HomeMy WebLinkAbout01-01 Southern Hills - BackfileA Traffic Impact Analysis of
Southern Hills
i
Located I11
Stephens City, Virginia
prepared for:
IHolliday
Construction Company
'%,Gilbert 'VN'. Clifford & Associates
200 N. Cameron Street
%Vinchester, Vir(,inia 22601
prepared by:
PHPA'
Patton Harris Rust & Associates, pc
14532 Lee Road
Chantilly, Virginia
20151-1679
March 14, 2001
I
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n
1
OVERVIEW
Report Summary
This study considers the traffic impacts associated with the proposed Southern Hills
development in Stephens City, Virginia. The development is to be located south and east
of the existing Route 277/Town Run Lane intersection and will include 250 single-family
detached residential units. Access to the site will be provided via two (2) site -driveways
provided along the east side of Town Run Lane. Traffic analysis will be completed for the
existing, 2005 background and future build -out traffic scenarios.
METHODOLOGY
The traffic impacts accompanying the Southern Hills development were obtained through
a sequence of activities as the narratives that follow document:
• Calculation of trip generation for Southern Hills,
• Assessment of background traffic including other planned projects in the area of
impact,
• Distribution and assignment of Southern Hills generated trips onto the completed road
network,
• Analysis of capacity, level of service and queue with the newest version of the
highway capacity software, HCS3.2, for future build -out conditions.
EXISTING CONDITIONS
AADT (Annual Average Daily Traffic) counts were provided by the VDOT (Virginia
Department of Transportation) along Route 277, Town Run Lane and Stickley Drive.
Manual AM and PM peak hour traffic counts were also conducted at the intersections of
Route 277/Town Run Land and Route 277/Stickley Drive. Figure 1 shows the existing
ADT (Average Daily Trips) and AM and PM peak hour traffic volumes at key locations
along the road network surrounding the proposed Southern Hills development. Figure 2
provides the respective existing lane geometry and AM and PM peak hour levels of
service. All traffic count data and HCS 3.2 level of service worksheets are included in the
Appendix section of this report.
110111wit'll
Traffic Impact Analysis of the Southern Hills
March 14, 2001
Page 1
1
1
1
1
1
1
1
r
O
O
--. i�-
2;7,-7 �= 110(40)
1 1 54 ] (644)
5(18)
SITE
T1TXT1V-A
N O O
JIL
�3'0 goo*
C� (35)12 wo~i
No Scale
�� 363A(6h3i
ova
AM(PM)
Figure 1 Existing Traffic Conditions 3-14-01
a
0
Intersection
0
LOS = B(B)
otltc ;7
C(C)
Q
Z
SITE
TlT TT1Q„1
No Scale
AM(PM)
* Denotes Unsignalized Critical Movement
Denotes Two-way Left -turn Lane Movement
Figure 2 Existing Lane Geometry and Level of Service
3-14-01
� I
2005 BACKGROUND CONDITIONS
To accurately depict future conditions within the study area, PIIR&A considered all trips
associated with the following approved but not completed developments:
• 54 townhouses (located to the south along Stickley Drive);
• 12.65-acre site (located to the south along Stickley Drive).
Using the ITE Ti•ip Generation Mamtal, 601 edition, PHR&A has provided Table 1 to
summarize the calculated trips associated with the aforementioned developments.
Table 1: "Other Development" Trip Generation Summary
ITE
Lund Use
Code
Amount
AM Peak Hour
In Out Total
PM Peak Hour
In Out Total
ADT
54 Townhouses
230 Townhouse/Condo
54 units
5
26
31
25
12
37
470
Total
5
26
31
25
12
37
470
12.05-Acres of Retail
820 Retail
137,759 SF
118
75
193
372
403
776
8,376
Total
118
75
193
372
403
776
8,376
The total 2005 background traffic conditions were determined by combining the "other
development" (Table 1) trip assignments with the existing traffic volumes shown in Figure
1. The 2005 condition assumes the extension of Stickley Drive south to Town Run Lane.
Figure 3 provides the total 2005 background ADT and AM and PM peak hour traffic
volumes along key roadways/intersections within the study area. Figure 4 shows the
respective 2005 background lane geometry and AM and PM peak hour levels of service.
HCS 3.2 level of service worksheets are included in the Appendix section of this report.
Since the Route 277/Stickley Drive intersection operates unacceptably under stop -sign
control for the 2005 analysis year, traffic signalization was assumed. In addition, signal
warrant analysis was completed and is provided in the Appendix section of this report.
TRIP GENERATION
The number of trips produced by and attracted to this Southern Hills site were established
using ITE Ti•i� Generation Mammal, 6th Edition rates. Table 2 shows the trip generation
for the Southern Hills development.
Table 2: Southern Hills Trip Generation Summary
iouthern Hilh
ITE Land Use Amount AM Peak Hour PM Peak Hour ADT
Colic In Out Total In Out Total
210 Single -Family Detached 250 units 46 139 184 157 88 245 2,500
Total 46 138 184 157 88 245 2,500
PHR�1a
Traffic Impact Analysis of die Soutliern Hills
March 14, 2001
Page 4
0
0
00
'I, N
to 2��
I L
143(60)
/
695(819)
(3z�
6(23)
r,v,,9 J3�9
�M
V
a
N
II
TT TT1P-A
N O O
JIL
(38)1
�8(59)19 00
No Scale
mi
AM(PM)
A,
Figure 3 Total 2005 Background Traffic Conditions
3-14-01
Intersection
r
O
0
LOS = QD)
A
to 2;7
�)
q
t
TT TT1Q A
No Sc�dc
Intersection
LOS = QQ
n
n
(C)C "SON*
^,
AM(PM)
* Denotes Unsignalized Critical Movement
Figure 4 2005 Background Lane Geometry and Level of Service
3-14-01
TRIP DISTRIBUTION AND TRIP ASSIGNMENT
The distribution of trips was based upon local travel patterns for the road network
surrounding the proposed site. Figure 5 represents the trip distribution percentages into
and out of the Southern Hills development. Figure 6 shows the respective development -
generated AM and PM peak hour trips and ADT assignments along the study area
roadway network.
1 2005 BUILD -OUT CONDITIONS
' PHR&A have prepared two (2) separate 2005 build -out traffic scenarios. The first
includes the trips associated with each of the background developments shown on Table 1
(54 townhouses and 12.65-acres of retail) plus those trips associated with the proposed
' Southern Hills development. The second scenario is identical to the first but does not
include the 12.65-acre background retail development.
i�
Within each of the future build -out scenarios, PHR&A have evaluated two (2) alternative
roadway network configurations. The first assumes the roadway network as described in
the 2005 Background section of this report (Stickley Drive extension to Town Run Lane).
The second is identical to the first but includes the relocation of Aylor Road to the north
leg of the Route 277/Stickley Drive intersection
BUILD -OUT SCENARIO #1
This scenario includes the trips associate with each of the background developments
shown on Table 1 (54 townhouses and 12.65-acres of retail) plus those trips associated
with the proposed Southern Hills development.
Roathva}, Nehvork A
The following assumes the roadway configuration as described in the 2005 Background
section of this report (Stickley Drive extension to Town Run Lane). Future build -out
traffic conditions were determined by adding the Southern Hills assigned trips (Figure 6)
to the total 2005 background traffic volumes (Fi(.'ure 3). Figure 7 shows 2005 build -out
ADT and AM and PM peak hour traffic volumes along key roadways/intersections within
the study area. Figure 8 shows the respective build -out lane geometry and AM and PM
peak hour levels of service. All HCS 3.2 level of service worksheets are included in the
Appendix section of this report.
Roadava}, Network B
In addition to the Stickley Drive southern extension, this analysis assumes the relocation
of Aylor Road to the north leg of the Route 277/Stickley Drive intersection. Figure 9
shows 2005 build -out ADT and AM and PM peak hour traffic volumes along key
Traffic Impact Analysis of the Southern Hills
March 14, 2001
Page 7
O.
Figure 5 Southern HillsTrip Distribution Percentages 3-14-01
1
r
0
0
No Scale
�atrtc2�,
�
9 (31�
� 901)JIL
(�IJ�I `��►
II
(18)2g
�^N
O
U
COO
U
c'J
1
N
� —
M
'
1 9(31)
II
00
�.
69(44)
%-- 69(44)
North
I
I
Site -Driveway
MIM
t
SITE
South
Sitc-Driveway
'
PHAM(PM)
I��A.
,�
'
Figure 6 Southern
Hills Development -Generated
Trips
3-14-01
a
0
0
No Scale
0
00h Noo t��1�Z1Ai
to?�� ♦� 143(60) JIL
\'
695(819)
16(54)
�.� Nq ; ; I (38)1 o
000* P.
(59)18may`
N N
� N
c
G %-- 45(242)
OF-- 9(31)
r
-�
00
-.00
0 ^
69(44)
1
�' N
**-m 69(44)
0(0)
�"�■ North
0(0)
I
t-Drivewa S� e y
I
SITE
�o
�o
^ o
South
_ Site -Driveway
1
TlT TTl S�t.1
AM(PM
- r i m-1-1 ,#,,
Figure 7 Total 2005 Build -out Traffic Conditions - Scenario 41A
3-14-01
�I�
Site -Driveway
TT TT1Q„1
Intersection
LOS = QQ
n
PC C "WON
AM(PM)
* Denotes Unsignalized Critical Movement
—rMVA A,
Figure 8 2005 Build -out Lane Geometry and Level of Service - Scenario #IA
3-14-01
?77
M_ OC "<r
V M r-
AL
(3 62)311
(36)11 "rti
315
(5)
78(266)
69(44)
1
"' N
44-- 69(44)
em 0 0 North
0(0)
Site-Drivewa
I Y
SITE
�o
o
South
Site -Driveway
TlT TTl P.,1
Y
4 O
0
P'
No Scale
1
A ✓
qa
ADT
—r111L�1 ,�
Figure 9 Total 2005 Build -out Traffic Conditions - Scenario #1B 3-14-01
1
roadways/intersections within the study area. Figure 10 shows the respective build -out
lane geometry and AM and PM peak hour levels of service. All HCS 3.2 level of service
worksheets are included in the Appendix section of this report.
BUILD -OUT SCENARIO 92
This scenario is identical to the first but does not include the 12.65-acre background retail
development.
Roarhpay Network A
The following assumes the roadway configuration as described in the 2005 Background
section of this report (Stickley Drive extension to Town Run Lane). Future build -out
traffic conditions were determined by: 1) adding the Southern Hills assigned trips (Figure
6) to the total 2005 background traffic volumes (Figure 3); 2) subtracting the trips
associated with the 12.65-acre retail background development. Figure 11 shows 2005
build -out ADT and AM and PM peak hour traffic volumes along key
roadways/intersections within the study area. Figure 12 shows the respective build -out
lane geometry and AM and PM peak hour levels of service. All HCS 3.2 level of service
worksheets are included in the Appendix section of this report.
Roadway Nehpork B
In addition to the Stickley Drive southern extension, this analysis assumes the relocation
of Aylor Road to the north leg of the Route 277/Stickley Drive intersection. Figure 13
shows 2005 build -out ADT and AM and PM peak hour traffic volumes along key
roadways/intersections within the study area. Figure 14 shows the respective build -out
lane geometry and AM and PM peak hour levels of service. All HCS 3.2 level of service
worksheets are included in the Appendix section of this report.
CONCLUSION
BUILD -OUT SCENARIO #1
Roa(hpay Net)vork A
The traffic impacts associated with Build -Out Scenario #1 — Roadway Network A are
acceptable and manageable. All intersections, except the Route 277/Aylor Road
intersection, maintain acceptable levels of service `C' or better for future build -out
conditions. The Route 277/Aylor Road intersection operates with levels of `D' during
the PM peak hour with and without the proposed development.
Roarhpay Netipork B
The traffic impacts associated Build -Out Scenario #1 — Roadway Network B are
acceptable and manageable. All intersections maintain acceptable levels of service `C' or
better for future build -out conditions.
III
Traffic Impact Analysis of tic Soudiern Hills
March 14, 2001
Page 13
Site -Driveway
I
TT TTl Q-A
Intersection
LOS = QQ
n
IF
-W�
(C)C woo*
o
01
_ No Scale
0000 C(C)
0000
V
AM(PM)
* Denotes Unsignalized Critical Movement
- IF A,
Figure 10 2005 Build -out Lane Geometry and Level of Service - Scenario #1 B
3-14-01
r
O
O
0
t�
0
to `7
� 143(60)
695(819)
y
16(54)
40 930T
� N �
M
� O
9(31)
Tr
N
00
t
� 00
�N
69(44)
0(0)
'I r 5 Site -Driveway
�o
SITE
M
South
Site -Driveway
TlT TTI,Q-.,1
No Scale
N O O
�3'
CN
O 6
M N
69(44)
1
be— 0(0)
trto
AM(PM)
- rruA-1-1 A,
Figure 11 Total 2005 Build -out Traffic Conditions - Scenario 42A
3-14-01
Cz
0
Intersection
0
LOS = QQ
V
emu ( )
(C)CV0*
�►
Site -Driveway
South
Site -Driveway
TT TTl P_A
Intersection
LOS = QQ
n
(C)C �
--�
No Scale
_
4 C(C�
�j
U
AM(PM)
* Denotes Unsignalized Critical Movement
— IF 11 V-1-1 A,
Figure 12 2005 Build -out Lane Geometry and Level of Service - Scenario #2A
3-14-01
e 78(266)
a
^ ~ rr
rN �: 69(44)
1
N
"' `
%-- 69(44)
�r e-w 0(0
North
�'� 0(0)
I
i1
Site -Driveway
in o
SITE
o
o
�o
South
Site -Driveway
o
0
o P
wP,
No Scale
655(� 31)
a
I �J✓
AM(PM
Figure 13 Total 2005 Build -out Traffic Conditions - Scenario 142B
3-14-01
Site -Driveway
I
TT TTl Q-A
Intersectio
AM(PM)
* Denotes Unsignalized Critical Movement
' _ Ncl
Figure 14 2005 Build -out Lane Geometry and Level of Service - Scenario #2B
3-14-01
IBUILD -OUT SCENARIO #2
Roarhvay Network A
The traffic impacts associated with Build -Out Scenario 42 — Roadway Network A are
acceptable and manageable. All intersections maintain acceptable levels of service `C' or
ibetter for future build -out conditions.
Roa&vay Nehvork B
The traffic impacts associated with Build -Out Scenario #2 — Roadway Network B are
acceptable and manageable. All intersections maintain acceptable levels of service `C' or
better for future build -out conditions.
I
[J
Traffic Impact Analysis of the Southern Hills
March 14, 2001
Page 19
APPENDIX
11
d
ri
I
Appendix A
Traffic Counts
I
C
Intersection:
EAV:
FAIRPAX PIKE,
Weather
Dry
File Name P:TROJECT.I 1100A-MAYLORAs
N-S:
TO\\`N RUN LN
Count By
iiii,
In ut By JJP
Location
STEPHENS CITY.
VA
Count Date
3/7/01
15 Minutc
EB:
FAIRFtVX PIKE
\VB:
FAIRFAX PIKE
NI3:
TOWN
RUN LN
SB:
AYLOR RD
15 Min.
Period
N,S,
Period
Bceinine
Lcft
Thru
Rieht
Total
Left
Tiro
RiAt
Total
Left
Tiro
Right
Total
Left
'Ihru
Rieltl
Total
E & W.
Bceinine
7:00
36
96
1
133
1
80
6
87
5
1
5
11
12
1
52
65
296
7:00
7:15
49
89
3
141
2
109
19
130
6
2
3
11
111
0
79
93
375
7:15
7:30
60
80
3
143
1
138
28
167
8
(1
3
11
14
2
92
108
429
7:30
7:45
77
72
5
154
2
152
35
189
7
1
3
11
13
2
116
131
485
7:45
8:00
59
69
4
132
0
142
28
170
8
0
3
11
15
1
99
115
428
8:00
8:15
47
60
7
114
2
127
20
149
8
0
1
9
10
0
88
98
370
8:15
8:30
38
52
G
96
1
109
12
122
5
1
2
8
7
0
74
81
307
8:30
8:45
40
49
4
93
2
94
10
106
6
2
2
l0
8
2
61
71
1 280
8:45
A \(. Total
406
567
33
1006
11
951-158
1120
53
7
22
82
93
8
661
762
2970
A.M. Total
16:00
42
129
9
180
4
133
12
149
5
0
7
12
18
0
41
59
400
16:00
16:15
49
138
10
197
4
138
11
153
6,
1
5
12
20
1
50
71
433
16:15
16:30
54
144
14
212
2
159
10
171
5
2
6
13
19
0
58
77
473
16:30
16:45
57
161
8
226
6
151
1.1
171
5
1
5
11
23
1
48
72
490
16:45
17:00
69
166
15
250
5
166
12
183
8
1
7
16
25
4
55
84
533
17:00
17:15
77
IGI
20
258
5
168
10
183
6
1
8
15
20
6
53
79
535
17:15
17:30
54
154
18
226
6
152
11
169
8
(1
5
13
18
2
44
64
472
17:30
17:45
47
148
IG
211
5
144
8
157
7
(1
5
12
18
4
39
GI
441
17:45
P \I. Total
449
1201
1 10
17G0
37
1211
88
133G
50
G
48
104
161
18
388
567
3767
P.M. Total
1 Flour
EB:
F URF LC PIKE
WB:
IWRFAX PIKE
NB:
TOWN
RUN LN
SB:
AYLOR RD
1 Hour
Period
N,S,
Period
Beeinine
Left
Thru
Rieht
Total
Left
Tim
Right
Total
Left
Tiru
Right
Total
Left
Tiro
Right
Total
E & W
Begining
7:00
222
337
12
571
6
479
88
573
26
4
14
44
53
5
339
397
1585
7:00
7:15
245
310
15
570
5
541
I10
656
29
3
12
44
56
5
386
447
1717
7:15
7:30
243
281
19
543
5
559
III
675
31
1
10
42
52
5
395
452
1712
7:30
7:45
221
253
22
496
5
530
95
630
28
2
9
39
45
3
377
425
1590
7:45
8:00
184
230
21
435
5
472
70
5,17
27
3
8
38
40
3
322
365
1385
8:00
16:00
202
572
41
815
16
581
47
644
21
4
23
48
80
2
197
279
1786
16:00
16:15
229
609
47
885
17
61.1
47
678
24
5
23
52
87
6
211
304
1919
16:15
16:30
257
632
57
946
18
644
46
708
24
5
26
55
87
11
214
312
2021
16:30
16:45
257
642
61
960
22
637
47
706
27
3
25
55
86
13
200
299
2020
16:45
17:00
247
629
69
9.15
21
630
41
692
29
2
25
56
1 81
16
191
288 1
1981
17:00
1 Hour
EB:
F:VRFA X PIKEWB:
FAIRFAC PIKE
N13:
TOWN RUN LN
SB:
AYLOR RD
1 HourPeriod
N,S,
Period
Becinin_e
Lcft
Thru
Right
Total
Left
'Iiru
Right
Total
Left
Thru
Right
Total
Left
Thru
Right
Total
E & W
Begining
7:15
245
310
15
570
5
541
110
656
29
3
12
44
56
5
386
447
1717
7:15
A.M. Peak
PHF =
0.93
PI IF =
0.87
PI IF =
1.00
PI IF =
0.85
0.89
A.M. Peal:
1G:30
257
G32
57
946
18
644
46
708
24
5
26
55
87
11
214
312
2021
16:30
P.1\ Peak
PHF =
0.92
PHI-- =
0.97
PI IF =
0.86
PIfF =
0.93
0.94
P.M. Peak
Intcrscaton G-1l'. FAIRF.AX PIKE R'cathcr Div Ftic Namc P'\PROJECT\11100\I-0�Al'LOR.xIs
NS TO\lN RUN LN Count By 1JP Input de 11P
Location I STEPHENS CITY. VA Count Datc 3/7/01
AYLOR RD
A\1 PEAK HOUR
7.15. 8 15 447 (235.) 1 358
386 - 56
J1 L FAIRF.AX PIKE
t-- 956 t—
(4.1%) 245 —t 110
570 310 —� �— 541 ♦— 656
15 —� �— 5 (30%)
378 —�
FAIRF.A-X PIKE } r
29 3 12
251 (2 44 1
"FONN RUN LN
AYLOR RD
P.M. PEA}: HOUR
16 30 - 17.30 1 312 (W.) 308
2114 11 87
JI L FAIRFAX PIKE
4-- 882
(-w.) 257 + 46
9-16 632 —+ F— 644 708
57 _i �' 18 (W'.)
745 —�
FAIRFA.\ PIKE } r
24 5 26
86 1 (3?0) 55I
TOWN RUN LN
Dwnbuuon
To'From Puccal
East 33.0M'.
Rest 44.835b
Nonh 19.39%
South 175_4
1001"
0
I
I
r�
11
hitcrsection:
E-\\':
I Ft%M'AX PIKE
\Vcathcr
Dn'
File Namc P :\PROJECT\I 11000-OMSTICKLEYAs
N-S:
STICKLEY DR
Count I3v
I JJP
In ut B� JJP
Location
ISTEPIIENS CFI'Y, VA
Count Datc
3/8/01
15 Minute
EB:
FAIRFAX PIKE
\VB:
FAIRFAX PIKE:
N13:
STICKLEY DR
SB:
\VEAIDYS
15 Min.
Period
N,S,
Period
Bceinine
Lefl
Tluu Right
Total
Left
Tluu
Rieht
Total
Lell
"111ru
Right
Total
Left
11im
Rieht
Total
E & W
Bceinine
7:00
0
0 1
1
0
0
0
0
2
0
3
5
0
0
0
O
6
7:00
7:15
0
0 2
2
2
0
0
2
2
0
5
7
0
0
0
0
11
7:15
7:30
0
0 3
3
1
0
O
1
4
0
2
6
0
0
0
0
10
7:30
7:45
0
0 3
3
2
0
1
3
6
0
3
9
0
0
0
0
15
7:45
8:00
0
0 2
2
3
0
0
3
6
0
4
10
0
0
1
1
16
8:00
8:15
0
0 3
3
4
0
0
4
5
0
3
8
0
0
0
0
15
8:15
8:30
0
0 4
4
2
0
2
4
3
0
3
6
0
0
1
1
15
8:30
8:45
1
0 3
4
1 2
0
1
3
5
0
2
7
0
0
0
0
14
8:45
:\ M. Total
1
0 21
22
1G
O
4
20
33
U
25
58
0
0
2
2
102
:VNI. Total
16:00
1
0 4
5
3
0
4
7
2
1
4
7
2
1
4
7
26
16:00
16:15
4
0 6
10
2
0
3
5
1
0
3
7
5
0
5
10
32
16:15
16:30
6
0 6
12
2
0
6
8
3
0
6
9
4
0
5
9
38
16:30
16:45
5
0 9
14
5
0
5
10
7
0
7
111
7
1
8
16
54
16:45
17:00
8
0 7
15
7
0
8
15
9
0
7
16
6
0
8
14
60
17:00
17:15
6
0 10
16
7
0
6
13
8
0
6
14
5
1
10
16
59
17:15
17:30
6
0 8
14
6
0
9
15
7
1
8
16
7
0
9
16
61
17:30
17:45
10
0 10
20
3
0
10
13
6
0
6
12
6
0
8
14
59
17:45
P.M. Total
46
0 60
106
35
0
51
86
46
2
47
95
42
3
57
102
389
P.M. Total
1 hour
EB:
FAIRFAX PIKE
WB:
I-'AIRFAX PIKE
NB:
STICKLEY
DR
SI3:
\VENDYS
1 Hour
Period
N,S,
Period
Bceinine
Lcft
Tluu Right
Total
Lcft
TIInI
Right
Total
Left
Tbru
Right
Total
Left
Thru
Rieht
Total
E & \V
Begining
7:00
0
0 9
9
5
0
I
6
14
0
13
27
0
0
0
0
42
7:00
7:15
0
0 10
10
8
0
I
9
18
0
14
32
0
0
1
1
52
7:15
7:30
0
0 11
11
10
0
1
11
21
0
12
33
0
0
1
1
56
7:30
7:45
0
0 12
12
11
0
3
14
20
0
13
33
0
0
2
2
61
7:45
8:00
1
0 12
13
11
0
3
14
19
0
12
31
0
0
2
2
60
8:00
16:00
16
0 25
41
12
0
18
30
16
1
20
37
18
2
22
42
150
16:00
16:15
23
0 28
51
16
0
22
38
23
0
23
46
22
1
26
49
184
1):15
16:30
25
0 32
57
21
0
25
46
27
0
26
53
22
2
31
55
211
16:30
16:45
25
0 34
59
25
0
28
53
31
1
28
60
25
2
35
62
234
16:45
17:00
30
0 35
65
23
0
33
56
30
1
27
58
24
1
35
60
239
17:00
1 Hour
EB:
FAIRFAX PIKE
\VI3:
FAIRFAX PIKE
NB:
STICKLEY
DR
SB:
\VENDYS
1 I lour
Period
N,S,
Period
Bceinine
Left
"I1uv Rieht
Total
Lefl
"Iltru
Right
Total
Left
Thru
Rieht
Total
Lell
Thru
Rieht
Total
E & W
Begining
7:45
0
O 12
12
11
0
3
14
20
0
13
33
0
0
2
2
61
7:45
AM. Peak
PIIF =
0.75
PI IF =
0.88
PIIF =
0.83
PIIF =
0.50
0.95
A.M. Peak
17:00
30
0 35
65
23
0
33
56
30
1
27
58
24
1
35
60
239
17:00
PAf. Peak
PIIF =
0.81
PIIF =
0.93
PIIF =
0.91 1
PIIF =
0.94
0.98
P.M. Peak
Intersection EAV FAIRFAX PIKE Weather Dry Ftle Name P \PROJECT\I 1100\l-0\STICKLE)'.xls
IN, -S. STICKLEY DR Count I3v 1JP In ut By JJl'
Locationl STEPHENS CITY. VA Count Date 318/01
WENDYS
A \1 PE.kK HOUR
7.45- 845 l 2 ('1°°) 3
2 00 I0
`► FAIRF.AX PIKE
22
(28"=) p 3
12 --+ 0 —s f— 0 4--- 14
12 —� j— 11 (22.)
13
FAIRFAX PIKE
20 I0 13
231 (46°S) 33 T
STICKLEY DR
%VENDYS
P.\1 PEAT: HOUR
17 00. 18 00 60 (261.0) 64
35 1 24
JI L FAIRFAX PIKE
�— 65
(2746) 30 + �— 33
65 0 _i s— 0 f— 56
35 23 (22?e)
51 —�
FAIRFAX PIKE
30 1 27
59 1 (2.11,'.) 58 1
STICKLEY DR
Diatnbuhott
IQ5L ,» PSIMII
Est 22 2646
West 27 5345
North 15.02?6
South 35 19'0
100*16
Appendix B
Signal Warrants
Scenario l
VOLUME INPUTS FOR WARRANT ANALYSIS SHEETS
2005 BACKGROUND WITH 12.65-ACRE RETAIL SITE
Southern Hills - Route 277 & Sticklev Drive
MAJOR STREET
MINOR STREET
Hour of day
Route 277
Sticklev Drive
-- -- ------
- -
Time Begin
EB
WB
NB/SB
1 1:00 AM
598
649
200
- --
12:00 PM
777
844
'_60
--- - - --
1:00 PM
701
761
234
2:00 PM
609
661
20 3
- --
3:00 PM
705
766
235
- - - -
4:00 PM
811
881
271
5:00 PM
955
1037
319
6:00 PM
859
933
287
- -
7:00 PM
705
766
235
-
8:00 PM
598
649
200
-_--
9:00 PM
366
397
122
- -- - ----
10:00 PM
201
363
76
- - --
1 1:00 PM
105
189
45
12:00AM
65
117
13
- - - - —
I:00 AM
54
97
11
-
2:00 AM
56
101
11
3:00 AM
81
146
16
-- -
4:00 AM
107
193
21
5:00 ANI
287
518
57
-
6:00 AM
376
678
75
-
7:00 AM
480
866
96
- -
8:00 AM
410
740
82
- -- -
9:00 AM
330
595
66
-- _ _
10:00 AM
256
462
51
SIGNAL WARRANT ANALYSIS
2005 BACKGROUND WITH 12.65-ACRES RETAIL SITE
SOUtbem I fills - Route 277 ,1@ Stickley Drive
MAJOR
MINOR
Number of Lanes:
1
1
Hour of day
Route 277
Stickle Urine
Warrant 8
Time Begin
Warrant I
Warrant 2
Part I
Part 2
Warrant 9
Warrant 1 I
1 1:00 AM
1247
200
B
13
13
B
12:00 PM
1621
260
B
B
13
B
*
`
1:00 PM
1462
234
B
B
13
B
2:00 PM
1270
203
B
B
B
B
*
'
3:00 PM
1471
235
B
13
13
B
4:00 PNi
1692
271
B
B
13
B
5:00 PM
1992
319
B
B
B .
B
6:00I'M
1792
287
B
B
B
B
7:00 PM
1471
235
B
B
B
B
8:00 PM
1247
200
B
B
B
B
*
'
9:00 PM
763
122
MA" ..
B
MA
B
10:00 PM
564
76
MA
MI .
MA
N
11:00 PM
294
45
N
N
N
N
12:00 AM
182
13
N
N
N
N
1:00 AM
151
11
N
N
N
N•
2:00 AM
157
11
N
N
N.
N
`
3:00AM
227
16
N
N
N
N'
4:00 AM
300
21
N
N
N
N
5:00 AM
805
57
MA
` °MA
MA
MA
6:00 AM
1054
75
MA
B
MA
MA
*
`
7:00 Ai\1
1..)
96
MA
B
MA
B
8:60 AM
1150
82
MA
13
MA
B
9:00 AM
925
66
MA
MA
MA
MA
10:00 AM
718
51
MA
N
MA
N
Meets Warrant:
YES
YES
YE.s
YES
Required ,Minimum Volumes
500
750
400
600
150
75
120
60
Legend:
MA = MAJOR APPROACI I
MI = MINOR APPROACH
B = BOTI I APPROACI IS
N = NE1TI IER APPROACHONE
*Determined using MUTCD figures 4-6 and 4-8
)`E.S* YES*
Appendix C
Signal Warrants
Scenario 2
I
VOLUME INPUTS FOR WARRANT ANALYSIS SHEETS_ _
2005 BACKGROUND W/OUT 12.65-ACRE RETAIL SITE
Southern Hills - Route 277 & Sticklev Drive
MAJOR STREET
MINOR STREET
------------
Hour of day
Route 277
Stickley Drive
_
--- --
Time Begin
EB
WB
NB/SB
_------._._
11:00 AM
598
556
99
- —
12:00 PM
777
722
129
----- --
1:00 PM
701
652
116
_
- -
---
2:00 PM
609
566
101
- --
3:00 PM
705
656
117
4:00 PM
811
754
134
5:00 PM
955
888
1 i8
- -
---------
6:00 PM
859
799
142
--
----
7:00 PM
705
656
117
_
-- - — — -
8:00 PM
598
556
Q`t
--- -- - --
- -- -- - —
9:00 PM
366
340
61
--___ --- -
------
10:00 PM
201
343
52
--
11:00 PNl
105
179
31
— -
-- —
12:00 ANi
65
1 1 1
9
_.-
-- —
1:00 AM
54
92
7
-- — -
--—_
2:00 AM
56
96
8
3:00AM
81
138
11
4:00 AM
107
183
15
—
-------
5:00 AM
287
490
39
_------_---_
— --- —
6:00 AM
376
642
52
- — -
7:00 AM
480
819
fib
- - --
- ---
8:00 AM
410
700
56
- --
- ---
9:00 AM
330
563
45
- --
- -
-------
10:00AM
256
437
35
'
SIGNAL WARRANT ANALYSIS
2005 BACKGROUND W/OUT 12.65-ACRES RETAIL
SITE
'
Southern
I lills - Route
277 8r Stickle)• Drive
MAJOR MINOR
' Number of Lanes: I
I
Hour of day
IW=277
Stickle\ Dli
Warrant 8
Time Beein
f:Bl1V13
N131S13
Warrant 1
Warrmx 2
Part I
Part 2
Warrant 9
Warrant 1 I
1 1:00 AM
1154
99
MA
B
MA
B
'
12:00 PM
1499
129
MA
B
MA
11
1:00 PM
1353
116
MA
B
MA
13
2:00 PM
1 175
101
MA
13
MA
13
3:00 PM
1361
117
MA
B
MA
13
'
'
4:00 PM
1565
134
MA
B
MA
B
5:00 PM
1843
158
B.
.B
MA '
`
B .
6:00 PM
1658
142
MA
B.
MA :
B
'
7:00 PM
1361
117
MA.
<B•
MA
B
'
8:00 PM
1154
99
MA
B
.MA-
B
9:00 PM
706
61
MA
N
MA '
N.
*
'
10:00 PM
544
52
MA
N
MA
N
*
'
1 1:00 PM
284
31
N
.:N
N
N
`
'
12:00 AM
176
9
N
'"N
N.
N
'
1:00 AM
146
7
N
'N
N
N
2:00AM
152
8
N
N'.
..'N :
''N
'
3:00 AM
219
11
N
N
N. '
N."" '
4:00 AM
290
15
N
N
N
N.
5:00 AM
777
39
MA "
MA
MA
MA
6:00 AM
1018
52
MA
MA
MA
MA
7:00 AM
1299
66
MA.
MA
MA
MA
8.00 AM
1110
56
MA
MA
MA
MA
9:00 AM—
893
15
MA
MA
MA
MA
10:00 AN9
693
35
MA
N
MA
N
Meets Warrant:
NO
)'ES
NO
YES
ITS*
YES*
Required Minimum
Volumes
500
750
400
600
'
150
75
120
60
Legend:
NIA = MAJOR APPROACI I
MI = MINOR API'120ACH
B = BOTH APPROACHS
N = NErr11ER APPROACI LONE
' *Determined using MUTCD figures 4-6 and 4-8
Appendix D
Description of Level of Service
' INTERSECTION CAPACITY ANALYSIS
and
' LEVEL OF SERVICE
The most current analysis methodologies used for evaluating the capacity of intersections were
developed by the Transportation Research Board (TRB) in conjunction with the Federal Highway
Administration (FHWA) and other members of the transportation profession. This methodology is
represented in TRB Special Report Number 209, The Highway Capacity Manual (HCM).
Computerized methods for conducting these analyses were developed by FHWA; and are the
methods used in this report. The following brief explanations of the methodologies are adapted
from the HCM.
UNSIGNALIZED INTERSECTIONS - TWSC
At an unsignalized two-way stop -controlled (TWSC) intersection, the major street has continuous
' right of way while the side street is controlled by a stop sign or yield sign. In operation, vehicles
exiting the side street and crossing or turning into the main street flow must wait for "acceptable
gaps" in the main street flow. The same is true of left -turning traffic from the main street that
' must cross the opposing flow.
The analysis takes into account the probability of a gap in the main street traffic. The probability
' and number of acceptable gaps is lower in higher volume flows. The acceptability of a gap is
modified by physical factors (sight distance; turning radius, ctc.) and by characteristics of the
traffic flow (percentage trucks; buses, etc.).
e
I
In the analysis in these reports, all default values suggested by the HCM were used unless
additional information was available. These defaults include the estimated percentage of trucks
(single unit and tractor -trailer); buses and motorcycles.
The level of service for TWSC intersections is determined only for individual movements - not for
the intersection as a whole. The total delay is defined as the total elapsed time from when a vehicle
stops at the end of the queue until the vehicle departs from the stop line; this time includes the time
required for the vehicle to travel from the last-in-qucuc position to the first -in -queue position.
SIGNALIZED INTERSECTIONS
1 The operation (and therefore the capacity) of a signalized intersection is complicated by the fact
that the signal is allocating time between conflicting traffic movements - movements that must use
the same physical space. The analysis, therefore, must not only look at the physical geometry of
the intersection; but the signal timing aspects as well.
In the analysis of signalized intersections, two terms are important: volume to capacity ratio (v/c)
and; average stopped delay (seconds per vehicle). The theoretical capacity is based on the
physical geometry, the available green time (often expressed as G/C), and the traffic mix (e.g.
trucks use more capacity than cars). The average stopped delay may be calculated from the v/c
ratio, cycle length, quality of progression on the arterial and available green time on each
approach.
In this report all the default values recommended by the HCM arc used unless other specific
information is available (percentage of trucks, pedestrians, etc.). Existing signal timings are
observed and used whenever possible. When future signals arc being evaluated, an "optional"
signal timing is calculated based on projected volumes.
The level of service is based on the calculated average delay per vehicle for each approach and for
1 the intersection as a whole. Based on extensive research studies, the maximum delay acceptable by
the average driver is sixty seconds per vehicle at a signalized intersection. This is defined as the
upper limit on the possible range of delay/level of service criteria. The following criteria describe
the full range of level of service:
1
I
1�
LEVEL OF SERVICE DESCRIPTIONS FOR SIGNALIZED INTERSECTIONS
Level of Service
Description
A Level of Service A describes operations with very low delay, up to
10 sec per vehicle. This level of service occurs when progression is
extremely favorable, and most vehicles arrive during the green
phase. Most vehicles do not stop at all. Short cycle lengths may
also contribute to low delay.
B Level of Service B describes operations with delay greater than 10
and up to 20 sec per vehicle. This level generally occurs with good
progression, short cycle lengths, or both. More vehicles stop than
for LOS A, causing higher levels of average delay.
C Level Of Service C describes operations with delay greater than 20
and up to 35 sec per vehicle. These higher delays may result from
fair progression, longer cycle lengths, or both. Individual cycle
failures may begin to appear in this level. The number of vehicles
stopping is significant at this level, though many still pass though
the intersection without stopping.
D Level of Service D describes operations with delay greater than 35
and up to 55 sec per vehicle. At level D, the influence of congestion
becomes more noticeable. Longer delays may result from some
combination of unfavorable progression, longer cycle lengths, or
high v/c ratios. Many vehicles stop, and the proportion of vehicles
not stopping declines. Individual cycle failures arc noticeable.
E Level of Service L describes operations with delay greater than 55
and up to 80 sec per vehicle. This level is considered by many
agencies to be the limit of acceptable delay. These high delay
values generally indicate poor progression, long cycle lengths, and
high We ratios. Individual cycle failures are frequent occurrences.
F Level of Service F describes operations with delay in excess of 80
sec per vehicle. This level, considered to be unacceptable to most
drivers, often occurs with over saturation, that is, when arrival flow
rates exceed the capacity of the intersection. It may also occur at
high v/c ratios below 1.0 with many individual cycle failures. Poor
progression and cycle lengths may also be major contributing
causes to such delay levels.
i
' Appendix E
Existing
1
1
1
1
1
t
1
1
i
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Route 277 & Stickley Drive
Analyst: PHRA
Project No.: AM Peak Existing Conditions
Date: 3/9/01
East/West Street: Route 277
North/South Street: Stickley Drive
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 1
365 11
634
Hourly Flow Rate, HFR
1 384
11 667
Percent Heavy Vehicles
2
2
Median Type TWLTL
RT Channelized?
Lanes 0
1 0 1
Configuration
LTR
LTR
Upstream Signal?
No
No
Minor Street: Approach
Northbound
Southbound
Movement 7
8 9 10
11 12
L T
R L T
R
Volume 20 0 13 0 0 2
Hourly Flow Rate, HFR 21 0 13 0 0 2
Percent Heavy Vehicles 2 2 2 2 2 2
Percent Grade (%) 0 0
1 Median Storage 1
Flared Approach: Exists? No No
Storage
'RT Channelized?
Lanes 0 1 0 0 1 0
Configuration LTR LTR
r
■
Delay, Queue Length, and Level of Service
'Approach EB WB Northbound Southbound
Movement 1 4 1 7 8 9 10 11 12
Lane Config LTR LTR LTR I LTR
v (vph) 1 11 34 2
C(m) (vph) 919 1163 391 458
v/c 0.00 0.01 0.09 0.00
95% queue length 0.00 0.00 0.20 0.00
Control Delay 8.9 8.1 15.1 12.9
1 LOS A A C B
Approach Delay 15.1 12.9
Approach LOS C B
Phone
E-Mail
HCS: Unsignalized Intersections Release 3.2
Fax:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Route 277 & Stickley Drive
City/State:
Analyst: PHRA
Project No.: AM Peak Existing Conditions
Time period Analyzed.
Date: 3/9/01
East/West Street: Route 277
North/South Street: Stickley Drive
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
1 L T R L T R
Volume 1 365 11 634
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 0 96 3 167
Hourly Flow Rate, HFR 1 384 11 667
'Percent Heavy Vehicles 2 -- -- 2 -- --
Median Type TWLTL
RT Channelized?
Lanes 0 1 0 1
Configuration LTR LTR
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 20
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
0 13 0 0 2
0.95 0.95 0.95 0.95 0.95 0.95
5 0 3 0 0 1
21 0 13 0 0 2
2 2 2 2 2 2
0 0
Lanes 0 1 0
No No
0 1 0
IConfiguration LTR
LTR
IMovements
13
Pedestrian Volumes and Adjustments
14 15 16
IFlow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Prog
Flow
vph
S2 Left -Turn
Through
S5 Left -Turn
Through
Upstream Signal Data
Sat Arrival Green Cycle Prog. Distance
Flow Type Time Length Speed to Signal
vph sec sec mph feet
' Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles:
384
667
Shared In volume, major rt vehicles:
12
4
Sat flow rate, major th vehicles:
1700
1700
Sat flow rate, major rt vehicles:
1700
1700
Number of major street through lanes:
1
1
1 Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
' Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 4.1 1.1 0.0 n.z I.I Q.J U.4
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2 2 2 2 2 2
1 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2
I
Follow -Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base)
t(f,HV)
P(HV)
t(f)
2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30
0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
2 2 2 2 2 2 2 2
2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
I
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
'V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
IEffective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
9(q1)
g(q2)
' 9(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
'beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process Stage I Stage II
PO 0)
PO 1)
P(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 671 396 1084 1085 390 1089 1089 669
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 392 692 392 693 691 398 691 398
s 1700 1700 1700 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9
12
Conflicting Flows
390
669
Potential Capacity
658
458
Pedestrian Impedance Factor
1.00
1.00
Movement Capacity
658
458
Probability of Queue free St.
0.98
1.00
Step 2: LT from Major St.
4
1
Conflicting Flows
396 671
Potential Capacity
1163 919
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1163 919
Probability of Queue free St.
0.99 1.00
Maj L-Shared Prob Q free St.
0.98 1.00
Step 3: TH from Minor St.
8 11
Conflicting Flows
1085 1089
Potential Capacity
217 215
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.98 0.98
Movement Capacity 213 211
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 1084 1089
'Potential Capacity 194 193
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.98 0.97
Movement Capacity 191 187
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
1 Part 1 - First Stage
Conflicting Flows 392 691
Potential Capacity 606 446
Pedestrian Impedance Factor 1.00 1.00
' Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 605 439
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows 693 398
Potential Capacity 445 603
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 1.00
Movement Capacity 438 602
Part 3 - Single Stage
Conflicting Flows 1085 1089
Potential Capacity 217 215
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity 213 211
1 Result for 2 stage process:
a 0.91 0.91
y 1.75 0.60
1 C t 325 323
Probability of Queue free St. 1.00 1.00
' Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 392 691
Potential Capacity 633 435
Pedestrian Impedance Factor 1.00 1.00
1 Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 632 428
Part 2 - Second Stage
Conflicting Flows 692
398
Potential Capacity 434
628
Impedance Factor
1.00 1.00
'Pedestrian
Cap. Adj. factor due to Impeding mvmnt
0.98 0.98
Movement Capacity 425
615
'
Part 3 - Single Stage
Conflicting Flows 1084
1089
Potential Capacity 194
193
Pedestrian Impedance Factor
1.00 1.00
Maj. L, Min T Impedance factor
0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99
0.99
Cap. Adj. factor due to Impeding mvmnt
0.98 0.97
Movement Capacity 191
187
Results for Two -stage process:
a 0.91
0.91
y 1.89
0.58
'
C t 313
310
'
Worksheet 8-Shared Lane Calculations
Movement 7 8 9
10 11 12
1
L T R L
T R
Volume (vph) 21
0 13 0 0 2
Movement Capacity (vph)
313 325 658 310 323 458
Shared Lane Capacity (vph)
391 458
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7
8 9 10 11 12
L T
R L T R
C sep 313
325 658 310 323 458
Volume 21
0 13 0 0 2
Delay
'Q
sep
Q sep +1
round (Qsep +1)
n max
C sh 391 458
1 SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR LTR LTR LTR
■
v (vph) 1 11 34 2
C(m)(vph) 919 1163 391 458
v/c 0.00 0.01 0.09 0.00
95% queue length 0.00 0.00 0.20 0.00
Control Delay 8.9 8.1 15.1 12.9
LOS A A C B
Approach Delay 15.1 12.9
Approach LOS C B
Worksheet 11-Shared Major LT Impedance and Delay
' Movement 2 Movement 5
p(oj) 1.00
0.99
v(il), Volume for stream 2 or 5
384
v(i2), Volume for stream 3 or 6
12
s(il), Saturation flow rate for stream 2 or 5
1700
'
s(i2), Saturation flow rate for stream 3 or 6
1700
P*(oj) 1.00
0.98
d(M,LT), Delay for stream 1 or 4
8.9
N, Number of major street through lanes
1
d(rank,1) Delay for stream 2 or 5
0.0
667
4
1700
1700
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY,
Intersection: Route 277 & Stickley Drive
Analyst: PHRA
Project No.: PM Peak Existing Conditions
Date: 3/9/01
East/West Street: Route 277
North/South Street: Stickley Drive
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 30 680 23 643
Hourly Flow Rate, HFR 31 715 24 676
Percent Heavy Vehicles 2 -- -- 2 -- --
Median Type TWLTL
RT Channelized?
Lanes 0 1 0 1
Configuration LTR LTR
Upstream Signal? No No
Minor Street: Approach Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 30 1 27 24 1 35
Hourly Flow Rate, HFR 31 1 28 25 1 36
Percent Heavy Vehicles 2 2 2 2 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No No
Storage
RT Channelized?
Lanes 0 1 0 0 1 0
Configuration LTR LTR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 1 7 8 9 1 10 11 12
Lane Config LTR LTR I LTR I LTR
v (vph) 31 24 60 62
C(m) (vph) 890 858 . 254 285
v/c 0.03 0.03 0.24 0.22
95% queue length 0.00 0.00 0.91 0.83
Control Delay 9.2 9.3 23.5 21.1
LOS A A C C
Approach Delay 23.5 21.1
Approach LOS C C
U
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Route 277 & Stickley Drive
City/State:
'Analyst: PHRA
Project No.: PM Peak Existing Conditions
Time period Analyzed:
Date: 3/9/01
' East[West Street: Route 277
North/South Street: Stickley Drive
Intersection Orientation: EW Study period (hrs): 0.25
'
Vehicle
Volumes
and Adjustments
Major Street Movements
1
2 3
4 5 6
L T
R
L T
R
Volume 30
680
23
643
'Peak
-Hour Factor, PHF
0.95
0.95
0.95 0.95
Peak-15 Minute Volume
8
179
6 169
Hourly Flow Rate, HFR
31
715
24 676
'Percent
Heavy Vehicles
2
-- --
2 -- --
Median Type TWLTL
RT Channelized?
0 1
0 1
'Lanes
Configuration LTR
LTR
Upstream Signal?
No
No
Minor Street Movements
7
8 9
10 11 12
L T
R
L T
R
Volume 30
1
27 24
1 35
Peak Hour Factor, PHF
0.95
0.95 0.95
0.95 0.95 0.95
Peak-15 Minute Volume
8
0 7
6 0 9
1
Hourly Flow Rate, HFR
31
1 28
25 1 36
Percent Heavy Vehicles
2
2 2
2 2 2
Percent Grade (%)
0
0
'
Median Storage 1
Flared Approach: Exists?
No
No
Storage
'
RT Channelized?
Lanes 0 1
0
0 1
0
Configuration LTR LTR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles:
715
676
Shared In volume, major rt vehicles:
36
33
Sat flow rate, major th vehicles:
1700
1700
Sat flow rate, major rt vehicles:
1700
1700
Number of major street through lanes:
1
1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2 2 2 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2
Follow -Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base)
2.20 2.20 3.50
4.00
3.30 3.50 4.00 3.30
t(f,HV)
0.90 0.90 0.90
0.90
0.90 0.90 0.90 0.90
P(HV)
2 2 2 2
2
2 2 2
t(f)
2.2 2.2 3.5 4.0
3.3
3.5 4.0 3.3
' Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
' Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
' g(q1)
9(q2)
' 9(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
' Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
' Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
IComputation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
' Constrained or unconstrained?
Proportion
'unblocked (1)
for minor Single -stage
movements, p(x) Process
(2) (3)
Two -Stage Process
Stage I Stage II
PO 0)
PO 1)
p(12)
E
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9
10 11 12
L L L T
R L
T R
V c,x 709 751 1554
1552
733 1550 1553 692
s
Px
'
V c,u,x
C r,x
C plat,x
Two -Stage Process
'
7 8
Stage1 Stage2 Stage1
10
Stage2
11
Stage1 Stage2 Stage1 Stage2
V(c,x) 795 759 795 757
740 810 740 813
s 1700 1700
1700 1700
P(x)
V(C,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
733 692
Potential Capacity
421 444
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
421 444
Probability of Queue free St.
0.93 0.92
Step 2: LT from Major St.
4 1
Conflicting Flows
751 709
Potential Capacity
858 890
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
858 890
Probability of Queue free St.
0.97 0.97
Maj L-Shared Prob Q free St.
0.95 0.94
Step 3: TH from Minor St.
8 11
Conflicting Flows
1552 1553
Potential Capacity
113 113
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.89 0.89
'Movement Capacity 101 101
Probability of Queue free St. 1.00 1.00
' Step 4: LT from Minor St. 7 10
Conflicting Flows 1554 1550
'Potential Capacity 92 93
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.89 0.89
tMaj. L, Min T Adj. Imp Factor. 0.91 0.91
Cap. Adj. factor due to Impeding mvmnt 0.84 0.85
Movement Capacity 77 79
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
' Step 3: TH from Minor St. 8 11
'Part 1 - First Stage
Conflicting Flows 795 740
Potential Capacity 399 423
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.95
Movement Capacity 374 403
Probability of Queue free St. 1.00 1.00
' Part 2 - Second Stage
Conflicting Flows 757 813
'Potential Capacity 416 392
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.95 0.94
' Movement Capacity 396 368
Part 3 - Single Stage
'Conflicting Flows 1552 1553
Potential Capacity 113 113
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.89 0.89
Movement Capacity 101 101
' Result for 2 stage process:
a 0.91 0.91
y 1.03 1.24
'C t 215 215
Probability of Queue free St. 1.00 1.00
' Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 795 740
Potential Capacity 381 409
Pedestrian Impedance Factor 1.00 1.00
' Cap. Adj. factor due to Impeding mvmnt 0.94 0.95
Movement Capacity 357 389
Part 2 - Second Stage
Conflicting Flows 759 810
Potential Capacity 399 374
'Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.87 0.87
Movement Capacity 348 326
iPart 3 - Single Stage
Conflicting Flows 1554 1550
Potential Capacity 92 93
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.89 0.89
'Maj. L, Min T Adj. Imp Factor. 0.91 0.91
Cap. Adj. factor due to Impeding mvmnt 0.84 0.85
Movement Capacity 77 79
' Results for Two -stage process:
a 0.91 0.91
y 1.17 1.39
' C t 188 190
' Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 31 1 28 25 1 36
tMovement Capacity (vph) 188 215 421 190 215 444
Shared Lane Capacity (vph) 254 285
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 188 215 421 190 215 444
Volume 31 1 28 25 1 36
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 254 285
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR LTR LTR LTR
■
v (vph) 31 24
60
62
C(m)(vph) 890 858
254
285
v/c 0.03 0.03
0.24
0.22
1
95% queue length 0.00
0.00 0.91
0.83
Control Delay 9.2 9.3
23.5
21.1
LOS A A
C
C
Approach Delay
23.5
21.1
Approach LOS
C
C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2
Movement 5
P(oj) 0.97
0.97
v(il), Volume for stream 2 or 5
715 676
v(i2), Volume for stream 3 or 6
36 33
s(il), Saturation flow rate for stream 2 or 5
1700 1700
s(i2), Saturation flow rate for stream 3 or 6
1700 1700
P*(oj) 0.94
0.95
d(M,LT), Delay for stream 1 or 4
9.2 9.3
N, Number of major street through lanes
1 1
d(rank,1) Delay for stream 2 or 5
0.6 0.4
HCS:
Signalized Intersections
Release 3.2
Inter: Route 277
& Town
Run Lane City/St:
Analyst: PHRA
Proj #:
Date: 3/9/01
Period:
N/S St:
AM Peak Hour
Town Run Lane
E/W St: Route 277
SIGNALIZED INTERSECTION
SUMMARY
Eastbound
Westbound
Northbound
Southbound
L
T R
I
L T R
I L
T R I
L
T R
No. Lanes
1 0
I
0 1 1
1 2 0
I 0
I 1
1 0
LGConfig
I L
TR
I L TR
I
LTR
LT R
Volume
1245
310 15
15 541 110
129
3 12
156
5 386
Lane Width
I12.0
12.0
I12.0 12.0
I
12.0
I
12.0 12.0
0
RTOR Vol I
0
I 0 I
0
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination
1
2 3
4 I
5
EB Left
A
A
I
NB
Left
A
Thru
A
A
I
Thru
A
Right
A
A
I
Right
A
Peds
I
Peds
WB Left
A
I SB
Left
A
Thru
A
I
Thru
A
Right
A
i
Right
A
Peds
Peds
NB Right
I EB
Right
SB Right
A
I WB
Right
Green
10.0
50.0
35.0
Yellow
2.0
2.0
2.0
0 2.
3 0
3 0
3.0
All Red
Cycle Length: 110.0 secs
6 7 8
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
454
0.57
0.591
14.1 B
tL
TR 1093
1850
0.31
0.591
11.5 B
12.6 B
Westbound
L 470
1034
0.01
0.455
16.5 B
TR 1568
3449
0.44
0.455
20.6 C
20.6 C
Northbound
LTR 425
1337
0.11
0.318
26.6 C
26.6 C
Southbound
LT 445
1399
0.14
0.318
26.9 C
23.6 C
R 720
1583
0.56
0.455
23.0 C
Intersection Delay
= 18.9
(sec/veh) Intersection
LOS = B
HCS:
Signalized
Intersections Release 3.2
Phone:
Fax:
E-Mail.
OPERATIONAL
ANALYSIS
Intersection:
Route 277
& Town
Run Lane
City/State:
Analyst:
PHRA
Project No:
Time Period Analyzed:
AM Peak Hour
Date:
3/9/01
East/West Street
Name:
Route 277
North/South Street Name:
Town Run
Lane
i
i
E
Volume
PHF
PK 15 Vol
Hi Ln Vol
% Grade
Ideal Sat
Eastbound
L T R
245 310 15
0.95 0.95 0.95
64 82 4
0
1900 1900
ParkExist
NumPark
% Heavy Vehl2 2 2
No. Lanes I 1 1 0
LGConfig I L TR
Lane Width I12.0 12.0
RTOR Vol 1 0
Adj Flow 1258 342
%InSharedLnl
Prop Turns I 0.05
NumPeds I 0
NumBus 10 0
%RightsInProtPhase 0
Duration 0.25 Area
VOLUME DATA
Westbound
L T R
5 541 110
0.95 0.95 0.95
2 142 29
0
1900 1900
2 2 2
1 2 0
L TR
12.0 12.0
0
5 685
0.17
0
0 0
0
Cype: All other
Northbound
L T R
29 3 12
0.95 0.95 0.95
8 1 3
0
1900
2 2 2
0 1 0
LTR
12.0
0
47
0.66 0.28
0
0
0
ireas
Southbound
L T R
56 5 386
0.95 0.95 0.95
15 2 102
0
1900 1900
2 2 2
0 1 1
LT R
12.0 12.0
0
64 406
�,d
0
0 0
0
M
W
Init Unmet
Arriv. Type
Unit Ext.
I Factor
Lost Time
Ext of g
Ped Min g
a
OPERATING PARAMETERS
Eastbound
L T R
Westbound
I L T R
Northbound
I L T R
Southbound
I L T R
0.0
0.0
I0.0
0.0
I 0.0
I 0.0 0.0
3
3
13
3
I 3
I 3 3
3.0
3.0
I3.0
3.0
I 3.0
I 3.0 3.0
1.000
I
1.000
( 1.000
1.000
2.0
2.0
I2.0
2.0
2.0
I 2.0 2.0
2.0
2.0
12.0
2.0
2.0
I 2.0 2.0
3.0
1
3.0
I 3.0
I 3.0
Phase
Combination 1
EB
Left A
Thru A
Right A
Peds
WB
Left
Thru
Right
Peds
NB
Right
SB
Right A
2
PHASE DATA
3 4 1 5
A I NB
Left A
A I
Thru A
A
Right A
Peds
A I SB
Left A
A I
Thru A
A
Right A
Peds
EB
Right
WB
Right
Green 10.0 50.0
Yellow 2.0 2.0
All Red 3.0 3.0
Cycle Length: 110.0
secs
35.0
2.0
3.0
6 7 8
� I
VOLUME
ADJUSTMENT WORKSHEET
Adjusted
Prop.
Prop.
Appr./
Mvt
Flow No.
Lane
Flow
Rate
Left
Right
Movement Volume
PHF
Rate Lanes Group RTOR
In Lane
Grp
Turns
Turns
Eastbound
Left
245
0.95
258
1
L
258
Thru
310
0.95
326
1
TR
342
0.05
Right
15
0.95
16
0
0
Westbound
Left
5
0.95
5
1
L
5
Thru
541
0.95
569
2
TR
685
0.17
Right
110
0.95
116
0
0
Northbound
Left
29
0.95
31
0
Thru
3
0.95
3
1
LTR
47
0.66
0.28
Right
12
0.95
13
0
0
Southbound
Left
56
0.95
59
0
Thru
5
0.95
5
1
LT
64
0.92
Right
386
0.95
406
1
R
0
406
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
Appr/ Ideal
Adj
Lane Sat
f
f
f
f
f
f
f
f
f
Sat
Group Flow
W
HV
G
P
BB
A
LU
RT
LT
Flow
Eastbound
Sec LT
Adj/LT
Sat:
0.278
518
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
TR 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.993
1.000
1850
Westbound
Sec LT
Adj/LT
Sat:
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.555
1034
TR 1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
0.975
1.000
3449
Northbound
Sec LT
Adj/LT
Sat:
LTR 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.863
0.832
1337
Southbound
Sec LT
Adj/LT
Sat:
LT 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
0�751 .
1399
'
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
1583
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
209
Sec.
49
Left
L
258
Thru
TR
342
Right
Westbound
Pri.
Sec.
Left
L
5
Thru
TR
685
Right
Northbound
Pri.
Sec.
Left
Thru
LTR
47
Right
Southbound
Pri.
Sec.
Left
Thru
LT
64
Right
R
406
.
Lost Time/Cycle, L = 10.00 sec
1770
0.12
0.118
209
1.00
518
0.09
0.473
245
0.20
0.591
454
0.57
1850
0.18
0.591
1093
0.31
1034
0.00
0.455
470
0.01
3449
# 0.20
0.455
1568
0.44
1337
0.04
0.318
425
0.11
1399
0.05
0.318
445
0.14
1583
# 0.26
0.455
720
0.56
Sum (v/s) critical = 0.46
Critical v/c(X) = 0.50
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0.57
0.591
12.4
1.000
454
0.16
1.7
0.0
14.1
B
TR 0.31
0.591
11.3
1.000
1093
0.11
0.2
0.0
11.5
B
12.6
B
Westbound
L 0.01
0.455
16.4
1.000
470
0.11
0.0
0.0
16.5
B
TR 0.44
0.455
20.4
1.000
1568
0.11
0.2
0.0
20.6
C
20.6
C
iNorthbound
LTR 0.11
0.318
26.5
1.000
425
0.11
0.1
0.0
26.6
C
26.6
C
Southbound
LT 0.14
0.318
26.8
1.000
445
0.11
0.1
0.0
26.9
C
23.6
C
R 0.56
0.455
22.0
1.000
720
0.16
1.0
0.0
23.0
C
Intersection
Delay
= 18.9
(sec/veh)
Intersection
LOS
= B
J
I
I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
EB
WB NB
Cycle Length, C 110.0 sec
Actual Green Time for Lane Group, G
65.0
50.0
Effective Green Time for Lane Group, g
52.0
50.0
Opposing Effective Green Time, go
50.0
65.0
Number of Lanes in Lane Group, N
1
1
Number of Opposing Lanes, No
2
1
Adjusted Left -Turn Flow Rate, Vlt
258
5
Proportion of Left Turns in Opposing Flow, Plto
0.00
0.00
Adjusted Opposing Flow Rate, Vo
685
342
Lost Time for Lane Group, tl
5.00
5.00
Left Turns per Cycle: LTC=V1tC/3600
7.88
0.15
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
11.02
10.45
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
1.00
gf=[Gexp(- a * (LTC ** b))]-tl, gf<=g
0.0
0.0
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.55
0.41
gq, (see Eq. 9-16 or 9-20)
15.03
0.00
gu =g-gq if gq>=gf, =g-gf if gq<gf
36.97
50.00
n=(gq-gf)/2, n>=0
7.51
0.001.00
Ptho=1-Plto
1.00
P1*=Plt [l+((N-1)g/ (gf+gu/Ell+4.24) )]
1.00
1.00
Ell (Figure 9-7)
2.56
1.80
E12=(1-Ptho**n)/Plto, E12>=1.0
1.00
1.00
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
0.08
0.08
gdiff=max(gq-(3f,0)
0.00
0.00
fm= [(3f/g]+[gu/g] [1/(1+P1 (Ell-1) )] , (min=fmin;max=1.00)
0.28
0.56
flt=fm=[gf/g]+gdiff [l/(l+Plt(E12-1) )]
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0. 91 (N-1) ] /N**
Ifit 0.278 0.555
r,
1
For special case of single -lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left -turn lanes with N>l, then
left -turn lane and redo calculations.
assume de -facto
W-0-'
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
I
I
1
0
I
P
1
h
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB
WB NB
SB
Cycle Length, C 110.0 sec
Actual Green Time for Lane Group, G
35.0
35.0
Effective Green Time for Lane Group, g
35.0
35.0
Opposing Effective Green Time, go
35.0
35.0
Number of Lanes in Lane Group, N
1
1
Number of Opposing Lanes, No
1
1
Adjusted Left -Turn Flow Rate, Vlt
31
59
Proportion of Left Turns in Lane Group, Plt
0.66
0.92
Proportion of Left Turns in Opposing Flow, Plto
0.92
0.66
Adjusted Opposing Flow Rate, Vo
64
47
Lost Time for Lane Group, tl
5.00
5.00
Left Turns per Cycle: LTC=V1tC/3600
0.95
1.80
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
1.96
1.44
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
1.00
gf=[Gexp(- a * (LTC ** b))]-tl, gf<=g
10.2
5.1
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.68
0.68
gq, (see Eq. 9-16 or 9-20)
0.49
0.00
gu =g-gq if gq>=gf, =g-gf if gq<gf
24.76
29.93
n=(gq-gf)/2, n>=0
0.00
0.00
Ptho=1-Plto
0.08
0.34
Pl*=Plt[1+((N-1)9/(gf+gu/Ell+4.24)))
0.66
0.92
Ell (Figure 9-7)
1.47
1.45
E12=(1-Ptho**n)/Plto, E12>=1.0
1.00
1.00
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
0.09
0.11
gdiff=max(gq-9f,0)
0.00
0.00
fm=[gf/g]+[gu/g] [l/(l+Pl(Ell-1))], (min=fmin;max=1.00)
0.83
0.75
flt=fm=[gf/g]+gdiff [1/(1+Plt(E12-1) )]
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary 0.832 0.751
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
UNIFORM DELAY
WORKSHEET
SUPPLEMENTAL
EBLT WBLT
NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
258
v/c ratio from Capacity Worksheet, X
0.57
Primary phase effective green, g
13.0
Secondary phase effective green, gq
15.03
(From Supplemental Permitted LT Worksheet), gu
36.97
Cycle length, C 110.0 Red=(C-g-gq-gu), r
45.0
Arrivals: v/(3600(max(X,1.0))), qa
0.07
Primary ph. departures: s/3600, sp
0.492
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
0.20
XPerm
0.50
XProt
0.65
XCase
1
Queue at beginning of green arrow, Qa
3.23
Queue at beginning of unsaturated green, Qu
1.08
Residual queue, Qr
0.00
Uniform Delay, di
12.4
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial
Final Initial
Lane
Appr/ Unmet Unmet Queue
Unmet Queue
Group
Lane Demand Demand Unadj. Adj. Param.
Demand Delay
Delay
Group Q veh t hrs. ds di sec u
Q veh d3 sec
d sec
Eastbound
Westbound
'
Northbound
'
Southbound
'
Intersection Delay 18.9 sec/veh Intersection
LOS
B
ERROR MESSAGES
No errors to report.
1
r
w
HCS: Signalized Intersections
Release
3.2
'
Inter: Route 277
& Town Run Lane
City/St:
Analyst: PHRA
Proj #: Existing
Conditions
Date: 3/9/01
Period: PM Peak
Hour
E/W St: Route 277
N/S St: Town Run
Lane
SIGNALIZED INTERSECTION
Eastbound Westbound
SUMMARY
Northbound
Southbound
L
T
R I
L T
R
L T R
I L T R
No. Lanes
0
I 0 1 1
R
I 0 1 0
I 1
1
0
1 2
LGConfig
L
TR
I L TR
I LTR
LT
Volume
1257
632
57
118 644
46
124 5 26
187 11 214
Lane Width
I12.0
12.0
I12.0 12.0
12.0
0
I 12.0 12.0
0
RTOR Vol •
1
0
1
0 I
Duration 0.25
Area Type: All
other areas
Signal
Operations
Phase Combination
1
2 3 4
I 5
6 7 8
EB Left
A
A
NB Left A
Thru
A
A
I Thru A
Right
A
A
i Right A
Peds
Peds
'
WB Left
A
( SB Left A
Thru
A
Thru A
Right
A
Right A
'Peds
i Peds
NB Right
I EB Right
SB Right
A
I WB Right
Green
10.0
50.0
35.0
Yellow
2.0
2.0
2.0
All Red
3.0
3.0
3.0
Cycle Length: 110.0
secs
1
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 437
0.62
0.591
15.5
B
TR 1087
1840
0.67
0.591
16.8
B
16.4
B
Westbound
1
L 262
576
0.07
0.455
17.0
B
TR 1593
3504
0.46
0.455
20.8
C
20.8
C
Northbound
LTR 433
1362
0.13
0.318
26.8
C
26.8
C
Southbound
LT 429
1349
0.24
0.318
28.0
C
22.1
C
'
R 720
1583
0.31
0.455
19.3
B
Intersection
Delay
= 19.1
(sec/veh) Intersection
LOS = B
HCS:
Signalized Intersections Release 3.2
Fax:
Phone:
E-Mail:
OPERATIONAL ANALYSIS
Intersection:
Route 277 & Town Run Lane
City/State:
Analyst:
PHRA
Project No:
Existing Conditions
'
Time Period Analyzed:
Date:
PM Peak Hour
3/9/01
East/West Street Name:
Route 277
North/South Street Name:
Town Run Lane
■
Eastbound
L T R
Volume 1257 632 57
PHF 10.95 0.95 0.95
PK 15 Vol 168 166 15
Hi Ln Vol
' % Grade 1 0
Ideal Sat I1900 1900
ParkExist
NumPark
% Heavy VehJ2 2 2
No. Lanes 1 1 0
LGConfig I L TR
Lane Width I12.0 12.0
RTOR Vol 1 0
Adj Flow 1 271 725
%InSharedLni
Prop Turns I 0.08
NumPeds I 0
' NumBus 10 0
%RightsInProtPhase 0
Duration 0.25 Area
1
1
1
1
VOLUME DATA
Westbound
L T R
18 644 46
0.95 0.95 0.95
5 169 12
0
1900 1900
2 2 2
1 2 0
L TR
12.0 12.0
0
19 726
0.07
0
0 0
0
Cype: All other
Northbound
L T R
24 5 26
0.95 0.95 0.95
6 2 7
0
1900
2 2 2
0 1 0
LTR
12.0
0
57
0.44 0.47
0
0
0
ireas
Southbound
L T R
87 11 214
0.95 0.95 0.95
23 3 56
0
1900 1900
2 2 2
0 1 1
LT R
12.0 12.0
0
104 225
0
0 0
0
■
■
Eastbound
L
T R
Init Unmet
I0.0
0.0
Typel3
3
'Arriv.
Unit Ext.
13.0
3.0
I Factor
1
1.000
'Lost
Time
Ext of g
I2.0
I2.0
2.0
2.0
Ped Min g
I
3.0
i
■
Phase Combination
1 2
EB Left
A A
Thru
A A
Right
A A
Peds
WB Left
A
Thru
A
Right
A
Peds
'
NB Right
SB Right
A
Green 10.0 50.0
Yellow 2.0 2.0
All Red 3.0 3.0
tCycle Length: 110.0 secs
_OPERATING
PARAMETERS
Westbound
Northbound
L
T
R
( L T R
I 0.0
0.0
0.0
3
3
3
3.0
3.0
I 3.0
1.000
I 1.000
2.0
2.0
I 2.0
2.0
2.0
I 2.0
3.0
I 3.0
PHASE
DATA
3
4
5
NB Left A
Thru A
Right A
Peds
SB Left A
Thru A
Right A
Peds
EB Right
WB Right
35.0
2.0
3.0
Southbound
L T R
0.0 0.0
3 3
3.0 3.0
1.000
2.0 2.0
2.0 2.0
3.0
6 7 8
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
257
0.95
271
1
L
271
Thru
632
0.95
665
1
TR
725
0.08
Right
57
0.95
60
0
0
'
Westbound
Left
18
0.95
19
1
L
19
1
Thru
644
0.95
678
2
TR
726
0.07
Right
46
0.95
48
0
0
Northbound
'
Left
24
0.95
25
0
Thru
5
0.95
5
1
LTR
57
0.44
0.47
Right
26
0.95
27
0
0
Southbound
Left
Thru
87
11
0.95
0.95
92
12
0
1
LT
104
0.88
Right
214
0.95
225
1
R
0
225
* Value entered
by
user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
Appr/ Ideal
Lane Sat
f
f
f
f
f
f
f
f
f
'
Group Flow
W
HV
G
P
BB
A
LU
RT
LT
Eastbound
Sec LT
Adj/LT
Sat:
0.259
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
TR 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.988
1.000
'Westbound
Sec LT
Adj/LT
Sat:
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.309
TR 1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
0.990
1.000
Northbound
Sec LT
Adj/LT
Sat:
LTR 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.836
0.875
'
Southbound
Sec LT
Adj/LT
Sat:
LT 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
0.724
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
Adj
Sat
Flow
482
1770
1840
576
3504
1362
1349
1583
1
CAPACITY ANALYSIS WORKSHEET
'
Adj
Adj Sat
Flow
Green
--Lane Group--
Appr/ Lane
Flow Rate
Flow Rate
Ratio
Ratio
Capacity
v/c
Mvmt Group
(v)
(s)
(v/s)
(g/C)
(c)
Ratio
Eastbound
Pri.
209
1770
0.12
0.118
209
1.00
'
Sec.
62
482
0.13
0.473
228
0.27
Left L
271
0.591
437
0.62
Thru TR
725
1840
# 0.39
0.591
1087
0.67
'
Right
Westbound
Pri.
Sec.
Left L
19
576
0.03
0.455
262
0.07
Thru TR
726
3504
0.21
0.455
1593
0.46
Right
Northbound
Pri.
Sec.
'
Left
Thru LTR
57
1362
0.04
0.318
433
0.13
Right
'
Southbound
Pri.
'
Sec.
Left
Thru LT
104
1349
# 0.08
0.318
429
0.24
Right R
225
1583
0.14
0.455
720
0.31
'
Sum (v/s) critical = 0.47
Lost Time/Cycle,
L = 10.00
sec Critical v/c(X)
= 0.52
1
1
i
1
1
1
1
1
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0.62
0.591
12.8
1.000
437
0.20
2.7
0.0
15.5
B
TR 0.67
0.591
15.2
1.000
1087
0.24
1.6
0.0
16.8
B
16.4
B
'
Westbound
L 0.07
0.455
16.9
1.000
262
0.11
0.1
0.0
17.0
B
TR 0.46
0.455
20.6
1.000
1593
0.11
0.2
0.0
20.8
C
20.8
C
'
Northbound
LTR 0.13
0.318
26.7
1.000
433
0.11
0.1
0.0
26.8
C
26.8
C
Southbound
0.24
0.318
27.7
1.000
429
0.11
0.3
0.0
28.0
C
22.1
C
'LT
R 0.31
0.455
19.1
1.000
720
0.11
0.2
0.0
19.3
B
Intersection Delay = 19.1 (sec/veh) Intersection LOS = B
1
J
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 110.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf=[Gexp(- a * (LTC ** b))]-tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-9f)/2, n>=0
Ptho=1-Plto
P1*=Plt [l+� (N-1)g/ (gf+gu/Ell+4.24) )]
'Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-9f,0)
'fm= [gf/g] + [gu/g] [1/ { 1+P1 (Ell-1)) ] , (min=fmin; max=1
flt=fm=[gf/g]+gdiff [l/{l+Plt(E12-1) )]
M
EB WB NB SB
65.0 50.0
52.0 50.0
50.0 65.0
1 1
2 1
271 19
0.00 0.00
726 725
5.00 5.00
8.28 0.58
11.68 22.15
1.00 1.00
0.0 0.0
0.55 0.41
16.17 10.35
35.83 39.65
8.08 5.17
1.00 1.00
1.00 1.00
2.66 2.57
1.00 1.00
0.08 0.08
0.00 0.00
0.26 0.31
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0. 91 (N-1) ] /N**
fit 0.259 0.309
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB
NB
SB
Cycle Length, C 110.0 sec
Actual Green Time for Lane Group, G
35.0
35.0
Effective Green Time for Lane Group, g
35.0
35.0
Opposing Effective Green Time, go
35.0
35.0
'
Number of Lanes in Lane Group, N
Opposing Lanes, No
1
1
1
1
Number of
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
0.44
0.
0.0. 88
'Proportion
of Left Turns in Opposing Flow, Plto
0.88
104
0.44
57
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
5.00
5.00
Left Turns per Cycle: LTC=V1tC/3600
0.76
2.81
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
3.18
1.74
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
1.00
[Gexp (- a * (LTC ** b)) ] -tl, gf<=g
11.9
1.7
'gf=
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.68
0.68
gq, (see Eq. 9-16 or 9-20)
2.95
0.02
gu =g-gq if gq>=gf, =g-gf if gq<gf
23.07
33.26
'
n=(gq-9f)/2, n>=0
0.00
0.00
Ptho=1-Plto
0.12
0.56
P1*=Plt [l+((N-1)g/ (gf+gu/Ell+4.24)) )
0.44
0.88
'Ell
(Figure 9-7)
1.54
1.46
E12=(1-Ptho**n)/Plto, E12>=1.0
1.00
1.00
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
0.08
0.11
'gdiff=max(gq-gf,0)
0.00
0.00
fm= [gf/g] + [gu/g] [1/ (l+Pl (Ell-1)) ] , (min=fmin; max=1 . 00)
0.87
0.72
flt=fm=[gf/g]+gdiff [l/(1+Plt(E12-1) )]
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1. 0) or flt= [fm+0 91 (N-1) ] /N
flt Primary
0. 875
0.724
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
� I
� I
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
' Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
' Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 110.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
' APP r/
' Lane
Group
EBLT WBLT NBLT SBLT
271
0.62
13.0
16.17
35.83
45.0
0.08
0.492
0.19
0.56
0.68
1
3.39
1.22
0.00
12.8
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay
Unmet Unmet
Demand Demand Unadj. Adj.
Q veh t hrs. ds di sec
Eastbound
Westbound
' Northbound
� I
� I
� I
� I
Southbound
Initial Final Initial Lane
Queue Unmet Queue Group
Param. Demand Delay Delay
u Q veh d3 sec d sec
Intersection Delay 19.1 sec/veh Intersection LOS B
� I
ERROR MESSAGES
I
No errors to report.
I
I
I
I
I
L
I
Appendix F
2005 Background
CI
F
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Town Run Lane & Stickley Drive
Analyst: PHRA
Project No.: AM Peak 2005 Background
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R I L T R
Volume 56 0 71 32
Hourly Flow Rate, HFR 58 0 74 33
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach
Movement 7
L T
Westbound Eastbound
8 9 10 11 12
R L T R
Volume 0
45
Hourly Flow Rate, HFR
0 47
Percent Heavy Vehicles
2 0
Percent Grade (%)
0 0
Median Storage 1
Flared Approach: Exists?
No
Storage
RT Channelized?
Lanes 0
0
Configuration
LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 1 7 8 9 10 11 12
Lane Config LT I LR
v (vph) 74 47
C(m) (vph) 1546 1014
v/c 0.05 0.05
95% queue length 0.00 0.00
Control Delay 7.4 8.7
LOS A A
Approach Delay 8.7
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:-
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Town Run Lane & Stickley Drive
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Background
Time period Analyzed:
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 56 0 71 32
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 15 0 19 8
Hourly Flow Rate, HFR 58 0 74 33
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 45
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 12
Hourly Flow Rate, HFR 0 47
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
1
i
1
1
1
1
1
Movements
13
Pedestrian Volumes and Adjustments
14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 33
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
I
I
1
I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
IComputation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process _ Stage I Stage II
r-7
J
1
1
1
1
1
t
1
1
1
1
1
1
1
1
1
1
r
r
Computation 4 and 5
Single -Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 58 239 58
s
Px
V c,u,x
C r, x
C plat,x
Two -Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 58 181
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
58
Potential Capacity
1014
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1014
Probability of Queue free St.
0.95 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
58
Potential Capacity
1546
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1546
Probability of Queue free St.
0.95 1.00
Mai L-Shared Prob Q free St.
0.95
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.95 0.95
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 239
Potential Capacity 749
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.95 0.95
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.92
Movement Capacity 721
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 851 754
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.95
Movement Capacity 851 717
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 754 851
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.95 1.00
Movement Capacity 717 851
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.95 0.95
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 58
Potential Capacity 965 850
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.95
Movement Capacity 965 809
J
Part 2 - Second Stage
Conflicting Flows 181
Potential Capacity 850 941
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.95 0.95
Movement Capacity 809 897
Part 3 - Single Stage
Conflicting Flows 239
Potential Capacity 749
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.95 0.95
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.92
Movement Capacity 721
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 721
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 0 47
Movement Capacity (vph) 721 1014
Shared Lane Capacity (vph) 1014
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 721 1014
Volume 0 47
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 1014
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 74 47
C(m) (vph) 1546 1014
v/c 0.05 0.05
95% queue length 0.00 0.00
Control Delay 7.4 8.7
LOS A A
Approach Delay 8.7
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.95
v(il), Volume for stream 2 or 5 33
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.95
d(M,LT), Delay for stream 1 or 4 7.4
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.4
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Town Run Lane & Stickley Drive
Analyst: PHRA
Project No.: PM Peak 2005 Background
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 69 0 223 109
Hourly Flow Rate, HFR 72 0 234 114
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 242
Hourly Flow Rate, HFR 0 254
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 234 254
C(m) (vph) 1528 996
v/c 0.15 0.26
95% queue length 0.58 1.14
Control Delay 7.8 9.8
LOS A A
Approach Delay 9.8
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Town Run Lane & Stickley Drive
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Background
Time period Analyzed:
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 69 0 223 109
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 18 0 59 29
Hourly Flow Rate, HFR 72 0 234 114
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 242
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 64
Hourly Flow Rate, HFR 0 254
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
1
1
1
1
1
1
1
1
1
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 114
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
' g(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
' Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process _ Stage I Stage II
PO)
p(4)
p(7)
P(8)
P(9)
PO 0)
PO 1)
P(12)
'
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
V c,x 72 654
72
'
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
' Stage1 Stage2 Stage1
10 11
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 72 582
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
St.
9 12
Step 1: RT from Minor
'Conflicting Flows
72
Potential Capacity
996
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
996
Probability of Queue free St.
0.74 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
72
Potential Capacity
1528
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1528
Probability of Queue free St.
0.85 1.00
Maj L-Shared Prob Q free St.
0.84
' Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.84 0.84
' Movement Capacity
Probability of Queue free St
Step 4: LT from Minor St.
1.00 1.00
7 10
Conflicting Flows 654
Potential Capacity 431
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.84 0.84
Maj. L, Min T Adj. Imp Factor. 0.87 0.87
Cap. Adj. factor due to Impeding mvmnt 0.87 0.65
Movement Capacity 377
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 839 502
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.84
Movement Capacity 839 420
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 502 839
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.84 1.00
Movement Capacity 420 839
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.84 0.84
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 72
Potential Capacity 951 559
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.84
Movement Capacity 951 467
Part 2 - Second Stage
Conflicting Flows 582
Potential Capacity 559 835
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.84 0.74
Movement Capacity 467 622
Part 3 - Single Stage
Conflicting Flows 654
Potential Capacity 431
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.84 0.84
Maj. L, Min T Adj. Imp Factor. 0.87 0.87
Cap. Adj. factor due to Impeding mvmnt 0.87 0.65
Movement Capacity 377
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 377
Worksheet 8-Shared Lane Calculations
Movement 7 8 9
10 11 12
L T R L
T R
Volume (vph) 0 254
Movement Capacity (vph) 377
996
Shared Lane Capacity (vph) 996
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9
10 11 12
L T R L
T R
C sep 377 996
Volume 0 254
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 996
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9
10 11 12
Lane Config LT LR
v (vph) 234 254
C(m) (vph) 1528 996
v/c 0.15 0.26
95% queue length 0.58 1.14
Control Delay 7.8 9.8
LOS A A
Approach Delay 9.8
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2
Movement 5
p(oj) 1.00
0.85
v(il), Volume for stream 2 or 5
114
v(i2), Volume for stream 3 or 6
0
s(il), Saturation flow rate for stream 2 or 5
1700
s(i2), Saturation flow rate for stream 3 or 6
1700
P*(oj)
0.84
d(M,LT), Delay for stream 1 or 4
7.8
N, Number of major street through lanes
1
d(rank,1) Delay for stream 2 or 5
1.3
HCS: Signalized Intersections Release 3.2
Inter: Route 277 & Stickley Drive City/St:
Analyst: PHRA Proj #: 2005 Background Conditions
Date: 3/9/01 Period: AM Peak
E/W St: Route 277 N/S St: Stickley Drive
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R I L T R I L T R I L T R
No. Lanes 1 2 1 I 1 2 1 I 1 1 1 1 1 1
LGConf ig L T R I L T R I L T R I L T R
Volume Il 461 18 162 800 4 141 1 52 11 1 3
Lane Width 112.0 12.0 12.0 I12.0 12.0 12.0 I12.0 12.0 12.0 I12.0 12.0 12.0
RTOR Vol 1 0 1 0 1 20 1 0
Duration 0.25
Area
Type: All other
areas
Signal Operations
Phase Combination
1
2
3 4 I
5
EB Left
A
A
I
NB
Left
A
Thru
A
I
Thru
Right
A
i
Right
Peds
Peds
WB Left
A
A
SB
Left
A
Thru
A
Thru
Right
A
i
Right
Peds
Peds
NB Right
A
EB
Right
A
SB Right
A
I WB
Right
A
Green
10.0
50.0
5.0
Yellow
2.0
2.0
2.0
All Red
3.0
3.0
3..0
Cycle Length: 125.0 secs
e 14,
40.0
2.0
3.0
7 8
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 321
0.00
0.520
16.8
B
T 1416
3539
0.34
0.400
26.2
C
25.9
C
R 760
1583
0.03
0.480
17.1
B
Westbound
L 465
0.14
0.520
15.8
B
T 1416
3539
0.59
0.400
30.2
C
29.1
C
R 760
1583
0.01
0.480
16.9
B
Northbound
L 531
0.08
0.400
23.2
C
T 596
1863
0.00
0.320
28.9
C
21.9
C
R 697
1583
0.05
0.440
20.1
C
Southbound
L 531
0.00
0.400
22.6
C
T 596
1863
0.00
0.320
28.9
C
22.1
C
R 697
1583
0.00
0.440
19.6
B
Intersection
Delay
= 27.6
(sec/veh) Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Phone: Fax:
E-Nail:
OPERATIONAL ANALYSIS
Intersection: Route 277 & Stickley Drive
City/State:
Analyst: PHRA
Project No: 2005 Background Conditions
Time Period Analyzed: AM Peak
Date: 3/9/01
East/West Street Name: Route 277
North/South Street Name: Stickley Drive
VOLUME DATA
Eastbound
Westbound
L
T
R
I L
T
R
Volume
11
461
18
162
800
4
PHF
10.95
0.95
0.95
10.95
0.95
0.95
PK 15 Vol
11
121
5
116
211
1
Hi Ln Vol
I
I
% Grade
I
0
I
0
Ideal Sat
I1900
1900
1900
I1900
1900
1900
ParkExist
NumPark
% Heavy VehI2
2
2
12
2
2
No. Lanes
I 1
2
1
I 1
2
1
LGConfig
I L
T
R
I L
T
R
Lane Width
I12.0
12.0
12.0
I12.0
12.0
12.0
RTOR Vol
I
0
I
0
Adj Flow
11
485
19
165
842
4
Northbound Southbound
L T R I L T R
I
41 1 52
0.95 0.95 0.95
11 1 14
0
1900 1900 1900
1 1 3
0.95 0.95 0.95
1 1 1
0
1900 1900 1900
2 2 2 12 2 2
1 1 1 I 1 1 1
L T R I L T R
12.0 12.0 12.0 I12.0 12.0 12.0
20 I 0
43 1 34 1 1 3
%InSharedLnl
Prop Turns I
NumPeds I 0 I 0
NumBus IO 0 0 IO 0 0 IO
%RightsInProtPhase 0 I 0 I
Duration 0.25 Area Type: All other areas
0 I 0
0 0 I0 0 0
0 I 0
Eastbound
L
T
R
Init
Unmet
I0.0
0.0
0.0
Arriv.
Typel3
3
3
Unit
Ext.
I3.0
3.0
3.0
I Factor
1
1.000
Lost
Time
I2.0
2.0
2.0
Ext
of g
I2.0
2.0
2.0
Ped
Min g
1
3.0
Phase Combination 1 2
EB Left
A A
Thru
A
Right
A
Peds
WB Left
A A
Thru
A
Right
A
Peds
NB Right A
SE Right A
Green 10.0 50.0
Yellow 2.0 2.0
All Red 3.0 3.0
Cycle Length: 125.0 secs
_OPERATING
PARAMETERS
Westbound
Northbound
L
T
R
I L
T
R
I0.0
0.0
0.0
0.0
0.0
0.0
3
3
3
I3
3
3
3.0
3.0
3.0
I3.0
3.0
3.0
1.000
I
1.000
2.0
2.0
2.0
I2.0
2.0
2.0
2.0
2.0
2.0
I2.0
2.0
2.0
3.0
I
3.0
PHASE
DATA
3
4
1
5
NB Left A
Thru
Right
Peds
SB Left A
Thru
Right
Peds
EB Right A
WB Right A
5.0
2.0
3.0
Southbound
L T R
0.0
0.0
0.0
3
3
3
3.0
3.0
3.0
1.000
2.0
2.0
2.0
2.0
2.0
2.0
3.0
6
A
A
A
40.0
2.0
3.0
7 8
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
1 R t Left Ri ht
Appr./ Mvt Flow No. Lane F ow a e g
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
1
0.95
1
1 L
1
Thru
461
0.95
485
2 T
485
Right
18
0.95
19
1 R
0
19
Westbound
Left
62
0.95
65
1 L
65
Thru
800
0.95
842
2 T
842
Right
4
0.95
4
1 R
0
4
Northbound
Left
41
0.95
43
1 L
43
Thru
1
0.95
1
1 T
1
Right
52
0.95
34
1 R
20
34
Southbound
Left
1
0.95
1
1 L
1
Thru
1
0.95
1
1 T
1
Right
3
0.95
3
1 R
0
3
* Value entered
by
user.
SATURATION
FLOW ADJUSTMENT
WORKSHEET
Appr/ Ideal
Lane Sat
f
f
f
f
f
f
f
f
f
Group Flow
W
HV
G
P
BB
A
LU
RT
LT
Eastbound
Sec LT
Adj/LT
Sat:
0.177
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
T 1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
Westbound
Sec LT
Adj/LT
Sat:
0.362
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
T 1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
Northbound
Sec LT
Adj/LT
Sat:
0.667
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
T 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
Southbound
Sec LT
Adj/LT
Sat:
0.667
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
T 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
Adj
Sat
Flow
330
1770
3539
1583
675
1770
3539
1583
1243
1770
1863
1583
1243
1770
1863
1583
CAPACITY ANALYSIS WORKSHEET
Adj
Adj Sat
Flow
Green
--Lane Group--
Appr/
Lane
Flow Rate
Flow Rate
Ratio
Ratio
Capacity
v/c
'
Mvmt
Group
(v)
(s)
(v/s)
(g/C)
(c)
Ratio
Eastbound
Pri.
1
1770
0.00
0.104
184
0.01
'
Sec.
0
330
0.00
0.416
137
0.00
Left
L
1
0.520
321
0.00
Thru
T
485
3539
0.14
0.400
1416
0.34
'
Right
R
19
1583
0.01
0.480
760
0.03
Westbound
Pri.
65
1770
# 0.04
0.104
184
0.35
Sec.
0
675
0.00
0.416
281
0.00
0.14
Left
L
65
0.520
465
Thru
T
842
3539
# 0.24
0.400
1416
0.59
'
Right
R
4
1583
0.00
0.480
760
0.01
Northbound
Pri.
43
1770
# 0.02
0.064
113
0.38
Sec.
0
1243
0.00
0.336
418
0.00
'
Left
L
43
0.400
531
0.08
Thru
T
1
1863
0.00
0.320
596
0.00
Right
R
34
1583
0.02
0.440
697
0.05
'
Southbound
Pri.
1
1770
0.00
0.064
113
0.01
0
1243
0.00
0.336
418
0.00
'Sec.
Left
L
1
0.400
531
0.00
Thru
T
1
1863
# 0.00
0.320
596
0.00
Right
R
3
1583
0.00
0.440
697
0.00
0.30
Sum (v/s) critical
=
Lost Time/Cycle,
L = 20.00
sec Critical v/c(X)
= 0.36
1
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios
Unf
Prog
Lane
Incremental
Res
Lane Group
Approach
Lane
Del
Adj
Grp
Factor
Del
Del
Grp v/c
g/C
di
Fact
Cap
k
d2
d3
Delay
LOS
Delay LOS
Eastbound
L 0.00
0.520
16.8
1.000
321
0.11
0.0
0.0
16.8
B
T 0.34
0.400
26.1
1.000
1416
0.11
0.1
0.0
26.2
C
25.9 C
R 0.03
0.480
17.1
1.000
760
0.11
0.0
0.0
17.1
B
Westbound
L 0.14
0.520
15.6
1.000
465
0.11
0.1
0.0
15.8
B
T 0.59
0.400
29.5
1.000
1416
0.18
0.7
0.0
30.2
C
29.1 C
R 0.01
0.480
16.9
1.000
760
0.11
0.0
0.0
16.9
B
Northbound
L 0.08
0.400
23.2
1.000
531
0.11
0.1
0.0
23.2
C
T 0.00
0.320
28.9
1.000
596
0.11
0.0
0.0
28.9
C
21.9 C
R 0.05
0.440
20.0
1.000
697
0.11
0.0
0.0
20.1
C
Southbound
L 0.00
0.400
22.6
1.000
531
0.11
0.0
0.0
22.6
C
T 0.00
0.320
28.9
1.000
596
0.11
0.0
0.0
28.9
C
22.1 C
R 0.00
0.440
19.6
1.000
697
0.11
0.0
0.0
19.6
B
Intersection Delay = 27.6 (sec/veh) Intersection LOS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 125.0 sec
Actual Green Time for Lare Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=VltC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-9f)/2, n>=0
Ptho=1-Plto
Pl*=Plt [l+((N-1)g/ ((3f+(3u/Ell+4.24) )]
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-9f,0)
fm= [gf/g] + [gu/g] [1/ (1+P1 (Ell-1)) ] , (min=fmin; max=1 . 00)
flt=fm=[gf/g]+gdiff [1/(l+Plt(E12-1) )]
EB WB NB SB
65.0 65.0 50.0 50.0
52.0 52.0 42.0 42.0
50.0 50.0 40.0 40.0
1 1 1 1
2 2 1 1
1 65 43 1
0.00 0.00 0.00 0.00
842 485 1 1
5.00 5.00 5.00 5.00
0.03 2.26 1.49 0.03
15.39 8.86 0.03 0.03
1.00 1.00 1.00 1.00
0.0 0.0 0.0 0.0
0.60 0.60 0.68 0.68
24.50 12.39 5.00 5.00
27.50 39.61 37.00 37.00
12.25 6.20 2.50 2.50
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
2.98 2.10 1.32 1.32
1.00 1.00 1.00 1.00
0.08 0.08 0.10 0.10
0.00 0.00 0.00 0.00
0.18 0.36 0.67 0.67
+ [gu/g] [1/ (l+Plt (Ell-1) ), (min=fmin;max=1 . 0) or flt= [fm+0. 91 (N-1) ] /N**
flt 0.177 0.362 0.667 0.667
' For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
' left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single lane approach
or when gf>gq, see text.
I
I
J
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo((3o/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-9f)/2, n>=0
Ptho=1-Plto
Pl*=Plt[1+{(N-1)9/(gf+gu/Ell+4.24)))
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
gdiff=max(gq-9f,0)
fm=[gf/g]+[gu/g] [1/{l+Pl(Ell-1) )] , (min=fmin;max=1.00)
L1`--fm[ f/g]+gdiff[1/{1+Plt(E12-1))]
WB NB SB
L �- - g
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1. 0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>1, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
' Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
' Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 125.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
' Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
' Uniform Delay, di
EBLT WBLT NBLT SBLT
1 65 43 1
0.00 0.14 0.08 0.00
13.0 13.0 8.0 8.0
24.50 12.39 5.00 5.00
27.50 39.61 37.00 37.00
60.0 60.0 75.0 75.0
0.00 0.02 0.01 0.00
0.492 0.492 0.492 0.492
0.17 0.25 0.39 0.39
0.00 0.10 0.03 0.00
0.00 0.21 0.25 0.01
1 1 1 1
0.02 1.08 0.90 0.02
0.01 0.22 0.06 0.00
0.00 0.00 0.00 0.00
16.8 15.6 23.2 22.6
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
'
Initial
Dur.
Uniform Delay Initial
Final
Initial
Lane
Appr/ Unmet
Unmet
Queue
Unmet
Queue
Group
Lane Demand
Demand
Unadj. Adj. Param.
Demand
Delay
Delay
'
Group Q veh
t hrs.
ds dl sec u
Q veh
d3 sec
d sec
Eastbound
'
'
Westbound
INorthbound
ISouthbound
IIntersection Delay 27.6 sec/veh Intersection LOS C
1
ERROR MESSAGES
1 No errors to report.
1
r
1
r
r
i
1
1
1
1
1
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HCS: Signalized Intersections Release 3.2
Inter: Route 277 & Stickley Drive City/St:
Analyst: PHRA Proj #: 2005 Background Conditions
Date: 3/9/01 Period: PM Peak
E/W St: Route 277 N/S St: Stickley Drive
SIGNALIZED INTERSECTION SUMMARY
Eastbound
L T R
No. Lanes 1 1 2 1
LGConfig I L T R
Volume 138 858 59
Lane Width 112.0 12.0 12.0
RTOR Vol 1 0
Westbound
I Northbound
Southbound
L T R
I L T R
I L T R
1 2 1
I 1 1 1
1 1 1
L T R
L T R
L T R
183 812 42
145 1 198
I30 1 44
12.0 12.0 12.0
I12.0 12.0 12.0
I12.0 12.0 12.0
0
I 20
I 0
Duration 0.25
Area
Type: All other
areas
Signal Operations
Phase Combination
1
2
3 4 I
5
EB Left
A
A
I
NB
Left
A
Thru
A
Thru
Right
A
Right
Peds
Peds
WB Left
A
A
I SB
Left
A
Thru
A
I
Thru
Right
A
Right
Peds
Peds
NB Right
A
EB
Right
A
SB Right
A
WB
Right
A
Green
10.0
50.0
5.0
Yellow
2.0
2.0
2.0
All Red
3.0
3.0
3.0
Cycle Length: 125.0 secs
6
A
A
A
A
A
A
40.0
2.0
3.0
7 8
Appr/ Lane
Lane Group
Grp Capacity
Eastbound
L 317 0.13
T 1416 3539 0.64
R 760 1583 0.08
Westbound
L 302 0.64
T 1416 3539 0.60
R 760 1583 0.06
Northbound
L 531 0.09
T 596 1863 0.00
R 697 1583 0.27
Southbound
L 531 0.06
T 596 1863 0.00
R 697 1583 0.07
Intersection Delay = 28.4
_Intersection Performance Summary_
Adj Sat Ratios Lane Group
Flow Rate
(s) v/c g/C Delay LOS
Approach
Delay LOS
0.520
17.6
B
0.400
31.2
C
29.8
C
0.480
17.6
B
0.520
25.0
C
0.400
30.4
C
28.9
C
0.480
17.4
B
0.400
23.3
C
0.320
28.9
C
22.6
C
0.440
22.4
C
0.400
23.1
C
0.320
28.9
C
21.5
C
0.440
20.2
C
(sec/veh)
Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Phone: Fax:
E-Mail:
OPERATIONAL ANALYSIS
Intersection: Route 277 & Stickley Drive
City/State:
Analyst: PHRA
Project No: 2005 Background Conditions
Time Period Analyzed: PM Peak
Date: 3/9/01
East/West Street Name: Route 277
North/South Street Name: Stickley Drive
VOLUME DATA
Eastbound
Westbound
L
T
R
I L
T
R
Volume
138
812
42
858
59
1183
PHF
10.95
0.95
0.95
10.95
0.95
0.95
PK 15 Vol
I10
226
16
148
214
11
Hi Ln Vol
I
I
% Grade
I
0
I
0
ideal Sat
I1900
1900
1900
I1900
1900
1900
ParkExist
NumPark
o Heavy VehI2
2
2
12
2
2
No. Lanes
1
2
1
I 1
2
1
LGConfig
L
T
R
I L
T
R
Lane Width
I12.0
12.0
12.0
I12.0
12.0
12.0
RTOR Vol
I
0
I
0
Adj Flow
I40
903
62
1193
855
44
Northbound Southbound
L T R I L T R
45 1 198 I30 1 44
0.95 0.95 0.95 10.95 0.95 0.95
12 1 52 18 1 12
I
0 I 0
1900 1900 1900 11900 1900 1900
2 2 2
1 1 1
L T R
12.0 12.0 12.0
20
47 1 187
oInSharedLnl
Prop Turns
NumPeds I 0 I 0
NumBus IO 0 0 IO 0 0 IO
oRightsInProtPhase 0 I 0 I
Duration 0.25 Area Type: All other areas
2 2 2
1 1 1
L T R
12.0 12.0 12.0
0
32 1 46
0
0
0 0
I0
0 0
0
I
0
Eastbound
L
T
R
Init Unmet
I0.0
0.0
0.0
Arriv. TypeJ3
3
3
Unit Ext.
I3.0
3.0
3.0
I Factor
I
1.000
Lost Time
12.0
2.0
2.0
Ext of g
I2.0
2.0
2.0
Ped Min g
1
3.0
Phase Combination 1 2
EB Left
A A
Thru
A
Right
A
Peds
WB Le f t
A A
Thru
A
Right
A
Peds
NB Right A
SB Right A
Green 10.0 50.0
Yellow 2.0 2.0
All Red 3.0 3.0
Cycle Length: 125.0 secs
_OPERATING
PARAMETERS
Westbound
Northbound
L
T
R
I L
T
R
10.0
0.0
0.0
0.0
0.0
0.0
3
3
3
I3
3
3
3.0
3.0
3.0
I3.0
3.0
3.0
1.000
I
1.000
2.0
2.0
2.0
I2.0
2.0
2.0
2.0
2.0
2.0
I2.0
2.0
2.0
3.0
I
3.0
PHASE
DATA
3
4
1
5
NB Left A
Thru
Right
Peds
SB Left A
Thru
Right
Peds
EB Right A
WB Right A
5.0
2.0
3.0
Southbound
L T R
0.0
0.0
0.0
3
3
3
3.0
3.0
3.0
1.000
2.0
2.0
2.0
2.0
2.0
2.0
3.0
I'
40.0
2.0
3.0
7 8
�� I
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
38
0.95
40
1
L
40
Thru
858
0.95
903
2
T
903
Right
59
0.95
62
1
R
0
62
Westbound
Left
183
0.95
193
1
L
193
Thru
812
0.95
855
2
T
855
Right
42
0.95
44
1
R
0
44
Northbound
Left
45
0.95
47
1
L
47
Thru
1
0.95
1
1
T
1
Right
198
0.95
187
1
R
20
187
Southbound
Left
30
0.95
32
1
L
32
Thru
1
0.95
1
1
T
1
Right
44
0.95
46
1
R
0
46
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
Appr/
Ideal
Adj
Lane
Sat
f
f
f
f
f
f
f
f
f
Sat
Group
Flow
W
HV
G
P
BB
A
LU
RT
LT
Flow
Eastbound
Sec LT
Adj/LT
Sat:
0.172
320
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Westbound
Sec LT
Adj/LT
Sat:
0.152
284
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Northbound
Sec LT
Adj/LT
Sat:
0.667
1243
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Southbound
Sec LT
Adj/LT
Sat:
0.667
1243
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
CAPACITY
ANALYSIS
WORKSHEET
Adj
Adj Sat
Flow
Green
--Lane Group--
Appr/
Lane
Flow Rate
Flow Rate
Ratio
Ratio
Capacity
v/c
'
Mvmt
Group
(v)
(s)
(v/s)
(g/C)
(c)
Ratio
Eastbound
Pri.
40
1770
0.02
0.104
184
0.22
'
Sec.
0
320
0.00
0.416
133
0.00
Left
L
40
0.520
317
0.13
Thru
T
903
3539 #
0.26
0.400
1416
0.64
Right
R
62
1583
0.04
0.480
760
0.08
Westbound
Pri.
184
1770
0.10
0.104
184
1.00
Sec.
9
284
0.03
0.416
118
0.08
Left
L
193
0.520
302
0.64
Thru
T
855
3539
0.24
0.400
1416
0.60
'
Right
R
44
1583
0.03
0.480
760
0.06
Northbound
Pri.
47
1770 #
0.03
0.064
113
0.42
Sec.
0
1243
0.00
0.336
418
0.00
'
Left
L
47
0.400
531
0.09
Thru
T
1
1863
0.00
0.320
596
0.00
Right
R
187
1583 #
0.12
0.440
697
0.27
Southbound
Pri.
32
1770
0.02
0.064
113
0.28
Sec.
0
1243
0.00
0.336
418
0.00
Left
L
32
0.400
531
0.06
Thru
T
1
1863
0.00
0.320
596
0.00
Right
R
46
1583
0.03
0.440
697
0.07
0.40
Sum (v/s)
critical =
Lost Time/Cycle,
L = 15.00 sec
Critical
v/c(X)
= 0.45
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C d1 Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0.13
0.520
17.4
1.000
317
0.11
0.2
0.0
17.6
B
T 0.64
0.400
30.2
1.000
1416
0.22
1.0
0.0
31.2
C
29.8 C
R 0.08
0.480
17.6
1.000
760
0.11
0.0
0.0
17.6
B
Westbound
L 0.64
0.520
20.5
1.000
302
0.22
4.5
0.0
25.0
C
T 0.60
0.400
29.7
1.000
1416
0.19
0.7
0.0
30.4
C
28.9 C
R 0.06
0.480
17.4
1.000
760
0.11
0.0
0.0
17.4
B
Northbound
L 0.09
0.400
23.2
1.000
531
0.11
0.1
0.0
23.3
C
T 0.00
0.320
28.9
1.000
596
0.11
0.0
0.0
28.9
C
22.6 C
R 0.27
0.440
22.2
1.000
697
0.11
0.2
0.0
22.4
C
Southbound
L 0.06
0.400
23.0
1.000
531
0.11
0.0
0.0
23.1
C
1 000
596
0 11
0 0
0 0
28.9
C
21.5 C
T 0.00 0.320 28.9
R 0.07 0.440 20.2 1.000 697 0.11 0.0 0.0 20.2 C
Intersection Delay = 28.4 (sec/veh) Intersection LOS = C
1
LI
I
I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-gf)/2, n>=0
Ptho=1-Plto
Pl*=Plt [l+((N-1)g/ (gf+gu/Ell+4.24) )]
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+P1 t) /g or fmin=2 (1+P1) /g
gdiff=max(gq-9f,0)
fm=[gf/g]+[gu/g] [1/(l+Pl(Ell-1))], (min=fmin;max=1.00)
flt=fm= [af/g] +gdiff [l/ (1+Plt (E12 -1)) ]
EB WB NB SB
65.0 65.0 50.0 50.0
52.0 52.0 42.0 42.0
50.0 50.0 40.0 40.0
1 1 1 1
2 2 1 1
40 193 47 32
0.00 0.00 0.00 0.00
855 903 1 1
5.00 5.00 5.00 5.00
1.39 6.70 1.63 1.11
15.63 16.50 0.03 0.03
1.00 1.00 1.00 1.00
0.0 0.0 0.0 0.0
0.60 0.60 0.68 0.68
25.00 26.91 5.00 5.00
27.00 25.09 37.00 37.00
12.50 13.45 2.50 2.50
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
3.02 3.17 1.32 1.32
1.00 1.00 1.00 1.00
0.08 0.08 0.10 0.10
0.00 0.00 0.00 0.00
0.17 0.15 0.67 0.67
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 .0) or flt= [fm+0. 91 (N-1) ] /N**
fit 0.172 0.152 0.667 0.667
For special case of single -lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-9f)/2, n>=0
Ptho=1-Plto
Pl*=Plt[l+{(N-1)9/(gf+gu/Ell+4.24)))
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
gdiff=max(gq-gf,0)
fm=[gf/g]+[gu/g] [1/{l+Pl(Ell-1))], (min=fmin;max=1.00)
flt=fm=[gf/g]+gdiff [1/{1+Plt(E12-1) )]
WB NB SB
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1 .0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
1
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 125.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, d1
EBLT WBLT NBLT SBLT
40 193 47 32
0.13 0.64 0.09 0.06
13.0 13.0 8.0 8.0
25.00 26.91 5.00 5.00
27.00 25.09 37.00 37.00
60.0 60.0 75.0 75.0
0.01 0.05 0.01 0.01
0.492 0.492 0.492 0.492
0.17 0.16 0.39 0.39
0.13 0.68 0.04 0.03
0.13 0.61 0.28 0.19
1 1 1 1
0.67 3.22 0.98 0.67
0.28 1.44 0.07 0.04
0.00 0.00 0.00 0.00
17.4 20.5 23.2 23.0
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
'
Initial
Dur.
Uniform Delay Initial
Final
Initial
Lane
Appr/ Unmet
Unmet
Queue
Unmet
Queue
Group
Lane Demand
Demand
Unadj. Adj. Param.
Demand
Delay
Delay
'
Group Q veh
t hrs.
ds d1 sec u
Q veh
d3 sec
d sec
Eastbound
Westbound
I
Northbound
1 Southbound
I
Intersection Delay 28.4
sec/veh Intersection LOS C
11
i
ERROR MESSAGES
' No errors to report.
1
11
HCS: Signalized Intersections
Release 3.2
Inter:
Route 277
& Town Run Lane City/St:
Analyst:
PHRA
Proj #:
2005 Background Conditions
Date:
3/9/01
Period:
AM Peak Hour
E/W St:
Route 277
N/S St:
Town Run Lane
CT('_1\TAT.T7PT') T1\7TRPgRrTTnM
gTJMMARY
Eastbound
Westbound
Northbound
Southbound
L T R
I L T R
I L T R
I L T R
No. Lanes
1 1 0
I 1 2 0
I 0 1 0
0 1 1
LGConfig
L TR
I L TR
I LTR
LT R
Volume
I309 394 72
16 695 143
171 15 15
172 24 487
Lane Width
I12.0 12.0
112.0 12.0
I 12.0
I 12.0 12.0
RTOR Vol
1 20
1 50
I 5
100
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 I 5
EB Left A A I NB Left A
Thru A A Thru A
Right A A Right A
Peds Peds
WB Left A I SB Left
Thru A I Thru
Right A Right
Peds Peds
NB Right EB Right
SB Right A WB Right
Green 10.0 55.0 5.0
Yellow 2.0 2.0 0.0
All Red 3.0 3.0 0.0
Cycle Length: 120.0 secs
35.0
2.0
3.0
7 8
1
1
1
1
1
i
1
1
1
1
1
1
1
1
1
1
1
1
Appr/ Lane
Lane Group
Grp Capacity
_Intersection Performance Summary_
Adj Sat Ratios Lane Group
Flow Rate
(s) v/c g/C Delay LOS
Approach
Delay LOS
Eastbound
L 382
0.85
0.583
33.0
C
TR 1067
1830
0.44
0.583
14.3
B
22.0
C
Westbound
L 422
920
0.01
0.458
17.7
B
TR 1594
3477
0.52
0.458
23.4
C
23.4
C
Northbound
LTR 475
1424
0.21
0.333
29.0
C
29.0
C
Southbound
LT 399
1367
0.25
0.292
32.8
C
29.9
C
R 660
1583
0.62
0.417
29.2
C
Intersection
Delay
= 24.6
(sec/veh)
Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Phone:
E-Mail:
Intersection:
City/State:
Analyst:
Project No:
Time Period Analyzed:
Date:
East/West Street Name:
North/South Street Name
Fax:
OPERATIONAL ANALYSIS
Route 277 & Town Run Lane
PHRA
2005 Background Conditions
AM Peak Hour
3/9/01
Route 277
Town Run Lane
i
1
1
1
1
1
1
1
i
1
1
1
1
1
i
VOLUME DATA
Volume
Eastbound
L T R I
Westbound
L T R
I309 394 72 16
695
143
PHF
10.95
0.95
0.95 10.95
0.95
0.95
PK 15 Vol
181
104
19 12
183
38
Hi Ln Vol
% Grade
1
0
I
0
Ideal Sat
11900
1900
I1900
1900
ParkExist
NumPark
% Heavy Vehl2
2
2
12
2
2
No. Lanes
I 1
1
0 1
1
2
0
LGConf i.g
I L
TR
I L
TR
Lane Width
I12.0
12.0
112.0
12.0
RTOR Vol
1
20
I
50
Adj Flow
1325
470
16
830
%InSharedLn1
Prop Turns
1
0.12
I
0.12
NumPeds
(
0
I
0
NumBus
10
0
10
0
%RightsInProtPhase
0
1
0
Duration
0.25
Area
Type:
All
other z
Northbound
L T R
71 15 15
0.95 0.95 0.95
19 4 4
0
1900
2 2 2
0 1 0
LTR
12.0
5
102
0.74 0.11
0
0
0
ireas
Southbound
L T R
72 24 487
0.95 0.95 0.95
19 6 128
0
1900 1900
2 2 2
0 1 1
LT R
12.0 12.0
100
101 407
0.75
0
0 0
0
Init Unmet
Arriv. Type
Unit Ext.
I Factor
Lost Time
Ext of g
Ped Min g
Eastbound
L T R
0.0
U.0
3
3
3.0
3.0
1.000
2.0
2.0
2.0
2.0
3.0
Phase Combination 1 2
EB Left
A A
Thru
A A
Right
A A
Peds
WB Left
A
Thru
A
Right
A
Peds
NB Right
SB Right A
Green 10.0 55.0
Yellow 2.0 2.0
All Red 3.0 3.0
Cycle Length: 120.0 secs
OPERATING
PARAMETERS
Westbound
Northbound
L T
R I
L T R
I 0.0
0.0 0.0
3 3
3
3.0 3.0
I 3.0
1.000
I 1.000
2.0 2.0
2.0
2.0 2.0
2.0
3.0
I 3.0
PHASE
DATA
3 4
5
NB Le f t A
Thru A
Right A
Peds
SB Left
Thru
Right
Peds
EB Right
WB Right
5.0
0.0
0.0
35.0
2.0
3.0
Southbound
L T R
0.0 0.0
3 3
3.0 3.0
1.000
2.0 2.0
2.0 2.0
3.0
7 8
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
309
0.95
325
1
L
325
Thru
394
0.95
415
1
TR
470
Right
72
0.95
55
0
20
Westbound
Left
6
0.95
6
1
L
6
Thru
695
0.95
732
2
TR
830
Right
143
0.95
98
0
50
Northbound
Left
71
0.95
75
0
Thru
15
0.95
16
1
LTR
102
Right
15
0.95
11
0
5
Southbound
Left
72
0.95
76
0
Thru
24
0.95
25
1
LT
101
Right
487
0.95
407
1
R
100
407
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
0.12
0.12
0.74 0.11
0.75
Appr/ Ideal
Lane Sat f
f f f f f
f f
f
Group Flow W
HV G P BB A
LU RT
LT
Eastbound
Sec LT
Adj/LT Sat:
0.215
L 1900 1.000
0.980 1.000 1.000 1.000 1.00
1.00 ----
0.950
TR 1900 1.000
0.980 1.000 1.000 1.000 1.00
1.00 0.982
1.000
Adj
Sat
Flow
401
1770
1830
Westbound
Sec LT
Adj/LT
Sat:
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.494
920
TR 1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
0.982
1.000
3477
Northbound
Sec LT
Adj/LT
Sat:
LTR 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.885
0.864
1424
Southbound
Sec LT
Adj/LT
Sat:
LT 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
0.734
1367
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
' CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
1 Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
192
1770
4
0.11
0.108
192
Sec.
133
401
4
0.33
0.475
190
Left L
325
0.583
382
Thru TR
470
1830
0.26
0.583
1067
Right
Westbound
Pri.
Sec.
Left L
6
920
0.01
0.458
422
Thru TR
830
3477
0.24
0.458
1594
Right
Northbound
Pri.
Sec.
0.308
Left
Thru LTR
102
1424
#
0.07
0.333
475
Right
Southbound
Pri.
'
Sec.
Left
Thru LT
101
1367
0.07
0.292
399
Right R
407
1583
0.26
0.417
660
Sum
(v/s)
critical
= 0.51
Lost Time/Cycle, L
= 10.00 sec
Critical
v/c(X)
= 0.56
1.00
0.70
0.85
0.44
0.01
0.52
0.21
0.25
0.62
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios
Unf
Prog
Lane
Incremental
Res
Lane Group
Approach
Lane
Del
Adj
Grp
Factor
Del
Del
Grp v/c
g/C
di
Fact
Cap
k
d2
d3
Delay
LOS
Delay
LOS
Eastbound
L 0.85
0.583
16.5
1.000
382
0.38
16.5
0.0
33.0
C
TR 0.44
0.583
14.0
1.000
1067
0.11
0.3
0.0
14.3
B
22.0
C
Westbound
L 0.01
0.458
17.7
1.000
422
0.11
0.0
0.0
17.7
B
TR 0.52
0.458
23.1
1.000
1594
0.13
0.3
0.0
23.4
C
23.4
C
Northbound
LTR 0.21
0.333
28.7
1.000
475
0.11
0.2
0.0
29.0
C
29.0
C
Southbound
LT 0.25
0.292
32.5
1.000
399
0.11
0.3
0.0
32.8
C
29.9
C
R 0.62
0.417
27.5
1.000
660
0.20
1.7
0.0
29.2
C
Intersection
Delay
= 24.6
(sec/veh)
Intersection
LOS
= C
[l
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
EB
WB NB SB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
70.0
55.0
'
Effective Green Time for Lane Group, g
57.0
55.0
Opposing Effective Green Time, go
55.0
70.0
Number of Lanes in Lane Group, N
1
1
Number of Opposing Lanes, No
2
1
Adjusted Left -Turn Flow Rate, Vlt
325
6
Proportion of Left Turns in Opposing Flow, Plto
0.00
0.00
Adjusted Opposing Flow Rate, Vo
830
470
5.00
Lost Time for Lane Group, tl
5.00
Left Turns per Cycle: LTC=V1tC/3600
10.83
0.20
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
9-7)
14.56
1.00
15.67
1.00
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
0.0
0.0
Opposing Queue Ratio: qro=1-Rpo((go/C)
0.54
0.42
gq, (see Eq. 9-16 or 9-20)
20.83
0.00
gu =g-gq if gq>=gf, =g-gf if gq<gf
36.17
55.00
n=(gq-9f)/2, n>=0
10.42
0.00
Ptho=1-Plto
1.00
1.00
Pl*=Plt [l+((N-1)g/ (gf+gu/Ell+4.24) )]
1.00
1.00
1
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
2.95
1.00
2.03
1.00
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
0.07
0.07
gdiff=max(gq-9f,0)
0.00
0.00
fm= [gf/g] + [gu/g] [1/(1+P1 (Ell-1) )] , (min=fmin;max=1.00)
0.22
0.49
flt=fm= [gf/g]+gdiff [1/(1+Plt (E12-1) )]
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91
(N-1) ] /N**
fit
0.215
0.494
1
F1
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>1, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
1
APPROACH EB WB NB
SB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
35.0
i
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
0.0
4 .0
Number of Lanes in Lane Group, N
1
Number of Opposing Lanes, No
1
Adjusted Left -Turn Flow Rate, Vlt
76
Proportion of Left Turns in Lane Group, Plt
0.75
Proportion of Left Turns in Opposing Flow, Plto
0.74
102
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
5.00
Left Turns per Cycle: LTC=V1tC/3600
2.53
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
3.40
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
gf=[Gexp(- a * (LTC ** b))]-tl, gf<=g
2.5
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.67
gq, (see Eq. 9-16 or 9-20)
0.00
gu =g-gq if gq>=gf, =g-gf if gq<gf
32.52
'
n=(gq-gf)/2, n>=0
0.00
Ptho=1-Plto
0.26
Pl*=Plt[l+{(N-1)9/(gf+gu/Ell+4.24)))
0.75
1
Ell (Figure 9-7)
1.53
1.00
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
0.10
gdiff=max(gq-9f,0)
0.00
fm= [gf/g] + [gu/g] [1/ { l+Pl (Ell-1)) ] , (min=fmin;max=1 . 00)
0.00
73
flt=fm= [gf/g] +gdiff [l/ { 1+Plt (E12-1)) ]
+ [gu/g] [l/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0. 91 (N-1) ] /N**
1
flt Primary
0.734
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
I
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
325
v/c ratio from Capacity Worksheet, X
0.85
Primary phase effective green, g
13.0
Secondary phase effective green, gq
20.83
(From Supplemental Permitted LT Worksheet), gu
36.17
Cycle length, C 120.0 Red=(C-g-gq-gu), r
50.0
Arrivals: v/(3600(max(X,1.0))), qa
0.09
Primary ph. departures: s/3600, sp
0.492
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
0.18
XPerm
0.81
XProt
0.89
XCase
1
Queue at beginning of green arrow, Qa
4.51
Queue at beginning of unsaturated green, Qu
1.88
Residual queue, Qr
0.00
Uniform Delay, di
16.5
DELAY/LOS WORKSHEET WITH INITIAL
QUEUE
Appr/
Lane
Group
Initial
Dur.
Uniform Delay
Initial
Final
Initial
Lane
Unmet
Unmet
Queue
Unmet
Queue
Group
Demand
Demand
Unadj. Adj.
Param.
Demand
Delay
Delay
Q veh
t hrs.
ds dl sec
u
Q veh
d3 sec
d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 24.6 sec/veh Intersection LOS C
I
ERROR MESSAGES
I
No errors to report.
I
li
I
HCS: Signalized Intersections Release 3.2
Inter: Route 277 & Town Run Lane City/St:
Analyst: PHRA Proj 4: 2005 Background Conditions
Date: 3/9/01 Period: PM Peak Hour
E/W St: Route 277 N/S St: Town Run Lane
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R I L T R I L T R I L T R
i I I
No. Lanes
1 1 0
LGConfig
I L TR
Volume
1324 809 240
Lane Width
I12.0 12.0
RTOR Vol
I 80
1 2 0
L TR
23 819 60
12.0 12.0
20
0 1 0
LTR
212 67 33
12.0
10
Duration 0.25
Area Type: All
other
areas
Signal
Operations
Phase Combination
1
2 3 4
I
5
EB Left
A
A
NB
Left
A
Thru
A
A
Thru
A
Right
A
A
I
Right
A
Peds
Peds
WB Left
A
SB
Left
Thru
A
Thru
Right
A
Right
Peds
Peds
NB Right
EB
Right
SB Right
A
WB
Right
Green
10.0
55.0
5.0
Yellow
2.0
2.0
0.0
All Red
3.0
3.0
0.0
Cycle Length: 120.0 secs
I'
35.0
2.0
3.0
0 1 1
LT R
114 70 270
12.0 12.0
90
7 8
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 357
0.96
0.583
54.2
D
TR 1060
1817
0.96
0.583
42.9
D
45.7
D
Westbound
L 62
135
0.39
0.458
25.4
C
TR 1611
3515
0.56
0.458
24.1
C
24.2
C
Northbound
LTR 466
1398
0.68
0.333
38.6
D
38.6
D
Southbound
LT 253
869
0.77
0.292
52.0
D
37.9
D
R 660
1583
0.29
0.417
23.4
C
Intersection
Delay
= 37.3
(sec/veh) Intersection
LOS = D
HCS: Signalized
Intersections
Release
3.2
Phone:
E-Mail:
Intersection:
City/State:
Analyst:
Project No:
Time Period Analyzed:
Date:
East/West Street Name:
North/South Street Name
Fax:
OPERATIONAL ANALYSIS
Route 277 & Town Run Lane
PHRA
2005 Background Conditions
PM Peak Hour
3/9/01
Route 277
Town Run Lane
Volume
PHF
PK 15 Vol
Hi Ln Vol
% Grade
Ideal Sat
ParkExist
NumPark
Heavy Vehl
No. Lanes
LGConfig
Lane Width
RTOR Vol
Adj Flow
oInSharedLnl
Prop Turns
NumPeds
NumBus
oRightsInPrc
Duration
I
VOLUME DATA
Eastbound
L T R
Westbound
I L T R
Northbound
I L T R I
Southbound
L T R
324
809
240
123
819
60
1212
67
33 1114
70
270
0.95
0.95
0.95
10.95
0.95
0.95
10.95
0.95
0.95
10.95
0.95
0.95
85
213
63
16
216
16
156
18
9
I30
18
71
0
1
0
I
0
I
0
1900
1900
I1900
1900
I
1900
I
1900
1900
2
2
2
12
2
2
12
2
2
12
2
2
1
1
0
I 1
2
0
I 0
1
0
I 0
1
1
L
TR
I L
TR
LTR
I
LT
R
12.0
12.0
I12.0
12.0
I
12.0
I
12.0
12.0
80
I
20
I
10
I
90
341
1020
124
904
I
318
I
194
189
0.16
I
0.05
I0.70
0.08
10.62
0
I
0
I
0
I
0
0
0
IO
0
I
0
I
0
0
tPhase
0
I
0
I
0
I
0
n ?S
Area
Tv -De:
All
other
areas
Init Unmet
Arriv. Type
Unit Ext.
I Factor
Lost Time
Ext of g
Ped Min g
Eastbound
L T R
0.0 0.0
3 3
3.0 3.0
1.000
2.0 2.0
2.0 2.0
3.0
Phase Combination 1 2
EB Left
A A
Thru
A A
Right
A A
Peds
WB Left
A
Thru
A
Right
A
Peds
NB Right
SB Right A
Green 10.0 55.0
Yellow 2.0 2.0
All Red 3.0 3.0
Cycle Length: 120.0 secs
OPERATING
PARAMETERS
Westbound
Northbound
L
T
R
L T R
I 0.0
0.0
0.0
3
3
3
3.0
3.0
3.0
1.000
I 1.000
2.0
2.0
I 2.0
2.0
2.0
I 2.0
3.0
3.0
PHASE
DATA
3
4
5
NB Left A
Thru A
Right A
Peds
SB Left
Thru
Right
Peds
EB Right
WB Right
5.0
0.0
0.0
35.0
2.0
3.0
Southbound
L T R
0.0 0.0
3 3
3.0 3.0
1.000
2.0 2.0
2.0 2.0
3.0
7 8
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
324
0.95
341
1
L
341
Thru
809
0.95
852
1
TR
1020
Right
240
0.95
168
0
80
Westbound
Left
23
0.95
24
1
L
24
Thru
819
0.95
862
2
TR
904
Right
60
0.95
42
0
20
Northbound
Left
212
0.95
223
0
Thru
67
0.95
71
1
LTR
318
Right
33
0.95
24
0
10
Southbound
Left
114
0.95
120
0
Thru
70
0.95
74
1
LT
194
Right
270
0.95
189
1
R
90
189
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
0.16
0.05
0.70 0.08
Appr/ Ideal
Lane Sat f
f f f f f
f f
f
Group Flow W
HV G P BB A
LU RT
LT
Eastbound
Sec LT
Adj/LT Sat:
0.186
L 1900 1.000
0.980 1.000 1.000 1.000 1.00
1.00 ----
0.950
TR 1900 1.000
0.980 1.000 1.000 1.000 1.00
1.00 0.975
1.000
Adj
Sat
Flow
347
1770
1817
Westbound
Sec LT
Adj/LT
Sat:
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.073
135
TR 1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
0.993
1.000
3515
Northbound
Sec LT
Adj/LT
Sat:
LTR 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.890
0.843
1398
Southbound
Sec LT
Adj/LT
Sat:
LT 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
0.466
869
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
' CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
192
1770
0.11
0.108
192
Sec.
149
347
0.43
0.475
165
Left
L
341
0.583
357
Thru
TR
1020
1817
# 0.56
0.583
1060
'
Right
Westbound
Pri.
Sec.
Left
L
24
135
0.18
0.458
62
Thru
TR
904
3515
0.26
0.458
1611
'
Right
Northbound
Pri.
Sec.
0.308
Left
Thru
LTR
318
1398
4 0.23
0.333
466
Right
'
Southbound
Pri.
'
Sec.
Left
Thru
LT
194
869
0.22
0.292
253
Right
R
189
1583
0.12
0.417
660
Sum (v/s) critical = 0.79
Lost Time/Cycle, L = 10.00 sec Critical v/c(X) = 0.86
1
1.00
0.90
0.96
0.96
0.39
0.56
0.77
0.29
Appr/ Ratios
Lane
Grp v/c g/C
Unf
Del
di
LEVEL OF
Prog Lane
Adj Grp
Fact Cap
SERVICE WORKSHEET
Incremental Res
Factor Del Del
k d2 d3
Lane Group
Delay LOS
Approach
Delay LOS
Eastbound
L 0.96
0.583
18.3
1.000
357
0.47
35.9
0.0
54.2
D
TR 0.96
0.583
23.7
1.000
1060
0.47
19.2
0.0
42.9
D
45.7
D
Westbound
L 0.39
0.458
21.4
1.000
62
0.11
4.0
0.0
25.4
C
TR 0.56
0.458
23.7
1.000
1611
0.16
0.4
0.0
24.1
C
24.2
C
Northbound
LTR 0.68
0.333
34.5
1.000
466
0.25
4.1
0.0
38.6
D
38.6
D
Southbound
LT 0.77
0.292
38.8
1.000
253
0.32
13.2
0.0
52.0
D
37.9
D
R 0.29
0.417
23.2
1.000
660
0.11
0.2
0.0
23.4
C
Intersection Delay = 37.3 (sec/veh) Intersection LOS = D
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
EB
WB NB SB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
70.0
55.0
Effective Green Time for Lane Group, g
57.0
55.0
Opposing Effective Green Time, go
55.0
70.0
Number of Lanes in Lane Group, N
1
1
Number of Opposing Lanes, No
2
1
Adjusted Left -Turn Flow Rate, Vlt
341
24
Proportion of Left Turns in Opposing Flow, Plto
0.00
0.00
Adjusted Opposing Flow Rate, Vo
904
1020
5.00
Lost Time for Lane Group, tl
5.00
Left Turns per Cycle: LTC=V1tC/3600
11.37
0.80
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
15.86
34.00
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
1.00
gf=[Gexp(- a * (LTC ** b))]-tl, gf<=g
0.0
0.0
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.54
0.42
gq, (see Eq. 9-16 or 9-20)
23.35
45.38
gu =g-gq if gq>=gf, =g-gf if gq<gf
33.65
9.62
n=(gq-9f)/2, n>=0
11.68
22.69
Ptho=1-Plto
1.00
1.00
P1*=Plt[l+{(N-1)9/((3f+gu/Ell+4.24))]
1.00
1.00
'
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
3.17
1.00
3.38
1.00
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
0.07
0.07
9diff=max(gq-gf,0)
0.00
0.00
(min=fmin;max=1.00)
0.19
0.07
flt=fm=[gf/g]+gdiff [1/{l+Plt(E12-1) }]
[gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91 (N-1)
] /N**
fit
0.186
0.073
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
I
I
� I
� I
F
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB
WB NB SB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
35.0
Effective Green Time for Lane Group, g
35.0
Opposing Effective Green Time, go
40.0
Number of Lanes in Lane Group, N
1
Number of Opposing Lanes, No
1
Adjusted Left -Turn Flow Rate, Vlt
120
Proportion of Left Turns in Lane Group, Plt
0.62
Proportion of Left Turns in Opposing Flow, Plto
0.70
Adjusted Opposing Flow Rate, Vo
318
Lost Time for Lane Group, tl
5.00
Left Turns per Cycle: LTC=V1tC/3600
4.00
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
10.60
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
0.0
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.67
gq, (see Eq. 9-16 or 9-20)
9.43
gu =g-gq if gq>=gf, =g-gf if gq<gf
25.57
n=((3q-9f)/2, n>=0
4.71
Ptho=1-Plto
0.30
Pl*=Plt[l+{(N-1)(3/(gf+gu/Ell+4.24)))
0.62
Ell (Figure 9-7)
1.92
E12=(1-Ptho**n)/Plto, E12>=1.0
1.42
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
0.09
gdiff=max(gq-gf,0)
9.43
fm= [gf/g] + [gu/g] [1/ { 1+P1 (Ell-1)) ] , (min=fmin; max=1 . 00)
0.47
flt=fm= [gf/g]+gdiff [l/{l+Plt (E12-1) )]
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary 0.466
For special case
of single -lane approach opposed by multilane
approach,
see text.
* If P1>=1 for shared left -turn lanes with N>1, then assume de -facto
left -turn lane and redo calculations.
** For permitted
left -turns with multiple exclusive left -turn
lanes, flt=fm.
For special case
of multilane approach opposed by single -lane
approach
or when gf>gq, see text.
1
1
1
1
1
1
1
i
1
SUPPLEMENTAL UNIFORM DELAY
WORKSHEET
EBLT WBLT
NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
341
v/c ratio from Capacity Worksheet, X
0.96
Primary phase effective green, g
13.0
Secondary phase effective green, gq
23.35
(From Supplemental Permitted LT Worksheet), gu
33.65
Cycle length, C 120.0 Red=(C-g-gq-gu), r
50.0
Arrivals: v/(3600(max(X,1.0))), qa
0.09
Primary ph. departures: s/3600, sp
0.492
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
0.16
XPerm
0.98
XProt
0.93
XCase
1
Queue at beginning of green arrow, Qa
4.74
Queue at beginning of unsaturated green, Qu
2.21
Residual queue, Qr
0.00
Uniform Delay, di
18.3
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial
Final Initial
Lane
Appr/ Unmet Unmet Queue
Unmet Queue
Group
Lane Demand Demand Unadj. Adj. Param.
Demand Delay
Delay
Group Q veh t hrs. ds di sec u
Q veh d3 sec
d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 37.3 sec/veh Intersection LOS D
� I
No errors to report.
� I
� I
I
1
1
E
ERROR MESSAGES
I�
� Appendix G
� 2005 Build
� Scenario 1
1
1
1
1
1
f
1
1
HCS: Signalized Intersections
Release 3.2
Inter: Route
277
& Stickley Drive City/St:
Analyst: PHRA
Proj #:
2005 Build -out Alt #1A
Date: 3/9/01
Period:
AM Peak
E/W St: Route
277
N/S St:
Stickley Drive
SIGNALIZED INTERSECTION
SUMMARY
1
I
Eastbound Westbound Northbound
Southbound
L
T R I L T R I L
T R I L T R
No. Lanes I
1
2 1 1 2 1 1
1 1 1 1 1
LGConfL
T R L T R I L
T R I L T R
Voluumelg I1
488 18 171 810 4 141
1 79 I1 1 3
Lane Width I12.0
12.0 12.0 I12.0 12.0 12.0 I12.0
12.0 12.0 I12.0 12.0 12.0
0
RTOR Vol I
0 I 0 I
20 I
1
t
1
1
1
1
1
1
1
1
1
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 I 5
EB Left A A I NB Left A
Thru A I Thru
Right A I Right
Peds I Peds
WS Left A A I SB Left A
Thru A I Thru
Right A i Right
Peds Peds
NB Right A I EB Right A
SB Right A I WB Right A
Green 10.0 50.0 5.0
Yellow 2.0 2.0 2.0
All Red 3.0 3.0 3.0
Cycle Length: 125.0 secs
6
A
A
A
A
A
A
40.0
2.0
3.0
7 8
1
p
1
1
i
1
1
1
1
1
1
1
Appr/
Lane
Lane
Group
Grp
Capacity
_Intersection Performance Summary_
Adj Sat Ratios Lane Group
Flow Rate
(s) v/c g/C Delay LOS
Approach
Delay LOS
Eastbound
L 318
0.00
0.520
16.9
B
T 1416
3539
0.36
0.400
26.5
C
26.1
C
R 760
1583
0.03
0.480
17.1
B
Westbound
L 451
0.17
0.520
16.0
B
T 1416
3539
0.60
0.400
30.4
C
29.2
C
R 760
1583
0.01
0.480
16.9
B
Northbound
L 531
0.08
0.400
23.2
C
T 596
1863
0.00
0.320
28.9
C
21.7
C
R 697
1583
0.09
0.440
20.5
C
Southbound
L 531
0.00
0.400
22.6
C
T 596
1863
0.00
0.320
28.9
C
22.1
C
R 697
1583
0.00
0.440
19.6
B
Intersection
Delay
= 27.6
(sec/veh)
Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Phone:
E-Mail:
Intersection:
City/State:
Analyst:
Project No:
Time Period Analyzed:
Date:
East/West Street Name:
North/South Street Name
Fax:
OPERATIONAL ANALYSIS
Route 277 & Stickley Drive
PHRA
2005 Build -out Alt 41A
AM Peak
3/9/01
Route 277
Stickley Drive
VOLUME DATA
Eastbound
Westbound
L
T
R
I L
T
R
Volume
11
488
18
171
810
4
PHF
10.95
0.95
0.95
10.95
0.95
0.95
PK 15 Vol
11
128
5
119
213
1
Hi Ln Vol
I
I
% Grade
I
0
I
0
Ideal Sat
I1900
1900
1900
I1900
1900
1900
ParkExist
NumPark
% Heavy VehI2
2
2
12
2
2
No. Lanes
1
2
1
I 1
2
1
LGConfig
L
T
R
I L
T
R
Lane Width
I12.0
12.0
12.0
I12.0
12.0
12.0
RTOR Vol
I
0
I
0
Adj Flow
11
514
19
175
853
4
Northbound
L T R
41 1 79
0.95 0.95 0.95
11 1 21
0
1900 1900 1900
Southbound
L T R
1 1 3
0.95 0.95 0.95
1 1 1
0
1900 1900 1900
2 2 2 12 2 2
1 1 1 I 1 1 1
L T R I L T R
12.0 12.0 12.0 I12.0 12.0 12.0
20 I 0
43 1 62 Il 1 3
%InSharedLnl I
Prop Turns I I
NumPeds I 0 I 0
NumBus IO 0 0 IO 0 0 IO
%RightsInProtPhase 0 I 0 I
Duration 0.25 Area Type: All other areas
0 0
0 0 I0 0 0
0 I 0
r
Eastbound
L
T
R
Init Unmet
10.0
0.0
0.0
Arriv. TypeJ3
3
3
t
Unit Ext.
13.0
3.0
3.0
I Factor
I
1.000
Lost Time
Ext of g
I2.0
I2.0
2.0
2.0
2.0
2.0
Ped Min g
3.0
Phase Combination 1
2
EB Left
A
A
Thru
A
Right
A
Peds
WB Left
A
A
Thru
A
Right
A
1
Peds
NB Right
A
SB Right
A
'
Green
10.0
50.0
Yellow
2.0
2.0
All Red
3.0
3.0
'
Cycle Length:
125.0
secs
OPERATING PARAMETERS
Westbound Northbound
L T R I L T R
0.0
0.0
0.0
3
3
3
3.0
3.0
3.0
1.000
2.0
2.0
2.0
2.0
2.0
2.0
3.0
PHASE
DATA
3
3
3
3.0
3.0
3.0
1.000
2.0
2.0
2.0
2.0
2.0
2.0
3.0
3 4 5
NB Left A
Thru
Right
Peds
SB Left A
Thru
Right
Peds
EB Right A
WB Right A
Southbound
L T R
3
3
3
3.0
3.0
3.0
1.000
2.0
2.0
2.0
2.0
2.0
2.0
3.0
5.0 40.0
2.0 2.0
3.0 3.0
7 8
1
i
1
1
1
1
1
1
1
i
1
1
1
i
1
1
1
1
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
1
0.95
1
1
L
1
Thru
488
0.95
514
2
T
514
Right
18
0.95
19
1
R
0
19
Westbound
Left
71
0.95
75
1
L
75
Thru
810
0.95
853
2
T
853
Right
4
0.95
4
1
R
0
4
Northbound
Left
41
0.95
43
1
L
43
Thru
1
0.95
1
1
T
1
Right
79
0.95
62
1
R
20
62
Southbound
Left
1
0.95
1
1
L
1
Thru
1
0.95
1
1
T
1
Right
3
0.95
3
1
R
0
3
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
Appr/
Ideal
Lane
Sat
f
f
f
f
f
f
f
f
f
Group
Flow
W
HV
G
P
BB
A
LU
RT
LT
Eastbound
Sec LT
Adj/LT
Sat:
0.173
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
Westbound
Sec LT
Adj/LT
Sat:
0.344
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
Northbound
Sec LT
Adj/LT
Sat:
0.667
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
R
1900
1.000
0.980-
1.000
1.000
1.000
1.00
1.00
0.850
----
Southbound
Sec LT
Adj/LT
Sat:
0.667
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
Adj
Sat
Flow
322
1770
3539
1583
641
1770
3539
1583
1243
1770
1863
1583
1243
1770
1863
1583
I
CAPACITY ANALYSIS
WORKSHEET
Adj
Adj Sat
Flow
Green
--Lane Group--
Appr/
Lane
Flow Rate
Flow Rate
Ratio
Ratio
Capacity
v/c
'
Mvmt
Group
(v)
(s)
(v/s)
(g/C)
(c)
Ratio
Eastbound
Pri.
1
1770
0.00
0.104
184
0.01
Sec.
0
322
0.00
0.416
134
0.00
Left
L
1
0.520
318
0.00
Thru
T
514
3539
0.15
0.400
1416
0.36
Right
R
19
1583
0.01
0.480
760
0.03
Westbound
Pri.
75
1770 4
0.04
0.104
184
0.41
'
Sec.
0
641
0.00
0.416
267
0.00
Left
L
75
0.520
451
0.17
Thru
T
853
3539 #
0.24
0.400
1416
0.60
Right
R
4
1583
0.00
0.480
760
0.01
Northbound
Pri.
43
1770 4
0.02
0.064
113
0.38
Sec.
0
1243
0.00
0.336
418
0.00
Left
L
43
0.400
531
0.08
Thru
T
1
1863 4
0.00
0.320
596
0.00
Right
R
62
1583
0.04
0.440
697
0.09
Southbound
Pri.
1
1770
0.00
0.064
113
0.01
Sec.
0
1243
0.00
0.336
418
0.00
Left
L
1
0.400
531
0.00
Thru
T
1
1863
0.00
0.320
596
0.00
Right
R
3
1583
0.00
0.440
697
0.00
1
0.31
Sum (v/s)
critical =
Lost Time/Cycle,
L = 20.00
sec Critical
v/c(X)
= 0.37
.r
I LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0.00
0.520
16.9
1.000
318
0.11
0.0
0.0
16.9 B
1
T 0.36
0.400
26.3
1.000
1416
0.11
0.2
0.0
26.5 C
R 0.03
0.480
17.1
1.000
760
0.11
0.0
0.0
17.1 B
Westbound
L 0.17
0.520
15.8
1.000
451
0.11
0.2
0.0
16.0 B
T 0.60
0.400
29.6
1.000
1416
0.19
0.7
0.0
30.4 C
R 0.01
0.480
16.9
1.000
760
0.11
0.0
0.0
16.9 B
'
Northbound
L 0.08
0.400
23.2
1.000
531
0.11
0.1
0.0
23.2 C
T 0.00
0.320
28.9
1.000
596
0.11
0.0
0.0
28.9 C
'
R 0.09
0.440
20.4
1.000
697
0.11
0.1
0.0
20.5 C
Southbound
L 0.00
0.400
22.6
1.000
531
0.11
0.0
0.0
22.6 C
T 0.00
0.320
28.9
1.000
596
0.11
0.0
0.0
28.9 C
R 0.00
0.440
19.6
1.000
697
0.11
0.0
0.0
19.6 B
26.1 C
29.2 C
21.7 C
22.1 C
1 Intersection Delay = 27.6 (sec/veh) Intersection LOS = C
J
I
L�
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp(- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-9f)/2, n>=0
Ptho=1-Plto
P1*=Plt[l+{(N-1)g/(gf+gu/Ell+4.24)}]
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-9f,0)
fm= [gf /g] + [gu/g] [ 1/ { l+Pl (Ell - 1) } ] , (min=fmin; max=1 . 00 )
It=fm= [gf/g]+gdiff (1/{l+Plt (E12-1) }]
EB WB NB SB
65.0 65.0 50.0 50.0
52.0 52.0 42.0 42.0
50.0 50.0 40.0 40.0
1 1 1 1
2 2 1 1
1 75 43 1
0.00 0.00 0.00 0.00
853 514 1 1
5.00 5.00 5.00 5.00
0.03 2.60 1.49 0.03
15.59 9.39 0.03 0.03
1.00 1.00 1.00 1.00
0.0 0.0 0.0 0.0
0.60 0.60 0.68 0.68
24.92 13.27 5.00 5.00
27.08 38.73 37.00 37.00
12.46 6.63 2.50 2.50
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
3.02 2.16 1.32 1.32
1.00 1.00 1.00 1.00
0.08 0.08 0.10 0.10
0.00 0.00 0.00 0.00
0.17 0.34 0.67 0.67
+ [gu/g] [l/ (1+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0. 91 (N-1) ] /N**
fit 0.173 0.344 0.667 0.667
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
ISUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 125.0 sec
' Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
' Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
' Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
' Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp(- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-gf)/2, n>=0
Ptho=1-Plto
Pl*=Plt [l+{ (N-1)g/ (gf+(3u/Ell+4.24)) )
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-gf,0)
fm= [gf/g] + [gu/g] [1/ { l+Pl (Ell-1)) ] , (min=fmin; max=1 . 00)
flt=fm=[gf/g]+gdiff [l/{l+Plt(E12-1) )]
+ [gu/g] [l/ (1+Plt (Ell-1) ] , (min=fmin;max=1 .0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary
'
For special case
of single -lane approach opposed by multilane
approach,
see text.
* If Pl>=1 for shared
left -turn lanes with N>l, then assume de -facto
!
left -turn lane
and redo calculations.
** For permitted
left -turns with multiple exclusive left -turn
lanes, flt=fm.
For special case
of multilane approach opposed by single -lane
approach
'
or when gf>gq, see text.
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 125.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, di
EBLT WBLT NBLT SBLT
1 75 43 1
0.00 0.17 0.08 0.00
13.0 13.0 8.0 8.0
24.92 13.27 5.00 5.00
27.08 38.73 37.00 37.00
60.0 60.0 75.0 75.0
0.00 0.02 0.01 0.00
0.492 0.492 0.492 0.492
0.17 0.24 0.39 0.39
0.00 0.12 0.03 0.00
0.00 0.24 0.25 0.01
1 1 1 1
0.02 1.25 0.90 0.02
0.01 0.28 0.06 0.00
0.00 0.00 0.00 0.00
16.9 15.8 23.2 22.6
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
'
Initial
Dur. Uniform Delay
Initial
Final
Initial
Lane
Appr/ Unmet
Unmet
Queue
Unmet
Queue
Group
Lane Demand
Demand Unadj. Adj.
Param.
Demand
Delay
Delay
Group Q veh
t hrs. ds d1 sec
u
Q veh
d3 sec
d sec
Eastbound
Westbound
Northbound
ISouthbound
I
I
Intersection Delay 27.6
sec/veh Intersection LOS C
ERROR MESSAGES
No errors to report.
r
HCS: Signalized Intersections Release 3.2
Inter: Route 277 & Stickley Drive City/St:
Analyst: PHRA Proj #: 2005 Build -out Alt 41B
Date: 3/9/01 Period: AM Peak
E/W St: Route 277 N/S St: Stickley Drive
SIGNALIZED INTERSECTION SUMMARY
Eastbound I
L T R
No. Lanes 1 2 1
LGConfig I L T R
Volume 1311 375 110
Lane Width I12.0 12.0 12.0
RTOR Vol I 100
Westbound
Northbound
Southbound
L T R
I L T R
L T R
1 2 1
I 1 1 1
I 1 1 1
L T R
I L T R
I L T R
87 655 143
I170 40 122
171 32 490
12.0 12.0 12.0
I12.0 12.0 12.0
I12.0 12.0 12.0
30
I 80
I 100
Duration 0.25
Area
Type: All other
areas
Signal Operations
Phase Combination
1
2
3 4
I
5
EB Left
A
A
I NB
Left
A
Thru
A
Thru
Right
A
i
Right
Peds
Peds
WB Left
A
A
SB
Left
A
Thru
A
Thru
Right
A
Right
Peds
Peds
NB Right
A
I EB
Right
A
SB Right
A
I WB
Right
A
Green
20.0
45.0
5.0
Yellow
2.0
2.0
2.0
All Red
3.0
3.0
3.0
Cycle Length: 125.0 secs
35.0
2.0
3.0
7 8
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 482
0.68
0.560
21.6
C
T 1274
3539
0.31
0.360
29.0
C
25.6
C
R 697
1583
0.02
0.440
19.7
B
Westbound
L 609
0.15
0.560
13.4
B
T 1274
3539
0.54
0.360
32.3
C
28.9
C
R 697
1583
0.17
0.440
21.3
C
Northbound
L 463
0.39
0.360
29.9
C
T 522
1863
0.08
0.280
33.2
C
28.4
C
R 760
1583
0.06
0.480
17.4
B
Southbound
L 461
0.16
0.360
27.0
C
T 522
1863
0.07
0.280
33.1
C
24.7
C
R 760
1583
0.54
0.480
23.6
C
Intersection
Delay
= 26.9
(sec/veh) Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Phone:
E-Mail:
Intersection:
City/State:
Analyst:
Project No:
Time Period Analyzed:
Date:
East/West Street Name:
North/South Street Name
Fax:
OPERATIONAL ANALYSIS
Route 277 & Stickley Drive
PHRA
2005 Build -out Alt #1B
AM Peak
3/9/01
Route 277
Stickley Drive
VOLUME DATA
Eastbound Westbound
L T R I L T R
Volume
187 655 143
1311
375 110
PHF
10.95
0.95 0.95
10.95 0.95 0.95
PK 15 Vol
182
99 29
123 172 38
Hi Ln Vol
% Grade
I
0
1 0
Ideal Sat I1900 1900 1900 11900 1900 1900
ParkExist
NumPark
% Heavy VehJ2 2 2
No. Lanes I 1 2 1
LGConfig I L T R
Lane Width I12.0 12.0 12.0
RTOR Vol I 100
Adj Flow 1327 395 11
%InSharedLnl
Prop Turns
2 2 2
1 2 1
L T R
12.0 12.0 12.0
30
92 689 119
Northbound
L T R
0.95 0.95 0.95
45 11 32
0
1900 1900 1900
2 2 2
1 1 1
L T R
12.0 12.0 12.0
80
179 42 44
NumPeds I 0 1 0 1
NumBus 10 0 0 10 0 0 10
%RightsInProtPhase 0 1 0 1
Duration 0.25 Area Type: All other areas
0
0 0
0
Southbound
L T R
71 32 490
0.95 0.95 0.95
19 8 129
0
1900 1900 1900
2 2 2
1 1 1
L T R
12.0 12.0 12.0
100
75 34 411
0
0 0 0
0
Init Unmet
Arriv. Type
Unit Ext.
I Factor
Lost Time
Ext of g
Ped Min g
OPERATING PARAMETERS
Eastbound
L T R
Westbound
I L T R
Northbound
I L T R
Southbound
I L T R
0.0
0.0
0.0
I0.0
0.0
0.0
I0.0
0.0
0.0
I0.0
0.0
0.0
3
3
3
13
3
3
13
3
3
13
3
3
3.0
3.0
3.0
13.0
3.0
3.0
I3.0
3.0
3.0
13.0
3.0
3.0
1.000
1
1.000
I
1.000
I
1.000
2.0
2.0
2.0
12.0
2.0
2.0
I2.0
2.0
2.0
I2.0
2.0
2.0
2.0
2.0
2.0
I2.0
2.0
2.0
I2.0
2.0
2.0
I2.0
2.0
2.0
3.0
I
3.0
I
3.0
1
3.0
Phase Combination 1 2
EB Left
A A
Thru
A
Right
A
Peds
WB Left
A A
Thru
A
Right
A
Peds
NB Right A
SB Right A
Green 20.0 45.0
Yellow 2.0 2.0
All Red 3.0 3.0
Cycle Length: 125.0 secs
PHASE DATA
3 4 1
5 6 7 8
NB Left A A
Thru A
Right A
Peds
SB Left A A
Thru A
Right A
Peds
EB Right A
WB Right A
5.0 35.0
2.0 2.0
3.0 3.0
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
311
0.95
327
1 L
327
Thru
375
0.95
395
2 T
395
Right
110
0.95
11
1 R
100
11
Westbound
Left
87
0.95
92
1 L
92
Thru
655
0.95
689
2 T
689
Right
143
0.95
119
1 R
30
119
Northbound
Left
170
0.95
179
1 L
179
Thru
40
0.95
42
1 T
42
Right
122
0.95
44
1 R
80
44
Southbound
Left
71
0.95
75
1 L
75
Thru
32
0.95
34
1 T
34
Right
490
0.95
411
1 R
100
411
* Value entered
by user.
SATURATION
FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal
Adj
Lane Sat
f
f
f
f
f
f
f
f
f
Sat
Group Flow
W
HV
G
P
BB
A
LU
RT
LT
Flow
Eastbound
Sec LT
Adj/LT
Sat:
0.222
414
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T 1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Westbound
Sec LT
Adj/LT
Sat:
0.404
752
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T 1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Northbound
Sec LT
Adj/LT
Sat:
0.636
1184
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Southbound
Sec LT
Adj/LT
Sat:
0.631
1176
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Appr/ Lane
Mvmt Group
Eastbound
Pri.
Sec.
Left L
Thru T
Right R
Westbound
Pri.
Sec.
Left L
Thru T
Right R
Northbound
Pri.
Sec.
Left L
Thru T
Right R
Southbound
Pri.
Sec.
Left L
Thru T
Right R
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group --
Flow Rate Flow Rate Ratio Ratio Capacity v/c
(v) (s) (v/s) (g/C) (c) Ratio
326
1
327
395
11
92
0
92
689
119
113
66
179
42
44
75
0
75
34
411
Lost Time/Cycle, L = 15.00 sec
1770
0.18
0.184
414
0.00
0.376
0.560
3539
0.11
0.360
1583
0.01
0.440
1770
0.05
0.184
752
0.00
0.376
0.560
3539
#
0.19
0.360
1583
0.08
0.440
1770
#
0.06
0.064
1184
0.06
0.296
0.360
1863
0.02
0.280
1583
0.03
0.480
1770
0.04
0.064
1176
0.00
0.296
0.360
1863
0.02
0.280
1583
#
0.26
0.480
Sum
(v/s)
critical
= 0.52
Critical
v/c(X)
= 0.59
326
156
482
1274
697
326
283
609
1274
697
113
350
463
522
760
113
348
461
522
760
1.00
0.01
0.68
0.31
0.02
0.28
0.00
0.15
0.54
0.17
1.00
0.19
0.39
0.08
0.06
0.66
0.00
0.16
0.07
0.54
1
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0.68
0.560
17.8
1.000
482
0.25
3.8
0.0
21.6
C
T 0.31
0.360
28.8
1.000
1274
0.11
0.1
0.0
29.0
C
25.6 C
R 0.02
0.440
19.7
1.000
697
0.11
0.0
0.0
19.7
B
Westbound
L 0.15
0.560
13.2
1.000
609
0.11
0.1
0.0
13.4
B
T 0.54
0.360
31.8
1.000
1274
0.14
0.5
0.0
32.3
C
28.9 C
R 0.17
0.440
21.2
1.000
697
0.11
0.1
0.0
21.3
C
Northbound
L 0.39
0.360
29.4
1.000
463
0.11
0.5
0.0
29.9
C
T 0.08
0.280
33.1
1.000
522
0.11
0.1
0.0
33.2
C
28.4 C
R 0.06
0.480
17.4
1.000
760
0.11
0.0
0.0
17.4
B
Southbound
L 0.16
0.360
26.8
1.000
461
0.11
0.2
0.0
27.0
C
T 0.07
0.280
33.0
1.000
522
0.11
0.1
0.0
33.1
C
24.7 C
R 0.54
0.480
22.8
1.000
760
0.14
0.8
0.0
23.6
C
Intersection Delay = 26.9 (sec/veh) Intersection LOS = C
1
1
I
t
1
F1
L
1
I
I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-9f)/2, n>=0
Ptho=1-Plto
P1*=Plt[1+{(N-1)9/(gf+gu/Ell+4.24))]
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-9f,0)
fm=[gf/g]+[gu/g] [1/{l+P1(Ell-1))], (min=fmin;max=1.00)
Fit-fm=[gf/g]+gdiff [l/{l+Plt(E12-1) )]
EB WB NB SB
70.0 70.0 45.0 45.0
47.0 47.0 37.0 37.0
45.0 45.0 35.0 35.0
1 1 1 1
2 2 1 1
327 92 179 75
0.00 0.00 0.00 0.00
689 395 34 42
5.00 5.00 5.00 5.00
11.35 3.19 6.22 2.60
12.59 7.22 1.18 1.46
1.00 1.00 1.00 1.00
0.0 0.0 0.0 0.0
0.64 0.64 0.72 0.72
20.18 10.45 5.00 5.00
26.82 36.55 32.00 32.00
10.09 5.22 2.50 2.50
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
2.57 1.93 1.36 1.37
1.00 1.00 1.00 1.00
0.09 0.09 0.11 0.11
0.00 0.00 0.00 0.00
0.22 0.40 0.64 0.63
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0. 91 (N-1) ] /N**
fit 0.222 0.404 0.636 0.631
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
11
i
1
F
1
I
LJ
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-gf)/2, n>=0
Ptho=1-Plto
P1*=Plt[l+((N-1)9/((gf+gu/Ell+4.24)))
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-9f,0)
fm=[gf/g]+[gu/g] [l/(l+Pl(Ell-1))], (min=fmin;max=1.00)
flt=fm= [gf/g] +gdiff [1/ (1+Plt (E12-1)) ]
WB NB SB
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 .0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>1, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 125.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, di
EBLT WBLT NBLT SBLT
327 92 179 75
0.68 0.15 0.39 0.16
23.0 23.0 8.0 8.0
20.18 10.45 5.00 5.00
26.82 36.55 32.00 32.00
55.0 55.0 80.0 80.0
0.09 0.03 0.05 0.02
0.492 0.492 0.492 0.492
0.20 0.27 0.38 0.38
0.79 0.12 0.15 0.06
0.63 0.18 1.11 0.47
1 1 2 1
5.00 1.41 3.98 1.67
1.83 0.27 1.58 0.10
0.00 0.00 0.00 0.00
17.8 13.2 29.4 26.8
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay
Group Q veh t hrs. ds di sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 26.9 sec/veh Intersection LOS C
ERROR MESSAGES
No errors to report.
i
1
t
t
1
1
1
1
i
i
1
HCS: Signalized Intersections Release 3.2
Inter: Route 277 & Stickley Drive City/St:
Analyst: PHRA Proj #: 2005 Build -out Alt #1A
Date: 3/9/01 Period: PM Peak
E/W St: Route 277 N/S St: Stickley Drive
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R I L T R I L T R I L T R
No. Lanes 1 1 2 1
LGConfig I L T R
Volume 138 876 59
Lane Width I12.0 12.0 12.0
RTOR Vol I 20
1 2 1
L T R
214 843 42
12.0 12.0 12.0
11
1 1 1
L T R
45 1 215
12.0 12.0 12.0
80
Duration 0.25
Area Type: All
other
areas
Signal
Operations
Phase Combination
1
2 3
4 I
5
EB Left
A
A
I NB
Left
A
Thru
A
I
Thru
Right
A
I
Right
Peds
I
Peds
WB Left
A
A
I SB
Left
A
Thru
A
I
Thru
Right
A
I
Right
Peds
I
Peds
NB Right
A
I EB
Right
A
SB Right
A
I WB
Right
A
Green
10.0
50.0
5.0
Yellow
2.0
2.0
2.0
All Red
3.0
3.0
3.0
Cycle Length: 125.0 secs
40.0
2.0
3.0
1 1 1
L T R
30 1 44
12.0 12.0 12.0
11
7 8
Appr/ Lane
Lane Group
Grp Capacity
_Intersection Performance Summary_
Adj Sat Ratios Lane Group
Flow Rate
(s) v/c g/C Delay LOS
Eastbound
L 307
0.13
T 1416
3539
0.65
R 760
1583
0.05
Westbound
L 296
0.76
T 1416
3539
0.63
R 760
1583
0.04
Northbound
L 531
0.09
T 596
1863
0.00
R 697
1583
0.20
Southbound
L 531
0.06
T 596
1863
0.00
R 697
1583
0.05
Intersection
Delay
= 29.7
Approach
Delay LOS
0.520
17.9
B
0.400
31.5
C
30.4
C
0.480
17.4
B
0.520
32.5
C
0.400
30.9
C
30.8
C
0.480
17.3
B
0.400
23.3
C
0.320
28.9
C
22.1
C
0.440
21.7
C
0.400
23.1
C
0.320
28.9
C
21.6
C
0.440
20.1
C
(sec/veh)
Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Phone: Fax:
E-Mail:
OPERATIONAL ANALYSIS
intersection: Route 277 & Stickley Drive
City/State:
Analyst: PHRA
Project No: 2005 Build -out Alt 41A
Time Period Analyzed: PM Peak
Date: 3/9/01
East/West Street Name: Route 277
North/South Street Name: Stickley Drive
Eastbound
L T R
VOLUME DATA
Westbound
L T R
Volume
138
876
5y
1214
t543
qz
PHF
10.95
0.95
0.95
10.95
0.95
0.95
PK 15 Vol
I10
231
16
156
222
11
Hi Ln Vol
I
I
% Grade
I
0
I
0
Ideal Sat
I1900
1900
1900
I1900
1900
1900
ParkExist
NumPark
% Heavy VehI2
2
2
12
2
2
No. Lanes
1
2
1
I 1
2
1
LGConfig
L
T
R
I L
T
R
Lane Width
I12.0
12.0
12.0
I12.0
12.0
12.0
RTOR Vol
I
20
I
11
Adj Flow
I40
922
41
1225
887
33
%InSharedLnl
Prop Turns
Northbound
L T R
45 1 215
0.95 0.95 0.95
12 1 57
0
1900 1900 1900
2 2 2
1 1 1
L T R
12.0 12.0 12.0
80
47 1 142
NumPeds I 0 I 0 1
NumBus IO 0 0 IO 0 0 IO
%RightsInProtPhase 0 I 0 I
Duration 0.25 Area Type: All other areas
0
0 0
0
Southbound
L T R
0.95 0.95 0.95
8 1 12
0
1900 1900 1900
2 2 2
1 1 1
L T R
12.0 12.0 12.0
11
32 1 35
0
0 0 0
0
Eastbound
L T R
Init Unmet
10.0
0.0
O.0
Arriv. Typel3
3
3
Unit Ext.
I3.0
3.0
3.0
I Factor
I
1.000
Lost Time
I2.0
2.0
2.0
Ext of g
I2.0
2.0
2.0
Ped Min g
1
3.0
Phase Combination 1 2
EB Left
A A
Thru
A
Right
A
Peds
WB Left
A A
Thru
A
Right
A
Peds
NB Right A
SB Right A
Green 10.0 50.0
Yellow 2.0 2.0
All Red 3.0 3.0
Cycle Length: 125.0 secs
_OPERATING
PARAMETERS
Westbound
Northbound
L
T
R
I L
T
R
0.0
0.0
0.0
I0.0
0.0
0.0
3
3
3
13
3
3
3.0
3.0
3.0
I3.0
3.0
3.0
1.000
I
1.000
2.0
2.0
2.0
I2.0
2.0
2.0
2.0
2.0
2.0
I2.0
2.0
2.0
3.0
I
3.0
PHASE
DATA
3
4
1
5
NB Left A
Thru
Right
Peds
SB Left A
Thru
Right
Peds
EB Right A
WB Right A
5.0
2.0
3.0
40.0
2.0
3.0
Southbound
L T R
0.0 0.0 0.0
3 3 3
3.0 3.0 3.0
1.000
2.0 2.0 2.0
2.0 2.0 2.0
3.0
7 8
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
38
0.95
40
1
L
40
Thru
876
0.95
922
2
T
922
Right
59
0.95
41
1
R
20
41
Westbound
Left
214
0.95
225
1
L
225
Thru
843
0.95
887
2
T
887
Right
42
0.95
33
1
R
11
33
Northbound
Left
45
0.95
47
1
L
47
Thru
1
0.95
1
1
T
1
Right
215
0.95
142
1
R
80
142
Southbound
Left
30
0.95
32
1
L
32
Thru
1
0.95
1
1
T
1
Right
44
0.95
35
1
R
11
35
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
Appr/
Ideal
Adj
Lane
Sat
f
f
f
f
f
f
f
f
f
Sat
Group
Flow
W
HV
G
P
BB
A
LU
RT
LT
Flow
Eastbound
Sec LT
Adj/LT
Sat:
0.159
296
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Westbound
Sec LT
Adj/LT
Sat:
0.145
270
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Northbound
Sec LT
Adj/LT
Sat:
0.667
1243
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Southbound
Sec LT
Adj/LT
Sat:
0.667
1243
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Appr/
Lane
Mvmt
Group
Eastbound
Pri.
Sec.
Left
L
Thru
T
Right
R
Westbound
Pri.
Sec.
Left
L
Thru
T
Right
R
Northbound
Pri.
Sec.
Left
L
Thru
T
Right
R
Southbound
Pri.
Sec.
Left
L
Thru
T
Right
R
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group --
Flow Rate Flow Rate Ratio Ratio Capacity v/c
(v) (s) (v/s) (g/C) (c) Ratio
40
0
40
922
41
184
41
225
887
33
47
0
47
1
142
32
0
32
1
35
Lost Time/Cycle, L = 20.00 sec
1770
0.02
0.104
296
0.00
0.416
0.520
3539
#
0.26
0.400
1583
0.03
0.480
1770
#
0.10
0.104
270
0.15
0.416
0.520
3539
0.25
0.400
1583
0.02
0.480
1770
#
0.03
0.064
1243
0.00
0.336
0.400
1863
#
0.00
0.320
1583
0.09
0.440
1770
0.02
0.064
1243
0.00
0.336
0.400
1863
0.00
0.320
1583
0.02
0.440
Sum
(v/s)
critical
= 0.39
Critical
v/c(X)
= 0.47
184
123
307
1416
760
184
112
296
1416
760
113
418
531
596
697
113
418
531
596
697
0.22
0.00
0.13
0.65
0.05
1.00
0.37
0.76
0.63
0.04
0.42
0.00
0.09
0.00
0.20
0.28
0.00
0.06
0.00
0.05
I
' LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
' Grp v/c g/C di Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0.13
0.520
17.7
1.000
307
0.11
0.2
0.0
17.9
B
'
T 0.65
0.400
30.4
1.000
1416
0.23
1.1
0.0
31.5
C
30.4 C
R 0.05
0.480
17.3
1.000
760
0.11
0.0
0.0
17.4
B
'
Westbound
L 0.76
0.520
21.5
1.000
296
0.31
10.9
0.0
32.5
C
T 0.63
0.400
30.0
1.000
1416
0.21
0.9
0.0
30.9
C
30.8 C
R 0.04
0.480
17.3
1.000
760
0.11
0.0
0.0
17.3
B
'
Northbound
L 0.09
0.400
23.2
1.000
531
0.11
0.1
0.0
23.3
C
T 0.00
0.320
28.9
1.000
596
0.11
0.0
0.0
28.9
C
22.1 C
R 0.20
0.440
21.5
1.000
697
0.11
0.1
0.0
21.7
C
Southbound
L 0.06
0.400
23.0
1.000
531
0.11
0.0
0.0
23.1
C
T 0.00
0.320
28.9
1.000
596
0.11
0.0
0.0
28.9
C
21.6 C
'
R 0.05
0.440
20.0
1.000
697
0.11
0.0
0.0
20.1
C
Intersection Delay = 29.7 (sec/veh) Intersection LOS = C
i
r
r
r
r
r
r
r
ILI
I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-gf)/2, n>=0
Ptho=1-Plto
Pl*=Plt [l+{ (N-1) g/ (gf+gu/Ell+4 .24)) ]
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+P1 t) /g or fmin=2 (1+P1) /g
gdiff=max(gq-gf,0)
fm=[gf/g]+[gu/g] [1/{l+Pl(Ell-1))], (min=fmin;max=1.00)
flt=fm=[gf/g]+gdiff [l/{l+Plt(E12-1) )]
EB WB NB SB
65.0 65.0 50.0 50.0
52.0 52.0 42.0 42.0
50.0 50.0 40.0 40.0
1 1 1 1
2 2 1 1
40 225 47 32
0.00 0.00 0.00 0.00
887 922 1 1
5.00 5.00 5.00 5.00
1.39 7.81 1.63 1.11
16.21 16.85 0.03 0.03
1.00 1.00 1.00 1.00
0.0 0.0 0.0 0.0
0.60 0.60 0.68 0.68
26.26 27.68 5.00 5.00
25.74 24.32 37.00 37.00
13.13 13.84 2.50 2.50
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
3.12 3.23 1.32 1.32
1.00 1.00 1.00 1.00
0.08 0.08 0.10 0.10
0.00 0.00 0.00 0.00
0.16 0.14 0.67 0.67
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91 (N-1) ] /N**
fit 0.159 0.145 0.667 0.667
For special case of single -lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
1�
1
I�
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-gf)/2, n>=0
Ptho=1-Plto
P1*=Plt[l+{(N-1)9/(gf+gu/Ell+4.24)))
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
gdiff=max(gq-gf,0)
fm=[gf/g]+[gu/g] [1/{l+Pl(Ell-1))], (min=fmin;max=1.00)
flt=fm=[gf/g]+gdiff [1/{l+Plt(E12-1) )]
WB NB SB
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 .0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 125.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, di
EBLT WBLT NBLT SBLT
40 225 47 32
0.13 0.76 0.09 0.06
13.0 13.0 8.0 8.0
26.26 27.68 5.00 5.00
25.74 24.32 37.00 37.00
60.0 60.0 75.0 75.0
0.01 0.06 0.01 0.01
0.492 0.492 0.492 0.492
0.17 0.16 0.39 0.39
0.14 0.83 0.04 0.03
0.13 0.71 0.28 0.19
1 1 1 1
0.67 3.75 0.98 0.67
0.29 1.73 0.07 0.04
0.00 0.00 0.00 0.00
17.7 21.5 23.2 23.0
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial
Dur.
Uniform Delay
Initial
Final
Initial
Lane
Appr/ Unmet
Unmet
Queue
Unmet
Queue
Group
Lane Demand
Demand
Unadj. Adj.
Param.
Demand
Delay
Delay
Group Q veh
t hrs.
ds dl sec
u
Q veh
d3 sec
d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 29.7 sec/veh Intersection LOS C
No errors to report.
I
I
ERROR MESSAGES
HCS: Signalized Intersections Release
3.2
Inter: Route 277
& Stickley Drive
City/St:
Analyst: PHRA
Proj #: 2005 Build -out Alt #1B
Date: 3/9/01
Period: PM Peak
E/W St: Route 277
N/S St: Stickley
Drive
SIGNALIZED
INTERSECTION SUMMARY
Eastbound
Westbound
Northbound
Southbound
L
T
R I
L T
R I
L T R
I
L T
R
No. Lanes
1
I 1 2
1
I 1 1 1
I 1 1
1
I 1
2
LGConf ig
I L
T
R
L T
R
L T R
L T
R
Volume
1362
716
365
1268 731
100
1295 83 266
I140 98
314
Lane Width
I12.0
12.0
12.0
112.0 12.0
12.0
I12.0 12.0 12.0
I12.0 12.0
12.0
RTOR Vol
I
100
I
30 1 80
100
Duration 0.25
Area Type: All
other areas
Signal
Operations
Phase Combination
1
2 3
4 I
5
6 7 8
EB Left
A
A
I
NB Left A
A
Thru
A
Thru
A
Right
A
Right
A
Peds
Peds
WB Left
A
A
SB Left A
A
Thru
A
Thru
A
Right
A
Right
A
Peds
Peds
NB Right
A
EB Right A
SB Right
A
WB Right A
Green
20.0
45.0
5.0
35.0
Yellow
2.0
2.0
2.0
2.0
All Red
3.0
3.0
3.0
3.0
Cycle Length: 125.0 secs
Appr/
Lane
Lane
Group
Grp
Capacity
_Intersection Performance Summary_
Adj Sat Ratios Lane Group
Flow Rate
(s) v/c g/C Delay LOS
Eastbound
L 454
0.84
T 1274
3539
0.59
R 697
1583
0.40
Westbound
L 459
0.61
T 1274
3539
0.60
R 697
1583
0.11
Northbound
L 437
0.71
T 522
1863
0.17
R 760
1583
0.26
Southbound
L 447
0.33
`t' 522
1863
0.20
R 760
1583
0.30
Intersection
Delay
= 30.5
Approach
Delay LOS
0.560
36.2
D
0.360
33.3
C
32.3
C
0.440
24.2
C
0.560
20.3
C
0.360
33.5
C
29.4
C
0.440
20.6
C
0.360
39.5
D
0.280
34.1
C
32.1
C
0.480
19.5
B
0.360
28.5
C
0.280
34.5
C
25.7
C
0.480
19.9
B
(sec/veh)
Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Phone: Fax:
E-Mail:
OPERATIONAL ANALYSIS
Intersection: Route 277 & Stickley Drive
City/State:
Analyst: PHRA
Project No: 2005 Build -out Alt 412
Time Period Analyzed: PM Peak
Date: 3/9/01
East/West Street Name: Route 277
North/South Street Name: Stickley Drive
Volume
PHF
PK 15 Vol
Hi Ln Vol
% Grade
Ideal Sat
ParkExist
NumPark
% Heavy Veh
No. Lanes
LGConfig
Lane Width
RTOR Vol
Adj Flow
%InSharedLn
Prop Turns
NumPeds
NumBus
%RightsInPr(
Duration
VOLUME DATA
Eastbound Westbound
L T R I L T R
362 716 365 1268 731 100
0.95 0.95 0.95 10.95 0.95 0.95
95 188 96 171 192 26
1
0 I 0
1900 1900 1900 11900 1900 1900
2 2 2
1 2 1
L T R
12.0 12.0 12.0
100
381 754 279
0 0
)tPhase
0.25
2 2 2
1 2 1
L T R
12.0 12.0 12.0
30
282 769 74
Northbound
L T R
295 83 266
0.95 0.95 0.95
78 22 70
0
1900 1900 1900
2 2 2
1 1 1
L T R
12.0 12.0 12.0
80
311 87 196
0 10 0 0 10
Area Type: All other areas
0
0 0
0
Southbound
L T R
140 98 314
0.95 0.95 0.95
37 26 83
0
1900 1900 1900
2 2 2
1 1 1
L T R
12.0 12.0 12.0
100
147 103 225
0
0 0 0
0
■
Eastbound
'
I L
T
R
Init Unmet
10.0
0.0
0.0
Arriv. TypeJ3
3
3
'
Unit Ext.
13.0
3.0
3.0
I Factor
I
1.000
Lost Time
I2.0
2.0
2.0
Ext of g
I2.0
2.0
2.0
Ped Min g
1
3.0
Phase Combination
1
2
EB Left
A
A
Thru
A
Right
A
Peds
WB Left
A
A
Thru
A
Right
A
'
Peds
NB Right
A
SB Right
A
Green
20.0
45.0
Yellow
2.0
2.0
All Red
3.0
3.0
Cycle Length: 125.0
secs
i
i
OPERATING PARAP
Westbound
L T R
I0.0
0.0
0.0
3
3
3
I3.0
3.0
3.0
1.000
12.0
2.0
2.0
12.0
2.0
2.0
3.0
PHASE
DATA_
3
4
1
4ETERS
Northbound
L
T
R
0.0
0.0
0.0
3
3
3
3.0
3.0
3.0
1.000
2.0
2.0
2.0
2.0
2.0
2.0
3.0
5
NB Left A
Thru
Right
Peds
SB Left A
Thru
Right
Peds
EB Right A
WB Right A
5.0
2.0
3.0
Southbound
L T R
0.0
0.0
0.0
3
3
3
3.0
3.0
3.0
1.000
2.0
2.0
2.0
2.0
2.0
2.0
3.0
6 7 8
A
A
A
A
A
A
35.0
2.0
3.0
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
362
0.95
381
1
L
381
Thru
716
0.95
754
2
T
754
Right
365
0.95
279
1
R
100
279
Westbound
Left
268
0.95
282
1
L
282
Thru
731
0.95
769
2
T
769
Right
100
0.95
74
1
R
30
74
Northbound
Left
295
0.95
311
1
L
311
Thru
83
0.95
87
1
T
87
Right
266
0.95
196
1
R
80
196
Southbound
Left
140
0.95
147
1
L
147
Thru
98
0.95
103
1
T
103
Right
314
0.95
225
1
R
100
225
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
Appr/
Ideal
Adj
Lane
Sat
f
f
f
f
f
f
f
f
f
Sat
Group
Flow
W
HV
G
P
BB
A
LU
RT
LT
Flow
Eastbound
Sec LT
Adj/LT
Sat:
0.182
340
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Westbound
Sec LT
Adj/LT
Sat:
0.190
353
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Northbound
Sec LT
Adj/LT
Sat:
0.589
1096
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Southbound
Sec LT
Adj/LT
Sat:
0.606
1129
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
CAPACITY
ANALYSIS
WORKSHEET
Adj
Adj Sat
Flow
Green
--Lane Group--
Appr/
Lane
Flow Rate
Flow Rate
Ratio
Ratio
Capacity
v/c
Mvmt
Group
(v)
(s)
(v/s)
(g/C)
(c)
Ratio
Eastbound
Pri.
326
1770 #
0.18
0.184
326
1.00
'
Sec.
55
340
0.16
0.376
128
0.43
Left
L
381
0.560
454
0.84
Thru
T
754
3539
0.21
0.360
1274
0.59
Right
R
279
1583
0.18
0.440
697
0.40
Westbound
Pri.
282
1770
0.16
0.184
326
0.87
1
Sec.
0
353
0.00
0.376
133
0.00
Left
L
282
0.560
459
0.61
Thru
T
769
3539 ##
0.22
0.360
1274
0.60
1
Right
R
74
1583
0.05
0.440
697
0.11
Northbound
Pri.
113
1770
0.06
0.064
113
1.00
Sec.
198
1096 #
0.18
0.296
324
0.61
1
Left
L
311
0.360
437
0.71
Thru
T
87
1863
0.05
0.280
522
0.17
Right
R
196
1583
0.12
0.480
760
0.26
Southbound
Pri.
113
1770 #
0.06
0.064
113
1.00
Sec.
34
1129
0.03
0.296
334
0.10
Left
L
147
0.360
447
0.33
Thru
T
103
1863
0.06
0.280
522
0.20
Right
R
225
1583
0.14
0.480
760
0.30
0.65
Sum (v/s)
critical =
Lost Time/Cycle,
L = 15.00 sec
Critical
v/c(X)
= 0.73
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3
Eastbound
L 0.84 0.560 23.1 1.000 454 0.37 13.1 0.0
T 0.59 0.360 32.5 1.000 1274 0.18 0.7 0.0
R 0.40 0.440 23.8 1.000 697 0.11 0.4 0.0
Westbound
L 0.61 0.560 17.9 1.000 459 0.20 2.5 0.0
T 0.60 0.360 32.7 1.000 1274 0.19 0.8 0.0
R 0.11 0.440 20.6 1.000 697 0.11 0.1 0.0
Northbound
L 0.71 0.360 34.1 1.000 437 0.28 5.4 0.0
T 0.17 0.280 34.0 1.000 522 0.11 0.2 0.0
R 0.26 0.480 19.3 1.000 760 0.11 0.2 0.0
Southbound
L 0.33 0.360 28.0 1.000 447 0.11 0.4 0.0
T 0.20 0.280 34.3 1.000 522 0.11 0.2 0.0
R 0.30 0.480 19.7 1.000 760 0.11 0.2 0.0
Lane Group
Delay LOS
Approach
Delay LOS
36.2
D
33.3
C
32.3
C
24.2
C
20.3
C
33.5
C
29.4
C
20.6
C
39.5
D
34.1
C
32.1
C
19.5
B
28.5
C
34.5
C
25.7
C
19.9
B
Intersection Delay = 30.5 (sec/veh) Intersection LOS = C
1
1
1
1
1
i
I
I
I
I
1
n
I
11
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf=[Gexp(- a * (LTC ** b))]-tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-9f)/2, n>=0
Ptho=1-Plto
Pl*=Plt [l+{ (N-1)g/ (gf+gu/Ell+4.24) )]
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-9f,0)
fm= [gf/g]+[gu/g] [1/{1+P1 (Ell-1) )] , (min=fmin;max=1.00)
flt=fm=[gf/g]+gdiff [1/{1+Plt(E12-1) )]
EB WB NB SB
70.0 70.0 45.0 45.0
47.0 47.0 37.0 37.0
45.0 45.0 35.0 35.0
1 1 1 1
2 2 1 1
381 282 311 147
0.00 0.00 0.00 0.00
769 754 103 87
5.00 5.00 5.00 5.00
13.23 9.79 10.80 5.10
14.05 13.78 3.58 3.02
1.00 1.00 1.00 1.00
0.0 0.0 0.0 0.0
0.64 0.64 0.72 0.72
23.21 22.63 5.46 5.00
23.79 24.37 31.54 32.00
11.60 11.31 2.73 2.50
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
2.78 2.74 1.45 1.43
1.00 1.00 1.00 1.00
0.09 0.09 0.11 0.11
0.00 0.00 0.00 0.00
0.18 0.19 0.59 0.61
+ [gu/g] [l/ (l+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91 (N-1) ] /N**
f 1 t 0.182 0.190 0.589 0.606
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
n
Ll
I
1
1
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-9f)/2, n>=0
Ptho=1-Plto
Pl*=Plt[l+((N-1)9/(gf+gu/Ell+4.24)))
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-9f,0)
fm= [gf /g] + [gu/g] [ 1/ (1+P1 (Ell-1)) ] , (min=fmin; max=1 . 00 )
flt=fm=[gf/g]+gdiff [l/(l+Plt(E12-1) )]
WB NB SB
[gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 .0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary
For special case of single -lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
� I
� I
� I
� I
� I
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 125.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
EBLT
WBLT
NBLT
SBLT
381
282
311
147
0.84
0.61
0.71
0.33
23.0
23.0
8.0
8.0
23.21
22.63
5.46
5.00
23.79
24.37
31.54
32.00
55.0
55.0
80.0
80.0
0.11
0.08
0.09
0.04
0.492
0.492
0.492
0.492
0.19
0.19
0.36
0.36
1.12
0.80
0.28
0.13
0.73
0.54
1.93
0.91
3
1
2
1
6.36
4.31
6.91
3.27
2.46
1.77
5.22
0.20
0.54
0.00
0.00
0.00
23.1
17.9
34.1
28.0
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial
Dur. Uniform Delay
Initial
Final
Initial
Lane
Appr/ Unmet
Unmet
Queue
Unmet
Queue
Group
Lane Demand
Demand Unadj. Adj.
Param.
Demand
Delay
Delay
Group Q veh
t hrs. ds dl sec
u
Q veh
d3 sec
d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 30.5 sec/veh Intersection LOS C
Pil
ERROR MESSAGES
INo errors to report.
I
Fi
I
HCS: Signalized Intersections Release 3.2
Inter: Route 277 & Town Run Lane City/St:
Analyst: PHRA Proj #: 2005 Build -out Alt #lA
Date: 3/9/01 Period: AM Peak Hour
E/W St: Route 277 N/S St: Town Run Lane
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R I L T R I L T R I L T R
i I I
No. Lanes
LGConfig
Volume
Lane Width
RTOR Vol
Duration
1
1
0
I 1 2
0
I 0 1 0
L
TR
I L TR
LTR
309
394
93
116 695
143
1133 36 43
12.0
12.0
I12.0 12.0
I 12.0
20
I
50
I 5
0.25
Area
Type: All
other areas
Signal
Operations
Phase Combination
1
2 3
4
I
5
EB Left
A
A
I NB
Left
A
Thru
A
A
I
Thru
A
Right
A
A
i
Right
A
Peds
Peds
WB Left
A
I SB
Left
Thru
A
I
Thru
Right
A
i
Right
Peds
Peds
NB Right
I EB
Right
SB Right
A
I WB
Right
Green
10.0
55.0
5.0
Yellow
2.0
2.0
0.0
All Red
3.0
3.0
0.0
Cycle Length: 120.0 secs
6
A
A
A
A
A
A
35.0
2.0
3.0
0 1 1
LT R
72 31 487
12.0 12.0
100
7 8
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 382
0.85
0.583
33.0
C
TR 1061
1819
0.46
0.583
14.6
B
21.9
C
Westbound
L 413
901
0.04
0.458
18.0
B
TR 1594
3477
0.52
0.458
23.4
C
23.3
C
Northbound
LTR 477
1430
0.46
0.333
32.2
C
32.2
C
Southbound
LT 351
1205
0.31
0.292
33.6
C
30.1
C
R 660
1583
0.62
0.417
29.2
C
Intersection
Delay
= 25.1
(sec/veh) Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Phone:
E-Mail:
Intersection:
City/State:
Analyst:
Project No:
Time Period Analyzed:
Date:
East/West Street Name:
North/South Street Name
Fax:
OPERATIONAL ANALYSIS
Route 277 & Town Run Lane
PHRA
2005 Build -out Alt 41A
AM Peak Hour
3/9/01
Route 277
Town Run Lane
Eastbound
L T R
Volume 1309 3y4 y3
PHF 10.95 0.95 0.95
PK 15 Vol 181 104 24
Hi Ln Vol
Grade 1 0
Ideal Sat I1900 1900
ParkExist
NumPark
Heavy Vehl2 2 2
No. Lanes I 1 1 0
LGConfig I L TR
Lane Width 112.0 12.0
RTOR Vol 1 20
Adj Flow 1325 492
oInSharedLn1
VOLUME DATA
Westbound Northbound
L T R I L T R
16 695 143 1133 36 43
0.95 0.95 0.95 10.95 0.95 0.95
4 183 38 135 9 11
0 I 0
1900 1900 1 1900
2 2 2
1 2 0
L TR
12.0 12.0
50
17 830
Prop Turns 0.16 I 0.12
NumPeds I 0 0
NumBus 10 0 10 0
oRightsInProtPhase 0 1 0
Duration 0.25 Area Type: All other
2 2 2
0 1 0
LTR
12.0
5
218
0.64 0.18
0
0
0
ireas
Southbound
L T R
72 31 487
0.95 0.95 0.95
19 8 128
0
1900 1900
2 2 2
0 1 1
LT R
12.0 12.0
100
109 407
0.70
0
0 0
0
Eastbound
L
T R
Init Unmet
I0.0
0.0
Arriv. TypeJ3
3
Unit Ext.
13.0
3.0
I Factor
1
1.000
Lost Time
I2.0
2.0
'
Ext of g
I2.0
2.0
Ped Min g
3.0
Phase Combination
1
2
EB Left
A
A
Thru
A
A
'
Right
A
A
Peds
WB Left
A
Thru
A
Right
A
Peds
NB Right
'
SB Right
A
Green
10.0
55.0
Yellow
2.0
2.0
All Red
3.0
3.0
Cycle Length: 120.0
secs
i
1
1
t
OPERATING PARAMETERS
Westbound Northbound
L T R L T R
I3
3
I3.0
3.0
1.000
�2.0
2.0
�2.0
2.0
I
3.0
PHASE DATA
0.0
3
3.0
1.000
2.0
2.0
3.0
3 4 5
NB Left A
Thru A
Right A
Peds
SB Left
Thru
Right
Peds
EB Right
WB Right
5.0 35.0
0.0 2.0
0.0 3.0
Southbound
L T R
0.0 0.0
3 3
3.0 3.0
1.000
2.0 2.0
2.0 2.0
3.0
7 8
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
309
0.95
325
1
L
325
Thru
394
0.95
415
1
TR
492
Right
93
0.95
77
0
20
Westbound
Left
16
0.95
17
1
L
17
Thru
695
0.95
732
2
TR
830
Right
143
0.95
98
0
50
Northbound
Left
133
0.95
140
0
Thru
36
0.95
38
1
LTR
218
Right
43
0.95
40
0
5
Southbound
Left
72
0.95
76
0
Thru
31
0.95
33
1
LT
109
Right
487
0.95
407
1
R
100
407
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
0.16
0.12
0.64 0.18
0.70
Appr/ Ideal
Adj
Lane Sat
f
f
f
f
f
f
f
f
f
Sat
Group Flow
W
HV
G
P
BB
A
LU
RT
LT
Flow
Eastbound
Sec LT
Adj/LT
Sat:
0.215
401
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
TR 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.977
1.000
1819
Westbound
Sec LT
Adj/LT
Sat:
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.484
901
TR 1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
0.982
1.000
3477
Northbound
Sec LT
Adj/LT
Sat:
LTR 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.875
0.877
1430
Southbound
Sec LT
Adj/LT
Sat:
LT 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
0.647
1205
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Appr/
Lane
'
Mvmt
Group
Eastbound
Pri.
Sec.
Left
L
Thru
Right
TR
Westbound
Pri.
1
Sec.
Left
L
Thru
TR
'
Right
Northbound
Pri.
Sec.
'
Left
Thru
LTR
Right
Southbound
Pri.
Sec.
Left
Thru
LT
Right
R
CAPACITY ANALYSIS WORKSHEET
Adj
Adj Sat
Flow
Green
--Lane Group
--
Flow Rate Flow Rate
Ratio
Ratio
Capacity
v/c
(v)
(s)
(v/s)
(g/C)
(c)
Ratio
192
1770
# 0.11
0.108
192
1.00
133
401
## 0.33
0.475
190
0.70
325
0.583
382
0.85
492
1819
0.27
0.583
1061
0.46
17
901
0.02
0.458
413
0.04
830
3477
0.24
0.458
1594
0.52
218
109
407
0.308
1430 # 0.15 0.333 477 0.46
1205
0.09
0.292
351
0.31
1583
0.26
0.417
660
0.62
Sum (v/s) critical = 0.59
Lost Time/Cycle, L = 10.00 sec Critical v/c(X) = 0.65
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C d1 Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0.85
0.583
16.5
1.000
382
0.38
16.5
0.0
33.0
C
TR 0.46
0.583
14.3
1.000
1061
0.11
0.3
0.0
14.6
B
21.9 C
Westbound
L 0.04
0.458
17.9
1.000
413
0.11
0.0
0.0
18.0
B
TR 0.52
0.458
23.1
1.000
1594
0.13
0.3
0.0
23.4
C
23.3 C
Northbound
LTR 0.46
0.333
31.5
1.000
477
0.11
0.7
0.0
32.2
C
32.2 C
Southbound
1 000
351
0 11
0 5
0 0
33.6
C
30.1 C
LT 0.31 0.292 33.1
R 0.62 0.417 27.5 1.000 660 0.20 1.7 0.0 29.2 C
Intersection Delay = 25.1 (sec/veh) Intersection LOS = C
1
I
I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
EB
WB NB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
70.0
55.0
Effective Green Time for Lane Group, g
57.0
55.0
Opposing Effective Green Time, go
55.0
70.0
Number of Lanes in Lane Group, N
1
1
Number of Opposing Lanes, No
2
1
Adjusted Left -Turn Flow Rate, Vlt
325
17
Proportion of Left Turns in Opposing Flow, Plto
0.00
0.00
Adjusted Opposing Flow Rate, Vo
830
492
Lost Time for Lane Group, tl
5.00
5.00
Left Turns per Cycle: LTC=V1tC/3600
10.83
0.57
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
14.56
16.40
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
1.00
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
0.0
0 . 0
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.54
0.42
gq, (see Eq. 9-16 or 9-20)
20.83
0.00
gu =g-gq if gq>=gf, =g-gf if gq<gf
36.17
55.00
n=(gq-9f)/2, n>=0
10.42
0.00
Ptho=1-Plto
1.00
1.00
Pl*=Plt[l+((N-1)9/(gf+gu/Ell+4.24))]
1.00
1.00
Ell (Figure 9-7)
2.95
2.07
E12=(1-Ptho**n)/Plto, E12>=1.0
1.00
1.00
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
0.07
0.07
gdiff=max(gq-9f,0)
0.00
0.00
fm=[gf/g]+[gu/g] [1/(l+Pl(Ell-1))], (min=fmin;max=1.00)
0.22
0.48
flt=fm=[gf/g]+gdiff [l/(1+Plt(E12-1) )]
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0. 91 (N-1) ] /N**
fit
0.215
0.484
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
m
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB
SB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
35.0
'
Effective Green Time for Lane Group, g
35.0
Opposing Effective Green Time, go
40.0
'
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
1
1
Adjusted Left -Turn Flow Rate, Vlt
76
Proportion of Left Turns in Lane Group, Plt
0.70
'
Proportion of Left Turns in Opposing Flow, Plto
0.64
218
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
5.00
Left Turns per Cycle: LTC=V1tC/3600
2.53
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
7.27
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
2.5
'
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.67
gq, (see Eq. 9-16 or 9-20)
4.57
gu =g-gq if gq>=gf, =g-gf if gq<gf
30.43
'
n=(gq-gf)/2, n>=0
1.05
Ptho=1-Plto
0.36
Pl*=Plt[l+{(N-1)g/(gf+(3u/Ell+4.24)))
0.70
Ell (Figure 9-7)
1.73
E12=(1-Ptho**n)/Plto, E12>=1.0
1.03
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
0.10
gdiff=max(gq-9f,0)
2.09
fm= [gf/g] + [gu/g] [1/ { l+Pl (Ell-1)) ] , (min=fmin; max=1 . 00)
0.65
flt=fm=[gf/g]+gdiff [l/{l+Plt(E12-1) )]
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 .0) or flt= [fm+0. 91 (N-1) ] /N**
'
flt Primary
0.647
rFor
special case of single -lane approach opposed by multilane approach,
see text.
'
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
'
or when gf>gq, see text.
� I
SUPPLEMENTAL UNIFORM DELAY
WORKSHEET
EBLT WBLT
NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
325
v/c ratio from Capacity Worksheet, X
0.85
Primary phase effective green, g
13.0
Secondary phase effective green, gq
20.83
(From Supplemental Permitted LT Worksheet), gu
36.17
Cycle length, C 120.0 Red=(C-g-gq-gu), r
50.0
Arrivals: v/(3600(max(X,1.0))), qa
0.09
Primary ph. departures: s/3600, sp
0.492
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
0.18
XPerm
0.81
XProt
0.89
XCase
1
Queue at beginning of green arrow, Qa
4.51
Queue at beginning of unsaturated green, Qu
1.88
Residual queue, Qr
0.00
Uniform Delay, di
16.5
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial
Final Initial
Lane
Appr/ Unmet Unmet Queue
Unmet Queue
Group
Lane Demand Demand Unadj. Adj. Param.
Demand Delay
Delay
Group Q veh t hrs. ds d1 sec u
Q veh d3 sec
d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 25.1 sec/veh Intersection LOS C
ERROR MESSAGES
' No errors to report.
1
HCS: Signalized Intersections Release 3.2
Inter: Route 277 & Town Run Lane City/St:
Analyst: PHRA Proj #: 2005 Build -out Alt #lA
Date: 3/9/01 Period: PM Peak Hour
E/W St: Route 277 N/S St: Town Run Lane
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R I L T R L T R L T R
N
0 1 0 0 1 1
o. Lanes
LGConfig
Volume
Lane Width
RTOR Vol
1 1 0
other
1 1
2 0
L TR
I L
TR 1 LTR
I LT R
324 809 310
154
819 60 1251 80 50
1114 93 270
12.0 12.0
112.0
12.0 I 12.0
12.0 12.0
110
I
20 20
I 100
All areas
Duration 0.25
Area
Type.
Signal Operations
Phase Combination
1
2
3 4 I
5
EB Left
A
A
NB
Left
A
Thru
A
A
I
Thru
A
Right
A
A
i
Right
A
Peds
Peds
WB Left
A
I SB
Left
Thru
A
Thru
Right
A
Right
Peds
Peds
NB Right
EB
Right
SB Right
A
I WB
Right
Green
24.0
45.0
4.0
Yellow
0.0
2.0
0.0
All Red
0.0
3.0
0.0
Cycle Length: 120.0 secs
6
A
A
A
A
A
A
37.0
2.0
3.0
7 8
Appr/ Lane
Lane Group
Grp Capacity
_Intersection Performance Summary_
Adj Sat Ratios Lane Group
Flow Rate
(s) v/c g/C Delay LOS
Approach
Delay LOS
Eastbound
L 423
0.81
0.575
37.4
D
TR 1039
1807
1.02
0.575
59.4
E
54.1
D
Westbound
L 62
166
0.92
0.375
121.7
F
TR 1318
3515
0.69
0.375
33.1
C
38.3
D
Northbound
LTR 474
1387
0.80
0.342
45.4
D
45.4
D
Southbound
LT 237
770
0.92
0.308
77.5
E
48.8
D
R 871
1583
0.21
0.550
13.8
B
Intersection
Delay
= 47.5
(sec/veh) Intersection
LOS = D
HCS: Signalized Intersections Release 3.2
Phone: Fax:
E-Mail:
OPERATIONAL ANALYSIS
Intersection: Route 277 & Town Run Lane
City/State:
Analyst: PHRA
Project No: 2005 Build -out Alt #1A
Time Period Analyzed: PM Peak Hour
Date: 3/9/01
East/West Street Name: Route 277
North/South Street Name: Town Run Lane
I
VOLUME DATA_
Eastbound
Westbound
L
T R
i L
T R
Volume
1324
154
819 60
809 310
PHF
10.95
0.95 0.95
10.95
0.95 0.95
PK 15 Vol
185
213 82
114
216 16
Hi Ln Vol
% Grade
ideal Sat
1
11900
0
1900
I
11900
0
1900
ParkExist
NumPark
1
% Heavy Vehl2
2 2
No. Lanes
1
1 0
LGConfig
I L
TR
'
Lane Width
I12.0
12.0
RTOR Vol
I
110
Adj Flow
1341
1063
%InSharedLni
2 2 2
1 2 0
L TR
12.0 12.0
20
57 904
Northbound
L T R
251 80 50
0.95 0.95 0.95
66 21 13
0
1900
2 2 2
0 1 0
LTR
12.0
20
380
' Prop Turns 1 0.20 0.05 10.69
NumPeds I 0 0
NumBus 10 0 10 0
%RightsInProtPhase 0 1 0
Duration 0.25 Area Type: All other areas
0.08
0
0
0
Southbound
L T R
114 93 270
0.95 0.95 0.95
30 24 71
0
1900 1900
2 2 2
0 1 1
LT R
12.0 12.0
100
218 179
0.55
0
0 0
0
Init Unmet
Arriv. Type
Unit Ext.
I Factor
Lost Time
Ext of g
Ped Min g
Eastbound
L T R
0.0
U.0
3
3
3.0
3.0
1.000
2.0
2.0
2.0
2.0
3.0
Phase Combination
1 2
EB Left
A A
Thru
A A
Right
A A
Peds
WB Left
A
Thru
A
Right
A
Peds
NB Right
SB Right A
Green 24.0 45.0
Yellow 0.0 2.0
All Red 0.0 3.0
Cycle Length: 120.0 secs
OPERATING
PARAMETERS
Westbound
Northbound
L
T
R I
L T R
0.0
0.0
0.0
3
3
I 3
3.0
3.0
I 3.0
1.000
1.000
2.0
2.0
I 2.0
2.0
2.0
I 2.0
3.0
I 3.0
PHASE
DATA
3
4
5
NB Left A
Thru A
Right A
Peds
SB Left
Thru
Right
Peds
EB Right
WB Right
III
37.0
2.0
3.0
Southbound
L T R
0.0 0.0
3 3
3.0 3.0
1.000
2.0 2.0
2.0 2.0
3.0
7 8
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
324
0.95
341
1
L
341
Thru
809
0.95
852
1
TR
1063
Right
310
0.95
211
0
110
Westbound
Left
54
0.95
57
1
L
57
Thru
819
0.95
862
2
TR
904
Right
60
0.95
42
0
20
Northbound
Left
251
0.95
264
0
Thru
80
0.95
84
1
LTR
380
Right
50
0.95
32
0
20
Southbound
Left
114
0.95
120
0
Thru
93
0.95
98
1
LT
218
Right
270
0.95
179
1
R
100
179
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
0.20
0.05
0.69 0.08
0.55
Appr/ Ideal
Lane Sat f
f f f f f
f f
f
Group Flow W
HV G P BB A
LU RT
LT
Eastbound
Sec LT
Adj/LT Sat:
0.134
L 1900 1.000
0.980 1.000 1.000 1.000 1.00
1.00 ----
0.950
TR 1900 1.000
0.980 1.000 1.000 1.000 1.00
1.00 0.970
1.000
Adj
Sat
Flow
251
1770
1807
Westbound
Sec LT
Adj/LT
Sat:
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.089
166
TR 1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
0.993
1.000
3515
Northbound
Sec LT
Adj/LT
Sat:
LTR 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.889
0.838
1387
Southbound
Sec LT
Adj/LT
Sat:
LT 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
0.413
770
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
' CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
325
1770
0.18
0.183
325
Sec.
16
251
0.06
0.392
98
Left L
341
0.575
423
Thru TR
1063
1807
#
0.59
0.575
1039
Right
Westbound
Pri.
'
Sec.
Left L
57
166
0.34
0.375
62
Thru TR
904
3515
0.26
0.375
1318
'
Right
Northbound
Pri.
Sec.
0.325
'
Left
Thru LTR
380
1387
#
0.27
0.342
474
Right
Southbound
Pri.
'
Sec.
Left
Thru LT
218
770
0.28
0.308
237
Right R
179
1583
0.11
0.550
871
rSum
(v/s)
critical
= 0.86
Lost Time/Cycle, L
= 10.00 sec
Critical
v/c(X)
= 0.94
r
1
r
r
r
r
r
r
1.00
0.16
0.81
1.02
0.92
0.69
0.92
0.21
1
1
1
1
1
i
i
1
1
1
1
1
1
1
1
i
1
1
1
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res
Lane Del Adj Grp Factor Del Del
Grp v/c g/C di Fact Cap k d2 d3
Lane Group Approach
Delay LOS Delay LOS
Eastbound
L 0.81
0.575
26.4
1.000
423
0.35
11.0
0.0
37.4
D
TR 1.02
0.575
25.5
1.000
1039
0.50
33.9
0.0
59.4
E
54.1 D
Westbound
L 0.92
0.375
35.8
1.000
62
0.44
85.9
0.0
121.7
F
TR 0.69
0.375
31.6
1.000
1318
0.25
1.5
0.0
33.1
C
38.3 D
Northbound
LTR 0.80
0.342
35.8
1.000
474
0.35
9.6
0.0
45.4
D
45.4 D
Southbound
1
1 000
237
0 44
37 4
0 0
77 5
E
48.8 D
LT 0.92 0.308 40.
R 0.21 0.550 13.7 1.000 871 0.11 0.1 0.0 13.8 B
Intersection Delay = 47.5 (sec/veh) Intersection LOS = D
11
I
I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
EB
WB NB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
69.0
45.0
Effective Green Time for Lane Group, g
47.0
45.0
Opposing Effective Green Time, go
45.0
69.0
Number of Lanes in Lane Group, N
1
1
Number of Opposing Lanes, No
2
1
Adjusted Left -Turn Flow Rate, Vlt
341
57
Proportion of Left Turns in Opposing Flow, Plto
0.00
0.00
Adjusted Opposing Flow Rate, Vo
904
1063
Lost Time for Lane Group, tl
5.00
5.00
Left Turns per Cycle: LTC=V1tC/3600
11.37
1.90
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
15.86
35.43
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
1.00
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
0.0
0.0
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.63
0.43
gq, (see Eq. 9-16 or 9-20)
26.95
44.56
gu =g-gq if gq>=gf, =g-gf if gq<gf
20.05
0.44
n=(gq-gf)/2, n>=0
13.47
22.28
Ptho=1-Plto
1.00
1.00
Pl*=Plt [l+((N-1) g/ (gf+gu/Ell+4 .24)) ]
1.00
1.00
Ell (Figure 9-7)
3.17
3.52
E12=(1-Ptho**n)/Plto, E12>=1.0
1.00
1.00
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
0.09
0.09
9diff=max(gq-9f,0)
0.00
0.00
fm=[gf/g]+[gu/g] [1/(1+P1(Ell-1))], (min=fmin;max=1.00)
0.13
0.09
flt=fm=[gf/g]+gdiff [1/(l+Plt(E12-1) )]
+ [gu/g] [l/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91 (N-1) ] /N**
fit 0.134 0.089
For special case of single -lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left -turn lanes with N>l, then
left -turn lane and redo calculations.
assume de -facto
921
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
'
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WE NB
SB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
37.0
'
Effective Green Time for Lane Group, g
.0
Opposing Effective Green Time, go
41 .0
'
Number of Lanes in Lane Group, N
Opposing Lanes, No
1
Number of
Adjusted Left -Turn Flow Rate, Vlt
120
Proportion of Left Turns in Lane Group, Plt
0. 55
Proportion of Left Turns in Opposing Flow, Plto
0.69
380
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
5.00
'
Left Turns per Cycle: LTC=V1tC/3600
4.00
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
12.67
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
0.0
'
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.66
gq, (see Eq. 9-16 or 9-20)
12.96
gu =g-gq if gq>=gf, =g-gf if gq<gf
24.04
n=(gq-9f)/2, n>=0
6.48
Ptho=1-Plto
0.31
Pl*=Plt[l+{(N-1)9/(gf+(3u/Ell+4.24)))
0.55
'
Ell (Figure 9-7)
2.04
E12=(1-Ptho**n)/Plto, E12>=1.0
1.44
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
0.0812.96
gdiff=max(gq-9f,0)
fm= [gf/g]+[gu/g] [1/{1+P1 (Ell-1) )] , (min=fmin;max=1.00)
0.41
flt=fm= [gf/g] +gdiff [l/ { l+Plt (E12-1)) ]
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0. 91 (N-1)
] /N**
'
flt Primary
0.413
'
For special case of single -lane approach opposed by multilane
approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>1, then assume de
left -turn lane and redo calculations.
-facto
** For permitted left -turns with multiple exclusive left -turn
lanes, flt=fm.
For special case of multilane approach opposed by single -lane
approach
'
or when gf>gq, see text.
1
I
I
SUPPLEMENTAL UNIFORM DELAY
WORKSHEET
EBLT WBLT
NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
341
v/c ratio from Capacity Worksheet, X
0.81
Primary phase effective green, g
22.0
Secondary phase effective green, gq
26.95
(From Supplemental Permitted LT Worksheet), gu
20.05
Cycle length, C 120.0 Red=(C-g-gq-gu), r
51.0
Arrivals: v/(3600(max(X,1.0))), qa
0.09
Primary ph. departures: s/3600, sp
0.492
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
0.16
XPerm
1.36
XProt
0.64
XCase
3
Queue at beginning of green arrow, Qa
6.01
Queue at beginning of unsaturated green, Qu
2.55
Residual queue, Qr
1.18
Uniform Delay, d1
26.4
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial
Final Initial
Lane
Appr/ Unmet Unmet Queue
Unmet Queue
Group
Lane Demand Demand Unadj. Adj. Param.
Demand Delay
Delay
Group Q veh t hrs. ds di sec u
Q veh d3 sec
d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 47.5 sec/veh Intersection LOS D
' ERROR MESSAGES
No errors to report.
1
r
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: N. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #1 A
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 125 0 23 55
Hourly Flow Rate, HFR 131 0 24 57
Percent Heavy Vehicles -- -- 2 -- --
Median Type 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 L T R
Volume 0 69
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 24 72
C(m) (vph) 1454 -919
v/c 0.02 0.08
95% queue length 0.00 0.17
Control Delay 7.5 9.3
LOS A A
Approach Delay 9.3
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: N. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build
-out Alt #1A
Time period Analyzed:
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS
Study period (hrs): 0.25
Vehicle
Volumes and Adjustments
Major Street Movements 1 2
3 4 5 6
L T R L
T R
Volume 125 0
23 55
Peak -Hour Factor, PHF 0.95
0.95 0.95 0.95
Peak-15 Minute Volume 33
0 6 14
Hourly Flow Rate, HFR 131
0 24 57
Percent Heavy Vehicles --
-- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0
0 1
Configuration TR
LT
Upstream Signal? No
No
Minor Street Movements 7 8
9 10 11 12
L T R L
T R
Volume 0 69
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 18
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Movements
13
Pedestrian Volumes and Adjustments
14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 57
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1
6.2
t(c,hv) 1.00 1.00 1.00
1.00 1.00 1.00
1.00 1.00
P(hv) 2 2
2
t(c,g) 0.20 0.20 0.10 0.20
0.20 0.10
Grade/100 0.00
0.00 0.00 0.00
0.00 0.00
t(3,lt) 0.00 0.70
0.00
t(c,T): 1-stage 0.00 0.00 0.00
0.00 0.00
0.00 0.00 0.00
2-stage 0.00 0.00 1.00
1.00 0.00
1.00 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 4 7
8 9 10
11 12
L L L T
R L T
R
� I
� I
i I
� I
� I
91
i I
� I
11
� I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
9(q2)
9(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
P(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
HM
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process. Stage I Stage II
PO)
p(4)
P(7)
p(8)
P(9)
� I
PO 0)
PO 1)
P(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
V c,x 131 236
131
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
Stage1 Stage2 Stage1
10 11
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 131 105
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
'
9 12
Step 1: RT from Minor St.
Conflicting Flows
131
■
Potential Capacity
919
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
919
Probability of Queue free St.
0.92 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
131
Potential Capacity
1454
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1454
Probability of Queue free St.
0.98 1.00
Maj L-Shared Prob Q free St.
0.98
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.98 0.98
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 236
Potential Capacity 752
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.91
Movement Capacity 742
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 792 812
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 792 798
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 812 792
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 1.00
Movement Capacity 798 792
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 131
Potential Capacity 895 919
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 895 903
Part 2 - Second Stage
Conflicting Flows 105
Potential Capacity 919 863
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.92
Movement Capacity 903 795
Part 3 - Single Stage
Conflicting Flows 236
Potential Capacity 752
Pedestrian Impedance Factor 1.00
1.00
Maj. L, Min T Impedance factor 0.98
0.98
Maj. L, Min T Adj. Imp Factor. 0.99
0.99
Cap. Adj. factor due to Impeding mvmnt 0.99
0.91
Movement Capacity 742
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 742
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11
12
L T R L T R
Volume (vph) 0 72
Movement Capacity (vph) 742 919
Shared Lane Capacity (vph) 919
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11
12
L T R L T R
C sep 742 919
Volume 0 72
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 919
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 24 72
C(m) (vph) 1454 919
v/c 0.02 0.08
95% queue length 0.00 0.17
Control Delay 7.5 9.3
LOS A A
Approach Delay 9•3
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.98
v(il), Volume for stream 2 or 5 57
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.98
d(M,LT), Delay for stream 1 or 4 7.5
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.1
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: N. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #1 B
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 1 4 5 6
L T R L T R
Volume 125 0 23 55
Hourly Flow Rate, HFR 131 0 24 57
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 69
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 24 72
C(m) (vph) 1454 .919
v/c 0.02 0.08
95% queue length 0.00 0.17
Control Delay 7.5 9.3
LOS A A
Approach Delay 9.3
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: N. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #1 B
Time period Analyzed:
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 125 0 23 55
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 33 0 6 14
Hourly Flow Rate, HFR 131 0 24 57
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 69
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 18
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 57
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1
6.2
t(c,hv) 1.00 1.00 1.00
1.00 1.00
1.00 1.00 1.00
P(hv) 2 2
2
t(c,g) 0.20 0.20 0.10
0.20 0.20 0.10
Grade/100 0.00
0.00 0.00
0.00 0.00 0.00
t(3,lt) 0.00 0.70
0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00
1.00
0.00 1.00 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 4 7
8 9
10 11 12
L L L T
R L
T R
1
1
I
I
I
I
I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
9(q1)
g(q2)
9(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
1 unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process Stage I Stage II
r-
PO 0)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 131 236 131
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
V(C,x) 131 105
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 131
Potential Capacity 919
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 919
Probability of Queue free St. 0.92 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows
131
Potential Capacity
1454
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1454
Probability of Queue free St.
0.98 1.00
Maj L-Shared Prob Q free St.
0.98
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 236
Potential Capacity 752
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.91
Movement Capacity 742
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 792 812
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 792 798
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 812 792
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 1.00
Movement Capacity 798 792
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 131
Potential Capacity 895 919
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 895 903
Part 2 - Second Stage
Conflicting Flows 105
Potential Capacity 919 863
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.92
Movement Capacity 903 795
Part 3 - Single Stage
Conflicting Flows 236
Potential Capacity 752
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.91
Movement Capacity 742
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 742
Worksheet 8-Shared Lane Calculations
Movement 7 8 9
10 11 12
L T R L
T R
Volume (vph) 0 72
Movement Capacity (vph) 742
919
Shared Lane Capacity (vph) 919
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9
10 11 12
L T R L
T R
C sep 742 919
Volume 0 72
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 919
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9
10 11 12
Lane Config LT LR
v (vph) 24 72
C(m) (vph) 1454 919
v/c 0.02 0.08
95% queue length 0.00 0.17
Control Delay 7.5 9.3
LOS A A
Approach Delay 9.3
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.98
v(il), Volume for stream 2 or 5 57
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.98
d(M,LT), Delay for stream 1 or 4 7.5
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.1
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY.
Intersection: N. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1A
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 1 4 5 6
L T R L T R
Volume 113 0 79 187
Hourly Flow Rate, HFR 118 0 83 196
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 44
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 83 46
C(m) (vph) 1470 -934
v/c 0.06 0.05
95% queue length 0.04 0.00
Control Delay 7.6 9.1
LOS A A
Approach Delay 9.1
Approach LOS A
Phone:
E-Mail:
HCS: Unsignalized Intersections Release 3.2
Fax:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: N. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1A
Time period Analyzed:
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 113 0 79 187
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 30 0 21 49
Hourly Flow Rate, HFR 118 0 83 196
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 44
Peak Hour Factor, PHF 0.95
Peak-15 Minute Volume 0
Hourly Flow Rate, HFR 0
Percent Heavy Vehicles 2
Percent Grade (%) 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
0.95
12
46
2
N
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 196
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1
6.2
t(c,hv) 1.00 1.00 1.00
1.00 1.00 1.00
1.00 1.00
P(hv) 2 2
2
t(c,g) 0.20 0.20 0.10 0.20
0.20 0.10
Grade/100 0.00
0.00 0.00 0.00
0.00 0.00
t(3,lt) 0.00 0.70
0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00
2-stage 0.00 0.00 1.00
1.00 0.00
1.00 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 4 7
8 9 10
11 12
L L L T
R L T
R
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
1 t(f) 2.2 3.5 3.3
' Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
'V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
' Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
rg(q1)
g(q2)
g(q)
1 Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
' V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process Stage I Stage II
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
V c,x 118 480
118
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
10 11
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 118 362
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
118
Potential Capacity
934
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
934
Probability of Queue free St.
0.95 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
118
Potential Capacity
1470
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1470
Probability of Queue free St.
0.94 1.00
Maj L-Shared Prob Q free St.
0.94
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.94 0.94
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 480
Potential Capacity 545
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.95 0.95
Cap. Adj. factor due to Impeding mvmnt 0.95 0.90
Movement Capacity 518
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 802 629
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 802 589
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 629 802
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 589 802
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 118
Potential Capacity 907 704
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 907 659
Part 2 - Second Stage
Conflicting Flows 362
Potential Capacity 704 886
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.95
Movement Capacity 659 842
Part 3 - Single Stage
Conflicting Flows 480
Potential Capacity 545
Pedestrian Impedance Factor 1.00
1.00
Maj. L, Min T Impedance factor 0.94
0.94
Maj. L, Min T Adj. Imp Factor. 0.95
0.95
Cap. Adj. factor due to Impeding mvmnt 0.95
0.90
Movement Capacity 518
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 518
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11
12
L T R L T R
Volume (vph) 0 46
Movement Capacity (vph) 518 934
Shared Lane Capacity (vph) 934
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11
12
L T R L T R
C sep 518 934
Volume 0 46
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 934
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11
12
Lane Config LT LR
v (vph) 83 46
C(m) (vph) 1470 934
v/c 0.06 0.05
95% queue length 0.04 0.00
Control Delay 7.6 9.1
LOS A A
Approach Delay 9•1
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.94
v(il), Volume for stream 2 or 5 196
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.94
d(M,LT), Delay for stream 1 or 4 7.6
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.5
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: N. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1 B
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 1 4 5 6
L T R L T R
Volume 113 0 79 187
Hourly Flow Rate, HFR 118 0 83 196
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach
Movement 7
L T
Westbound Eastbound
8 9 10 11 12
R L T R
Volume 0
44
Hourly Flow Rate, HFR
0 46
Percent Heavy Vehicles
2 2
Percent Grade (%)
0 0
Median Storage 1
Flared Approach: Exists?
No
Storage
RT Channelized?
Lanes 0
0
Configuration
LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 83 46
C(m) (vph) 1470 .934
v/c 0.06 0.05
95% queue length 0.04 0.00
Control Delay 7.6 9.1
LOS A A
Approach Delay 9.1
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: N. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1 B
Time period Analyzed:
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 113 0 79 187
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 30 0 21 49
Hourly Flow Rate, HFR 118 0 83 196
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 44
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 12
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 196
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90' 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process - Stage I Stage II
PO)
p(4)
P(7)
P(8)
P(9)
'
p(10)
PO 1)
P(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
'
L L L T
R L T R
V c,x 118 480
118
s
Px
V c,u,x
C r, x
C plat,x
Two -Stage Process
7 8
Stage1 Stage2 Stage1
10 11
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 118 362
s 1700
P(x)
V(c,u,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
'
9 12
Step 1: RT from Minor St.
'
Conflicting Flows
118
Potential Capacity
934
Pedestrian Impedance Factor
1.00 1.00
'
Movement Capacity
934
Probability of Queue free St.
0.95 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
118
Potential Capacity
1470
'
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1470
Probability of Queue free St.
0.94 1.00
Maj L-Shared Prob Q free St.
0.94
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
'
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 480
Potential Capacity 545
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.95 0.95
Cap. Adj. factor due to Impeding mvmnt 0.95 0.90
Movement Capacity 518
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 802 629
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 802 589
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 629 802
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 589 802
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 118
Potential Capacity 907 704
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 907 659
Part 2 - Second Stage
Conflicting Flows 362
Potential Capacity 704 886
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.95
Movement Capacity 659 842
Part 3 - Single Stage
Conflicting Flows 480
Potential Capacity 545
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.95 0.95
Cap. Adj. factor due to Impeding mvmnt 0.95 0.90
Movement Capacity 518
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 518
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 0 46
Movement Capacity (vph) 518 934
Shared Lane Capacity (vph) 934
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 518 934
Volume 0 46
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 934
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 83 46
C(m) (vph) 1470 934
v/c 0.06 0.05
95% queue length 0.04 0.00
Control Delay 7.6 9.1
LOS A A
Approach Delay 9.1
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.94
v(il), Volume for stream 2 or 5 196
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.94
d(M,LT), Delay for stream 1 or 4 7.6
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.5
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: S. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #1A
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 56 0 23 32
Hourly Flow Rate, HFR 58 0 24 33
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 69
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
v (vph)
C(m) (vph)
v/c
95% queue le
Control Delay
LOS
Approach Del;
Approach LO:
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 a 1 7 R A I 1n 11 12
Phone:
E-Mail:
HCS: Unsignalized Intersections Release 3.2
Fax:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #1 A
Time period Analyzed:
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 56 0 23 32
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 15 0 6 8
Hourly Flow Rate, HFR 58 0 24 33
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 69
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 18
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
IConfiguration LR
Movements
_Pedestrian Volumes and Adjustments
13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 33
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1
6.2
t(c,hv) 1.00 1.00 1.00
1.00 1.00 1.00
1.00
1.00
P(hv) 2 2
2
t(c,g) 0.20 0.20 0.10 0.20
0.20
0.10
Grade/100 0.00
0.00 0.00 0.00
0.00
0.00
t(3,lt) 0.00 0.70
0.00
t(c,T): 1-stage 0.00 0.00 0.00
0.00 0.00
0.00
0.00 0.00
2-stage 0.00 0.00 1.00
1.00 0.00
1.00
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 4 7
8 9 10
11
12
L L L T
R L T
R
� I
� I
� I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
9(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
PO)
p(4)
P(7)
P(8)
P(9)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
V c,x 58 139
58
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
10 11
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 58 81
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
58
Potential Capacity
1008
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1008
Probability of Queue free Sf.
0.93 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
58
Potential Capacity
1546
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1546
Probability of Queue free St.
0.98 1.00
Maj L-Shared Prob Q free St.
0.98
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.98 0.98
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 139
Potential Capacity 854
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.92
Movement Capacity 844
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 851 832
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 851 819
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 832 851
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 1.00
Movement Capacity 819 851
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 58
Potential Capacity 965 942
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 965 927
Part 2 - Second Stage
Conflicting Flows 81
Potential Capacity 942 930
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.93
Movement Capacity 927 864
Part 3 - Single Stage
Conflicting Flows 139
Potential Capacity 854
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.92
Movement Capacity 844
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 844
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 0 72
Movement Capacity (vph) 844 1008
Shared Lane Capacity (vph) 1008
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 844 1008
Volume 0 72
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 1008
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 24 72
C(m) (vph) 1546 1008
v/c 0.02 0.07
95% queue length 0.00 0.13
Control Delay 7.4 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P(oj) 1.00 0.98
v(il), Volume for stream 2 or 5 33
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.98
d(M,LT), Delay for stream 1 or 4 7.4
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.1
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: S. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #1 B
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 56 0 23 32
Hourly Flow Rate, HFR 58 0 24 33
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 69
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 1 10 11 12
LT LR
v (vph) 24 72
C(m)(vph) 1546 1008
v/c 0.02 0.07
95% queue length 0.00 0.13
Control Delay 7.4 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #1 B
Time period Analyzed:
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 56 0 23 32
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 15 0 6 8
Hourly Flow Rate, HFR 58 0 24 33
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 69
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 18
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 33
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,It) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
U
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
' V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
' Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
' 9(q1)
g(q2)
9(q)
' Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
' V(t) V(I,prot) V(t) V(I,prot)
alpha
' beta
Travel time, t(a) (sec)
Smoothing Factor, F
' Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
P(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
' P(1)
p(4)
'P(7)
P(8)
P(9)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
V c,x 58 139
58
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
10 11
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 58 81
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
58
Potential Capacity
1008
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1008
Probability of Queue free St.
0.93 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
58
Potential Capacity
1546
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1546
Probability of Queue free St.
0.98 1.00
Maj L-Shared Prob Q free St.
0.98
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.98 0.98
� I
Movement Capacity
Probability of Queue free St. 1.00
Step 4: LT from Minor St. 7
Conflicting Flows 139
Potential Capacity 854
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 0.98
Maj. L, Min T Adj. Imp Factor. 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99
Movement Capacity 844
1.00
Me
1.00
0.98
0.99
0.92
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 851 832
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 851 819
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 832 851
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 1.00
Movement Capacity 819 851
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 58
Potential Capacity 965 942
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 965 927
Part 2 - Second Stage
Conflicting Flows 81
Potential Capacity 942 930
Pedestrian Impedance Factor 1.00 1.00
or due to Impeding Cap. Adj. fact p g mvmnt 0.98 0.93
Movement Capacity 927 864
' Part 3 - Single Stage
Conflicting Flows 139
Potential Capacity 854
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.92
Movement Capacity 844
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 844
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 0 72
Movement Capacity (vph) 844 1008
Shared Lane Capacity (vph) 1008
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
' Movement 7 8 9 10 11 12
L T R L T R
C sep 844 1008
Volume 0 72
Delay
' Q sep
Q sep +1
round (Qsep +1)
n max
C sh 1008
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
' Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
I I
v (vph) 24 72
C(m) (vph) 1546 1008
v/c 0.02 0.07
95% queue length 0.00 0.13
Control Delay 7.4 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.98
v(il), Volume for stream 2 or 5 33
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.98
d(M,LT), Delay for stream 1 or 4 7.4
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.1
1
1
1
1
1
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: S. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1 B
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 69 0 79 109
Hourly Flow Rate, HFR 72 0 83 114
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R I L T R
Volume 0 44
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 83 46
C(m) (vph) 1528 .990
v/c 0.05 0.05
95% queue length 0.03 0.00
Control Delay 7.5 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1 B
Time period Analyzed:
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 69 0 79 109
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 18 0 21 29
Hourly Flow Rate, HFR 72 0 83 114
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 44
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 12
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 114
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1
6.2
t(c,hv) 1.00 1.00 1.00
1.00 1.00 1.00
1.00
1.00
P(hv) 2 2
2
t(c,g) 0.20 0.20 0.10 0.20
0.20
0.10
Grade/100 0.00
0.00 0.00 0.00
0.00
0.00
t(3,lt) 0.00 0.70
0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00
0.00
0.00 0.00
2-stage 0.00 0.00 1.00
1.00 0.00
1.00
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 4 7
8 9 10
11
12
L L L T
R L T
R
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
PO)
p(4)
p(7)
P(8)
P(9)
1
PO 0)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
V c,x 72 352
72
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
Stage1 Stage2 Stage1
10 11
Stage2 Stage1 Stage2 Stage1 Stage2
'
V(c,x) 72 280
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
9 12
Step 1: RT from Minor St.
'
Conflicting Flows
72
Potential Capacity
990
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
990
Probability of Queue free St.
0.95 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
72
Potential Capacity
1528
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1528
Probability of Queue free St.
0.95 1.00
Maj L-Shared Prob Q free St.
0.94
IStep
3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.94 0.94
1
1
1
1
1
1
1
i
1
1
1
1
1
1
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 352
Potential Capacity 646
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.91
Movement Capacity 617
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 839 683
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 839 643
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 683 839
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 643 839
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage ,
Conflicting Flows 72
Potential Capacity 951 767
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 951 722
1 Part 2 - Second Stage
Conflicting Flows 280
Potential Capacity 767 929
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.95
Movement Capacity 722 886
Part 3 - Single Stage
Conflicting Flows 352
Potential Capacity 646
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.91
Movement Capacity 617
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 617
1 Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 0 46
Movement Capacity (vph) 617 990
Shared Lane Capacity (vph) 990
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
1 Movement 7 8 9 10 11 12
L T R L T R
C sep 617 990
Volume 0 46
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 990
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 83 46
C(m) (vph) 1528 990
v/c 0.05 0.05
95% queue length 0.03 0.00
Control Delay 7.5 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.95
v(il), Volume for stream 2 or 5 114
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.94
d(M,LT), Delay for stream 1 or 4 7.5
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.4
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY.
Intersection: S. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1A
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R I L T R
Volume 69 0 79 109
Hourly Flow Rate, HFR 72 0 83 114
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R I L T R
Volume 0 44
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 83 46
C(m) (vph) 1528 .990
v/c 0.05 0.05
95% queue length 0.03 0.00
Control Delay 7.5 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1A
Time period Analyzed:
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 69 0 79 109
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 18 0 21 29
Hourly Flow Rate, HFR 72 0 83 114
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 44
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 12
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 114
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1
6.2
t(c,hv) 1.00 1.00 1.00
1.00 1.00
1.00 1.00 1.00
P(hv) 2 2
2
t(c,g) 0.20 0.20 0.10
0.20 0.20 0.10
Grade/100 0.00
0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70
0.00
t(c,T): 1-stage 0.00 0.00 0.00
0.00
0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00
1.00
0.00 1.00 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 4 7
8 9
10 11 12
L L L T
R L
T R
1 t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
' Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
' g(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
' V(t) V(I,prot) V(t) V(I,prot)
alpha
1 beta
Travel time, t(a) (sec)
Smoothing Factor, F
' Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
' Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
PO)
p(4)
p(7)
P(8)
P(9)
p(10)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
V c,x 72 352
72
s
Px
V c,u,x
C r, x
C plat,x
Two -Stage Process
7 8
10 11
Stagel Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 72 280
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
72
Potential Capacity
990
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
990
Probability of Queue free St.
0.95 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
72
Potential Capacity
1528
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1528
Probability of Queue free St.
0.95 1.00
Maj L-Shared Prob Q free St.
0.94
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap: Adj. factor due to Impeding
mvmnt 0.94 0.94
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 352
Potential Capacity 646
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.91
Movement Capacity 617
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 839 683
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 839 643
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 683 839
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 643 839
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 72
Potential Capacity 951 767
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 951 722
Part 2 - Second Stage
Conflicting Flows 280
Potential Capacity 767 929
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.95
Movement Capacity 722 886
Part 3 - Single Stage
Conflicting Flows 352
Potential Capacity 646
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.91
Movement Capacity 617
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 617
Worksheet 8-Shared Lane Calculations
Movement 7 8 9
10
11 12
L T R L
T
R
Volume (vph) 0 46
Movement Capacity (vph) 617
990
Shared Lane Capacity (vph) 990
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9
10
11 12
L T R L
T
R
C sep 617 990
Volume 0 46
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 990
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 83 46
C(m) (vph) 1528 990
v/c 0.05 0.05
95% queue length 0.03 0.00
Control Delay 7.5 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.95
v(il), Volume for stream 2 or 5 114
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.94
d(M,LT), Delay for stream 1 or 4 7.5
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.4
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Town Run Lane & Stickley Drive
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #1A
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 166 28 71 68
Hourly Flow Rate, HFR 174 29 74 71
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound
Movement 7 8 9 10
L T R I L T
Eastbound
11 12
R
Volume 9 45
Hourly Flow Rate, HFR 9 47
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 74 56
C(m) (vph) 1369 .796
v/c 0.05 0.07
95% queue length 0.03 0.12
Control Delay 7.8 9.9
LOS A A
Approach Delay 9.9
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Town Run Lane & Stickley Drive
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #1A
Time period Analyzed:
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 166 28 71 68
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 44 7 19 18
Hourly Flow Rate, HFR 174 29 74 71
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 9 45
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 2 12
Hourly Flow Rate, HFR 9 47
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 71
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
F
1
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
9(q1)
9(q2)
9(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
' Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
' Duration of blocked period, t(p)
Proportion time blocked, p
0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
p(1)
p(4)
P(7)
P(8)
P(9)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
V c,x 203 407
188
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
10 11
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 188 219
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
188
Potential Capacity
859
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
859
Probability of Queue free St.
0.95 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
203
Potential Capacity
1369
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1369
Probability of Queue free St.
0.95 1.00
Maj L-Shared Prob Q free St.
0.94
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.94 0.94
Movement Capacity
Probability of Queue free St. 1.00
1.00
Step 4: LT from Minor St. 7
10
Conflicting Flows 407
Potential Capacity 600
Pedestrian Impedance Factor 1.00
1.00
Maj. L, Min T Impedance factor 0.94
0.94
Maj. L, Min T Adj. Imp Factor. 0.96
0.96
Cap. Adj. factor due to Impeding mvmnt 0.96
0.90
Movement Capacity 574
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8
11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 748 726
Pedestrian Impedance Factor 1.00
1.00
Cap. Adj. factor due to Impeding mvmnt 1.00
0.94
Movement Capacity 748
685
Probability of Queue free St. 1.00
1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 726 737
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 685 737
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 188
Potential Capacity 844 817
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 844 771
Part 2 - Second Stage
Conflicting Flows 219
Potential Capacity 817 823
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.95
Movement Capacity 771 778
Part 3 - Single Stage
Conflicting Flows 407
Potential Capacity 600
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.90
Movement Capacity 574
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 574
Worksheet 8-Shared Lane Calculations
Movement 7 8 9
10 11 12
L T R L
T R
Volume (vph) 9 47
Movement Capacity (vph) 574
859
Shared Lane Capacity (vph) 796
Worksheet 9-Computation of Effect of Flared
Minor Street Approaches
Movement 7 8 9
10 11 12
L T R L
T R
C sep 574 859
Volume 9 47
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 796
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9
10 11 12
Lane Config LT LR
v (vph) 74 56
C(m) (vph) 1369 796
v/c 0.05 0.07
95% queue length 0.03 0.12
Control Delay 7.8 9.9
LOS A A
Approach Delay 9.9
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.95
v(il), Volume for stream 2 or 5 71
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.94
d(M,LT), Delay for stream 1 or 4 7.8
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.4
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Town Run Lane & Stickley Drive
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #1 B
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 194 0 0
Hourly Flow Rate, HFR 0 204 0 0
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 78 0
Hourly Flow Rate, HFR 82 0
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 0 82
C(m) (vph) 1368 .896
v/c 0.00 0.09
95% queue length 0.00 0.24
Control Delay 7.6 9.4
LOS A A
Approach Delay 9.4
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Town Run Lane & Stickley Drive
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #1 B
Time period Analyzed:
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 0 194 0 0
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 0 51 0 0
Hourly Flow Rate, HFR 0 204 0 0
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 78 0
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 21 0
Hourly Flow Rate, HFR 82 0
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 0
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1
6.2
t(c,hv) 1.00 1.00 1.00
1.00 1.00 1.00
1.00 1.00
P(hv) 2 2
0
t(c,g) 0.20 0.20 0.10 0.20
0.20 0.10
Grade/100 0.00
0.00 0.00 0.00
0.00 0.00
t(3,lt) 0.00 0.70
0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00
2-stage 0.00 0.00 1.00
1.00 0.00
1.00 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 4 7
8 9 10
11 12
L L L T
R L T
R
� I
� I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
9(q1)
9(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
p(1)
p(4)
p(7)
p(8)
P(9)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 204 102 102
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 102 0
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 102
Potential Capacity 959
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 959
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 204
Potential Capacity 1368
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1368
Probability of Queue free St. 1.00 1.00
Maj L-Shared Prob Q free St. 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
1
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 102
Potential Capacity 896
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 1.00 1.00
Movement Capacity 896
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 815 900
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 815 900
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 900 737
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 900 737
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 102
Potential Capacity 922 1023
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 922 1023
Part 2 - Second Stage
Conflicting Flows 0
Potential Capacity 1023 922
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 1023 922
Part 3 - Single Stage
Conflicting Flows 102
Potential Capacity 896
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
1.00
1.00
Movement Capacity 896
Results for Two -stage process:
a 0.00
0.00
y 0.00
0.00
C t 896
Worksheet 8-Shared Lane Calculations
Movement 7 8 9
10 11
12
L T R L
T R
Volume (vph) 82 0
Movement Capacity (vph) 896
959
Shared Lane Capacity (vph) 896
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9
10 11
12
L T R L
T R
C sep 896 959
Volume 82 0
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 896
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 0 82
C(m) (vph) 1368 896
v/c 0.00 0.09
95% queue length 0.00 0.24
Control Delay 7.6 9.4
LOS A A
Approach Delay 9.4
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 1.00
v(il), Volume for stream 2 or 5 0
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 1.00
d(M,LT), Delay for stream 1 or 4 7.6
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.0
Ik
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Town Run Lane & Stickley Drive
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1A
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume
140 18
223
234
Hourly Flow Rate, HFR
147
18
234 246
Percent Heavy Vehicles
--
-- 2
-- --
Median Type Undivided
RT Channelized?
Lanes
1 0
0 1
Configuration
TR
LT
Upstream Signal?
No
No
Minor Street: Approach
Westbound
Eastbound
Movement 7
8 9
10
11 12
L T
R L
T
R
Volume 31 242
Hourly Flow Rate, HFR 32 254
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 1 7 8 9 1 10 11 12
LT I LR
v (vph) 234 286
C(m) (vph) 1413 .714
v/c 0.17 0.40
95% queue length 0.65 2.07
Control Delay 8.1 13.4
LOS A B
Approach Delay 13.4
Approach LOS B
I
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Town Run Lane & Stickley Drive
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1A
Time period Analyzed:
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 140 18
223
234
Peak -Hour Factor, PHF 0.95
0.95
0.95 0.95
Peak-15 Minute Volume 37
5
59 62
Hourly Flow Rate, HFR 147
18
234 246
Percent Heavy Vehicles --
-- 2
-- --
Median Type Undivided
RT Channelized?
Lanes 1 0
0 1
Configuration TR
LT
Upstream Signal? No
No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 31 242
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 8 64
Hourly Flow Rate, HFR 32 254
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 246
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1
6.2
t(c,hv) 1.00 1.00 1.00
1.00 1.00
1.00 1.00
1.00
P(hv) 2 2
0
t(c,g) 0.20 0.20 0.10
0.20 0.20
0.10
Grade/100 0.00
0.00 0.00
0.00 0.00
0.00
t(3,lt) 0.00 0.70
0.00
t(c,T): 1-stage 0.00 0.00 0.00
0.00
0.00 0.00
.0.00 0.00
2-stage 0.00 0.00 1.00
1.00
0.00 1.00
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 4 7
8 9
10 11
12
L L L T
R L
T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 0
' t(f) 2.2 3.5 3.3
tWorksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
' V(t) V(I,prot) V(t) V(I,prot)
' V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
' Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
' 9(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
' V(t) V(I,prot) V(t) V(I,prot)
alpha
' beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
' Computation 3-Platoon Event Periods Result
p(2) 0.000
' p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
' unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
P(1)
p(4)
'P(7)
P(8)
P(9)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 165 870 156
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 156 714
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
156
Potential Capacity
895
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
895
Probability of Queue free St.
0.72 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
165
Potential Capacity
1413
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1413
Probability of Queue free St.
0.83 1.00
Maj L-Shared Prob Q free St.
0.81
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.81 0.81
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 870
Potential Capacity 322
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.81 0.81
Maj. L, Min T Adj. Imp Factor. 0.85 0.85
Cap. Adj. factor due to Impeding mvmnt 0.85 0.61
Movement Capacity 274
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 772 438
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.81
Movement Capacity 772 353
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 438 766
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.81 1.00
Movement Capacity 353 766
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.81 0.81
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 156
Potential Capacity 872 485
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.81
Movement Capacity 872 391
Part 2 - Second Stage
Conflicting Flows
714
Potential Capacity
485 765
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.81 0.72
Movement Capacity
391 548
Part 3 - Single Stage
Conflicting Flows
870
Potential Capacity
322
Pedestrian Impedance Factor
1.00 1.00
Maj. L, Min T Impedance factor
0.81 0.81
Maj. L, Min T Adj. Imp Factor.
0.85 0.85
Cap. Adj. factor due to Impeding mvmnt 0.85 0.61
Movement Capacity
274
Results for Two -stage process:
a 0.00
0.00
y 0.00
0.00
C t 274
Worksheet 8-Shared Lane Calculations
Movement 7 8 9
10
11 12
L T R L
T
R
Volume (vph) 32 254
Movement Capacity (vph) 274
895
Shared Lane Capacity (vph) 714
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9
10
11 12
L T R L
T
R
C sep 274 895
Volume 32 254
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 714
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 234 286
C(m) (vph) 1413 714
v/c 0.17 0.40
95% queue length 0.65 2.07
Control Delay 8.1 13.4
LOS A B
Approach Delay 13.4
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.83
v(il), Volume for stream 2 or 5 246
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.81
d(M,LT), Delay for stream 1 or 4 8.1
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 1.6
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY,
Intersection: Town Run Lane & Stickley Drive
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1 B
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 157 0 0
Hourly Flow Rate, HFR 0 165 0 0
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 266 0
Hourly Flow Rate, HFR 280 0
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 0 280
C(m) (vph) 1413 .920
v/c 0.00 0.30
95% queue length 0.00 1.43
Control Delay 7.5 10.6
LOS A B
Approach Delay 10.6
Approach LOS B
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Town Run Lane & Stickley Drive
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #1 B
Time period Analyzed:
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 0
157
0 0
'
Peak -Hour Factor, PHF
0.95
0.95 0.95 0.95
Peak-15 Minute Volume
0
41 0 0
Hourly Flow Rate, HFR
0
165 0 0
Percent Heavy Vehicles
--
-- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1
0
0 1
1
Configuration
TR
LT
Upstream Signal?
No
No
Minor Street Movements
7 8
9 10 11 12
L T
R L
T R
Volume 266
0
Peak Hour Factor, PHF
0.95
0.95
Peak-15 Minute Volume
Hourly Flow Rate, HFR
70
280
0
0
Percent Heavy Vehicles
2
0
Percent Grade (%)
0
0
Median Storage 1
Flared Approach: Exists?
No
Storage
RT Channelized?
Lanes 0
0
Configuration
' Movements 13
LR
Pedestrian Volumes and Adjustments
14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 0
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1
6.2
t(c,hv) 1.00 1.00 1.00
1.00 1.00 1.00
1.00
1.00
P(hv) 2 2
0
t(c,g) 0.20 0.20 0.10 0.20
0.20
0.10
Grade/100 0.00
0.00 0.00 0.00 0.00
0.00
t(3,lt) 0.00 0.70
0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00
0.00
0.00 0.00
2-stage 0.00 0.00 1.00
1.00 0.00
1.00
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 4 7
8 9 10
11
12
L L L T
R L T
R
I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
' Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
IComputation 3-Platoon Event Periods Result
p(2) 0.000
' p(5) 0.000
p(dom)
p(subo)
' Constrained or unconstrained?
Proportion
'unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
Ism
p(4)
'P(7)
P(8)
P(9)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
V c,x 165 82
82
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
10 11
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 82 0
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
82
Potential Capacity
983
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
983
Probability of Queue free St.
1.00 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
165
Potential Capacity
1413
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1413
Probability of Queue free St.
1.00 1.00
Maj L-Shared Prob Q free St.
1.00
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 1.00 1.00
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 82
Potential Capacity 920
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 1.00 1.00
Movement Capacity 920
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 831 900
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 831 900
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 900 766
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 900 766
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 82
Potential Capacity 941 1023
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 941 1023
Part 2 - Second Stage
Conflicting Flows 0
Potential Capacity 1023 941
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 1023 941
Part 3 - Single Stage
Conflicting Flows 82
Potential Capacity 920
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 1.00
1.00
Movement Capacity 920
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 920
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11
12
L T R L T R
Volume (vph) 280 0
Movement Capacity (vph) 920 983
Shared Lane Capacity (vph) 920
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11
12
L T R L T R
C sep 920 983
Volume 280 0
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 920
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 0 280
C(m) (vph) 1413 920
v/c 0.00 0.30
95% queue length 0.00 1.43
Control Delay 7.5 10.6
LOS A B
Approach Delay 10.6
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 1.00
v(il), Volume for stream 2 or 5 0
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 1.00
d(M,LT), Delay for stream 1 or 4 7.5
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.0
1
I
� I
� I
Appendix H
2005 Build
Scenario 2
� I
HCS: Signalized Intersections Release 3.2
Inter: Route 277 & Stickley Drive City/St:
Analyst: PHRA Proj #: 2005 Build -out Alt #2A
Date: 3/9/01 Period: AM Peak
E/W St: Route 277 N/S St: Stickley Drive
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R I L T R I L T R I L T R
� I I
No. Lanes 1 z 1 1 1 1
LGConfig I L T R I L T R
Volume I1 488 18 124 810 4
Lane Width 112.0 12.0 12.0 I12.0 12.0 12.0
RTOR Vol 1 0 I 0
Duration 0.25
Phase Combination 1
EB Left A
Thru
Right
Peds
WB Left A
Thru
Right
Per'
NB Ri(
SB Ri(
Green
Yellow
All Re(
Cycle
1 1 1
L T R
41 1 79
12.0 12.0 12.0
20
Area Type: All other areas
Signal Operations_
2 3 4
A I NB Left
A I Thru
A Right
Peds
A I SB Left
A I Thru
A Right
I PPrl.q
5
A
0
6
A
A
A
A
A
A
1 1 1
L T R
1 1 3
12.0 12.0 12.0
0
7 8
Intersection Performance Summary
h
Appr/ Lane
Lane Group
Grp Capacity
Adj Sat
Flow Rate
(s)
Rat
v/c
Eastbound
L 318
0.00
T 1416
3539
0.36
R 760
1583
0.03
Westbound
L 451
0.06
T 1416
3539
0.60
R 760
1583
0.01
Northbound
L 531
0.08
T 596
1863
0.00
R 697
1583
0.09
Southbound
L 531
0.00
T 596
1863
0.00
R 697
1583
0.00
Intersection
Delay
= 28.0
Phone:
E-Mail:
ios
Lane
Group
Approac
g/C
Delay
LOS
Delay
LOS
0.520
16.9
B
0.400
26.5
C
26.1
C
0.480
17.1
B
0.520
15.4
B
0.400
30.4
C
29.9
C
0.480
16.9
B
0.400
23.2
C
0.320
28.9
C
21.7
C
0.440
20.5
C
0.400
22.6
C
0.320
28.9
C
22.1
C
0.440
19.6
B
(sec/veh) Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Intersection:
City/State:
Analyst:
Project No:
Time Period Analyzed:
Date:
East/West Street Name:
North/South Street Name
Fax:
OPERATIONAL ANALYSIS
Route 277 & Stickley Drive
PHRA
2005 Build -out Alt 42A
AM Peak
3/9/01
Route 277
Stickley Drive
E
Volume
PHF
PK 15 Vol
Hi Ln Vol
% Grade
Ideal Sat
ParkExist
NumPark
% Heavy Vehl
No. Lanes
LGConfig
Lane Width
RTOR Vol
Adj Flow
%InSharedLnl
Prop Turns I
NumPeds I
NumBus I
%RightsInPrc
Duration
VOLUME DATA
Eastbound
L T R I
Westbound
L T R I
Northbound (
L T R I
Southbound
L T R
1
488
18 124
810
4 141
1
79 Il
1
3
0.95
0.95
0.95 10.95
0.95
0.95 10.95
0.95
0.95 10.95
0.95
0.95
1
128
5 16
213
1
Ill
1
21 11
1
1
0
1
0
I
0
I
0
1900
1900
1900
I1900
1900
1900
I1900
1900
1900
I1900
1900
1900
2
2
2
12
2
2
12
2
2
12
2
2
1
2
1
I 1
2
1
I 1
1
1
I 1
1
1
L
T
R
I L
T
R
I L
T
R
I L
T
R
12.0
12.0
12.0
I12.0
12.0
12.0
I12.0
12.0
12.0
I12.0
12.0
12.0
0
I
0
I
20
I
0
1
514
19
125
853
4
143
1
62
11
1
3
I
I
0
0
0
10
0
0
I0
0
0
I0
0
0
tPhase
0
I
0
I
0
I
0
n ?S
Area
Tvpe:
All
other
areas
Init Unmet
Arriv. Type
Unit Ext.
I Factor
Lost Time
Ext of g
Ped Min g
OPERATING PARAMETERS
Westbound
Northbound
Eastbound
L
T
R
L
T R
I L
T
R
0.0
0.0
0.0
I0.0
0.0 0.0
I0.0
0.0
0.0
3
3
3
13
3 3
13
3
3
3.0
3.0
3.0
13.0
3.0 3.0
I3.0
3.0
3.0
1.000
I
1.000
I
1.000
2.0
2.0
2.0
I2.0
2.0 2.0
12.0
2.0
2.0
2.0
2.0
2.0
I2.0
2.0 2.0
I2.0
2.0
2.0
3.0
I
3.0
1
3.0
PHASE DATA
Phase Combination 1 2 3 4 1 5
EB Left A
Thru
Right
Peds
WB Left A
Thru
Right
Peds
NB Right A
SB Right A
A NB Left A
A Thru
A Right
Peds
A I SB Left A
A I Thru
A Right
I Peds
Green 10.0 50.0
Yellow 2.0 2.0
All Red 3.0 3.0
Cycle Length: 125.0 secs
EB Right A
WB Right A
Southbound
L T R
0.0
0.0
0.0
3
3
3
3.0
3.0
3.0
1.000
2.0
2.0
2.0
2.0
2.0
2.0
3.0
5.0 40.0
2.0 2.0
3.0 3.0
7 8
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
1
0.95
1
1
L
1
Thru
488
0.95
514
2
T
514
Right
18
0.95
19
1
R
0
19
Westbound
Left
24
0.95
25
1
L
25
Thru
810
0.95
853
2
T
853
Right
4
0.95
4
1
R
0
4
Northbound
Left
41
0.95
43
1
L
43
Thru
1
0.95
1
1
T
1
Right
79
0.95
62
1
R
20
62
Southbound
Left
1
0.95
1
1
L
1
Thru
1
0.95
1
1
T
1
Right
3
0.95
3
1
R
0
3
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
Appr/
Ideal
Adj
Lane
Sat
f
f
f
f
f
f
f
f
f
Sat
Group
Flow
W
HV
G
P
BB
A
LU
RT
LT
Flow
Eastbound
Sec LT
Adj/LT
Sat:
0.173
322
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Westbound
Sec LT
Adj/LT
Sat:
0.344
641
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Northbound
Sec LT
Adj/LT
Sat:
0.667
1243
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Southbound
Sec LT
Adj/LT
Sat:
0.667
1243
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
CAPACITY ANALYSIS WORKSHEET
'
Adj
Adj Sat
Flow
Green --Lane
Group--
Appr/
Lane
Flow Rate
Flow Rate
Ratio
Ratio Capacity
v/c
Mvmt
Group
(v)
(s)
(v/s)
(g/C)
(c)
Ratio
Eastbound
Pri.
1
1770
0.00
0.104
184
0.01
'
Sec.
0
322
0.00
0.416
134
0.00
Left
L
1
0.520
318
0.00
Thru
T
514
3539
0.15
0.400
1416
0.36
'
Right
R
19
1583
0.01
0.480
760
0.03
Westbound
Pri.
25
1770
0.01
0.104
184
0.14
Sec.
0
641
0.00
0.416
267
0.00
Left
L
25
0.520
451
0.06
Thru
T
853
3539
# 0.24
0.400
1416
0.60
Right
R
4
1583
0.00
0.480
760
0.01
Northbound
Pri.
43
1770
# 0.02
0.064
113
0.38
Sec.
0
1243
0.00
0.336
418
0.00
Left
L
43
0.400
531
0.08
Thru
T
1
1863
0.00
0.320
596
0.00
Right
R
62
1583
# 0.04
0.440
697
0.09
Southbound
Pri.
1
1770
0.00
0.064
113
0.01
Sec.
0
1243
0.00
0.336
418
0.00
Left
L
1
0.400
531
0.00
Thru
T
1
1863
0.00
0.320
596
0.00
Right
R
3
1583
0.00
0.440
697
0.00
0.30
Sum (v/s) critical =
Lost Time/Cycle,
L = 15.00
sec Critical v/c(X)
= 0.35
1
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c q/C di Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0.00
0.520
16.9
1.000
318
0.11
0.0
0.0
16.9
B
T 0.36
0.400
26.3
1.000
1416
0.11
0.2
0.0
26.5
C
26.1 C
R 0.03
0.480
17.1
1.000
760
0.11
0.0
0.0
17.1
B
Westbound
L 0.06
0.520
15.3
1.000
451
0.11
0.1
0.0
15.4
B
T 0.60
0.400
29.6
1.000
1416
0.19
0.7
0.0
30.4
C
29.9 C
R 0.01
0.480
16.9
1.000
760
0.11
0.0
0.0
16.9
B
Northbound
L 0.08
0.400
23.2
1.000
531
0.11
0.1
0.0
23.2
C
T 0.00
0.320
28.9
1.000
596
0.11
0.0
0.0
28.9
C
21.7 C
R 0.09
0.440
20.4
1.000
697
0.11
0.1
0.0
20.5
C
Southbound
L 0.00
0.400
22.6
1.000
531
0.11
0.0
0.0
22.6
C
T 0.00
0.320
28.9
1.000
596
0.11
0.0
0.0
28.9
C
22.1 C
R 0.00
0.440
19.6
1.000
697
0.11
0.0
0.0
19.6
B
Intersection
Delay
= 28.0
(sec/veh)
Intersection
LOS
= C
I
LJ
11
i
n
I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-(gf)/2, n>=0
Ptho=1-Plto
Pl*=Plt [l+((N-1)g/ (gf+gu/Ell+4.24) )]
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-9f,0)
fm=[gf/g]+[gu/g] [1/(l+Pl(Ell-1))], (min=fmin;max=1.00)
flt=fm=[gf/g]+gdiff [l/(1+Plt(E12-1) )]
EB WB NB SB
65.0 65.0 50.0 50.0
52.0 52.0 42.0 42.0
50.0 50.0 40.0 40.0
1 1 1 1
2 2 1 1
1 25 43 1
0.00 0.00 0.00 0.00
853 514 1 1
5.00 5.00 5.00 5.00
0.03 0.87 1.49 0.03
15.59 9.39 0.03 0.03
1.00 1.00 1.00 1.00
0.0 0.0 0.0 0.0
0.60 0.60 0.68 0.68
24.92 13.27 5.00 5.00
27.08 38.73 37.00 37.00
12.46 6.63 2.50 2.50
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
3.02 2.16 1.32 1.32
1.00 1.00 1.00 1.00
0.08 0.08 0.10 0.10
0.00 0.00 0.00 0.00
0.17 0.34 0.67 0.67
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0. 91 (N-1) ] /N**
Iflt 0.173 0.344 0.667 0.667
1 For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
I
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1
1
I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-gf)/2, n>=0
Ptho=1-Plto
P1*=Plt [l+((N-1)g/ (gf+(gu/Ell+4.24)) )
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
gdiff=max(gq-gf,0)
fm= [gf/g] + [gu/g] [1/ (l+Pl (Ell-1)) ] , (min=fmin; max=1 . 00)
flt=fm=[gf/g]+gdiff [1/(l+Plt(E12-1) )]
+ [gu/g] [l/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
t
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SUPPLEMENTAL UNIFORM DELAY WORKSHEET
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 125.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, di
EBLT WBLT NBLT SBLT
1 25 43 1
0.00 0.06 0.08 0.00
13.0 13.0 8.0 8.0
24.92 13.27 5.00 5.00
27.08 38.73 37.00 37.00
60.0 60.0 75.0 75.0
0.00 0.01 0.01 0.00
0.492 0.492 0.492 0.492
0.17 0.24 0.39 0.39
0.00 0.04 0.03 0.00
0.00 0.08 0.25 0.01
1 1 1 1
0.02 0.42 0.90 0.02
0.01 0.09 0.06 0.00
0.00 0.00 0.00 0.00
16.9 15.3 23.2 22.6
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial
Dur. Uniform Delay
Initial
Final
Initial
Lane
Appr/ Unmet
Unmet
Queue
Unmet
Queue
Group
Lane Demand
Demand Unadj. Adj.
Param.
Demand
Delay
Delay
Group Q veh
t hrs. ds di sec
u
Q veh
d3 sec
d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 28.0 sec/veh Intersection LOS C
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1
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INo errors to report.
lJl
1
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ERROR MESSAGES
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HCS: Signalized Intersections Release 3.2
Inter: Route 277 & Stickley Drive City/St:
Analyst: PHRA Proj 4: 2005 Build -out Alt 423
Date: 3/9/01 Period: AM Peak
E/W St: Route 277 N/S St: Stickley Drive
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R I L T R I L T R I L T R
No. Lanes 1 2 1 I 1 2 1 1 1 1 I 1 1 1
LGConf ig L T R L T R I L T R I L T R
Volume 1311 375 57 I40 655 143 1136 28 92 171 14 490
Lane Width I12.0 12.0 12.0 I12.0 12.0 12.0 I12.0 12.0 12.0 I12.0 12.0 12.0
RTOR Vol I 15 I 30 I 30 1 100
Duration 0.25 Area Type: All other areas
Signal Operations_
Phase Combination 1 2 3 4 1
EB Left
A
A
Thru
A
Right
A
Peds
WB Left
A
A
Thru
A
Right
A
Peds
NB Right
A
SB Right
A
Green
20.0
45.0
Yellow
2.0
2.0
All Red
3.0
3.0
Cycle Length:
125.0
secs
5
NB Left A
Thru
Right
Peds
SB Left
A
Thru
Right
Peds
EB Right
A
WB Right
A
5.0
2.0
3.0
6 7 8
A
A
A
A
A
A
35.0
2.0
3.0
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 482
0.68
0.560
21.6
C
T 1274
3539
0.31
0.360
29.0
C
25.3
C
R 697
1583
0.06
0.440
20.2
C
Westbound
L 609
0.07
0.560
12.9
B
T 1274
3539
0.54
0.360
32.3
C
29.8
C
R 697
1583
0.17
0.440
21.3
C
Northbound
L 470
0.30
0.360
28.3
C
T 522
1863
0.06
0.280
33.0
C
26.0
C
R 760
1583
0.09
0.480
17.7
B
Southbound
L 465
0.16
0.360
27.0
C
T 522
1863
0.03
0.280
32.7
C
24.4
C
R 760
1583
0.54
0.480
23.6
C
Intersection
Delay
= 26.8
(sec/veh) Intersection
LOS = C
Phone:
E-Mail:
HCS: Signalized Intersections Release 3.2
Fax:
OPERATIONAL ANALYSIS
Intersection: Route 277 & Stickley Drive
City/State:
Analyst: PHRA
Project No: 2005 Build -out Alt #2B
Time Period Analyzed: AM Peak
Date: 3/9/01
East/West Street Name: Route 277
North/South Street Name: Stickley Drive
Volume
PHF
PK 15 Vol
Hi Ln Vol
% Grade
Ideal Sat
ParkExist
NumPark
% Heavy Veh
No. Lanes
LGConfig
Lane Width
RTOR Vol
Adj Flow
%InSharedLn
Prop Turns
NumPeds
NumBus
%RightsInPr(
Duration
Eastbound
L T R
311 375 57
0.95 0.95 0.95
82 99 15
0
1900 1900 1900
2 2 2
1 2 1
L T R
12.0 12.0 12.0
15
327 395 44
0 0
)tPhase
0.25
VOLUME DATA
Westbound
L T R
40 655 143
0.95 0.95 0.95
11 172 38
0
1900 1900 1900
2 2 2
1 2 1
L T R
12.0 12.0 12.0
30
42 689 119
Northbound
L T R
136 28 92
0.95 0.95 0.95
36 7 24
0
1900 1900 1900
2 2 2
1 1 1
L T R
12.0 12.0 12.0
30
143 29 65
0 10 0 0 10
0 1 0
Area Type: All other areas
0
0 0
0
Southbound
L T R
71 14 490
0.95 0.95 0.95
19 4 129
0
1900 1900 1900
2 2 2
1 1 1
L T R
12.0 12.0 12.0
100
75 15 411
0
0 0 0
0
Eastbound
L T R
Init
Unmet
10.0
0.0
0.0
Arriv.
TypeJ3
3
3
Unit
Ext.
13.0
3.0
3.0
I Factor
1
1.000
Lost
Time
12.0
2.0
2.0
Ext
of g
12.0
2.0
2.0
Ped
Min g
1
3.0
Phase Combination 1 2
EB Left
A A
Thru
A
Right
A
Peds
WB Left
A A
Thru
A
Right
A
Peds
NB Right A
SB Right A
Green 20.0 45.0
Yellow 2.0 2.0
All Red 3.0 3.0
Cycle Length: 125.0 secs
OPERATING
PARAMETERS
Westbound
Northbound
L
T
R
I L
T
R
0.0
0.0
0.0
10.0
0.0
0.0
3
3
3
13
3
3
3.0
3.0
3.0
I3.0
3.0
3.0
1.000
I
1.000
2.0
2.0
2.0
I2.0
2.0
2.0
2.0
2.0
2.0
I2.0
2.0
2.0
3.0
I
3.0
PHASE
DATA
3
4
1
5
NB Left A
Thru
Right
Peds
SB Left A
Thru
Right
Peds
EB Right A
WB Right A
5.0
2.0
3.0
I.
I
35.0
2.0
3.0
Southbound
L T R
0.0
0.0
0.0
3
3
3
3.0
3.0
3.0
1.000
2.0
2.0
2.0
2.0
2.0
2.0
3.0
7 8
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
311
0.95
327
1
L
327
Thru
375
0.95
395
2
T
395
Right
57
0.95
44
1
R
15
44
Westbound
Left
40
0.95
42
1
L
42
Thru
655
0.95
689
2
T
689
Right
143
0.95
119
1
R
30
119
Northbound
Left
136
0.95
143
1
L
143
Thru
28
0.95
29
1
T
29
Right
92
0.95
65
1
R
30
65
Southbound
Left
71
0.95
75
1
L
75
Thru
14
0.95
15
1
T
15
Right
490
0.95
411
1
R
100
411
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
Appr/
Ideal
Adj
Lane
Sat
f
f
f
f
f
f
f
f
f
Sat
Group
Flow
W
HV
G
P
BB
A
LU
RT
LT
Flow
Eastbound
Sec LT
Adj/LT
Sat:
0.222
414
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Westbound
Sec LT
Adj/LT
Sat:
0.404
752
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Northbound
Sec LT
Adj/LT
Sat:
0.647
1205
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Southbound
Sec LT
Adj/LT
Sat:
0.639
1189
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Appr/ Lane
Mvmt Group
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group --
Flow Rate Flow Rate Ratio Ratio Capacity v/c
(v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
326
1770
0.18
0.184
326
1.00
Sec.
1
414
0.00
0.376
156
0.01
Left
L 327
0.560
482
0.68
Thru
T 395
3539
0.11
0.360
1274
0.31
Right
R 44
1583
0.03
0.440
697
0.06
Westbound
Pri.
42
1770
0.02
0.184
326
0.13
Sec.
0
752
0.00
0.376
283
0.00
Left
L 42
0.560
609
0.07
Thru
T 689
3539
4
0.19
0.360
1274
0.54
Right
R 119
1583
0.08
0.440
697
0.17
Northbound
Pri.
113
1770
#
0.06
0.064
113
1.00
Sec.
30
1205
0.02
0.296
357
0.08
Left
L 143
0.360
470
0.30
Thru
T 29
1863
0.02
0.280
522
0.06
Right
R 65
1583
0.04
0.480
760
0.09
Southbound
Pri.
75
1770
0.04
0.064
113
0.66
Sec.
0
1189
0.00
0.296
352
0.00
Left
L 75
0.360
465
0.16
Thru
T 15
1863
0.01
0.280
522
0.03
Right
R 411
1583
#
0.26
0.480
760
0.54
Sum (v/s) critical = 0.52
Lost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.59
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C di Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0.68
0.560
17.8
1.000
482
0.25
3.8
0.0
21.6
C
T 0.31
0.360
28.8
1.000
1274
0.11
0.1
0.0
29.0
C
25.3 C
R 0.06
0.440
20.2
1.000
697
0.11
0.0
0.0
20.2
C
Westbound
L 0.07
0.560
12.9
1.000
609
0.11
0.0
0.0
12.9
B
T 0.54
0.360
31.8
1.000
1274
0.14
0.5
0.0
32.3
C
29.8 C
R 0.17
0.440
21.2
1.000
697
0.11
0.1
0.0
21.3
C
Northbound
L 0.30
0.360
28.0
1.000
470
0.11
0.4
0.0
28.3
C
T 0.06
0.280
32.9
1.000
522
0.11
0.0
0.0
33.0
C
26.0 C
R 0.09
0.480
17.6
1.000
760
0.11
0.0
0.0
17.7
B
Southbound
L 0.16
0.360
26.8
1.000
465
0.11
0.2
0.0
27.0
C
32 7
1 000
522
0 11
0 0
0.0
32.7
C
24.4 C
T 0.03 0.280
R 0.54 0.480 22.8 1.000 760 0.14 0.8 0.0 23.6 C
Intersection Delay = 26.8 (sec/veh) Intersection LOS = C
rI
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Ll
L
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-gf)/2, n>=0
Ptho=1-Plto
Pl*=Plt [l+((N-1)g/ (gf+gu/Ell+4.24) )]
Ell (Figure 9-7)
E12=(1=Ptho**n)/Plto, E12>=1.0
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
gdiff=max(gq-9f,0)
fm= [gf /g] + [gu/g] [ 1/ (l+Pl (Ell -1)) ] , (min=fmin; max=1 . 00 )
flt=fm= [gf/g] +gdiff [l/ (1+Plt (E12-1)) ]
EB WB NB SB
70.0 70.0 45.0 45.0
47.0 47.0 37.0 37.0
45.0 45.0 35.0 35.0
1 1 1 1
2 2 1 1
327 42 143 75
0.00 0.00 0.00 0.00
689 395 15 29
5.00 5.00 5.00 5.00
11.35 1.46 4.97 2.60
12.59 7.22 0.52 1.01
1.00 1.00 1.00 1.00
0.0 0.0 0.0 0.0
0.64 0.64 0.72 0.72
20.18 10.45 5.00 5.00
26.82 36.55 32.00 32.00
10.09 5.22 2.50 2.50
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
2.57 1.93 1.34 1.35
1.00 1.00 1.00 1.00
0.09 0.09 0.11 0.11
0.00 0.00 0.00 0.00
0.22 0.40 0.65 0.64
+ [gu/g] [l/ (l+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0. 91 (N-1) ] /N**
I
fit 0.222 0.404 0.647 0.639
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single lane approach
I
or when gf>gq, see text.
1
�i
I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
' APPROACH EB
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
' Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
' Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
' gf= [Gexp(- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-9f)/2, n>=0
Ptho=1-Plto
Pl*=Plt [1+{ (N-1)g/ (gf+gu/Ell+4.24)) )
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
gdiff=max(gq-9f,0)
fm=[gf/g]+[gu/g] [1/{l+P1(Ell-1))], (min=fmin;max=1.00)
flt=fm= [gf/g] +gdiff [1/ { 1+Plt (E12-1)) ]
I
11
WB NB SB
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary
For special case of single -lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
' Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
' Cycle length, C 125.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
' Uniform Delay, di
I
I
EBLT WBLT NBLT SBLT
327 42 143 75
0.68 0.07 0.30 0.16
23.0 23.0 8.0 8.0
20.18 10.45 5.00 5.00
26.82 36.55 32.00 32.00
55.0 55.0 80.0 80.0
0.09 0.01 0.04 0.02
0.492 0.492 0.492 0.492
0.20 0.27 0.39 0.38
0.79 0.06 0.12 0.06
0.63 0.08 0.89 0.47
1 1 1 1
5.00 0.64 3.18 1.67
1.83 0.12 0.20 0.10
0.00 0.00 0.00 0.00
17.8 12.9 28.0 26.8
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay
Appr/ Unmet Unmet
Lane Demand Demand Unadj. Adj.
Group Q veh t hrs. ds di sec
Eastbound
Westbound
Northbound
' Southbound
I
Initial Final Initial Lane
Queue Unmet Queue Group
Param. Demand Delay Delay
u Q veh d3 sec d sec
Intersection Delay 26.8 sec/veh Intersection LOS C
ERROR MESSAGES
I
No errors to report.
� I
� I
� I
� I
HCS: Signalized Intersections
Release 3.2
Inter:
Route 277
& Stickley Drive City/St:
Analyst:
PHRA
Proj #:
2005 Build -out Alt 42A
Date:
3/9/01
Period:
PM Peak
E/W St:
Route 277
N/S St:
Stickley Drive
QT(;rTAT.T7.F.n TNTTT'R.4RC'TT0M
STTMMARY
Eastbound
Westbound
Northbound
Southbound
L T R
L T R
I L T R
I L T R
No. Lanes
1 2 1
1 2 1
1 1 1
1 1 1
LGConf ig
I L T R
L T R
L T R
L T R
Volume
138 876 59
165 843 42
145 1 54
I30 1 44
Lane Width
I12.0 12.0 12.0
I12.0 12.0 12.0
I12.0 12.0 12.0
I12.0 12.0 12.0
RTOR Vol
1 20
I 11
I 15
1 11
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 I 5
EB Left A A I NB Left A
Thru A I Thru
Right A i Right
Peds Peds
WB Left A A SB Left A
Thru A I Thru
Right A i Right
Peds Peds
NB Right A I EB Right A
SB Right A WB Right A
Green 10.0 50.0 5.0
Yellow 2.0 2.0 2.0
All Red 3.0 3.0 3.0
Cycle Length: 125.0 secs
6
A
A
A
A
A
A
40.0
2.0
3.0
7 8
Appr/ Lane
Lane Group
Grp Capacity
_Intersection Performance Summary
Adj Sat Ratios Lane Group Approach
Flow Rate
(s) v/c g/C Delay LOS Delay LOS
Eastbound
L 307
0.13
0.520
17.9
B
T 1416
3539
0.65
0.400
31.5
C
30.4
C
R 760
1583
0.05
0.480
17.4
B
Westbound
L 296
0.23
0.520
18.8
B
T 1416
3539
0.63
0.400
30.9
C
29.6
C
R 760
1583
0.04
0.480
17.3
B
Northbound
L 531
0.09
0.400
23.3
C
T 596
1863
0.00
0.320
28.9
C
21.9
C
R 697
1583
0.06
0.440
20.2
C
Southbound
L 531
0.06
0.400
23.1
C
T 596
1863
0.00
0.320
28.9
C
21.6
C
R 697
1583
0.05
0.440
20.1
C
Intersection
Delay
= 29.4
(sec/veh)
Intersection
LOS = C
Phone:
E-Mail:
HCS: Signalized Intersections Release 3.2
Fax:
OPERATIONAL ANALYSIS
Intersection: Route 277 & Stickley Drive
City/State:
Analyst: PHRA
Project No: 2005 Build -out Alt #2A
Time Period Analyzed: PM Peak
Date: 3/9/01
East/West Street Name: Route 277
North/South Street Name: Stickley Drive
East
1 IL
Volume
PHF I
PK 15 Vol
Hi Ln Vol
% Grade
' Ideal Sat
ParkExist
NumPark
% Heavy VehI2 2
No. Lanes I 1
LGConf ig I L
' Lane Width I12.0 1
RTOR Vol I
Adj Flow I40 9
%InSharedLnl
Prop Turns
NumPeds
1 NumBus IO 0
%RightsInProtPhase
Duration 0.25
1
bound
T R
38 876 59
0.95 0.95 0.95
10 231 16
0
1900 1900 1900
VOLUME DATA
Westbound
L T R
65 843 42
0.95 0.95 0.95
17 222 11
0
1900 1900 1900
2
12 2
2
2 1
I 1 2
1
T R
I L T
R
2.0 12.0
I12.0 12.0
12.0
20
I
11
22 41
168 887
33
Northbound
Southbound
L T
R
I L
T
R
I30
1
44
45 1
54
0.95 0.95
0.95
10.95
0.95
0.95
12 1
14
18
I
1
12
0
I
0
1900 1900 1900 11900 1900 1900
2 2 2
1 1 1
L T R
12.0 12.0 12.0
15
47 1 41
0 I0 0 0 I0
0
Area Type: All other areas
0
0 0
0
2 2 2
1 1 1
L T R
12.0 12.0 12.0
11
32 1 35
0
0 0 0
0
Eastbound
L
T
R
Init Unmet
I0.0
0.0
0.0
Arriv. Typel3
3
3
Unit Ext.
I3.0
3.0
3.0
I Factor
I
1.000
Lost Time
I2.0
2.0
2.0
Ext of g
I2.0
2.0
2.0
Ped Min g
(
3.0
Phase Combination 1 2
EB Left
A A
Thru
A
Right
A
Peds
WB Left
A A
Thru
A
Right
A
Peds
NB Right A
SB Right A
Green 10.0 50.0
Yellow 2.0 2.0
All Red 3.0 3.0
Cycle Length: 125.0 secs
OPERATING PARAMETERS
Westbound
Northbound
L
T R
I L
T
R
I0.0
0.0
0.0
0.0
0.0 0.0
3
3 3
I3
3
3
3.0
3.0 3.0
I3.0
3.0
3.0
1.000
I
1.000
2.0
2.0 2.0
I2.0
2.0
2.0
2.0
2.0 2.0
I2.0
2.0
2.0
3.0
1
3.0
PHASE DATA
3
4 1
5
NB
Left A
Thru
Right
Peds
SB
Left A
Thru
Right
Peds
EB
Right A
WB
Right A
5.0
2.0
3.0
40.0
2.0
3.0
Southbound
L T R
0.0
0.0
0.0
3
3
3
3.0
3.0
3.0
1.000
2.0
2.0
2.0
2.0
2.0
2.0
3.0
7 8
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
38
0.95
40
1
L
40
Thru
876
0.95
922
2
T
922
Right
59
0.95
41
1
R
20
41
Westbound
Left
65
0.95
68
1
L
68
Thru
843
0.95
887
2
T
887
Right
42
0.95
33
1
R
11
33
Northbound
Left
45
0.95
47
1
L
47
Thru
1
0.95
1
1
T
1
Right
54
0.95
41
1
R
15
41
Southbound
Left
30
0.95
32
1
L
32
Thru
1
0.95
1
1
T
1
Right
44
0.95
35
1
R
11
35
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
Appr/
Ideal
Adj
Lane
Sat
f
f
f
f
f
f
f
f
f
Sat
Group
Flow
W
HV
G
P
BB
A
LU
RT
LT
Flow
Eastbound
Sec LT
Adj/LT
Sat:
0.159
296
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Westbound
Sec LT
Adj/LT
Sat:
0.145
270
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Northbound
Sec LT
Adj/LT
Sat:
0.667
1243
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Southbound
Sec LT
Adj/LT
Sat:
0.667
1243
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Appr/ Lane
Mvmt Group
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group --
Flow Rate Flow Rate Ratio Ratio Capacity v/c
(v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
40
1770
0.02
0.104
184
0.22
Sec.
0
296
0.00
0.416
123
0.00
Left
L
40
0.520
307
0.13
Thru
T
922
3539
4
0.26
0.400
1416
0.65
Right
R
41
1583
0.03
0.480
760
0.05
Westbound
Pri.
68
1770
4
0.04
0.104
184
0.37
Sec.
0
270
0.00
0.416
112
0.00
Left
L
68
0.520
296
0.23
Thru
T
887
3539
0.25
0.400
1416
0.63
Right
R
33
1583
0.02
0.480
760
0.04
Northbound
Pri.
47
1770
#
0.03
0.064
113
0.42
Sec.
0
1243
0.00
0.336
418
0.00
Left
L
47
0.400
531
0.09
Thru
T
1
1863
0.00
0.320
596
0.00
Right
R
41
1583
0.03
0.440
697
0.06
Southbound
Pri.
32
1770
0.02
0.064
113
0.28
Sec.
0
1243
0.00
0.336
418
0.00
Left
L
32
0.400
531
0.06
Thru
T
1
1863
#
0.00
0.320
596
0.00
Right
R
35
1583
0.02
0.440
697
0.05
Sum (v/s) critical = 0.33
Lost Time/Cycle, L = 20.00 sec Critical v/c(X) = 0.39
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res
Lane Del Adj Grp Factor Del Del
Grp v/c g/C di Fact Cap k d2 d3
Eastbound
Lane Group Approach
Delay LOS Delay LOS
L 0.13
0.520
17.7
1.000
307
0.11
0.2
0.0
17.9
B
T 0.65
0.400
30.4
1.000
1416
0.23
1.1
0.0
31.5
C
30.4 C
R 0.05
0.480
17.3
1.000
760
0.11
0.0
0.0
17.4
B
Westbound
L 0.23
0.520
18.4
1.000
296
0.11
0.4
0.0
18.8
B
T 0.63
0.400
30.0
1.000
1416
0.21
0.9
0.0
30.9
C
29.6 C
R 0.04
0.480
17.3
1.000
760
0.11
0.0
0.0
17.3
B
Northbound
L 0.09
0.400
23.2
1.000
531
0.11
0.1
0.0
23.3
C
T 0.00
0.320
28.9
1.000
596
0.11
0.0
0.0
28.9
C
21.9 C
R 0.06
0.440
20.1
1.000
697
0.11
0.0
0.0
20.2
C
Southbound
L 0.06
0.400
23.0
1.000
531
0.11
0.0
0.0
23.1
C
T 0.00
0.320
28.9
1.000
596
0.11
0.0
0.0
28.9
C
21.6 C
R 0.05
0.440
20.0
1.000
697
0.11
0.0
0.0
20.1
C
Intersection
Delay
= 29.4
(sec/veh)
Intersection
LOS
= C
I
1
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf=[Gexp(- a * (LTC ** b))]-tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-9f)/2, n>=0
Ptho=1-Plto
Pl*=Plt [l+((N-1)g/ (gf+gu/Ell+4.24) )]
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-(3f,0)
fm=[gf/g]+[gu/g] [1/(l+Pl(Ell-1))], (min=fmin;max=1.00)
flt=fm=[gf/g]+gdiff [l/(1+Plt(E12-1) )]
EB WB NB SB
65.0 65.0 50.0 50.0
52.0 52.0 42.0 42.0
50.0 50.0 40.0 40.0
1 1 1 1
2 2 1 1
40 68 47 32
0.00 0.00 0.00 0.00
887 922 1 1
5.00 5.00 5.00 5.00
1.39 2.36 1.63 1.11
16.21 16.85 0.03 0.03
1.00 1.00 1.00 1.00
0.0 0.0 0.0 0.0
0.60 0.60 0.68 0.68
26.26 27.68 5.00 5.00
25.74 24.32 37.00 37.00
13.13 13.84 2.50 2.50
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
3.12 3.23 1.32 1.32
1.00 1.00 1.00 1.00
0.08 0.08 0.10 0.10
0.00 0.00 0.00 0.00
0.16 0.14 0.67 0.67
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin; max=1 . 0) or flt= [fm+0. 91 (N-1) ] /N**
flt 0.159 0.145 0.667 0.667
For special case of single -lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left -turn lanes with N>1, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
I
I
� I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-gf)/2, n>=0
Ptho=1-Plto
Pl*=Plt[l+{(N-1)9/(gf+gu/Ell+4.24)))
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+P1 t) /g or fmin=2 (1+P1) /g
gdiff=max(gq-gf,0)
fm=[gf/g]+[gu/g] [1/{l+Pl(Ell-1))], (min=fmin;max=1.00)
flt=fm=[gf/g]+gdiff [l/{l+Plt(E12-1) )]
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91 (N-1) ] /N**
flt Primary
'
For special case
of single -lane approach opposed by multilane
approach,
see text.
* If P1>=1 for shared
left -turn lanes with N>1, then assume de -facto
left -turn lane
and redo calculations.
** For permitted
left -turns with multiple exclusive left -turn
lanes, flt=fm.
For special case
of multilane approach opposed by single -lane
approach
or when gf>gq, see text.
� I
� I
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 125.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, di
Appr/
Lane
Group
EBLT WBLT NBLT SBLT
40 68 47 32
0.13 0.23 0.09 0.06
13.0 13.0 8.0 8.0
26.26 27.68 5.00 5.00
25.74 24.32 37.00 37.00
60.0 60.0 75.0 75.0
0.01 0.02 0.01 0.01
0.492 0.492 0.492 0.492
0.17 0.16 0.39 0.39
0.14 0.25 0.04 0.03
0.13 0.22 0.28 0.19
1 1 1 1
0.67 1.13 0.98 0.67
0.29 0.52 0.07 0.04
0.00 0.00 0.00 0.00
17.7 18.4 23.2 23.0
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Unmet Unmet
Demand Demand Unadj
Q veh t hrs. ds
Eastbound
Westbound
Northbound
Southbound
Queue
Unmet
Queue
Group
Adj. Param.
Demand
Delay
Delay
dl sec u
Q veh
d3 sec
d sec
Intersection Delay 29.4 sec/veh Intersection LOS C
ERROR MESSAGES
No errors to report.
HCS: Signalized Intersections Release 3.2
Inter: Route 277 & Stickley Drive City/St:
Analyst: PHRA Proj #: 2005 Build -out Alt #2B
Date: 3/9/01 Period: PM Peak
E/W St: Route 277 N/S St: Stickley Drive
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R I L T R I L T R I L T R
No. Lanes I 1 2 1 I 1 2 1 1 1 1 1 1 1
LGConf ig L T R L T R I L T R L T R
Volume 1362 716 198 I120 731 100 1113 23 105 1140 42 314
Lane Width I12.0 12.0 12.0 I12.0 12.0 12.0 I12.0 12.0 12.0 I12.0 12.0 12.0
RTOR Vol 1 60 I 30 I 30 I 100
Duration 0.25
Area Type: All
other
areas
Signal
Operations
Phase Combination
1
2 3
4
5
EB Left
A
A
I
NB
Left
A
Thru
A
I
Thru
Right
A
i
Right
Peds
Peds
WB Left
A
A
I SB
Left
A
Thru
A
I
Thru
Right
A
i
Right
Peds
Peds
NB Right
A
I EB
Right
A
SB Right
A
WB
Right
A
Green
20.0
45.0
5.0
Yellow
2.0
2.0
2.0
All Red
3.0
3.0
3.0
Cycle Length: 125.0 secs
6
A
A
A
A
A
A
35.0
2.0
3.0
7 8
Appr/ Lane
Lane Group
Grp Capacity
_Intersection Performance Summary_
Adj Sat Ratios Lane Group
Flow Rate
(s) v/c g/C Delay LOS
Eastbound
L 454
0.84
T 1274
3539
0.59
R 697
1583
0.21
Westbound
L 459
0.27
T 1274
3539
0.60
R 697
1583
0.11
Northbound
L 460
0.26
T 522
1863
0.05
R 760
1583
0.10
Southbound
L 467
0.31
T 522
1863
0.08
R 760
1583
0.30
Intersection
Delay
= 30.1
Phone:
E-Mail:
Approach
Delay LOS
0.560
36.2
D
0.360
33.3
C
32.9
C
0.440
21.7
C
0.560
15.9
B
0.360
33.5
C
30.2
C
0.440
20.6
C
0.360
27.9
C
0.280
32.9
C
24.8
C
0.480
17.8
B
0.360
28.4
C
0.280
33.3
C
24.3
C
0.480
19.9
B
(sec/veh)
Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Intersection:
City/State:
Analyst:
Project No:
Time Period Analyzed:
Date:
East/West Street Name:
North/South Street Name
Fax:
OPERATIONAL ANALYSIS
Route 277 & Stickley Drive
PHRA
2005 Build -out Alt 42B
PM Peak
3/9/01
Route 277
Stickley Drive
Volume
PHF
PK 15 Vol
Hi Ln Vol
% Grade
'
Ideal Sat
ParkExist
NumPark
% Heavy Vehl
No. Lanes
LGConfig
Lane Width
RTOR Vol
Adj Flow
%InSharedLnl
Prop Turns
NumPeds
NumBus
%RightsInPrc
Duration
1
1
VOLUME DATA
Eastbound
L T R
Westbound
I L T R I
Northbound
L T R I
Southbound
L T R
362
716
198
1120
731
100 1113
23
105 I140
42
314
0.95
0.95
0.95
I0.95
0.95
0.95 10.95
0.95
0.95 10.95
0.95
0.95
95
188
52
132
192
26 I30
6
28 137
11
83
0
I
0
I
0
0
1900
1900
1900
I1900
1900
1900
I1900
1900
1900
I1900
1900
1900
2
2
2
12
2
2
I
12
2
2
12
2
2
1
2
1
I 1
2
1
I 1
1
1
I 1
1
1
L
T
R
I L
T
R
I L
T
R
I L
T
R
12.0
12.0
12.0
I12.0
12.0
12.0
I12.0
12.0
12.0
I12.0
12.0
12.0
60
I
30
I
30
I
100
381
754
145
1126
769
74
1119
24
79
1147
44
225
0
I
(
0
I
0
(
0
0
0
0
10
0
0
10
0
0
10
0
0
tPhase
0
I
0
I
0
I
0
n ?c;
Area
Tvpe:
All
other
areas
Init Unmet
Arriv. Type
Unit Ext.
I Factor
Lost Time
Ext of g
Ped Min g
OPERATING PARAMETERS
Eastbound
L T R
Westbound
I L T R
Northbound
I L T R
Southbound
I L T R
0.0
0.0
0.0
I0.0
0.0
0.0
I0.0
0.0
0.0
I0.0
0.0
0.0
3
3
3
13
3
3
13
3
3
13
3
3
3.0
3.0
3.0
I3.0
3.0
3.0
13.0
3.0
3.0
13.0
3.0
3.0
1.000
I
1.000
I
1.000
1
1.000
2.0
2.0
2.0
I2.0
2.0
2.0
I2.0
2.0
2.0
12.0
2.0
2.0
2.0
2.0
2.0
I2.0
2.0
2.0
I2.0
2.0
2.0
I2.0
2.0
2.0
3.0
I
3.0
I
3.0
1
3.0
Phase Combination 1 2
EB Left
A A
Thru
A
Right
A
Peds
WB Left
A A
Thru
A
Right
A
Peds
NB Right A
SB Right A
Green 20.0 45.0
Yellow 2.0 2.0
All Red 3.0 3.0
Cycle Length: 125.0 secs
PHASE DATA
3 4 1 5 6
NB Left A A
Thru A
Right A
Peds
SB Left A A
Thru A
Right A
Peds
EB Right A
WB Right A
5.0 35.0
2.0 2.0
3.0 3.0
7 8
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
362
0.95
381
1
L
381
Thru
716
0.95
754
2
T
754
Right
198
0.95
145
1
R
60
145
Westbound
Left
120
0.95
126
1
L
126
Thru
731
0.95
769
2
T
769
Right
100
0.95
74
1
R
30
74
Northbound
Left
113
0.95
119
1
L
119
Thru
23
0.95
24
1
T
24
Right
105
0.95
79
1
R
30
79
Southbound
Left
140
0.95
147
1
L
147
Thru
42
0.95
44
1
T
44
Right
314
0.95
225
1
R
100
225
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
Appr/
Ideal
Adj
Lane
Sat
f
f
f
f
f
f
f
f
f
Sat
Group
Flow
W
HV
G
P
BB
A
LU
RT
LT
Flow
Eastbound
Sec LT
Adj/LT
Sat:
0.182
340
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Westbound
Sec LT
Adj/LT
Sat:
0.190
353
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
1.000
1.000
3539
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Northbound
Sec LT
Adj/LT
Sat:
0.630
1173
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Southbound
Sec LT
Adj/LT
Sat:
0.641
1195
L
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.950
1770
T
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
1.000
1863
R
1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Appr/ Lane
Mvmt Group
Eastbound
Pri.
Sec.
Left L
Thru T
Right R
Westbound
Pri.
Sec.
Left L
Thru T
Right R
Northbound
Pri.
Sec.
Left L
Thru T
Right R
Southbound
Pri.
Sec.
Left L
Thru T
Right R
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group --
Flow Rate Flow Rate Ratio Ratio Capacity v/c
(v) (s) (v/s) (g/C) (c) Ratio
326
55
381
754
145
126
0
126
769
74
113
6
119
24
79
113
34
147
44
225
Lost Time/Cycle, L = 15.00 sec
1770
#
0.18
0.184
340
0.16
0.376
0.560
3539
0.21
0.360
1583
0.09
0.440
1770
0.07
0.184
353
0.00
0.376
0.560
3539
#
0.22
0.360
1583
0.05
0.440
1770
0.06
0.064
1173
0.01
0.296
0.360
1863
0.01
0.280
1583
0.05
0.480
1770
#
0.06
0.064
1195
#
0.03
0.296
0.360
1863
0.02
0.280
1583
0.14
0.480
Sum
(v/s)
critical
= 0.49
Critical
v/c(X)
= 0.56
326
128
454
1274
697
326
133
459
1274
697
113
347
460
522
760
113
354
467
522
760
1.00
0.43
0.84
0.59
0.21
0.39
0.00
0.27
0.60
0.11
1.00
0.02
0.26
0.05
0.10
1.00
0.10
0.31
0.08
0.30
LEVEL OF
SERVICE
WORKSHEET
I
Appr/ Ratios
Unf
Prog
Lane
Incremental
Res
Lane Group
Approach
Lane
Del
Adj
Grp
Factor
Del
Del
1
Grp v/c
g/C
dl
Fact
Cap
k
d2
d3
Delay
LOS
Delay LOS
Eastbound
L 0.84
0.560
23.1
1.000
454
0.37
13.1
0.0
36.2
D
T 0.59
0.360
32.5
1.000
1274
0.18
0.7
0.0
33.3
C
32.9 C
R 0.21
0.440
21.6
1.000
697
0.11
0.1
0.0
21.7
C
Westbound
L 0.27
0.560
15.5
1.000
459
0.11
0.3
0.0
15.9
B
T 0.60
0.360
32.7
1.000
1274
0.19
0.8
0.0
33.5
C
30.2 C
R 0.11
0.440
20.6
1.000
697
0.11
0.1
0.0
20.6
C
1
Northbound
27.9
C
L 0.26
0.360
27.6
1.000
460
0.11
0.3
0.0
T 0.05
0.280
32.8
1.000
522
0.11
0.0
0.0
32.9
C
24.8 C
R 0.10
0.480
17.8
1.000
760
0.11
0.1
0.0
17.8
B
Southbound
L 0.31
0.360
28.0
1.000
467
0.11
0.4
0.0
28.4
C
T 0.08
0.280
33.2
1.000
522
0.11
0.1
0.0
33.3
C
24.3 C
R 0.30
0.480
19.7
1.000
760
0.11
0.2
0.0
19.9
B
Intersection Delay = 30.1 (sec/veh) Intersection LOS = C
1
1
1
N
1
1
I
1
U
1
1
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-gf)/2, n>=0
Ptho=1-Plto
Pl*=Plt [l+((N-1)g/ (gf+gu/Ell+4.24) )]
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-9f,0)
fm=[gf/g]+[gu/g] [1/(1+P1(Ell-1))], (min=fmin;max=1.00)
flt=fm=[gf/g]+gdiff [1/(1+Plt(E12-1) )]
EB WB NB SB
70.0 70.0 45.0 45.0
47.0 47.0 37.0 37.0
45.0 45.0 35.0 35.0
1 1 1 1
2 2 1 1
381 126 119 147
0.00 0.00 0.00 0.00
769 754 44 24
5.00 5.00 5.00 5.00
13.23 4.38 4.13 5.10
14.05 13.78 1.53 0.83
1.00 1.00 1.00 1.00
0.0 0.0 0.0 0.0
0.64 0.64 0.72 0.72
23.21 22.63 5.00 5.00
23.79 24.37 32.00 32.00
11.60 11.31 2.50 2.50
1.00 1.00 1.00 1.00
1.00 1.00 1.00 1.00
2.78 2.74 1.37 1.35
1.00 1.00 1.00 1.00
0.09 0.09 0.11 0.11
0.00 0.00 0.00 0.00
0.18 0.19 0.63 0.64
+ [gu/g] [l/ (1+Plt (Ell-1) ] , (min=fmin;max=1. 0) or flt= [fm+0. 91 (N-1) ] /N**
fit 0.182 0.190 0.630 0.641
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
J
Ll
r�
1�
� I
1
r
I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB
Cycle Length, C 125.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left -Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n=(gq-9f)/2, n>=0
Ptho=1-Plto
Pl*=Plt[l+((N-1)9/(gf+(3u/Ell+4.24)))
Ell (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
gdiff=max(gq-9f,0)
fm= [gf/g]+[gu/g] [1/{1+P1 (Ell-1) )] , (min=fmin;max=1.00)
flt=fm=[gf/g]+gdiff [l/(l+Plt(E12-1) )]
WB NB SB
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1. 0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
� I
I I
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 125.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
EBLT WBLT NBLT SBLT
381 126 119 147
0.84 0.27 0.26 0.31
23.0 23.0 8.0 8.0
23.21 22.63 5.00 5.00
23.79 24.37 32.00 32.00
55.0 55.0 80.0 80.0
0.11 0.04 0.03 0.04
0.492 0.492 0.492 0.492
0.19 0.19 0.38 0.38
1.12 0.36 0.10 0.12
0.73 0.24 0.74 0.91
3 1 1 1
6.36 1.92 2.64 3.27
2.46 0.79 0.17 0.20
0.54 0.00 0.00 0.00
23.1 15.5 27.6 28.0
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay
Group Q veh t hrs. ds di sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 30.1 sec/veh Intersection LOS C
1
ERROR MESSAGES
I
No errors to report.
fl
I
J
I
11
HCS: Signalized Intersections Release 3.2
Inter: Route 277 & Town Run Lane City/St:
Analyst: PHRA Proj #: 2005 Build -out Alt 42A
Date: 3/9/01 Period: AM Peak Hour
E/W St: Route 277 N/S St: Town Run Lane
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R I L T R L T R
No . Lanes 1 1 0 ( 1 2 0 0 1 0 0 1 1
LGConfig
Volume
Lane Width
RTOR Vol
L TR
309 394 40
12.0 12.0
20
L TR
16 695 143
12.0 12.0
50
LTR
99 24 43
12.0
5
Duration 0.25
Area Type: All
other
areas
Signal
Operations
Phase Combination
1
2 3 4
I
5
EB Left
A
A
I NB
Left
A
Thru
A
A
I
Thru
A
Right
A
A
i
Right
A
Peds
Peds
WB Left
A
SB
Left
Thru
A
Thru
Right
A
i
Right
Peds
Peds
NB Right
I EB
Right
SB Right
A
I WB
Right
Green
10.0
55.0
5.0
Yellow
2.0
2.0
0.0
All Red
3.0
3.0
0.0
Cycle Length: 120.0 secs
35.0
2.0
3.0
LT R
72 31 487
12.0 12.0
100
7 8
Appr/ Lane
Lane Group
Grp Capacity
_Intersection Performance Summary_
Adj Sat Ratios Lane Group
Flow Rate
(s) v/c g/C Delay LOS
Approach
Delay LOS
Eastbound
L 382
0.85
0.583
33.0
C
TR 1079
1849
0.40
0.583
13.9
B
22.1
C
Westbound
L 435
949
0.04
0.458
18.0
B
TR 1594
3477
0.52
0.458
23.4
C
23.3
C
Northbound
LTR 475
1425
0.36
0.333
30.7
C
30.7
C
Southbound
LT 387
1326
0.28
0.292
33.2
C
30.1
C
R 660
1583
0.62
0.417
29.2
C
Intersection
Delay
= 25.0
(sec/veh)
Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Phone:
E-Mail.
Intersection:
City/State:
Analyst:
Project No:
Time Period Analyzed:
Date:
East/West Street Name:
North/South Street Name
Fax:
OPERATIONAL ANALYSIS
Route 277 & Town Run Lane
PHRA
2005 Build -out Alt 42A
AM Peak Hour
3/9/01
Route 277
Town Run Lane
n
F1
I
L�]
Volume
PHF
PK 15 Vol
Hi Ln Vol
Grade
Ideal Sat
ParkExist
NumPark
% Heavy Vehl
No. Lanes
LGConfig
Lane Width
RTOR Vol
Adj Flow
oInSharedLnl
Prop Turns
NumPeds
NumBus
%RightsInPrc
Duration
VOLUME DATA
Eastbound
L T R
Westbound
I L T R I
Northbound
L T R I
Southbound
L T R
309
394
40
116
695
143 199
24
43 172
31
487
0.95
0.95
0.95
10.95
0.95
0.95
10.95
0.95
0.95 10.95
0.95
0.95
81
104
11
14
183
38
126
6
11
119
8
128
0
1
0
(
0
I
0
1900
1900
I1900
1900
I
1900
I
1900
1900
2
2
2
12
2
2
12
2
2
12
2
2
1
1
0
I 1
2
0
I 0
1
0
I 0
1
1
L
TR
I L
TR
I
LTR
I
LT
R
12.0
12.0
112.0
12.0
I
12.0
I
12.0
12.0
20
I
50
I
5
I
100
325
436
117
830
I
169
I
109
407
0.05
I
0.12
10.62
0.24
I0.70
0
I
0
I
0
I
0
0
0
IO
0
I
0
I
0
0
tPhase
0
I
0
I
0
I
0
n 9r;
Area
Tvwe:
All
other
areas
Init Unmet
Eastbound
L T R
I0.0 0.0
Arriv. TypeJ3
3
'
Unit Ext.
13.0
3.0
I Factor
1
1.000
Lost Time
12.0
2.0
'
Ext of g
I2.0
2.0
Ped Min g
1
3.0
Phase Combination
1
2
'
EB Left
A
A
Thru
A
A
Right
A
A
'
Peds
'
WB Left
Thru
A
A
Right
A
Peds
'
NB Right
'
SB Right
A
Green
10.0
55.0
'
Yellow
2.0
2.0
All Red
3.0
3.0
'
Cycle Length: 120.0
secs
OPERATING PARAP
Westbound
L T R
0.0
0.0
3
3
3.0
3.0
1.000
2.0
2.0
2.0
2.0
3.0
PHASE DATA_
ZETERS
Northbound
L T R
0.0
3
3.0
1.000
2.0
2.0
3.0
3 4
5
NB
Left A
Thru A
Right A
Peds
SB
Left
Thru
Right
Peds
EB
Right
WB
Right
6
A
A
A
5.0 35.0
0.0 2.0
0.0 3.0
Southbound
L T R
0.0 0.0
3 3
3.0 3.0
1.000
2.0 2.0
2.0 2.0
3.0
7 8
Appr./ Mvt
Movement Volume PHF
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Flow No. Lane Flow Rate Left Right
Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left
309
0.95
325
1
L
325
Thru
394
0.95
415
1
TR
436
Right
40
0.95
21
0
20
Westbound
Left
16
0.95
17
1
L
17
Thru
695
0.95
732
2
TR
830
Right
143
0.95
98
0
50
Northbound
Left
99
0.95
104
0
Thru
24
0.95
25
1
LTR
169
Right
43
0.95
40
0
5
Southbound
Left
72
0.95
76
0
Thru
31
0.95
33
1
LT
109
Right
487
0.95
407
1
R
100
407
* Value entered
by user.
SATURATION
FLOW
ADJUSTMENT
WORKSHEET
0.05
0.12
0.62 0.24
0.70
Appr/ Ideal
Lane Sat f
f f f f f
f f
f
Group Flow W
HV G P BB A
LU RT
LT
Eastbound
Sec LT
Adj/LT Sat:
0.215
L 1900 1.000
0.980 1.000 1.000 1.000 1.00
1.00 ----
0.950
TR 1900 1.000
0.980 1.000 1.000 1.000 1.00
1.00 0.993
1.000
Adj
Sat
Flow
401
1770
1849
Westbound
Sec LT
Adj/LT
Sat:
L 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
----
0.509
949
TR 1900
1.000
0.980
1.000
1.000
1.000
1.00
0.95
0.982
1.000
3477
Northbound
Sec LT
Adj/LT
Sat:
LTR 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.868
0.881
1425
Southbound
Sec LT
Ad' /LT
Sat:7
LT 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
1.000
0.712
1326
R 1900
1.000
0.980
1.000
1.000
1.000
1.00
1.00
0.850
----
1583
Appr/
Lane
'
Mvmt
Group
Eastbound
Pri.
'
Sec.
Left
L
'
Thru
Right
TR
Westbound
Pri.
'
Sec.
Left
L
Thru
TR
Right
Northbound
Pri.
Sec.
'
Left
Thru
LTR
Right
'
Southbound
Pri.
'
Sec.
Left
CAPACITY ANALYSIS WORKSHEET
Adj
Adj Sat
Flow
Green
--Lane Group
--
Flow Rate Flow Rate
Ratio
Ratio
Capacity
v/c
(v)
(s)
(v/s)
(g/C)
(c)
Ratio
192
1770
# 0.11
0.108
192
1.00
133
401
4 0.33
0.475
190
0.70
325
0.583
382
0.85
436
1849
0.24
0.583
1079
0.40
17
830
169
949 0.02
3477 0.24
1425 # 0.12
0.458 435
0.458 1594
0.308
0.333 475
Thru LT
109 1326
0.08
0.292 387
Right R
407 1583
0.26
0.417 660
'
0.56
Sum (v/s)
critical
=
Lost Time/Cycle, L =
10.00 sec Critical
v/c(X)
= 0.61
0.04
0.52
0.36
0.28
0.62
LEVEL OF
SERVICE
WORKSHEET
Prog
Lane
Incremental
Res
Lane Group
Approach
Appr/ Ratios
Unf
Lane
Del
Adj
Grp
Factor
Del
Del
Grp v/c
g/C
d1
Fact
Cap
k
d2
d3
Delay
LOS
Delay
LOS
Eastbound
L 0.85
0.583
16.5
1.000
382
0.38
16.5
0.0
33.0
C
TR 0.40
0.583
13.6
1.000
1079
0.11
0.2
0.0
13.9
B
22.1
C
Westbound
L 0.04
0.458
17.9
1.000
435
0.11
0.0
0.0
18.0
B
TR 0.52
0.458
23.1
1.000
1594
0.13
0.3
0.0
23.4
C
23.3
C
Northbound
LTR 0.36
0.333
30.3
1.000
475
0.11
0.5
0.0
30.7
C
30.7
C
Southbound
LT 0.28
0.292
32.8
1.000
387
0.11
0.4
0.0
33.2
C
30.1
C
R 0.62
0.417
27.5
1.000
660
0.20
1.7
0.0
29.2
C
Intersection
Delay
= 25.0
(sec/veh)
Intersection
LOS
= C
L
I
I
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
EB
WB NB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
70.0
55.0
Effective Green Time for Lane Group, g
57.0
55.0
Opposing Effective Green Time, go
55.0
70.0
Number of Lanes in Lane Group, N
1
1
Number of Opposing Lanes, No
2
1
Adjusted Left -Turn Flow Rate, Vlt
325
17
Proportion of Left Turns in Opposing Flow, Plto
0.00
0.00
Adjusted Opposing Flow Rate, Vo
830
436
Lost Time for Lane Group, tl
5.00
5.00
Left Turns per Cycle: LTC=V1tC/3600
10.83
0.57
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
14.56
14.53
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
1.00
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
0.0
0.0
Opposing Queue Ratio: qro=1-Rpo((go/C)
0.54
0.42
gq, (see Eq. 9-16 or 9-20)
20.83
0.00
gu =g-gq if gq>=gf, =g-gf if gq<gf
36.17
55.00
n=(gq-9f)/2, n>=0
10.42
0.00
Ptho=1-Plto
1.00
1.00
Pl*=Plt [l+((N-1)g/ (gf+gu/Ell+4.24) )]
1.00
1.00
Ell (Figure 9-7)
2.95
1.96
E12=(1-Ptho**n)/Plto, E12>=1.0
1.00
1.00
fmin=2(1+Plt)/g or fmin=2(1+P1)/g
0.07
0.07
gdiff=max(gq-(gf,0)
0.00
0.00
fm= [gf/g]+[gu/g] [1/(l+Pl (Ell-1) )] , (min=fmin;max=1.00)
0.22
0.51
flt=fm=[gf/g]+gdiff [1/(1+Plt(E12-1) )]
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0.
91 (N-1) ] /N**
fit
0.215
0.509
For special case of single -lane approach opposed by multilane approach,
W
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
special case of multilane approach opposed by single -lane approach
when gf>gq, see text.
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB
SB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
35.0
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
0.0
4 .0
Number of Lanes in Lane Group, N
1
Number of Opposing Lanes, No
1
Adjusted Left -Turn Flow Rate, Vlt
76
Proportion of Left Turns in Lane Group, Plt
0.70
Proportion of Left Turns in Opposing Flow, Plto
0.62
Adjusted Opposing Flow Rate, Vo
169
Lost Time for Lane Group, tl
5.00
Left Turns per Cycle: LTC=V1tC/3600
2.53
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
5.63
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
2.5
Opposing Queue Ratio: qro=1-Rpo((30/C)
0.67
gq, (see Eq. 9-16 or 9-20)
2.00
gu =g-gq if gq>=gf, =g-gf if gq<gf
32.52
n=(gq-9f)/2, n>=0
0.00
Ptho=1-Plto
0.38
Pl*=Plt[l+{(N-1)9/(gf+gu/Ell+4.24)))
0.70
Ell (Figure 9-7)
1.64
E12=(1-Ptho**n)/Plto, E12>=1.0
1.00
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
0.10
gdiff=max(gq-gf,0)
0.00
fm= [gf/g]+[gu/g] [1/{l+Pl (Ell-1) )] , (min=fmin;max=1.00)
0.00
71
flt=fm=[gf/g]+gdiff [l/{l+Plt(E12-1) )]
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91 (N-1) ] /N**
flt Primary
0.712
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
325
v/c ratio from Capacity Worksheet, X
0.85
Primary phase effective green, g
13.0
Secondary phase effective green, gq
20.83
(From Supplemental Permitted LT Worksheet), gu
36.17
Cycle length, C 120.0 Red=(C-g-gq-gu), r
50.0
Arrivals: v/(3600(max(X,1.0))), qa
0.09
Primary ph. departures: s/3600, sp
0.492
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
0.18
XPerm
0.81
XProt
0.89
XCase
1
Queue at beginning of green arrow, Qa
4.51
Queue at beginning of unsaturated green, Qu
1.88
Residual queue, Qr
0.00
Uniform Delay, di
16.5
DELAY/LOS WORKSHEET WITH INITIAL
QUEUE
Initial Dur. Uniform Delay Initial
Final Initial
Lane
Appr/ Unmet Unmet Queue
Unmet Queue
Group
Lane Demand Demand Unadj. Adj. Param.
Demand Delay
Delay
Group Q veh t hrs. ds di sec u
Q veh d3 sec
d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 25.0 sec/veh Intersection LOS C
' ERROR MESSAGES
' No errors to report.
1
1 I
HCS: Signalized Intersections Release 3.2
Inter: Route 277
& Town
Run Lane
City/St:
Analyst: PHRA
Proj #:
2005 Build -out
Alt #2A
Date: 3/9/01
Period:
PM Peak Hour
E/W St: Route 277
N/S St:
Town Run Lane
SIGNALIZED
INTERSECTION SUMMARY
Eastbound
Westbound
Northbound
Southbound
L
T R
I L
T R
I L
T R
I L
T R
No. Lanes
I
0 1 1
I
0 1 0
I 1
2 0
I 1
1 0
LGConfig
I L
TR
I L
TR
I
LTR
I
LT R
Volume
1324
809 310
154
819 60
I70
20 50
1114
37 270
Lane Width
I12.0
12.0
I12.0
12.0
I
12.0
I
12.0 12.0
RTOR Vol
1
110
1
20
20
100
Duration 0.25
Area Type: All
other
areas
Signal
Operations
Phase Combination
1
2 3
4
I
5
EB Left
A
A
I NB
Left
A
Thru
A
A
I
Thru
A
Right
A
A
Right
A
Peds
Peds
WB Left
A
( SB
Left
Thru
A
Thru
Right
A
i
Right
Peds
Peds
NB Right
I EB
Right
SB Right
A
I WB
Right
Green
24.0
52.0
4.0
Yellow
0.0
2.0
0.0
All Red
0.0
3.0
0.0
Cycle Length: 120.0 secs
6
A
A
A
A
A
A
30.0
2.0
3.0
7 8
Appr/ Lane
Lane Group
Grp Capacity
_Intersection Performance Summary_
Adj Sat Ratios Lane Group
Flow Rate
(s) v/c g/C Delay LOS
Approach
Delay LOS
Eastbound
L 470
0.73
0.633
22.8
C
TR 1144
1807
0.93
0.633
32.6
C
30.2
C
Westbound
L 77
178
0.74
0.433
59.6
E
TR 1523
3515
0.59
0.433
26.6
C
28.5
C
Northbound
LTR 400
1412
0.32
0.283
34.3
C
34.3
C
Southbound
LT 310
1238
0.51
0.250
40.2
D
28.2
C
R 778
1583
0.23
0.492
17.6
B
Intersection
Delay
= 29.6
(sec/veh)
Intersection
LOS = C
HCS: Signalized Intersections Release 3.2
Phone: Fax:
E-Mail.
OPERATIONAL ANALYSIS
Intersection: Route 277 & Town Run Lane
City/State:
Analyst: PHRA
Project No: 2005 Build -out Alt #2A
Time Period Analyzed: PM Peak Hour
Date: 3/9/01
East/West Street Name: Route 277
North/South Street Name: Town Run Lane
VOLUME DATA
Eastbound Westbound
L T R I L T R
Volume
1324
809 310
154
819 60
PHF
10.95
0.95 0.95
10.95
0.95 0.95
PK 15 Vol
185
213 82
114
216 16
Hi Ln Vol
I
I
% Grade
I
0
I
0
Ideal Sat
11900
1900
11900
1900
ParkExist
NumPark
% Heavy VehI2 2 2
No. Lanes I 1 1 0
LGConfig I L TR
Lane Width I12.0 12.0
RTOR Vol I 110
Adj Flow 1341 1063
%InSharedLnl
2 2 2
1 2 0
L TR
12.0 12.0
20
57 904
Prop Turns I 0.20 I 0.05
NumPeds I 0 I 0
NumBus IO 0 IO 0
%RightsInProtPhase 0 I 0
Duration 0.25 Area Type: All other <
Northbound
L T R I
Southbound
L T R
70
20
50 1114
37
270
0.95
0.95
0.95 10.95
0.95
0.95
18
5
13 I30
10
71
0
I
0
1900
I
1900
1900
12
2
2
12
2
2
0
1
0
I 0
1
1
I
LTR
I
LT
R
I
12.0
I
12.0
12.0
20
I
100
127
I
159
179
10.58
0.25
10.75
(
0
I
0
I
0
I
0
0
1
0
1
0
3.reas
Init Unmet
Arriv. Type
Unit Ext.
I Factor
Lost Time
Ext of g
Ped Min g
Eastbound
L T R
0.0
0.0
3
3
3.0
3.0
1.000
2.0
2.0
2.0
2.0
3.0
Phase Combination 1 2
EB Left
A A
Thru
A A
Right
A A
Peds
WB Left
A
Thru
A
Right
A
Peds
NB Right
SB Right A
Green 24.0 52.0
Yellow 0.0 2.0
All Red 0.0 3.0
Cycle Length: 120.0 secs
OPERATING
PARAMETERS
Westbound
Northbound
L
T
R
I L T R
I 0.0
0.0
0.0
3
3
3
3.0
3.0
I 3.0
1.000
I 1.000
2.0
2.0
2.0
2.0
2.0
2.0
3.0
I 3.0
PHASE
DATA
3
4 I
5
NB Left A
Thru A
Right A
Peds
SB Left
Thru
Right
Peds
EB Right
WB Right
4.0
0.0
0.0
6
A
A
A
I
30.0
2.0
3.0
Southbound
L T R
0.0 0.0
3 3
3.0 3.0
1.000
2.0 2.0
2.0 2.0
3.0
7 8
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 324 0.95 341 1 L 341
Thru 809 0.95 852 1 TR 1063 0.20
Right 310 0.95 211 0 110
Westbound
Left 54 0.95 57 1 L 57
Thru 819 0.95 862 2 TR 904 0.05
Right 60 0.95 42 0 20
Northbound
Left 70 0.95 74 0
Thru 20 0.95 21 1 LTR 127 0.58 0.25
Right 50 0.95 32 0 20
Southbound
Left 114 0.95 120 0
Thru 37 0.95 39 1 LT 159 0.75
Right 270 0.95 179 1 R 100 179
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BE A LU RT LT Flow
Eastbound Sec LT Adj/LT Sat: 0.173 322
L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770
TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.970 1.000 1807
Westbound Sec LT Adj/LT Sat:
L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.096 178
TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 0.993 1.000 3515
Northbound Sec LT Adj/LT Sat:
LTR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.866 0.875 1412
' Southbound Sec LT Adj/LT Sat:
' LT 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 1.000 0.665 1238
R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 1583
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
' Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
325
1770
0.18
0.183
325
Sec.
16
322
0.05
0.450
145
Left L
341
0.633
470
Thru TR
1063
1807
#
0.59
0.633
1144
'
Right
Westbound
Pri.
'
Sec.
Left L
57
178
0.32
0.433
77
Thru TR
904
3515
0.26
0.433
1523
'
Right
Northbound
Pri.
Sec.
0.267
Left
Thru LTR
127
1412
#
0.09
0.283
400
Right
Southbound
Pri.
'
Sec.
Left
Thru LT
159
1238
0.13
0.250
310
Right R
179
1583
0.11
0.492
778
'
Sum
(v/s)
critical
= 0.68
Lost Time/Cycle, L =
10.00 sec
Critical
v/c(X)
= 0.74
1.00
0.11
0.73
0.93
0.74
0.59
0.32
0.51
0.23
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C di Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0.73
0.633
17.2
1.000
470
0.29
5.5
0.0
22.8
C
TR 0.93
0.633
19.6
1.000
1144
0.44
13.0
0.0
32.6
C
30.2 C
Westbound
L 0.74
0.433
28.4
1.000
77
0.30
31.3
0.0
59.6
E
TR 0.59
0.433
25.9
1.000
1523
0.18
0.6
0.0
26.6
C
28.5 C
Northbound
LTR 0.32
0.283
33.9
1.000
400
0.11
0.5
0.0
34.3
C
34.3 C
Southbound
000
310
0 12
1 5
0 0
40 2
D
28.2 C
LT 0.51 0.250 38.7 1.
R 0.23 0.492 17.5 1.000 778 0.11 0.2 0.0 17.6 B
Intersection Delay = 29.6 (sec/veh) Intersection LOS = C
1
L
n
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH
EB
WB NB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
76.0
52.0
Effective Green Time for Lane Group, g
54.0
52.0
Opposing Effective Green Time, go
52.0
76.0
Number of Lanes in Lane Group, N
1
1
Number of Opposing Lanes, No
2
1
Adjusted Left -Turn Flow Rate, Vlt
341
57
Proportion of Left Turns in Opposing Flow, Plto
0.00
0.00
Adjusted Opposing Flow Rate, Vo
904
1063
Lost Time for Lane Group, tl
5.00
5.00
Left Turns per Cycle: LTC=V1tC/3600
11.37
1.90
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
15.86
35.43
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
1.00
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
0.0
0.0
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.57
0.37
gq, (see Eq. 9-16 or 9-20)
24.43
34.46
gu =g-gq if gq>=gf, =g-gf if gq<gf
29.57
17.54
n=(gq-gf)/2, n>=0
12.22
17.23
Ptho=1-Plto
1.00
1.00
P1*=Plt [1+((N-1)g/ (gf+gu/Ell+4.24) )]
1.00
1.00
Ell (Figure 9-7)
3.17
3.52
E12=(1-Ptho**n)/Plto, E12>=1.0
1.00
1.00
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
0.07
0.08
gdiff=max((3q-9f,0)
0.00
0.00
fm=[gf/g]+[gu/g] [1/(l+Pl(Ell-1))], (min=fmin;max=1.00)
0.17
0.10
flt=fm=[gf/g]+gdiff[1/(l+Plt(E12-1) )]
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91
(N-1) ] /N**
fit
0.173
0.096
m
For special case of single -lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left -turn lanes with N>l, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
L
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB
SB
Cycle Length, C 120.0 sec
Actual Green Time for Lane Group, G
30.0
Effective Green Time for Lane Group, g
3.0
Opposing Effective Green Time, go
34.0
Number of Lanes in Lane Group, N
1
Number of Opposing Lanes, No
1
Adjusted Left -Turn Flow Rate, Vlt
120
Proportion of Left Turns in Lane Group, Plt
0.75
Proportion of Left Turns in Opposing Flow, Plto
0.58
Adjusted Opposing Flow Rate, Vo
127
Lost Time for Lane Group, tl
5.00
Left Turns per Cycle: LTC=V1tC/3600
4.00
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo
4.23
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
1.00
gf= [Gexp (- a * (LTC ** b)) ] -tl, gf<=g
0.0
Opposing Queue Ratio: qro=1-Rpo(go/C)
0.72
gq, (see Eq. 9-16 or 9-20)
1.42
gu =g-gq if gq>=gf, =g-gf if gq<gf
28.58
n=(gq-9f)/2, n>=0
0.71
Ptho=1-Plto
0.42
Pl*=Plt[l+{(N-1)9/(gf+gu/Ell+4.24)))
0.75
Ell (Figure 9-7)
1.57
E12=(1-Ptho**n)/Plto, E12>=1.0
1.00
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
0.12.42
gdiff=max(gq-9f,0)
1 42
fm=[gf/g]+[gu/g] [1/{l+Pl(Ell-1))], (min=fmin;max=1.00)
.66
flt=fm=[gf/g]+gdiff [l/{1+Plt(E12-1) )]
' + [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0. 91 (N-1) ] /N**
0.665
flt Primary
For special case of single -lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left -turn lanes with N>1, then assume de -facto
left -turn lane and redo calculations.
** For permitted left -turns with multiple exclusive left -turn lanes, flt=fm.
For special case of multilane approach opposed by single -lane approach
or when gf>gq, see text.
� I
1! 1
I I
� I
I I
� I
� I
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 120.0 Red=(C-g-gq-gu), r
Arrivals: v/(3600(max(X,1.0))), qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
EBLT WBLT NBLT SBLT
341
0.73
22.0
24.43
29.57
44.0
0.09
0.492
0.16
1.06
0.58
3
4.45
2.31
0.29
17.2
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay
Appr/ Unmet Unmet
Lane Demand Demand Unadj. Adj.
Group Q veh t hrs. ds dl sec
Eastbound
Westbound
Northbound
Southbound
Initial
Final
Initial
Lane
Queue
Unmet
Queue
Group
Param.
Demand
Delay
Delay
u
Q veh
d3 sec
d sec
Intersection Delay 29.6 sec/veh Intersection LOS C
� I
ERROR MESSAGES
INo errors to report.
1
1�
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: N. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #2A
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 125 0 23 55
Hourly Flow Rate, HFR 131 0 24 57
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 69
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 24 72
C(m) (vph) 1454 .919
v/c 0.02 0.08
95% queue length 0.00 0.17
Control Delay 7.5 9.3
LOS A A
Approach Delay 9.3
Approach LOS A
Phone:
E-Mail:
HCS: Unsignalized Intersections Release 3.2
Fax:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: N. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #2A
Time period Analyzed:
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 125 0 23 55
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 33 0 6 14
Hourly Flow Rate, HFR 131 0 24 57
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 69
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 18
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 57
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1
6.2
t(c,hv) 1.00 1.00 1.00
1.00 1.00 1.00
1.00
1.00
P(hv) 2 2
2
t(c,g) 0.20 0.20 0.10 0.20
0.20
0.10
Grade/100 0.00
0.00 0.00 0.00
0.00
0.00
t(3,lt) 0.00 0.70
0.00
t(c,T): 1-stage 0.00 0.00 0.00
0.00 0.00
0.00
0.00 0.00
2-stage 0.00 0.00 1.00
1.00 0.00
1.00
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 4 7
8 9 10
11
12
L L L T
R L T
R
� I
1
1
1
1
1
1
1
1
1
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
9(q2)
9(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
PO)
p(4)
p(7)
P(8)
P(9)
PO 0)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
'
L L L T
R L T R
V c,x 131 236
131
s
Px
V c,u,x
C r, x
' C plat,x
Two -Stage Process
7 8
10 11
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 131 105
s 1700
P(x)
V(c,U,x)
1
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
9 12
Step 1: RT from Minor St.
Conflicting Flows
131
Potential Capacity
919
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
919
I Probability of Queue free St.
0.92 1.00
' Step 2: LT from Major St.
4 1
Conflicting Flows
131
Potential Capacity
1454
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1454
Probability of Queue free St.
0.98 1.00
Maj L-Shared Prob Q free St.
0.98
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.98 0.98
IF]
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 236
Potential Capacity 752
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.91
Movement Capacity 742
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 792 812
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 792 798
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 812 792
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 1.00
Movement Capacity 798 792
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 131
Potential Capacity 895 919
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 895 903
Part 2 - Second Stage
Conflicting Flows 105
Potential Capacity 919 863
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.92
Movement Capacity 903 795
Part 3 - Single Stage
Conflicting Flows 236
Potential Capacity 752
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.91
Movement Capacity 742
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 742
Worksheet 8-Shared Lane Calculations
Movement 7 8 9
10 11 12
L T R L
T R
Volume (vph) 0 72
Movement Capacity (vph) 742
919
Shared Lane Capacity (vph) 919
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9
10 11 12
L T R L
T R
C sep 742 919
Volume 0 72
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 919
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9
10 11 12
Lane Config LT LR
v (vph) 24 72
C(m) (vph) 1454 919
v/c 0.02 0.08
95% queue length 0.00 0.17
Control Delay 7.5 9.3
LOS A A
Approach Delay 9•3
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.98
v(il), Volume for stream 2 or 5 57
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.98
d(M,LT), Delay for stream 1 or 4 7.5
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.1
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: N. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #213
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R I L T R
Volume 125 0 23 55
Hourly Flow Rate, HFR 131 0 24 57
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 69
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 24 72
C(m) (vph) 1454 .919
v/c 0.02 0.08
95% queue length 0.00 0.17
Control Delay 7.5 9.3
LOS A A
Approach Delay 9.3
Approach LOS A
Phone:
E-Mail:
HCS: Unsignalized Intersections Release 3.2
Fax:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: N. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #213
Time period Analyzed:
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 125 0 23 55
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 33 0 6 14
Hourly Flow Rate, HFR 131 0 24 57
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 69
Peak Hour Factor, PHF 0.95
Peak-15 Minute Volume 0
Hourly Flow Rate, HFR 0
Percent Heavy Vehicles 2
Percent Grade (%) 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
0.95
18
72
2
X
Configuration LR
Movements
13
Pedestrian Volumes and Adjustments
14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 57
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
� I
� I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process. Stage I Stage II
PO)
p(4)
p(7)
P(8)
p(9)
P(10)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
c,x 131 236
131
'V
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
10 11
'
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
131 105
'V(c,x)
s 1700
P(x)
'
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
'
Conflicting Flows
131
Potential Capacity
919
Impedance Factor
1.00 1.00
'Pedestrian
Movement Capacity
919
Probability of Queue free St.
0.92 1.00
'
Step 2: LT from Major St.
4 1
Flows
131
'Conflicting
Potential Capacity
1454
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
Probability of Queue free St.
1454
0.98 1.00
Maj L-Shared Prob Q free St.
0.98
'
Step 3: TH from Minor St.
8 11
'Conflicting
Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity
Probability of Queue free St.
Step 4: LT from Minor St.
1.00 1.00
7 10
Conflicting Flows 236
Potential Capacity 752
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.91
Movement Capacity 742
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 792 812
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 792 798
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 812
792
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding mvmnt
0.98 1.00
Movement Capacity 798
792
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding mvmnt
0.98 0.98
Movement Capacity
Result for 2 stage process:
a 0.00
0.00
y 0.00
0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 131
Potential Capacity 895 919
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 895 903
Part 2 - Second Stage
Conflicting Flows 105
Potential Capacity 919 863
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.92
Movement Capacity 903 795
Part 3 - Single Stage
Conflicting Flows 236
Potential Capacity 752
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.91
Movement Capacity 742
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 742
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 0 72
Movement Capacity (vph) 742 919
Shared Lane Capacity (vph) 919
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 742 919
Volume 0 72
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 919
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 24 72
C(m) (vph) 1454 919
v/c 0.02 0.08
95% queue length 0.00 0.17
Control Delay 7.5 9.3
LOS A A
Approach Delay 9•3
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
P(oj) 1.00 0.98
v(il), Volume for stream 2 or 5 57
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.98
d(M,LT), Delay for stream 1 or 4 7.5
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.1
11
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: N. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #2A
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 113 0 79 187
Hourly Flow Rate, HFR 118 0 83 196
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 44
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 83 46
C(m)(vph) 1470 .934
v/c 0.06 0.05
95% queue length 0.04 0.00
Control Delay 7.6 9.1
LOS A A
Approach Delay 9.1
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: N. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #2A
Time period Analyzed:
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 113 0 79 187
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 30 0 21 49
Hourly Flow Rate, HFR 118 0 83 196
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 44
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 12
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Movements
13
Pedestrian Volumes and Adjustments
14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 196
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
I
1
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
9(q1)
9(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
'alpha
beta
Travel time, t(a) (sec)
' Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000
IComputation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
'p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
PO)
p(4)
P(7)
P(8)
P(9)
I'
P(10)
PO 1)
p(12)
1
Computation 4 and 5
'
Single -Stage Process
Movement 1 4 7
L L L T
8 9 10 11 12
R L T R
'V
c,x 118 480
118
s
Px
1
V c,u,x
C r,x
C plat,x
'
Two -Stage Process
7 8
Stage1 Stage2 Stage1
10 11
Stage2 Stage1 Stage2 Stage1 Stage2
'V(c,x)
118 362
s 1700
P(x)
V(c,U,x)
C(r,x)
'
C(plat,x)
'
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
'
Conflicting Flows
118
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
934
1.00 1.00
934
0.95 1.00
Step 2: LT from Major St.
4 1
'Conflicting
Flows
Potential Capacity
Pedestrian Impedance Factor
118
1470
1.00 1.00
'Movement
Capacity
Probability of Queue free St.
1470
0.94 1.00
Maj L-Shared Prob Q free St.
0.94
'
Step 3: TH from Minor St.
8 11
'Conflicting
'
Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Probability of Queue free St. 1.00 1.00
' Step 4: LT from Minor St. 7 10
Conflicting Flows 480
Potential Capacity 545
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.95 0.95
Cap. Adj. factor due to Impeding mvmnt 0.95 0.90
Movement Capacity 518
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
' Step 3: TH from Minor St. 8 11
' Part 1 - First Stage
Conflicting Flows
Potential Capacity 802 629
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 802 589
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 629 802
Pedestrian Impedance Factor 1.00 1.00
' Cap. Adj. factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 589 802
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
' Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
' Step 4: LT from Minor St. 7 10
'Part 1 - First Stage
Conflicting Flows 118
Potential Capacity 907 704
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 907 659
Part 2 - Second Stage
Conflicting Flows 362
Potential Capacity 704 886
1 Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.95
Movement Capacity 659 842
Part 3 - Single Stage
Conflicting Flows 480
Potential Capacity 545
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
'Maj. L, Min T Adj. Imp Factor. 0.95 0.95
Cap. Adj. factor due to Impeding mvmnt 0.95 0.90
Movement Capacity 518
Results for Two -stage process:
a 0.00 0.00
'y 0.00 0.00
C t 518
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
1 Volume (vph) 0 46
Movement Capacity (vph) 518 934
Shared Lane Capacity (vph) 934
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
' Movement 7 8 9 10 11 12
L T R L T R
C sep 518 934
Volume 0 46
Delay
Q sep
Q sep +1
' round (Qsep +1)
n max
'C sh 934
SUM C sep
n
C act
' Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
' Lane Config LT LR
v (vph) 83 46
C(m)(vph) 1470 934
v/c 0.06 0.05
95% queue length 0.04 0.00
Control Delay 7.6 9.1
LOS A A
Approach Delay 9.1
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.94
v(il), Volume for stream 2 or 5 196
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.94
d(M,LT), Delay for stream 1 or 4 7.6
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.5
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: N. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #213
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 113 0 79
Hourly Flow Rate, HFR 118 0
Percent Heavy Vehicles -- --
Median Type Undivided
RT Channelized?
Lanes 1 0
Configuration TR
Upstream Signal? No
187
83 196
2 -- --
0 1
LT
No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 44
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
LT LR
v (vph) 83 46
C(m) (vph) 1470 .934
v/c 0.06 0.05
95% queue length 0.04 0.00
Control Delay 7.6 9.1
LOS A A
Approach Delay 9.1
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: N. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #213
Time period Analyzed:
Date: 3/9/01
East/West Street: N. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 113 0 79 187
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 30 0 21 49
Hourly Flow Rate, HFR 118 0 83 196
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 44
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 12
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
X
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 196
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
� I
� I
11
� I
� I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
9(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1)
for minor Single -stage
movements, p(x) Process
PO)
p(4)
p(7)
P(8)
P(9)
(2) (3)
Two -Stage Process
Stage I Stage II
P(10)
PO 1)
p(12)
' Computation 4 and 5
Single -Stage Process
' Movement 1
L L
4 7 8 9 10 11
L T R L T R
V c x 118 480 118
I VA
' s
Px
V c,u,x
C r,x
1 C plat,x
Two -Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 118 362
s 1700
P(x)
V(c,U,x)
C(r,x)
'
C(plat,x)
' Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
tConflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
' Step 2: LT from Major St.
1 Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
Maj L-Shared Prob Q free St.
' Step 3: TH from Minor St.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
' Cap. Adj. factor due to Impeding mvmnt
9 12
118
934
1.00 1.00
934
0.95 1.00
4 1
118
1470
1.00 1.00
1470
0.94 1.00
0.94
8 11
1.00 1.00
0.94 0.94
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 480
Potential Capacity 545
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.95 0.95
Cap. Adj. factor due to Impeding mvmnt 0.95 0.90
Movement Capacity 518
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 802 629
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 802 589
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 629 802
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 589 802
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 118
Potential Capacity 907 704
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 907 659
Part 2 - Second Stage
Conflicting Flows 362
Potential Capacity 704 886
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.95
Movement Capacity 659 842
Part 3 - Single Stage
Conflicting Flows 480
Potential Capacity 545
Pedestrian Impedance Factor 1.00
1.00
Maj. L, Min T Impedance factor 0.94
0.94
Maj. L, Min T Adj. Imp Factor. 0.95
0.95
Cap. Adj. factor due to Impeding mvmnt 0.95
0.90
Movement Capacity 518
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 518
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11
12
L T R L T R
Volume (vph) 0 46
Movement Capacity (vph) 518 934
Shared Lane Capacity (vph) 934
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11
12
L T R L T R
C sep 518 934
Volume 0 46
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 934
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
� I
v (vph) 83 46
C(m) (vph) 1470 934
v/c 0.06 0.05
95% queue length 0.04 0.00
Control Delay 7.6 9.1
LOS A A
Approach Delay 9•1
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.94
v(il), Volume for stream 2 or 5 196
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.94
d(M,LT), Delay for stream 1 or 4 7.6
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.5
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY,
Intersection: S. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #2A
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 56 0 23 32
Hourly Flow Rate, HFR 58 0 24 33
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
U stream Si nal? Nn No
P g
Minor Street: Approach
Movement 7
L T
Westbound Eastbound
8 9 10 11 12
R L T R
Volume 0
69
Hourly Flow Rate, HFR
0 72
Percent Heavy Vehicles
2 2
Percent Grade (%)
0 0
Median Storage 1
Flared Approach: Exists?
No
Storage
RT Channelized?
Lanes 0
0
Configuration
LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 24 72
C(m) (vph) 1546 .1008
v/c 0.02 0.07
95% queue length 0.00 0.13
Control Delay 7.4 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #2A
Time period Analyzed:
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 56 0 23 32
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 15 0 6 8
Hourly Flow Rate, HFR 58 0 24 33
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 69
Peak Hour Factor, PHF 0.95
Peak-15 Minute Volume 0
Hourly Flow Rate, HFR 0
Percent Heavy Vehicles 2
Percent Grade (%) 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
0.95
18
72
2
N
Configuration LR
' Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
' Shared In volume, major th vehicles: 33
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
' Worksheet 4-Critical Gap and Follow-up Time Calculation
' Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
� I
� I
� I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
9(q2)
9(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
'PO
0)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
'
L L L T
R L T R
'V
c,x 58 139
58
s
Px
'
V c,u,x
C r,x
'
C plat,x
Two -Stage Process
7 8
10 11
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
58 81
'V(c,x)
s 1700
P(x)
'
V(c,u,x)
C(r,x)
'
C(plat,x)
'
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
'
Conflicting Flows
58
Potential Capacity
1008
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1008
Probability of Queue free St.
0.93 1.00
'
Step 2: LT from Major St.
4 1
Conflicting Flows
58
'
Potential Capacity
1546
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1546
'
Probability of Queue free St.
0.98 1.00
Mai L-Shared Prob Q free St.
0.98
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
'
Cap. Adj. factor due to Impeding
mvmnt 0.98 0.98
' Movement Capacity
Probability of Queue free St
lkStep 4: L I trom Minor 5t.
1.00 1.00
7 10
Conflicting Flows 139
Potential Capacity 854
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 0.98
'Maj. L, Min T Adj. Imp Factor. 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99
Movement Capacity 844
1.00
0.98
0.99
0.92
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 851 832
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 851 819
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 832 851
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 1.00
Movement Capacity 819 851
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 58
Potential Capacity 965 942
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 965 927
Part 2 - Second Stage
Conflicting Flows 81
Potential Capacity 942 930
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.93
Movement Capacity 927 864
' Part 3 - Single Stage
Conflicting Flows 139
Potential Capacity 854
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
'Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.92
Movement Capacity 844
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
' C t 844
iWorksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 0 72
Movement Capacity (vph) 844 1008
Shared Lane Capacity (vph) 1008
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 844 1008
Volume 0 72
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
'C sh 1008
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
' Lane Config LT LR
v (vph) 24 72
C(m) (vph) 1546 1008
v/c 0.02 0.07
95% queue length 0.00 0.13
Control Delay 7.4 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.98
v(il), Volume for stream 2 or 5 33
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.98
d(M,LT), Delay for stream 1 or 4 7.4
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.1
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: S. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #213
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 1 4 5 6
L T R L T R
Volume 56 0 23 32
Hourly Flow Rate, HFR 58 0 24 33
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 69
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 24 72
C(m) (vph) 1546 1008
v/c 0.02 0.07
95% queue length 0.00 0.13
Control Delay 7.4 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #213
Time period Analyzed:
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 56 0 23 32
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 15 0 6 8
Hourly Flow Rate, HFR 58 0 24 33
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 69
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 0 18
Hourly Flow Rate, HFR 0 72
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
�!, I Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow , Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
'Shared In volume, major th vehicles: 33
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
� I
� I
� I
� I
� I
� I
� I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
IComputation 3-Platoon Event Periods Result
1
1
1
1
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
PO)
p(4)
p(7)
P(8)
P(9)
PO 0)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
'V
c,x 58 139
58
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
10 11
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 58 81
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
'
Conflicting Flows
58
Potential Capacity
1008
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1008
Probability of Queue free St.
0.93 1.00
rStep
2: LT from Major St.
4 1
Conflicting Flows
58
Potential Capacity
1546
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
Probability of Queue free St.
1546
0.98 1.00
Mai L-Shared Prob Q free St.
0.98
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 0.98 0.98
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 139
Potential Capacity 854
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.92
Movement Capacity 844
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 851 832
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 851 819
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 832 851
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 1.00
Movement Capacity 819 851
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 58
Potential Capacity 965 942
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 965 927
Part 2 - Second Stage
Conflicting Flows 81
Potential Capacity 942 930
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.93
Movement Capacity 927 864
Part 3 - Single Stage
Conflicting Flows 139
Potential Capacity 854
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.92
Movement Capacity 844
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 844
' Worksheet 8-Shared Lane Calculations
' Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 0 72
Movement Capacity (vph) 844 1008
Shared Lane Capacity (vph) 1008
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
' Movement 7 8 9 10 11 12
L T R L T R
C sep 844 1008
Volume 0 72
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 1008
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
' Lane Config LT LR
v (vph) 24 72
C(m) (vph) 1546 1008
v/c 0.02 0.07
95% queue length 0.00 0.13
Control Delay 7.4 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2
Movement 5
p(oj) 1.00
0.98
v(il), Volume for stream 2 or 5
33
v(i2), Volume for stream 3 or 6
0
s(il), Saturation flow rate for stream 2 or 5
1700
s(i2), Saturation flow rate for stream 3 or 6
1700
p*(oj)
0.98
d(M,LT), Delay for stream 1 or 4
7.4
N, Number of major street through lanes
1
d(rank,1) Delay for stream 2 or 5
0.1
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY.
Intersection: S. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #213
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 69 0 79 109
Hourly Flow Rate, HFR 72 0 83 114
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 44
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 83 46
C(m) (vph) 1528 .990
v/c 0.05 0.05
95% queue length 0.03 0.00
Control Delay 7.5 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #213
Time period Analyzed:
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 69 0 79 109
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 18 0 21 29
Hourly Flow Rate, HFR 72 0 83 114
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 44
Peak Hour Factor, PHF 0.95
Peak-15 Minute Volume 0
Hourly Flow Rate, HFR 0
Percent Heavy Vehicles 2
Percent Grade (%) 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
0.95
12
46
2
N
Configuration LR
Movements
13
Pedestrian Volumes and Adjustments
14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 114
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
9(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
PO)
p(4)
p(7)
P(8)
P(9)
PO 0)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 72 352 72
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 72 280
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows
72
Potential Capacity
990
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
990
Probability of Queue free St.
0.95 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
72
Potential Capacity
1528
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
1528
Probability of Queue free St.
0.95 1.00
Maj L-Shared Prob Q free St.
0.94
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
'Movement Capacity
Probability of Queue free St. 1.00 1.00
' Step 4: LT from Minor St. 7 10
Conflicting Flows 352
'Potential Capacity 646
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.91
Movement Capacity 617
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 839 683
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 839 643
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
'Conflicting Flows
Potential Capacity 683 839
Pedestrian Impedance Factor 1.00 1.00
'Cap. Adj. factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 643 839
'Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
'y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
' Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 72
Potential Capacity 951 767
'Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 951 722
'Part 2 - Second Stage
Conflicting Flows 280
Potential Capacity 767 929
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.95
Movement Capacity 722 886
' Part 3 - Single Stage
Conflicting Flows 352
'Potential Capacity 646
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 0.94
'Maj. L, Min T Adj. Imp Factor. 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96
Movement Capacity 617
' Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 617
Worksheet 8-Shared Lane Calculations
IVIUVCIIICIII
L
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
1.00
0.94
0.96
0.91
7 8 9 10 11 12
T R L T R
0 46
617 990
990
1
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
' Movement 7 8 9 10 11 12
L T R L T R
' C sep 617 990
Volume 0 46
Delay
Q sep
Q sep +1
'
round (Qsep +1)
n max
'C
sh
SUM C sep
n
C act
1 Worksheet 10-Delay, Queue Length, and Level of Service
Movement
' Lane Config
1 4 7 8 9 10 11 12
LT LR
v (vph) 83 46
C(m) (vph) 1528 990
v/c 0.05 0.05
95% queue length 0.03 0.00
Control Delay 7.5 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2
Movement 5
p(oj) 1.00
0.95
v(il), Volume for stream 2 or 5
114
v(i2), Volume for stream 3 or 6
0
s(il), Saturation flow rate for stream 2 or 5
1700
s(i2), Saturation flow rate for stream 3 or 6
1700
p*(oj)
0.94
d(M,LT), Delay for stream 1 or 4
7.5
N, Number of major street through lanes
1
d(rank,1) Delay for stream 2 or 5
0.4
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: S. Site Drive & Town Run Lane
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #2A
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 69 0 79
Hourly Flow Rate, HFR 72 0
Percent Heavy Vehicles -- --
Median Type Undivided
RT Channelized?
Lanes 1 0
Configuration TR
Upstream Signal? No
109
83 114
2 -- --
0 1
LT
No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 44
Hourly Flow Rate, HFR 0 46
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 1 10 11 12
LT LR
v (vph) 83 46
C(m) (vph) 1528 990
v/c 0.05 0.05
95% queue length 0.03 0.00
Control Delay 7.5 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
Phone:
E-Mail:
HCS: Unsignalized Intersections Release 3.2
Fax:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Site Drive & Town Run Lane
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #2A
Time period Analyzed:
Date: 3/9/01
East/West Street: S. Site Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 69 0 79 109
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 18 0 21 29
Hourly Flow Rate, HFR 72 0 83 114
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 44
Peak Hour Factor, PHF 0.95
Peak-15 Minute Volume 0
Hourly Flow Rate, HFR 0
Percent Heavy Vehicles 2
Percent Grade (%) 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
0.95
12
46
2
I
Configuration LR
Movements
13
Pedestrian Volumes and Adjustments
14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2
Movement 5
Shared In volume, major th vehicles:
114
Shared In volume, major rt vehicles:
0
Sat flow rate, major th vehicles:
1700
Sat flow rate, major rt vehicles:
1700
Number of major street through lanes:
1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
' V(t) V(I,prot) V(t) V(I,prot)
'V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
1 Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
9(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
' Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
' movements, p(x) Process . Stage I Stage II
PO)
'P(4)
p(7)
P(8)
' P(9)
PO 0)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
L L L T
8 9 10 11 12
R L T R
'V
c,x 72 352
72
s
Px
'
V c,u,x
C r,x
1
C plat,x
Two -Stage Process
'
7 8
Stage1 Stage2 Stage1
10 11
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 72 280
s 1700
P(x)
V(c,u,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
72
Potential Capacity
990
Pedestrian Impedance Factor
Movement Capacity
1.00 1.00
990
Probability of Queue free St.
0.95 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
Potential Capacity
72
1528
Pedestrian Impedance Factor
1.00 1.00
'
Movement Capacity
Probability of Queue free St.
1528
0.95 1.00
Maj L-Shared Prob Q free St.
0.94
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
'
Cap. Adj. factor due to Impeding
mvmnt 0.94 0.94
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 352
Potential Capacity 646
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.91
Movement Capacity 617
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 839 683
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 839 643
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 683 839
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 643 839
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 72
Potential Capacity 951 767
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 951 722
Part 2 - Second Stage
Conflicting Flows 280
Potential Capacity 767 929
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.95
Movement Capacity 722 886
' Part 3 - Single Stage
Conflicting Flows 352
Potential Capacity 646
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.91
Movement Capacity 617
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 617
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
'Volume (vph) 0 46
Movement Capacity (vph) 617 990
Shared Lane Capacity (vph) 990
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 617 990
Volume 0 46
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 990
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Mov
ement 1 4 7 8 9 10 11 12
' Lane Config LT LR
v (vph) 83 46
C(m) (vph) 1528 990
v/c 0.05 0.05
95% queue length 0.03 0.00
Control Delay 7.5 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.95
v(il), Volume for stream 2 or 5 114
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 0.94
d(M,LT), Delay for stream 1 or 4 7.5
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.4
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Town Run Lane & Stickley Drive
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #2A
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 166 28 0 68
Hourly Flow Rate, HFR 174 29 0 71
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach
Movement 7
L T
Westbound
8 9 10
R I L T
Eastbound
11 12
R
Volume 9 0
Hourly Flow Rate, HFR 9 0
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 1 10 11 12
Lane Config LT LR
v (vph) 0 9
C(m) (vph) 1369 .730
v/c 0.00 0.01
95% queue length 0.00 0.00
Control Delay 7.6 10.0-
LOS A A
Approach Delay 10.0-
Approach LOS A
Phone:
E-Mail:
HCS: Unsignalized Intersections Release 3.2
Fax:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Town Run Lane & Stickley Drive
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #2A
Time period Analyzed:
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 166 28 0 68
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 44 7 0 18
Hourly Flow Rate, HFR 174 29 0 71
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 9 0
Peak Hour Factor, PHF 0.95
Peak-15 Minute Volume 2
Hourly Flow Rate, HFR 9
Percent Heavy Vehicles 2
Percent Grade (%) 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
0.95
0
0
0
U
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 71
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
1 Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
� I
� I
� I
� I
� I
� I
� I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
9(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process Stage I Stage II
p(1)
p(4)
P(7)
P(8)
P(9)
PO 0)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
'
V c,x 203 259
188
s
Px
V c,u,x
C r, x
C plat,x
Two -Stage Process
7 8
10 11
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
188 71
'V(c,x)
s 1700
P(x)
V(c,U,x)
C(r,x)
'
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
'
Conflicting Flows
188
Potential Capacity
859
Pedestrian Impedance Factor
1.00 1.00
'
Movement Capacity
859
Probability of Queue free St.
1.00 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
203
Potential Capacity
1369
Pedestrian Impedance Factor
1.00 1.00
Capacity
1369
'Movement
Probability of Queue free St.
1.00 1.00
Maj L-Shared Prob Q free St.
1.00
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 1.00 1.00
Movement Capacity
Probability of Queue free St.
Step 4: LT from Minor St.
1.00 1.00
7 10
Conflicting Flows 259
Potential Capacity 730
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 1.00 1.00
Movement Capacity 730
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 748 840
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 748 840
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 840
737
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding mvmnt
1.00 1.00
Movement Capacity 840
737
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding mvmnt
1.00 1.00
Movement Capacity
Result for 2 stage process:
a 0.00
0.00
y 0.00
0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 188
Potential Capacity 844 952
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 844 952
Part 2 - Second Stage
Conflicting Flows 71
Potential Capacity 952 844
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 952 844
Part 3 - Single Stage
Conflicting Flows 259
Potential Capacity 730
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 1.00 1.00
Movement Capacity 730
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 730
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 9 0
Movement Capacity (vph) 730 859
Shared Lane Capacity (vph) 730
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 730 859
Volume 9 0
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 730
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 0 9
C(m) (vph) 1369 730
v/c 0.00 0.01
95% queue length 0.00 0.00
Control Delay 7.6 10.0-
LOS A A
Approach Delay 10.0-
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 1.00
v(il), Volume for stream 2 or 5 71
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 1.00
d(M,LT), Delay for stream 1 or 4 7.6
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.0
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Town Run Lane & Stickley Drive
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #213
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R I L T R
Volume 0 194 0 0
Hourly Flow Rate, HFR 0 204 0 0
Percent Heavy Vehicles -- -- 2 -- --
Median Type 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 78 0
Hourly Flow Rate, HFR 82 0
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 0 82
C(m) (vph) 1368 .896
v/c 0.00 0.09
95% queue length 0.00 0.24
Control Delay 7.6 9.4
LOS A A
Approach Delay 9.4
Approach LOS A
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Town Run Lane & Stickley Drive
City/State:
Analyst: PHRA
Project No.: AM Peak 2005 Build -out Alt #213
Time period Analyzed:
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 0 194 0 0
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 0 51 0 0
Hourly Flow Rate, HFR 0 204 0 0
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 78 0
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 21 0
Hourly Flow Rate, HFR 82 0
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 0
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
PO)
p(4)
p(7)
P(8)
P(9)
'PO
0)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
L L L T
8 9 10 11 12
R L T R
V c,x 204 102
102
s
Px
'
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
Stage1 Stage2 Stage1
10 11
Stage2 Stage1 Stage2 Stage1 Stage2
102 0
'V(c,x)
s 1700
P(x)
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
102
Potential Capacity
959
'
Pedestrian Impedance Factor
Movement Capacity
1.00 1.00
959
Probability of Queue free St.
1.00 1.00
Step 2: LT from Major St.
4 1
'Conflicting
Flows
Potential Capacity
204
1368
Pedestrian Impedance Factor
1.00 1.00
'
Movement Capacity
Probability of Queue free St.
1368
1.00 1.00
Maj L-Shared Prob Q free St.
1.00
Step 3: TH from Minor St.
8 11
'Conflicting
Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
'
Cap. Adj. factor due to Impeding
mvmnt 1.00 1.00
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 102
Potential Capacity 896
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 1.00 1.00
Movement Capacity 896
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 815 900
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 815 900
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 900 737
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 900 737
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 102
Potential Capacity 922 1023
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 922 1023
Part 2 - Second Stage
Conflicting Flows 0
Potential Capacity 1023 922
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 1023 922
Part 3 - Single Stage
Conflicting Flows 102
Potential Capacity 896
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 1.00 1.00
Movement Capacity 896
Results for Two -stage process:
a 0.00 0.00
y 0.00 0.00
C t 896
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 82 0
Movement Capacity (vph) 896 959
Shared Lane Capacity (vph) 896
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 896 959
Volume 82 0
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 896
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 0 82
C(m) (vph) 1368 896
v/c 0.00 0.09
95% queue length 0.00 0.24
Control Delay 7.6 9.4
LOS A A
Approach Delay 9.4
Approach LOS A
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 1.00
v(il), Volume for stream 2 or 5 0
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 1.00
d(M,LT), Delay for stream 1 or 4 7.6
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.0
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Town Run Lane & Stickley Drive
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #2A
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 140 18 0 234
Hourly Flow Rate, HFR 147 18 0 246
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach
Movement 7
L T
Volume 31
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes 0
Configuration
Westbound Eastbound
8 9 10 11 12
R L T R
0
32 0
2 0
0 0
0
LR
No
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 0 32
C(m)(vph) 1413 .604
v/c 0.00 0.05
95% queue length 0.00 0.02
Control Delay 7.5 11.3
LOS A B
Approach Delay 11.3
Approach LOS B
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Town Run Lane & Stickley Drive
City/State:
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #2A
Time period Analyzed:
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 140 18 0 234
Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 37 5 0 62
Hourly Flow Rate, HFR 147 18 0 246
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 31 0
Peak Hour Factor, PHF 0.95
Peak-15 Minute Volume 8
Hourly Flow Rate, HFR 32
Percent Heavy Vehicles 2
Percent Grade (%) 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
0.95
0
0
0
❑1
Configuration LR
Movements
13
Pedestrian Volumes and Adjustments
14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green
Cycle Prog. Distance
Flow Flow Type Time
Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect
of Delay to Major Street Vehicles
Movement 2
Movement 5
Shared In volume, major th vehicles:
246
Shared In volume, major rt vehicles:
0
Sat flow rate, major th vehicles:
1700
Sat flow rate, major rt vehicles:
1700
Number of major street through lanes:
1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9
10 11 12
L L L T R L
T R
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 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 4 7 8 9 10 11 12
L L L T R L T R
� I
�, I
� I
� I
� I
� I
� I
� I
� I
� I
� I
I I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
9(q1)
9(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process . Stage I Stage II
PO)
p(4)
p(7)
p(8)
P(9)
PO 0)
PO 1)
p(12)
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
L L L T
R L T R
V c,x 165 402
156
s
Px
V c,u,x
C r,x
C plat,x
Two -Stage Process
7 8
10 11
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 156 246
s 1700
P(x)
V(c,U,x)
C(r,x)
1
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
Conflicting Flows
156
Potential Capacity
895
tMovement
Pedestrian Impedance Factor
Capacity
1.00 1.00
895
Probability of Queue free St.
1.00 1.00
Step 2: LT from Major St.
4 1
Conflicting Flows
165
Potential Capacity
1413
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
Probability of Queue free St.
1413
1.00 1.00
Maj L-Shared Prob Q free St.
1.00
Step 3: TH from Minor St.
8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding
mvmnt 1.00 1.00
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 402
Potential Capacity 604
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 1.00 1.00
Movement Capacity 604
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 772 706
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 772 706
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 706 766
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 706 766
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 156
Potential Capacity 872 795
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 872 795
Part 2 - Second Stage
Conflicting Flows 246
Potential Capacity 795 872
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 795 872
Part 3 - Single Stage
Conflicting Flows 402
Potential Capacity 604
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 1.00 1.00
Movement Capacity 604
Results for Two -stage process:
a 0.00
0.00
y 0.00
0.00
C t 604
Worksheet 8-Shared Lane Calculations
Movement 7 8 9
10 11 12
L T R L
T R
Volume (vph) 32 0
Movement Capacity (vph) 604
895
Shared Lane Capacity (vph) 604
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9
10 11 12
L T R L
T R
C sep 604 895
Volume 32 0
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 604
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
v (vph) 0 32
C(m) (vph) 1413 604
v/c 0.00 0.05
95% queue length 0.00 0.02
Control Delay 7.5 11.3
LOS A B
Approach Delay 11.3
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2
Movement 5
p(oj) 1.00
1.00
v(il), Volume for stream 2 or 5
246
v(i2), Volume for stream 3 or 6
0
s(il), Saturation flow rate for stream 2 or 5
1700
s(i2), Saturation flow rate for stream 3 or 6
1700
P*(oj)
1.00
d(M,LT), Delay for stream 1 or 4
7.5
N, Number of major street through lanes
1
d(rank,1) Delay for stream 2 or 5
0.0
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Town Run Lane & Stickley Drive
Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #213
Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 157 0 0
Hourly Flow Rate, HFR 0 165 0 0
Percent Heavy Vehicles -- -- 2 -- --
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 266 0
Hourly Flow Rate, HFR 280 0
Percent Heavy Vehicles 2 0
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 0 280
C(m) (vph) 1413 .920
v/c 0.00 0.30
95% queue length 0.00 1.43
Control Delay 7.5 10.6
LOS A B
Approach Delay 10.6
Approach LOS B
' HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Town Run Lane & Stickley Drive
City/State:
1 Analyst: PHRA
Project No.: PM Peak 2005 Build -out Alt #213
Time period Analyzed:
'Date: 3/9/01
East/West Street: Stickley Drive
North/South Street: Town Run Lane
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 0 157 0 0
( Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 0 41 0 0
Hourly Flow Rate, HFR 0 165 0 0
Percent Heavy Vehicles 2
Median Type Undivided
RT Channelized?
Lanes 1 0 0 1
Configuration TR LT
Upstream Signal? No No
Minor Street Movements
7
L T
R
Volume 266
0
Peak Hour Factor, PHF
Peak-15 Minute Volume
0.95
70
Hourly Flow Rate, HFR
280
Percent Heavy Vehicles
2
Percent Grade (%)
0
Median Storage 1
8 9 10 11 12
L T R
I Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
0.95
0
0
0
Configuration
Movements 13
IV
Pedestrian Volumes and Adjustments
14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left -Turn
Through
S5 Left -Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles: 0
Shared In volume, major rt vehicles: 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes: 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.1
6.2
t(c,hv) 1.00 1.00 1.00
1.00 1.00 1.00
1.00 1.00
P(hv) 2 2
0
t(c,g) 0.20 0.20 0.10 0.20
0.20 0.10
Grade/100 0.00
0.00 0.00 0.00
0.00 0.00
t(3,lt) 0.00 0.70
0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00
2-stage 0.00 0.00 1.00
1.00 0.00
1.00 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 4 7
8 9 10
11 12
L L L T
R L T
R
� I
� I
U
� I
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(I,prot) V(t) V(I,prot)
alpha
beta
Travel time, t(a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p 0.000
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.000
p(dom)
p(subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single -stage Two -Stage Process
movements, p(x) Process Stage I Stage II
PO)
p(4)
p(7)
P(8)
P(9)
P(10)
P(11)
p(12)
'
Computation 4 and 5
Single -Stage Process
Movement 1 4 7
8 9 10 11 12
'
L L L T
R L T R
V c,x 165 82
82
s
Px
V c,u,x
C r, x
C plat,x
Two -Stage Process
7 8
10 11
Stage1 Stage2 Stage1
Stage2 Stage1 Stage2 Stage1 Stage2
82 0
'V(c,x)
s 1700
P(x)
'
V(c,U,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
9 12
'
Conflicting Flows
82
Potential Capacity
983
Pedestrian Impedance Factor
1.00 1.00
Movement Capacity
983
Probability of Queue free St.
1.00 1.00
'
Step 2: LT from Major St.
4 1
Flows
165
'Conflicting
Potential Capacity
1413
Pedestrian Impedance Factor
1.00 1.00
'Movement
Capacity
Probability of Queue free St.
1413
1.00 1.00
Maj L-Shared Prob Q free St.
1.00
Step 3: TH from Minor St.
8 11
1
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 82
Potential Capacity 920
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 1.00 1.00
Movement Capacity 920
Worksheet 7-Computation of the Effect of Two -stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 831 900
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 831 900
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 900 766
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 900 766
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity
Result for 2 stage process:
a 0.00 0.00
y 0.00 0.00
Ct
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 82
Potential Capacity 941 1023
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 941 1023
Part 2 - Second Stage
Conflicting Flows 0
Potential Capacity 1023 941
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 1023 941
Part 3 - Single Stage
Conflicting Flows 82
Potential Capacity 920
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
1.00 1.00
Movement Capacity 920
Results for Two -stage process:
a 0.00
0.00
y 0.00
0.00
C t 920
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 280 0
Movement Capacity (vph) 920 983
Shared Lane Capacity (vph) 920
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 920 983
Volume 280 0
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 920
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT LR
v (vph) 0 280
C(m) (vph) 1413 920
v/c 0.00 0.30
95% queue length 0.00 1.43
Control Delay 7.5 10.6
LOS A B
Approach Delay 10.6
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 1.00
v(il), Volume for stream 2 or 5 0
v(i2), Volume for stream 3 or 6 0
s(il), Saturation flow rate for stream 2 or 5 1700
s(i2), Saturation flow rate for stream 3 or 6 1700
P*(oj) 1.00
d(M,LT), Delay for stream 1 or 4 7.5
N, Number of major street through lanes 1
d(rank,1) Delay for stream 2 or 5 0.0