HomeMy WebLinkAboutCottages at Mattituck
MCBNELSON & POPE
~ ENGINEERS & SURVEYORS
572 WALT WHITMAN ROAD, MELVILLE, NY 11747
TEL (630 427.5665 FAX (630 427.5620
MEMORANDUM
TO:
Mark Terry
Town of South old
FROM:
SUBJECT:
Kerri M. Collins, P.E.
Cottages at Mattituck
DATE:
REVISED DATE:
N&P PROP. NO.
CC:
March 13, 2006
March 21,2006
02007
Len Axinn
Pat Cleary
Nelson & Pope has investigated the potential traffic impacts associated with a proposed residential
development comprised of 24 single family houses and 12 apartments to be located along the south side
of Sound Avenue. The site is just west of the Sound Avenue at Factory Avenue intersection in the Town
of Southold, Suffolk County, New York. The 7.4-acre site is on a parcel of land that is currently zoned
AHD Residence. Access to the site will be provided via a new road constructed on Sound Avenue. The
following represents our assessment of the traffic issues associated with the proposed development.
Roadway Conditions
Main Road (NYS Route 25) is under the Jurisdiction of the New York State Department of Transportation
(NYSDOT) with a general east/west orientation. In the vicinity of the site this roadway provides one
travel lane per direction with shoulders on both sides of the road. This section of Main Road (NYS
Route 25), between Manor Lane and Sound Avenue, has an average annual daily traffic (AADT) volume
of approximlltely 13,500 vehicles per day (source: NYSDOT Traffic Volume Report 2004). The posted
speed limit is 35 miles per hour.
Factory Avenue is under the Town of Southold jurisdiction and runs north/south connecting So~nd
Avenue with Main Road (NYS 25). The posted speed limit is 35 miles per hour in both directions.
Sound Avenue is also under the Town of Southoldjurisdiction and runs east/west connecting Middle Road
(CR 48) with Main Road (NYS 25). The posted speed limit along this road is 35 miles per hour in both
directions.
Turning movement counts were collected at the intersection of Main Road (NYS Route 25) at Factory
Avenue and Sound Avenue at Factory Avenue on Wednesday, March 1,2006 during the AM (7:00-9:00
AM) and PM (4:00-6:00 PM) peak periods. The volume data was tabulated to identify the peak hours at
the intersection. The existing peak hour volumes were adjusted to account for seasonal fluctuation
characteristics of the area due to summer travel to and from the east end of Long Island. A seasonal factor
of 1.388 was obtained from NYSDOT and applied to the existing volumes to reflect peak summer
conditions. These seasonally adjusted volumes are attached.
No Build Condition
The No Build Condition represents traffic conditions expected at the study intersections in the future year
2008 without the construction of the proposed project. The No Build Condition traffic volumes are
estimated based on the following increases in traffic due to general population growth and developments
outside of the immediate project area. This traffic increase is referred to as ambient growth.
Traffic Growth
A 1.8% annual growth factor was obtained from the New York State Department of Transportation
(NYSDOT) Long Island Transportation Plan 2000 study (LITP2000) for the north fork of Long Island.
The seasonally adjusted traffic volumes were increased by this factor for a period of 2 years to project
volumes to the year 2008. The No Build volumes are attached.
Site Access
As depicted on the site plan, access to the site will be provided via a new roadway intersecting Sound
Avenue. The site access will be configured for full movement.
The feasibility of a secondary access along Factory Avenue was reviewed for sight distance and safety.
Due to the configuration of the parcel, the only location available for a secondary access intersecting
Factory Avenue is directly adjacent to the south side of the Long Island Rail Road (LlRR) grade crossing.
A field measurement performed at this proposed location indicates the sight distance would he sufficient
in accordance with standards presented in A Policy on Geometric Design of Slate Highways published by
the American Association of Highway and Transportation Officials (AASHTO). However, despite the
adequate sight distance, this location is not recommended as a second access serving the proposed project.
The second access would intersect Factory Avenue in very close proximity to the LlRR grade crossing.
Drivers exiting the site will be focusing on entering the traffic stream on Factory Avenue and negotiating
the turn maneuver. They may not be aware of approaching trains and will not have sufficient time to
redirect their attention to the railroad crossing since it is immediately adjacent to the access. Furthermore,
drivers traveling on Factory A venue may be distracted by traffic entering and exiting the site which may
affect their ability to detect an approaching train.
-2 -
It should be noted that the traffic anticipated to be generated by the proposed project during the peak
hours is very low and the proposed access on Sound Avenue is projected to operate at LOS A. Therefore a
second access for the proposed development is not required. We recommend that a Factory Avenue
access be used for emergency purposes only.
Trip Generation
In order to identify the impacts the proposed residential development will have on the adjacent street
system, it is necessary to estimate the magnitude of traffic volume to be generated during the peak hour
periods and to estimate the directional distribution of that site traffic when entering and leaving the
subject property. The proposed residential development will contain 24 Single Family Houses and 12
Apartments. The trip generation estimates for the proposed development were prepared utilizing data
found within the Institute of Transportation Engineers' publication, Trip Generation, Seventh Edition.
This publication sets forth trip generation data obtained by traffic counts conducted at research sites
throughout the country. It is anticipated that the proposed 24 single family houses will generate 29 trips
during the AM peak hour (8 entering, 21 exiting) and 31 trips during the PM peak hour (20 entering, 11
exiting). The proposed 12 apartment units will generate 11 trips during the AM peak hour (3 entering, 8
exiting) and 25 trips during the PM peak hour (15 entering, 10 exiting). The projected trips generated by
the site are shown in Table 1 below.
Table 1: Trip Generation
Time Period
Distribution 24 Single Family Houses
ITE LUC210
Enter 8
Exit 21
Total 29
Enter 20
Exit 11
Total 31
Source: Trip Generatioll, 1h Edition, published by ITE
12 Apartment Units
ITE LUC 220
3
8
II
15
10
25
Total
PM Peak Hour
11
29
40
35
21
56
AM Peak Hour
Trip Distribntion and Assignment
The volume of site traffic that would travel through the study intersections during peak hours was
distributed and assigned to each movement based on the existing roadway and travel patterns. The nature
of the proposed land use and its associated travel patterns were considered as well. The site generated
-3-
volumes were then added to the AM and PM No Build Condition volumes resulting 10 the Build
Condition volumes. Figures showing the distribution and the build volumes are attached.
Intersection Analysis
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 FHW A Highway Capacity Software Release 5.2 was used to analyze the study intersection
and provide a LOS measurement of the intersection operations. The six classes of LOS, range from LOS
A (excellent) to F (worst).
Table 2: Level of Service Summary
Signalized Intersections Condition AM Peak Hour PM Peak Hour
LOS Delay VIC LOS Delay VIC
Existing B 13.9 0.62 B 13.5 0.75
Main Road (NYS 25) at Factory No Build B 14.9 0.65 B 14.6 0.78
A venue
Build B 15.1 0.66 B 15.0 0.78
Notes: LOS:::: Level a/Service, flle:= Volllme/Capacity Rmio. Deltly = sccollds/l'elride
--'"~---
AM Peak Hour PM Peak Hour
Unsignalized Intersections Condition LOS Delay V/C LOS Delay V/C
Existing WB-LT A 7.7 0.06 A 7.5 0.06
NB-LR B 11.0 0.16 B 12.5 0.37
Sound A venue at Factory No Build WB-LT A 7.7 0.06 A 7.5 0.06
Avenue NB-LR B 11.2 0.16 B 12.9 0.39
Build WB-LT A 7.7 0.06 A 7.5 0.06
NB-LR B 11.4 0.18 B 13.5 0.42
Sound A venue at Site Build WB-LT A 7.5 0.00 A 7.4 0.01
Driveway NB-LR A 9.7 0.04 A 9.8 0.03
Notes: LOS::Ill Level afService, vie = VO!llmelCapaciJy Rallo. Delay'" seconds/vehicle
-4 -
Main Road (NYS 25) at Factorv Avenue
After the construction of the Project, this intersection will continue to operate at a very good level of
service B during both the AM and PM peak hours. Therefore no traffic impacts will be created at this
intersection and hence no mitigation measures are required.
Sound Avenue at Factorv Avenue
After the construction of the proposed development, this intersection will continue to operate at an
excellent level of service A for the westbound approach and a good level of service B for the northbound
approach during both the AM and PM peak hours. Therefore, no traffic impacts will be created at this
intersection and hence no mitigation measures are required.
Sound Avenue at Site Drivewav
The proposed site driveway will operate at an excellent level of service A for both the westbound and
northbound approaches during the AM and PM peak hours.
Conclusion
It is our professional opinion that the traffic generated by the site does not create any significant adverse
impacts to the adjacent roadway and will not create any adverse impacts in the future. The capacity
analysis performed indicates that the study intersections will continue to operate at existing levels of
service during the busiest periods.
-5-
.'
INTER&E<:TION: MAIN ROAD (NYS 25) @ FACTORY AVENUE
DATE COlLECTED" '}/Ol/Ob WEDNESDAY
PRo.JEClllTLE: ISLAND ESTATES AT HATTITUCK
JWUSDlCTION" TOWN Of SOUTHOLD
ST.ur TlftE E'--'- ~-'.. ~.~. SClarne... TOTAl e.III'.
u-.... I.UT T_ ...... .TOft T..-aa. l>-T_ I.UT Ton .tMIr ffTOIl TOT'" ...- un T_ ...... ..... lOT"- "-- LIn T... - ..... .."... _~T
1,000\'" , , " , . . .. . 0 " , . .. 0 , , . 0 , , , , , , " '"
7;1"4" , , '" , , ." . 0 ." , , '" , , , , , . , , , , , " ,.,
7,]0>>'1 , , "' , . ". , , '" , , ". , , , , , . , , , , , " m
7:4ltAI'I , " '01 , , III , , '" , , '36 , , , , , . , J , " , " "" 98'
&-00.1011 , 1 ., , 0 ,.. , , 102 , , '06 , , , , , , , . , II , " '" 'OL'
~,i~ AI1 , , " , 0 " , , IZI , 0 '" , , , , , , , , , " , " '" ""
InO.J.M , , " , 0 ,~~ , , .. , 0 15' , , , , , , , 5 , , , ZI ZO, I,~
&;4~ AM , , "' , 0 '5 , , i08 , 0 "' , , , 5 , . , . , II " " '"
Pu.a It.ua: 1:15 0 " 'Z1 Z , U. 0 , '18 " Z ... , /I , , , Z8 0 ZO . ,. " " 1041
8:15 ""
PH. 0_67 ,... 0:50 O.lill ,>3 0.91 ,.., ,... '" 0.69' 0.41. 0.'50 '.>3 G.78 '"' 0.'/"2 O.51j1 0.1\1 0.16 '04
FACTORY AVENUE
10 i
! 51
" , "
.-J! 4
MAIN ROAD (NYS 25) t
"
- '04 j I - ". - m
"
r ,
455 -+ '" -+ 451 --+
, 1
...., i r+
'~(J " 7 "
i
~) II
! " PEAl( HOUR 7:1548:15 AM
SI(iSBEE ROAD
iNTERSECTION: SOUND AVENUE 0 F ACl QRY AVENUE
DATE COUECTED' 3/01/06 WEDNESDAY
PROJECT 'TITLE: ISlAND ESTATES AT HATTITUCK
JURISDICTION. TOWN OF SOUTHOLD
STAIn'T"E . - wun_ I JiI..n.eUQ SaUTlel..... c....
TOTAl.
1&>-- ...... T.... - nOR ~at. ...- UFT ,- ...... KTOR ..... ...- LII'T ,.... .,- n," ,...... """- L..... ,- .."" n.. TOT" No..."
7:00 AM , , , " , . 15 , " , , , " , , , 6 , " 0 , , , 0 , ..
1;)~ .11./'1 , , , " , 17 0 , , , , " , , , , , '6 0 0 0 0 . 0 "
7,30 AM . , , " , ,. , " " , 0 Z1 , , , a 0 '6 0 0 0 , 0 0 51
7;lo!l AI'! , 0 . " . Zl , " " , , ,. 0 " , , 0 '" , 0 0 0 0 . ,. m
8,00A11 . 0 . " , .. , " " 0 , " , , , . , " , , . , . , 67 ,..
t;l!lAI1 , , 5 " . " , 17 " 0 . )7 , , , , . , , 0 0 0 . 0 .. ,..
8,::lQ.V1 , 0 5 " 0 2L 0 6 " , , " , , , , , " , 0 0 ~ , : , " 26'
e:4!lAM , . 5 " , 20 0 " , , , '" , 6 0 5 , " , 0 0 0 i " 140
PEAlllfOU!l; . . 21 62 . ., . 50 T' . . IZZ . .. , Z1 . 6' . . . . . . I ..6
7:30.8:30 AI'!
PHF 0." 0.78 0.00 0.71. Q.90 0.82 0." 07S ,.. I,,,
SOUND AVENUE
- "'6 - " - '"
r 50
SO_ " -+ .a -+
.. 1
.., r+
<; " "
i
.NI '"
l ~ PEAK Hoult: 7:30-8:30 AM
FACTORY AVENUE
.
"
INTER&ECTION: MAIN ROAD (NYS 25) @ FACTORY AVENUE
DATE CouecTEO' ;)/01/06 WEDttESDA'i
PRO.JCCT lllL!!: ISLAND ESTATES AT "'"TTlTUCIli
JURISDICTION" TOWN OF SOUTHOLD
Sn..-TTME ........... ~.... N.II1Ml..rw SOllnllaultD TOTAl. Cv..,
~- LIfT T_ ..... .TOlt T""- 10;,:.. .... T_ .- OT.. To"'" 1>-T_ LffT T_ .."" OT" Tft""L U-T_ Lm T_ .- OT.. Tom .......,
ld>~ P,"l , " 15; , , . ,,. , , 13Q , '" , , , , ) " 0 15 , , " )6)
.
:"l~ !"~l , i5 1.15 0 , '" , 1 ;09 , ) '15 , , , , , II 0 " ) " , " 320
4:~~ PM 0 " '" 0 , IS' 0 , '" , , ". , , 2 , ) , 0 " 2 , , " >6'
1.:1..:) I'M , " '" , , '" 0 , 1"1. 0 , '" , , , , , 7 0 " , " , " >6' 1l.28
5:0C-P."l 0 " 119 0 , '" 0 , ," 0 . I2l , , 2 , , . 0 " , " ) " ", 11.4Z
!);l~ N1 , " '" 0 1 .., 0 , 111 0 , "' , , ) , , 7 0 " , 7 , " ,,, 11.7Z
~]) p', , " I.1Q 0 , IS' 0 , " 0 , " , , , 0 , 5 0 IS , , , " ~~o ""
:l/") 1"1'1 , " ". 0 , '" 0 , " 0 1 BB , , 1 , , , 0 " , 1 ) .. " 1173
PEA. ItOlJII: , .. ." 3 . 77Z . JO 517 I .. m , . JO . . " 0 " " 31 " '" 11.73-
1.:30-5"30 PM
PHF OSO 0.% 0.25 0.45 0.9) 0.6> 0.90 0.25 0." 0.92 [ 0.75 0.11) 01' 0.50 OBB 0.71 0.81 0.68 075 on 0.98
FACTORY AVENUE
'" i
! "'
" " "
..-J ! 4
HAlN ROAD (NYS 25) t
20
4- 519 j I 4- ;" 4- '"
"
r 10
m -+ ." -+ '" -+
" 1
..., i r+
-~f}',", , 10 11
i
l::J "
! " PEAl( HOUR: 4:30-5:.30 PM
SIGSBEE ROAD
INTERseCTION: SOUND AVENUE @ FACTORY AVENUE
DATE COLLECTED. 3/01106 WEDNESDAY
PROJeCT TITLE: ISLAND ESTATES AT HATTITUCK
JURISDICTION" TOWN OF SOUTHOLD
STAIIT TillE .......... WmtwOU'. I ~.U'G SiIIUTHIiIIUIAI TOTAL Cu".
IH_ LnT T_ -.- IlTOlI m... --- "'" T_ -- ".. Tn... o-T_ Lm T_ -'"" IlTOlI T.rAL lH_ Lm T_ -- "OIl To,.... Hillu...,
4O}~ p.., , , , " 0 , Zl 0 11 " , 0 21 , " , 0 " , . 0 0 0 0 ..
..
L.I:\PI1 , C , I~ 0 2L 0 " " , 0 " c " , ~lj .) " 0 C. 0 0 0 0 "
':30 ""1 , , , 2L 0 " 0 " Zl 0 0 ,. 0 " , " 0 " 0 0 0 0 0 , '"
'.io.!!I!'11 , 0 5 " 0 Zl . " " 0 0 " 0 " , " 0 " 0 0 0 0 0 , " ,,,
~O" 1'/1 , 0 7 " . 31 0 . " 0 , 31 0 " , " 0 " 0 0 0 0 0 , " ""
!!I,f!!l"'" , , 5 " 0 " 0 " Zl 0 0 " C " 0 " 0 SO 0 0 0 0 0 0 '13 '"
~:30 PM , , 5 " 0 " ~ " , C 0 Z5 , " , " , " 0 0 0 , , 0 " ;~
~I,,~ PI'! , , , 19 0 ,. " " 0 " , /7 , " , " 0 0 0 0 0 , 10' "
pua Hen: 0 0 Z3 ., 0 114 0 .. '" 0 0 Il8 0 " 0 7Z . OS5 0 0 . 0 0 0 4"
'-:3>0-5-30 PIt
PHF OiZ 0,91 0.91 0.09 0.90 0.88 0.86 0.6~ US 0.90
SOUND A VENUE
- ,.. - " - 13.
r 55
n. --+ " --+ .. --+
"
"1
..., r+
'1~ II> 7Z
,[ i
',~ II.. I PEAIl HOUR: 4:.30p5:30 PH
! '55
FACTORY AVENUE
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2006 Seasonally Adjusted AM Peak Hour Traffic Volumes
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2006 Seasonally Adjusted PM Peak Hour Traffic Volume
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2008 No Build AM Traffic Volumes
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SOUND ~\I(J\l1J(
2008 No Build PM Traffic Volumes
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Site Generated Trip Distribution
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11 ENTER
(29) EXIT
Traffic Volumes
Site Generated AM
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Site Generated PM Traffic Volumes
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(21) EXIT
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:
LEvEL OF SERVICE DEFINITIONS AND
INTERSECTION CAPACITY ANALYSIS WORKSHEETS
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,
!naffic, 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 oS 10.0 seconds per vehicle
Level of Service B > ] 0.0 and oS 20.0 seconds per vehicle
Level of Service C > 20.0 and oS 35.0 seconds per vehicle
Level of Service 0 > 35.0 and oS 55.0 seconds per vehicle
Level of Service E > 55.0 and oS 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, Le., when arrival flow rates exceed the capacity ofthe 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.
. -- -- - -- -- ---. - - - - --- --- - -Page Break------------- ___ - ___ - ___n
LEVEL OF SERVICE: TWO WAY STOP CONTROLLED INTERSECTIONS
The quality of trdffic 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 defincd 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
refereoce 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. Tbis 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
Level of Service B
Level of Service C
Level of Service D
Level of Service E
Level of Service F
s 10 seconds per vehicle
> 10 and s 15 seconds per vehicle
> 15 and s 25 seconds per vehicle
> 25 and s 35 seconds per vehicle
> 35 and s 50 seconds per vehicle
> 50 seconds per vehicle
FULL REPORT
G..n..ra II hfOrmali on .....i. "y , .::Hte''lnTC 'i'i '..
I\nalysl RJ Intersection Main Rd (NYS25) at Factory
Ave
I\gency Or Co. Nelson & Pope Area Type All other areas
Date Performed 3/3/2006
Time Period Existing AM Peak Hour Jurisdiction 02007
Analysis Year 2006
Intersel:tioriGebmetrV. 'iY ,," .: y" Y.... .. Y. ... .' ", '. ....,.. YY ii.y. ..', i"
Grade '" 0 1 1
0 EB
~---=r-c
, Grade = 0
SnctllflorthArrCl.V
..... .. ....i'..,.. ,.... i
= T
tel II ......
1 '" ...., 0 (' = R
, T
. . Ii. H' "1
1 1
'. , , '.., = L
.'. :r 'Fr
0 , , 1 Y
, = T R
Grade = 0 . , J ..,~ =LT
..
.. "Y = LR
L1,.. ",
"'.',{ Grade = 0 "',y = LTR
1 1 0
~ iii'" "",Li' Y'" "".,";"" ~'ii' """".2illillill
EB . WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Volume (vph) 44 584 3 6 663 17 15 10 14 28 7 62
% Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2
PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.78 0.78 0.78 0.76 0.76 0.76
Actuated (P/A) A A A A A A A A A A A A
Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival Type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 0 0 0 0 2 0 0 4 0 0 19
Lane Width 11.5 12.0 11.5 12.0 10.0 10.0 10.0 10.0
Parking (Y or N) N N N N N N N N
Parking/Hour
Bus Stops/Hour 0 0 0 0 0 0 0 0
Pedestrian Timing 3.2 . 3.2 3.2 3.2
EB Only EW Perm 03 04 NS Perm 06 07 08
Timing G= 12.0 G= 35.0 G= G= G= 7.0 G= G= G=
Y= 5 Y= 6 Y= Y= Y= 5 y- Y= y=
Duration of Analysis (hrs) = 0.25 . . Cvcle Lennlh C = 70.0
VOLUME ADJU nENT AND SATURATION FLOW F 'E WORKSHEET
.
""''')'''''~i; '.'."i"":W ,," .';;:ii";":,,,, ,.,. ii'i'. "';'T, ,,,i
"'''''''''',,",1 ,'.',':',' "
Project Description Main Road (NYS 25) at Factory Avenue (Adjusted AM Peak Hour)
'~'uHJlfle i\c:/j8"""" mtj .,... :""''l,i'i,.",.,.,i'',i,' '. ..,.,.., ":"'" 'jVii,';: '..."
...,.j:'"".
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT tEJ
Volume 44 584 3 6 663 17 15 10 14 28 7 62
PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.78 0.78 0.78 0.76 0.76 0.76
Adjusted Flow Rate 48 642 3 7 729 16 19 13 13 37 9 57
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 48 645 7 745 19 26 37 66
Proportion of L T or RT 0.000 -- 0.005 0.000 -- 0.021 0.000 -- 0.500 0.000 -- 0.864
ii"i""" < """.:'"j,:",",i:."'""',,..\,'i,,,,i,i ",',,,, ,i'",,,,,,,,,,.. ,
Base Satnow 1900 1900 1900 1900 1900 1900 1900 1900
Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0
fw 0.983 1.000 0.983 1.000 0.933 0.933 0.933 0.933
0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980 .
fHV
fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fp 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
fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
I.
fLU 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fLT 0.950 1.000 0.420 1.000 0.714 1.000 0.740 1.000
-- -- -- --
Secondary fL T 0.146 0.146
-- - -- -
fRT 0.999 0.997 0.925 0.870
-- -- -- -
fLPb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
-- -- -- -
fRPb 1.000 1.000 1.000 1.000
- -- -- -
Adjusted Salflow 1740 1861 769 1857 1241 1608 1287 1513
Secondary Adjusted SatfJow 268 272 -- - - -
CAPACITY AND LOS WORKSHEET
~~i1~r~I'1 nfqrll1~ ti.6 n -c- ....n..-.......:;p....... ,Wy..
....... '.'
'roject Description Main Road (NYS 25) at Factory Avenue (Adjusted AM Peak Hour)
car;~i:rty.!.~~'~i~~:[~...,..'. .... m"i" . , <.',.' iii.,/mll.i'...... ". ,..,.d.
.' /"..'
EB WB NB 5B
_ane Group L TR L TR L TR L TR
<\djusted Flow Rate 48 645 7 745 19 26 37 66
Satnow Rate 1740 1861 769 1857 1241 1608 1287 1513
_ost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
3reen Ratio 0.74 0.74 0.50 0.50 0.10 0.10 0.10 0.10
Group Capacity 451 1382 385 929 124 161 129 151
_ane
Jic Ralio 0.11 0.47 0.02 0.80 0.15 0.16 0.29 0.44
=Iow Ratio 0.03 0.35 0.01 0.40 0.02 0.02 0.03 0.04
::ritical Lane Group Y N N Y N N N y
Sum Flow Ratios 0.47
_ost Time/Cycle 17.00
::ritical v/c Ratio 0.62
4~.6~~r~~r;9~p~.~1.t~~!i~~~t~~I,.i!i?~J~y,an~...tQ$p~~~rm!'6~ti.96 .""...'.... ny. Ii,..::', .'...,../...... . .if
EB WB NB 5B
_ane Group L TR L TR L TR L TR
<\djusted Flow Rate 48 645 7 745 19 26 37 66
Group Capacity 451 1382 385 929 124 161 129 151
_ane
Jic Ratio 0.11 0.47 0.02 0.80 0.15 0.16 0.29 0.44
3reen Ratio 0.74 0.74 0.50 0.50 O. 10 0.10 0.10 0.10
Uniform Delay d, 7.1 3.5 8.8 14.6 28.8 28.8 29.2 29.6
Delay Factor k 0.11 0.11 0.11 0.35 0.11 0.11 0.11 0.11
incremental Delay dz 0.1 0.3 0.0 5.1 0.6 0.5 1.2 2.0
PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
::ontrol Delay 7.2 3.8 8.8 19.7 29.4 29.3 30.4 31.7
Lane Group LOS A A A B C C C C
I>.pproach Delay 4.0 19.6 29.3 31.2
I>.pproach LOS A B C C
Intersection Delay 13.9 Intersection LOS B
opyright@2005 University of Florida, All Rights Reserved
HCS+™ Version 5.2
Generated: 3/812006 11:16AM
FULL REPORT
tSlllier~JJnformatiOr\ . ., .... .,., .... I'Sitll "./'1."..<. ". '".:.:." n'"",":'."",.,.,'U,,:
Analyst RJ Intersection Main Rd (NYS25) at Factory
Ave
I\gency or Co. Nelson & Pope Area Type Ail other areas
Date Performed 3/3/2006 Jurisdiction 02007
Time Period Existing PM Peak Hour Analysis Year 2006
J nte rsectiol1'eeometrv. ... '. ...<......... . ..... ",. ,,',~.... ; ',,' ". '''''''.'
0 1 1
Grade = 0 ffi
~-------~ I \
. .
I .-Y!
I ,.
I: . , .
Grade ::: 0
SIxIJl Norlh nrfIY.v
........ . i
'- = T
... : .
1 . [-if I ...... . 0 ( = R
.';' .
1 "1 -j '. ... 1 "'1
, = l
. .....if
0 Hi .., "', , t~
= TR
,
I . "'1 =LT
Grade::: 0 .'
I....... ,
r/J' ..,,,..... = lR
I
Grade ::: 0 ""tA'" LTR
=
1 1 0 ....~:.;.".,'0"",.,''',..."....".,,.'......
VcilumearidTimrOCi'input: ..........,.......':.:.' ,,"' ..... '.'
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Volume (vph) 111 944 17 14 718 28 8 14 17 79 18 78
% Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2
PHF 0.93 0.93 0.93 0.92 0.92 0.92 0.88 0.88 0.88 0.77 0.77 0.77
Actuated (P/A) A A A A A A A A A A A A
Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival Type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 0 9 0 0 19 0 0 6 0 0 18
Lane Width 11.5 12.0 11.5 12.0 10.0 10.0 10.0 10.0
Parking (Y or N) N N N N N N N N
Parking/Hour
Bus Stops/Hour 0 0 0 0 0 0 0 0
Pedestrian Timing 3.2 3.2 3.2 3.2
EB Only EW Perm 03 04 NS Perm 06 07 08
Timing G; 6.0 G; 40.0 G; G; G; 8.0 G; G; G;
y- 5 y; 6 y- y; y; 5 y- y; y;
Duration of Analvsis (hrs) ; 0.25 Cvcle Lenath C ; 70.0
VOLUME ADJUSTtI :T AND SATURATION FLOW RAT WRKSHEET
~,~g~n~!.,!nf9"m~ti~>n< ..,/", / ',,< t'i],::':",!:,'!i[,<" ". ..~., ,~'fU<.t,(" 'V"~
Project Description Main Road (NYS 25) at Factory Avenue (Adjusted PM Peak Hour) ""~
~9!:llm~!:~gj\lstmel1t '''L'','",', "Tft'U V"i'.<:..., /'.mr.~
" "",' 'H"',,, ''t" '.
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Volume 111 944 17 14 718 28 8 14 17 79 18 78
PHF 0.93 0.93 0.93 0.92 0.92 0.92 0.88 0.88 0.88 0.77 0.77 0.77
Adjusted Flow Rate 119 1015 9 15 780 10 9 16 13 103 23 78
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 119 1024 15 790 9 29 103 101
Proportion of L T or RT 0.000 -- 0.009 0.000 -- 0.013 0.000 -- 0.448 0.000 - 0.772
S~tll'..a.tl~ri!!Elbwd~ijte .' .".::...~\ ,.,,: :n:'f',"".""." ," """"","..: , :iT..~
"""0',..__,..",'.,.,""''-;''-'''''-'""",-,,
Base Satflow 1900 1900 1900 1900 1900 1900 1900 1900
Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0
fw 0.983 1.000 0.983 1.000 0.933 0.933 0.933 0.933
fHV 0.980 0.980 I 0.980 0.980 0.980 0.980 0.980 0.980
-'_. ,.._..~_._"'~,...- -----
fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fp 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
fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fLU 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fLT 0.950 1.000 0.235 1.000 0.692 1.000 0.738 1.000
-- -- -- --
Secondary fLT 0.176 0.176
-- -- - --
fRT 0.999 0.998 0.933 0.884
-- .. -- -
fLPb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
-- -- - .-
fRpb 1.000 1.000 1.000 1.000
-- -- -- --
Adjusted Satflow 1740 1860 431 1859 1203 1622 1284 1537
Secondary Adjusted Satflow 322 327 - -- -- --
.
CAPACITY AND LOS WORKSHEET
GE;\QE;\r~lj]nfQtml'!liQh ,.... ., iii .,. . . .) . ..... .,m'. '.'>, ... "i.;'
,.".....'...,....,.... ......', '.. i "'ii .,..
Project Description Main Road (NYS 25) at Factory Avenue (Adjusted PM Peak Hour)
.~. T'" .' ,...... ...., "...." , ."..... . ,.. ., ,..".............,.
~, ii'.""';"" ........' "'>i'," " ,
EB WB NB 5B
,
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 119 1024 15 790 9 29 103 101
Satfiow Rate 1740 1860 431 1859 1203 1622 1284 1537
Lost Time 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Green Ratio 0.73 0.73 0.57 0,57 0.11 0,11 0,11 0,11
Lane Group Capacity 356 1355 246 1062 137 185 147 176
vie Ratio 0,33 0,76 0,06 0.74 0,07 0.16 0.70 0.57
Flow Ratio 0,07 0,55 . 0,03 OA2 0,01 0,02 0.08 0,07
Critical Lane Group N Y N N N N Y N
Sum Flow Ratios 0.63
Lost TimelCycle 11,00
Critical vie Ratio 0.75
~ ~, -'.@........i ,'....'..i~~'.'..i..'..'i"'...'W.'i'...........'i....'liW,:"".'
EB WB NB 5B
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 119 1024 15 790 9 29 103 101
Lane Group Capacity 356 1355 246 1062 137 185 147 176
vie Ratio 0,33 0.76 0.06 0.74 0.07 0.16 0.70 0,57
Green Ratio 0.73 0.73 0.57 0.57 0.11 0.11 0,11 0.11
Uniform Delay d1 7.5 5.7 6.7 11.2 27.7 28.0 29.8 29.4
Delay Factor k 0.11 0.31 0.11 0.30 0.11 0.11 0,27 0.17
Incremental Delay d2 0.6 2.5 0.1 2.9 0.2 OA 13.9 4.5
PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000
Control Delay 8.1 8.2 6,8 14.1 27.9 28A 43.7 33.9
Lane Group LOS A A A B C C 0 C
Approach Delay 8.2 13.9 28,2 38.8
Approach LOS A B C 0
Intersection Delay 13.5 Intersection LOS B
:opyrighl @2005 Universily of Florida, All Rights Reserved
HCS+ ™ Version 5_2
Generated: 3/8/2006 11:17 AM
TW VAY STOP CONTROL SUMMARY
~..;"", ",,,,,,," i+ /",".'li'W'+'i!i..i, slt,Q,ilnf~j;m~tlQnm' 'i"".,,++.+ '. /"iUi "". ""Wi;
Analyst RJ Intersection Sound Avenue at Factory
A venue
Agency/Co. Ne/son & Pope Jurisdiction 02007
Date Performed 3/3/2006 Analysis Year 2006
Analysis Time Period Ex/sting AM Peak Hour
"roiect Descrintion Sound Avenue at Factory Avenue (Ad/usted AM Peak Hour)
=astlWest Street: Sound A venue North/South Street: Factory Avenue
ntersection Orientation: East-West Study Period (hrs): 0.25
l!.iJhiclei,'Vdlilmel'>aodAdiiisHhenfs . .i"i'i:, , ...... , ., '.... 'ii.
lIIaior Street Eastbound I Westbound
Vlovement 1 2 3 I 4 5 6
L T R I L T R
Jolume lveh/h \ 29 86 69 100
"eak-Hour Factor, PHF 1.00 0.80 0.80 0.82 0.82 1.00
~ourly Flow Rate, HFR 0 36 107 84 121 0
'veh/h\
"ereent Heavy Vehicles 0 -- -- 2 -- --
Vledian TYDe Undivided
~T Channelized 0 0
_anes 0 1 0 0 1 0
::onfiguration TR LT
JDstream Sianal 0 0
lIIinor Street Northbound Southbound
Vlovement 7 8 9 10 11 12
L T R L T R
Jolume Iveh/hl 47 37
"eak-Hour Factor, PHF 0.75 1.00 0.75 1.00 1.00 1.00
~ourl;tlow Rate, HFR 62 0 49 0 0 0
'veh/h
"ereent Heavy Vehicles 2 0 2 0 0 0
"ereent Grade (%) 0 0
=1 ared Approach N N
Storage 0 0
~T Channelized 0 0
oanes 0 0 0 0 0 0
~ " T 'i' '?:i' ,y....
\pproach Eastbound Westbound Northbound Southbound
l.1ovement 1 4 7 8 9 10 11 12
_ane Configuration LT LR
I (veh/h) 84 111
:: (m) (veh/h) 1440 710
lie 0.06 0.16
}5% queue length 0.19 0.55
::ontrol Delay (s/veh) 7.7 11.0
_OS A B
\pproach Delay (siveh) - -- 11.0
\pproach LOS -- -- B
:opyrlghl ~ 2005 UnIversity or Florida. All Rights Reserved
HCS+™ Version 5.2
Generated: 3/8/2006 10:57 AM
. 'O-WAY STOP CONTROL SUMMP
Gehetaiih1fo"matibh: ' , ...,.' ,mm i, im' ><,. " 'in!!!:i""
Analyst RJ Intersection Sound Avenue at Factory
A venue
Agency/Co. Nelson & Pope Jurisdiction 02007
Date Performed 3/3/2006 Analysis Year 2006
Anaiysis Time Period Existing PM Peak Hour
'reiect Descriotion Sound Avenue at Factory AvenuelAdiusled PM Peak Hour!
=ast/West Street: Sound Avenue North/South Street: Factory Avenue
nterseclion Orientation: East-West Study Period (hrs): 0.25 ~
ilehicle.'Vtilume,sia'l1di~aiustmel1ts'i" , y "",.,i.""":'; ,iiF'e.',
\/Iaior Street Easlbound Westbound
lAovement 1 2 3 4 5 6
L T R L T R
!olume (veh/h) 32 26 76 115
'eak.Hour Factor, PHF 1.00 0.92 0.92 0.88 0.88 1.00
~ourl;tIOW Rate, HFR 0 34 28 86 130 0
veh/h
'ercenl Heavv Vehicles 0 -. - 2 - -
lAedian Type Undivided
~T Channelized 0 0
.anes 0 1 0 0 1 0
~onfiguration TR LT
Jostream Sional 0 0
\/Iinor Street Northbound Southbound
lAovement 7 8 9 10 11 12
L T R L T R
/otumelveh/h\ 115 100
'eak-Hour Factor, PHF 0.78 1.00 0.78 1.00 1.00 1.00
iourly Flow Rate, HFR 147 0 I 128 0 0 0
veh/h)
'ercent Heavy Vehicles 2 0 I 2 0 0 0
'ercent Grade (%) 0 0
'Iared Approach N N
Storage 0 0
n Channelized 0 0
oanes 0 0 0 0 0 0
~onflguration LR ,"
)iilal/lQUiiuiiLiiil'alh ' alid:Uiivei[Pfi'S'!liYlce!i!i.i:'i:: :'''''''''''''" ""'\' ::,'"
"":""",,.,
\pproaeh Easlbound Westbound Northbound Southbound
lAovement 1 4 7 8 9 10 11 12
.ane Configuration LT LR
, (veh/h) 86 275
, (m) (veh/h) , 1541 751
J
'/e 0.06 0.37
15% queue length 0.18 1.69
;ontrol Delay (s/veh) 7.5 12.5
.OS A B
\pproaeh Delay (s/veh) -- -- 12.5
\pproaeh LOS - -- B
opyright@2005 University of Florida, All Rights Reserved
HCS+™ Version 5.2
Generaled: 3/8/2006 10:57 AM
FULL REPORT ')~
d~h~ral,li1fprmaliol1 '....""",:,',...:,"')?wC::m~
Analyst RJ Intersection Main Rd (NYS25) at Factory
Ave
Agency or Co. Ne/son & Pope Area Type All other areas
Date Performed 3/8/2006 Jurisdiction 02007
Time Period No Build AM Peak Hour Analysis Year 2008
II1MseaidnGeomell-v , ... ... ','.,' " ".,C;c,'7',,,, ":".,,...',,:.::i" .", '.,: ,'"L.'m)"''',.i:.i,,..''.i',',.,....'..,''''~ 08C,:,,':.,niilll
0 1 1
Grade '" 0 EB
I: ,.vi "l
Ii Grade '" 0
11m .,,: ' Soon Nooh MOI,\t
'- i = T
,,', 'iii}l I, ,'," ""'. .
1 . 0 (
'i~'ii"i' = R
.m , ")
1 " 1
. = l
0 T"', ".,e, 1 y
= TR
r -
Grade:. 0 Ii' , i "'1 = LT
W :
"Y = lR
" J",,' Grade = 0 ~r LTR
=
1 1 0
VplllmeiaI1Q)h'1imil1tWlllbul ' ., ",' ... ,',' .... mUl!mm:t>:m'
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Volume (vph) 46 607 3 6 690 18 16 10 15 29 7 64
% Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2
PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.78 0.78 0.78 0.76 0.76 0.76
Actuated (P/A) A A A A A A A A A A A A
Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival Type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 0 0 0 0 2 0 0 4 0 0 19
Lane Width 11.5 12.0 11.5 12.0 10.0 10.0 10.0 10.0
Parking (Y or N) N N N N N N N N
Parking/Hour
Bus Stops/Hour 0 0 0 0 0 0 0 0
Pedestrian Timing 3.2 3.2 3.2 , 3.2
EB Only EW Perm 03 04 NS Perm 06 07 08
Timing G= 12.0 G= 35.0 G= G= G= 7.0 G= G= G=
Y= 5 Y= 6 Y= Y= Y= 5 Y= Y= Y=
Duration of Analvsis Ihrs \ - 0.25 Cvcle LenQth C = 70.0
VOLUME ADJU: lENT AND SATURATION FLOW F E WORKSHEET
077 [al~;"; ..... >>' ..... .'", .....,.::'I,',">T. ".TTTI'.'!"',."II;,.;.!:T'.."..yy........!y'..,y ,"',1"".. ..", ~
!,::i/:l[1E:l["''''
Project Description Main Road (NYS 25) at Factory Avenue (Ambient No Build AM)
V()~ . ,'T,;: y,p'y",'",','''' ,,>.,..y,.,., . .....""",."...",,,,81',,',,,,;',,,,,,,,.T',,,y ..,....y"..y,,,... '.'1,:"
l,'" :..
EB WB NB 58
LT TH RT LT TH RT LT TH RT LT TH RT
Volume 46 607 3 6 690 18 16 10 15 29 7 64
PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.78 0.78 0.78 0.76 0.76 0.76
Adjusted Flow Rate 51 667 3 7 758 18 21 13 14 38 9 59
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 51 670 7 776 21 27 38 68
Proportion of L T or RT 0.000 -- 0.004 0.000 -- 0.023 0.000 -- 0.519 0.000 -- 0.868
SatJram:jh flo"" Rate ......'."T" %,,1,1,;, '.,".' ."y,.,y.SiC....', ..y Y"","..,..',.., :..n..: .
Base 5atflow 1900 1900 1900 1900 1900 1900 1900 1900
.
Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0
fw 0.983 1.000 0.983 1.000 0.933 0.933 0.933 0.933
fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980
f9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fp 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
fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
f 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
'LV
, 0.950 1.000 0.410 1.000 0.713 1.000 0.740 1.000
LT -- -- -- --
Secondary f L T 0.125 0.125
-- -- -- --
, 0.999 0.997 0.922 0.870
RT -- -- -- --
, 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Lpb -- -- -- --
. 1.000 1.000 1.000 1.000
Rpb -- -- -- --
-.- 1740 1861 1856 1239 1603 1286 1512
o,djusted Satfiow 751
Secondary Adjusted Satfiow 229 233 -- -- -- --
CAPACITY AND LOS WORKSHEET
""'i":""'/;,:V;j",'",',";"'.i:.:'::;"",',;",,,."" , m"~ 00. .:............................+.!I'.......I...... ...,'.,.W.........",+::.,.,.. .....
G~I)~~aldl)forrn.atiph . ....
.,.,""'..'..,.."....""'""..",
Project Description Main Road (NYS 25) at Factory A venue (Ambient No Build AM)
C. .' ",.,,""''''''''', ....i.... ........ mi" ,'. ....... .. .....,...:.'!i...!:.... ., F.... '....m.'.....,... ........... ~
f..''''.'', ......
EB WB NB SB
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 51 670 7 776 21 27 38 68
Satftow Rate 1740 1861 751 1856 1239 1603 1286 1512
Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Green Ratio 0.74 0.74 0.50 0.50 0.10 0.10 0.10 0.10
Lane Group Capacity 429 1382 376 928 124 160 129 151
vlc Ratio 0.12 0.48 0.02 0.84 0.17 0.17 0.29 0.45
Flow Ratio 0.03 0.36 0.01 0.42 0.02 0.02 0.03 0.04
Criticai Lane Group Y N N Y N N N Y
Sum Flow Ratios 0.49
Lost TimelCycle 17.00
Critical vlc Ratio 0.65
~~n.~!i~!f,~ij~,!~~~~~i~~lijl~I~~~~ilit~~'I~~li!i~~.~,II;~~I~!!~~J~~~l.~.~tj.~.rt...i.i"i.!........... ;i"<::~; ':/;,
..,t.'
EB WB NB SB
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 51 670 7 776 21 27 38 68
Lane Group Capacity 429 1382 376 928 124 160 129 151
vlc Ratio 0.12 0.48 0.02 0.84 0.17 0.17 0.29 0.45
Green Ratio 0.74 0.74 0.50 0.50 0.10 0.10 0.10 0.10
Uniform Delay d, 7.8 3.6 8.8 15.0 28.8 28.8 29.2 29.7
Delay Factor k 0.11 0.11 0.11 0.37 0.11 0.11 0.11 0.11
Incremental Delay ct, 0.1 0.3 0.0 6.8 0.6 0.5 1.3 2.1
PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Control Delay 7.9 3.9 8.9 21.8 29.5 29.3 30.5 31.8
Lane Group LOS A A A C C C C C
Approach Delay 4.2 21.7 29.4 31.3
Approach LOS A C C C
Intersection Delay 14.9 Intersection LOS B
opyright@2005 University of Florida, All Rights Reserved
HCS+™ Version 5.2
Generated: 3/812006 11 :22 AM
FULL REPORT """HU'~
G.eneral ~,..= "!,'~,T c:--p- Siiii'lnformation .... ",y"":,"",,,,,,"',':i,"',
Analyst RJ Intersection Main Rd (NYS25) at Factory
Ave
Agency or Co. Nelson & Pope Area Type All other areas
Date Performed 3/8/2006 Jurisdiction 02007
Time Period No Build PM Peak Hour Analysis Year 2008
Intersection GeometrY 'i " "'" ,',i"i;:.;:'., ,<
Grade '" 0 1 1
0 EB
~-------
I...yt t~
'- /
U Grade" 0
shclllr.Jcrlhlirrc....
Ii .. .
i = T
,..,-. 1 :
1 i 0 /~
'. r = R
1 ' ' 1 ")
if = L
T'i .J
0 Tt.... . 1 t~
= TR
"
, -c T .........~ =LT
Grade:::: 0 t I
)) ,] .....~,r~y = Lf~
." ....t...
Gri'lde = 0 = L TR
1 1 0
VOlume'ihl11'mtmjhWjr~ .'.' .', ,,' i ,. 'ii i'" ''.'"i':.,'''> " '...."';:.'':.,.i~ ~
EB WB NB 5B
LT TH RT LT TH RT' LT TH RT LT TH RT
Volume (vph) 115 982 18 15 747 29 8 15 18 82 19 81
% Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2
PHF 0.93 0.93 0.93 0.92 0.92 0.92 0.88 0.88 0.88 0.77 0.77 0.77
Actuated (P/A) A A A A A A A A A A A A
Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival Type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 0 9 0 0 19 0 0 6 0 0 18
Lane Width /1.5 12.0 11.5 12.0 10.0 10.0 10.0 10.0
Parking (Y or N) N N N N N N N N
Parking/Hour
Bus Stops/Hour 0 0 0 0 0 0 0 0
Pedestrian Timing 3.2 3.2 3.2 3.2
EB Only EW Perm 03 04 NS Perm 06 07 08
Timing G= 6.0 G= 40.0 G= G= G= 8.0 G= G= G=
y= 5 y= 6 y- y- y= 5 y= y- y=
Duration of Anaj;;SislhrSl= 0.25 Cvcle Lenoth C = 70.0
VOLUME ADJUSn IT AND SATURATION FLOW RA1 VORKSHEET
, ,", -: ' ' ,,,';:, ;':; r I : ' ; , : : :! ;":" '~':':';: ':' :: ;:: : ,,;<: ,: ' -: ' : ; ; , : . i .': : ;, _' ; : , / /. '-Y-,.,. ~,/.. ,','. ).,iiEi!
,GI:!/"l~rOll ,'I.r1f!>rf"l1Ol,Uqo/!",i' ,.. ,., J ... ,...'.. ..... .,
;"''':.:.:''..,,<;'1,.,
Project Description Main Road (NYS 25) at Factory Avenue (Ambient No Build PM)
"""""""'.'i"'. .iy.'.."'.'.....'...,',.'.'.....'....,...,.'. 'i .,,',in..,..' '...' .... ..,,' , "'. /. , ',.'.,),'.
.,
EB WB NB 5B
LT TH RT LT TH RT LT TH RT LT TH RT
Volume 115 982 18 15 747 29 8 15 18 82 19 81
PHF 0.93 0.93 0.93 0.92 0.92 0.92 0.88 0.88 0.88 0.77 0.77 0.77
Adjusted Flow Rate 124 1056 10 16 812 11 9 17 14 106 25 82
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 124 1066 16 823 9 31 106 107
Proportion of L T or RT 0.000 -- 0.009 0.000 - 0.013 0.000 -- 0.452 0.000 -- 0.766
SafUratlSi1iFiowRale <. ... "", , ,"'",,/.,,/,,'1"..,' ".,!'.~
"'"
Base Satfiow 1900 1900 1900 1900 1900 1900 1900 1900
Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0
fw 0.983 1.000 0.983 1.000 0.933 0.933 0.933 0.933
fHV 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980
f9 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fp 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
fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fLU 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fLr 0.950 1.000 0.208 1.000 0.688 1.000 0.737 1.000
-- -- - -
Secondary fLr 0.156 0.156
-- -- -- -
fRT 0.999 0998 0.932 0.885
-- -- -- -
fLpb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
-- -- -- -
fRpb 1.000 1.000 1.000 1.000
-- -- -- -
Adjusted Satfiow 1740 1860 381 1859 1196 1621 1281 1539
Secondary Adjusted Satfiow 286 290 -- -- -- -
CAPACITY AND LOS WORKSHEET
General.'lnform.ati6h ..".... ..............),.... ...... . )... . .......[[..n...,.................... ...... 'in.
..i... ..... ...
Proj ect Description Main Road (NYS 25) at Factory Avenue (Ambient No Build PM)
q~p"qityAIl~.lysis .,...i.' '. .. '.... ..i!'....nWm..i..'.':..','!.,~.l .... , i'....
..... ., .,.... ..
EB WB NB SB
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 124 1066 16 823 9 31 106 107
Satfiow Rate 1740 1860 381 1859 1196 1621 1281 1539
Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Green Ratio 0.73 0.73 0.57 0.57 0.11 0.11 0.11 0.11
Lane Group Capacity 333 1355 218 1062 137 185 146 176
vie Ratio 0.37 0.79 0.07 0.77 0.07 0.17 0.73 0.61
Flow Ratio 0.07 0.57 0.04 0.44 0.01 0.02 0.08 0.07
Critical Lane Group N Y N N N N Y N
Sum Flow Ratios 0.66
Lost TimelCycle 11.00
Critical vie Ratio 0.78
,?:::;-""'n"i'.i:\;',')t,!'O,'::,i,-,:n':;,"H!i:r,,':'::i"'li':'H':''':''IWn'.!,(''i''';'';!'''i[i!!';r::::'>:ii'Y-:;;:'::."'<"','--:" "",-::.,',,: _ ';' ,',',"-',' ".""'.,-.,'-' ~ ....) .i.)',. .)n'''ii!''.'l!'
Lan~9r().HP<::"p~qiW~]!q9Jlt~9!,,~~liilY:i.[WJ!J:1;I;[i!f,g~Ji!!'lt~.rmIn"tiQ!'l,i .........
EB WB NB SB
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 124 1066 16 823 9 31 106 107
Lane Group Capaciiy 333 1355 218 1062 137 185 146 176
vie Ratio 0.37 0.79 0.07 0.77 0.07 0.17 0.73 0.61
Green Ratio 0.73 0.73 0.57 0.57 0.11 0.11 0.11 0.11
Uniform Delay d, 8.4 6.0 6.7 11.5 27.7 28.0 29.9 29.5
Delay Factor k 0.11 0.33 0.11 0.32 0.11 0.11 0.29 0.19
Incremental Delay d2 0.7 3.2 O. 1 3.7 0.2 0.4 16.5 6.0
PF Facior 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Control Delay 9.1 9.2 6.9 15.2 27.9 28.4 46.4 35.5
Lane Group LOS A A A B C C 0 0
Approach Delay 9.2 15.0 28.3 40.9
Approach LOS A 8 C 0
Intersection Delay 14.6 Intersection LOS 8
opyrighl @2005 University of Florida, All Rights Reserved
HCS+ ™ Version 5.2
Generaled: 31812006 11:20 AM
TW 'VA Y STOP CONTROL SUMMARY
Gehi:ir~l!iiifo'iW'hitiC;n ,c ,U <" ~< ."ii.1]<. < '!:," >
'""
Analyst RJ Intersection Sound A venue at Factory
A venue
Agency/Co. Nelson & Pope Jurisdiction 02007
Date Performed Analysis Year 2008
Analysis Time Period No Build AM Peak Hour
'rQ;8ct DescriDtion Sound Avenue at Factorv Avenue /Ambient No Build AMI
"asUWest Street: Sound Avenue North/South Street: Factorv Avenue
ntersection Orientation: East-West Studv Period (hrs): 0.25
.',E" .. ..' ""T0.~',,"'l'<' <"<" ,".. "<<:.'". "<"""< ".,.'.." :'i".,..':.",;:: 'nn<" >'i,.::,n
'<laior Street Eastbound Westbound
li10vement 1 2 3 4 5 6
L T R L T R
Jolume Iveh/h1 30 89 72 104
'eak-Hour Factor, PHF 1,00 0,80 0,80 0,82 0,82 1,00
~ourl;tlow Rate, HFR 0 37 111 87 126 0
:veh/h
Oercent Heavy Vehicles 0 - - 2 .. -
li1edian Type Undivided
~T Channelized 0 0
anes 0 1 0 0 1 0
~onfiguration TR LT
~stream Sj;;[ial 0 0
'<linor Street Northbound Southbound
li10vement 7 8 9 10 11 12
L T R L T R
Jolumefveh/hl 49 38
'eak.Hour Factor, PHF 0.75 1.00 0.75 1.00 1.00 1.00
~ourly Flow Rate, HFR 65 0 50 0 0 0
'veh/h)
oercenl Heavy Vehicles 2 0 2 0 0 0
oercenl Grade (%) 0 0
=Iared Approach N N
Storage 0 0
~T Channelized 0 0
.anes 0 0 0 0 0 0
~ LR ,," ':~~1~]>' -
illIT
1>,pproach Eastbound Westbound Northbound Southbound
li10vement 1 4 7 8 9 10 11 12
.ane Configuration LT LR
, (veh/h) 87 115
~ (m) (veh/h) 1434 698
,/c 0,06 0,16
15% queue length 0.19 0.59
~ontrol Delay (s/veh) 7.7 11.2
.OS A B
1>,pproach Delay (s/veh) -- .. 11.2
1>,pproach LOS - -- B
:opyrlght@2005 University of Ftorlda. All Rights Reserved
HCS+ ™ Version 5.2
Generaled: 3(8/2006 11 :20 AM
'a-WAY STOP CONTROL SUMMJ' .
Seiiefaliill'lfdrm:ad~n' Site I ntOrm atiHh " ... ...>"
Analyst RJ Intersection Sound Avenue at Factory
A venue
Agency/Co. Nelson & Pope Jurisdiction 02007
Date Performed Analysis Year 2008
Analysis Time Period No Build PM Peak Hour
~roiect Descriotion Sound Avenue at Factorv Avenue IAmbient No Build PM)
::astlWest Street: Sound Avenue North/South Street: Factorv Avenue
.ntersection Orientation: East-West Study Period hrs): 0.25
f)etiicle.'V6Iume'~',!a'namAalust'm:ents' u .., 'i 'T ".,..... ".T: ":..,.m.,.'",:..'" ..,......,..."'.,,.,i.,
Ma;or Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
volume Iveh/h\ 33 27 79 120
::leak-Hour Factor, PHF 1.00 0.92 0.92 0.88 0.88 1.00
Hourl;\FloW Rate, HFR 0 35 29 89 136 0
'veh/h
Percent Heavy Vehicles 0 -- -- 2 - --
Median Tyoe Undivided
RT Channelized 0 0
_anes 0 1 0 0 1 0
:::onfiguration TR LT
Uostream Sional 0 I 0
Minor Street Northbound Southbound
Movement 7 B g 10 11 12
L T R L T R
votumelveh/h'- 120 104
Peak-Hour Factor, PHF 0.78 I 1.00 0.78 1.00 1.00 1.00
Hourl~tlow Rate, HFR I
'veh/h 153 0 133 0 0 0
Percent Heavy Vehicles 2 0 2 0 I 0 0
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
Confi uration ~~ ~ .""'/""~
mr<
Approach Eastbound Westbound Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR .
v (veh/h) 89 286
C (m)(veh/h) 1538 740
v/c 0.06 0.39
95% queue length 0.18 1.83
Control Delay (slveh) 7.5 12.9
LOS A B
Approach Delay (s/veh) -- - 12.9
Approach LOS - -- B
~opyright @2oo5Universityof Florida. All Rights Reserved
HCS+™ Version 5.2
Generaled: 3/Bf2006 11 :20 AM
FULL REPORT
.,...:'....,..............""....,. ..' "."..,../ 'Siti:i'lnformatiOn 7[7;",-" , "..""",",, ......'i...]'....::...,'."
"'nalys! RJ Intersection Main Rd (NYS25) at Factory
Ave
"'gency or Co. Ne/son & Pope Area Type All other areas
)ate Performed 3/8/2006 Jurisdiction 02007
rime Period Build AM Peak Hour Analysis Year 2008
IltersectionG'e6melrv ",.. . ., ii... ""',c/:'" .,.,/.,....."...~
0 1 1
Grade '" 0 EB
..' ,
.'.~.t"" (
+ Grade = 0 "- j/
Shcmr'JOfIht;m:w
. ' '. i
= T
. , . ' .
1 , 0 ("
. = R
L "
f ~.. .. 1 ")
= L
.IT}'
0 "tt 1 Y'
~ T R
.
, , . , ,. j "'1 =LT
Grade = 0
. 1 . ~-(' = LR
rli
,'. Grade = 0 ;t~ = LTR
1 1 0
VQH.imai~iii:lTimill(J.ll ,,""i"..,/'i"':. .... . '.' " .....: .,./.,i",',."" ,.',,,'U.,,.~ ./'
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Volume (vph) 48 607 3 6 690 19 16 10 15 32 7 69
% Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2
PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.78 0.78 0.78 0.76 0.76 0.76
Actuated (P/A) A A A A A A A A A A A A
Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival Type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 0 0 0 0 2 0 0 4 0 0 19
Lane Width 11.5 12.0 11.5 12.0 10.0 10.0 10.0 10.0
Parking (Y or N) N N N N N N N N
Parking/Hour
Bus Stops/Hour 0 0 0 0 0 0 0 0
Pedestrian Timing 3.2 3.2 3.2 3.2
EB Oniy EW Perm 03 04 NS Perm 06 07 08
Timing G= 12.0 G= 35.0 G= G= G= 7.0 G= G= G=
Y= 5 Y= 6 Y= y- y= 5 Y= y= y=
Duration of Analvsis (hrs) = 0.25 CYcle Lenoth C = 70.0
VOLUME ADJU' nENT AND SATURATION FLOW F "E WORKSHEET
<""r,","', "','.' ',','" '" , '" "'W:!,,!',",,,,,:I:', ,"'"iH,I,i1UH,u, ,/', ".' "irlWi'.iiilii':!iliJi
GElnElf;al,:/nfprm;at!91'1 ,', > Project Description Main Road (NYS 25) al Factory Avenue (Build AM)
v~j~m~i't\~J!!~tme,nt" """"~"""",,,,',:!iiiill' "'i," " /,) "1,',,:; """"",!I,I,'"", ";"'"H!"""''''''''''''''''
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Volume 48 607 3 6 690 19 16 10 15 32 7 69
PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.78 0.78 0.78 0.76 0.76 0.76
Adjusted Flow Rate 53 667 3 7 758 19 21 13 14 42 9 66
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 53 670 7 777 21 27 42 75
Proportion of L T or RT 0.000 -- 0.004 0.000 n 0.024 0.000 -- 0.519 0.000 -- 0.880
S~t~'~~ti~ij'RI~W,R~tEl ,ii""11 ,,!,!!,!;!', "y",,' .;,i':"",'i',""""""",),,,,~ illillJII ~""!""H",ii'i'_
Base Satflow 1900 1900 1900 1900 1900 1900 1900 1900
Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0
fw 0.983 1.000 0.983 1.000 0.933 0.933 0.933 0.933
fHV 0.980 0.980 I 0.980 0.980 0.980 0.980 0.980 0.980
fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fp 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
fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fLU 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
fLT 0.950 1.000 0.410 1.000 0.708 1.000 0.740 1.000
-- -- -- --
Secondary fL T 0.125 0.125
-- -- -- --
fRT 0.999 0.996 0.922 0.868
-- n -- -
fLpb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
-- n - --
fRpb 1.000 1.000 1.000 1.000
-- -- -- -
Adjusted Satflow 1740 1861 751 1856 1231 1603 1286 1509
Secondary Adjusted Satflow 228 232 -- - - --
CAPACITY AND LOS WORKSHEET
Gl:!b.erallll{Clrmation .. .... . .... "'v'~.'r'.'i,i,,'!.di'. .. "'v' ....... ....,.J.J..J
, ... .... ., ...,
"roject Description Main Road (NYS 25) at Factory Avenue (Build AM)
C~pi.lc:ity Analysis .....,. ...,!....,.,!,..~.........i..f'.f~ ~C--T"~ ."'.,', ",n'".r;............. ...... ".,f,T
EB WB NB 5B
.ane Group L TR L TR L TR L TR
~djusted Flow Rate 53 670 7 777 21 27 42 75
3atflow Rate 1740 1861 751 1856 1231 1603 1286 1509
.ost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
3reen Ratio ~074 0.50 0.50 0.10 0.10 0.10 0.10
.ane Group Capacity 428 1382 376 928 123 160 129 151
de Ratio 0.12 0.48 0.02 0.84 0.17 0.17 0.33 0.50
=Iow Ratio 0.03 0.36 0.01 0.42 0.02 0.02 0.03 0.05
::ritical Lane Group Y N N Y N N N Y
3um Flow Ratios 0.50
.ost Time/Cycle 17.00
:::ritical v/c Ratio 0.66
W~h~gt~"'~.q~p~l.;lty;;qAb@l~andt ..,.'...../.'..;...". i..., i...." i'.i'!i'
EB WB NB 5B
.ane Group L TR L TR L TR L TR
~djusted Flow Rate 53 670 7 777 21 27 42 75
.ane Group Capacity 428 1382 376 928 123 160 129 151
de Ratio 0.12 0.48 0.02 0.84 0.17 0.17 0.33 0.50
3reen Ratio 0.74 0.74 0.50 0.50 0.10 0.10 0.10 0.10
Jniform Delay d1 7.9 3.6 8.8 15.1 28.8 28.8 29.3 29.8
Jelay Factor k 0.11 0.11 0.11 0.37 0.11 0.11 0.11 0.11
ncremental Delay d2 0.1 0.3 0.0 6.8 0.7 0.5 1.5 2.6
"F Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
:::onlrol Delay 8.0 3.9 8.9 21.9 29.5 29.3 30.8 32.4
cane Group LOS A A A C C C C C
~pproach Delay 4.2 21.7 29.4 31.8
'\pproach LOS A C C C
intersection Delay 15.1 Intersection LOS B
opyrighl@2005 University Of Florida, All Rlghls Reserved
HCS+ ™ Version 5.2
Generated: 3/812006 11 :24 AM
FULL REPORT
Generallhfotmli'ilort: .... 'n::,; :' . SltelrHormalil'il'i!i} ... "'.::,'" '..:" '.: ""
Analyst RJ Intersection Main Rd (NYS25) al Factory
Ave
Agency or Co. Ne/son & Pope Area Type All o/her areas
Date PerFormed 3/8/2006 Jurisdiction 02007
Time Period Build PM Peak Hour Analysis Year 2008
ihtersec:tlcih Ge6'melRi "i> ',t"t, ,Hi. . .,' .":".!,; .' >:> ". >, ,
Grade :: 0 1 1
0 (I)
....~.l
Grade ::: 0
. .ii Ii Sholl ~JCflh /Jrrrj,l.:
'- i = T
Ii i) ...'.'. , J .'
1 0 ( R
-! =
1 ....~..,.. ..... it- 1 '<,
"'1 ...... Ii ) o l
Ie!.. .!( ..
0 i. 1 Y
, = T R
;'
i . , '<'i LT
Grpde::: 0 =
[i~1 I "',?,"
[, I = lR
, .........fJl'"
Grade =: 0 = l TR
1 1 0
"I%"'!I' "'!I>":>:>>,'. '... >.~ ,,,, ,.,.'., >
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Volume (vph) 122 982 18 15 747 32 8 15 18 84 19 85
% Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2
PHF 0.93 0.93 0.93 0.92 0.92 0.92 0.88 0.88 0.88 0.77 0.77 0.77
Actuated (P/A) A A A A. A A A A A A A A
Startup Lost Time 2.0 2.0 2.0 2.0 2.0 '2.0 2.0 2.0
Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival Type 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Ped/Bike/RTOR Volume 0 0 9 0 0 19 0 0 6 0 0 18
Lane Width 11.5 12.0 11.5 12.0 10.0 10.0 10.0 10.0
Parking (Y or N) N N N N N N N N
Parking/Hour D
Bus Stops/Hour 0 0 0 0 0 0 0
Pedestrian Timing 3.2 3.2 3.2 3.2
EB Only EW Perm 03 04 NS Perm OB 07 08
Timing G= 6.0 G= 40.0 G= G= G= 8.0 G= G= G=
y= 5 y= 6 Y- y= y- 5 Y= y= y=
Duration of Analvsislhrs) = 0.25 Cvcle Lenoth C - 70.0
VOLUME ADJUSTI\ IT AND SATURATION FLOW RAT IORKSHEET
@~b@r~(:!"'(9rrrl~!i9V.r ... .. ......... ... .........,...,.'.H'....,.......W........,.'..J.... . ".ii'
.. .....
Project Description Main Road (NYS 25) at Factory Avenue (Build PM) '~;!'ib'.i.i.!i!m~
V914M~AdJ(j~trt1~rtt . .,. ..... "';.i .I,i;b,. '.. .........
.
EB WB NB 5B
LT TH RT LT TH RT LT TH RT LT TH RT
Volume 122 982 18 15 747 32 8 15 18 84 19 85
PHF 0.93 0.93 0.93 0.92 0.92 0.92 0.88 0.88 0.88 0.77 0.77 0.77
A.djusted Flow Rate 131 1056 10 16 812 14 9 17 14 109 25 87
Lane Group L TR L TR L TR L TR
l\djusted Flow Rate 131 1066 16 826 9 31 109 112
Proportion of L T or RT 0.000 -- 0.009 0.000 -- 0.017 0.000 .- 0.452 0.000 -- 0.777
i",' .'!'U..... j ..... . .........,.,....,.,.,. Hi! ....,.. ..' . . "','
.... ,.",.' ...
Base 5alflow 1900 1900 1900 1900 1900 1900 1900 1900
Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0
F 0.983 1.000 0.983 1.000 0.933 0.933 0.933 0.933
'w
, 0.980 0.980 0.980 0.980 0.980 0.980 0.980 0.980
HV
, 1.000 1.000 ~1.000 1.000 1.000 1.000 1.000 1.000
9
, 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
p
, 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
bb
, 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
'LU
fLT 0.950 1.000 0.208 1.000 0.685 1.000 0.737 1.000
-- -- -- n
Secondary fLT 0.154 0.154
-- -. .. n
fRT 0.999 I 0.997 0.932 0.883
-- _. - -
fLpb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
n _. -- n
, 1.000 1.000 1.000 1.000
IRpb _. n -- -
l\djusted Satflow 1740 1860 381 1858 1191 1621 1281 1536
Secondary Adjusted Salflow 282 287 .. - - n
CAPACITY AND LOS WORKSHEET
Gl'!nl'!l"alilnformatjon 'fi'Li.f"'i .,.. ii':!'. ..it!]. .... . 'HiiWi!!,
Project Description Main Road (NYS 25) at Factory Avenue (Build PM) ..i'..!["'i"i~
<i;~p~~ilyAnaIYSi$ .......,,'!.'..,.... '\' .. "i! i,iii!:'",'!i:!', ,[,!i
., i '. .,
EB WB NB SB
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 131 1066 16 826 9 31 109 112
Satflow Rate 1740 1860 381 1858 1191 1621 1281 1536
Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Green Ratio 0.73 0.73 0.57 0.57 0.11 0.11 0.11 0.11
Lane Group Capacity 330 1355 218 1062 136 185 146 176
vie Ratio 0.40 0.79 0.07 0.78 0.07 0.17 0.75 0.64
Flow Ratio 0.08 0.57 0.04 0.44 0.01 0.02 0.09 0.07
Critical Lane Group ~ Y ~ N N N N Y N
Sum Flow Ratios 0.66
Lost TimelCycle 11.00
Critical vie Ratio 0.78
"'""'~"':';i''''''''''; ",.n^'_'(,.<IngLQS~H;;'i,;i ii.iij\~ H
EB WB NB SB
Lane Group L TR L TR L TR L TR
Adjusted Flow Rate 131 1066 -;-j 826 9 31 109 112
Lane Group Capacity 330 1355 218 1062 136 185 146 176
vie Ratio 0.40 0.79 0.07 0.78 0.07 0.17 0.75 0.64
Green Ratio 0.73 0.73 0.57 0.57 0.11 0.11 0.11 0.11
Uniform Delay d, 8.6 6.0 6.7 11.6 27.7 28.0 30.0 29.6
Delay Factor k 0.11 0.33 0.11 0.33 0.11 0.11 0.30 0.22
Incremental Delay d2 0.8 3.2 0.1 3.7 0.2 0.4 18.8 7.4
PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000
Control Delay 9.4 9.2 6.9 15.3 27.9 28.4 48.9 37.0
Lane Group LOS A A A B C C D 0
Approach Delay 9.2 15.1 28.3 42.9
Approach LOS A B C 0
Inlersection Delay 15.0 Intersection LOS B
:opyright@ 2005 University of Florida. All Rights Reserved
HCS+™ Version 5.2
Generated: 3/812006 11 :24 AM
TW YAY STOP CONTROL SUMMARY
~ ,,,,,,,,,"; iT' ....i:!,.... .' . ,.~. :i,~ .,."~
Analyst RJ Intersection Sound Avenue at Factory
A venue
Agency/Co. Nelson & Pope Jurisdiction 02007
Date Performed Analysis Year 2008
Analysis Time Per,od Build AM Peak Hour
'roiect Description Sound Avenue at Factorv Avenue (Build AM)
:asUWest Street: Sound Avenue North/South Street: Fae/orv A venue
ntersection &:ii'dEast-West Study Period (hrs): 0.25 '!T"'i,m::~ ~
!.i.'.:..!..111..,!...... i;! ~ :[mm:'iU,:,;,.::
lIIaior Street Eastbound Westbound
v10vement 1 2 3 4 5 6
L T R L T R
lolume (veh/h) 36 97 72 106
'eak-Hour Factor, PHF 1.00 0.80 0.80 0.82 0.82 1.00
-iourly Flow Rate, HFR 0 44 121 87 129 0
veh/h)
'ereent Heavy Vehicles 0 -- .- 2 .. ~
v1edian Type Undivided
'n Channelized 0 0
_ares 0 1 0 0 1 0
-
~onfinuration TR LT
Jpstream Sinnal 0 0
lIIinor Street Northbound Southbound
v10vement 7 8 9 10 11 12
L T R L T R
lolume (veh/h) 52 38
'eak-Hour Factor. PHF 0.75 1.00 0.75 1.00 1.00 1.00
-iourly Flow Rate. HFR 69 0 50 0 0 0
veh/h)
'ercent Heavv Vehicles 2 0 2 0 0 0
'ercent Grade (%) 0 0
:tared Approach N N
Storage 0 0
~T Channelized . 0 0
.anes 0 0 0 0 0 0
~onfiguration LR
)'~ravm'OlU~uij:'(iiindth '!!ndl(i~vel.Qf1$eKiice ..., '"'-"-, :j::;)rinq:n!j%m~m!ii~W!H\jlUlji1l!mililmm[i_:lm!1!1Iim:iijil:~)ii!i1:i~;;,:ij :",',:,,--.. .. ..- "'.~:~n'FW~m~~Wl\\!nmmnmm~!!WH~Wmm!!lt~i)(
",
\pproach Eastbound Westbound Northbound Southbound
v10vement 1 4 7 8 9 10 11 12
_ane Configuration LT LR
I (vehlh) 87 119
~ (m) (vehlh) 1413 679
I/C 0.06 0.18
l5% queue length 0.20 0.63
~ontrol Delay (s/veh) 7.7 11.4
.OS A B
\pproach Delay (s/veh) .. .. 11.4
\pproach LOS .. .. B
opyright@ 2005 University of Florida, All Rights Reserved
HCS+™ Version 5.2
Generated: 3/812006 11 :25 AM
- 'IO-WAY STOP CONTROL SUMMP .
~.en~ri:lljJofOl!rt:iatiQ!"l'. ;",.j .-'......:", Site Information' "i..)..........,... > 'i.:i' .i
Analyst RJ Intersection Sound A venue at Fac/ory
Agency/Co. Ne/son & Pope A venue
Jurisdlclion 02007
Date Performed AnalysIs Year 2008
Analysis Time Period Build PM Peak Hour
oroiect Descriotion Sound Avenue at Faetorv Avenue IBuild PM
oastJWest Street: Sound Avenue North/South Street: Fae/orv Avenue
ntersection Orientation: East-West Study Period (hrs): 0.25 ~
~ehicleVoluffi'esi.an'i:l'ii~aH!i$tmentsW'" ,..,. . .. ,'."i' .,:......,> ,.:.....> .....
]:'i',';;;I:: .'
"-"'.,,,,.,.;'"
Vlaior Street Eastbound Westbound
vlovement 1 2 3 4 5 6
L T R L T R
lolume (veh/hl 37 33 79 127
'eak-Hour Factor, PHF 1.00 0.92 0.92 0.88 0.88 1.00
-iourly Flow Rate, HFR 0 40 35 89 144 0
veh/h\
oercent Heavy Vehicles 0 -. _. 2 - .-
vledian Tvoe Undivided
~T Channelized 0 0
_anes 0 1 0 0 1 0
~onfiguralion TR LT
JDstream Sional 0 0
"inor Street Northbound Southbound
vlovement 7 8 9 10 11 12
L T R L T R
lolume (veh/h) 130 104 .
'eak-Hour Factor, PHF 0.78 1.00 0.78 1.00 1.00 1.00
-iourly Flow Rate, HFR 166 0 133 0 0 0
veh/h)
~ercent Heavy Vehicles 2 0 2 0 0 0
'ercent Grade (%) 0 0
'Iared Approach N N
Storage 0 0
<T Channelized 0 0
_8nes 0 0 0 0 0 0
~onfiguration LR
j"-lav?Gi":';;'-;;i!';"';"iit'!I'~ia'tl1:'r1ili"ltfl~I'(I~il'i'llm~I;5"'il"'H;):al"l:iliH'Jll;I'ij'iI'iill'ii':"i,:II':'i,i:,I;;,';:I:',:,'; ...., , ....,......./'0 "'i',,,"'"
e a..,. - ueue;l ;;-eo ":a:n '_ii '8", ,!!P !l~ ,',ef!V... .'~;i,:!i!!\ il!,iilli;1:::!d,I'h!:'i::;:;'i:;:;;',':
\pproach Eastbound Westbound Northbound Southbound
vlovement 1 4 7 8 9 10 11 12
_ane Configuration LT LR
, (veh/h) 89 299
~ (m) (veh/h) 1524 720
,Ic 0.06 0.42
l5% queue length 0.19 2.05
~ontrol Delay (slveh) 7.5 13.5
.OS A B
\pproach Delay (slveh) .. - 13.5
\pproach LOS - - B
opyrighl e 2005 University of Florida, All Rights Reserved
HCS+ ™ Version 5.2
Generaled: 31812006 11 :25 AM
~
"
TW
VA Y STOP CONTROL SUMMARY
, " Site Information
", '1,
,
Analyst
Agancy/Co,
Date Parformed
Analysis Time Period
RJ
Nelson & Pope
318/2006
Build AM Peak Hour
Interseclion
Jurisdiction
Analysis Year
Site Driveway at Sound
A venue
02007
2008
'raiect Description Site Drivewav at Sound Avenue (Build AM Peak Hour)
::ast/West Streel: Sound Avenue North/South Streel: Site Drivewav
nterseetion Orientation: East. West IStudv Period (hrs): 0.25
llehICle:;Voll.lmesand,Adil.lstments .' ,"....'..,\.\...'.m..w..:.y.'.::m','1im..,'i!i<. .m..... .".... ":.
lIIaiar Street Eastbound Westbound
lAovemenl 1 2 3 4 5
L T R L T
119 6 5 153
1.00 1.00 1.00 1.00
.
6
R
lolume (veh/h)
'eak.Hour Factor, PHF
~ourly Flow Rate, HFR
veh/h)
'ereent Heavy Vehicles
lAedian Tvpe
:n Channelized
1
6 5
-- 2
Undivided
0
0 0
TR LT
153
1.00
o
1.00
o
o
119
.anes
::;onfiguration
Jpstream Sianal
"'inar Street
lAovement
o
1
o
o
1.00
o
o
o
N
o
9 10
R L
14
1.00 1.00
14 0
2 0
o
Southbound
11
T
12
R
lolume (veh/h)
'eak.Hour Faclor, PHF
~ourly Flow Rate, HFR
'veh/h)
'ereent Heavy Vehicles
'ereent Grade (%)
=Iared Approach
Storage
'n Channelized
7
L
15
1.00
15
2
o
Northbound
8
T
1.00
o
o
o
N
o
1.00
o
o
.anes
-
~ppraaeh
V10vement
.ane Configuration
I (veh/h)
:: (m) (veh/h)
lie
35% queue tength
::antrol Delay (s/veh)
.05
~pproaeh Delay (s/veh)
~ppraaeh LOS
o
o
LR
~.,."",.,
Westbound
4
LT
5
1462
0.00
0.01
7.5
A
o
o
o
o
o
o
Eastbound
1
~
Northbound
~,\".,,:...
Southbound
~:evel
7
8
LR
29
797
0.04
0.11
9.7
A
9.7
A
9
10
11
12
.
:opyright@2005 Universily of Florid~. All Rights Reserved
HCS+ ™ Version 5.2
Generated: 3/812006 11:25AM
.
. . VO-WA Y STOP CONTROL SUMMI 'f
GeHetalHhfotmatJon :;' " ""., //::::'.."""";:'>"i"';"!"";'/""';,"""'", , 08
Analyst RJ Intersection Site Driveway at Sound
Avenue
Agency/Co. Neison & Pope JUflsdiction 02007
Date Performed 3/8/2006 Analysis Year 2008
Analysis Time Period Buiid PM Peak Hour
Project Description Site Drivewav al Sound Avenue (Build PM Peak Hour)
East/West Street: Sound Avenue North/South Street: Site Driveway
Intersection Orientation: East-West Study Period (hrs): 0.25 >I:;','''l':~
VehiCII)Volumes,'ahdAdJustments ' ,I".. "'" '//...::1,,""'..., I, .".,"/i/i/, i/,Ii'/"'", ]"'."]"""",
Maior Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume (veh/h) 60 18 17 240
Peak.Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1,00
Hourly Flow Rate, HFR 0 60 18 17 240 0
(veh/h\
Percent Heavy Vehicles 0 -. .. 2 -- ..
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
Configuration TR LT
Upstream Si(Jnal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume Iveh/h) 11 10
Peak.Hour Factor, PHF 1.00 1,00 1,00 1.00 1.00 1,00
Hourly Flow Rate, H FR I
(veh/hl 11 0 10 0 0 0
Percent Heavy Vehicles 2 0 2 0 0 0
Percent Grade (%) 0 0
Ftared Approach N N
Storage 0 0
RT Channelized 0 0
Lan es 0 0 0 0 0 0
:;onfiguration LR
till'i"""h'~";""".""""""",."",x"",.",,,,,',",,""',',.,"',,' iX],'"
A.pproach Eastbound Westbound Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
v (veh/h) 17 21
C (m) (veh/h) 1520 775
v/c 0,01 0,03
05% queue length 0,03 0.08
:;ontrol Delay (s/veh) 7.4 9.8
LOS A A
A.pproach Delay (s/veh) .. n 9.8
A.pproach LOS .. - A
:opyrighllt> 2005 University of Florida, All Rights Reserved
HCS+™ Version 5.2
Generated: 3/812006 11 :25 AM
TRIP GENERATION DATA
INSTITUTE OF TRANSPORTATION ENGINEERS
TRIP GENERATION MANUAL
Summary of Trip Generation Calculation
For 24 Dwelling Units of Single Family Detached Housing
March 09, 2006
Average Standard
Rate 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 Hr, Generator, Total
PM Pk Hr, Generator, Enter
PM Pk Hr, 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
11.66
0.27
0.82
1. 09
0.78
0.46
1. 24
0.31
0.89
1. 20
0.83
0.47
1. 30
11.47
0.73
0.62
1. 35
8.42
0.58
0.51
1. 09
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
280
7
20
26
19
11
30
8
21
29
20
11
31
275
17
15
32
202
14
12
26
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, RA2 0.96
7-9 AM Peak Hr. Total: T = .7 (X) + 9.43
RA2 ~ 0.89 , 0.25 Enter, 0.75 Exit
4-6 PM Peak Hr. Total: LN(T) = .9LN(X) + .53
RA2 0.91 , 0.63 Enter I 0.37 Exit
AM Gen Pk Hr. Total: T = .7 (XI + 12.05
RA2 0.89 , 0.26 Enter, 0.74 Exit
PM Gen Pk Hr. Total: LN(T) .89LN(X) + .61
RA2 ~ 0.91 , 0.64 Enter, 0.36 Exit
Sat. 2-Way Volume: LN(T) . 94LN (X) + 2.63, RA2 = 0.93
Sat. Pk Hr. Total: T ~ .89 (X) + 10.93
RA2 = 0.9 , 0.54 Enter, 0.46 Exit
Sun. 2-Way Volume: T ~ 8.83 (X) + -9.76, RA2 = 0.94
Sun. Pk Hr. Total: LN(T) = . 89LN (Xl + .44
RA2 ~ 0.88 0.53 Enter I 0.47 Exit
Source: Institute of Transportation Engineers
Trip Generation, 7th Edition, 2003.
TRIP GENERATION BY MICROTRANS
Summary of Trip Generation Calculation
For 12 Dwelling Units of Apartments
March 09, 2006
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 Ertter
4-6 PM Peak Hour Exit
4-6 PM Peak Hour Total
AM Pk Hr, Generator, Enter
AM Pk Hr, Generator, Exit
AM Pk Hr, Generator, Total
PM Pk Hr, Generator, Enter
PM Pk Hr, 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
18.54
0.16
0.64
0.80
1. 31
0.71
2.02
0.26
0.63
0.88
1. 26
0.80
2.06
-13 .50
0.00
0.00
2.01
-2.01
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
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. DO
1. DO
1. 00
1. 00
222
2
8
10
16
8
24
3
8
11
15
10
25
-162
o
o
24
-24
o
o
o
Note: A zero indicates no data available.
The above rates were calculated from t_hAse Aquat.ions:
24-Hr. 2-Way Volume: T = 6.01(X) + 150.35, R^2 0.88
7-9 AM Peak Hr. Total, T = .49 (X) + 3.73
R^2 0.83 0.2 Enter, 0.8 Exit
4-6 PM Peak Hr. Total, T = .55 (X) + 17.65
R^2 0.77 0.65 Enter, 0.35 Exit
AM Gen Pk Hr. Total: T = .53 (Xl + 4.21
R^2 0.82 0.29 Enter, 0.71 Exit
PM Gen Pk Hr. Total: T = .6 (X) + 17.52
R^2 0.8 , 0.61 Enter, 0.39 Exit
Sat. 2-Way Volume, T = 7.85 (Xl + -256.19, R^2 0.85
Sat. Pk Hr. Total, T = .41 (X) + 19.23
R^2 0.56 , 0 Enter, 0 Exit
Sun. 2-Way Volume: T = 6.42 (X) + -101.12, R^2 0.82
Sun. Pk Hr. Total, 0
R^2 0 , 0 Enter, 0 Exit
Source: Institute of Transportation Engineers
Trip Generation, 7th Edition, 2003.
TRIP GENERATION BY MICROTRANS