HomeMy WebLinkAboutZMA200600019 Study 2007-04-12 TRAFFIC IMPACT ANALYSIS REPORT
FOR THE PROPOSED
WILLOW GLEN RESIDENTIAL DEVELOPMENT
LOCATED IN
ALBEMARLE COUNTY, VIRGINIA
t
Prepared For ,44`1,41i1.t -refivec. &
Terra Concepts, PC
Prepared By
Ramey Kemp & Associates of Richmond, Inc.
April, 2007
TRAFFIC IMPACT ANALYSIS REPORT
FOR THE PROPOSED
WILLOW GLEN RESIDENTIAL DEVELOPMENT
LOCATED IN
ALBEMARLE COUNTY, VIRGINIA
Prepared For
Terra Concepts, PC
224 Court Square
Charlottesville, Virginia 22902
Prepared By
Ramey Kemp & Associates of Richmond, Inc. , ,
4343 Cox Road
Glen Allen, Virginia 23060 'Y' ' .
-
6
rj E ?CH etf I.AM ay
O ER f
• No. 037299 r,''
April, 2007 •- P?� �;_-
A d
rr
RKA Project#07078.00 _
000 .. a - ►
/(2, 07-
TABL
E OF CONTENTS
1 . INTRODUCTION 1
1.1. Site Location and Study Area 1
1 .2. Proposed Land Use 1
1.3. Existing Land Uses 4
1.4. Site Access and Existing Roadways 4
2. BACKGROUND PEAK HOUR CONDITIONS 5
2.1 . Base Roadway Conditions Within Study Area 5
2.2. Base Peak Hour Traffic 5
2.3. Background Peak Hour Traffic 5
3. SITE TRAFFIC 11
3.1. Trip Generation of Future Development 11
3.2. Site Trip Distribution and Assignment 11
3.3. Combined Peak Hour Traffic 11
4. CAPACITY ANALYSIS OF PEAK HOUR TRAFFIC 16
5. CONCLUSIONS 19
I
(C -*
LIST OF TABLES
Table 1 Site Trip Generation 12
Table 2 Highway Capacity Manual Levels of Service and Delay 16
Table 3 Peak Hour Traffic Analysis Summary 17
LIST OF FIGURES
Figure 1 Site Location Map 2
Figure 2 Land Use Plan 3
Figure 3 Base Lane Configuration 6
Figure 4 Base Peak Hour Traffic 7
Figure 5 Base Background Peak Hour Traffic 8
Figure 6 Hollymead Buildout Peak Hour Traffic 9
Figure 7 Total Background Peak Hour Traffic 10
Figure 8 Site Trips Distribution 13
Figure 9 Peak Hour Site Traffic 14
Figure 10 Combined Peak Hour Traffic 15
TECHNICAL APPENDIX
Appendix A Hollymead Traffic Data
Appendix B Computer Printouts of Peak Hour Traffic Analysis
ii
TRAFFIC IMPACT ANALYSIS REPORT
PROPOSED WILLOW GLEN RESIDENTIAL DEVELOPMENT
ALBEMARLE COUNTY, VIRGINIA
1. INTRODUCTION
The contents of this report present the findings of a traffic impact analysis (TIA) for the
proposed Willow Glen development in Albemarle County, Virginia. The purpose and
objective of this study is to determine the impact on the transportation system
surrounding the property caused by the additional traffic attracted to and generated by
the development of this property.
This study analyzes the future weekday AM and PM peak hour traffic conditions and
summarizes the findings.
1.1. Site Location and Study Area
The proposed development will be located in the County of Albemarle, Virginia. The
site is located on the east side of Dickerson Road (Route 606), south of Airport Road.
Refer to Figure 1 for illustration of the site location map.
Based on discussions with VDOT personnel, the study will focus on the following
intersections:
1 . US Route 29 and Town Center Drive,
2. Town Center Drive and Meeting Street,
3. Town Center Drive and Site Entrance,
4. Dickerson Road and Town Center Drive, and
5. Dickerson Road and Site Entrance.
1.2. Proposed Land Use
The developer of the property is proposing to build a mixture of residential uses. Refer
to Figure 2 for illustration of the land use plan for the proposed development.
l
Ilp
606 ,t:
A
Qi OUP fTACRFs i
14,
'o
HF °PARK
Charlott vllle-Albemarle
¢ I
j O
IZEI
• y4" a, g* AIR T ACRES Pl
ly amoDEE. ..DRp
•
6 A_ T ACRES RL
\ CD
/
• i SITE
In 4k,
tale� k10
14_ . &a-, EJ .44
4.
/' ill' 1
4 r�
04
ct,
Rlvanna \�
na
STE ECxe .,
NProposed Willow Glen Residential Development
Albemarle County, Virginia
m
Oritalli SITE LOCATION MAP
I .....
4/07 Scale: Not to Scale Figure 1
2
/ '/' e , C. v \ \ ��
PARKING DATA �r V I I , \ 4
UNl IWE •0F UN18 IIEW9iED PRVv1OE0 I,:J Sj.,, y0-
*VIZ FAMILY O[TnOnCn n u u / t �F `, 0 a SIP
L- • 1! \\ r_--- .VI it'YBDE TONRINOYE
avr a�ns.T ➢ e. 0r"'.� t REd.IRER EI 1 ^•'„M..r••r•'-"•l �• J•'
• a�q,EFD:r ^�
,.sR4Nt.•111R.S.., AS VI 192 I, ":" �`
COIOOI81uc . {21)-14'WIDE \
,....4.1..I..1cro-..as n 3C w a I. HOC IV DAHAeESA% .
**M.>.'+c:uc 1., u :3 DI / ER 08 -`1 I1�' •AODR.NN OR SIAM'PAION' - - 1- } l TOTAM IS. :1d \�.`. DETACHED HOISEC * ka REOU9ED:10 -.. "`^ �.rr,-r„r 4iitilt�1s ~• PROIADER 19 ...N,NN" t::
1�•11 1- �,NAZI - .-.•�""""-,.,.........,.,
P.,.1 s1n.++a'o-w.w1:•v..uy:.a.Nr_u1.a•,wa•w,.•u,_w,u1..n:�w.w.:.+•svr a)-10 UNIT ..✓'�•� Al" 'C? \ «�•••,-•••,•••••••.••,
CONDONINIUNS �.L7LpLp1 VIBE T71)-Jp YADE A pfLO. • cf "" - .
`. '✓ — REQUITER 78 fEQURE0:4 - � 7pARiUNE PARADE - r
� r r�. wyY� J PRaCMCED'� NNLM07,4 /. ` REQUIRED:I]' T _ FT
�;Y ' ` 7� PRW�ED:27, i
( 11 � j.. r` /�� �` , ���� `* P).DUPLE)[UNITS J
1 i 1 J,.'^✓r'.'" ..M•: ...'"�.. . VIII
tillri . PRWIDER4 `..
x j r)-BIMfANLY �� w •
' .r' MY . ` - ACHSIM NOOSE14 • x.s..�� J.
• �� 41111
• IRER 10IIIIA -
•
✓'�' f �y+i% • =af , a) EEx unite >/ I B'n
,.w,,...,"^y.•..,-,—t"' ° § ,��' R�wnED:a aIli t�� 14. •.
PFIONDED 4 L _
,,, ......-.^-. 4 tatz52:4t, .,,. A.,-- .--., do._, 41 .\•1,
llip
4 S Ds sr ow S.
a,. _: '4, y♦ a♦'/4r
,-A v p, rev z� . r., � ptilt,r , � �p i °° ili tr
. _. ft. ...Ay* jr*a_ 0.4.,,..,,z _Av..
a
,,,s, 4.-• .„.4rip hi, 72.-rad,..., 1410,4 •:---,:ir--- '." . t....,-r—- 1 7
sPer
.. ,
f PRQVIDED 32 1 _ „ 1 k�V' �� .'. w.;''1: �� i0 _ • �� Dua�uus REQUIRED 4 j}U
w. 7" f '�� •1., . • r , i; :♦� I ���}„iL. (r)-SI NOlbFM1 ar PROVED,1 f ' f•
^�f� DETACHED HOME
•
i,"4/4 10. ....,,.. PRE/ACED 15
.r i'
(41-01.114_FX\:-3: 1111.111um-a ,f
(IE). WIDE TOYYN ••i r � ,1I��� � S '!+ .jib, `•3� SL ,:i. _„,„...,��L s A b,#44, if fr.h./...4.
'.. A fiEIXARH2 8 1,
P9WDED:91
/ .._-•, i - *. % ,,Ok %/' . ••'.4.w711.1 •• pl.* 1
.-.,4*4w. -8„
.4.1 Ve?'h' 41i,g4tiflo : * ..
4,„,,, iis, -1111/ • tz'. s'1,,, , ab # #A4*4/0&_ i
- -
(1)-10UNITC0900MmAJM// .. •\C'kr�/ • x'a� Ada. ',mew*. wiLLow GLEN REOUREDan ' .'\,-LQ y . *� }
PROVIDER 19 i '• p ,�� ab,. 'I
1k % et+` A.
f �% � ' �� ` '�� ' � ♦ ALBEMARLE COUNTY,VIRGINA
ss / �♦ �� s -�� �b�o - _' • PLANNED RESIDENTIAL DEVF7.OPMENT
♦ ~'� Y` I� '••r sY ♦• ! PREPARED BY:
_ '*f : �oDl.11U19 TaNI.1DNE�oA, ,E TERRA CONCEPTS PC
\ �.. "� . f•, fi T` REWIRED 34 1
\\ �a jz. R h. PPRanDER atmmEREInW ➢ `7 '♦ , paL ROWED(' ® 224 Court Square,Chndomav1U Virginia 224(12
iiiiiii
\\ ~, �lti % , < r` i `mac • ' 5 SEMI1 BER 2006
\ - - -r •� .. !.y rr;.+R•woETOMHHaNE
`_r : �' ` o/At�r♦ ,,,•1I9 P.EI4 SCALE AS SHOWN
\\ 1 �_7p 1�AOE'TOMRN011S to comae _ - •
a ♦ RmuPED:14
\ \``., ,,, ,,^P�11RED•.70 q ��'' ` 1 &� •� PROVIDED 14
LI .� ". `�`1 0 �` � i` ' . PARKL^'G PLAN
. - ti '`++
Jr ''•L -`�,.`~' ``'�.,_ .• LI ! 3.- 1 - (S)-2T`MDE TOwNr10NC WI fWiA.OE
TRIP GENE-RATION 4 ♦ PROMO.11
CONE L110 VSE AYO MESON,TIPS AM*Taw MKS 5441y10.41 SU1104Y
OCR UM" AY 99R1M1 Pia 99R UIT. ` � .e,. J�
•, , - .4 (k::.;• r Proposed Willow Glen Residential Development
No swu+A4ut,.WAGS° 9:' 93 ICI .91 9Ta .. "�. r ge . - Albemarle County, Virginia
130 CD•YOOV9.1A ,VW...O* *mux 9a9 9u 9,1 06' +M
m 1 241 93 119 taR 1A8. ' -,•,,. T� r f . • �0}:? M.
MPS G919RA[!G LAW 11 UI 1.U4 121 �,•"'1••�•.1�ll �410 t. Y`:� ` LAND USE PLAN
�•Is�Y�/\/1��1\ `' (2)_10 Ler CONDOM MUM
•1a 1•Py..uP+1-e...>w.r:.....1,a>..4 au 2.9 I.P:Mn..91a onion..•Own Owe.Me � '",,"_\� �. vNDYlo a SS
BASED ON NENTRJTE OF TRVL9PORTATON ENGINEERS STE NA98JA1.L TRIP GENERATION 7TH ED. 41.
A ...... ..� '� ) \\
„.8�9IO1E-FAMLY OETAClED HONES AND OLPID(UNRB REWIRE 200 SPACES.ALL PA1lIORCs - \ �• 'Ilk ~ 4/07 Scale: Not to Scale Figure 2
F'ORTHE SINC1bFAMLY DETACHED HOMES IS PROVES CR TFE NYVIDUAL LOTS \ \
2.TOWNHOMES REQUIRE 2]89PAGE8 WFERE PARKING IS PRONDEn ON T•E INDNOUAL LOTS. \\ .. ` _,_ "
TOVPSIONE8 REAUIIE 200 EPALEBYMEIM PNJ ID PROVDED IN A PARKING.LOT OR �` S. . 3
ON-STREET.
i
1.3. Existing Land Uses \\
The existing site is vacant. The land surrounding the site is either developed as low
density residential or is planned for more intense uses. The Hollymead multi-use
development is located directly east of the site.
1.4. Site Access and Existing Roadways
Access to this development will be provided by two points, one each on Dickerson
Road and Town Center Drive. Dickerson Road (Route 606), along with Earlysville
Road and Airport Road, is a strategic roadway link that provides a parallel north-south
facility to US Route 29. Town Center Drive is a connector road between US Route 29
and Dickerson Road and passes through the Hollymead development.
4 J�
2. BACKGROUND PEAK HOUR CONDITIONS
2.1. Base Roadway Conditions Within Study Area
A TIA study was performed on the Hollymead multi-use development, which determined
the future infrastructure needs on the adjacent road network as well as on the internal
roadways and intersections, including the Town Center Drive/Meeting Street
intersection. The recommended roadway improvements (which were also used in a
signal timings analysis for the US 29 corridor) was used as the base roadway conditions
in this study. Refer to Figure 3 for illustration of the base lane configuration for the
study intersections.
2.2. Base Peak Hour Traffic
Refer to Figure 4 for illustration of the base peak hour traffic, which was determined
from the existing peak hour traffic volumes that were developed for the Hollymead TIA.
Refer to Appendix A for the supporting technical documentation.
2.3. Background Peak Hour Traffic
In discussions with VDOT personnel, it was agreed that the background (non-site
related) traffic for this study would consist of growing the base traffic and adding in the
traffic associated with the Hollymead development. Refer to Figure 5 for the base
background peak hour traffic, which was determined by growing the Figure 4 traffic
values 2.5 percent annually for 10 years. This is the same methodology that was used
in the Hollymead TIA. Refer to Figure 6 for illustration of Hollymead's total peak hour
site traffic, which was taken directly from the TIA and refined at the peripheral
intersections using the regional site trip distribution assumptions. Refer to Appendix A
for the supporting technical documentation.
Refer to Figure 7 for illustration of the total peak hour background traffic volumes, which
combined the Figure 5 and 6 volumes.
5
Dickerson Rd
SITE
Meeting St US 29
Town Center Dr
�- ► ����y
OSignalized Intersection
Proposed Willow Glen Residential Development
Albemarle County, Virginia
Aeltithi BASE LANE CONFIGURATION
4/07 Scale: Not to Scale Figure 3
(?' :-.
Dickerson Rd
+L- k-
o
SITE
vr
M ; , Meeting St US 29
fir— r_ ,
iC -..) L..- --.J+L— 4 �T-..- 2
N
0 i �- f N 2 i
town Center Dr �, J .4-
NI-
N
AM PEAK
PM PEAK
Dickerson Rd
iL . ;-
i 1
SITE
M
M I , Meeting St US 29
i' r—
7 i f s i
MTown Center Dr J N
NProposed Willow Glen Residential Development
Albemarle County,Virginia
BASE PEAK
AetillAki HOUR TRAFFIC
Vim of
4/07 Scale:Not to Scale Figure 4
\ 7 11
//
Dickerson Rd
+C ;-
co
f 1 SITE
N
I Meeting St US 29
tr*-- r-;
iL 4- —J -.Jil— ±-► 2 4
N 1 -- I c9) N 2 f
Town Center Dr ji M
N
AM PEAK
PM PEAK
Dickerson Rd
iL ;'
L f 1 SITE
M i
Meeting St US 29
/
r� r_
/
iL► 4- L► -0J+L► 4_ -.4-T-i- 5 4
LLO
o 1 r f 1 r N 5 1 r
CO
M Town Center Dr i Tr
in
co
1
NProposed Willow Glen Residential Development
Albemarle County, Virginia
BASE BACKGROUND PEAK
• HOUR TRAFFIC
Itirl
4/07 Scale: Not to Scale Figure 5
8 l
(.? ...4
Dickerson Rd
i� -
N - 1 SITE
N ,
\ , Meeting St US 29
r► r—
il' 2 l► �i� 32 � �
77 fr LO 0 2�--
cv 180 180 f v 00 (I) 19 1 LO 0 i
)
co
Town Center Dr 60 a, o N J 74 rn
► 153 � 156 o 2 a°
ti'' 35 —1 (t - 190 --..-)tr.--
AM PEAK
PM PEAK
Dickerson Rd
i� ;'
- f I SITE
L
I
;\ Meeting St US 29
T r-'
iL 5 k_ -J i L- 102 —T► k_
255 f
n 350 350 v o n co v v 5 f
f -.a- :II- '- 58 f N
� f
J Town Center Dr j 154 . 02 2 j 211 to
co -� 369 —213 � `- M — 5 •cr
t(' 22 �71°1- 328 ---) r-►
NProposed Willow Glen Residential Development
Albemarle County,Virginia
HOLLYMEAD BUILDOUT
011iali PEAK HOUR TRAFFIC (FROM
' � PHASE III REPORT)•11
4/07 Scale. Not to Scale Figure 6
9
(? -'''..
Dickerson Rd
f I
CV SITE
% / Meeting St US 29
t(l- „----,/
/L''' 2 4_ �+(.► 32 -IF)+L► 2 k_
77 -NI-
'''' co2f
CA) N 180f 180 f oo co 19f in LO
`� co CV2 i
CV CO Town Center Dr 60 a, co N j 74 a, v
I (� -' 153 � 156 '' cn LC) --► 2 - v N
35 `1t(' -i 190 --"fi t/11-
AM PEAK
PM PEAK
Dickerson Rd
;-
i -
/
- SITE
vr ;\ Meeting St US 29
(� r—,
/L' L► �l� 102 �+� 5
5 I
" 255 f 5
co
L co 350 f 350 f r 58 1 N Lr) 5
o rn _ Town Center Dr J 154 4 2 rn j 211 o
of (o �t M ^CO a) Uy
4 --► 213 v CV
22 -.*) /P.- 328 �tri--
NProposed Willow Glen Residential Development
Albemarle County,Virginia
TOTAL BACKGROUND PEAK
Mriliti011iati HOUR TRAFFIC
V4/07 Scale: Not to Scale Figure 7
10 J
3. SITE TRAFFIC
3.1. Trip Generation of Future Development
The peak hour traffic volumes for the proposed development were calculated based on
land use and density, using the Institute of Transportation Engineers (ITE) Trip
Generation manual, 7th Edition. Refer to Table 1 for the site trip generation.
It is reasonable to assume that the site traffic (residential uses) will be attracted towards
the commercial uses in the Hollymead development. Therefore, the total site traffic
generation can be reduced for internal trips that do not impact the regional road
network. In order to be conservative, no internal interactions were assumed between
this development and Hollymead and the values should be considered higher than what
will actually take place in the future.
3.2. Site Trip Distribution and Assignment
The regional distribution percentages used in assigning the site trips for this
development were determined from the regional site trip distribution that was developed
for the residential uses in the Hollymead TIA. Refer to Figure 8 for illustration of the site
trips distribution.
The site trips were assigned to the road network in conformance to the site trip
distribution. Refer to Figure 9 for illustration of the peak hour site traffic.
3.3. Combined Peak Hour Traffic
The site traffic volumes were added to the background traffic. Refer to Figure 10 for
illustration of the combined peak hour traffic volumes.
11
It '''' ,
TABLE 1
SITE TRIP GENERATION
Weekday Weekday
Land Use L.U. Code Density AM Peak Hour PM Peak Hour Weekday
In Out In Out ADT
Single Family Homes 210 34 8 25 26 15 385
Condominiums/TownHouses 230 200 15 75 71 35 1,157
Subtotal 23 100 97 50 1,542
N
J/
(?.. �
4l
(19
A.
15% 7 ,
Dickerson Rd
i;,
��' (15 , ; ,
(20'1 -I SITE y 17%
O I
N �\ , Meeting St US 29
60 60 - — -..._
(5) y 2 l 1_
o 4 5 Town Center Dr A j (17) ,
(60) i
1 1 I (43) --11- c►
25% 43%
NProposed Willow Glen Residential Development
Albemarle County, Virginia
LEGEND
30 - Percent Entering Site Oliiitak SITE TRIPS DISTRIBUTION
(30)- Percent Exiting Site
VOF
4/07 Scale: Not to Scale Figure 8
13 J
(i.' --..
Dickerson Rd
/L' 15 7 / \'
20 f SITE
U)
I Meeting St US 29
t r- � r_
i L'"" 14 i 14 4 �i�
oN 5 f Lo `) 1� �
f
j 1 Town Center Dr ;, _4 17 0
1 -O." 1
r� 60 s1 r- _ 43 -411 t rD-
AM PEAK
PM PEAK
Dickerson Rd
1� 4 !, -
8 ,
i
10 f SITE
O) I
1 / Meeting St US 29
58 58 f fr
rn J 5 Town Center Dr j i 9 v
� - 30
�r --*1 T r'
21 ---)tio-
NProposed Willow Glen Residential Development
Albemarle County, Virginia
Aiirrill li PEAK HOUR SITE TRAFFIC
•
VrOF 4/07 Scale: Not to Scale Figure 9
14 J,
//
Dickerson Rd
�►
15
O I
" - 20 f SITE
1
;` / Meeting St US 29
r- r_
32 T-► 2
14 4 ter— 0 2�
N N 185 f `a c° 180 -if- v ° c`t° 19 1 u' c� N 2 1 r-
v cv 1 Town Center Dr J 60 0, N 91 °, 04
� ,- � 153 -�216 � c° cn 2 - � N
ti*- 35 --. trw— 233 -1-)tr►
AM PEAK
PM PEAK
Dickerson Rd
iL-°- ;'
8 , `
I
10 f '
M SITE
I
;\ , Meeting St US 29
r— r—
1'*-- 5 4- 102 4_ �+L► 5 4_
N M 58 313 f 0. C 5�--
353f CO350 f 'zr 58 1 N 5 I
a - J 5 Town Center Dr j 154 v 2 2 J 220 o, o
I (� � 369 --►243 � `- M 5 LoN �n
22 -4*-)tri" —i 350 --fitr►
NProposed Willow Glen Residential Development
Albemarle County,Virginia
COMBINED PEAK
AdtaikHOUR TRAFFIC
•�
VI0 4/07 Scale: Not to Scale Figure 10
15 J�
4. CAPACITY ANALYSIS OF PEAK HOUR TRAFFIC
Design hour volumes for the study intersections were analyzed using the methodology
outlined in the 2000 Highway Capacity Manual (HCM) published by the Transportation
Research Board. Capacity and level of service are the design criteria for this traffic
study. The HCM defines capacity as "the maximum hourly rate at which persons or
vehicles can reasonably be expected to traverse a point or uniform section of a lane or
roadway during a given time period under prevailing roadway, traffic and control
conditions." Level of service (LOS) is a term used to represent different driving
conditions and is defined as a "qualitative measure describing operational conditions
within a traffic stream and their perception by motorists and/or passengers." Level of
service varies from Level "A", representing free flow, to Level "F", where saturated
conditions are evident. Refer to Table 2 for HCM levels of service and related delay per
vehicle for both signalized and unsignalized intersections. As shown in Table 2, levels
of service are stated in terms of delay.
TABLE 2
HIGHWAY CAPACITY MANUAL
LEVELS OF SERVICE AND DELAY
Signalized Intersection Unsignalized Intersection
Level of Stopped Delay Level of Average Total Delay
Service Per Vehicle Service Per Vehicle
(Seconds) (Seconds)
A 0 — 0 A 0 - 10
B 10 - 20 B 10 - 15
C 20 - 35 C 15 - 25
D 35 - 55 D 25 - 35
E 55 — 80 E 35 — 50
F > 80 F > 50
Highway Capacity software (HCS) 2000, which is based on the methodologies and
procedures of the 2000 Highway Capacity Manual, was used to analyze the study
intersections. Refer to Table 3 for a summary of the analysis results. Refer to
Appendix B for computer printouts of the peak hour capacity analysis.
16
?..
/ TABLE 3
I
PEAK HOUR TRAFFIC ANALYSIS SUMMARY
AM Peak Hour PM Peak Hour
Intersection Name Lane Configuration Level-Of Level-Of-Service
Service
Approach Overall Approach Overall
Background Traffic NB 2 LT, 2 TH, 1 TH RT B D
US Route 29(NB/SB)
And SB 1 LT, 3 TH, 1 RT (...62) C D
Town Center Drive (EB)/
Cemetery Driveway(WB) EB 1 LT, 1 LT TH, 2 RT p (31.1) p (43.3)
(Signalized)
WB 1 LT-TH-RT ��r1311
• tel
Combined Traffic NB 2 LT, 2 TH, 1 TH-RT B
US Route 29(NB/SB)
And SB 1 LT, 3 TH, 1 RT O C D 4
Town Center Drive(EB)/
Cemetery Driveway(WB) EB 1 LT, 1 LT TH, 2 RT : (31.4) G (43.5)
(Signalized)
WB 1 LT-TH-RT D' E
NB 1 LT, 1 TH-RT B B
Background Traffic
Meeting Street(NB/SB) SB 1 LT, 1 TH, 1 RT B B B B
And44
Town Center Drive(EB/WB) EB 1 LT, 1 TH-RT A (11 .2) B (11.8)
(Signalized)
WB 1 LT, 1 TH, 1 RT A A
NB 1 LT, 1 TH-RT B B ie
Combined Traffic
Meeting Street(NB/SB) SB 1 LT, 1 TH, 1 RT B B B B
And
Town Center Drive(EB/WB) EB 1 LT, 1 TH-RT A (11.2) B (1 1.9)
(Signalized)
WB 1 LT, 1 TH, 1 RT A B
NB 1 TH, 1 RT ,,..1
Background Traffic
Dickerson Road (NB/SB) SB 1 LT-TH A A
And _ u
Town Center Drive(WB) EB -- -- — --
(Unsignalized) 0
WB 1 LT, 1 RT D /�
t
NB 1 TH, 1 RT - 4
-
Combined Traffic
Dickerson Road (NB/SB) SB 1 LT-TH A A
And
--Town Center Drive (WB) EB -- -- __ --
(Unsignalized)
WB 1 LT, 1 RT D F
17
(i TABLE 3 (Continued)
PEAK HOUR TRAFFIC ANALYSIS SUMMARY
AM Peak Hour PM Peak Hour
Intersection Name Lane Configuration Level-Of- Level-Of-Service
Service
Approach Overall Approach Overall
NB 1 TH, 1 RT A A
Background Traffic Dickerson Road (NB/SB) SB 1 LT-TH A A B B
And
Town Center Drive(WB) EB __ __ (8.7) __ (11.4)
(Signalized)
WB 1 LT-RT B B
NB 1 TH, 1 RT A A
Combined Traffic
Dickerson Road (NB/SB) SB 1 LT-TH A A B B
And
Town Center Drive(WB) EB __ -- (8.7) __ (11.6)
(Signalized)
WB 1 LT-RT B B
NB 1 TH-RT -- --
Combined Traffic
Dickerson Road(NB/SB) SB 1 LT-TH A A
And __
Site Entrance (WB) EB __ __ __ --
(Unsignalized)
WB 1 LT-RT B C
NB -- -- --
Combined Traffic
Site Entrance (SB) SB 1 LT-RT B C
And __ __
Town Center Drive (EB/WB) EB 1 LT-TH A A
(Unsignalized)
WB 1 TH-RT -- --
18 J
5. CONCLUSIONS
The base roadway infrastructure was determined in the Hollymead traffic impact
analysis (TIA) study, which includes a third through lane in each direction on US 29 at
Town Center Drive and dual northbound left turn and dual eastbound right turn lanes.
When these improvements are assumed, the intersection will operate at Level-of-
Service (LOS) "D" overall in the future without the site. When the site traffic is added,
there is a minimal increase in the intersection delay.
At the Town Center Drive/Meeting Street intersection, the Hollymead TIA identified this
intersection for signalization and certain turn lanes. Again, the future traffic increases
due to the development of the site does not appreciably change the delay values in the
analysis results.
The Dickerson Road/Town Center Drive intersection was not analyzed in the Hollymead
TIA. Therefore, there were no recommended roadway improvements for this
intersection. In the background traffic analysis, the westbound PM peak hour traffic
demand on Town Center Drive exceeds the available capacity (v/c ratio of 1.65). The
analysis assumed a separate northbound right turn lane on Dickerson Road and a
separate westbound left turn lane on Town Center Drive. When the site traffic is added
to the road network, the PM westbound delays continue to be excessive and the v/c
ratio increases to 1 .75. Even without the Willow Glen contributions to the future traffic
demand, there appears to be a sufficient amount of side street traffic to meet the peak
hour warrant for a traffic signal. When a traffic signal is assumed, the separate
westbound left turn lane would not be necessary and the intersection would operate
well, as indicated by the LOS "B" or better performance measures. For the northbound
right turn lane, which is projected to have 369 PM peak hour volumes without the site,
the traffic demand would increase by 5 with the site fully built.
� a
The two site entr nces will operate well in the future with the site completely built out.
There is not a sufficient amount of left or right turning traffic on the major streets at
either intersection to require separate turn lanes, per VDOT guidelines in their Road
Design Manual.
19 /'
TECHNICAL APPENDIX
APPENDIX A
HOLLYMEAD TRAFFIC DATA
101 107 t
if L... 38 4-- 3 289.4— O ( 78 4--
7 55 32 148 r 15 I Airport Rd 135 1791 211 144 c
J3 6 119 220 —� 220 9 28 _j 100 168 839 62
—> 22 1 0 (-- 61 T
----I, 6 12 —4 120
Deerwood Dr O -o
sa m
y
1980 75 376 r 0
0
Rt 606 1o11 s3 n
T � ;_
a) i=
(NI
co
D
O L
114 0
y Z
2222 134 174 r
0
CO
950 4)
N 1 5
U) _
Ito
4,� Hollymead Multi-Use Development
f"V�j Existing (2002) AM Peak Hour
Traffic (Local)
Not to Scale Figure 3a-2
8 Ramey Kemp and Associates, Inc.
49 t W O 185 t_
Iy E E--48 3 275 I 76 F-
7 136 96 259 19 Airport Rd 181 1425 174 86 , —
2 21 43 272 —).- 381 3 12 j 195 192 1898 152
85 r 13 r —� 107 1
36 2 If 187
Deerwood Dr O
Li 128 m
1560 138 201 O
O
Rt 606 2114 139 cp
0)
rn E
iz
D
O t
W
154
y 0
1562 199 104 r 0
77
co
2099 51 E
N
U) _
D
gsAr� Hollymead Multi-Use Development
~10
,
icr..,� Existing (2002) PM Peak Hour
Traffic (Local)
Not to Scale Figure 3p-2
10 Ramey Kemp and Associates, Inc.
Q Deerwood
/n
0
a)
U
U
Q
W
( 7 4, vi
152 1 25 v
1 0 0
173 5 j 4 Q 5 0 4 t
�/
I r' 25 t I I, II y 34 F- y 51 t_
4 0 0 1 1- 31 10 7 E-
Mainr i 32 12 0 1 69
53 t. 1 t 5 t -3.88 T -*21
I C- 1 E- 90<- I I I 40 Er- 17 E- i, Iy 15 F 5
15 139 23 71 W Access"D" 6 1 55 38 6 5 `� 5 `` 0 0 25 1 1 4 45
27 18 98 26 --).-39 35 18 j 11 0 8 2 -3.38 30 15 j 0 7 0 3 j 23 17 105
-V.6 -h 1 16 -(-)r4- �- 44 '‘(-) T ..(-)(9.-..(-)(9.- -> E
15 51 1 t --4,57 t
41 1 2
22 t 46 t 2 t 4 8 S t_
l 8 4 143<- f 106<- I I I 81 Fr I 1, I 103<-' J , 73<- I I 50 E- J I 20 E•_
0 13 143 W 12 t 31 0/1` 39 7 35E/156� `�65 64 W Access a^u 33 0 y12 5 22E' 0 `f13 30 16 67 y20 iB E42' 1�1 5 5
0 75 _�2677 8 14 j 19 1717 A 4 2 j 19 19 77 32 j 8 55 1 28 j 8 16 3 8 J 28 22 85 40 j 74 13 1 3
t -3.68 I t --).-142 I t 154 I -3.90 1 t --.54
4 i 52 11 20 57 23
-t
0
49 AL 2 L_
Il Q
<-) Iy 56 E— I y 20 E-
47 151 r3 81 30 106 4 15 1
0 Access"B"
2
C
64 52 k54
1 8 j 26 9 98 121 3
C
0
o ir32 77
16 14 k- 15 25'_ US 29
Hollymead Timberwood
Hollymead Multi-Use Development
AM Peak Hour Total Site Traffic
• Not to Scale Figure 3a
12 Ramey Kemp and Associates, Inc
Q Deerwood
N 0
H
a)
U
U
Q
W
,i, c. , t_ -<-) ,i( 0
a)
365 4 14 "I2 0 U
349 26 J 1 29 0 1 t_
2
tr 17 t 1 167 F * 29 t
31 0 3 3 148 fit 23-(---
Main
11 45 0 5 j 108
32 t. 6 k___ 27
--9.. 116 t --,- 16
I 16 F- 56 F- I I 54 Er- 51 * I
EM 1 Iy - E 61 .4 -/' 34
23 312 42 30 Access"D" 28 12 26 1 17 4.-
16 "I O 0 17 7 36 208
i19 47 324 74 -).-88 22 25 j 41 18 37 19 --91.34 28 16 j 0 7 2 4 j 23 59 139
-)."8 t r' -4 35 --).56 t 42 -h 43 t 40 t
-I' 48 16 8
51 144 t 23 21 t ,8 t 29 t
1 l_ 40 t. 108 E- J I I. 148 * I 1 l` 160- J I 393.4- ...E.) I 316-4-- 1 I 233 - .1 48 F-
0 37 117 'V 80 37 0 45 40 1- 22 213 154 145 1- Access"D" 33 12 12 21 i- 27 10 21 47 I- 67 162 19 139 I- 271 4 31 11
0 170 -140
50 89 j 03 1")'".4 3 48 55 102
j27 22 125 15 j 31 93 13 57 j 62 85 117/T 123 j 247 71 6 11
tr -4 82 —>341 I -->- 252 t -4.212 I --).33 1
15 ' 39 46 -4 84 57 -4 74
y-+
0
2-
163 34 Q
EJ i y 225 E- l I C. 33.4-
160 146 100 2�66 12 55 ``
`0 91 277 Access"B"
U j 115 181 136 286 i 71 207 221 53
C -8."216 t -3.35 t I�
C
C
0 U -1' 171 257
48 US 29
90 67
Hollymead Timberwood
Hollymead Multi-Use Development
PM Peak Hour Total Site Traffic
Not to Scale Figure 3p
13 Ramey Kemp and Associates, Inc
APPENDIX B
COMPUTER PRINTOUTS OF
PEAK HOUR CAPACITY ANALYSIS
HCS2000: Signalized Intersections Release 4.1d
Analyst: Willow Glen Residential Inter. : Town Center Dr & US 29
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: AM Peak Hour Backgrnd Traffic Year : 2012
Project ID: File: willl2al.hcs
E/W St: Town Center Dr N/S St: US 29
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 2 0 1 0 2 3 0 1 3 1
LGConfig L LT R LTR L TR L T R
Volume 74 2 190 2 2 2 179 1449 2 2 3056 55
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vol 0 0 0 0
Duration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A A
Thru A Thru A A
Right A Right A A
Peds Peds
WB Left A SB Left A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right A A
SB Right WB Right
Green 6.0 6.0 0.0 0.0 5.0 4.0 79.0 0.0
Yellow 5.0 5.0 0.0 5.0 0.0 5.0
All Red 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Length: 120.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 89 1770 0.46 0.05 59.2 E
LT 89 1778 0.48 0.05 59.6 E 46.3 D
R 581 2787 0.36 0.21 41.1 D
Westbound
LTR 88 1750 0.07 0.05 54.7 D 54.7 D
Northbound
L 401 3433 0.50 0.12 50.7 D
TR 3516 5084 0.46 0.69 8.4 A 13.1 B
Southbound
L 74 1770 0.03 0.04 55.3 E
T 3348 5085 1.01 0.66 39.7 D 39.2 D
R 1042 1583 0.06 0.66 7.3 A
Intersection Delay = 31.1 (sec/veh) Intersection LOS = C
I 10 MOW Ooo M O W (ten M O HI bd o Cn O Fri
10i1 Cn O W o b 10 10 10 1N N''
b N Fro, H ~ n • Fes-' 0 Cn t" 0 Cn 0 FH, 0 W 0
7d 10 0 rr 7.1 10 0 rt 7d 10 0 rr 7d 10 0 rt 7d 10 0 rt CO Cn Ul N rt KJ 0 O O n • O r• 0
a xa 0.' go Wa Va x rr 10 C 0 0 a E a tr 8 rtm
rt rt rt rt rt 7d 0 a m ►t O 7d 7d 10 a 0 to
r• 10 1-'- row ror• row roan 0 n PO rta a Ida 0 XOn
o m o m 0 m 0 m o m rt a r• a a 10 0 rt rt a 0 m a 0 0 t1
n n n n n r•W 0 W rr C Ft r• r• rt r• of rt m a to
O O O O O o m W m r• 0 O 0 r- rt m 0 10 H
O 0 0 0 0 0 0 'G m
--- rr--- rt--- rr--- rr--- rt
W N r• W N r• N 1, r• N F, r• F, F, r• O N N O 0 1-, 1-, 1, W 0 0 0 CO F. F. F-` A O t1
F, F-' • • F, F, F, U1l0 .I lO H •
• • • • • • • • . . . . . • • •
l0 01 at I-, F, m al co m A Ol (D co N m • 0J1 N N W O O 0 A O -1 0 0
W 0 0 U1 01 N 0 0 C9
11/
A N 0 la N 0 N I-, 0 N N 0 1-' 1-. 0O O N 1, O O F, 1-, N W N O O O CO 1, F. F, A O t" 0)
• rr rr rr rr rr m to a to U) • 1-3 rt
H al 10 N O ICJ 00 00 10 UI O1 10 10 N '0 • 01 N N A o O O O A O -1 0 0 CY
O 0 rr (f la0 O O 0 Ul CO NCO 0 0
corr rr N •• -.I N •• al F, •• U1 F, •• A H •• o N W O 0 W F, M W 0 0 0 W 1, N F, f' O 7d :i
• UI W U1 l0 1-' • Q+
l0 U1 N 0 la -1 -1 01 la N • 0) N A A 0 0 N W 0 0 OD 0 lO 0
W 0 0 F, 01 CO A 0
W
O •b
n
x
m 0
O N O N O H O F, O H 0 N 0 0 0 O 1, F. W F. 0 0 0 CO 1 1-, I-, 01 O y 01 hJ
• • • • . •(Ft -] A F. A CO W O1 N N • N O N N O 0 0 0 0 0 U1 0 O 7d 0' 10
W OD O UI ,1 0 0 0 0 Li
O 0 X
O
Iat to
co N --1 N 01 F, UI I-, A F•' O N U) O O la 1, 1-' W 0 0 0 N F. N F, F. O t4
• U1 • 0 ,1 l0 O •
O1 U1 0 0 1--, -4 U1 01 N N • UI W W N O 0 1-, U1 0 0) -1 0 N 0
W 0 0 N 0 01 0 0 0
n
N N M 1, I, I-` I, I, 1, 1, O N l0 O F, 00 1, 1, W F, O 0 O F, H lW 1, U1 O H rt
N • �] • U1 • A • 1--, • U1 • • • • N 00 l0 l0 • 7d 0'
• N • l0 • 01 • U1 • N • -.1 C0 0 l0 0 0 O O1 A W au 01 O O O CY
H l0 l0 -1 A co O O O l0 01 N -.1 N 0 0
O 0
O 0
a
O N O N O H O H O H O N 0 0 0 0 F, F, W O O O -1 F, F, 1-' N O t~
• . • • • • U . . . . . . . • A -.1 l0
.
N �1 F, F, 1--, CO I-. 01 1--, N • 1-, O N F, O O O O O -.1 O O CO
W o 0 A W o O O 0
0
l0 F, CO F, -1 F, -1 F, 01 F-' O N U1 I-' O A I, I, W I-, O I, O F. F, lW I-, H O H fit,
la • W • -.I • W • 1, • U1 A la • H • • • • • • N CO (O N •
• -7 • U1 • A • la • 1-, l0 • 00 0 01 0 01 N 01 0 A 0
U1 A 00 al A W 1/1 F, A O 0 0 01 1, -.1 01 N O W 0
O 0
N N F. N I-, H 1, 1, 0 I, O N 0 0 0 0 H I-, W 0 0 0 F, H I-, H 01 0 7i1 0
• UI • O U1 10 F, • a. . . . . . . . . . . . . .
O al 01 F. A CO N 01 l0 N • CO F. CO -1 0 O 01 0 0 A 00 0 0
la 0 0 O1 0) A N W 0
HCS2000: Signalized Intersections Release 4.1d
Analyst: Willow Glen Residential Inter. : Town Center Dr & US 29
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: PM Peak Hour Backgrnd Traffic Year : 2012
Project ID: File: willl2pl.hcs
E/W St: Town Center Dr N/S St: US 29
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 2 0 1 0 2 3 0 1 3 1
LGConfig L LT R LTR L TR L T R
Volume 211 2 328 2 2 2 467 2980 2 2 2488 134
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vol 0 0 0 0
D-uration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
ES Left A NB Left A A
Thru A Thru A A
Right A Right A A
Peds Peds
WB Left A SB Left A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right A A
SB Right WB Right
Green 5.0 11.0 0.0 0.0 5.0 16.0 63.0 0.0
Yellow 5.0 5.0 0.0 5.0 0.0 5.0
All Red 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Length: 120.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
E-astbound
L 162 1770 0.71 0.09 66.4 E
LT 163 1775 0.74 0.09 69.8 E 44.6 D
R 975 2787 0.37 0.35 29.4 C
Westbound
LTR 73 1750 0.08 0.04 55.8 E 55.8 E
Northbound
L 744 3433 0.70 0.22 46.3 D
TR 3348 5085 0.99 0.66 33.3 C 35.0+ D
Southbound
L 74 1770 0.03 0.04 55.3 E
T 2670 5085 1.04 0.52 55.8 E 53.7 D
R 831 1583 0.18 0.52 15.0 B
Intersection Delay = 43.3 (sec/veh) Intersection LOS = D
BACK OF QUEUE
WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup L LT R LTR L TR L T R
Init Queue 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Flow Rate 115 121 206 6 267 1213 2 1012 149
So 1900 1900 1900 1900 1900 1900 1900 1900 1900
No.Lanes 1 1 2 0 1 0 2 3 0 1 3 1
SL 1770 1775 1584 1750 1770 1862 1770 1862 1583
LnCapacity 162 163 553 73 383 1226 74 978 831
Flow Ratio 0.06 0.07 0.13 0.00 0.15 0.65 0.00 0.54 0.09
v/c Ratio 0.71 0.74 0.37 0.08 0.70 0.99 0.03 1.03 0.18
Grn Ratio 0.09 0.09 0.35 0.04 0.22 0.66 0.04 0.52 0.52
I Factor 1.000 1.000 1.000 1.000
AT or PVG 3 3 3 3 3 3 3 3 3
Pltn Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PF2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
41 3.7 3.9 5.1 0.2 8.2 39.6 0.1 33.7 2.6
kB 0.3 0.3 0.6 0.2 0.5 0.9 0.2 0.8 0.7
Q2 0.6 0.7 0.3 0.0 1.0 11.1 0.0 12.5 0.2
Q Average 4.3 4.6 5.5 0.2 9.2 50.7 0.1 46.2 2.8
Q Spacing 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3
Q Storage 0 0 0 0 0 0 0 0 0
Q S Ratio
70th Percentile Output:
fB% 11.2 1.2 1.2 1.2 1.2 1.1 1.2 1.1 1.2
BOQ 15.2 5.5 6.5 0.2 10.9 57.2 0.1 52.3 3.3
QSRatio
85th Percentile Output:
fB% 11.6 1.6 1.5 1.6 1.5 1.4 1.6 1.4 1.6
BOQ 16.8 7.2 8.5 0.3 14.0 68.7 0.1 63.0 4.3
QSRatio
90th Percentile Output:
fB% 11.7 1.7 1.7 1.8 1.7 1.4 1.8 1.4 1.7
BOQ 17.5 8.0 9.3 0.4 15.2 72.6 0.1 66.5 4.8
QSRatio
95th Percentile Output:
fB% 12.0 2.0 1.9 2.1 1.9 1.5 2.1 1.5 2.0
BOQ 18.5 9.1 10.6 0.4 17.1 77.9 0.1 71.4 5.6
QSRatio
98th Percentile Output:
fB% 12.4 2.4 2.4 2.7 2.2 1.7 2.7 1.7 2.5
BOQ 110.5 11.1 12.9 0.6 20.2 87.2 0.2 79.9 6.9
QSRatio
HCS2000: Signalized Intersections Release 4.1d
Analyst: Willow Glen Residential Inter. : Town Center Dr & US 29
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: AM Peak Hour Combined Traffic Year : 2012
Project ID: File: willl2a2.hcs
E/W St: Town Center Dr N/S St: US 29
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 2 0 1 0 2 3 0 1 3 1
LGConfig L LT R LTR L TR L T R
Volume 91 2 233 2 2 2 189 1449 2 2 3056 59
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vol 0 0 0 0
Du- ration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A A
Thru A Thru A A
Right A Right A A
Peds Peds
WB Left A SB Left A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right A A
SB Right WB Right
Green 6.0 6.0 0.0 0.0 5.0 4.0 79.0 0.0
Yellow 5.0 5.0 0.0 5.0 0.0 5.0
All Red 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Length: 120.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
E-astbound
L 89 1770 0.57 0.05 64.4 E
LT 89 1776 0.58 0.05 65.3 E 48.5 D
R 581 2787 0.45 0.21 42.0 D
Westbound
LTR 88 1750 0.07 0.05 54.7 D 54.7 D
Northbound
L 401 3433 0.52 0.12 51.1 D
TR 3516 5084 0.46 0.69 8.4 A 13.4 B
Southbound
L 74 1770 0.03 0.04 55.3 E
T 3348 5085 1.01 0.66 39.7 D 39.1 D
R 1042 1583 0.06 0.66 7.3 A
Intersection Delay = 31.4 (sec/veh) Intersection LOS = C
BACK OF QUEUE
WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup L LT R LTR L TR L T R
Init Queue 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Flow Rate 51 52 147 6 108 590 2 1243 66
So 1900 1900 1900 1900 1900 1900 1900 1900 1900
No.Lanes 1 1 2 0 1 0 2 3 0 1 3 1
SL 1770 1776 1584 1750 1770 1862 1770 1862 1583
LnCapacity 89 89 330 88 206 1287 74 1226 1042
Flow Ratio 0.03 0.03 0.09 0.00 0.06 0.32 0.00 0.67 0.04
v/c Ratio 0.57 0.58 0.45 0.07 0.52 0.46 0.03 1.01 0.06
Grn Ratio 0.05 0.05 0.21 0.05 0.12 0.69 0.04 0.66 0.66
I Factor 1.000 1.000 1.000 1.000
AT or PVG 3 3 3 3 3 3 3 3 3
Pltn Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PF2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Q1 1.7 1.7 4.3 0.2 3.4 8.9 0.1 41.4 0.8
kB 0.2 0.2 0.4 0.2 0.3 1.0 0.2 0.9 0.8
Q2 0.2 0.3 0.3 0.0 0.3 0.8 0.0 13.1 0.1
Q Average 1.9 2 .0 4.6 0.2 3.7 9.7 0.1 54.5 0.8
Q Spacing 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3
Q Storage 0 0 0 0 0 0 0 0 0
Q S Ratio
70th Percentile Output:
fB% 11.2 1.2 1.2 1.2 1.2 1.2 1.2 1.1 1.2
BOQ 12.3 2.3 5.5 0.2 4.4 11.4 0.1 61.4 1.0
QSRatio I
85th Percentile Output:
fB% 11.6 1.6 1.6 1.6 1.6 1.5 1.6 1.3 1.6
BOQ 13.0 3.1 7.2 0.3 5.8 14.7 0.1 73.6 1.3
QSRatio I
90th Percentile Output:
fB% 11.8 1.8 1.7 1.8 1.7 1.6 1.8 1.4 1.8
BOQ 13.4 3.4 7.9 0.4 6.5 15.9 0.1 77.8 1.5
QSRatio
95th Percentile Output:
fB% 12.0 2.0 2.0 2.1 2.0 1.9 2.1 1.5 2.1
BOQ 13.9 4.0 9.1 0.4 7.4 17.9 0.1 83.4 1.7
QSRatio I
98th Percentile Output:
fB% 12.6 2.6 2.4 2.7 2.5 2.2 2.7 1.7 2.6
BOQ 14.9 5.0 11.1 0.5 9.1 21.1 0.2 93.5 2.2
QSRatio I
HCS2000: Signalized Intersections Release 4.1d
Analyst: Willow Glen Residential Inter. : Town Center Dr & US 29
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: PM Peak Hour Combined Traffic Year : 2012
Project ID: File: willl2p2.hcs
E/W St: Town Center Dr N/S St: US 29
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 2 0 1 0 2 3 0 1 3 1
LGConfig L LT R LTR L TR L T R
Volume 220 2 350 2 2 2 509 2980 2 2 2488 150
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vol 0 0 0 0
Du- ration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A A
Thru A Thru A A
Right A Right A A
Peds Peds
WB Left A SB Left A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right A A
SB Right WB Right
Green 5.0 11.0 0.0 0.0 5.0 16.0 63.0 0.0
Yellow 5.0 5.0 0.0 5.0 0.0 5.0
All Red 0.0 0.0 0.0 0.0 0.0 0.0
Cycle Length: 120.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
E-astbound
L 162 1770 0.74 0.09 69.7 E
LT 163 1775 0.77 0.09 73.5 E 46.0 D
R 975 2787 0.40 0.35 29.7 C
Westbound
LTR 73 1750 0.08 0.04 55.8 E 55.8 E
Northbound
L 744 3433 0.76 0.22 48.7 D
TR 3348 5085 0.99 0.66 33.3 C 35.5 D
Southbound
L 74 1770 0.03 0.04 55.3 E
T 2670 5085 1.04 0.52 55.8 E 53.5 D
R 831 1583 0.20 0.52 15.3 B
Intersection Delay = 43.5 (sec/veh) Intersection LOS = D
BACK OF QUEUE
WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup L LT R LTR L TR L T R
Init Queue 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Flow Rate 120 126 221 6 291 1213 2 1012 167
So 1900 1900 1900 1900 1900 1900 1900 1900 1900
No.Lanes 1 1 2 0 1 0 2 3 0 1 3 1
SL 1770 1775 1584 1750 1770 1862 1770 1862 1583
LnCapacity 162 163 553 73 383 1226 74 978 831
Flow Ratio 0.07 0.07 0.14 0.00 0.16 0.65 0.00 0.54 0.11
v/c Ratio 0.74 0.77 0.40 0.08 0.76 0.99 0.03 1.03 0.20
Grn Ratio 0.09 0.09 0.35 0.04 0.22 0.66 0.04 0.52 0.52
I Factor 1.000 1.000 1.000 1.000
AT or PVG 3 3 3 3 3 3 3 3 3
Pltn Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PF2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Q1 3.9 4.1 5.6 0.2 9.1 39.6 0.1 33.7 3.0
kB 0.3 0.3 0.6 0.2 0.5 0.9 0.2 0.8 0.7
Q2 0.7 0.8 0.4 0.0 1.3 11.1 0.0 12.5 0.2
Q Average 4.6 4.9 5.9 0.2 10.4 50.7 0.1 46.2 3.1
Q Spacing 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3
Q Storage 0 0 0 0 0 0 0 0 0
Q S Ratio
70th Percentile Output:
fB% 11.2 1.2 1.2 1.2 1.2 1.1 1.2 1.1 1.2
BOQ 15.5 5.8 7.1 0.2 12.2 57.2 0.1 52.3 3.7
QSRatio I
85th Percentile Output:
fB% 11.6 1.6 1.5 1.6 1.5 1.4 1.6 1.4 1.6
BOQ 17.2 7.6 9.2 0.3 15.7 68.7 0.1 63.0 4.9
QSRatio I
90th Percentile Output:
fB% 11.7 1.7 1.7 1.8 1.6 1.4 1.8 1.4 1.7
BOQ 17.9 8.4 10.1 0.4 17.0 72.6 0.1 66.5 5.5
QSRatio
95th Percentile Output:
fB% I2.0 2.0 1.9 2.1 1.8 1.5 2.1 1.5 2.0
BOQ I9.0 9.6 11.5 0.4 19.1 77.9 0.1 71.4 6.3
QSRatio I
98th Percentile Output:
fB% 12.4 2.4 2.3 2.7 2.1 1.7 2.7 1.7 2.5
BOQ I11.0 11.7 13.9 0.6 22.4 87.2 0.2 79.9 7.8
QSRatio I
HCS2000: Signalized Intersections Release 4.1d
Analyst: Willow Glen Residential Inter. : Meeting Dr & Town Center Dr
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: AM Peak Hour Backgrnd Traffic Year : 2012
Project ID: File: wil212al.hcs
E/W St: Town Center Dr N/S St: Meeting Dr
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 0 1 1 1 1 1 0 1 1 1
LGConfig L TR L T R L TR L T R
Volume 60 156 35 19 77 32 19 68 52 64 81 46
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vol 0 0 0 0
Du- ration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A
Thru A Thru A
Right A Right A
Peds Peds
WB Left A SB Left A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
Green 32.0 0.0 0.0 0.0 18.0 0.0 0.0 0.0
Yellow 5.0 0.0 0.0 5.0 0.0
All Red 0.0 0.0 0.0 0.0 0.0
Cycle Length: 60.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
E-astbound
L 697 1306 0.10 0.53 6.9 A
TR 966 1811 0.22 0.53 7.5 A 7.4 A
Westbound
L 621 1165 0.03 0.53 6.7 A
T 994 1863 0.09 0.53 6.9 A 6.8 A
R 844 1583 0.04 0.53 6.7 A
Northbound
L 390 1301 0.05 0.30 15.0 B
TR 523 1742 0.26 0.30 16.2 B 16.0 B
Southbound
L 375 1250 0.19 0.30 15.8 B
T 559 1863 0.16 0.30 15.6 B 15.6 B
R 475 1583 0.11 0.30 15.3 B
Intersection Delay = 11.2 (sec/veh) Intersection LOS = B
BACK OF QUEUE
WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup L TR L T R L TR L T R
Init Queue 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Flow Rate 67 212 21 86 36 21 134 71 90 51
So 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
No.Lanes 1 1 0 1 1 1 1 1 0 1 1 1
SL 1306 1811 1165 1863 1583 1301 1742 1250 1863 1583
LnCapacity 697 966 621 994 844 390 523 375 559 475
Flow Ratio 0.05 0.12 0.02 0.05 0.02 0.02 0.08 0.06 0.05 0.03
v/c Ratio 0.10 0.22 0.03 0.09 0.04 0.05 0.26 0.19 0.16 0.11
Grn Ratio 0.53 0.53 0.53 0.53 0.53 0.30 0.30 0.30 0.30 0.30
I Factor 1.000 1.000 1.000 1.000
AT or PVG 3 3 3 3 3 3 3 3 3 3
Pltn Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PF2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Q1 0.5 1.9 0.2 0.7 0.3 0.2 1.7 0.9 1.1 0.6
kB 0.4 0.5 0.4 0.5 0.5 0.3 0.4 0.3 0.4 0.3
Q2 0.0 0.1 0.0 0.1 0.0 0.0 0.1 0.1 0.1 0.0
Q Average 0.6 2.0 0.2 0.8 0.3 0.3 1.8 0.9 1.2 0.7
Q Spacing 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3
Q Storage 0 0 0 0 0 0 0 0 0 0
Q S Ratio
70th Percentile Output:
fB% 11.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2
BOQ 10.7 2.4 0.2 0.9 0.4 0.3 2.2 1.1 1.4 0.8
QSRatio 1
85th Percentile Output:
fB% 11.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6
BOQ 10.9 3.2 0.3 1.2 0.5 0.4 2.9 1.5 1.9 1.0
QSRatio 1
90th Percentile Output:
fB% 11.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8
BOQ 11.1 3.6 0.3 1.3 0.6 0.5 3.2 1.7 2.1 1.2
QSRatio 1
95th Percentile Output:
fB% 12.1 2.0 2.1 2.1 2.1 2.1 2.0 2.1 2.1 2.1
BOQ 11.2 4.1 0.4 1.6 0.6 0.6 3.7 2.0 2.4 1.4
QSRatio 1
98th Percentile Output:
fB% 12.7 2.6 2.7 2.6 2.7 2.7 2.6 2.6 2.6 2.7
BOQ 11.6 5.2 0.5 2.0 0.8 0.7 4.7 2.5 3.1 1.7
QSRatio 1
HCS2000: Signalized Intersections Release 4.1d
Analyst: Willow Glen Residential Inter. : Meeting Dr & Town Center Dr
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: PM Peak Hour Backgrnd Traffic Year : 2012
Project ID: File: wil212pl.hcs
E/W St: Town Center Dr N/S St: Meeting Dr
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 0 1 1 1 1 1 0 1 1 1
LGConfig L TR L T R L TR L T R
Volume 154 213 22 58 255 102 44 158 39 145 160 144
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vol 0 0 0 0
Du- ration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A
Thru A Thru A
Right A Right A
Peds Peds
WB Left A SB Left A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
Green 28.0 0.0 0.0 0.0 22.0 0.0 0.0 0.0
Yellow 5.0 0.0 0.0 5.0 0.0
All Red 0.0 0.0 0.0 0.0 0.0
Cycle Length: 60.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
E-astbound
L 492 1054 0.35 0.47 10.6 B
TR 857 1837 0.30 0.47 10.1 B 10.3 B
Westbound
L 512 1097 0.13 0.47 9.2 A
T 869 1863 0.33 0.47 10.3 B 9.9 A
R 739 1583 0.15 0.47 9.3 A
Northbound
L 440 1201 0.11 0.37 12.7 B
TR 663 1808 0.33 0.37 14.0 B 13.7 B
Southbound
L 419 1144 0.38 0.37 14.6 B
T 683 1863 0.26 0.37 13.5 B 13.9 B
R 580 1583 0.28 0.37 13.6 B
Intersection Delay = 11.8 (sec/veh) Intersection LOS = B
BACK OF QUEUE
WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup L TR L T R L TR L T R
Init Queue 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Flow Rate 171 261 64 283 113 49 219 161 178 160
So 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
No.Lanes 1 1 0 1 1 1 1 1 0 1 1 1
SL 1054 1837 1097 1863 1583 1201 1808 1144 1863 1583
LnCapacity 492 857 512 869 739 440 663 419 683 580
Flow Ratio 0.16 0.14 0.06 0.15 0.07 0.04 0.12 0.14 0.10 0.10
v/c Ratio 0.35 0.30 0.13 0.33 0.15 0.11 0.33 0.38 0.26 0.28
Grn Ratio 0.47 0.47 0.47 0.47 0.47 0.37 0.37 0.37 0.37 0.37
I Factor 1.000 1.000 1.000 1.000
AT or PVG 3 3 3 3 3 3 3 3 3 3
Pltn Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PF2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Q1 1.8 2.7 0.6 3.0 1.1 0.5 2.6 2.0 2.1 1.9
kB 0.4 0.5 0.4 0.5 0.5 0.3 0.4 0.3 0.4 0.4
Q2 0.2 0.2 0.1 0.2 0.1 0.0 0.2 0.2 0.2 0.1
Q Average 2.0 2.9 0.7 3.2 1.2 0.6 2.8 2.2 2.2 2.0
Q Spacing 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3
Q Storage 0 0 0 0 0 0 0 0 0 0
Q S Ratio
70th Percentile Output:
fB% 11.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2
BOQ 12.4 3.5 0.8 3.8 1.4 0.7 3.4 2.6 2.7 2.4
QSRatio 1
85th Percentile Output:
fB% 11.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6
BOQ 13.2 4.6 1.0 5.0 1.8 0.9 4.5 3.4 3.5 3.2
QSRatio 1
90th Percentile Output:
fB% 11.8 1.7 1.8 1.7 1.8 1.8 1.7 1.8 1.8 1.8
BOQ 13.5 5.1 1.2 5.6 2.1 1.0 5.0 3.8 3.9 3.6
QSRatio 1
95th Percentile Output:
fB% 12.0 2.0 2.1 2.0 2.1 2.1 2.0 2.0 2.0 2.0
BOQ 14.1 5.9 1.4 6.4 2.4 1.2 5.7 4.4 4.5 4.1
QSRatio 1
98th Percentile Output:
fB% 12.6 2.5 2.7 2.5 2.6 2.7 2.5 2.5 2.5 2.6
BOQ 15.1 7.3 1.7 8.0 3.0 1.5 7.1 5.5 5.7 5.2
QSRatio 1
HCS2000: Signalized Intersections Release 4.1d
Analyst: Willow Glen Residential Inter. : Meeting Dr & Town Center Dr
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: AM Peak Hour Combined Traffic Year : 2012
Project ID: File: wi1212a2.hcs
E/W St: Town Center Dr N/S St: Meeting Dr
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 0 1 1 1 1 1 0 1 1 1
LGConfig L TR L T R L TR L T R
Volume 60 216 35 19 91 32 19 68 52 64 81 46
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vol 0 0 0 0
Du- ration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A
Thru A Thru A
Right A Right A
Peds Peds
WB Left A SB Left A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
Green 32.0 0.0 0.0 0.0 18.0 0.0 0.0 0.0
Yellow 5.0 0.0 0.0 5.0 0.0
All Red 0.0 0.0 0.0 0.0 0.0
Cycle Length: 60.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
E-astbound
L 687 1288 0.10 0.53 7.0 A
TR 973 1824 0.29 0.53 7.9 A 7.7 A
Westbound
L 582 1091 0.04 0.53 6.7 A
T 994 1863 0.10 0.53 7.0 A 6.9 A
R 844 1583 0.04 0.53 6.7 A
Northbound
L 390 1301 0.05 0.30 15.0 B
TR 523 1742 0.26 0.30 16.2 B 16.0 B
Southbound
L 375 1250 0.19 0.30 15.8 B
T 559 1863 0.16 0.30 15.6 B 15.6 B
R 475 1583 0.11 0.30 15.3 B
Intersection Delay = 10.9 (sec/veh) Intersection LOS = B
BACK OF QUEUE
WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup L TR L T R L TR L T R
Init Queue 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Flow Rate 67 279 21 101 36 21 134 71 90 51
So 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
No.Lanes 1 1 0 1 1 1 1 1 0 1 1 1
SL 1288 1824 1091 1863 1583 1301 1742 1250 1863 1583
LnCapacity 687 973 582 994 844 390 523 375 559 475
Flow Ratio 0.05 0.15 0.02 0.05 0.02 0.02 0.08 0.06 0.05 0.03
v/c Ratio 0.10 0.29 0.04 0.10 0.04 0.05 0.26 0.19 0.16 0.11
Grn Ratio 0.53 0.53 0.53 0.53 0.53 0.30 0.30 0.30 0.30 0.30
I Factor 1.000 1.000 1.000 1.000
AT or PVG 3 3 3 3 3 3 3 3 3 3
Pltn Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PF2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Q1 0.5 2.6 0.2 0.8 0.3 0.2 1.7 0.9 1.1 0.6
kB 0.4 0.5 0.4 0.5 0.5 0.3 0.4 0.3 0.4 0.3
Q2 0.0 0.2 0.0 0.1 0.0 0.0 0.1 0.1 0.1 0.0
Q Average 0.6 2.8 0.2 0.9 0.3 0.3 1.8 0.9 1.2 0.7
Q Spacing 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3
Q Storage 0 0 0 0 0 0 0 0 0 0
Q S Ratio
70th Percentile Output:
fB% 11.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2
BOQ 10.7 3.3 0.2 1.1 0.4 0.3 2.2 1.1 1.4 0.8
QSRatio I
85th Percentile Output:
fB% 11.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6
BOQ I1.0 4.4 0.3 1.4 0.5 0.4 2.9 1.5 1.9 1.0
QSRatio I
90th Percentile Output:
fB% 11.8 1.7 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8
BOQ 11.1 4.9 0.3 1.6 0.6 0.5 3.2 1.7 2.1 1.2
QSRatio
95th Percentile Output:
fB% 12.1 2.0 2.1 2.1 2.1 2.1 2.0 2.1 2.1 2.1
BOQ 11.2 5.6 0.4 1.8 0.6 0.6 3.7 2.0 2.4 1.4
QSRatio I
98th Percentile Output:
fB% 12.7 2.5 2.7 2.6 2.7 2.7 2.6 2.6 2.6 2.7
BOQ 11.6 7.0 0.5 2.3 0.8 0.7 4.7 2.5 3.1 1.7
QSRatio I
HCS2000: Signalized Intersections Release 4.1d AI #1t .
Analyst: Willow Glen Residential Inter. : Meeting Dr & Town Center Dr
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: PM Peak Hour Combined Traffic Year : 2012
Project ID: File: wi1212p2.hcs
E/W St: Town Center Dr N/S St: Meeting Dr
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 0 1 1 1 1 1 0 1 1 1
LGConfig L TR L T R L TR L T R
Volume 154 243 22 58 313 102 44 158 39 145 160 144
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vol 0 0 0 0
Duration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left A NB Left A
Thru A Thru A
Right A Right A
Peds Peds
WB Left A SB Left A
Thru A Thru A
Right A Right A
Peds Peds
NB Right EB Right
SB Right WB Right
Green 28.0 0.0 0.0 0.0 22.0 0.0 0.0 0.0
Yellow 5.0 0.0 0.0 5.0 0.0
All Red 0.0 0.0 0.0 0.0 0.0
Cycle Length: 60.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 434 931 0.39 0.47 11.0 B
TR 859 1840 0.34 0.47 10.4 B 10.6 B
Westbound
L 482 1033 0.13 0.47 9.2 A
T 869 1863 0.40 0.47 10.8 B 10.3 B
R 739 1583 0.15 0.47 9.3 A
Northbound
L 440 1201 0.11 0.37 12.7 B
TR 663 1808 0.33 0.37 14.0 B 13.7 B
Southbound
L 419 1144 0.38 0.37 14.6 B
T 683 1863 0.26 0.37 13.5 B 13.9 B
R 580 1583 0.28 0.37 13.6 B
Intersection Delay = 11.9 (sec/veh) Intersection LOS = B
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Willow Glen Residential
Agency/Co. : Albemarle County, VA
Date Performed: 3/14/2007
Analysis Time Period: AM Peak Hour Backgrnd Traffic
Intersection: Town Center Dr & Dickerson Rd
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2012
Project ID: File: wil412a1.hcu
East/West Street: Town Center Dr
North/South Street: Dickerson Rd
Intersection Orientation: NS Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 14 5 6
L T R I L T R
Volume 442 153 2 268
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 491 170 2 297
Percent Heavy Vehicles -- -- 0 -- --
Median Type/Storage Undivided /
RT Channelized? No
Lanes 1 1 0 1
Configuration T R LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 I 10 11 12
L T R I L T R
Volume 180 2
Peak Hour Factor, PHF 0.90 0.90
Hourly Flow Rate, HFR 200 2
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage / /
Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 17 8 9 I 10 11 12
Lane Config LT I L R I
v (vph) 2 200 2
C(m) (vph) 937 360 582
v/c 0.00 0.56 0.00
95% queue length 0.01 3.23 0.01
Control Delay 8.9 26.8 11.2
LOS A D B
Approach Delay 26.6
Approach LOS D
BACK OF QUEUE
11 WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup L TR L T R L TR L T R
Init Queue 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Flow Rate 171 294 64 348 113 49 219 161 178 160
So 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
No.Lanes 1 1 0 1 1 1 1 1 0 1 1 1
SL 931 1840 1033 1863 1583 1201 1808 1144 1863 1583
LnCapacity 434 859 482 869 739 440 663 419 683 580
Flow Ratio 0.18 0.16 0.06 0.19 0.07 0.04 0.12 0.14 0.10 0.10
v/c Ratio 0.39 0.34 0.13 0.40 0.15 0.11 0.33 0.38 0.26 0.28
Grn Ratio 0.47 0.47 0.47 0.47 0.47 0.37 0.37 0.37 0.37 0.37
I Factor 1.000 1.000 1.000 1.000
AT or PVG 3 3 3 3 3 3 3 3 3 3
Pltn Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PF2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Q1 1.9 3.1 0.6 3.8 1.1 0.5 2.6 2.0 2.1 1.9
kB 0.3 0.5 0.3 0.5 0.5 0.3 0.4 0.3 0.4 0.4
Q2 0.2 0.3 0.1 0.3 0.1 0.0 0.2 0.2 0.2 0.1
Q Average 2.1 3.4 0.7 4.1 1.2 0.6 2.8 2.2 2.2 2.0
Q Spacing 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3 25.3
Q Storage 0 0 0 0 0 0 0 0 0 0
Q S Ratio
70th Percentile Output:
fB% 11.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2
BOQ 12.5 4.0 0.8 4.9 1.4 0.7 3.4 2.6 2.7 2.4
QSRatio
85th Percentile Output:
fB% 11.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6 1.6
BOQ 13.3 5.3 1.1 6.5 1.8 0.9 4.5 3.4 3.5 3.2
QSRatio
90th Percentile Output:
fB% 11.8 1.7 1.8 1.7 1.8 1.8 1.7 1.8 1.8 1.8
BOQ 13.7 5.9 1.2 7.1 2.1 1.0 5.0 3.8 3.9 3.6
QSRatio
95th Percentile Output:
fB% 12.0 2.0 2.1 2.0 2.1 2.1 2.0 2.0 2.0 2.0
BOQ 14.2 6.7 1.4 8.2 2.4 1.2 5.7 4.4 4.5 4.1
QSRatio
98th Percentile Output:
fB% 12.6 2.5 2.7 2.4 2.6 2.7 2.5 2.5 2.5 2.6
BOQ 15.3 8.3 1.7 10.0 3.0 1.5 7.1 5.5 5.7 5.2
QSRatio
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Willow Glen Residential
Agency/Co. : Albemarle County, VA
Date Performed: 3/14/2007
Analysis Time Period: PM Peak Hour Backgrnd Traffic
Intersection: Town Center Dr & Dickerson Rd
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2012
Project ID: File: wil412pl.hcu
East/West Street: Town Center Dr
North/South Street: Dickerson Rd
Intersection Orientation: NS Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 14 5 6
L T R I L T R
Volume 430 369 5 552
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 477 410 5 613
Percent Heavy Vehicles -- -- 0 -- --
Median Type/Storage Undivided /
RT Channelized? No
Lanes 1 1 0 1
Configuration T R LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 I 10 11 12
L T R I L T R
Volume 350 5
Peak Hour Factor, PHF 0.90 0.90
Hourly Flow Rate, HFR 388 5
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage / /
Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 17 8 9 I 10 11 12
Lane Config LT I L R I
v (vph) 5 388 5
C(m) (vph) 772 235 592
v/c 0.01 1.65 0.01
95% queue length 0.02 24.96 0.03
Control Delay 9.7 348.0 11.1
LOS A F B
Approach Delay 343.7
Approach LOS F
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Willow Glen Residential
Agency/Co. : Albemarle County, VA
Date Performed: 3/14/2007
Analysis Time Period: AM Peak Hour Combined Traffic
Intersection: Town Center Dr & Dickerson Rd
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2012
Project ID: File: wi1412a2.hcu
East/West Street: Town Center Dr
North/South Street: Dickerson Rd
Intersection Orientation: NS Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 14 5 6
L T R I L T R
Volume 446 154 2 287
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 495 171 2 318
Percent Heavy Vehicles -- -- 0 -- --
Median Type/Storage Undivided /
RT Channelized? No
Lanes 1 1 0 1
Configuration T R LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 I 10 11 12
L T R I L T R
Volume 185 2
Peak Hour Factor, PHF 0.90 0.90
Hourly Flow Rate, HFR 205 2
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage / /
Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 17 8 9 I 10 11 12
Lane Config LT I L R I
v (vph) 2 205 2
C(m) (vph) 933 348 579
v/c 0.00 0.59 0.00
95% queue length 0.01 3.58 0.01
Control Delay 8.9 29.1 11.2
LOS A D B
Approach Delay 29.0
Approach LOS D
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Willow Glen Residential
Agency/Co. : Albemarle County, VA
Date Performed: 3/14/2007
Analysis Time Period: PM Peak Hour Combined Traffic
Intersection: Town Center Dr & Dickerson Rd
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2012
Project ID: File: wi1412p2.hcu
East/West Street: Town Center Dr
North/South Street: Dickerson Rd
Intersection Orientation: NS Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 14 5 6
L T R I L T R
Volume 449 374 5 562
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 498 415 5 624
Percent Heavy Vehicles -- -- 0 -- --
Median Type/Storage Undivided /
RT Channelized? No
Lanes 1 1 0 1
Configuration T R LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 I 10 11 12
L T R I L T R
Volume 353 5
Peak Hour Factor, PHF 0.90 0.90
Hourly Flow Rate, HFR 392 5
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage / /
Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 17 8 9 I 10 11 12
Lane Config LT I L R I
v (vph) 5 392 5
C(m) (vph) 755 225 576
v/c 0.01 1.74 0.01
95% queue length 0.02 26.44 0.03
Control Delay 9.8 389.1 11.3
LOS A F B
Approach Delay 384.3
Approach LOS F
HCS2000: Signalized Intersections Release 4.1d
Analyst: Willow Glen Residential Inter. : Town Center Dr & Dickerson Rd
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: AM Peak Hour Backgrnd Traffic Year : 2012
Project ID: File: wil4a112.hcs
E/W St: Town Center Dr N/S St: Dickerson Rd
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 0 0 0 0 0 0 0 1 1 0 1 0
LGConfig LR T R LT
Volume 180 2 442 153 2 268
Lane Width 12.0 12.0 12.0 12.0
RTOR Vol 0 0
Duration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left NB Left
Thru Thru A
Right Right A
Peds Peds
WB Left A SB Left A
Thru Thru A
Right A Right
Peds Peds
NB Right A EB Right
SB Right WB Right
Green 17.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0
Yellow 5.0 0.0 0.0 5.0 0.0
All Red 0.0 0.0 0.0 0.0 0.0
Cycle Length: 60.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
11 Westbound
LR 502 1773 0.40 0.28 17.9 B 17.9 B
Northbound
T 1025 1863 0.48 0.55 8.6 A 6.4 A
R 1583 1583 0.11 1.00 0.0+ A
Southbound
LT 1022 1859 0.29 0.55 7.4 A 7.4 A
Intersection Delay = 8.7 (sec/veh) Intersection LOS = A
BACK OF QUEUE
WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup LR T R LT
Init Queue 0.0 0.0 0.0 0.0
Flow Rate 202 491 170 300
., So 1900 1900 1900 1900
No.Lanes 0 0 0 0 0 0 0 1 1 0 1 0
SL 1773 1863 1583 1859
LnCapacity 502 1025 1583 1022
Flow Ratio 0.11 0.26 0.11 0.16
v/c Ratio 0.40 0.48 0.11 0.29
Grn Ratio 0.28 0.55 1.00 0.55
I Factor 1.000 1.000 1.000
AT or PVG 3 3 3 3
Pltn Ratio 1.00 1.00 1.00 1.00
PF2 1.00 1.00 1.00
Q1 2.7 5.0 2.7
kB 0.4 0.5 0.7 0.5
Q2 0.2 0.5 0.1 0.2
Q Average 3.0 5.5 2.9
Q Spacing 25.3 25.3 25.3 25.3
Q Storage 0 0 0 0
Q S Ratio
70th Percentile Output:
fB% I 1.2 1.2 1.2
BOQ I 3.5 6.5 3.5
QSRatio
85th Percentile Output:
fB% I 1.6 1.5 1.6
BOQ I 4.7 8.5 4.6
QSRatio
90th Percentile Output:
fB% I 1.7 1.7 1.7
BOQ I 5.2 9.4 5.1
QSRatio
95th Percentile Output:
fB% 2.0 1.9 2.0
BOQ I 6.0 10.7 5.9
QSRatio
98th Percentile Output:
fB% I 2.5 2.4 2.5
BOQ I 7.4 13.0 7.3
QSRatio
HCS2000: Signalized Intersections Release 4.1d
Analyst: Willow Glen Residential Inter. : Town Center Dr & Dickerson Rd
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: PM Peak Hour Backgrnd Traffic Year : 2012
Project ID: File: wil4p112.hcs
E/W St: Town Center Dr N/S St: Dickerson Rd
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 0 0 0 0 0 0 0 1 1 0 1 0
LGConfig LR T R LT
Volume 350 5 430 369 5 552
Lane Width 12.0 12.0 12.0 12.0
RTOR Vol 0 0
Duration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left NB Left
Thru Thru A
Right Right A
Peds Peds
WB Left A SB Left A
Thru Thru A
Right A Right
Peds Peds
NB Right A EB Right
SB Right WB Right
Green 21.0 0.0 0.0 0.0 29.0 0.0 0.0 0.0
Yellow 5.0 0.0 0.0 5.0 0.0
All Red 0.0 0.0 0.0 0.0 0.0
Cycle Length: 60.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
11 Westbound
LR 620 1772 0.64 0.35 18.5 B 18.5 B
Northbound
T 900 1863 0.53 0.48 11.4 B 6.2 A
R 1583 1583 0.26 1.00 0.1 A
Southbound
LT 897 1855 0.69 0.48 14.3 B 14.3 B
Intersection Delay = 11.4 (sec/veh) Intersection LOS = B
BACK OF QUEUE
WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup LR T R LT
Init Queue 0.0 0.0 0.0 0.0
II Flow Rate 395 478 410 619
So 1900 1900 1900 1900
No.Lanes 0 0 0 0 0 0 0 1 1 0 1 0
SL 1772 1863 1583 1855
LnCapacity 620 900 1583 897
Flow Ratio 0.22 0.26 0.26 0.33
v/c Ratio 0.64 0.53 0.26 0.69
Grn Ratio 0.35 0.48 1.00 0.48
I Factor 1.000 1.000 1.000
AT or PVG 3 3 3 3
Pltn Ratio 1.00 1.00 1.00 1.00
PF2 1.00 1.00 1.00
Q1 5.5 5.5 8.0
kB 0.4 0.5 0.7 0.5
Q2 0.7 0.6 0.2 1.1
Q Average 6.2 6.1 9.1
Q Spacing 25.3 25.3 25.3 25.3
Q Storage 0 0 0 0
Q S Ratio
70th Percentile Output:
fB% I 1.2 1.2 1.2
BOQ I 7.4 7.2 10.7
QSRatio I
85th Percentile Output:
fB% 1.5 1.5 1.5
BOQ I 9.6 9.4 13.8
QSRatio I
90th Percentile Output:
fB% I 1.7 1.7 1.7
BOQ I 10.5 10.3 15.0
QSRatio I
95th Percentile Output:
fB% 1.9 1.9 1.9
BOQ I 11.9 11.8 16.9
QSRatio I
98th Percentile Output:
fB% I 2.3 2.3 2.2
BOQ I 14.4 14.2 20.0
QSRatio I
HCS2000: Signalized Intersections Release 4.1d
Analyst: Willow Glen Residential Inter. : Town Center Dr & Dickerson Rd
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: AM Peak Hour Combined Traffic Year : 2012
Project ID: File: wi14a212.hcs
E/W St: Town Center Dr N/S St: Dickerson Rd
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 0 0 0 0 0 0 0 1 1 0 1 0
LGConfig LR T R LT
Volume 185 2 446 154 2 287
Lane Width 12.0 12.0 12.0 12.0
RTOR Vol 0 0
Duration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left NB Left
Thru Thru A
Right Right A
Peds Peds
WE Left A SB Left A
Thru Thru A
Right A Right
Peds Peds
NB Right A EB Right
SB Right WB Right
Green 17.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0
Yellow 5.0 0.0 0.0 5.0 0.0
All Red 0.0 0.0 0.0 0.0 0.0
Cycle Length: 60.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
IIWestbound
LR 502 1773 0.41 0.28 18.0 B 18.0 B
Northbound
T 1025 1863 0.48 0.55 8.6 A 6.4 A
R 1583 1583 0.11 1.00 0.0t A
Southbound
LT 1022 1859 0.31 0.55 7.5 A 7.5 A
Intersection Delay = 8.7 (sec/veh) Intersection LOS = A
BACK OF QUEUE
WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup LR T R LT
Init Queue 0.0 0.0 0.0 0.0
Flow Rate 208 496 171 321
So 1900 1900 1900 1900
No.Lanes 0 0 0 0 0 0 0 1 1 0 1 0
SL 1773 1863 1583 1859
LnCapacity 502 1025 1583 1022
Flow Ratio 0.12 0.27 0.11 0.17
v/c Ratio 0.41 0.48 0.11 0.31
Grn Ratio 0.28 0.55 1.00 0.55
I Factor 1.000 1.000 1.000
AT or PVG 3 3 3 3
. Pltn Ratio 1.00 1.00 1.00 1.00
II PF2 1.00 1.00 1.00
Q1 2.8 5.1 2.9
kB 0.4 0.5 0.7 0.5
Q2 0.3 0.5 0.1 0.3
Q Average 3.1 5.6 3.2
Q Spacing 25.3 25.3 25.3 25.3
Q Storage 0 0 0 0
Q S Ratio
70th Percentile Output:
fB% I 1.2 1.2 1.2
BOQ I 3.7 6.6 3.8
QSRatio
85th Percentile Output:
fB% 1.6 1.5 1.6
BOQ I 4.8 8.6 5.0
QSRatio
90th Percentile Output:
fB% 1.7 1.7 1.7
BOQ 5.3 9.5 5.5
QSRatio
95th Percentile Output:
fB% I 2.0 1.9 2.0
BOQ I 6.2 10.8 6.3
QSRatio
98th Percentile Output:
fB% I 2.5 2.4 2.5
BOQ I 7.6 13.1 7.9
QSRatio
HCS2000: Signalized Intersections Release 4.1d
Analyst: Willow Glen Residential Inter. : Town Center Dr & Dickerson Rd
Agency: Albemarle County, VA Area Type: All other areas
Date: 03/14/07 Jurisd:
Period: PM Peak Hour Combined Traffic Year : 2012
Project ID: File: wi14p212.hcs
E/W St: Town Center Dr N/S St: Dickerson Rd
SIGNALIZED INTERSECTION
SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 0 0 0 0 0 0 0 1 1 0 1 0
LGConfig LR T R LT
Volume 353 5 449 374 5 562
Lane Width 12.0 12.0 12.0 12.0
RTOR Vol 0 0
Duration 0.25 Area Type: All other areas
Signal
Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left NB Left
Thru Thru A
Right Right A
Peds Peds
WB Left A SB Left A
Thru Thru A
Right A Right
Peds Peds
NB Right A EB Right
SB Right WB Right
Green 21.0 0.0 0.0 0.0 29.0 0.0 0.0 0.0
Yellow 5.0 0.0 0.0 5.0 0.0
All Red 0.0 0.0 0.0 0.0 0.0
Cycle Length: 60.0 secs
Intersection Performance
Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
Westbound
LR 620 1772 0.64 0.35 18.6 B 18.6 B
Northbound
T 900 1863 0.55 0.48 11.7 B 6.4 A
R 1583 1583 0.26 1.00 0.1 A
Southbound
LT 897 1855 0.70 0.48 14.6 B 14.6 B
Intersection Delay = 11.6 (sec/veh) Intersection LOS = B
BACK OF QUEUE
WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup LR T R LT
11 Init Queue 0.0 0.0 0.0 0.0
Flow Rate 398 499 416 630
So 1900 1900 1900 1900
No.Lanes 0 0 0 0 0 0 0 1 1 0 1 0
SL 1772 1863 1583 1855
LnCapacity 620 900 1583 897
Flow Ratio 0.22 0.27 0.26 0.34
v/c Ratio 0.64 0.55 0.26 0.70
Grn Ratio 0.35 0.48 1.00 0.48
I Factor 1.000 1.000 1.000
AT or PVG 3 3 3 3
Pltn Ratio 1.00 1.00 1.00 1.00
PF2 1.00 1.00 1.00
Q1 5.6 5.9 8.2
kB 0.4 0.5 0.7 0.5 •
Q2 0.7 0.6 0.3 1.2
Q Average 6.3 6.5 9.4
Q Spacing 25.3 25.3 25.3 25.3
Q Storage 0 0 0 0
Q S Ratio
70th Percentile Output:
fB% I 1.2 1.2 1.2
II BOQ 7.4 7.7 11.0
QSRatio
85th Percentile Output:
fB% 1.5 1.5 1.5
BOQ 9.7 10.0 14.2
QSRatio
90th Percentile Output:
fB% 1.7 1.7 1.7
BOQ I 10.6 11.0 15.5
QSRatio
95th Percentile Output:
fB% I 1.9 1.9 1.9
BOQ I 12.1 12.5 17.4
QSRatio
98th Percentile Output:
fB% I 2.3 2.3 2.2
BOQ I 14.5 15.0 20.5
QSRatio
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Willow Glen Residential
Agency/Co. : Albemarle County, VA
Date Performed: 3/14/2007
Analysis Time Period: AM Peak Hour Combined Traffic
Intersection: Dickerson Rd & Site Entrance
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2012
Project ID: File: wi1512a2.hcu
East/West Street: Site Entrance
North/South Street: Dickerson Rd
Intersection Orientation: NS Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 14 5 6
L T R 1 L T R
IIVolume 444 5 4 270
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 493 5 4 300
Percent Heavy Vehicles -- -- 0 -- --
Median Type/Storage Undivided /
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 1 10 11 12
L T R I L T R
Volume 20 15
Peak Hour Factor, PHF 0.90 0.90
Hourly Flow Rate, HFR 22 16
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No / /
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 17 8 9 1 10 11 12
Lane Config LT 1 LR
v (vph) 4 38
C(m) (vph) 1076 423
II v/c 0.00 0.09
95% queue length 0.01 0.29
Control Delay 8.4 14.3
LOS A B
Approach Delay 14.3
Approach LOS B
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Willow Glen Residential
Agency/Co. : Albemarle County, VA
Date Performed: 3/14/2007
Analysis Time Period: PM Peak Hour Combined Traffic
Intersection: Dickerson Rd & Site Entrance
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2012
Project ID: File: wi1512p2.hcu
East/West Street: Site Entrance
North/South Street: Dickerson Rd
Intersection Orientation: NS Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 14 5 6
L T R I L T R
Volume 435 19 15 557
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 483 21 16 618
Percent Heavy Vehicles -- -- 0 -- --
Median Type/Storage Undivided /
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 I 10 11 12
L T R I L T R
Volume 10 8
Peak Hour Factor, PHF 0.90 0.90
Hourly Flow Rate, HFR 11 8
ll Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No / /
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 17 8 9 I 10 11 12
Lane Config LT I LR
v (vph) 16 19
C(m) (vph) 1071 298
.1 v/c 0.01 0.06
95% queue length 0.05 0.20
Control Delay 8.4 17.9
LOS A C
Approach Delay 17.9
Approach LOS C
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Willow Glen Residential
Agency/Co. : Albemarle County, VA
Date Performed: 3/14/2007
Analysis Time Period: AM Peak Hour Combined Traffic
Intersection: Town Center Dr & Site Entr
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2012
Project ID: File: wi1312a2.hcu
East/West Street: Town Center Dr
North/South Street: Site Entrance
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 14 5 6
L T R I L T R
Volume 1 153 180 14
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 1 170 200 15
Percent Heavy Vehicles 0 -- -- -- --
Median Type/Storage Undivided /
RT Channelized?
Lanes 0 1 1 0
Configuration LT TR
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 I 10 11 12
L T R I L T R
Volume 60 5
Peak Hour Factor, PHF 0.90 0.90
Hourly Flow Rate, HFR 66 5
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage / No /
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 17 8 9 I 10 11 12
Lane Config LT I I LR
v (vph) 1 71
C(m) (vph) 1367 637
I v/c 0.00 0.11
95% queue length 0.00 0.37
Control Delay 7.6 11.4
LOS A B
Approach Delay 11.4
Approach LOS B
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Willow Glen Residential
Agency/Co. : Albemarle County, VA
Date Performed: 3/14/2007
Analysis Time Period: PM Peak Hour Combined Traffic
Intersection: Town Center Dr & Site Entr
. Jurisdiction:
Units: U. S. Customary
Analysis Year: 2012
Project ID: File: wi1312p2.hcu
East/West Street: Town Center Dr
North/South Street: Site Entrance
Intersection Orientation: EW Study period (hrs) : 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 14 5 6
L T R I L T R
Volume 5 369 350 58
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 5 410 388 64
Percent Heavy Vehicles 0 -- -- -- --
Median Type/Storage Undivided /
RT Channelized?
Lanes 0 1 1 0
Configuration LT TR
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 I 10 11 12
L T R I L T R
Volume 30 3
Peak Hour Factor, PHF 0.90 0.90
Hourly Flow Rate, HFR 33 3
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage / No /
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 17 8 9 I 10 11 12
Lane Config LT I I LR
v (vph) 5 36
C(m) (vph) 1119 350
v/c 0.00 0.10
95% queue length 0.01 0.34
Control Delay 8.2 16.5
LOS A C
Approach Delay 16.5
Approach LOS C