HomeMy WebLinkAboutSP201800001 Study 2000-05-20 Traffic Impact Study
Keswick Estate
Keswick, Virginia
Prepared for:
Orient Express Hotels, Inc.
Prepared by:
Wilbur Smith Associates
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May 25, 2000
WILBUR
SMITH
ASSOCIATES
ENGINEERS• PLANNERS
F? • RICHMOND,VA 23219-2106 •(804)643-6651 • FAX(804)644-2709
May 25, 2000
Mr. Jeffrey D. Smith
Project Manager
SPN, Inc.
750 Harris Street, Suite 204
Charlottesville, VA 22903
SUBJECT: Keswick Estate Traffic Impact Study
Keswick, Virginia
Dear Mr. Smith:
In accordance with our contract, we are pleased to present findings from our traffic impact
study and signal warrant analysis assessment for the expansion of Keswick Estate located
in Keswick, Virginia.
Project Site
The location of Keswick Estate faces the west side of Black Cat Road (Route 616) and
south side of Keswick Road (Route 731). Figure 1 shows the site map and roadway
network.
Keswick Estate includes the Keswick Club (private golf and other facilities), Keswick Hall
(resort hotel), the restaurant at Keswick Hall (part of the same building complex as
Keswick Hall), and a single—family residential subdivision. The need for the traffic impact
study is due to the development of an additional 75 guest rooms to Keswick Hall and
renovation of the restaurant facilities.
Table 1 summarizes the land use and traffic projections for the development based on the
Institute of Transportation Engineer's (ITE)Trip Generation Handbook, 6th edition. Total
daily traffic at full development produced by the expansion is estimated to be 1,007 vehicle
trips. Full build out of the development is expected to be the year 2002.
Existing Traffic
Wilbur Smith Associates conducted peak hour turning movement counts at three
intersections: Black Cat Road (Route 616)/Club Drive, Keswick Road (Route 731)/Hunt
Club Road, and Louisa Road (Route 22)/Hunt Club Road on May 5h, 2000. Keswick
Estate security guards also conducted entering and exiting vehicle counts separated by
user classification for the same period. Appendix A contains the actual count data and
Figure 2 graphically summarizes the AM (8 to 9) and PM (5 to 6) peak hour period traffic
volumes for these intersections.
AIBANY,NY•Ai-LAMA C A • CAIRO EG'PE T • CHA tE&ON,SC • CO UMBIA,SC•COLUMBUS,OH• DES MOINES,IA•FALLS CHURCH,VA• HONG KONG•HOUSTON,TX
KNOXVILLE,TN • LEXINGTON KY • LCNDON,ENGLAND •MILWAUKEE,WI • NEW HAVEN,C1 • OAKLAND,CA •ORLANDO.FL• PITTSBURGH,PA • RALEIGH,NC
RICHMOND,VA•RME SDE CA•f<OSELIE IL•SAN IRANCISCO,CA•SAN JOSS,CA•SINGAPORE•TALLAHASSEE,FL •TAMPA,FL•TORONTO,CANADA •WASI-9NGTON,DC
EMPLOYEE-OWNED COMPANY
Mr. Smith
May 25, 2000
Page 2
Projected Site Traffic Distribution &Traffic
The percent traffic distribution for the expansion is based on existing traffic patterns, which
show the majority of traffic utilizing the Louisa Road (Route 22 entrance). Applying this
distribution to the above trips generated by the development in Table 1 produces the
projected site traffic shown in Figure 3.
Site Plus Background Traffic Volumes
The site traffic in Figure 3 is superimposed onto the local background traffic in Figure 2 to
produce the projected site plus local background traffic in Figure 4. To represent a worst-
case scenario, a five percent annual growth rate was applied to through movements along
Black Cat Road and Louisa Road. These volumes provide the basis for the highway
capacity analyses.
Highway Capacity Analyses
Intersection capacity analyses were completed for all three intersections based on the
roadway geometrics shown in Figure 5, which depicts existing and proposed 0e, no
change). The highway capacity analysis printouts can be found in Appendix B and the
results are summarized in Table 3. All turning movements at each intersection has a level
of service of either"A," "B" or"C." These represent very satisfactory traffic conditions.
Conclusion
The additional 75 guest rooms added to Keswick Hall will not have a significant traffic
impact. Assuming 100% occupancy of the new rooms, a higher than average
occupancy of the existing 49 rooms, and a 10% traffic increase in Routes 22 and 616
through volumes still produces very acceptable traffic conditions at the three locations
analyzed.
While not required, consideration may be given to two possible improvements, if right-of-
way is available:
1. Provision of a northbound Route 22 right-turn lane onto Hunt Club Road (Route 744).
This would allow both guests and employees a safer and easier turn into Keswick,
and visually, provide a clearer sense of arrival at Keswick; and
2. Widen the portions of Route 744 that currently are as narrow as 16 feet (20 feet is
minimal, 24 feet is optimal). This would increase safety, and would also provide a
more appealing entrance to Keswick.
Mr. Smith
May 25, 2000
Page 3
We trust this study provides the needed traffic information for you to proceed with this
important project. If you should have any questions, please feel free to contact us.
Respectfully submitted,
WILBUR SMITH ASSOCIATES
Thomas E. Flynn, P.E., P.T. .E.
Vice President
TEF/tns
Attachments
Table 1
TRIP GENERATION
Keswick Estates Traffic Impact Study- Keswick, Virginia
AM PEAK PM PEAK
LAND USE ITE CODE UNITS 24-HOUR ENTER EXIT ENTER EXIT
Resort Hotel 330 75 Occupied Rooms 1,007 20 8 16 21
SOURCE: "Trip Generation Handbook, 6th ed;" Institute of Transportation Engineers
Table 2
LEVEL OF SERVICE DEFINITIONS 11 i `-x !.
ROADWAY SEGMENTS OR 1 "i'
CONTROLLED ACCESS "wt
L.O.S. HIGHWAYS INTERSECTIONS , , c
:
A Free flow, low No vehicle waits
traffic density. longer than one signal �i'
indication. .i ,,
Delay is not unreasonable, On a rare occasion ¢�'l "rfl y ,k. 't _,
6 stable traffic flow. motorists wait r i 4 441" i "'.1,1 0, 1
through more than
one signal indication. "q"i:: .. i ,
Stable condition, movements Intermittently drivers 'I pry
Csomewhat restricted due to wait through more than ��' r
higher volumes, but not one signal indication, L ",�
objectionable for motorists. and occasionally backups :SlTia �! �f !
may develop behind left F;iw
turning vehicles, traffic Ifs``` ��, �� � ''
flow still stable and ��, ; 1'°f.} '
acceptable. ' ;.ct.` �T,
jFF 3 r
i s ;
z a Js g` f s r
Movements more restricted, Delays at intersections t o ' x' ` _, " '; ,�.,>� ',
queues and delays may occur may become extensive
during short peaks, but with some, especially
D lower demands occur often left-turning vehicles isk � w �j �r . ,
enough to permit clearing, waiting two or more z0g =-L F ,#�, A=:�w
x w il; sett, t•
thus preventing excessive signal indications, but , 3 tK d giv:-
backups. enough cycles with lower '- 'f x:b t>
demand occur to permit ,51:�::,, % �����
periodic clearance, thus 41r� x14n ����� ,,, i
preventing excessive 3=-`v'" , '1, %
back-ups. .�� ,,� 'k! ,
Actual capacity of the Verylongqueues may �� _' '�r sOP
P Y f t r, r4 is � k ,
roadway involves delay create lengthy delays, ,`�� 3 p' sP ' ' `'i�Y'1y�{ 1 1
E �ii (x1 T lht t lY $ flddt a(`CGS i,
to all motorists due to especially for left
congestion. turning vehicles.
Forced flow with demand ' Backups from locations',: r p
volumes greater than downstream restrict or
£;
F capacity resulting in prevent movement of � . -
complete congestion. vehicles out of approach `'`;� �y������4�
Volumes drop to zero in creating a storage area � �{==FS'1� , `���%, r{
extreme cases. during part or all of 1410; ,0'��. ��� ���� # z
an hour. `` -`�. `�, f '�Az '
SOURCE: A Policy on Design of Design of Urban Highways and �,� a- i r .
Arterial Streets - AASHTO, 1973 based upon material n "'F r' t; Ol,s,
.. tz; g4 S C i t T Ya It
published in Highway Capacity Manual, National =;'`'` e rr= s= *0`�; -91,6
Academy of Sciences, 1965. -j'
Table 3
2002 HIGHWAY CAPACITY ANALYSIS LEVEL OF SERVICE SUMMARY RESULTS
Keswick Estates Traffic Impact Study
BACKGROUND & SITE
AM PEAK PM PEAK
INTERSECTION TYPE OF MOVEMENT Level of Delay Level of Delay
NAME CONTROL APPROACH Service (sec/veh) Service (sec/veh)
Black Cat Rd (Rt 616)/Club Dr Unsignalized EB Left A 8.6 A 9.0
NB Left A 7.4 A 7.3
Louisa Rd (Rt 22)/Hunt Club Rd Unsignalized WB Left A 7.9 A 8.4
NB Left C 15.1 C 16.0
Keswick Rd (Rt 731)/Hunt Club Rd Unsignalized WB Left A 7.5 A 7.5
NB Left B 10.1 B 10.2
SB Left B 10.3 B 10.4
, c., I I i r.i
I ________ ______ri \-\-t_,,...;11,• ,..._.._.i
tP t;�, z..4\...,,"7 1
i F ';'� ,
.:,k ,n‘
/
_,,..
•'• tt1AGM7 •• .\.... _
1\sss..._,,, ! e
-;-, South Plains .� I 1` A.�:..,,::,,� •s
_, _____Lo.`,$),) _ I ''''''''''
\ -- ----.2„.....--st( .,,,, i
ao 0
\--( c.,
E C e
,0,- 1 ... 1 \
‘:\ si‘c Vii't 6,.,....
f S I1 O� saau 0 i 1
. ACRES
. •.• Keswick '..
B aylisl4. N,,., !
S''''''°''''...*<
J a Ise., • R 9 I .• / s.
! its
Ra a 7kti> G 1�'� 1 I_ 4.�..v�
a' `itiLTON
iranna all
' d`_,,—'ti�u7 �;7 / "�_. ,s rr,�i,r
z.
Ma ruder.t. }y ._. ��" -- �• _ ....._.�—_ .._.
'� t
�r..< � � '.i— ��� ,.� .QGs Q -...fir l/
40
t.
o� qoa �� 7 Exit•129 66 t I 1-I--T
r4 i..,SP) o �" V'Swannanoa �' ..�,,,ti- "'B` `'�'�•c��^�r,.:, `� - �z� ,• `1
y
ti
'''''' '7
s GLE mom\: ,` /`ctlnt� o ro4.pNt ° . c°t r-a,c,_ �t .s.4.
4; �'•� 1'�'> .z �"' '[[.U'2 i_Rn �� i�
aa'°a @ _ 4�oa, G CGS` r /� O �- !,«i. `�i' 'C �\ f
r3,r c y ,/ y a �° / .yam 9 nCES �,i\ tiC, _
to l� !`I'G ii / �.
CIenmore�\`�,.1 *ry ` J24 �v "\'fz* rrr Lzy ,/ ��z r' , '-
Boyd Tavern() B XQ ,,..��R / �_•.
Cc _ �r=_� rr,a r TAVERN o,-� r
Not to Scale '
-NIIIIII1
ii�� Surrounding Roadway Network Figure
1
011
o I o��� LEGEND:
1,
/�' 00-AM Peak Hour
�o l o l � (00)-PM Peak Hour
��o o \ _ 00%-Percent Site AM Peak Hour
o
o °2f (00%)-Percent Site PM Peak Hour
J
��J° oO Source:WSA Counts 5/4/00
oO d
a
ti51 ����19 "6 ;o5 - SE
Ld 4-4
516` 6 % l� N� ..,," t
J�Sa V
VI
(- pool JcIs
SITE
R O N �' + 0(1) re, in2ri I 14(43) eV VI
OJ
�ti1 A�38 � ` ----► 2(6) �-16(50) �—'27(3) ,„El o
♦�`�L 0(0) o
'' 30(28)_ --1 t 36(35) —► Club Dr 2(49) _i 0(1) o
NI, 10(10) o .. ,.., 2(48� o
. `. M C M
- N \ \ N c
O O iy
b t kr) kr)
en .. o Q M t 0%(1%) O
-- oo
10%(64%)
M ineen
nO
60%(93%) LO%(7%) M
���=1. Figure
11011M INIIIIIII 2000 Existing Traffic & Site Traffic Distribution
2
LEGEND:
00-AM Peak Hour
(00)-PM Peak Hour
Source:ITE Trip Generation Handbook,6th Ed.
b
04
U 9
U -" ,y �p
�M
gw v
J
CI' es
,� SITE
itotC4,.6r
--7(7)
12(15) 0 Club Dr 0(1) 4' 41
1(13)—+
.. v
� Lf
12(15) I �_,,g(1)
� Figure
Projected Site Traffic 3
lt LEGEND:
00-AM Peak Hour
(00)-PM Peak Hour
* -2002 Background Traffic grown 5%
for 2 years from WSA 5/4/00 traffic
counts.
Source:Summation of Figures 2&3.
b
v s
A4 U
OL e, co
fl.>`>�1
i
s
o N eS # 0(1) SITE o M
4f0/4
3
21(50) m veilI
dr j 2(6)
0(0) I Club Dr 0(2)___+
42(43)-0,..
10(10) c h 3(61)�
�i *mg
M
CAN
M
•
e
'A M
rn
M �
48(50) t— 35(4)
MI INIIII111 Figure
�� 2002 Background & Site Traffic 4
LEGEND:
7 Existing Lane Designation
STOPJ Existing Stop Control
rs:
a' U
U —
U
4
(.7)
1-6
os% N
'rot SITE
6'4
(jD ±
QClub Dr
."<i)
���� Figure
Recommended Roadway Geometrics
5
APPENDIX A:
Wilbur Smith Associates
May 4,2000 Turning Movement Counts
Keswick Estates
May 4,2000 Security Guard Counts
TURNING MOVEMENT COUNT FORM Show
North
CITY: Keswick LOCATION: Black Cat Rd (Rt 616)/
Hunt Club Dr.
DATE: 5/4/00 DAY OF WEEK: Thursday
COUNTED BY: T.S.
COMMENTS
NORTHBOUND ON SOUTHBOUND ON EASTBOUND ON
TIME PERIOD PEAK
FROM TO L T T R L R TOTAL TOTAL
7:00 7:15 4 9 5 0 0 1 19 98
7:15 7:30 3 6 9 0 0 2 20 101
7:30 7:45 7 10 14 0 0 0 31 108
7:45 8:00 7 6 13 1 0 1 28 107
8:00 8:15 4 7 10 0 0 1 22 99
8:15 8:30 7 4 15 1 0 0 27 77
8:30 8:45 5 12 10 1 0 2 30 50
8:45 9:00 5 6 8 1 0 0 20 20
PK HR TOTALS 25 27 52 2 0 2 108 391
PK HR FACTOR 0.76 0.76 0.84 0.84 0.50 0.50
NB & SB EB
106 2
TOTAL 42 60 84 4 0 7 197
NORTHBOUND ON SOUTHBOUND ON EASTBOUND ON
TIME PERIOD PEAK
FROM TO L T T R L R TOTAL TOTAL
16:00 16:15 0 3 7 0 0 4 14 83
16:15 16:30 0 11 10 0 0 0 21 113
16:30 16:45 1 8 14 0 0 3 26 117
16:45 17:00 0 6 6 0 0 10 22 113
17:00 17:15 1 9 12 0 0 22 44 108
17:15 17:30 1 7 3 0 1 13 25 64
17:30 17:45 0 8 11 0 0 3 22 39
17:45 18:00 1 4 6 0 0 6 17 17
PK HR TOTALS 3 30 35 0 1 48 117 402
PK HR FACTOR 0.83 0.83 0.63 0.63 0.56 0.56
NB & SB EB
68 49
TOTAL 4 56 69 0 1 61 191
TURNING MOVEMENT COUNT FORM Show
North
CITY: Keswick LOCATION: Louisa Rd (Rt 22)/
Hunt Club Dr.
DATE: 5/4/00 DAY OF WEEK: Thursday
COUNTED BY: A.B.
COMMENTS
EASTBOUND ON WESTBOUND ON NORTHBOUND ON
TIME PERIOD PEAK
FROM TO T R L T L R TOTAL TOTAL
7:00 7:15 34 7 2 103 4 4 154 754
7:15 7:30 45 4 3 143 0 2 197 744
7:30 7:45 58 6 6 131 5 1 207 717
7:45 8:00 54 7 5 126 2 2 196 661
8:00 8:15 42 4 10 86 1 1 144 613
8:15 8:30 39 17 6 105 2 1 170 469
8:30 8:45 44 13 1 89 4 0 151 299
8:45 9:00 43 12 1 85 4 3 148 148
PK HR TOTALS 191 24 16 503 11 9 754 2,876
PK HR FACTOR 0.84 0.84 0.89 0.89 0.63 0.63
EB &WB NB
734 20
TOTAL 359 70 34 868 22 14 1,367
EASTBOUND ON WESTBOUND ON NORTHBOUND ON
TIME PERIOD PEAK
FROM TO T R L T L R TOTAL TOTAL
16:00 16:15 100 7 0 62 6 2 177 725
16:15 16:30 95 4 3 65 5 4 176 707
16:30 16:45 104 8 6 65 2 1 186 694
16:45 17:00 101 6 4 69 4 2 186 712
17:00 17:15 73 10 1 53 16 6 159 690
17:15 17:30 87 7 3 58 7 1 163 531
17:30 17:45 128 7 2 58 8 1 204 368
17:45 18:00 97 4 3 54 2 4 164 164
PK HR TOTALS 400 25 13 261 17 9 725 2,838
PK HR FACTOR 0.95 0.95 0.94 0.94 0.72 0.72
EB &WB NB
699 26
TOTAL 785 53 22 484 50 21 1,415
TURNING MOVEMENT COUNT FORM show INTERSECTION
North DIAGRAM
CITY: Keswick LOCATION:Hunt Club Dr/Keswick Rd
1ATE:5/4/00 DAY OF WEEK:Thursday
COUNTED BY:F.I. INTERSECTION NUMBER
;OMMENTS
NORTHBOUND ON SOUTHBOUND ON EASTBOUND ON WESTBOUND ON PEAK
TIME PERIOD
R L T R L T R L T R TOTAL TOTAL
FROM TO L T 0 2 0 2 1 2 0 16 85
1 7:00 7:15 1 3 0 5 0 1 3 0 15 106
0 4 2 1 2 1
7:15 7:30 1 0 0 - 1
7:30 7:45 1 3 0 0 7 2 2 1 1 0 4 0 21 11
1 12 0 33 111
I 1 0 7 3 2 3 1
7:45 8:00 0 3 15 3 0 4 0 37 99
8:00 8:15 0 0 0 0 10 3 2
p 0 9 3 0 1 0 0 4 0 20 62
8:15 8:30 1 2 8:30 8:45 0 3 0 0 10 0 0 2 1 0 3 0 19 42
I8:45 9:00 0 5 1 0 11 0 2 1 1 1 1 0 23 23
PK HR TOTALS 2 8 1 0 33 11 6 20 5 1 24 0 111 381
PK HR FACTOR 0.69 0.69 0.69 0.85 0.85 0.85 0.39 0.39 0.39 0.48 0.48 0.48
EB&WB NB SB
56 11 44
TOTAL 4 19 2 5 581 131 11 25 10 4 33 0 184
NORTHBOUND ON SOUTHBOUND ON EASTBOUND ON WESTBOUND ON PEAK
TIME PERIOD T R L T R TOTAL TOTAL
FROM TO L T R L T R L
16:00 16:15 2 7 0 1 6 1
1 1 3 0 2 0 24 96
16:15 16:30 4 11 0 0 3 4 1 4 2 1 0 0 30 112
16:30 16:45 1 3 0
0 5 4 0 0 1 0 4 0 18 111
0 24 119
16:45 17:00 2 3 0 0 5 2 2 4 0 1 5
12 3 1 2 1 1 0 0 40 110
17:00 17:15 1 19 0 0 2 3 0 0 1 2 0 29 70
17:15 17:30 1 12 0 0 83 10 3 0 29 7
17:30 17:45 2 9 0 0 4 3 1 12
1
1 4 2 0 0 1 0 1 0 15 15
17:45 18:00 1 5 0
PK HR TOTALS 6 43 0 0 29 11 4 9 4 3 10 0 119 340
PK HR FACTOR 0.61 0.61 0.61 0.67 0.67 0.67 0.71 0.71 0.71 0.54 0.54 0.54
EB&WB NB SB
30 49 40
TOTAL 14 69 0 2 471 221 6 14 11 4 17 0 206
KESWICK TRAFFIC COUNT
Thursday, May 4th, 2000
Club View Drive Entrance
(from Route 616)
SURVEYED BY: J.S.
ENTERING VEHICLES
TIME Guest EXITING
AM PEAK Employee Resident Delivery Keswick Club Keswick Hall VEHICLES
7:00-7:15 3 0 1 0 0 2
7:15-7:30 1 0 0 1 0 2
7:30-7:45 3 0 0 3 0 0
7:45-8:00 4 0 0 7 0 0
8:00-8:15 0 0 0 3 0 1
8:15-8:30 2 1 0 5 0 0
8:30-8:45 0 1 0 9 0 1
8:45-9:00 2 0 0 10 0 2
TOTAL: 15 2 1 38 0 8
ENTERING VEHICLES
TIME Guest EXITING
PM PEAK Employee Resident Delivery Keswick Club Keswick Hall VEHICLES
4:00-4:15 0 0 0 0 2 5
4:15-4:30 0 0 0 0 0 4
4:30-4:45 0 0 0 0 0 3
4:45-5:00 0 0 0 1 0 7
5:00-5:15 0 0 1 0 0 24
5:15-5:30 0 0 0 1 0 14
5:30-5:45 0 0 0 0 0 4
5:45-6:00 1 0 0 0 0 6
TOTAL: 1 0 1 2 2 67
KESWICK TRAFFIC COUNT
Thursday, May 4th, 2000
Hunt Club Road Entrance
(from Route 22)
SURVEYED BY: P. H.
ENTERING VEHICLES
TIME Guest EXITING
AM PEAK Employee Resident Delivery Keswick Club Keswick Hall VEHICLES
7:00-7:15 8 0 0 0 0 4
7:15-7:30 2 0 0 1 2 2
7:30-7:45 6 0 1 3 3 2
7:45-8:00 4 0 1 0 3 2
8:00-8:15 6 0 0 7 1 0
8:15-8:30 7 2 0 2 0 3
8:30-8:45 5 0 1 6 0 5
8:45-9:00 6 0 0 7 2 4
TOTAL: 44 2 3 26 11 22
ENTERING VEHICLES
TIME Guest EXITING
PM PEAK Employee Resident Delivery Keswick Club Keswick Hall VEHICLES
4:00-4:15 0 6 2 2 4 6
4:15-4:30 3 0 0 0 3 6
4:30-4:45 1 0 0 0 0 3
4:45-5:00 2 1 0 0 1 0
5:00-5:15 2 0 0 3 0 4
5:15-5:30 1 0 0 3 0 6
5:30-5:45 2 0 0 3 0 2
5:45-6:00 2 1 0 0 3 6
TOTAL: 13 8 2 11 11 33
APPENDIX B:
Highway Capacity Analysis Worksheets
HCS: Unsignalized Intersection Release 3.1
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: WSA
Intersection: Black Cat Rd/Club Dr
Count Date: 2002
Time Period: AM Peak
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 32 30 57 3 0 3
HFR: 42 39 68 4 0 6
PHF: 0.76 0.76 0.84 0.84 0.50 0.50
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: TWLTL
# of vehicles: 1
Flared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N Y N N N Y
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10, 11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared ln volume, major th vehicles: 0 0
Shared ln volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 10 12
t c,base 4 .1 7.1 6.2
t c,hv 1.0 1.0 1.0
t by 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
2 stage 0.00 1.00 0.00
t c
1 stage 4.1 6.4 6.2
2 stage 4.1 5.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P by 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 68
Potential Capacity 1001
Pedestrian Impedance Factor 1.00
Movement Capacity 1001
Probability of Queue free St. 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 71
Potential Capacity 1542
Pedestrian Impedance Factor 1.00
Movement Capacity 1542
Probability of Queue free St. 0.97
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
Step 3: TH from Minor St. 8 11
Part 1- First Stage
Conflicting Flows 124 68
Potential Capacity 797 842
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.97 1.00
Movement Capacity 776 842
Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
Conflicting Flows 71 124
Potential Capacity 839 797
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.97
Movement Capacity 839 776
Part 3- Single Stage
Conflicting Flows 195 192
Potential Capacity 704 707
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.97 0.97
Movement Capacity 685 688
Result for 2 stage process:
a 0.91 0.91
y 0.81 1.76
C t 671 679
Probability of Queue free St. 1.00 1.00
Worksheet 7b - Computation of the effect of Two-stage gap acceptance
Step 4: LT from Minor St. 7 10
Part 1- First Stage
Conflicting Flows 124 68
Potential Capacity 907 960
Cap. Adj . factor due to Impeding mvmnt 0.97 1.00
Movement Capacity 882 960
Part 2- Second Stage
Conflicting Flows 73 124
Potential Capacity 955 907
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 0.97
Movement Capacity 950 882
Part 3- Single Stage
Conflicting Flows 196 192
Potential Capacity 797 802
Pedestrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 0.97 0.97
Maj . L, Min T Adj . Imp Factor. 0.98 0.98
Cap. Adj . factor due to Impeding mvmnt 0.97 0.98
Movement Capacity 776 785
Result for 2 stage process:
a 0.91 0.91
y 0.81 1.81
C t 762 774
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 0 6
Movement Capacity 774 1001
Shared Lane Capacity 1001
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 42 6
C m(vph) 1542 1583 1001
v/c 0.03 0.01
95% queue length
Control Delay 7.4 8.6
LOS A A
Approach Delay 8.6
Approach LOS A
HCS: Unsignalized Intersection Release 3.1
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: WSA
Intersection: Black Cat Rd/Club Dr
Count Date: 2002
Time Period: PM Peak
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 4 33 39 0 2 61
HFR: 5 40 62 0 4 109
PHF: 0.83 0.83 0.63 0.63 0.56 0.56
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: TWLTL
# of vehicles: 1
Flared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N Y N N N Y
Channelized: N
Grade: 0.00
Lane usage for movements 7, 8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10, 11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 0
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P by 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
2 stage 0.00 1.00 0.00
t c
1 stage 4 .1 6.4 6.2
2 stage 4 .1 5.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P by 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 62
Potential Capacity 1009
Pedestrian Impedance Factor 1.00
Movement Capacity 1009
Probability of Queue free St. 0.89
•
Step 2: LT from Major St. 4 1
Conflicting Flows 62
Potential Capacity 1554
Pedestrian Impedance Factor 1.00
Movement Capacity 1554
Probability of Queue free St. 1.00
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
Step 3: TH from Minor St. 8 11
Part 1- First Stage
Conflicting Flows 49 62
Potential Capacity 858 847
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 855 847
Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
Conflicting Flows 62 49
Potential Capacity 847 858
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 847 855
Part 3- Single Stage
Conflicting Flows 111 111
Potential Capacity 783 783
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 780 780
Result for 2 stage process:
a 0.91 0.91
Y 1.20 0.90
C t 743 744
Probability of Queue free St. 1.00 1.00
Worksheet 7b - Computation of the effect of Two-stage gap acceptance
Step 4: LT from Minor St. 7 10
Part 1- First Stage
Conflicting Flows 49 62
Potential Capacity 978 966
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 975 966
Part 2- Second Stage
Conflicting Flows 116 49
Potential Capacity 914 978
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.89 1.00
Movement Capacity 815 975
Part 3- Single Stage
Conflicting Flows 166 111
Potential Capacity 829 890
Pedestrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 1.00 1.00
Maj . L, Min T Adj . Imp Factor. 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.89 1.00
Movement Capacity 738 888
Result for 2 stage process:
a 0.91 0.91
Y 3.29 0.89
C t 724 848
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 4 109
Movement Capacity 848 1009
Shared Lane Capacity 1003
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 5 112
C m(vph) 1554 1583 1003
v/c 0.00 0.11
95% queue length
Control Delay 7.3 9.0
LOS A A
Approach Delay 9.0
Approach LOS A
HCS: Unsignalized Intersection Release 3.1
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: WSA
Intersection: Louisa Rd/Hunt Club Dr
Count Date: 2002
Time Period: AM Peak
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 211 31 21 556 15 12
HFR: 251 37 24 625 24 19
PHF: 0.84 0.84 0.89 0.89 0.63 0.63
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared ln volume, major th vehicles: 0 556
Shared ln volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 4 7 9
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
t by 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
t c
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 4 7 9
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
t by 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 270
Potential Capacity 774
Pedestrian Impedance Factor 1.00
Movement Capacity 774
Probability of Queue free St. 0.98
Step 2: LT from Major St. 4 1
Conflicting Flows 288
Potential Capacity 1285
Pedestrian Impedance Factor 1.00
Movement Capacity 1285
Probability of Queue free St. 0.98
Maj . L Shared ln. Prob. Queue Free St. 0.97
Step 4: LT from Minor St. 7 10
Conflicting Flows 942
Potential Capacity 294
Pedestrian Impedance Factor 1.00
Maj . L, Min T Impedance factor 0.97
Maj . L, Min T Adj . Imp Factor. 0.98
Cap. Adj . factor due to Impeding mvmnt 0.98
Movement Capacity 288
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
I II
I II I
v(vph) 24 19
Movement Capacity 288 774
Shared Lane Capacity 400
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II
II
v(vph) 24 43
C m(vph) 1285 400
v/c 0.02 0.11
95% queue length
Control Delay 7.9 15.1
LOS A C
Approach Delay 15.1
Approach LOS C
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 0.98
✓ it 0 556
✓ i2 0 0
S it 1700 1700
S i2 1700 1700
P* Oj 1.00 0.97
D maj left 0.0 7.9
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.2
HCS: Unsignalized Intersection Release 3.1
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: WSA
Intersection: Louisa Rd/Hunt Club Dr
Count Date: 2002
Time Period: PM Peak
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 442 35 18 288 34 20
HFR: 465 37 19 306 47 28
PHF: 0.95 0.95 0.94 0.94 0.72 0.72
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7, 8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 0 288
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 4 7 9
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
t by 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
t c
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 4 7 9
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
t by 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 484
Potential Capacity 587
Pedestrian Impedance Factor 1.00
Movement Capacity 587
Probability of Queue free St. 0.95
Step 2: LT from Major St. 4 1
Conflicting Flows 502
Potential Capacity 1073
Pedestrian Impedance Factor 1.00
Movement Capacity 1073
Probability of Queue free St. 0.98
Maj . L Shared ln. Prob. Queue Free St. 0.98
Step 4: LT from Minor St. 7 10
Conflicting Flows 828
Potential Capacity 343
Pedestrian Impedance Factor 1.00
Maj . L, Min T Impedance factor 0.98
Maj . L, Min T Adj . Imp Factor. 0.98
Cap. Adj . factor due to Impeding mvmnt 0.98
Movement Capacity 338
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II
I II
I II
v(vph) 47 28
Movement Capacity 338 587
Shared Lane Capacity 401
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
I II I
I II I
v(vph) 19 75
C m(vph) 1073 401
v/c 0.02 0.19
95% queue length
Control Delay 8.4 16.0
LOS A C
Approach Delay 16.0
Approach LOS C
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 0.98
✓ it 0 288
✓ i2 0 0
S it 1700 1700
S i2 1700 1700
P* 0j 1.00 0.98
D maj left 0.0 8.4
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.2
HCS: Unsignalized Intersection Release 3.1
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: WSA
Intersection: Keswick Rd/Hunt Club Dr
Count Date: 2002
Time Period: AM Peak
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11
12
Volume: 0 10 2 21 0 6 20 5 1 24
0
HFR: 0 110 26 4 44 0 9 29 7 1 28
0
PHF: 0.39 0.39 0.39 0.48 0.48 0.48 0.69 0.69 0.69 0.85 0.85
0.85
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared ln volume, major th vehicles: 43 21
Shared ln volume, major rt vehicles: 10 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
t by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
t by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 123 44
Potential Capacity 933 1032
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 933 1032
Probability of Queue free St. 0.99 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 136 44
Potential Capacity 1461 1578
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1461 1578
Probability of Queue free St. 1.00 1.00
Maj. L Shared ln. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 175 188
Potential Capacity 722 710
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 720 708
Probability of Queue free St. 0.96 0.96
Step 4: LT from Minor St. 7 10
Conflicting Flows 189 193
Potential Capacity 775 771
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.96 0.96
Maj. L, Min T Adj. Imp Factor. 0.97 0.97
Cap. Adj. factor due to Impeding mvmnt 0.97 0.96
Movement Capacity 750 740
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 9 29 7 1 28 0
Movement Capacity 750 720 933 740 708 1032
Shared Lane Capacity 753 709
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
1 II I
I II I
I II I
v(vph) 4 45 29
C m(vph) 1578 1461 753 709
v/c 0.00 0.06 0.04
95% queue length
Control Delay 7.5 10.1 10.3
LOS A B B
Approach Delay 10.1 10.3
Approach LOS B B
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
✓ il 43 21
✓ i2 10 0
S il 1700 1700
S i2 1700 1700
P* Oj 1.00 1.00
' D maj left 0.0 7.5
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersection Release 3.1
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: WSA
Intersection: Keswick Rd/Hunt Club Dr
Count Date: 2002
Time Period: PM Peak
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11
12
Volume: 0 43 10 6 50 1 4 9 4 3 0
0
HFR: 0 110 26 12 104 2 6 13 6 4 0
0
PHF: 0.39 0.39 0.39 0.48 0.48 0.48 0.69 0.69 0.69 0.85 0.85
0.85
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared ln volume, major th vehicles: 43 50
Shared ln volume, major rt vehicles: 10 1
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
t by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
t by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 123 105
Potential Capacity 933 955
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 933 955
Probability of Queue free St. 0.99 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 136 106
Potential Capacity 1461 1497
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1461 1497
Probability of Queue free St. 0.99 1.00
Maj. L Shared ln. Prob. Queue Free St. 0.99 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 254 266
Potential Capacity 653 643
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 647 637
Probability of Queue free St. 0.98 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 253 263
Potential Capacity 704 694
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0.97
Maj. L, Min T Adj. Imp Factor. 0.99 0.98
Cap. Adj. factor due to Impeding mvmnt 0.99 0.97
Movement Capacity 699 675
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 6 13 6 4 0 0
Movement Capacity 699 647 933 675 637 955
Shared Lane Capacity 711 675
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 13 25 4
C m(vph) 1497 1461 711 675
v/c 0.01 0.03 0.01
95% queue length
Control Delay 7.5 10.2 10.4
LOS A B B
Approach Delay 10.2 10.4
Approach LOS B B
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 0.99
✓ i1 43 50
✓ i2 10 1
S it 1700 1700
S i2 1700 1700
P* 0j 1.00 0.99
D maj left 0.0 7.5
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.1
/10 stoat i OR Mqusadii
/ LEFT-TURN LANES ON TWO-LANE HIGHWAYS
/ Warrants
• The warrants in Table I are taken from the 1984 AASHTO Greenbook,
Table IX-I5. They were derived from Highway Research Report No. 211,
Figures 2-19, which are included herewith for required storage length
determinations.
The No. 21 I study was undertaken to provide consistent volume warrants
for left-turn storage lanes at vin_signalized intersections.
• Figures 2 through 19 provide warrants for left-turn storage lanes on two-
lane highways. They include the requirements based on 5, 10, 15, 20, 30
and 40 percent left-turn volumes for operating speeds of 40, 50 and
60 mph.
Table 2 provides the additional storage length required for 10-50 percent
truck volumes.
• Intersections with poor visibility and/or a bad occident record may
require the designer to exercise his judgement when volume conditions
alone do not warrant a storage lane.
TABLE I
WARRANTS FOR LEFT-TURN STORAGE LANES
ON TWO-LANE HIGHWAYS._ - Prp-1 P
Lo, ;s4 2d(H-,.--A C a
I Advancing Muse
UPH I
OPPOSING I 5x ' 10% 20% 30% 1 i
VOLUME I LEFT TURNS LEFT TURNS LEFT TURNS LEFT TURNS
opposing
I '40-MPH OPERATING SPEED,/DESIGN SPEED' Volu,.. (VPH)
800 I 330 240 1'180 160 4--
600 I 410 305 225 200
400 I 510 380 275 245 _)1
200✓I _640 470 350• 30 —).
100 I 720 515 390' (3_) Advancing Loft Turn
1 Volume (VPH) Volume (VPH)
I 50-MPH OPERATING SPEED /DESIGN SPEED'
800 1 280 210 165 135 4Cxawnl*;
600 I 350 260 195 170 Two-lane highway with 40 mph operating spored
400 I 430 320 240 210 opposing Volume (VPH) - 6e0-" �ya
200 I 550 400 300 270 Advancing Volume) (VPH) - 4-40 ?w 54-4-
100 I 615 445 335 295 Left Turn Volume (VPH) - 4-4--cr1-of Advancing
1 - Volum.), a1 oR- /3.(0
I 60-MPH OPERATING SPEED / 65 MPH DESIGN SPEEDS With opposing volu.. (VPH) of 4i-0�- and 1 "of
G00 I 230 170 125 115 advancing volu.. (VPH) making left turns, an
600 I 290 210 160 140 advancing volume (VPH) of or more will
warrant a left turn lane. MI5
400 I 365 270 200 175 ,t
200 I 450 330 250 215 Figure a (page 5) d.not.s that a 75'
100 I 505 370 275 240 storage length is required. For design
speeds leas than 50 MPH the 100' sini.us
turning lane length is to b. used.
1 SPEED LIMIT MAY BE USED IF APPLICABLE, I.E. ADDING No LGfT-TlU-N Cfl0-6-- -Q.'U2--O
LANES TO EXISTING FACILITIES.
See figures 2-19 for Storage Length requirements and
IHitructi,..I I Iil,r, ti,1 N. ,,a i
lD-:•: 0) 178.1
Shea S of 16
WARRANT FOR LEFT-TURN STORAGE LANES ON -T- _LANE HIGHWAYS
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Figure 3
] 2 0 —1 I 1 1 r I
Legend
a Full-width turn lane
100 — — PHV - Peak Hour Volume
(also Design Hourly
- Volume equivalent)
a Taper
80 — — SPEED ADJUSTMENT .
w
o - For posted speeds at or
x under 45 mph (72 km/hrj ,
> 60 — _ PIIV right turns > 40 , and
PHV Total < 300 ,
- Adjusted PHV Right Turns
= PHV Right Turns - 20
N
x 2'S Radius ���
P4
>. 20•
100 200 300 400 411 500 600 700
PHV TOTAL, VEHICLES PER HOUR
Figure R-1 . Guidelines for right turn treatment : 2-lane highway .
@ �d (e-{- zz) �- z.00� �� -
Im 1111r -— -'S . `111111ib » MINN ••Wil — 7..r. — ,.m.r amir.