8
2
10
L
o
Westbound
11
T
12
R
7
L
31
0.75
41
2
o
Eastbound
8
T
1.00
o
o
1.00
o
o
o
N
o
1.00
o
o
nes
""onfiguration
o
o
LR
o
o
o
o
o
o
Approach
IM:>vement
II:ne Configuration
v (vph)
1m) (vph)
195% queue length
ntrol Delay
OS
Ilfproach Delay
I:Proach LOS
Northbound
1
LT
2
1432
0.00
0.00
7.5
A
Southbound
4
7
Westbound
8
9
Eastbound
10 11
LR
49
781
0.06
0.20
9.9
A
9.9
A
12
Copyright @2005 University of Florida. All Rights Reserved
HCS+™ Version 5.1
Generated: 121112005 3:33 PM
I
I
"w,"~V'''''f' ~SUMMARY ,., ,-- J
"enera
Analyst RJ Intersection School House Rd at Depot
gency/Co. Ne/son & Pope Lane
ate Performed 12/1/2005 Jurisdiction 05300
A I 'T' P' d Existing PM Peak Hr Analysis Year 2005
a:a YSls Ime eno (Adjused)
~iect Description School House Rd at Deaat Lane (Existina PM Peak Adiusted)
EastlWest Street: School Hause Road North/South Street: Deaat Lane
I19vement 1 2 3 4 5 6
~ L T R L T R
Volume 1 101 27 100
~k-Hour Factor, PHF 0.86 0.86 1.00 1.00 0.75 0.75
~urly Flow Rate, HFR 1 117 0 0 36 133
Percent Heavy Vehicles 2 -- - 0 -- -
~dian Type Undivided
Channelized 0 0
Lanes 0 1 0 0 1 0
~figuration LT TR
~~m~~ 0 0
IMinor Street Eastbound Westbound
tvement ~ ~ : 1LO ~
Volume 26 8
ak-Hour Factor, PHF 0,81 1.00 0.81 1.00 1.00
urly Flow Rate, HFR 32 0 9 0 0
Percent Heavy Vehicles 2 0 2 0 0
.rcent Grade (%) 0 0
~ed Approach N N
ltorage 0 0
Channelized 0 0
nes 0 0 0 0 0 0
vement 1 4 7 8 9 10 11 12
ne Configuration L T LR
v (vph) 1 41
(m) (vph) 1409 800
0.00 0.05
0.00 0.16
7.6 9.7
A A
-- -- 9.7
-- .- A
12
R
1.00
o
o
15% queue length
ntrol Delay
S
~roach Delay
.roach LOS
Copyright@ 2005 University of Florida. All Rights Reserved
HCS+ 1M Version 5.1
Generated: 12/1/2005 3:34 PM
I
I
j. - TWO-WAY STOP CONTROL SU~
1~l):~1:m.wQ
Analyst RJ Intersection School House Rd at Depot
I-gency/Co. Nelson & Pope Lane
tate Performed 12/1/2005 Jurisdiction 05300
A I . T' p' d Existing Sat Peak Hr Analysis Year 2005
iLna YSls Ime eno (Adjused)
~oiect Description School House Rd at Denot Lane (Existina Sat Peak Adiusted)
East/West Street: School House Road NorthlSouth Street: Deoot Lane
rvement 1 2 3 4 5 6
L T R L T R
Volume 9 84 27 96
~ak-Hour Factor, PHF 0.76 0.76 1.00 1.00 0.82 0.82
ourly Flow Rate, HFR 11 110 0 0 32 117
Percent Heavy Vehicles 2 -- -- 0 - -
~dian Type Undivided
Channelized 0 0
Lanes 0 1 0 0 1 0
~fi9uration L T TR
~tream SiQnal 0 0
IMinor Street Eastbound Westbound
tvement ~ ~ : 12 ~
EOlume 35 18
ak-Hour Factor, PHF 0.75 1.00 0.75 1.00 1.00
ourly Flow Rate, HFR 46 0 24 0 0
Percent Heavy Vehicles 2 0 2 0 0
~cent Grade (%) 0 0
I[;ed Approach N N
Storage 0 0
IIr Channelized 0 0
lItles 0 0 0 0 0 0
~ement 1 4 7 8 9 10 11 12
~e Configuration L T LR
v (vph) 11 70
(m) (vph) 1432 820
0.01 0.09
0.02 0.28
~5 a8
A A
-- -- 9.8
-- -- A
12
R
1.00
o
o
195% queue length
ntrol Delay
S
~roach Delay
~roach LOS
Copyright@2005 University of Florida, All Rights Reserved
HCS+™ Version 5.1
Generated: 12/1/2005 3:34 PM
I
I
TWO-WAY STOP CONTROL SUMMARY
f';:0:S~::.ii(V:f " '''mi
,. "Hi.. "......:.,
Analyst RJ Intersection Main Rd (NYS 25) at Depot Ln
gency/Co. Ne/son & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2007
Analysis Time Period No Build AM Peak Hr
(Adjusted)
oiect DescriDtion Main Rd (NYS 25) at Deaot Ln (No Build AM Peak Hr Adiuste.dJ
stlWest Street: Main Road (NYS 25) North/South Street: DeaotLane
~..",":,~
. . ." .!lftliiin .,,,' . '. _ ."
Maior Street Eastbound Westbound
rement 1 2 3 4 5 6
L T R L T R
lume 51 488 536 48
lak.Hour Factor, PHF 0.80 0.80 1.00 1.00 0.88 0.88
urly Flow Rate, HFR 63 609 0 0 609 54
rcent Heavy Vehicles 2 .. - 0 .- ..
rian Type Undivided
Channelized 0 0
nes 1 1 0 0 1 0
InfigUratiOn L T TR
stream Signal 0 0
Minor Street Northbound Southbound
tement 7 8 9 10 11 12
L T R L T R
Volume 52 79
lak.Hour Factor, PHF 1.00 1.00 1.00 0.85 1.00 0.85
urly Flow Rate, HFR 0 0 0 61 0 92
ercent Heavy Vehicles 0 0 0 2 0 2
~cent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 0 0
nes 0 0 0 0 0 0
Configuration LR
~tL
proach Eastbound Westbound Northbound Southbound
lvement 1 4 7 8 9 10 11 12
ne Configuration L LR
v vph) 63 153
!m) (vph) 926 255
0.07 0.60
95% queue length 0.22 3.53
~trol Delay 9.2 38.3
A E
Iiroach Delay .. n 38.3
proach LOS 00 0- E
. .
Copynght@2005 University of Flonda, All Rights Reserved
I
I
HCS+ ™ Version 5.1
Generated: 12/8/2005 3:52 PM
TWO-WAY STOP CONTROL SUMMARY
"'::;:";:- H:;;<~':'! .;: '}i
nalyst RJ Intersection Main Rd (NYS 25) at Depot Ln
gency/Co. Nelson & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2007
Analysis Time Period No Build PM Peak Hr
(Adjusted)
liect Descrlotion Main Rd (NYS 25) at Deoot Ln (No Bui/d PM Peak Hr Adiusted)
sVWest Street: Main Road (NYS 25) North/South Street: Deoot Lane
aior Street Eastbound Westbound
Ivement 1 2 3 4 5 6
L T R L T R
lume 62 649 597 58
Peak-Hour Factor, PHF 0.91 0.91 1.00 1.00 0.79 0.79
urlv Flow Rate, HFR 68 713 0 0 755 73
rcent Heavy Vehicles 2 - - 0 -- --
Median Tvpe Undivided
Channelized 0 0
nes 1 1 0 0 1 0
Infiguration L T TR
stream Sinnal 0 0
mor Street Northbound Southbound
/l;vement 7 8 9 10 11 12
L T R L T R
olume 48 86
Ilk-Hour Factor, PHF 1.00 1.00 1.00 0.75 1.00 0.75
urly Flow Rate, HFR 0 0 0 64 0 114
rcent Heavy Vehicles 0 0 0 2 0 2
rcent Grade (%) 0 0
red Approach N N
Storage 0 0
!liChannelized 0 0
es 0 0 0 0 0 0
Configuration LR
iement 1 4 7 8 9 10 11 12
e Configuration L LR
ph) 68 178
1m) (vph) 803 192
0.08 0.93
95% queue length 0.28 7.34
Iitrol Delay 9.9 97.3
A F
loach Delay -- -- 97.3
roach LOS -- -- F
C right@2005 University of Florida, All Rights Reserved "HCS+™ Version 5.1 Generated: 12/8/2005 4:05 PM
I
I
'- TWO-WAY STOP CONTROL SUMMARY
",:,' ,,'''''m:, " '
Analyst RJ Intersection Main Rd (NYS 25) at Depot Ln
lencYico. Ne/son & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2007
nalysis Time Period No Bui/d Sat Peak Hr (Adjust)
liect Description Main Rd (NYS 251 at Denot Ln (No Build Sat Peak Hr Adiusted)
st/West Street: Main Road (NYS 25) INorth/South Street: Deoot Lane
~r~'~
''ij'''.1 ' fIIlI~m"'-is' if" ~ ., '"
.lft . . . iii " .' ~thItf!:Jll. 1'",. .~
lior Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
lume 64 731 636 46
eak-Hour Factor, PHF 0.85 0.85 1.00 1.00 0.86 0.86
rrlY Flow Rate, HFR 75 859 0 0 739 53
rcent Heavy Vehicles 2 -- -- a - --
Median Type Undivided
Il Channelized 0 0
nes 1 1 0 0 1 0
Configuration L T TR
stream SiQnal 0 0
nor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
lume 60 51
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.81 1.00 0.81
urly Flow Rate, HFR 0 0 0 74 0 62
rcent Heavy Vehicles 0 0 0 2 0 2
Percent Grade (%) 0 0
llied Approach N N
Storage 0 0
RT Channelized 0 0
nes 0 0 0 0 0 0
nfiguration LR
III m""ll>l
. .r Ill. . .j.\N',c;:~ !
.
proach Eastbound Westbound Northbound Southbound
ovement 1 4 7 8 9 10 11 12
ne Configuration L LR
vph) 75 136
C (m) (vph) 829 130
It. queue length 0.09 1.05
0.30 7.53
Control Delay 9.8 157.7
S A F
pproach Delay -- -- 157.7
troach LOS -- -- F
yright@2005 University of Florida, All Rights Reserved HCS+ 1M Version 5.1 Generated: 12/8/2005 3:S2 PM
I
I
TWO-WAY STOP CONTROL SUMMARY
~ .. I ~jl,+; .
',g;,d..'t;
Analyst RJ Intersection Main Rd (NYS 25) at Griffin St
,:ency/co. Nelson & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2007
Analysis Time Period No Build AM Peak Hr
(Adjusted)
tiect Description Main Road at Griffin Street /No Build AM Peak Adiustedf
sUWest Street: Main Road (NYS 25) North/South Street: Griffin Street
aior Street Eastbound Westbound
ovement 1 2 3 4 5 6
L T R L T R
lume 62 437 495 79
eak-Hour Factor, PHF 0.85 0.85 1.00 1.00 0.81 0.81
Er,y Flow Rate, HFR 72 514 0 0 611 97
rcent Heavy Vehicles 2 -- -- 0 -- -
edian Type Undivided
Channelized 0 0
nes 0 1 0 0 1 0
pntiguration LT TR
bstream Si!'jnal 0 0
Minor Street Northbound Southbound
Fement 7 8 9 10 11 12
L T R L T R
olume 22 47
illak-Hour Factor, PHF 1.00 1.00 1.00 0.74 1.00 0.74
I:>urly Flow Rate, HFR 0 0 0 29 0 63
ercent Heavy Vehicles 0 0 0 2 0 2
rcent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 0 0
nes 0 0 0 1 0 1
Configuration L R
11. .te~, .~ . .'Il f~, ,
proach Eastbound Westbound Northbound Southbound
Movement 1 4 7 8 9 10 11 12
ne Configuration LT L R
vph) 72 29 63
m)(vph) 891 159 463
0.08 0.18 0.14
95% queue length 0.26 0.64 0.47
I~trol Delay 9.4 32.6 14.0
A 0 B
rroach Delay .- .. 19.9
proach LOS -- -- C
opyright@ 2005 University of Florida, All Rights Reserved HCS+™ i n 1 Generated: 12/8/2005 3:52 PM
Vers 0 5.
I
I
TWO-WAY STOP CONTROL SUMMARY
~ ~m'I~!~F"""',"k.""', n't,)",
. '. "'. f{;lr, "",,1 1'l~,,,,,,>,>>"",,liI!i
.. ~',.; ...... c'" ,._ '."'..~.; .,,'. '-, ... ;.:,,:........./ !LA:+?iV-,. <-'><'::'t;.:.:>.. .. ,
Analyst RJ Intersection Main Rd (NYS 25) at Griffin St
ency/Co, Nelson & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2007
No Build PM Peak Hr
Analysis Time Period (Adjusted)
bject Description Main Road at Griffin StreetfNo Build PM Peak Adiusted)
sVWest Street: Main Road fNYS 25) North/South Street: Griffin Street
dj' . ~ .
alor Street Eastbound Westbound
rement 1 2 3 4 5 6
L T R L T R
lume 53 619 589 50
Irk-Hour Factor, PHF 0.92 0.92 1.00 1.00 0.75 0.75
urly Fiow Rate, HFR 57 672 0 0 785 66
rcent Heavy Vehicles 2 -- -- 0 -- --
(ian Type Undivided
Channelized 0 0
nes 0 1 0 0 1 0
Infiguration LT TR
stream SiQnal 0 0
Minor Street Northbound Southbound
tement 7 8 9 10 11 12
L T R L T R
olume 32 47
Irk-Hour Factor, PHF 1.00 1.00 1.00 0.84 1.00 0.84
urly Flow Rate, HFR 0 0 0 38 0 55
ercent Heavy Vehicles 0 0 0 2 0 2
~cent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 0 0
nes 0 0 0 1 0 1
Configuration L R
',111'1" t L
proach Eastbound Westbound Northbound Southbound
Ivement 1 4 7 8 9 10 11 12
ne Configuration LT L R
vph) 57 38 55
1m) (vph) 788 108 376
0.07 0.35 0.15
95% queue length 0.23 1.40 0.51
~trol Delay 9.9 55.4 16.2
A F C
liiroach Delay -- .- 32.2
proach LOS -- -- 0
. .
Copynght@2005 Umverslty of FlOrida, All RIghts Reserved
I
I
HCS+ 1M Version 5.1
Generated: 12/8/2005 3:53 PM
TWO-WAY STOP CONTROL SUMMARY
'" 1. lll' "
nalyst RJ Intersection Main Rd (NYS 25) at Griffin St
gency/Co. Ne/son & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2005
nalysis Time Period No Build Sat Peak Hr (Adjust)
oject Description Main Road at Griffin Street (No Build Sat Peak Adiusted)
stlWest Street: Main Road (NYS 25) INorth/South Street: Griffin Street
ersection Orientation: East-West IStudv Period hrs: 0.25
'I 'm.. r-"'1~. ~ . .c. "
, , " , \/jf~" . .
or Street Eastbound Westbound
ovement 1 2 3 4 5 6
L T R L T R
lume 46 586 652 90
ak-Hour Factor, PHF 0.93 0.93 1.00 1.00 0.93 0.93
IrlY Flow Rate, HFR 49 630 0 0 701 96
rcent Heavy Vehicles 2 - -- 0 -- -
dian Type Undivided
II Channelized 0 0
nes 0 1 0 0 1 0
"onfiguration LT TR
stream SiQnal 0 0
nor Street Northbound Southbound
ovement 7 8 9 10 11 12
L T R L T R
lume 64 56
eak-Hour Factor, PHF 1.00 1.00 1.00 0.84 1.00 0.84
urly Flow Rate, HFR 0 0 0 76 0 66
rcent Heavy Vehicles 0 0 0 2 0 2
ercent Grade (%) 0 0
~ed Approach N N
Storage 0 0
RT Channelized 0 0
es 0 0 0 1 0 1
nfiguration L R
, "',- .
ell) , . ,ti
proach . Eastbound Westbound Northbound Southbound
vement 1 4 7 8 9 10 11 12
I~ Configuration LT L R
ph) 49 76 66
(m)(vph) 825 131 412
lo queue length 0.06 0.58 0.16
0.19 2.91 0.56
Iirol Delay 9.6 64.9 15.4
A F C
. roach Delay -- -- 41.9
!f;,roach LOS -- -- E
right@2005 University of Florida. All Rights Reserved HCS+ ™ Version 5.1 Generated: 12/8/2005 3:53 PM
I
I
TWO-WAY STOP CONTROL SUMMARY
in;:,:!, mmlIm ~ :
Analyst RJ Intersection Middle Rd (CR 48) @ Depot
t:enCY/Co. Nelson & Pope Lane
"ate Performed 12/1/2005 Jurisdiction 05300
No Build AM Peak Hour Analysis Year 2007
Analysis Time Period (Adjust)
tiect Descriotion Middle Road feR 48) at DeDot Lanemo Build AM Adiusted)
stlWest Street: Middle Road fCR 48) INorth/South Street: DeDotLane
~
aior Street Eastbound Westbound
rement 1 2 3 4 5 6
L T R L T R
lume 8 595 72 66 664 4
Peak-Hour Factor, PHF 0.84 0.84 0.84 0.75 0.75 0.75
urly Flow Rate, HFR 9 708 85 88 885 5
rcent Heavy Vehicles 2 -- -- 2 -- --
~ian Tvpe Raised curb
Channelized 1 1
nes 1 2 1 1 2 1
nfiguration L T R L T R
stream Signal 0 0
Minor Street Northbound Southbound
lement 7 8 9 10 11 12
L T R L T R
olume 63 15 68 6 0 10
Ik-Hour Factor, PHF 0.80 0.80 0.80 0.75 0.75 0.75
urly Flow Rate, HFR 78 18 84 8 0 13
ercent Heavy Vehicles 2 2 2 2 2 2
~cent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 1 1
nes 0 1 1 0 1 1
COnfigU~
proach Eastbound Westbound Northbound Southbound
Movement 1 4 7 8 9 10 11 12
ne Configuration L L LT R LT R
v vph) 9 88 96 84 8 13
m) (vph) 760 887 209 642 156 563
0.01 0.10 0.46 0.13 0.05 0.02
95% queue length 0.04 0.33 2.20 0.45 0.16 0.07
~trol Delay 9.8 9.5 36.1 11.4 29.3 11.5
A A E B D B
rroach Delay -- -- 24.6 18.3
proach LOS -- -- C C
opyright@2005 University of Florida, All Rights Reserved HCS+™ r n 1 Generated: 12/8/2005 3:53 PM
Ve SIO 5.
I
I
TWO-WAY STOP CONTROL SUMMARY
eni!ral~rnt!rrlm'aFfa,"~))lli' ".",.w+'wl!ll:~ ~"tlii"':fJ"'I!m';':tjili"h""'" "'l''''.,,'ijj; "",W'
P'''.', I.., " ,'-iL..,....."........._.'..;.0.......i \,,',;;:-::':)(;iitt~,j;)~j_J ' " :.1 ' ',;lIl, l!llil :,;,.;!I, "PIlHiiI'I'iM"I,iiill' ,
Analyst RJ Intersection Middle Rd (CR 48) @ Depot
,encYICo, Nelson & Pope Lane
te Performed 12/1/2005 Jurisdiction 05300
~ No Build PM Peak Hour Analysis Year 2007
Anaiysis Time Period (Adjust)
lEect Description Middle Road fCR 48) at Deoot Lane fNo Build PM Adiusted)
stfWest Street: Middle Road fCR 48) NorthfSouth Street: Depot Lane
Intersection Orientation: East-West Stud Period (hrs : 0,25
iIJ .
; ".',p l '"",,',;"''Z_+..'. , .i:
aior Street Eastbound Westbound
vement 1 2 3 4 5 6
L T R L T R
lume 19 673 67 80 806 14
Irk-Hour Factor, PHF 0,95 0,95 0,95 0,81 0,81 0,81
urly Flow Rate, HFR 20 708 70 98 995 17
rcent Heavy Vehicles 2 - -- 2 - --
~ian Type Raised curb
Channelized 1 1
nes 1 2 1 1 2 1
nfiguration L T R L T R
stream SiQnal 0 0
Minor Street Northbound Southbound
rement 7 8 9 10 11 12
L T R L T R
olume 62 18 73 6 8 15
ak-Hour Factor, PHF 0,90 0,90 0,90 0.86 0,86 0,86
urly Flow Rate, HFR 68 20 81 6 9 17
ercent Heavy Vehicles 2 2 2 2 2 2
~cent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 1 1
nes 0 1 1 0 1 1
Configuration LT R LT R
I ill. mmI. an ~ y, !ill e ~t ~,,' ,
proach Eastbound Westbound Northbound Southbound
Movement 1 4 7 8 9 10 11 12
ne Configuration L L LT R LT R
v vph) 20 98 88 81 15 17
!')(VPh) 691 887 176 642 139 518
0.03 0,11 0,50 0,13 0,11 0,03
95% queue length 0.09 0.37 2.45 0.43 0,35 0.10
~trol Delay 10.4 9.6 44.3 11.4 34.0 12.2
B A E B D B
Ijfroach Delay -- -- 28.6 22.4
proach LOS -- -- D C
. .
Copynght@2005 University of Flonda, All Rights Reserved
I
I
HCS+™ Version 5.1
Generated: 12/8/2005 3:53 PM
~."
TWO-WAY STOP CONTROL SUMMARY
: ~1r~i~f*r'm""'a'-I"I'I,;i!1lJi~
. ~,,~,!fhj.,," .../J;~~"'Jlm1L,.,~./,~
Middle Rd (CR 48) @ Depot
Lane
05300
2007
Intersection
Analyst RJ
IIgency/co. Nelson & Pope
~te Performed 12/1/2005
Analysis Time Period No Build Sat Peak Hour (Adj)
IIIoject Descriotion Middle Road ICR 48) at Deoot LanefNo Build Sat Adiusted)
~tJWest Street: Middle Road ICR 48) INorth/South Street: Deoot Lane
nt..~~;ction Orientation: . East-West . St.Ud Period hrs: 0.25 .
.~IiiLm c. .... . . .
aior Street Eastbound Westbound
ovement 1 2 3 4 5 6
L T R L T R
9 610 58 55 501 9
0.91 0.91 0.91 0.83 0.83 0.83
9 670 63 66 603 10
2 - - 2 - -
Raised curb
Jurisdiction
Analysis Year
lume
EPeak-Hour Factor, PHF
urly Flow Rate, HFR
rcent Heavy Vehicles
edian Type
yo Channelized 1
nes 1 2 1 1 2
",nfiguration L T R L T
I:Jstream SiQnal 0 0
Minor Street Northbound Southbound
rement ~ ~ ~ 1LO ~
Volume 37 10 70 9 10
Ik-Hour Factor, PHF 0.81 0.81 0.81 0.75 0.75
urlv Flow Rate, HFR 45 12 86 12 13
ercent Heavy Vehicles 2 2 2 2 2
rcent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 1 1
nes 0 1 1 0 1 1
CO:,i9;~
proach Eastbound Westbound Northbound Southbound
Movement 1 4 7 8 9 10 11
ne Configuration L L L T R L T
v vph) 9 66 57 86 25
(m) (vph) 971 916 260 661 236
0.01 0.07 0.22 0.13 0.11
95% queue length 0.03 0.23 0.82 0.45 0.35
I~strol Delay 8.7 9.2 22.7 11.3 22.1
IJI)i A A C B C
IProach Delay -- -- 15.8
proach LOS -- -- C
opyright@2005 University of Florida, All Rights Reserved HCS+™ VersIon 5.1
1
1
R
12
R
6
0.75
8
2
12
R
8
694
0.01
0.03
10.2
B
19.2
C
Generated: 12/8/2005 3:53 PM
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~
nalyst RJ I t f School House Rd at Depot .,.
n ersec Ion
gency/Co. Nelson & Pope Lane
ate Performed 12/1/2005 Jurisdiction 05300
Analysis Time Period No Build AM Peak Hr Analysis Year 2007
(Adjused)
~ect Descriotion School House Rd at Denot Lane (No Build AM Peak AdiustedJ
stlWest Street: School House Road INorth/South Street: Devot Lane
aior Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
lume 2 92 96 36
Ik-Hour Factor, PHF 0.90 0.90 1.00 1.00 0.85 0.85
urly Flow Rate, HFR 2 102 0 0 112 42
rcent Heavy Vehicles 2 -- - 0 -- --
Idian Type Undivided
Channelized 0 0
nes 0 1 0 0 1 0
iPnfiguration LT TR
I:>stream Si\jnal 0 0
Minor Street Eastbound Westbound
rement 7 8 9 10 11 12
L T R L T R
olume 32 6
illak-Hour Factor, PHF 0.75 1.00 0.75 1.00 1.00 1.00
burly Flow Rate, HFR 42 0 8 0 0 0
ercent Heavy Vehicles 2 0 2 0 0 0
rcent Grade (%) 0 0
red Approach N N
Storage 0 0
I!thannelized 0 0
nes 0 0 0 0 0 0
Configuration LR
ovement 1 4 7 8 9 10 11 12
ne Configuration LT LR
v vph) 2 50
(m)(vph) 1426 771
0.00 0.06
95% queue length 0.00 0.21
~trol Delay 7.5 10.0
A A
!i;roach Delay -- -- 10.0
proach LOS -- -- A
opyright@2005 University of Florida, All Rights Reserved HCS+™ V r j n 5.1 Generated: 12/8/2005 3:54 PM
e so
I
I
TWO-WAY STOP CONTROL SUMMARY
~i~
..:m. '!!ili, J~n "
nalyst RJ Intersection School House Rd at Depot
ency/Co. Nelson & Pope Lane
ate Performed 12/1/2005 Jurisdiction 05300
Analysis Time Period No Build PM Peak Hr Analysis Year 2007
(Adjused)
. ect Description School House Rd at Depot Lane (No Build PM Peak Adiusted)
stlWest Street: School House Road North/South Street: Depot Lane
Inte:s:ction ~ri.e~
"JlBI_ ....
aior Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
lume 1 105 104 28
lak-Hour Factor, PHF 0.86 0.86 1.00 1.00 0.75 0.75
urly Flow Rate, HFR 1 122 0 0 138 37
rcent Heavy Vehicles 2 -- - 0 -- --
lian Type Undivided
Channelized 0 0
nes 0 1 0 0 1 0
Infiguration LT TR
stream Sianal 0 0
mor Street Eastbound Westbound
(vement 7 8 9 10 11 12
L T R L T R
olume 27 8
lak-Hour Factor, PHF 0.81 1.00 0.81 1.00 1.00 1.00
urly Flow Rate, HFR 33 0 9 0 0 0
rcent Heavy Vehicles 2 0 2 0 0 0
~cent Grade (%) 0 0
red Approach N N
Storage 0 0
I Channelized 0 0
nes 0 0 0 0 0 0
Configuration LR
~ ,.~.,' ~
Northbound Southbound Westbound Eastbound
ivement 1 4 7 8 9 10 11 12
ne Configuration LT LR
vph) 1 42
!m) (vph) 1401 741
0.00 0.06
95% queue length 0.00 0.18
IEtrol Delay 7.6 10.2
A B
iroach Delay -- -- 10.2
proach LOS -- -- B
yrighl@ 2005 University of Florida, All Rights Reserved HCS+™ Version 5.1 Generated: 12/8/2005 4:12 PM
I
I
TWO-WAY STOP CONTROL SUMMARY
~!lumm'"[If_~
h ... . . Ill.. .
, "~""'N..".,..L...,...:..'.,..",......_.. ,..,J ' ._ _ ,-'.-,"''l.
nalyst RJ Intersection School House Rd at Depot
gency/Co. Nelson & Pope Lane
ate Performed 12/1/2005 Jurisdiction 05300
No Build Sat Peak Hr Analysis Year 2007
Analysis Time Period (Adjused)
. ect DescriDtion School House Rd at DeDot Lane (No Build Sat Peak Adiusted!
sUWest Street: Schoo/ House Road North/South Street: DeDotLane
Intersection Orientation: North-South Stud Period (hrs : 0.25
. . . W~'XY~~ , .; ill
; . , -,
-~ " ~'~'"Y ,"'_._,b'_l,.,:,
aior Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
lume 9 87 100 28
Peak-Hour Factor, PHF 0.76 0.76 1.00 1.00 0.82 0.82
urly Flow Rate, HFR 11 114 0 0 121 34
rcent Heavy Vehicles 2 -- - 0 - --
rian Type Undivided
Channelized 0 0
nes 0 1 0 0 1 0
,onfiguration LT TR
stream Siqnal 0 0
mor Street Eastbound Westbound
rement 7 8 9 10 11 12
L T R L T R
olume 36 19
ak-Hour Factor, PHF 0.75 1.00 0.75 1.00 1.00 1.00
urlv Flow Rate, HFR 48 0 25 0 0 0
rcent Heavy Vehicles 2 0 2 0 0 0
~cent Grade (%) 0 0
red Approach N N
Storage 0 0
. Channelized 0 0
nes 0 0 0 0 0 0
Configuration LR
, ;l;~di'6~'Il',!!lkll~'a
proach Northbound Southbound Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
ne Configuration LT LR
vph) 11 73
m) (vph) 1425 768
0.01 0.10
95% queue length 0.02 0.31
~trol Delay 7.5 10.2
A B
Iroach Delay -- -- 10.2
proach LOS -- -- B
ynghl @2005 Umverslty of Florida, All RIghts Reserved HCS+™ Version 5.1 Generated: 12/8/2005 4:13 PM
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Build Condition
TWO-WAY STOP CONTROL SUMMARY
,~ S'i'tl!'\J!llf8~ ;\,.8':1
nalyst RJ Intersection Main Rd (NYS 25) at Depot Ln
fency/co, Nelson & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2007
nalysis Time Period Build AM Peak Hr
oiect Descriotion
stlWest Street: Main Road (NYS 25) North/South Street: DeDofLane
ersection Orientation: East-West Stud Period hrs: 0.25
.;",,1 I~ . , . .
: ~_~,rt~~!"
or Street Eastbound Westbound
ovement 1 2 3 4 5 6
L T R L T R
,Iume 51 501 540 52
eak-Hour Factor, PHF 0.80 0.80 1.00 1.00 0.88 0.88
urly Flow Rate, HFR 63 626 0 0 613 59
. rcent Heavy Vehicles 2 -- -- 0 -- --
edian Type Undivided
I Channelized 0 0
nes 1 1 0 0 1 0
Configuration L T TR
Itream SiQnal 0 0
nor Street Northbound Southbound
i\i ovement 7 8 9 10 11 12
L T R L T R
lume 64 79
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.85 1.00 0.85
I!rlY Flow Rate, HFR 0 0 0 75 0 92
rcent Heavy Vehicles 0 0 0 2 0 2
Percent Grade ('!o) 0 0
red Approach N N
'Storage 0 0
RT Channelized 0 0
nes 0 0 0 0 0 0
nfiguration LR
".ill! ' c -8 ,.;; ;\~ ~.~ ,-; J_:;ll';;::,~ ~ "
proach Eastbound Westbound Northbound Southbound
, vement 1 4 7 8 9 10 11 12
ne Configuration L LR
vph) 63 167
C (m) (vph) 919 235
~lo queue length 0.07 0.71
0.22 4.73
Control Delay 9.2 50.8
S A F
proach Delay -- -- 50.8
rroach LOS -- -- F
yright@2005 University of Florida, All Rights Reserved HCS+™ Version 5.1 Generated: 12/8/2005 3:57 PM
I
I
TWO-WAY STOP CONTROL SUMMARY
ral~ .....,......... .,.,.;..... .' ,"; .[', , :}"
"nalyst RJ Intersection Main Rd (NYS 25) at Depot Ln
gency/Co. Ne/son & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2007
nalysis Time Period Build PM Peak Hr
oiect DescriDtion
st/West Street: Main Road (NYS 25) North/South Street: DelJot Lane
ersection Orientation: East-West
! 'ih~\i:'''!W'''':;71i',''Tf?;.;m!!?ifffpH~Qt,': - ~-_ _: ": _~ .,': ~i\i\1i_ '_:' ;4f\..~~:if~~~1i~i"_ .",,,:;WL
m".91.!l\INZlilll'lm.!l~0i:J!\"~.q.~!1IlIlf1~1\,..!!II.!Ill!IfI!\,u~'1i,~~~u, ." .,
. or Street Eastbound Westbound
"Iovement 1 2 3 4 5 6
L T R L T R
lume 62 657 612 73
ak-Hour Factor, PHF 0.91 0.91 1.00 1.00 0.79 0.79
IIr,y Flow Rate, HFR 68 721 0 0 774 92
rcent Heavy Vehicles 2 -- -- 0 .- --
, dian Type Undivided
I Channelized 0 0
nes 1 1 0 0 1 0
IC-onfiguration L T TR
llitream Sianal 0 0
nor Street Northbound Southbaund
ovement 7 8 9 10 11 12
L T R L T R
lume 56 86
eak-Hour Factor, PHF 1.00 1.00 1.00 0.75 1.00 0.75
trlY Flow Rate, HFR 0 0 0 74 0 114
rcent Heavy Vehicles 0 0 0 2 0 2
Percent Grade (%) 0 0
red Approach N N
Storage 0 0
RT Channelized 0 0
ines 0 0 0 0 0 0
nfiguration LR
'ffii'~,~~'1\~'A"~
.ELL ,l'Jelli, , Ii.,' ..ie. ,!t. '.., .
'proach Eastbound Westbound Northbound Southbound
vement 1 4 7 8 9 10 11 12
r: Configuration L LR
ph) 68 188
C (m) (vph) 777 175
0.09 1.07
.Yo queue length 0.29 9.25
~ontrol Delay 10.1 143.4
S B F
I~ praach Delay -- .- 143.4
~ proach LOS -- -- F
right@ 2005 University of Florida, All Rights Reserved HCS+™ Version 5.1 Generated: 1218/2005 3:57 PM
I
I
TWO-WAY STOP CONTROL SUMMARY
~ ~"".")'"'."'lr'''''))i1l''~'':''''''~~ . J'
,')" ::i')'ii. .' ", .Slf41nfQ,iP:1ali,g,) "".!})],;..,
Analyst RJ Intersection Main Rd (NYS 25) at Depot Ln
lency/co. Ne/son & Pope Jurisdiction 05300
te Performed 12/1/2005 Analysis Year 2007
nalysis Time Period Build Sat Peak Hr
oject Description
stiWest Street: Main Road INYS 25) INorth/South Street: Depot Lane
, e~~~cti
I,,~r~ r;n,t:! . e, $ilL, is,., ., , ....
. or Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
lume 64 740 647 57
eak-Hour Factor, PHF 0.85 0.85 1.00 1.00 0.86 0.86
lurlY Flow Rate, HFR 75 870 0 0 752 66
rcent Heavy Vehicles 2 -- -- 0 -- --
edian Type Undivided
;r Channelized 0 0
nes 1 1 0 0 1 0
Configuration L T TR
stream Sil:Jnal 0 0
nor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
~ume 70 51
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.81 1.00 0.81
urly Flow Rate, HFR 0 0 0 86 0 62
rcent Heavy Vehicles 0 0 0 2 0 2
Percent Grade (%) 0 0
ted Approach N N
Storage 0 0
Ii Channelized 0 0
nes 0 0 0 0 0 0
nfigu ration LR
"VR"V~""'--j
. la~'lllueuet ., iii ..U. , .,
proach Eastbound Westbound Northbound Southbound
ovement 1 4 7 8 9 10 11 12
~ne Configuration L LR
vph) 75 148
C (m) (vph) 810 119
l/o queue length 0.09 1.24
0.31 9.48
Control Delay 9.9 231.3
S A F
proach Delay -- n 231.3
~roach LOS -- -- F
yright@2005 University of Florida, All Rights Reserved HCS+™ Version 5.1 Generated: 12/8/2005 3:58 PM
I
I
TWO-WAY STOP CONTROL SUMMARY
,g, ,;y""',.,:';,,,: "'.F"" 'f.. Y", "'{":'~,h::i.
Analyst RJ Intersection Main Rd (NYS 25) at Griffin St
lency/co. Ne/son & Pope Jurisdiction 05300
te Performed 12/1/2005 Analysis Year 2007
nalysis Time Period Build AM Peak Hr
oiect Descriotion Main Road at Griffin Street (Build AM Peak Hour)
sUWest Street: Main Road (NYS 25) INorth/South Street: Griffin Street
;,,~~~:~~~::
I~c~~~~~ .u e. ., '. . .l~ Eastbound' '" Westbound
Movement 1 2 3 4 5 6
L T R L T R
lume 71 437 495 83
eak-Hour Factor, PHF 0.85 0.85 1.00 1.00 0.81 0.81
urly Flow Rate, HFR 83 514 0 0 611 102
rcent Heavy Vehicles 2 -- -- 0 -- -.
edian Type Undivided
lChannelized 0 0
nes 0 1 0 0 1 0
Configuration LT TR
!tream SiQnal 0 0
nor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
~ume 35 72
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.74 1.00 0.74
!rlY Flow Rate, HFR 0 0 0 47 0 97
rcent Heavy Vehicles 0 0 0 2 0 2
Percent Grade (%) 0 0
llied Approach N N
Storage 0 0
Ii Channelized 0 0
nes 0 0 0 1 0 1
nfiguration L R
l'IVl/Q"'" '" \w:;,' , , ''1!J.[~r'N, Ii!
,.a .';. JJeJJ. . IiI
proach Eastbound Westbound Northbound Southbound
ovement 1 4 7 8 9 10 11 12
ne Configuration LT L R
vph) 83 47 97
C (m) (vph) 887 152 462
0.09 0.31 0.21
% queue length 0.31 1.23 0.78
IIFol Delay 9.5 38.9 14.9
A E B
pproach Delay -- -- 22.7
troach LOS -. .. C
yright@ 2005 University of Florida, All Rights Reserved HCS+™ Version 5.1 Generated: 12/8/2005 4:18 PM
I
I
TWO-WAY STOP CONTROL SUMMARY
S'I"'\"',",\,'1', ''''''',l''.?'~~;1K,;""",,',j\'''';''"S
nalyst RJ Intersection Main Rd (NYS 25) at Griffin St
lency/co. Nelson & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2007
alysis Time Period Build PM Peak Hr
olect Descriotion Main Road at Griffin Street (Build PM Peakl
sVWest Street: Main RoadfNYS 25) North/South Street: Griffin Street
~
^',:.Ll _ '" , "'" ~ ,', P. ' ',,' ff;" " '. " \ "
. or Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
lume 82 619 589 65
eak-Hour Factor, PHF 0.92 0.92 1.00 1.00 0.75 0.75
urly Flow Rate, HFR 89 672 0 0 785 86
rcent Heavy Vehicles 2 -- -- a -- --
edian Type Undivided
II Channelized 0 0
nes 0 1 0 0 1 0
Configuration LT TR
({ream Skmal 0 0
nor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Ilume 40 64
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.84 1.00 0.84
lurlY Flow Rate, HFR 0 0 0 47 0 76
rcent Heavy Vehicles 0 0 0 2 0 2
Percent Grade (%) 0 0
red Approach N N
Storage 0 0
RT Channelized 0 0
nes 0 0 0 1 0 1
nfiguration L R
illl!la " u " Ul>. ~',
proach Eastbound Westbound Northbound Southbound
vement 1 4 7 8 9 10 11 12
ne Configuration LT L R
vph) 89 47 76
C (m) (vph) 774 92 371
11% queue length 0.11 0.51 0.20
0.39 2.24 0.76
Control Delay 10.3 79.4 17.2
S B F C
proach Delay -- -- 40.9
!l;roach LOS -- -- E
yrighl @2005 University of Florida. All Rights Reserved HCS+ ™ Version 5.1 Generated: 12/8/2005 4,20 PM
I
I
-.-,
TWO-WAY STOP CONTROL SUMMARY
F;;>";";;:F';;~ ..;r~
Analyst RJ Intersection Main Rd (NYS 25) at Griffin St
lencY/co. Nelson & Pope Jurisdiction 05300
te Performed 12/1/2005 Analysis Year 2005
nalysis Time Period Build Sat Peak Hr
liect Descriotion Main Road at Griffin Street (Build Sat Peak)
st/West Street: Main Road (NYS 25) North/South Street: Griffin Street
n ersection Orientation: East-West Study Period (hrs): 0.25
1"'."!0"~dlm'"'-'~ ~~I~.,;,m_~~~!Il!ll!!II!iI!~*'~~if""".~Ui1llf""'"'
(J. ."'-"'.' ''Of'' -':. ;. . . '. ',' ! . .' . '. '__ .- . ". "'-.,'., ".' !t,'3t1.~l' , .",,' i'c ~ "". '" 11<-.: .",~_ __,lj,fi-;-.,.' , i? '.~ '+""'~"".-., "j .... .", oF!., ,.-..~I,-:,;;-!j _...,:,.:""'~'~ :1".;!-~"... "..X' .! ,,-,,:,,_,,,-\. .-..,': "'''''~'''''.'.' -',"'- _,." .'j'.." c:' J,li':: "'.:-'
~~C~~~et"!l', ,.,,~01IJill'lt$I;,ti;~~st~~'~~dY" "'T'" 'h~,lf\!'FY. fUk"~ V\le~tbound '. ".' .
Movement 1 2 3 4 5 6
L T R L T R
tume 69 586 652 101
eak-Hour Factor, PHF 0.93 0.93 1.00 1.00 0.93 0.93
"urly Flow Rate, HFR 74 630 0 0 701 108
trcent Heavy Vehicles 2 -- -- 0 -- -
edian Type Undivided
1& Channelized 0 0
nes 0 1 0 0 1 0
Configuration LT TR
I!tream Siqnal 0 0
nor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
fume 73 75
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.84 1.00 0.84
!rlY Flow Rate, HFR 0 0 0 86 0 89
rcent Heavy Vehicles 0 0 0 2 0 2
Percent Grade (%) 0 0
Ired Approach N N
Storage 0 0
RT Channelized 0 0
~es 0 0 0 1 0 1
nfiguration L R
"'I'li~QU~~~
proach Eastbound Westbound Northbound Southbound
ovement 1 4 7 8 9 10 11 12
Ie Configuration LT L R
vph) 74 86 89
C (m) (vph) 817 116 409
lio queue length 0.09 0.74 0.22
0.30 4.11 0.82
Control Delay 9.8 95.1 16.2
S A F C
pproach Delay -- -- 55.0
!l;roach LOS -- -- F
yrighl co 2005 University of Florida, All Rights Reserved HCS+ ™ Version 5.1 Generated: 12/8/2005 3:58 PM
I
I
TWO-WAY STOP CONTROL SUMMARY
""",,"T'''''~ur~ ),l.l
11~~a,1tt !i1:. 0" ' I
Analyst RJ Intersection Middle Rd (CR 48) @ Depot
Lane
tenCY/Co. Nelson & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2007
Analysis Time Period Build AM Peak Hour
Itiect Descriotion Middle Road (CR 48) at DeDot Lane (Build AM)
stlWest Street: Middle Road (CR 48) INorth(South Street: DeDot Lane
Maior Street Eastbound Westbound
/(ement 1 2 3 4 5 6
L T R L T R
olume 8 595 78 72 664 4
ak-Hour Factor, PHF 0.84 0.84 0.84 0.75 0.75 0.75
urly Flow Rate, HFR 9 708 92 96 885 5
rcent Heavy Vehicles 2 -- -- 2 -- -
Ifian Type Raised curb
Channelized 1 1
anes 1 2 1 1 2 1
nfiguration L T R L T R
stream Siqnal 0 0
Minor Street Northbound Southbound
cement 7 8 9 10 11 12
L T R L T R
Volume 80 15 85 6 15 10
Irk-Hour Factor, PHF 0.80 0.80 0.80 0.75 0.75 0.75
urly Flow Rate, HFR 99 18 106 8 20 13
ercent Heavy Vehicles 2 2 2 2 2 2
rcent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 1 1
nes 0 1 1 0 1 1
Configuration L T R L T R
.,,~
~'...',) . '. - .' ... ' ~'. . .""
proach Eastbound Westbound Northbound Southbound
ovement 1 4 7 8 9 10 11 12
ne Configuration L L LT R LT R
v (vph) 9 96 117 106 28 13
(m) (vph) 760 887 196 642 160 563
0.01 0.11 0.60 0.17 0.17 0.02
95% queue length 0.04 0.36 3.32 0.59 0.61 0.07
ntrol Delay 9.8 9.6 47.4 11.7 32.2 11.5
S A A E B D B
proach Delay -- -- 30.4 25.7
proach LOS -- -- D D
COPYright @2005 University of FlOrida, All Rights Reserved
I
I
HCS+ ™ Version 5.1
Generated: 12/812005 3:56 PM
~~
TWO-WAY STOP CONTROL SUMMARY
!lmlJijim''''' "~ -~ .
g~L; i'" J ,l1t~ L.! " . ~
Analyst RJ Intersection Midd/e Rd (CR 48) @ Depot
Lane
Igency/co. Ne/son & Pope Jurisdiction 05300
ate Performed 12/1/2005
. Analysis Year 2007
Analysis Time Period BUI/d PM Peak Hour
Iiiect Descriotion Midd/e Road (CR 48) at Deaot Lane (Build PM)
sUWest Street: Midd/e Road (eR 48) INorth/South Street: DeaotLane
Maior Street Eastbound Westbound
Ilvement 1 2 3 4 5 6
L T R L T R
oiume 19 673 87 99 806 14
II!k-Hour Factor, PHF 0.95 0.95 0.95 0.81 0.81 0.81
urly Flow Rate, HFR 20 708 91 122 995 17
rcent Heavy Vehicles 2 -- -- 2 -- --
dian Type Raised curb
Channelized 1 1
anes 1 2 1 1 2 1
~figUration L T R L T R
stream Siqnai 0 0
Minor Street Northbound Southbound
rement 7 8 9 10 11 12
L T R L T R
Volume 73 18 84 6 8 15
Irk-Hour Factor, PHF 0.90 0.90 0.90 0.86 0.86 0.86
urly Flow Rate, HFR 81 20 93 6 9 17
ercent Heavy Vehicles 2 2 2 2 2 2
rcent Grade (%) 0 0
red Approach N N
Storage 0 0
II Channelized 1 1
nes 0 1 1 0 1 1
proach e.. . . . Eastbound Westbound Northbound - ", Southbound
ovement 1 4 7 8 9 10 11 12
ne Configuration L L LT R LT R
v vph) 20 122 101 93 15 17
11m) (vph) 691 887 165 642 126 518
0.03 0.14 0.61 0.14 0.12 0.03
(0 queue length 0.09 0.48 3.34 0.50 0.39 0.10
ntrol Delay 10.4 9.7 56.3 11.6 37.4 12.2
S B A F B E B
Ifroach Delay -- -- 34.8 24.0
proach LOS -- -- D C
Copyright @ 2005 University of Florida, All Rights Reserved
I
I
HCS+ ™ Version 5.1
Generated: 12/812005 3:59 PM
TWO-WAY STOP CONTROL SUMMARY
,,,,',,w';'flll' 1I'~_Y'.'1l!i"""''''"'''''?I0'i'''''':l!!I!'''lllil!~:fIlI~iml''''"''''''w'jWi ,
eniW:I ,. ala i ; ,', I. . "~ ':'~.:-~;:, \r;( :.';.!i,':n<;,,;J;;::;tii:'" .l&;f!U;i,+;~': .': ,;: '. : i . _' -" _ ',' - ;--,; ,-~,-i;;>'ik~ti~'-;'
a.1 .",& JIi" ,,''',', .j,.,. ''''~'''''''''''''''' "lli,...1 "",' ,,', J """"",....",'1.!.. ,
Analyst RJ Intersection Middle Rd (CR 48) @ Depot
Lane
gencylCo, Nelson & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2007
Analysis Time Period Build Sat Peak Hour
Olect DescriDtion Middle Road (CR 48) at DeDot Lane (Build Satl
stlWest Street: Middle Road (CR 48) TNorth/South Street: DeDot Lane
, I
;"L , ,'. > - " ,l~ _~
Maior Street Eastbound Westbound
rement 1 2 3 4 5 6
L T R L T R
lume 9 610 73 70 501 9
Irk.Hour Factor, PHF 0.91 0.91 0.91 0.83 0.83 0.83
urly Flow Rate, HFR 9 670 80 84 603 10
rcent Heavv Vehicles 2 -- -- 2 .- --
Irian Type Raised curb
Channelized 1 1
anes 1 2 1 1 2 1
Infiguration L T R L T R
stream SiOnal 0 0
Minor Street Northbound Southbound
tvement 7 8 9 10 11 12
L T R L T R
Volume 50 10 82 9 10 6
IItk.Hour Factor, PHF 0.81 0.81 0.81 0.75 0.75 0.75
uriv Flow Rate, HFR 61 12 101 12 13 8
ercent Heavy Vehicles 2 2 2 2 2 2
~cent Grade (%) 0 0
red Approach N N
Storage 0 0
I Channelized 1 1
nes 0 1 1 0 1 1
"
a . , "" ,
proach Eastbound Westbound Northbound Southbound
Ivement 1 4 7 8 9 10 11 12
ne Configuration L L LT R LT R
v vph) 9 84 73 101 25 8
(m) (vph) 971 916 250 661 220 694
0.01 0.09 0.29 0.15 0.11 0.01
95% queue length 0.03 0.30 1.17 0.54 0.38 0.03
ntrol Delay 8.7 9.3 25.2 11.4 23.5 10.2
S A A D B C B
troach Delay -- -- 17.2 20.2
proach LOS -- -- C C
Copyright@2005 University of Florida, All Rights Reserved
I
I
HCS+ ™ Version 5.1
Generated: 121812005 3:59 PM
~..
TWO-WAY STOP CONTROL SUMMARY
r .,...... ~itli' m'w'
...!! H .J))I,
'''..._.~i~'i'' ..
~~, .
q,~,",(;;Jf~0 . '
School House Rd at Depot
Lane
05300
2007
Analyst RJ Intersection
IIgency/co. Nelson & Pope Jurisdiction
late Performed 12/1/2005 Analysis Year
Analysis Time Period Build AM Peak Hr
llaiect Descriotion School House Rd at DeDot Lane (Build AM Peak)
~sUWest Street: School House Road INorth/South Street: DeDot Lane
rement 1 2 3 4 5 6
L T R L T R
lume 6 92 96 48
ak-Hour Factor, PHF 0.90 0.90 1.00 1.00 0.85 0.85
urly Flow Rate, HFR 6 102 0 0 112 56
rcent Heavy Vehicies 2 -- -- 0 -- -
Idian Type Undivided
Channelized 0 0
anes 0 1 0 0 1 0
Infiguration L T TR
~~~~ 0 0
Minor Street Eastbound Westbound
fiivement ~ ~ ~ ~o ~
Illume 66 18
Irk-Hour Factor, PHF 0.75 1.00 0.75
urlv Flow Rate, HFR 88 0 24
ercent Heavy Vehicles 2 0 2
rcent Grade (%) 0
red Approach N
Storage 0
Channelized
12
R
1.00
o
o
1.00
o
o
o
N
o
1.00
o
o
nes
Configuration
o
o
LR
o
o
o
o
o
o
,
proach
Movement
ne Configuration
v vph)
(m) (vph)
Northbound
1
LT
6
1410
0.00
0.01
7.6
A
Southbound
4
7
Westbound
8
9
Eastbound
10 11
LR
112
764
0.15
0.51
10.5
B
10.5
B
12
95% queue length
I~trol Delay
~roach Delay
Itproach LOS
Copyright@2005 University of Florida. All Rights Reserved
HCS+ ™ Version 5.1
Generated: 12/8/2005 3:59 PM
I
I
TWO-WAY STOP CONTROL SUMMARY
...:.'.:;._~lll_
Analyst RJ Intersection School House Rd at Depot
Lane
-,;encY/Co. Nelson & Pope Jurisdiction 05300
ate Performed 12/1/2005 Analysis Year 2007
Analysis Time Period Build PM Peak Hr
oject Description School House Rd at Deoot Lane (Build PM Peak)
st/West Street: School House Road TNorth/South Street: Depot Lane
~
"Jit~t"" ,~_ ~_ _ _',_"_~,_"_"k ,rifr'/'lBil
aior Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
lume 16 105 104 67
Peak-Hour Factor, PHF 0.86 0.86 1.00 1.00 0.75 0.75
urly Flow Rate, HFR 18 122 0 0 138 89
rcent Heavy Vehicles 2 -- -- a -- --
Median Type Undivided
I Channelized 0 0
nes 0 1 0 0 1 0
Configuration LT TR
Jstream Sional 0 0
mor Street Eastbound Westbound
ovement 7 8 g 10 11 12
L T R L T R
olume 49 16
ak-Hour Factor, PHF 0.81 1.00 0.81 1.00 1.00 1.00
burly Flow Rate, HFR 60 0 19 0 0 0
rcent Heavy Vehicles 2 0 2 0 0 0
rcent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 0 0
nes 0 0 0 0 0 0
Configuration LR
,d!!!. .
proach Northbound Southbound Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
ne Configuration LT LR
vph) 18 79
(m) (vph) 1341 688
0.01 0.11
95% queue length 0.04 0.39
~trol Delay 7.7 10.9
A B
Iroach Delay -- -- 10.9
proach LOS -- -- B
yright @ 2005 University of Florida, All Rights Reserved HCS+ ™ Version 5.1 Generated: 12/8/2005 3:59 PM
I
I
TWO-WAY STOP CONTROL SUMMARY
.,
:g
.. ,....Qll :t ..,
F;;>~
Analyst RJ
leney/Co. Nelson & Pope
te Performed 12/1/2005
Analysis Time Period Build Sat Peak Hr
l'&ject Description School House Rd at Denot Lane (Build Sat Peak)
!&'tlWest Street: School House Road INorth/South Street: Denot Lane
-
IMovement 1 2 3 4 5 6
L T R L T R
ume 20 87 58 100
EPeak.Hour Factor, PHF 0.76 0.76 1.00 1.00 0.82 0.82
rly Flow Rate, HFR 26 114 0 0 70 121
cent Heavy Vehicles 2 - - 0 - ..
Median Type Undivided
.Channelized 0
iI1es 0 1 0
ICOnfigUration L T
tream Sional 0
\nor Street Eastbound
vement 7 8
L T
61
0.75
81
2
Intersection
School House Rd at Depot
Lane
05300
2007
Jurisdiction
Analysis Year
o
1
o
o
TR
o
1.00
o
o
o
N
o
9
R
29
0.75
38
2
10
L
Westbound
11
T
12
R
ume
Ik'Hour Factor, PHF
rly Flow Rate, HFR
cent Heavy Vehicles
_cent Grade (%)
ed Approach
Storage
Channelized
1.00
o
o
1.00
o
o
o
N
o
1.00
o
o
es
Configuration
o
o
LR
o
o
o
o
o
o
roach
Movement
-.
L .e Configuration
~ ~ph)
f) (vph)
95% queue length
~Ol Delay
Northbound
1
LT
26
1383
0.02
0.06
7.7
A
II..".
Southbound
4
7
Westbound
8
9
..
Eastbound
10 11 12
LR
119
743
0.16
0.57
10.8
B
10.8
B
Generated: 12/6/2005 4:00 PM
',~"I.
Approach Delay ..
Jill;oach LOS --
~9hl @2005 University of Florida. All Rights Reserved
HCS+™ Version 5.1
I
I
TWO-WAY STOP CONTROL SUMMARY
~'''irrl,*,~0''''''l&lf''@t'i'_'''!''!'''''._~ ~lIIr~_r~j""i1i'M"!"~~\i!\'1
,: . :, ',,' j""""""" .;.;;i!i1'C'<~i!' ,'it ",. :;!~i," . '''''' ,', ,.\.' "J" ",J-I~J\'h""'i"i"0"r;!AitS!">i1k'9ih'", , ," ','" """'"'''' ;
en .~aIJli'!iL ,ma'I.<il>. ,,~'ii"ir.lic'M' . ,,,,,.",,, ... '
Analyst RJ Intersection Site Dwy at School House Rd
ency/Co. Nelson & Pope Jurisdiction 05300
ate Performed 12/7/2005 Analysis Year 2007
Analysis Time Period Build AM Peak Hour
oject Description Site Drivewav at School House Road (Build AM Peak Hour)
stlWest Street: School House Road NorthlSouth Street: Site Drivewav
Intersection Orientation: East-West Stud Period hrs: 0.25
.
. ..
or Street Eastbound Westbound
ivement 1 2 3 4 5 6
L T R L T R
lume 13 38 38 16
(Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
urly Flow Rate, HFR 13 38 0 0 38 16
rcent Heavy Vehicles 2 -- -- 0 -- --
Median Type Undivided
Channelized 0 0
nes 0 1 0 0 1 0
Configuration LT TR
stream SiQnal 0 0
nor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
lume 46 38
Ik-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
urly Flow Rate, HFR 0 0 0 46 0 38
rcent Heavy Vehicles 0 0 0 2 0 2
Percent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 0 0
nes 0 0 0 0 0 0
onfiguration LR
.'
.'
proach Eastbound Westbound Northbound Southbound
Movement 1 4 7 8 9 10 11 12
,e Configuration LT LR
vph) 13 84
C (m) (vph) 1551 939
0.01 0.09
% queue length 0.03 0.29
IItrol Delay 7.3 9.2
A A
Approach Delay -- -- 9.2
troach LOS -- -- A
( yright@2005 University of Florida, All Rights Reserved HCS+™ Version 5.1 Generated: 12/8/2005 6,05 PM
I
I
~ TWO-WAY STOP CONTROL SUMMARY
;;!1)t~~ri!i~: ; :' : :f~~;~:;~iUj4~~ "i; :' (ky;mr; ;, ~.i " _~' '": f i"~ _ : - _ : ,; : _ :,,,: _i"f;:(;i't~;:j:-~~i:;,r~~mWl>," _, " - _':,', ~ ',' __ >-"m~~!W;]~'fs
!:l!'1g~;;IU~t'!!Ull"IH!JiI~liiijL'I1B"~I!UI""_~Q!'1. .... !I.IlBlIli'~t/ll!!"...,........
Analyst RJ Intersection Site Dwy at School House Rd
l~encY/co. Nelson & Pope Jurisdiction 05300
ate Performed 12/7/2005 Analysis Year 2007
Analysis Time Period Build PM Peak Hour
oiect Description Site Drivewav at School House RoadTBuild PM Peak Hour)
st/West Street: School House Road NorthlSouth Street: Site Drivewav
Intersection Orientation: East-West Stud Period hrs: 0.25
.?\""
11:~ ,
or Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
lume 44 35 29 54
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
uriy Flow Rate, HFR 44 35 0 0 29 54
rcent Heavy Vehicles 2 -- -- 0 -- --
Median Type Undivided
II: Channelized 0 0
nes 0 1 0 0 1 0
Configuration LT TR
stream Siqnal 0 0
nor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
lume 30 25
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
urly Flow Rate, HFR 0 0 0 30 0 25
rcent Heavy Vehicles 0 0 0 2 0 2
~cent Grade ('!o) 0 0
red Approach N N
Storage 0 0
Channelized 0 0
es 0 0 0 0 0 0
onfiguration LR
"
. .
proach Eastbound Westbound Northbound Southbound
Movement 1 4 7 8 9 10 11 12
~ Configuration LT LR
ph) 44 55
lit (vph) 1514 875
0.03 0.06
Yo queue length 0.09 0.20
IItral Delay 7.4 9.4
A A
Approach Delay -- -- 9.4
Eoach LOS -- -- A
C right@ 2005 University of Florida. All Rights Reserved HCS+™ Version 5.1 Generated: 12/8/200S 6:05 PM
I
I
II nNO-WAYSTOPCONTROLSUMMARY
~~!iil)}i,"~~'w'!m~",~i\'i:i'~'?')'''*r~!(j;::_;];njB-i~~'\r-', : .,i'~R.',,' ,,"" !1''',~' 'i,,''"'J\J; "-':~~-.,~tr(,, :~,,'i'i, ' _ol_.," " .t.,'.;f
.JIQftS'I~llilf~llm~tl(~'NltR...c...,........,~,~~liIfd&a"IOI1P~
Analyst RJ Intersection Site Dwy at Schoo/ House Rd
tency/co. Ne/son & Pope Jurisdiction 05300
te Performed 12/7/2005 Analysis Year 2007
Analysis Time Period Build Sat Peak Hour
oject Description Site Drivewav at School House Road (Build Sat Peak Hour)
st/West Street: Schoo/ House Road INorth/South Street: Site Drlvewav
Intersection Orientation: East-West Stud Period hrs: 0.25
. :~
liar Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
lume 34 55 37 41
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
~rlY Flow Rate, HFR 34 55 0 0 37 41
rcent Heavy Vehicles 2 -- -- a -- --
Median Type Undivided
Channelized 0 0
nes 0 1 0 0 1 0
Configuration LT TR
stream Siqnal 0 0
nor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
lume 35 28
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
urly Flow Rate, HFR 0 0 0 35 0 28
rcent Heavy Vehicles 0 0 0 2 0 2
~ent Grade (%) 0 0
red Approach N N
Storage 0 0
Channelized 0 0
es 0 0 0 0 0 0
onfiguration LR
L ..' ,~ .. c
proach Eastbound Westbound Northbound Southbound
Movement 1 4 7 8 9 10 11 12
I~ Configuration LT LR
ph) 34 63
C (m) (vph) 1520 874
0.02 0.07
% queue length 0.07 0.23
ntrol Delay 7.4 9.4
S A A
Approach Delay -- n 9.4
!l;;oach LOS -- -- A
right@2005 University of Florida, All Rights Reserved HCS+™ Version 5.1 Generated: 12/8/2005 6.06 PM
I
I
FULL REPORT
~,~ul~lllWp.ltI~t""'!~lr~ci!!'ll:"" rt:'i~ ~"rlr~"""" ,
.M< ,$~ ,11{!i!l1J;l) !l'b
nll,rr!l, ..rr.a 1!i!.I), , ,,,,II.,,,,' j',,,.,, ,
"nalyst GB Intersection Main Rd (NYS 25) at Depot
tency or Co. Nelson & Pope Ln
te Performed 12/5/2005 Area Type All other areas
P . d Build AM Peak Hr (Mitigated) Jurisdiction 05300
me eno Analysis Year 2007
~.~rlr "j .. "'e<' <;",'"
,!i1l1!Jil,!.."".
rade = 0 0 0 0
E9
! I I
I ..
" Grade = 0
. . Show r;orl!l Arrow
I , i
\. " T
! , ,
. ... , , I
I 1 i /1 I , 0 ( R
! , I =
I , I
, ,
1 1~ I i .+-1 1 "1
-+--t-'i~ -T I = L
H-i! '. ,
I
0 I ! 0 Y
~ :TR
I I
r
IGrade = 0 II "1 LT
I I , =
,
..L _~ I
I' , "Y
" LR
I I , ,
I , , "r
, Grade = 0 LTR
"
o 0 0
"lll.'llMll.Ilrdlll
EB WB NB 5B
l1ume (vph) LT TH RT LT TH RT LT TH RT LT TH RT
51 501 540 52 64 79
% Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2
F 0.80 0.80 0.90 0.90 0.88 0.88 0.90 0.90 0.90 0.85 0.90 0.85
Actuated (PIA) A P P P A A
artup lost time 2.0 2.0 2.0 2.0 2.0
Ex!. elf. green 2.0 2.0 2.0 2.0 2.0
rival type 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0
ld/Bike/RToR Volume 0 0 0 0 0 0 0 0 0 0 0 0
ne Width 10.0 11.0 12.0 12.0 14.0
[l;kin9 (Y or N) N N N N N N N N
rking/hr
r stops/hr 0 0 0 0 0
dtiming 3.2 3.2 3.2 3.2
EB Only EW Perm 03 04 SB Only 06 07 08
ming G= 6.0 G= 52.0 G= 0.0 G= 0.0 G= 17.0 G= G= G=
Y- 5 Y- 5 y- O y- O Y- 5 Y- Y= Y
rration of Analvsis (hrs\ - 0.25 Cvcle Lennth C - 90.0
~ VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET
''''''''llI<llIl'l
mf\tllll'U' .. ".
.,', ..... "" ... ,_ - ." ,):"t,ii,,,..""
oject Description Main Rd (NYS 25) at Depot Ln (Build AM Peak Hr Mitigated)
'L, , , "
i <;.'di"',,.
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
olume 51 501 540 52 64 79
~ 0.80 0,80 0.90 0.90 0.88 0.88 0.90 0.90 0.90 0.85 0.90 0.85
dj. Flow Rate 64 626 0 0 614 59 0 0 0 75 0 93
ne Group L T TR LR
~ flow rate 64 626 673 0 168
Prop. L Tor RT 0.000 -- 0.000 0.000 -- 0.088 -- 0.446 - 0.554
,
Base salflow 1900 1900 1900 1900 1900
m. of lanes 1 1 0 0 1 0 0 0 0 0 0 0
l 0.933 0,967 1.000 1.067
J 0.980 0.980 0.980 0.980
1.000 1.000 1.000 1.000 1.000
I- 1.000 1.000 1.000 1.000
1.000 1.000 1.000 1.000
J
1.000 1.000 1.000 1.000 1.000
I- 1.000 1.000 1.000 1.000
0.950 1.000 1.000 1.000 0.978
fLT -- - -- --
~Ondary fLT 0.287 0.287
-- - - -
!: 1.000 0.988 0.925
-- -- -- -
1.000 1.000 1.000 1.000
- -- - --
I: 1.000 1.000 1.000
-- -- -- -
f satflow 1652 1801 1841 1798
499
Sec. adj. satflow 517 -- -- - --
I
I
'. "%JV'-T,,"T"',"-:'~""'_''"'
i", 'e i" -, I iY.OrAl!a~'--'.r\ - . ' ~', '.
'""",.~J!,!~tj,'h,',',",!i, ' , . ,
oject Description Main Rd (NYS 25) at Depot Ln (Build AM Peak Hr Mitigated)
\;Wt'+J-;_.!j~iw~>s~~tli , ,
i ""C' ""l~' , ~.
_in_GA'/;iJ,.i.,,(],@/S'+:w;!:
te group EB WB NB SB
L T TR LR
f' flow rate 64 626 673 0 168
lfIow rate 1652 1801 1841 1798
fJttime 2.0 2.0 2.0 2.0 2.0
een ratio 0.70 0.70 0.58 0.00 0.19
Ire group cap. 426 1261 1064 340
ratio 0.15 0.50 0.63 0.49
ow ratio 0.04 0.35 0.37 0.09
it. lane group Y N Y N Y
urn flow ratios 0.50
tsttime/cycle 15.00
Critical vie ratio 0.60
, . , , , ,.
EB WB NB SB
flje group L T TR LR
j. flow rate 64 626 673 0 168
[e group cap. 426 1261 1064 340
ratio 0.15 0.50 0.63 0.49
~en ratio 0.70 0.70 0.58 0.00 0.19
if. delay d1 6.0 6.2 12.6 32.7
Delay factor k 0.11 0.50 0.50 0.11
~em. delay d2 0.2 1.4 2.9 1.1
PF factor 1.000 1.000 1.000 1.000
ttrol delay 6.1 7.6 15.5 33.8
ne group LOS A A B C
rrch. delay 7.5 15.5 33.8
proach LOS A B C
Intersec. delay 13.9 Intersection LOS B
right@2005 University of Florida. All Rights Reserved HCS+™ Version 5.1 Generated: 12/9/2005 12i25 PM
I
I
I
~ FULL REPORT
lsn''''_~ ,.
J'" e:~,llI:QLi
GB Intersection Main Rd (NYS 25) at Depot
tency or Co. Nelson & Pope Ln
te Performed 12/5/2005 Area Type All other areas
P . d Build PM Peak Hr (Mitigated) Jurisdiction 05300
Ime enD Analysis Year 2007
:lgrgclfoi:i;,:Gl!:!!im~:fli' .. , w 'iX;';".I.. ",
0 0 0 0
rade = EB
l----r-il ~ ,
I -+-i i i
I .. ,
J 1
" I , Grade = 0
.11 , Show NoIlh. Arrow
I +', +'- 1
\ ~T
I I I ,
i.i I ! (
I 1 I VI ! I , I 0 ~ R
; , ,
-t T
1 1-+-+ I-R= , 1 'Of')
I I = L
I ! ,
0 ii .- Iii .- 0 y
I =TR
r
IGrade = 0 ! l ! "1 =l T
., f-~+!-
,,, 1'1 "Y =lR
I I
, ,
Grade = 0 "t'" = UR
o 0 0
:lWTI~r6111l1:tliIj
EB WB NB SB
l1ume (vph) LT TH RT LT TH RT LT TH RT LT TH RT
62 657 612 73 56 86
~eavy veh 2 2 2 2 2 2 2 2 2 2 2 2
0.91 0,91 0.90 0.90 0.79 0.79 0.90 0.90 0.90 0.75 0.90 0.75
Actuated (PIA) A P P P A A
artup lost time 2.0 2.0 2.0 2.0 2.0
Ex!. eff. green 2.0 2.0 2.0 2.0 2.0
rival type 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0
Id/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 10.0 11.0 12.0 12.0 14.0
It;king (y or N) N N N N N N N N
arking/hr
IE stops/hr 0 0 0 0 0
d timing 3.2 3.2 3.2 3.2
EB Only EW Perm 03 04 SB Only 06 07 08
ming G= 6.0 G= 52.0 G= 0.0 G= 0.0 G= 17.0 G= G= G=
y- 5 y- 5 y- O y- O y- 5 y- y- y-
fration of Analvsis Ihrs) - 0.25 Cvcle Lenoth C = 90.0
VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET
eJPJm'll' ,
.. n .
EB WB NB SB
. LT TH RT LT TH RT LT TH RT LT TH RT
olume 62 657 612 73 56 86
tF 0.91 0.91 0.90 0.90 0.79 0.79 0.90 0.90 0.90 0.75 0.90 0.75
j. Flow Rate 68 722 0 0 775 92 0 0 0 75 0 115
ane Group L T TR LR
j. flow rate 68 722 867 0 190
Prop. L Tor RT 0.000 -- 0.000 0.000 -- 0.106 -- 0.395 -- 0.605
!!l'ill'OOJ.m:
,,: "Jl~;L~
Base satflow 1900 1900 1900 1900 1900
m. of lanes 1 1 0 0 1 0 0 0 0 0 0 0
0.933 0.967 1.000 1.067
f v 0.980 0.980 0.980 0.980
1.000 1.000 1.000 1.000 1.000
J 1.000 1.000 1.000 1.000
1.000 1.000 1.000 1.000
~
1.000 1.000 1.000 1.000 1.000
1.000 1.000 1.000 1.000
fLT 0.950 1.000 1.000 1.000 0.981
-- - - --
condary fLT 0.218 0.218
-- -- -- --
1.000 0.986 0.918
-- - -- --
1.000 1.000 1.000 1.000
Lpb -- -- - --
1.000 1.000 1.000
b - -- -- --
j. satflow 1652 1801 1836 1789
Sec. adj. satflow 379 392 -- - -- --
CAPACITY AND LOS WORKSHEET
;1:;':'1,kJ'''!C!;*!i',lJ
" ~":l~~!lI4Im~p '1, ,',', "
>'1
IjeCIDescrIPtion" Main Rd (NYS 25) at?epot Ln (Build PM Peak Hr Mitigated)
'<"'))""'40:~iVli'0'Iir_tl"'~
,a"/'j:;it:':P'nlL ',,' ~, \ii~, ;'J ' '
"'''H,.-"J;\~~t'hY''''~2i''''6foiNi\.;~f,p;;I._ ,.. ..".." ....- .... _...i0N'.__i~.j"~''''''.4i.. _ '_ .H':' .....,..:..-
~e group EB WB NB SB
L T TR LR
,. flow rate 68 722 867 0 190
tflowrate 1652 1801 1836 1789
fttime 2.0 2.0 2.0 2.0 2.0
een ratio 0.70 0.70 0.58 0.00 0.19
Ie group cap. 350 1261 1061 338
ratio 0.19 0.57 0.82 0.56
ow ratio 0.04 0.40 0.47 0.11
It. lane group Y N Y N Y
Sum flow ratios 0.62
st time/cycle 15.00
Critical v/c ratio 0.74
, "
EB WB NB SB
lie group L T TR LR
j. flow rate 68 722 867 0 190
(e group cap. 350 1261 1061 338
ratio 0.19 0.57 0.82 0.56
fen ratio 0.70 0.70 0.58 0.00 0.19
if. delay d1 6.9 6.8 15.2 33.1
Delay factor k 0.11 0.50 0.50 0.16
~em. delay d2 0.3 1.9 7.0 2.1
PF factor 1.000 1.000 1.000 1.000
-Etrol delay 7.2 8.7 22.2 35.3
ne group LOS A A C 0
frch. delay 8.5 22.2 35.3
proach LOS A C 0
Intersec. delay 17.7 Intersection LOS B
yright@2005 University of Florida, All Rights Reserved HCS+™ Version 5.1 Generated: 12/9/2005 12:26 PM
I
I
I
~
T!)mT!~ r""r',"'>
alyst GB Intersection Main Rd (NYS 25) at Depot
tency or Co. Nelson & Pope Ln
te Performed 12/5/2005 Area Type All other areas
e Period Build Sat Peak Hr (Mitigated) Jurisdi?tion 05300 .
AnalysIs Year 2007
e~~ '" ;" <
000
TT
I .-+, ..' L
: I I
~ - ~.t- Grade= 0
I -,++i I I L~ ShcHIi NorthAmiw
= T
1 I -t ! I j ;
I ,
I 1 'I +i : ti 0 (= R
, I _LJ "I
l' ! ,i, lit 1 ....,
I 0 : ; i ,~ Ji-lTild 0 r: ~R
....~
~y
= LR
Grade: 0 "r = L TR
IGrade: 0
. I
! !
I
'I' [
1- -;-T
I
-IJ-
I
I I
I ,
I
I
o
o
o
"j Efinellih(j~t.,jroi'h'g~th"lf~
w
Ilume (vph)
~eavy veh
Actuated (PIA)
Eup lost time
Ex!. elf. green
"j;ival type
"!;"it Extension
.d/Bike/RTOR Volume
lrne Width
~king (Y or N)
"rking/hr
r stops/hr
~timing
EB
L T TH RT L T
64 740
2 222
0.85 0.85 0.85 0.85
A P
2.0 2.0
2.0 2.0
3 3
3.0 3.0
o 0 0 0
10.0 11.0
N N N
=IT
WB NB 5B
TH RT LT TH RT LT TH RT
647 57 70 51
2 2 2 2 2 2 2 2
0.86 0.86 0.85 0.85 0.85 0.81 0.85 0.81
P P A A
2.0 2.0 2.0
2.0 2.0 2.0
3 3 3
3.0 3.0 3.0
0 0 0 0 0 0 0 0
12.0 12.0 14.0
N N N N N
0 0 0 0 0
3.2 3.2 3.2 3.2
EW Perm 03 04 5B Only 06 07 08
G = 52.0 G = 0.0 G= 0.0 G= 17.0 G= G= G=
Y - 5 Y= 0 Y= 0 Y = 5 Y= Y= Y=
- 0.25 Cycle Length C = 90.0
EB Only
.- G = 6.0
a"ing
Y - 5
ration of Analvsis (hrs
~ VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET
oject Description Main Rd (NYS 25) at Depot Ln (Build Sat Peak Hr Mitigated)
(ti;t'
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
olume 64 740 647 57 70 51
~ 0.85 0.85 0.85 0.85 0.86 0.86 0.85 0.85 0.85 0.81 0.85 0.81
dj. Flow Rate 75 871 0 0 752 66 0 0 0 86 0 63
ne Group L T TR LR
j. flow rate 75 871 818 0 149
Prop. L Tor RT 0.000 -- 0.000 0.000 -- 0.081 -- 0.577 -- 0.423
~!!lilU , ~
Base satflow 1900 1900 1900 1900 1900
m. of lanes 1 1 0 0 1 0 0 0 0 0 0 0
J 0.933 0.967 1.000 1.067
lV 0.980 0.980 0.980 0.980
1.000 1.000 1.000 1.000 1.000
l 1.000 1.000 1.000 1.000
1.000 1.000 1.000 1.000
fbb
l 1.000 1.000 1.000 1.000 1.000
t- 1.000 1.000 1.000 1.000
0.950 1.000 1.000 1.000 0.972
fLT - -- -- --
~Ondary h 0.234 0.234
- -- -- --
r- 1.000 0.989 0.943
-- - -- --
1.000 1.000 1.000 1.000
Lpb -- -- -- --
J: 1.000 1.000 1.000
- -- -- --
f satflow 1652 1801 1842 1821
406 421
ec. adj. satflow -- - -- --
I
CAPACITY AND LOS WORKSHEET
'~;,8\mt+~'~~ . "' ~ :~,
;,!Qj <,
Ib>/~,g^,~1jla " " I ,
,
I~:~ n.es,criPtion Main Rd (NYS 25) at Depot Ln (Build Sat Peak Hr Mitigated)
"
'.. .~p'<,:I!itJ; . ,
~e group EB WB NB SB
L T TR LR
Adj. fiow rate 75 871 818 0 149
latfiow rate 1652 1801 1842 1821
osttime 2.0 2.0 2.0 2.0 2.0
reen ratio 0.70 0.70 0.58 0.00 0.19
367 1261 1064 344
ane group cap.
e ratio 0.20 0.69 0.77 0.43
Flow ratio 0.05 0.48 0.44 0.08
rit. lane group Y N Y N Y
Sum fiow ratios 0.57
st time/cycle 15.00
Critical v/c ratio 0.69
, ,
-
EB WB NB SB
lEe group L T TR LR
j. fiowrate 75 871 818 0 149
367 1261 1064 344
line group cap.
e ratio 0.20 0.69 0.77 0.43
reen ratio 0.70 0.70 0.58 0.00 0.19
rif. delay d1 6.7 7.8 14.4 32.2
Delay factor k 0.11 0.50 0.50 0.11
Jem. delay d2 0.3 3.1 5.4 0.9
factor 1.000 1.000 1.000 1.000
ttrol delay 7.0 11.0 19.8 33.1
ne group LOS A B B C
~rch. delay 10.6 19.8 33.1
proach LOS B B C
Intersec. delay 16.3 Intersection LOS B
yright@2005 University of Florida, All Rights Reserved HCS+™ Version 5.1 Generated: 12/9/2005 12.27 PM
I
I
I
!' FULL REPORT ~
nalyst RJ I t t' Middle Rd (CR 48) at Depot
n ersec Ion
fency or Co. Nelson & Pope Ln
te Performed 12/9/2005 Area Type All other areas
P . d Build AM Peak Hr Jurisdiction 05300
e.eno .. .
e.!lIieltfl!:t-''Vm
o 1 0
0 0 0 0 0 0 0 0
3.2 3.2 3.2 3.2
02 03 04 N5 Perm 06 07 08
G= G= G= 12.0 G= G= G=
y= y= y = 5 y= y= y=
Cycle Length C = 70.0
'rade = 0
E9
SOON NorIh/ll1ow
i
(=R
'f)
Y =TR
'f1
"'y
= LR
"r = L 1R
I
I
I
I
-L++--j-LH
--1-++ +l-'T
. .++J- +H+
Grade = 0
= T
I Ii
I 1..1 I
! I /1
I
! I
I I
2
2
= L
I if
I I I,\.
..,j.
-h
r
trade = 0
, " -l-+ i.
I .. .t-t-
=j:tiT. - "ii-
=LT
I
!
Grade = 0
tJme (vph)
Ji;eavy veh
ActJated (PIA)
I~up lost time
Ex!. elf. green
t~al type
Unit Extension
Id/Bike/RTOR Volume
~,e Width
~king (Y or N)
~rking/hr
w:; stopslhr
'l;;j timing
0 1 0
EB WB
LT TH RT LT TH RT
8 595 78 72 664 4
2 2 2 2 2 2
0.90 0.90 0.90 0.90 0.90 0.90
P P P P P P
2.0 2.0 2.0 2.0 2.0 2.0
2.0 2.0 2.0 2.0 2.0 2.0
3 3 3 3 3 3
3.0 3.0 3.0 3.0 3.0 3.0
0 0 0 0 0 0
12.0 12.0 10.0 12.0 12.0 10.0
N N N N
N
LT
80
NB
TH
15
2 2
0.90 0.90
A A
2.0
2.0
3
3.0
o 0
16.0
I:ing
EW Perm
G = 47.0 G =
Y- 6 Y=
fration of Analvsis (hrs) - 0.25
RT LT
85 6
2 2
0.90 0.90
A A
o
N
5B
TH
15
RT
10
o
2 2
0.90 0.90
A A
2.0
2.0
3
3.0
o 0
16.0
N
N
VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET
!\t, M , " '"
oject Description CR 48 at Depot Lane AM Peak Hour wi mitigation
~'
EB WB NB 5B
LT TH RT LT TH RT LT TH RT LT TH RT
olurne 8 595 78 72 664 4 80 15 85 6 15 10
IF 0,90 0,90 0,90 0,90 0,90 0,90 0,90 0,90 0,90 0,90 0,90 0,90
dj, Flow Rate 9 661 87 80 738 4 89 17 94 7 17 11
ne Group L T R L T R LTR LTR
j, flow rate 9 661 87 80 738 4 200 35
Prop, L Tor RT 0,000 -- 0,000 0,000 -- 0,000 OA45 -- OA70 0,200 -- 0,314
~ .~ ",.,
Base satflow 1900 1900 1900 1900 1900 1900 1900 1900
urn, of lanes 1 2 1 1 2 1 0 1 0 0 1 0
1,000 1,000 0,933 1,000 1,000 0,933 1,133 1,133
fHV 0,980 0,980 0,980 0,980 0,980 0,980 0,980 0,980
1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000
1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000
fbb 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000
1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000
t- 1,000 0,952 1,000 1,000 0,952 1,000 1,000 1,000
0,369 1,000 OA01 1,000 0,840 0,943
fLT -- -- -- -
Jondary flT -- -- - --
1,000 0,850 1,000 0,850 0,937 0,958
T -- -- -- --
1,000 1,000 1,000 1,000 1,000 1,000
lpb -- -- -- --
1,000 1,000 1,000 1,000 1,000 1,000
pb -- -- -- -
j, satftow 688 3547 1478 747 3547 1478 1661 1906
ec, adj, satflow - -- -- --
I
CAPACITY AND LOS WORKSHEET
if, '
, ~,
oject Description CR 48 at Depot Lane AM Peak Hour wi mitigation
'ii",.;'!;, ':~ '1.1 ,
EB WB NB SB
ne group L T R L T R LTR LTR
I~' flow rate 9 661 87 80 738 4 200 35
tflowrate 688 3547 1478 747 3547 1478 1661 1906
,sttime 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
reen ratio 0.67 0.67 0.67 0.67 0.67 0.67 0.17 0.17
462 2382 992 502 2382 992 285 327
Ite group cap.
ratio 0.02 0.28 0.09 0.16 0.31 0.00 0.70 0.11
Flow ratio 0.01 0.19 0.06 0.11 0.21 0.00 0.12 0.02
it. lane group N N N N y N y N
Sum flow ratios 0.33
st time/cycle 11.00
Critical v/c ratio 0.39
EB WB NB SB
lEe group L T R L T R LTR LTR
j. flow rate 9 661 87 80 738 4 200 35
fre group cap. 462 2382 992 502 2382 992 285 327
ratio 0.02 0.28 0.09 0.16 0.31 0.00 0.70 0.11
reen ratio 0.67 0.67 0.67 0.67 0.67 0.67 0.17 0.17
l1if. deiay dj 3.8 4.6 4.0 4.2 4.8 3.8 27.3 24.5
Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.27 0.11
fem. delay d2 0.1 0.3 0.2 0.7 0.3 0.0 7.5 0.1
factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Etrol delay 3.9 4.9 4.2 4.9 5.1 3.8 34.8 24.6
. ne group LOS A A A A A A C C
.oprch. delay 4.8 5.1 34.8 24.6
~proach LOS A A C C
Intersec. deiay 8.6 Intersection LOS A
~i9ht @2005 University of Florida, All Rights Reserved HCS+ ™ Version 5.1 Generated: 12/9/2005 12:38 PM
I
I
I
~ ~u~~~
It,' .'.' . "?"i~"'''''~'.,.'..~lill*j~n~~j~{f,:Y'T:.,,: ,;, ,";.. I,'
~'Ill~lll3'~Il!l;,.,Y,\\II.,,',~,__ ' , . .. ,'",. '..}J _. ,~",i~_ , ".k .~, , ' :
alyst RJ Intersection Middle Rd (CR 48) at Depot
Agency or Co. Nelson & Pope Ln
te Performed 12/9/2005 Area Type All other areas
Build PM Peak Hr Jurisdiction 05300
e Period (Mitigation) Analysis Year 2007
rrJ I . ~___a_
0 0 1 0
rade = EB
! , J , T
,
I , , .
, i~ Grade = 0
+ SlMM ~orlll krow
I '- i = T
, I
I I; I. (
I 1 Ii I 1 = R
I! I I
-1-1 : '. I
2 2 ~l
' I J , = L
I ~m'
1 i :~! ~- 1 r
-:: ' .- =TR
IGrade = 0 I ! ~+ ~i =l T
,,4+ -r-
+1= : ~y
=lR
I
! Grade = 0 "r
= LTR
0 1 0
~ml' I
EB WB NB SB
lume (vph) LT TH RT LT TH RT LT TH RT LT TH RT
19 673 87 99 806 14 73 18 84 6 8 15
Eeavy veh 2 2 2 2 2 2 2 2 2 2 2 2
0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PIA) P P P P P P A A A A A A
Jrtup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
rval type 3 3 3 3 3 3 3 3
ni't Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
t'/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0
ne Width 12.0 12.0 10.0 12.0 12.0 10.0 16.0 16.0
Eking (Y or N) N N N N N N N N
rking/hr
s stops/hr 0 0 0 0 0 0 0 0
cltiming 3.2 3.2 3.2 3.2
[t'ing EW Perm 02 03 04 NS Perm 06 07 08
G= 47.0 G= G= G= G= 12.0 G= G= G=
Y- B Y- Y- Y- Y- 5 Y= Y= Y=
L IJration of Analysis (hrs) ~ 0.25 Cycle Length C = 70.0
VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET
,
'1 ..
,~. .>lit
3i.~'
;oject Description CR 48 at Depot Lane PM Peak Hour wi mitigation
.
,
EB WB NB 5B
LT TH RT LT TH RT LT TH RT LT TH RT
lume 19 673 87 99 806 14 73 18 84 6 8 15
IF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
If' Flow Rate 21 748 97 110 896 16 81 20 93 7 9 17
, ne Group L T R L T R LTR LTR
t. fiow rale 21 748 97 110 896 16 194 33
Prop. L Tor RT 0.000 -- 0.000 0.000 -- 0.000 0.418 -- 0.4 79 0.212 -- 0.515
1.:
Base satflow 1900 1900 1900 1900 1900 1900 1900 1900
rn. of lanes 1 2 1 1 2 1 0 1 0 0 1 0
1.000 1.000 0.933 1.000 1.000 0.933 1.133 1.133
fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
1.000 0.952 1.000 1.000 0.952 1.000 1.000 1.000
0.304 1.000 0.365 1.000 0.849 0.938
LT -- -- - --
condary fLT -- -- -- --
r 1.000 0.850 1.000 0.850 0.935 0.930
-- - -- -
1.000 1.000 1.000 1.000 1.000 1.000
Lpb -- -- -- --
Ib 1.000 1.000 1.000 1.000 1.000 1.000
-- -- -- --
It salfiow 566 3547 1478 680 3547 1478 1677 1842
c. adj. satflow - -- - --
I
CAPACITY AND LOS WORKSHEET
, ,
~.
(ljecl Description CR 48 at Depot Lane PM Peak Hour wi mitigation
,l1!~if.~.NlJ1<i' . .
""~ Ul""i<' .' ml,~"'~J ,
EB WB NB SB
ne group L T R L T R LTR LTR
i' flow rate 21 748 97 110 896 16 194 33
!flow rale 566 3547 1478 680 3547 1478 1677 1842
ISltime 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
E'en ralio 0.67 0.67 0.67 0.67 0.67 0.67 0.17 0.17
Lane group cap. 380 2382 992 457 2382 992 287 316
ratio 0.06 0.31 0.10 0.24 0.38 0.02 0.68 0.10
Flow ralio 0.04 0.21 0.07 0.16 0.25 0.01 0.12 0.02
it. lane group N N N N y N y N
Sum flow ratios . 0.37
sl time/cycle 11.00
Critcal v/c ratio 0.44
EB WB NB SB
lEe group L T R L T R LTR LTR
j. flow rate 21 748 97 110 896 16 194 33
380 2382 992 457 2382 992 287 316
Ire group cap.
oralia 0.06 0.31 0.10 0.24 0.38 0.02 0.68 0.10
j een ralio 0.67 0.67 0.67 0.67 0.67 0.67 0.17 0.17
j,if. delay d, 3.9 4.8 4.0 4.5 5.1 3.8 27.2 24.5
Delay faclor k 0.50 0.50 0.50 0.50 0.50 0.50 0.25 0.11
~r'3m. delay d2 0.3 0.3 0.2 1.2 0.5 0.0 6.2 0.1
~ faclor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fEtrol delay 4.2 5.1 4.2 5.8 5.5 3.8 33.4 24.6
nl3 group LOS A A A A A A C C
>Dprch. delay 5.0 5.5 33.4 24.6
~proach LOS A A C C
Intersec. delay 8.2 Inlersectlon LOS A
lyril)ht@2005 University of Florida. All Rights Reserved HCS+ ™ Version 5.1 Generated: 12/9/2005 12:39 PM
I
I
I
!;Iyst FULL REPORT
iCe ',"""k'!; '''' , <c"
RJ I t t' Middle Rd (CR 48) at Depot
N I & P n ersec Ion L
Agency or Co, e son ope n
tte Performed 12/9/2005 Area Type All other areas
me Period Build Sat Peak Hr Jurisdiction 05300
(Mitigation) Analysis Vear 2007
~'*~~ ,~~~_~1!;
!!,~!>,l\ , ' , "
rade = 0 0 1 0
ffi
I -l-' H-
I I
- I
I
, f-i'1 Grade = 0
ShoNNbrlhArTool
I I ~ '-~-r
i ~ T
I , I
I! I I (
I 1 I i 1 = R
! I
, I
2 l~ , i i 2 ~l
L ,
-t 1ft + , , = l
,
I '+lti
1 .+! i ~- j" 1 Y =TR
- ,
'IGrade:::: 0 ~i = l T
I
i ~y
, , = lR
I
-L-+ I Grade = "r
0 = LTR
0 1 0
~~~,.
EB WB NB 5B
lIume (vph) LT TH RT LT TH RT LT TH RT LT TH RT
9 610 73 70 501 9 50 10 82 9 10 6
~eavy veh 2 2 2 2 2 2 2 2 2 2 2 2
0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PIA) P P P P P P A A A A A A
:(rtup losi time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ex!. elf. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
I.' 3 3 3 3 3 3 3 3
nval type
nit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
d/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0
ne Width 12.0 12.0 10.0 12.0 12.0 10.0 16.0 16.0
(king (V or N) N N N N N N N N
rklng/hr
IS stops/hr 0 0 0 0 0 0 0 0
d timing 3.2 3.2 3.2 3.2
II:ng EW Perm 02 03 04 N5 Perm 06 07 08
G= 47.0 G= G= G= G= 12.0 G= G= G=
V- 6 V- V- V- V- 5 V V- V-
tation of Analvsis Ihrsl ~ 0.25 Cvcle Lenoth C 70.0
J VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET
:i';';.';' ,'i:
roject Description CR 48 at Depot Lane Sat Peak Hour wI mitigation
I;~ ~: .' -, "~'!
J ". ,1l/i;. , 6l,.:t_ "
~ '
EB WB NB SB
~olurne LT TH RT LT TH RT LT TH RT LT TH RT
9 610 73 70 501 9 50 10 82 9 10 6
HF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
dj. Flow Rate 10 678 81 78 557 10 56 11 91 10 11 7
,
ne Group L T R L T R LTR LTR
tj. flow rate 10 678 81 78 557 10 158 28
Prop. L Tor RT 0.000 -- 0.000 0.000 - 0.000 0.354 -- 0.576 0.357 -- 0.250
.~m~~.. ,
Base satflow 1900 1900 1900 1900 1900 1900 1900 1900
turn. of lanes 1 2 1 1 2 1 0 1 0 0 1 0
l 1.000 1.000 0.933 1.000 1.000 0.933 1.133 1.133
0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980
IV
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fbb
rr 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
1.000 0.952 1.000 1.000 0.952 1.000 1.000 1.000
flT 0.444 1.000 0.394 1.000 0.871 0.886
-- - -- -
condary flT - -- -- --
. 1.000 0.850 1.000 0.850 0.922 0.966
T -- -- -- --
1.000 1.000 1.000 1.000 1.000 1.000
lpb - - - --
1.000 1.000 1.000 1.000 1.000 1.000
pb -- -- - --
j. satflow 827 3547 1478 735 3547 1478 1696 1808
ec. adj. satflow -- - - --
-
I
CAPACITY AND LOS WORKSHEET
1.~I~m";'''~''I'''' .
'.,; ,$ :;t!;t;r!tirl"m: . ,:jJ '1"," '1
~ . *'" :' . 1 \ Ii' "4"llB.;J)~'Wjl~i>>U\M~riB .. . '. "
oject Description CR 48 at Depot Lane Sat Peak Hour wi mitigation
'1.lllrrllll'''!w
t adl' iliI I~ r "'~\' !ii'",'" . ",. . .
. :. .'., IjI"'~ili: fi~;#!'illt':J;;~ti'- -, ' i ,,, '
_'\\9 u ,', ..",. ,.r*._ ".1_ .",.d;'., -~'., .' .,. .
EB WB NB SB
ne group L T R L T R LTR LTR
Adj. fiow rate 10 678 81 78 557 10 158 28
tfiow rate 827 3547 1478 735 3547 1478 1696 1808
Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
(een ratio 0.67 0.67 0.67 0.67 0.67 0.67 0.17 0.17
I;ne group cap. 555 2382 992 493 2382 992 291 310
c ratio 0.02 0.28 0.08 0.16 0.23 0.01 0.54 0.09
Flow ratio 0.01 0.19 0.05 0.11 0.16 0.01 0.09 0.02
It. lane group N y N N N N y N
Sum fiow ratios 0.28
Jst time/cycle 11.00
Criticai v/c ratio 0.34
, , II
"11
EB WB NB SB
line group L T R L T R LTR LTR
j. flow rate 10 678 81 78 557 10 158 28
.~e group cap. 555 2382 992 493 2382 992 291 310
ratio 0.02 0.28 0.08 0.16 0.23 0.01 0.54 0.09
Green ratio 0.67 0.67 0.67 0.67 0.67 0.67 0.17 0.17
I~if. delay d1 3.8 4.7 4.0 4.2 4.5 3.8 26.5 24.4
Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.14 0.11
Irem. delay d2 0.1 0.3 0.2 0.7 0.2 0.0 2.1 0.1
r= factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
.Etro, delay 3.9 5.0 4.2 4.9 4.7 3.8 28.6 24.5
ne group LOS A A A A A A C C
frch. delay 4.9 4.7 28.6 24.5
proach LOS A A C C
Intersec. delay 7.5 Intersection LOS A
lyright@2005 University of Florida. All Rights Reserved HC$+ 1M Version 5.1 Generated: 12/9/2005 12:44 PM
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