Capacity Analysis Summary
Casey Overpass
Boston, MA
DRAFT ‐ June 18, 2012 ‐ WORK IN PROGRESS
Weekday Morning Existing vs At Grade Comparison
Existing Roadway At Grade Alt. Existing Roadway (Existing Volumes)
(Existing Volumes)
(Future Volumes)4
Intersection
1
2
Movement LOS Delay
South Street at
EB
New Washington Street/
Arborway Ramps
WB
SB
3
V/C
LOS
Delay
F
297.9
1.39
n/a
n/a
n/a
F
104.2
0.84
n/a
n/a
n/a
T
n/a
n/a
n/a
B
12.0
0.58
A
1.4
0.34
B
12.5
0.63
R
A
1.5
0.30
A
0.4
0.26
n/a
n/a
n/a
A
0.4
0.30
LTR
F
94.1
0.86
n/a
n/a
n/a
F
181.8
1.19
n/a
n/a
n/a
n/a
n/a
n/a
C
24.3
0.98
n/a
n/a
n/a
D
47.9
1.07
LT
TR
NB
V/C
LOS Delay
V/C
LOS Delay
At Grade Alt. (Future Volumes)
V/C
D
51.9
0.92
n/a
n/a
n/a
F
83.9
1.09
n/a
n/a
n/a
L
n/a
n/a
n/a
B
18.3
0.73
n/a
n/a
n/a
C
20.8
0.82
TR
LTR
n/a
n/a
n/a
C
21.9
0.69
n/a
n/a
n/a
E
71.6
0.74
L
F
173.6
1.16
E
74.6
0.83
F
542.5
2.05
F
139.8
1.07
TR
B
18.7
0.29
C
25.8
0.51
C
20.3
0.34
C
26.9
0.55
E
67.2
1.39
B
19.9
0.98
F
113.7
2.05
D
39.5
1.07
1.00
Overall
South Street at
EB
LR
F
250.1
0.89
D
44.8
0.85
F
90.8
1.02
E
77.3
Washington Street/
WB
LR
D
36.8
0.25
n/a
n/a
n/a
C
23.9
0.27
n/a
n/a
n/a
MBTA Busway#2
NB
LT
C
24.2
0.79
C
24.5
0.79
D
36.8
0.86
C
28.0
0.85
SB
TR
C
29.3
0.45
B
15.6
0.45
C
23.4
0.48
B
19.0
0.55
E
66.2
0.89
C
25.5
0.85
D
41.8
1.02
C
34.0
1.00
Overall
Washington Street at
WB
L n/a
n/a
n/a
C
29.4
0.27
n/a
n/a
n/a
C
34.0
0.27
MBTA Busway#2
NB
TR
A
2.5
0.34
A
6.5
0.64
A
2.8
0.37
A
9.2
0.73
SB
LR
A
1.7
0.18
A
1.0
0.18
A
0.9
0.21
A
0.8
0.19
A
2.2
0.34
A
5.2
0.64
A
2.1
0.37
A
7.1
0.73
L
E
59.5
0.69
D
47.0
0.62
E
57.8
0.73
D
42.9
0.76
R
B
17.9
0.81
B
19.2
0.79
B
18.5
0.82
C
20.1
0.82
Overall
Washington Street at
WB
Ukraine Way
NB
SB
C
20.1
0.37
n/a
n/a
n/a
C
25.6
0.46
n/a
n/a
n/a
T
n/a
n/a
n/a
B
10.9
0.39
n/a
n/a
n/a
B
13.8
0.47
R
n/a
n/a
n/a
A
2.0
0.22
n/a
n/a
n/a
A
2.1
0.25
L
C
25.8
0.53
A
8.6
0.41
B
15.5
0.60
A
8.2
0.48
T
B
18.4
0.21
A
6.2
0.20
A
7.8
0.23
A
3.2
0.22
C
23.6
0.81
B
14.9
0.79
C
22.6
0.82
B
15.0
0.82
TR
Overall
Hyde Park Avenue at
WB
LR
B
17.7
0.78
B
15.6
0.77
B
17.4
0.79
B
18.8
0.81
Walk Hill Street
NB
TR
C
31.1
0.68
C
31.1
0.78
C
33.6
0.74
C
32.1
0.81
SB
L
E
68.6
0.62
E
73.0
0.93
E
55.6
0.65
D
45.8
0.77
T
A
6.1
0.21
A
7.8
0.25
A
7.5
0.23
B
13.0
0.26
C
26.6
0.78
C
27.1
0.93
C
26.7
0.79
C
26.6
0.81
Overall
Hyde Park Avenue at
L
D
54.8
0.76
D
51.4
0.77
E
75.2
0.90
E
65.4
0.88
R
C
23.5
0.62
B
16.5
0.63
C
25.3
0.64
B
14.6
0.63
NB
LT
D
37.0
0.87dl
B
17.2
1.00dl
E
78.7
1.37dl
D
44.3
1.15dl
SB
TR
D
40.3
0.49
A
8.2
0.36
A
6.2
0.35
B
12.9
0.40
D
37.5
0.84
B
17.5
0.92
D
53.9
1.11
C
34.7
1.02
0.58
EB
Ukraine Way
Overall
Washington Street at
EB
LR
D
53.0
0.56
D
40.6
0.58
E
61.1
0.56
D
39.8
Tower Street/MBTA Busway#1
WB
LR
C
26.7
0.19
B
19.3
0.19
C
26.1
0.19
B
19.2
0.19
NB
TR
B
16.0
0.43
B
12.7
0.47
B
11.6
0.45
B
12.4
0.49
SB
LT
Overall
B
10.6
0.24
B
11.2
0.26
A
3.4
0.27
B
10.6
0.29
B
16.0
0.56
B
13.5
0.58
B
11.0
0.56
B
12.9
0.58
Washington Street at
WB
LR
A
0.0
0.01
A
0.0
0.00
C
26.2
0.14
C
23.6
0.03
Fitzgerald Parking Lot/
NB
LTR
B
14.0
0.43
A
2.0
0.45
A
1.0
0.44
A
2.1
0.46
MBTA Busway#1
SB
LTR
A
2.7
0.27
A
2.7
0.29
A
3.3
0.23
A
3.7
0.25
Overall
A
9.9
0.43
A
2.3
0.45
A
2.1
0.44
A
2.7
0.46
n/a
L
E
62.2
0.71
n/a
n/a
n/a
E
76.7
0.95
n/a
n/a
Arborway WB Surface Road/
T
E
77.9
0.86
n/a
n/a
n/a
E
63.3
0.87
n/a
n/a
n/a
New Washington St/
R
B
10.8
0.28
n/a
n/a
n/a
A
7.0
0.22
n/a
n/a
n/a
0.87
Washington Street at
EB
TR
Orchard Hill Road
WB
LTR
TR
NB
SB
Arborway at
n/a
n/a
C
20.5
0.83
n/a
n/a
n/a
B
18.7
F
86.6
1.01
n/a
n/a
n/a
E
72.9
0.96
n/a
n/a
n/a
n/a
n/a
n/a
D
42.5
1.02
n/a
n/a
n/a
E
64.0
1.09
C
26.3
0.69
n/a
n/a
n/a
C
32.7
0.87
n/a
n/a
n/a
L
n/a
n/a
n/a
B
13.0
0.38
n/a
n/a
n/a
B
18.7
0.48
T
n/a
n/a
n/a
C
27.9
0.84
n/a
n/a
n/a
D
47.5
0.96
R
n/a
n/a
n/a
C
20.4
0.55
n/a
n/a
n/a
C
25.7
0.60
LT C
34.4
0.59
n/a
n/a
n/a
C
30.0
0.61
n/a
n/a
n/a
L
n/a
n/a
n/a
C
27.0
0.49
n/a
n/a
n/a
C
30.7
0.52
TR
0.71
LT
n/a
n/a
n/a
C
29.7
0.61
n/a
n/a
n/a
C
34.7
R
A
2.2
0.12
n/a
n/a
n/a
A
3.8
0.13
n/a
n/a
n/a
NE
L
n/a
n/a
n/a
D
38.5
0.18
n/a
n/a
n/a
D
37.7
0.16
SW
L
n/a
n/a
n/a
D
40.2
0.23
n/a
n/a
n/a
D
41.0
0.25
Overall
D
48.1
1.01
C
31.0
1.02
D
46.7
0.96
D
42.3
1.09
L
n/a
n/a
n/a
F
90.2
1.09
n/a
n/a
n/a
F
114.5
1.14
TR
n/a
n/a
n/a
A
5.9
0.30
n/a
n/a
n/a
A
302.0
0.32
L
n/a
n/a
n/a
B
13.2
0.06
n/a
n/a
n/a
A
9.9
0.22
TR
n/a
n/a
n/a
F
83.4
1.03
n/a
n/a
n/a
F
140.9
1.15
NB
LTR
n/a
n/a
n/a
D
49.9
0.62
n/a
n/a
n/a
D
46.8
0.59
SB
LT
n/a
n/a
n/a
C
32.4
0.14
n/a
n/a
n/a
C
32.2
0.13
R
n/a
n/a
n/a
C
21.3
0.75
n/a
n/a
n/a
C
31.7
0.94
n/a
n/a
n/a
D
54.4
1.09
n/a
n/a
n/a
F
81.9
1.15
U
n/a
n/a
n/a
B
18.9
0.55
n/a
n/a
n/a
C
28.4
0.68
T
n/a
n/a
n/a
A
1.4
0.45
n/a
n/a
n/a
A
1.2
0.47
T
n/a
n/a
n/a
B
12.4
0.87
n/a
n/a
n/a
C
31.2
0.97
n/a
n/a
n/a
A
8.3
0.87
n/a
n/a
n/a
B
19.2
0.97
EB
Forest Hills Drive
WB
Overall
Arborway at
n/a
EB
East Bowtie
WB
Overall
Arborway at
EB
T
n/a
n/a
n/a
B
12.7
0.50
n/a
n/a
n/a
B
13.6
0.54
West Bowtie
WB
U
n/a
n/a
n/a
B
17.8
0.65
n/a
n/a
n/a
B
15.8
0.68
T
n/a
n/a
n/a
A
1.7
0.53
n/a
n/a
n/a
A
1.8
0.56
n/a
n/a
n/a
A
7.7
0.65
n/a
n/a
n/a
A
7.9
0.68
Overall
Morton Street (Route 203)/
EB
Cemetery Road
1
Level‐of‐Service
2
Average vehicle delay in seconds
3
Volume to capacity ratio
4 A
8.9
0.37
n/a
n/a
n/a
A
7.6
0.37
n/a
n/a
n/a
L
n/a
n/a
n/a
F
85.4
0.97
n/a
n/a
n/a
F
89.9
0.95
TR
0.30
LTR
n/a
n/a
n/a
A
3.8
0.28
n/a
n/a
n/a
A
6.2
WB
LTR
D
35.4
1.00
E
65.4
0.89
C
32.9
1.00
F
171.0
0.98
NB
LTR
B
17.4
0.02
C
26.3
0.03
C
21.4
0.02
C
26.3
0.03
SB
LTR
C
33.6
0.72
E
74.2
0.94
D
48.1
0.83
F
84.7
0.98
Overall
C
29.0
1.00
D
53.9
0.97
C
28.3
1.00
F
125.4
0.98
Future Volumes on Existing Roadway include signal timing adjustments
Queue Analysis Summary
Casey Overpass
Boston, MA
DRAFT ‐ June 18, 2012 ‐ WORK IN PROGRESS
Weekday Morning Existing vs At Grade Comparison
Existing Roadway Existing Volumes
50th Queue
95th Queue
50th Queue
95th Queue
50th Queue
~78
#179
n/a
n/a
66
#154
n/a
n/a
T
n/a
n/a
78
105
n/a
n/a
79
107
EB
R
NB
SB
At Grade Alt. Future Volumes
LT
South Street at
WB
Future Volumes3
95th Queue
Movement
Arborway Ramps
2
Existing Roadway 50th Queue
Intersection
New Washington Street/
1
At Grade Alt. Existing Volumes
LTR
95th Queue
0
0
0
0
0
0
0
0
167
#251
n/a
n/a
~186
#283
n/a
n/a
m#166
TR
n/a
n/a
~205
m#197
n/a
n/a
~446
LTR
269
#640
n/a
n/a
~665
m#771
n/a
n/a
L
n/a
n/a
57
m50
n/a
n/a
61
m47
TR
n/a
n/a
107
71
n/a
n/a
114
m94
L
~111
#162
44
#128
~117
#243
~63
#160
TR
117
160
102
154
142
191
120
177
#311
South Street at
EB
LR
265
368
166
219
~317
#526
195
Washington Street/
WB
LR
33
76
n/a
n/a
17
46
n/a
n/a
MBTA Busway#2
NB
LT
146
#475
102
#482
376
#487
56
#494
SB
TR
204
m278
49
#113
226
m222
56
#150
Washington Street at
WB
L n/a
n/a
16
m29
n/a
n/a
MBTA Busway#2
NB
TR
81
127
161
299
220
46
161
13
SB
LR
35
41
23
10
21
m25
188
m46
Washington Street at
WB
Ukraine Way
NB
SB
L
117
m114
98
m106
139
m113
113
m129
R
58
m196
117
m121
76
m99
111
m131
TR
144
225
n/a
n/a
188
286
n/a
n/a
T
n/a
n/a
95
183
n/a
n/a
135
212
23
R
n/a
n/a
0
22
n/a
n/a
0
L
119
212
71
144
72
102
59
78
T
88
184
61
128
60
87
48
42
Hyde Park Avenue at
WB
LR
14
0
9
9
16
0
10
9
Walk Hill Street
NB
TR
395
484
~311
#474
439
#601
~370
#497
SB
L
187
256
94
#214
181
249
129
#196
T
79
94
41
94
102
105
106
146
#234
Hyde Park Avenue at
EB
L
148
232
102
#174
189
#311
129
R
104
224
5
113
120
247
41
111
NB
LT
418
#768
237
#467
~316
#970
~273
#417
SB
TR
167
308
26
71
94
72
83
151
71
Ukraine Way
Washington Street at
EB
LR
35
88
26
70
36
88
26
Tower Street/MBTA Busway#1
WB
LR
11
43
7
33
11
44
7
34
NB
TR
255
393
170
m252
217
m184
193
m232
SB
LT
50
138
80
106
24
34
97
107
11
Washington Street at
WB
LR
0
0
0
0
1
25
0
Fitzgerald Parking Lot/
NB
LTR
18
#446
11
16
2
13
8
17
MBTA Busway#1
SB
LTR
0
m91
10
m77
23
m101
9
m87
Washington Street at
EB
L
139
182
n/a
n/a
188
#282
n/a
n/a
Arborway WB Surface Road/
T
164
#230
n/a
n/a
160
#269
n/a
n/a
New Washington St/
R
0
29
n/a
n/a
7
17
n/a
n/a
Orchard Hill Road
TR
n/a
n/a
~180
#406
n/a
n/a
~165
m#414
LTR
WB
NB
SB
Arborway at
~253
#336
n/a
n/a
266
#344
n/a
n/a
TR
n/a
n/a
~519
#604
n/a
n/a
~558
m#548
n/a
LT 137
324
n/a
n/a
126
151
n/a
L
n/a
n/a
8
21
n/a
n/a
10
31
T
n/a
n/a
188
134
n/a
n/a
~232
#281
R
n/a
n/a
72
89
n/a
n/a
90
#149
LT
151
192
n/a
n/a
140
181
n/a
n/a
L
n/a
n/a
29
37
n/a
n/a
32
41
TR
n/a
n/a
111
147
n/a
n/a
134
175
R
0
24
n/a
n/a
0
m32
n/a
n/a
NE
L
n/a
n/a
8
26
n/a
n/a
7
24
SW
L
n/a
n/a
9
31
n/a
n/a
10
33
EB
L
n/a
n/a
~339
#534
n/a
n/a
~411
#611
TR
n/a
n/a
87
127
n/a
n/a
8
71
L
n/a
n/a
2
m3
n/a
n/a
8
m10
Forest Hills Drive
WB
TR
n/a
n/a
~369
m#460
n/a
n/a
~439
m#462
NB
LTR
n/a
n/a
49
90
n/a
n/a
51
#95
SB
LT
n/a
n/a
11
33
n/a
n/a
11
33
R
n/a
n/a
212
345
n/a
n/a
46
#259
U
n/a
n/a
65
m96
n/a
n/a
142
m182
T
n/a
n/a
0
47
n/a
n/a
0
45
WB
T
n/a
n/a
151
m#652
n/a
n/a
516
m#666
Arborway at
EB
T
n/a
n/a
154
183
n/a
n/a
169
200
West Bowtie
WB
U
n/a
n/a
174
m205
n/a
n/a
189
m185
T
n/a
n/a
4
m12
n/a
n/a
6
m2
LTR
74
132
n/a
n/a
81
111
n/a
n/a
L
n/a
n/a
25
#115
n/a
n/a
52
#99
Arborway at
EB
East Bowtie
Morton Street (Route 203)/
EB
Cemetery Road
TR
n/a
n/a
37
42
n/a
n/a
51
84
WB
LTR
~384
#669
362
#493
~449
#662
465
#703
NB
LTR
3
11
4
14
3
12
4
14
SB
LTR
97
171
128
#274
117
#238
136
#289
1
50th Percentile Queue Length in feet
2
95th Percentile Queue Length, in feet
3 Future Volumes on Existing Roadway include signal timing adjustments
N/A Not Applicable
Capacity Analysis Summary
Casey Overpass
Boston, MA
DRAFT ‐ June 18, 2012 ‐ WORK IN PROGRESS
Weekday Evening Existing vs At Grade Comparison
Existing Roadway At Grade Alt. Existing Roadway (Existing Volumes)
(Existing Volumes)
(Future Volumes)4
Intersection
Movement
South Street at
EB
New Washington Street/
Arborway Ramps
WB
SB
1
Delay
2
V/C
3
V/C
LOS
Delay
F
83.0
0.81
n/a
n/a
n/a
F
91.2
0.90
n/a
n/a
n/a
T
n/a
n/a
n/a
C
20.9
0.76
n/a
n/a
n/a
C
28.7
0.91
R
F
150.0
0.64
A
0.8
0.44
F
216.9
0.68
A
1.0
0.49
LTR
F
87.2
0.77
n/a
n/a
n/a
F
280.8
1.24
n/a
n/a
n/a
n/a
n/a
n/a
C
22.5
0.80
n/a
n/a
n/a
C
34.8
0.99
LT
TR
NB
LOS
LTR
LOS Delay
V/C
LOS Delay
At Grade Alt. (Future Volumes)
V/C
D
35.6
0.78
n/a
n/a
n/a
E
74.0
0.93
n/a
n/a
n/a
L
n/a
n/a
n/a
D
43.4
0.75
n/a
n/a
n/a
E
56.7
0.82
TR
n/a
n/a
n/a
B
14.1
0.38
n/a
n/a
n/a
D
39.1
0.58
L
D
48.2
0.62
D
43.6
0.53
F
84.2
0.91
F
99.4
0.94
TR
C
32.0
0.52
D
52.5
0.82
C
30.0
0.56
D
51.3
0.83
Overall
E
68.4
0.81
C
22.1
0.82
F
141.6
1.24
C
33.0
0.99
0.87
South Street at
EB
LR
F
101.0
0.97
E
55.3
0.85
F
106.9
1.04
E
55.3
Washington Street/
WB
LR
D
39.6
0.34
n/a
n/a
n/a
D
38.4
0.34
n/a
n/a
n/a
MBTA Busway#2
NB
LT
B
13.8
0.45
B
16.5
0.45
C
21.3
0.56
B
19.8
0.62
SB
TR
C
29.4
0.64
B
14.9
0.55
D
42.2
0.78
C
20.8
0.64
Overall
D
38.8
0.97
C
23.3
0.85
D
47.4
1.04
C
26.8
0.87
Washington Street at
WB
L n/a
n/a
n/a
B
16.9
0.17
n/a
n/a
n/a
B
17.7
0.17
MBTA Busway#2
NB
TR
A
1.6
0.20
A
6.6
0.40
A
2.8
0.24
A
6.1
0.49
SB
LR
A
0.8
0.29
A
5.9
0.33
A
1.2
0.33
A
3.3
0.35
Overall
A
1.1
0.29
A
6.4
0.40
A
1.9
0.33
A
4.7
0.49
L
D
44.8
0.75
D
55.0
0.75
F
113.4
0.95
E
77.7
0.84
R
B
11.5
0.67
B
16.5
0.67
E
61.0
0.71
B
19.7
0.69
TR
B
17.2
0.35
n/a
n/a
n/a
D
37.0
0.67
n/a
n/a
n/a
T
n/a
n/a
n/a
C
22.3
0.42
n/a
n/a
n/a
C
28.5
0.55
R
n/a
n/a
n/a
A
3.2
0.26
n/a
n/a
n/a
A
4.6
0.35
L
D
52.4
0.97
B
10.9
0.65
E
58.1
0.93
B
18.9
0.82
T
A
8.6
0.29
A
2.6
0.26
A
7.7
0.33
A
3.0
0.31
C
26.8
0.97
B
15.8
0.75
D
50.0
0.95
C
22.7
0.84
Washington Street at
WB
Ukraine Way
NB
SB
Overall
Hyde Park Avenue at
WB
LR
F
80.3
1.00
F
80.3
1.00
D
54.9
0.91
E
69.3
0.97
Walk Hill Street
NB
TR
C
33.7
0.49
C
34.7
0.49
D
39.7
0.61
D
37.7
0.58
SB
L
C
32.4
0.79
D
55.0
0.73
D
52.4
0.84
D
53.3
0.78
T
A
4.8
0.46
B
12.7
0.46
C
22.1
0.53
B
16.2
0.52
C
26.9
1.00
C
34.3
1.00
D
35.8
0.91
C
34.6
0.97
L
E
55.6
0.78
E
75.0
0.80
D
37.6
0.81
F
149.9
0.91
R
B
19.4
0.76
D
35.9
0.88
E
72.3
0.88
E
58.0
0.93
1.43dl
Overall
Hyde Park Avenue at
EB
Ukraine Way
NB
LT
B
14.2
0.99dl
B
13.3
0.99dl
D
35.5
2.11dl
B
18.1
SB
TR
B
18.4
0.74
B
19.8
0.54
C
29.9
0.83
C
24.7
0.65
Overall
C
20.4
0.78
C
25.5
0.88
D
40.2
0.88
D
41.0
0.93
Washington Street at
EB
LR
E
58.6
0.34
E
76.1
0.59
D
49.3
0.34
E
74.7
0.60
Tower Street/MBTA Busway#1
WB
LR
C
34.1
0.23
D
45.4
0.40
C
34.8
0.25
D
47.8
0.43
NB
TR
B
14.3
0.37
A
6.1
0.34
B
11.2
0.43
A
7.7
0.40
SB
LT
A
2.6
0.52
A
2.4
0.48
A
8.1
0.58
A
2.9
0.54
Overall
A
9.5
0.52
A
6.7
0.59
B
10.9
0.58
A
7.5
0.60
Washington Street at
WB
LR
C
34.6
0.26
D
53.7
0.50
C
26.2
0.23
C
30.2
0.23
Fitzgerald Parking Lot/
NB
LTR
A
9.0
0.53
A
2.8
0.43
A
2.9
0.49
A
1.8
0.47
MBTA Busway#1
SB
LTR
A
9.6
0.59
A
8.3
0.48
A
6.1
0.60
A
7.1
0.58
B
10.6
0.59
A
7.6
0.50
A
5.1
0.60
A
5.1
0.58
Overall
Washington Street at
L
E
60.4
0.68
n/a
n/a
n/a
E
78.0
0.95
n/a
n/a
n/a
Arborway WB Surface Road/
EB
T
E
73.2
0.82
n/a
n/a
n/a
E
61.4
0.85
n/a
n/a
n/a
New Washington St/
R
Orchard Hill Road
TR
WB
LTR
TR
NB
LT L
SB
NE
SW
EB
0.35
n/a
n/a
n/a
A
5.6
0.37
n/a
n/a
n/a
n/a
C
33.8
0.98
n/a
n/a
n/a
E
67.6
1.09
E
59.9
0.87
n/a
n/a
n/a
E
67.4
0.93
n/a
n/a
n/a
n/a
n/a
n/a
D
31.5
0.81
n/a
n/a
n/a
D
39.6
0.93
A
5.5
0.48
n/a
n/a
n/a
B
14.9
0.64
n/a
n/a
n/a
n/a
n/a
n/a
E
66.3
0.78
n/a
n/a
n/a
F
80.5
0.86
T
n/a
n/a
n/a
C
27.3
0.39
n/a
n/a
n/a
C
29.2
0.48
n/a
n/a
n/a
D
37.0
0.65
n/a
n/a
n/a
D
40.4
0.71
LT
C
31.8
0.61
n/a
n/a
n/a
D
46.6
0.91
n/a
n/a
n/a
L
n/a
n/a
n/a
C
24.6
0.22
n/a
n/a
n/a
C
26.9
0.35
TR
1.06
n/a
n/a
n/a
D
48.6
0.85
n/a
n/a
n/a
F
84.7
R
A
1.9
0.18
n/a
n/a
n/a
A
4.7
0.26
n/a
n/a
n/a
L
n/a
n/a
n/a
E
65.7
0.28
n/a
n/a
n/a
E
58.2
0.16
L
n/a
n/a
n/a
E
64.6
0.26
n/a
n/a
n/a
E
63.3
0.26
C
34.9
0.87
D
35.7
0.98
D
42.5
0.95
E
57.1
1.09
0.97
L
n/a
n/a
n/a
D
53.8
0.90
n/a
n/a
n/a
E
64.5
TR
n/a
n/a
n/a
A
2.0
0.52
n/a
n/a
n/a
A
4.0
0.56
WB
L
n/a
n/a
n/a
C
22.4
0.09
n/a
n/a
n/a
B
16.8
0.26
TR
n/a
n/a
n/a
C
20.9
0.64
n/a
n/a
n/a
B
19.7
0.79
NB
LTR
n/a
n/a
n/a
D
45.6
0.16
n/a
n/a
n/a
D
44.4
0.16
SB
LT
n/a
n/a
n/a
D
49.9
0.27
n/a
n/a
n/a
F
720.7
0.23
Forest Hills Drive
R
n/a
n/a
n/a
C
27.5
0.93
n/a
n/a
n/a
C
34.3
0.96
n/a
n/a
n/a
C
20.3
0.93
n/a
n/a
n/a
C
31.7
0.97
U
n/a
n/a
n/a
D
43.9
0.53
n/a
n/a
n/a
D
43.0
0.62
T
n/a
n/a
n/a
A
5.1
0.60
n/a
n/a
n/a
A
5.7
0.64
T
n/a
n/a
n/a
B
17.7
0.71
n/a
n/a
n/a
C
29.9
0.83
n/a
n/a
n/a
B
12.7
0.71
n/a
n/a
n/a
B
18.6
0.83
Overall
Arborway at
9.9
n/a
R
Overall
Arborway at
A
n/a
EB
East Bowtie
WB
Overall
Arborway at
EB
T
n/a
n/a
n/a
C
27.7
0.77
n/a
n/a
n/a
C
31.9
0.85
West Bowtie
WB
U
n/a
n/a
n/a
D
54.3
0.80
n/a
n/a
n/a
E
56.7
0.85
T
n/a
n/a
n/a
A
0.2
0.37
n/a
n/a
n/a
A
0.1
0.42
n/a
n/a
n/a
C
22.5
0.80
n/a
n/a
n/a
C
24.7
0.85
Overall
Morton Street (Route 203)/
EB
Cemetery Road
LTR
B
19.4
0.82
n/a
n/a
n/a
D
38.7
0.98
n/a
n/a
n/a
L n/a
n/a
n/a
B
19.6
0.28
n/a
n/a
n/a
C
24.3
0.33
TR
0.95
n/a
n/a
n/a
C
31.2
0.92
n/a
n/a
n/a
D
43.5
WB
LTR
B
13.1
0.64
E
70.2
1.01
B
18.4
0.76
F
104.0
1.09
NB
LTR
B
15.9
0.03
B
16.6
0.03
B
13.4
0.03
B
17.1
0.03
F
230.5
1.43
E
77.6
1.03
F
169.7
1.29
F
100.6
1.10
E
58.7
1.43
D
53.4
1.03
E
56.8
1.29
E
75.6
1.10
SB
LTR
Overall
1
Level‐of‐Service
2
Average vehicle delay in seconds
3
Volume to capacity ratio
4 Future Volumes on Existing Roadway include signal timing adjustments
Queue Analysis Summary
Casey Overpass
Boston, MA
DRAFT ‐ June 18, 2012 ‐ WORK IN PROGRESS
Weekday Evening Existing vs At Grade Comparison
Existing Roadway Existing Volumes
At Grade Alt. Future Volumes
50th Queue
95th Queue
50th Queue
95th Queue
50th Queue
LT
96
#174
n/a
n/a
127
#248
n/a
n/a
T
n/a
n/a
202
387
n/a
n/a
280
437
South Street at
EB
R
95th Queue
0
66
0
0
30
133
0
m0
219
271
n/a
n/a
~315
#445
n/a
n/a
n/a
n/a
247
284
n/a
n/a
306
m#310
262
m#446
n/a
n/a
348
m#505
n/a
n/a
n/a
74
66
n/a
n/a
93
149
WB
LTR
TR
NB
LTR
L
n/a
SB
Future Volumes3
95th Queue
Movement
Arborway Ramps
2
Existing Roadway 50th Queue
Intersection
New Washington Street/
1
At Grade Alt. Existing Volumes
TR
n/a
n/a
100
74
n/a
n/a
182
199
L
68
#223
75
122
105
#276
114
#245
TR
217
370
310
326
246
365
354
411
307
South Street at
EB
LR
267
#468
252
287
~322
#523
275
Washington Street/
WB
LR
24
59
n/a
n/a
26
65
n/a
n/a
MBTA Busway#2
NB
LT
112
128
117
138
176
223
164
206
SB
TR
321
286
190
325
438
m410
259
#448
Washington Street at
WB
L n/a
n/a
9
m19
n/a
n/a
9
m21
MBTA Busway#2
NB
TR
30
35
119
211
71
82
141
228
SB
LR
10
m15
113
188
10
m31
75
78
WB
L
124
137
150
194
183
m#268
208
262
R
60
48
61
98
86
141
92
121
TR
132
196
n/a
n/a
248
#330
n/a
n/a
T
n/a
n/a
178
282
n/a
n/a
252
368
Washington Street at
Ukraine Way
NB
SB
R
n/a
n/a
0
44
n/a
n/a
7
60
L
~324
#515
107
191
294
#582
67
241
T
160
176
43
67
94
133
32
39
125
Hyde Park Avenue at
WB
LR
~156
117
~156
117
158
116
168
Walk Hill Street
NB
TR
217
281
226
292
266
#345
260
332
SB
L
241
#263
305
m379
312
m#434
324
m393
T
95
114
187
296
323
480
307
m384
L
148
m144
166
222
204
m215
226
#291
R
89
m114
118
#276
368
m444
169
#435
NB
LT
116
m135
127
m134
230
#282
152
m156
SB
TR
447
#655
463
506
505
#748
525
569
m62
Hyde Park Avenue at
EB
Ukraine Way
Washington Street at
EB
LR
29
m58
28
m#71
27
m59
28
Tower Street/MBTA Busway#1
WB
LR
25
65
28
70
27
69
32
75
NB
TR
256
243
61
140
180
200
101
183
SB
LT
36
42
13
18
91
121
31
29
Washington Street at
WB
LR
53
104
48
96
7
42
6
37
Fitzgerald Parking Lot/
NB
LTR
61
29
30
23
20
22
19
20
MBTA Busway#1
SB
LTR
153
187
156
m183
154
m188
166
m163
Washington Street at
EB
n/a
L
134
202
n/a
n/a
186
#346
n/a
Arborway WB Surface Road/
T
156
228
n/a
n/a
151
#280
n/a
n/a
New Washington St/
R
0
47
n/a
n/a
6
26
n/a
n/a
#939
Orchard Hill Road
WB
NB
SB
Arborway at
n/a
n/a
~715
#802
n/a
n/a
~822
222
286
n/a
n/a
252
#361
n/a
n/a
TR
n/a
n/a
534
423
n/a
n/a
~621
#668
LT 13
39
n/a
n/a
62
91
n/a
n/a
L
n/a
n/a
38
#150
n/a
n/a
0
#177
T
n/a
n/a
107
110
n/a
n/a
132
154
R
n/a
n/a
172
284
n/a
n/a
212
332
LT
234
323
n/a
n/a
347
#483
n/a
n/a
L
n/a
n/a
34
57
n/a
n/a
48
76
TR
n/a
n/a
316
397
n/a
n/a
~478
#612
n/a
R
0
30
n/a
n/a
22
m72
n/a
NE
L
n/a
n/a
12
37
n/a
n/a
7
26
SW
L
n/a
n/a
11
35
n/a
n/a
12
36
EB
L
n/a
n/a
455
#596
n/a
n/a
514
#710
TR
n/a
n/a
6
70
n/a
n/a
86
204
L
n/a
n/a
2
m2
n/a
n/a
4
m7
TR
n/a
n/a
129
m128
n/a
n/a
102
m93
NB
LTR
n/a
n/a
21
42
n/a
n/a
24
50
SB
LT
n/a
n/a
31
65
n/a
n/a
30
65
R
n/a
n/a
48
#264
n/a
n/a
82
#332
Forest Hills Drive
WB
Arborway at
TR
LTR
EB
East Bowtie
WB
U
n/a
n/a
164
m190
n/a
n/a
240
m250
T
n/a
n/a
100
m147
n/a
n/a
116
m119
T
n/a
n/a
294
369
n/a
n/a
350
439
Arborway at
EB
T
n/a
n/a
435
557
n/a
n/a
534
610
West Bowtie
WB
U
n/a
n/a
472
587
n/a
n/a
516
m536
T
n/a
n/a
0
0
n/a
n/a
0
m0
LTR
277
371
n/a
n/a
360
#532
n/a
n/a
L n/a
n/a
0
48
n/a
n/a
23
m60
Morton Street (Route 203)/
EB
Cemetery Road
TR
n/a
n/a
331
#689
n/a
n/a
286
#723
WB
LTR
165
228
~462
#615
215
295
~571
#711
NB
LTR
5
15
6
17
4
14
6
18
SB
LTR
~418
#617
~537
#769
~412
#615
~597
#831
1
50th Percentile Queue Length in feet
2
95th Percentile Queue Length, in feet
3 Future Volumes on Existing Roadway include signal timing adjustments
N/A Not Applicable
EXISTING 2010
(EXISTING 2010 TRAFFIC VOLUMES ON EXISTING STREET
NETWORK)
Casey Overpass
2163: Arborway Ramps & South St
CST
McMahon
6/25/2012
EBT
EBR
EBR2
WBL
WBT
WBR
NBL
NBT
NBR
SBL2
SBL
47
1900
0
1
25
1.00
22
1900
0
1900
200
1
25
1.00
0.850
180
1900
70
1900
271
1900
0
0
25
0.95
287
1900
0
0
25
0.95
89
1900
13
1900
0
1
25
1.00
1583
0
0
0
0
0
0
1583
0
Yes
0
0.95
0.935
0.979
3177
0.979
3177
206
1900
0
0
25
0.95
586
1900
1.00
198
1900
0
0
25
0.95
0
Yes
0
0
0
0.950
1441
0.123
187
0.83
3%
139
30
245
5.6
0.92
1%
30
253
5.8
0.91
4%
0.90
2%
0.89
14%
0.89
100%
1242
0
0
Perm
115
Perm
1
12.0
19.0
63.0
52.5%
56.0
3.0
4.0
4.0
Lead
1
12.0
19.0
63.0
52.5%
56.0
3.0
4.0
4.0
Lead
1.00
0
0.967
1801
0.495
922
0.93
2%
30
697
15.8
0.93
2%
0
573
75
191
custom
4
4.0
12.0
15.0
12.5%
7.0
4.0
4.0
8.0
Lag
4
4.0
12.0
15.0
12.5%
7.0
4.0
4.0
8.0
Lag
4
4.0
12.0
15.0
12.5%
7.0
4.0
4.0
8.0
Lag
2.0
None
2.0
None
7.0
0.06
1.39
297.9
0.0
297.9
F
85.1
F
~78
7.0
0.06
0.30
1.2
0.2
1.5
A
0
0.0
0.0%
R
0
custom
2.0
None
0.94
2%
0.86
6%
AF
0.92
2%
T
EBL
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Existing AM
0
4.0
0
Split
3
555
0
0.97
0%
0
Perm
3
0.95
0.961
0.989
3345
0.757
2560
1.00
1
1
12.0
19.0
63.0
52.5%
56.0
3.0
4.0
4.0
Lead
4.0
12.0
25.0
20.8%
19.0
3.0
3.0
4.0
Lead
4.0
12.0
25.0
20.8%
19.0
3.0
3.0
4.0
Lead
2.0
None
2.0
None
2.0
2.0
C-Max C-Max
2.0
2.0
C-Max C-Max
20.0
0.17
0.86
50.2
43.9
94.1
F
94.1
F
167
63.4
0.53
0.92
25.2
26.6
51.9
D
51.9
D
269
63.4
0.53
1.16
173.6
0.0
173.6
F
0.0
0.0%
4.0
12.0
19.0
63.0
52.5%
56.0
3.0
4.0
4.0
Lead
0.0
0.0%
4.0
~111
Synchro 7
Page 1
Casey Overpass
2163: Arborway Ramps & South St
CST
McMahon
6/25/2012
NWR
208
1900
11
1900
0
0
25
1.00
13
1900
0
1
25
1.00
0.865
1722
0
1611
1722
0
Yes
1611
3
30
167
3.8
0.83
10%
0.92
0%
0.92
2%
263
0
14
custom
1.00
0.993
1
2
0.0
0.0%
4
4.0
12.0
15.0
12.5%
7.0
4.0
4.0
8.0
Lag
4.0
17.0
17.0
14%
15.0
2.0
0.0
R
12.0
19.0
63.0
52.5%
56.0
3.0
4.0
4.0
Lead
ø2
T
SBR
AF
SBT
4.0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Existing AM
2.0
C-Max
2.0
None
63.4
0.53
0.29
18.1
0.6
18.7
B
65.8
E
117
7.0
0.06
0.15
57.5
0.0
57.5
E
Lag
2.0
None
7.0
8.0
60
11
Synchro 7
Page 2
Casey Overpass
2163: Arborway Ramps & South St
Lane Group
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
#179
617
54
0
0
0
1.39
Existing AM
6/25/2012
EBR
0
EBR2
200
632
0
118
0
0.37
WBL
WBT
#251
165
WBR
NBL
671
158
14
0
1.08
NBT
#640
173
1352
172
0
0
1.05
NBR
SBL2
SBL
#162
99
0
0
0
1.16
2163: Arborway Ramps & South St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.39
Intersection Signal Delay: 67.2
Intersection LOS: E
Intersection Capacity Utilization 89.6%
ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CST
McMahon
Synchro 7
Page 3
Casey Overpass
2163: Arborway Ramps & South St
Lane Group
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
SBT
160
87
SBR
910
0
354
0
0.47
Existing AM
6/25/2012
NWR
33
ø2
94
0
0
0
0.15
D
R
AF
T
Intersection Summary
CST
McMahon
Synchro 7
Page 4
Casey Overpass
253: South St & Washington St
CST
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
218
1900
1.00
0
1900
1.00
0.99
0.962
0.965
1737
0.761
1363
93
1900
1.00
30
1900
1.00
6
1900
1.00
91
1900
0.95
923
1900
0.95
1.00
0
1900
1.00
0
1900
1.00
392
1900
0.95
0.99
0.953
181
1900
0.95
0
0
0
0
0
0
3280
0
0
Yes
0
0
1900
1.00
0.99
0.969
0.963
883
0.713
652
0
Yes
0
0
Yes
0
3280
0
Yes
0
19
30
846
19.2
0
Perm
0.92
0%
9
0.86
1%
9
0.75
100%
380
0
0
Perm
3
10.0
18.0
49.0
40.8%
44.0
4.0
1.0
5.0
Lead
2.0
None
2.0
None
36.4
0.30
0.89
60.7
189.4
250.1
F
250.1
F
265
368
9
0.50
100%
9
0.91
2%
0.0
0.0%
4.0
0.95
1%
9
0.92
0%
9
0.92
0%
0.91
5%
9
0.91
1%
1072
0
0
630
0
52
3
14
3
10.0
18.0
49.0
40.8%
44.0
4.0
1.0
4.0
Lead
10.0
18.0
49.0
40.8%
44.0
4.0
1.0
5.0
Lead
0
D.P+P
4
1
12.0
14.0
0.0
14.0
0.0% 11.7%
12.0
2.0
0.0
4.0
4.0
Lag
2.0
None
2.0
None
2.0
None
R
3
10.0
18.0
49.0
40.8%
44.0
4.0
1.0
4.0
Lead
0.92
100%
36.4
0.30
0.25
36.8
0.0
36.8
D
36.8
D
33
76
64
30
253
5.8
30
277
6.3
0
AF
9
0.80
1%
12
30
338
7.7
0.995
3553
0.735
2624
T
0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Util. Factor
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Existing AM
1
55.0
45.8%
0.0
0.0%
0.0
0.0%
5.0
4.0
4.0
30.0
38.0
41.0
34.2%
36.0
4.0
1.0
5.0
Lead
0.0
0.0%
4.0
2.0
C-Max
59.0
0.49
0.79
23.6
0.5
24.2
C
24.2
C
146
#475
50.0
0.42
0.45
28.5
0.8
29.3
C
29.3
C
204
m278
Synchro 7
Page 1
Casey Overpass
253: South St & Washington St
CST
McMahon
6/25/2012
AF
T
ø2
6.0
16.0
16.0
13%
14.0
2.0
0.0
Lag
R
2
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Util. Factor
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Existing AM
3.0
None
4.0
10.0
34
Synchro 7
Page 2
Casey Overpass
253: South St & Washington St
Lane Group
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
766
Existing AM
6/25/2012
EBR
WBL
512
0
243
0
1.41
WBT
258
WBR
NBL
247
0
0
0
0.21
NBT
197
1361
0
69
0
0.83
NBR
SBL
SBT
173
SBR
1405
452
0
0
0.66
253: South St & Washington St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 28 (23%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 66.2
Intersection LOS: E
Intersection Capacity Utilization 84.0%
ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CST
McMahon
Synchro 7
Page 3
Casey Overpass
253: South St & Washington St
Lane Group
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing AM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CST
McMahon
Synchro 7
Page 4
Casey Overpass
1712: Washington Street & MBTA Busway #2
CST
McMahon
6/25/2012
WBR
NBT
NBR
SBL
SBT
0
1900
1.00
0
1900
1.00
958
1900
0.95
0.994
34
1900
0.95
8
1900
0.95
478
1900
0.95
0
0
3423
0
0
0
0
Yes
3423
0
Yes
0
0.999
3426
0.925
3172
30
333
7.6
0.95
3%
30
377
8.6
0.92
0%
0
0.92
0%
14
30
181
4.1
0.96
1%
0.85
100%
0.67
100%
0
1038
0
0
Perm
4.0
0.0
0.0%
1
2
12.0
20.0
103.0
85.8%
98.0
4.0
1.0
4.0
Lead
8.0
17.0
17.0
14%
15.0
2.0
0.0
2.0
C-Max
2.0
2.0
C-Max C-Max
2.0
None
5.0
10.0
35
107.4
0.90
0.34
2.3
0.1
2.5
A
2.5
A
81
127
101
107.4
0.90
0.18
1.7
0.0
1.7
A
1.7
A
35
41
253
12.0
20.0
103.0
85.8%
98.0
4.0
1.0
4.0
Lead
297
0.0
0.0%
R
0.0
0.0%
4.0
515
AF
1
ø2
T
WBL
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing AM
4.0
1
12.0
20.0
103.0
85.8%
98.0
4.0
1.0
4.0
Lead
Lag
Synchro 7
Page 1
Casey Overpass
1712: Washington Street & MBTA Busway #2
WBL
WBR
NBT
3065
888
0
0
0.48
NBR
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.34
Intersection Signal Delay: 2.2
Intersection Capacity Utilization 30.9%
Analysis Period (min) 15
SBL
SBT
2839
0
0
0
0.18
ø2
Intersection LOS: A
ICU Level of Service A
1712: Washington Street & MBTA Busway #2
D
R
AF
Splits and Phases:
6/25/2012
T
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing AM
CST
McMahon
Synchro 7
Page 2
Casey Overpass
2272: Washington St & Ukraine Way
CST
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
163
1900
1.00
553
1900
1.00
0.850
386
1900
0.95
0.946
183
1900
0.95
265
1900
1.00
226
1900
1.00
1599
3381
0
1599
Yes
614
3381
0
Yes
0.950
1787
0.342
643
83
30
1282
29.1
0.96
1%
0.82
1%
625
0
3
614
Prot
3
10.0
17.0
43.0
35.8%
39.0
3.0
1.0
4.0
Lead
10.0
17.0
43.0
35.8%
39.0
3.0
1.0
4.0
Lead
12.0
19.0
33.0
27.5%
29.0
3.0
1.0
4.0
Lead
285
D.P+P
4
1
4.0
19.0
0.0
20.0
0.0% 16.7%
17.0
3.0
0.0
4.0
4.0
Lag
2.0
2.0
None C-Max
3.0
None
2.0
None
1
17.1
0.14
0.69
59.4
0.1
59.5
E
27.2
C
117
m114
213
17.1
0.14
0.81
15.0
2.9
17.9
B
58
m196
0.93
1%
1863
1863
30
388
8.8
0.91
2%
248
14
AF
177
0.90
1%
R
30
293
6.7
0.92
0%
ø2
T
0.950
1805
0.950
1805
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing AM
58.0
0.48
0.37
20.0
0.0
20.1
C
20.1
C
144
225
1202
73.3
0.61
0.53
25.7
0.1
25.8
C
119
212
53.0
44.2%
2
4.0
24.0
24.0
20%
22.0
2.0
0.0
4.0
Lag
3.0
None
7.0
13.0
45
77.3
0.64
0.21
18.4
0.0
18.4
B
22.4
C
88
184
308
Synchro 7
Page 1
Casey Overpass
2272: Washington St & Ukraine Way
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
WBL
587
43
0
0
0.33
WBR
934
212
0
0
0.85
NBT
1676
0
112
0
0.40
Existing AM
6/25/2012
NBR
SBL
549
0
21
0
0.54
SBT
1198
0
0
0
0.21
ø2
2272: Washington St & Ukraine Way
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 28 (23%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 23.6
Intersection LOS: C
Intersection Capacity Utilization 57.4%
ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
CST
McMahon
Synchro 7
Page 2
Casey Overpass
249: Hyde Park Ave & Walk Hill St
CST
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
13
1900
0
1
25
1.00
0.872
0.998
1638
0.998
1638
347
1900
0
0
25
1.00
962
1900
26
1900
0
0
25
0.95
193
1900
200
1
25
1.00
495
1900
0
3549
0
0
Yes
3549
0
Yes
0.89
1%
4
30
478
10.9
0.92
1%
410
0
1090
0
1
10.0
18.0
50.0
41.7%
45.0
4.0
1.0
5.0
Lead
25.0
30.0
30.0
25.0%
25.0
4.0
1.0
5.0
Lag
0.0
0.0%
R
0.0
0.0%
4.0
0.85
2%
227
Prot
4
3
13.0
18.0
18.0
15.0%
13.0
4.0
1.0
5.0
Lead
0.59
4%
0.95
3574
3574
30
828
18.8
0.94
1%
AF
390
30
111
2.5
0.65
0%
0.950
1770
0.950
1770
ø2
T
0.95
0.994
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Existing AM
4.0
2.0
None
2.0
C-Max
3.0
None
13.0
0.11
0.78
17.7
0.0
17.7
B
17.7
B
14
53.8
0.45
0.68
31.1
0.0
31.1
C
31.1
C
395
25.0
0.21
0.62
68.6
0.0
68.6
E
187
527
14
80.0
66.7%
2
7.0
22.0
22.0
18%
20.0
2.0
0.0
5.0
Lag
3.0
None
7.0
13.0
30
83.8
0.70
0.21
6.1
0.0
6.1
A
24.9
C
79
Synchro 7
Page 1
Casey Overpass
249: Hyde Park Ave & Walk Hill St
WBL
0
31
WBR
525
0
0
0
0.78
6/25/2012
NBT
484
398
NBR
1593
0
0
0
0.68
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 5 (4%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 26.6
Intersection Capacity Utilization 75.8%
Analysis Period (min) 15
ø2
2496
0
0
0
0.21
Intersection LOS: C
ICU Level of Service D
AF
249: Hyde Park Ave & Walk Hill St
200
369
0
0
0
0.62
SBT
94
748
D
R
Splits and Phases:
SBL
256
T
Lane Group
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing AM
CST
McMahon
Synchro 7
Page 2
Casey Overpass
2162: Hyde Park Ave & Ukraine Way
CST
McMahon
6/25/2012
EBL
EBR
NBL
NBT
SBT
SBR
173
1900
1.00
275
1900
1.00
0.850
566
1900
0.95
743
1900
0.95
413
1900
0.95
0.960
150
1900
0.95
1599
0
3440
0
1599
Yes
316
0
0.979
3499
0.548
1959
3440
0
Yes
0.93
1%
30
828
18.8
0.89
1%
38
30
489
11.1
0.86
1%
1444
652
14
1
3
8.0
16.0
32.0
26.7%
27.0
4.0
1.0
5.0
Lead
2.0
None
316
0
Prot D.P+P
3
4
1
8.0
4.0
16.0
12.0
32.0
38.0
26.7% 31.7%
27.0
34.0
4.0
4.0
1.0
0.0
5.0
4.0
Lead
Lag
17.8
0.15
0.76
53.9
0.9
54.8
D
35.6
D
148
232
213
0.87
0%
T
201
0.87
1%
ø2
0
AF
30
293
6.7
0.86
1%
67.0
55.8%
R
0.950
1787
0.950
1787
2.0
None
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing AM
17.8
0.15
0.62
21.9
1.5
23.5
C
104
224
5.0
2.0
None
78.8
0.66
0.87dl
37.0
0.0
37.0
D
37.0
D
418
#768
748
12.0
20.0
29.0
24.2%
24.0
4.0
1.0
5.0
Lead
2.0
C-Max
0.0
0.0%
2
7.0
21.0
21.0
18%
19.0
2.0
0.0
4.0
Lag
3.0
None
7.0
12.0
20
45.8
0.38
0.49
40.3
0.0
40.3
D
40.3
D
167
308
409
Synchro 7
Page 1
Casey Overpass
2162: Hyde Park Ave & Ukraine Way
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
402
59
0
0
0.59
EBR
605
144
0
0
0.69
NBL
Existing AM
6/25/2012
NBT
1709
0
1
0
0.85
SBT
1335
0
2
0
0.49
SBR
ø2
AF
2162: Hyde Park Ave & Ukraine Way
D
R
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 37.5
Intersection LOS: D
Intersection Capacity Utilization 75.3%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
dl Defacto Left Lane. Recode with 1 though lane as a left lane.
CST
McMahon
Synchro 7
Page 2
Casey Overpass
1759: Hyde Park Avenue & Tower St
CST
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
24
1900
1.00
18
1900
1.00
9
1900
1.00
0
1900
1.00
892
1900
0.95
0.998
9
1900
0.95
6
1900
0.95
475
1900
0.95
0
1900
1.00
0
0
0
0
3568
0
0
0
Yes
0
0
1900
1.00
0.919
0.980
1711
0.905
1580
15
1900
1.00
0
0
1900
1.00
0.936
0.974
866
0.862
766
0
Yes
0
3568
0
Yes
0
0.999
3537
0.923
3268
0.67
100%
32
30
94
2.1
0.92
100%
0.56
100%
0.56
0%
24
30
283
6.4
0.92
0%
0.92
0%
2
30
201
4.6
0.86
1%
0.75
0%
0.50
0%
30
440
10.0
0.91
2%
0.92
0%
68
0
0
Perm
0
0
Perm
534
0
3
2.0
None
13.0
17.0
23.0
19.2%
19.0
3.0
1.0
4.0
3
2.0
None
14.5
0.12
0.56
53.0
0.0
53.0
D
53.0
D
35
88
14
0
0
0.0
0.0%
4.0
1049
1
13.0
17.0
23.0
19.2%
19.0
3.0
1.0
4.0
2.0
None
2.0
None
2.0
C-Max
2.0
2.0
C-Max C-Max
14.5
0.12
0.19
26.7
0.0
26.7
C
26.7
C
11
43
203
82.5
0.69
0.43
16.0
0.0
16.0
B
16.0
B
255
393
121
82.5
0.69
0.24
10.6
0.0
10.6
B
10.6
B
50
138
360
0.0
0.0%
0.0
0.0%
4.0
4.0
15.0
21.0
75.0
62.5%
69.0
4.0
2.0
6.0
Lead
0
0
Yes
1
3
13.0
17.0
23.0
19.2%
19.0
3.0
1.0
4.0
R
3
13.0
17.0
23.0
19.2%
19.0
3.0
1.0
4.0
40
T
0
Perm
0.63
0%
AF
0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing AM
0.0
0.0%
4.0
1
15.0
21.0
75.0
62.5%
69.0
4.0
2.0
4.0
Lead
15.0
21.0
75.0
62.5%
69.0
4.0
2.0
6.0
Lead
0.0
0.0%
4.0
Synchro 7
Page 1
Casey Overpass
1759: Hyde Park Avenue & Tower St
CST
McMahon
6/25/2012
T
ø2
Lag
3.0
None
12.0
8.0
60
R
12.0
22.0
22.0
18%
20.0
2.0
0.0
AF
2
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing AM
Synchro 7
Page 2
Casey Overpass
1759: Hyde Park Avenue & Tower St
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
148
0
0
0
0.46
EBR
Existing AM
6/25/2012
WBL
WBT
270
0
0
0
0.15
WBR
NBL
NBT
2455
0
0
0
0.43
NBR
SBL
SBT
2248
0
0
0
0.24
SBR
1759: Hyde Park Avenue & Tower St
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 14 (12%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.56
Intersection Signal Delay: 16.0
Intersection LOS: B
Intersection Capacity Utilization 44.1%
ICU Level of Service A
Analysis Period (min) 15
CST
McMahon
Synchro 7
Page 3
Casey Overpass
1759: Hyde Park Avenue & Tower St
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing AM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CST
McMahon
Synchro 7
Page 4
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
CST
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
1.00
0
1900
1.00
0
1900
1.00
0
1900
1.00
0
1900
1.00
0.865
1
1900
1.00
21
1900
0.95
31
1900
0.95
51
1900
0.95
0
0
0
1644
0
0
0
0
0
0
0
Yes
0
1644
0
Yes
0
0
Yes
0
467
1900
0.95
0.990
0.995
3498
0.788
2770
28
1900
0.95
0
862
1900
0.95
0.991
0.998
3424
0.923
3167
0.92
0%
30
125
2.8
0.92
0%
0.92
0%
0.92
0%
572
30
187
4.3
0.92
0%
0.58
100%
12
30
440
10.0
0.89
1%
0.46
0%
0.85
0%
14
30
118
2.7
0.95
2%
0.70
0%
0
0
0
0
Perm
0
0
Perm
592
0
4.0
4.0
45
0
Perm
AF
0.0
0.0%
0
0.0
0.0%
4.0
1
2.0
None
2.0
None
2.0
2.0
C-Max C-Max
2.0
2.0
C-Max C-Max
8.0
0.13
0.01
0.0
0.0
0.0
A
0.0
A
0
0
107
47.2
0.79
0.43
14.0
0.0
14.0
B
14.0
B
18
#446
360
47.2
0.79
0.27
2.7
0.0
2.7
A
2.7
A
0
m91
38
4.0
15.0
23.0
25.0
41.7%
19.0
4.0
2.0
4.0
Lead
0
0
Yes
1
8.0
13.0
13.0
21.7%
9.0
3.0
1.0
4.0
0.0
0.0%
1
15.0
23.0
25.0
41.7%
19.0
4.0
2.0
4.0
Lead
1072
3
8.0
13.0
13.0
21.7%
9.0
3.0
1.0
4.0
R
0.0
0.0%
0.25
0%
T
4
3
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing AM
0.0
0.0%
4.0
1
15.0
23.0
25.0
41.7%
19.0
4.0
2.0
4.0
Lead
15.0
23.0
25.0
41.7%
19.0
4.0
2.0
4.0
Lead
0.0
0.0%
4.0
Synchro 7
Page 1
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
CST
McMahon
6/25/2012
T
ø2
Lag
3.0
None
12.0
8.0
40
R
12.0
22.0
22.0
37%
20.0
2.0
0.0
AF
2
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing AM
Synchro 7
Page 2
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
EBR
WBL
Existing AM
6/25/2012
WBT
733
0
0
0
0.01
WBR
NBL
NBT
2494
0
54
0
0.44
NBR
SBL
SBT
2182
0
0
0
0.27
SBR
AF
2303: Hyde Park Ave & Fitzgerald Parking Lot
D
R
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 10 (17%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.43
Intersection Signal Delay: 9.9
Intersection LOS: A
Intersection Capacity Utilization 57.4%
ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CST
McMahon
Synchro 7
Page 3
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing AM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CST
McMahon
Synchro 7
Page 4
Casey Overpass
2164: New Washington & Washington St
CST
McMahon
6/25/2012
EBL
EBR
EBR2
WBL
WBT
WBR
NBL
NBT
SBL
SBT
SBR
147
1900
0
1
25
1.00
180
1900
330
1
25
1.00
0.850
71
1900
281
1900
85
1900
0
0
25
0.95
52
1900
0
0
25
0.95
309
1900
108
1900
200
1
25
1.00
0.850
1568
1524
0
0
0
1568
1524
Yes
93
0
0.95
0.982
0.983
3282
0.983
3282
53
1900
0
0
25
0.95
591
1900
1.00
0.850
166
1900
0
0
25
0.95
0
Yes
0
0.80
13%
10
30
352
8.0
0.84
2%
0.82
3%
0.76
6%
0.74
6%
0.88
1%
AF
0.77
10%
0
Split
3
2.0
None
7.0
6.0
0
19.6
0.16
0.71
62.2
0.0
62.2
E
2.0
None
7.0
6.0
0
19.6
0.16
0.86
77.9
0.0
77.9
E
2.0
None
7.0
6.0
0
19.6
0.16
0.28
10.8
0.0
10.8
B
139
164
0
615
3
8.0
27.0
27.0
22.5%
22.0
4.0
1.0
1.0
Lead
8.0
27.0
27.0
22.5%
22.0
4.0
1.0
5.0
Lead
2.0
None
9.0
10.0
0
2.0
None
9.0
10.0
0
22.0
0.18
1.01
86.6
0.0
86.6
F
86.6
F
~253
R
191
220
93
custom custom custom
2
2
2
2
2
2
4.0
4.0
4.0
21.0
21.0
21.0
27.0
27.0
27.0
22.5% 22.5% 22.5%
22.0
22.0
22.0
4.0
4.0
4.0
1.0
1.0
1.0
5.0
5.0
5.0
Lag
Lag
Lag
0.95
0.994
3433
0.734
2535
30
270
6.1
0.82
5%
T
0.950
1641
0.950
1641
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Existing AM
0
0
D.P+P
4
1
4.0
10.0
0.0
19.0
0.0% 15.8%
17.0
2.0
0.0
4.0
4.0
Lag
818
0
0.990
3248
0.622
2041
0.59
6%
30
323
7.3
0.84
11%
0
0
Perm
14
66.0
55.0%
8.0
2.0
None
52.4
0.44
0.69
26.3
0.1
26.4
C
26.4
C
137
0.95
456
1553
1553
Yes
117
0.92
4%
117
custom
1
1
8.0
18.0
47.0
39.2%
39.0
4.0
4.0
4.0
Lead
12
8.0
18.0
47.0
39.2%
39.0
4.0
4.0
4.0
Lead
2.0
2.0
C-Max C-Max
7.0
7.0
3.0
3.0
0
0
45.4
0.38
0.59
34.4
0.0
34.4
C
27.8
C
151
74.0
61.7%
4.0
70.0
0.58
0.12
2.2
0.0
2.2
A
0
Synchro 7
Page 1
Casey Overpass
2164: New Washington & Washington St
Lane Group
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
182
EBR
#230
EBR2
29
301
0
0
0
0.63
330
287
0
0
0
0.77
330
355
0
0
0
0.26
Existing AM
6/25/2012
WBL
WBT
#336
272
WBR
NBL
610
0
0
0
1.01
NBT
324
190
1189
31
0
0
0.71
SBL
SBT
192
243
772
0
0
0
0.59
SBR
24
200
983
0
0
0
0.12
2164: New Washington & Washington St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 45 (38%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.01
Intersection Signal Delay: 48.1
Intersection LOS: D
Intersection Capacity Utilization 72.6%
ICU Level of Service C
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CST
McMahon
Synchro 7
Page 2
Casey Overpass
9: Route 203 & Cemetery Rd
CST
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
3
1900
0.95
623
1900
0.95
0
1900
0.95
5
1900
0.95
1132
1900
0.95
0.941
737
1900
0.95
4
1900
1.00
3
1900
1.00
0
1900
1.00
219
1900
1.00
22
1900
1.00
0
0
0
0
0
0
0
Yes
0
0.973
1812
0.860
1602
0
0
Yes
3343
0.954
3190
0
0
3540
0.902
3193
0
Yes
0
2
1900
1.00
0.988
0.957
1780
0.741
1379
0.89
0%
30
496
11.3
0.89
2%
0.89
0%
0.93
1%
304
30
216
4.9
0.93
2%
0.80
2%
30
115
2.6
0.80
2%
0.80
2%
0.92
1%
7
30
193
4.4
0.92
0%
0.92
0%
703
0
0
Perm
0
0
Perm
264
0
0.0
0.0%
1
8.0
24.0
45.0
60.0%
40.0
4.0
1.0
5.0
Lead
R
4.0
Min
8.0
24.0
45.0
60.0%
40.0
4.0
1.0
5.0
Lead
1
4.0
Min
41.2
0.59
0.37
8.9
0.0
8.9
A
8.9
A
74
132
416
1891
0
0
T
1
1
8.0
24.0
45.0
60.0%
40.0
4.0
1.0
5.0
Lead
2014
0.93
1%
0
0
Perm
AF
0
Perm
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Existing AM
4.0
4.0
Min
8.0
24.0
45.0
60.0%
40.0
4.0
1.0
5.0
Lead
4.0
Min
41.2
0.59
1.00
35.4
0.0
35.4
D
35.4
D
~384
#669
136
2013
0
0
0.0
0.0%
4.0
2
8.0
24.0
30.0
40.0%
25.0
4.0
1.0
5.0
Lag
4.0
None
9
2
8.0
24.0
30.0
40.0%
25.0
4.0
1.0
5.0
Lag
4.0
None
18.4
0.26
0.02
17.4
0.0
17.4
B
17.4
B
3
11
35
577
0
0
0
0
Yes
2
0.0
0.0%
4.0
2
8.0
24.0
30.0
40.0%
25.0
4.0
1.0
5.0
Lag
4.0
None
8.0
24.0
30.0
40.0%
25.0
4.0
1.0
5.0
Lag
0.0
0.0%
4.0
4.0
None
18.4
0.26
0.72
33.6
0.0
33.6
C
33.6
C
97
171
113
501
0
0
Synchro 7
Page 1
Casey Overpass
9: Route 203 & Cemetery Rd
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
0
0.37
Existing AM
6/25/2012
EBR
WBL
WBT
0
1.00
WBR
NBL
NBT
0
0.02
NBR
SBL
SBT
0
0.53
SBR
9: Route 203 & Cemetery Rd
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 75
Actuated Cycle Length: 69.6
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 29.0
Intersection LOS: C
Intersection Capacity Utilization 87.1%
ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CST
McMahon
Synchro 7
Page 2
Casey Overpass
2163: Arborway Ramps & South St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
EBR2
WBL
WBT
WBR
NBL
NBT
NBR
SBL2
SBL
47
1900
0
1
25
0
71
1900
0
1900
200
1
25
1583
310
1900
306
1900
0
0
25
0
101
1900
125
1900
0
0
25
0
147
1900
0
0
25
0
178
1900
102
1900
1583
0
Yes
0
Yes
0
3242
0.608
1999
279
1900
0
0
25
0
0
0
10
1900
0
1
25
1509
0.293
465
0.76
0%
30
252
5.7
0.94
6%
0.93
2%
0.88
12%
0.88
100%
682
0
0
Perm
127
Perm
0
1825
0.606
1129
0.92
2%
30
697
15.8
0.92
2%
0
0
3330
0.971
3330
31
30
245
5.6
0.90
1%
0.92
2%
0.92
2%
0.86
1%
337
custom
0
0
Split
3
4
4
3
3
1
1
1
1
1
1
1
4.0
11.0
37.0
30.8%
3.0
3.0
-2.0
4.0
Lead
4.0
11.0
37.0
30.8%
3.0
3.0
-2.0
4.0
Lead
4.0
11.0
37.0
30.8%
3.0
4.0
-3.0
4.0
Lead
4.0
11.0
37.0
30.8%
3.0
4.0
-3.0
4.0
Lead
4.0
11.0
37.0
30.8%
3.0
4.0
-3.0
4.0
Lead
4.0
11.0
37.0
30.8%
3.0
4.0
-3.0
4.0
Lead
None
None
27.5
0.23
0.77
47.7
39.5
87.2
F
87.2
F
219
271
165
C-Max C-Max
52.8
0.44
0.78
31.4
4.2
35.6
D
35.6
D
262
m#446
172
C-Max C-Max
52.8
0.44
0.62
48.2
0.0
48.2
D
938
370
880
130
205
0
128
4
4
4
4
4.0
24.0
29.0
24.2%
4.0
4.0
0.0
8.0
Lag
4.0
24.0
29.0
24.2%
4.0
4.0
0.0
8.0
Lag
4.0
24.0
29.0
24.2%
4.0
4.0
0.0
8.0
Lag
None
16.9
0.14
0.81
83.0
0.0
83.0
F
131.6
F
96
#174
617
None
16.9
0.14
0.64
9.5
140.5
150.0
F
None
0.0
0.0%
R
198
0
605
0
0
66
200
571
0
0.0
4.0
0
Perm
3
AF
0
custom
0.91
4%
0
T
356
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Existing PM
0.0
0.0%
0.0
4.0
1
0.0
0.0%
0.0
4.0
68
#223
Synchro 7
Page 1
Casey Overpass
2163: Arborway Ramps & South St
CMM
McMahon
6/25/2012
SBR
NWR
328
1900
13
1900
0
0
25
0
10
1900
0
1
25
1611
0
Yes
1611
2
30
167
3.8
0.79
1%
0.81
0%
0.92
2%
431
0
11
custom
1871
1
2
4
4
1
4.0
24.0
29.0
24.2%
4.0
4.0
0.0
8.0
Lag
1.0
17.0
17.0
14%
2.0
0.0
C-Max
52.8
0.44
0.52
31.9
0.2
32.0
C
35.7
D
217
370
87
None
16.9
0.14
0.05
42.4
0.0
42.4
D
None
825
0
282
0
0.0
0.0%
R
4.0
11.0
37.0
30.8%
3.0
4.0
-3.0
4.0
Lead
AF
1871
ø2
T
SBT
0.0
4.0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Existing PM
Lag
7
24
Synchro 7
Page 2
Casey Overpass
2163: Arborway Ramps & South St
Lane Group
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
0
0
0.65
Existing PM
6/25/2012
EBR
311
0
1.30
EBR2
WBL
WBT
213
0
1.07
WBR
NBL
NBT
0
0
0.91
NBR
SBL2
SBL
0
0
0.62
2163: Arborway Ramps & South St
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 30 (25%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 68.4
Intersection LOS: E
Intersection Capacity Utilization 89.0%
ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 3
Casey Overpass
2163: Arborway Ramps & South St
Lane Group
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
SBT
51
0
0.56
SBR
Existing PM
6/25/2012
NWR
0
0
0.04
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Overpass
253: South St & Washington St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
151
1900
0
136
1900
0
29
1900
0
81
1900
0
0
1900
0
665
1900
3413
269
1900
0
0
0
Yes
0
443
1900
3552
0.584
2091
0
1900
0
0
Yes
0
1900
886
0.638
587
10
1900
0
0
0
1900
1718
0.830
1461
0
Yes
0
3413
0
Yes
0.81
1%
42
30
846
19.2
0.92
0%
0.69
0%
0.73
100%
12
30
338
7.7
0.92
100%
0.83
100%
0.84
0%
30
277
6.3
0.92
1%
0.92
0%
0.92
0%
65
30
252
5.7
0.95
1%
0.90
1%
383
0
0
Perm
52
0
0
D.P+P
4
1
4
578
0
0
999
0
3
10.0
18.0
35.0
29.2%
4.0
1.0
-1.0
4.0
Lag
10.0
18.0
35.0
29.2%
4.0
1.0
0.0
5.0
Lag
None
None
29.7
0.25
0.97
79.9
21.2
101.0
F
101.0
F
267
#468
766
397
0
31
0
1.05
3
AF
3
3
3
3
0.0
0.0%
0.0
4.0
10.0
18.0
35.0
29.2%
4.0
1.0
-1.0
4.0
Lag
10.0
18.0
35.0
29.2%
4.0
1.0
0.0
5.0
Lag
None
None
29.7
0.25
0.34
39.3
0.4
39.6
D
39.6
D
24
59
258
R
3
3
156
0
11
0
0.36
14
1
14
1
T
0
Perm
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing PM
0.0
0.0%
0.0
4.0
15.0
17.0
17.0
14.2%
2.0
0.0
2.0
4.0
Lead
69.0
57.5%
0.0
0.0%
0.0
0.0%
0.0
5.0
0.0
4.0
0.0
4.0
None
30.0
38.0
52.0
43.3%
4.0
1.0
0.0
5.0
Lead
65.7
0.55
0.45
13.4
0.4
13.8
B
13.8
B
112
128
197
C-Max
53.7
0.45
0.64
25.8
3.6
29.4
C
29.4
C
321
286
172
1292
0
300
0
0.58
1564
458
0
0
0.90
0.0
0.0%
0.0
4.0
Synchro 7
Page 1
Casey Overpass
253: South St & Washington St
CMM
McMahon
6/25/2012
ø2
AF
T
2
Lag
None
R
6.0
16.0
16.0
13%
2.0
0.0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing PM
Synchro 7
Page 2
Casey Overpass
253: South St & Washington St
Existing PM
6/25/2012
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 20 (17%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 38.8
Intersection LOS: D
Intersection Capacity Utilization 81.7%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
253: South St & Washington St
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 3
Casey Overpass
1712: Washington St & MBTA Busway #2
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
0
1900
0
0
1900
0
526
1900
3391
23
1900
0
6
1900
0
0
0
Yes
3391
0
Yes
0
799
1900
3542
0.950
3364
30
333
7.6
0.95
1%
0
0.92
0%
17
30
181
4.1
0.94
1%
0.82
100%
0.75
100%
0
588
0
0
Perm
1
0.0
4.0
297
2
1
AF
0.0
4.0
12.0
20.0
103.0
85.8%
4.0
1.0
-1.0
4.0
Lead
12.0
20.0
103.0
85.8%
4.0
1.0
-1.0
4.0
Lead
4.0
17.0
17.0
14%
2.0
0.0
C-Max
103.2
0.86
0.20
1.6
0.0
1.6
A
1.6
A
30
35
101
C-Max C-Max
103.2
0.86
0.29
0.8
0.0
0.8
A
0.8
A
10
m15
253
None
2919
0
0
0
0.20
2893
0
0
0
0.29
0.0
0.0%
0.0
4.0
R
0.0
0.0%
849
1
1
1
1
0.0
0.0%
ø2
T
30
377
8.6
0.92
0%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing PM
12.0
20.0
103.0
85.8%
4.0
1.0
-1.0
4.0
Lead
Lag
Synchro 7
Page 1
Casey Overpass
1712: Washington St & MBTA Busway #2
Existing PM
6/25/2012
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 100 (83%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 40
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.29
Intersection Signal Delay: 1.1
Intersection LOS: A
Intersection Capacity Utilization 29.6%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
1712: Washington St & MBTA Busway #2
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
2272: Washington St & Ukraine Way
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
156
1900
1787
0.950
1787
272
1900
1599
329
1900
3323
211
1900
0
304
1900
1863
1599
Yes
373
3323
0
Yes
484
1900
1787
0.358
673
200
0.73
1%
373
Perm
3
118
30
1282
29.1
0.89
3%
0.89
1%
0.86
1%
607
0
563
D.P+P
4
1
4
1
1
10.0
17.0
40.0
33.3%
3.0
1.0
0.0
4.0
Lag
10.0
17.0
40.0
33.3%
3.0
1.0
0.0
4.0
Lag
12.0
19.0
36.0
30.0%
3.0
1.0
0.0
4.0
Lead
536
42
0
0
0.40
0.0
0.0%
0.0
4.0
R
None
18.0
0.15
0.75
44.7
0.1
44.8
D
23.1
C
124
137
213
None C-Max
18.0
60.8
0.15
0.51
0.67
0.35
10.5
17.2
1.0
0.0
11.5
17.2
B
B
17.2
B
60
132
48
196
1202
741
171
0
0
0.65
1863
30
388
8.8
0.85
2%
358
14
2
14
AF
3
3
3
ø2
T
30
293
6.7
0.78
1%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing PM
1743
0
20
0
0.35
4.0
20.0
20.0
16.7%
3.0
0.0
1.0
4.0
Lead
None
76.8
0.64
0.97
51.1
1.3
52.4
D
~324
#515
579
0
4
0
0.98
56.0
46.7%
7.0
24.0
24.0
20%
2.0
0.0
0.0
4.0
Lag
None
78.4
0.65
0.29
8.6
0.0
8.6
A
35.3
D
160
176
308
1218
0
0
0
0.29
Synchro 7
Page 1
Casey Overpass
2272: Washington St & Ukraine Way
Existing PM
6/25/2012
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 11 (9%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 26.8
Intersection LOS: C
Intersection Capacity Utilization 61.3%
ICU Level of Service B
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
2272: Washington St & Ukraine Way
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
249: Hyde Park Ave & Walk Hill St
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
38
1900
0
1
25
1649
0.990
1649
223
1900
0
0
25
0
559
1900
21
1900
0
0
25
0
1044
1900
0
Yes
3511
345
1900
200
1
25
1770
0.950
1770
333
0.83
2%
5
30
478
10.9
0.95
2%
0.65
2%
0.87
2%
0
620
0
1
397
Prot
4
1
4
10.0
18.0
39.0
32.5%
4.0
1.0
0.0
5.0
Lag
34.0
39.0
39.0
32.5%
4.0
1.0
0.0
5.0
Lead
3
0.0
0.0%
R
0.0
0.0%
0.0
4.0
3539
3539
30
828
18.8
0.95
2%
1099
14
AF
3
15.0
20.0
20.0
16.7%
4.0
1.0
0.0
5.0
Lag
0
Yes
ø2
T
144
30
111
2.5
0.59
0%
3511
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Existing PM
None
15.0
0.12
1.00
80.3
0.0
80.3
F
80.3
F
~156
117
31
C-Max
42.8
0.36
0.49
33.7
0.0
33.7
C
33.7
C
217
281
398
332
0
1255
0
0.0
4.0
None
34.0
0.28
0.79
32.4
0.0
32.4
C
241
#263
200
502
0
2
14
78.0
65.0%
7.0
22.0
22.0
18%
2.0
0.0
0.0
5.0
Lead
None
81.8
0.68
0.46
4.8
0.0
4.8
A
12.1
B
95
114
748
2413
0
Synchro 7
Page 1
Casey Overpass
249: Hyde Park Ave & Walk Hill St
Lane Group
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
WBL
0
0
1.00
WBR
Existing PM
6/25/2012
NBT
0
0
0.49
NBR
SBL
0
0
0.79
SBT
0
0
0.46
ø2
AF
249: Hyde Park Ave & Walk Hill St
D
R
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 55 (46%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 26.9
Intersection LOS: C
Intersection Capacity Utilization 72.8%
ICU Level of Service C
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
2162: Hyde Park Ave & Ukraine Way
CMM
McMahon
6/25/2012
EBL
EBR
NBL
NBT
SBT
SBR
185
1900
1770
0.950
1770
510
1900
1583
283
1900
0
879
1900
3458
145
1900
0
1583
Yes
554
0
499
1900
3501
0.518
1847
3458
0
Yes
0.88
0%
30
828
18.8
0.91
2%
17
30
489
11.1
0.86
2%
0.78
2%
870
1208
0
14
1
14
1
3
8.0
16.0
35.0
29.2%
4.0
1.0
0.0
5.0
Lead
None
20.6
0.17
0.78
54.6
1.0
55.6
E
30.3
C
148
m144
213
8.0
16.0
35.0
29.2%
4.0
1.0
0.0
5.0
Lead
4.0
12.0
25.0
20.8%
4.0
0.0
-1.0
3.0
Lag
None
20.6
0.17
0.76
9.8
9.6
19.4
B
None
443
67
0
0
0.63
89
m114
811
225
0
0
0.95
2
T
3
554
0
Perm D.P+P
4
3
1
3
4
ø2
AF
237
0.92
2%
64.0
53.3%
0.0
5.0
R
30
293
6.7
0.78
2%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing PM
12.0
20.0
39.0
32.5%
4.0
1.0
0.0
5.0
Lag
71.8
0.60
0.99dl
14.2
0.0
14.2
B
14.2
B
116
m135
748
C-Max
56.6
0.47
0.74
18.3
0.0
18.4
B
18.4
B
447
#655
409
1431
0
6
0
0.61
1641
0
11
0
0.74
0.0
0.0%
7.0
21.0
21.0
18%
2.0
0.0
0.0
4.0
Lead
None
Synchro 7
Page 1
Casey Overpass
2162: Hyde Park Ave & Ukraine Way
Existing PM
6/25/2012
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 75 (63%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 20.4
Intersection LOS: C
Intersection Capacity Utilization 73.7%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
dl Defacto Left Lane. Recode with 1 though lane as a left lane.
2162: Hyde Park Ave & Ukraine Way
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
22
1900
0
14
1900
0
16
1900
0
0
1900
0
736
1900
3564
11
1900
0
17
1900
0
0
0
Yes
0
3564
0
Yes
0
985
1900
3571
0.928
3318
0
1900
0
0
Yes
0
1900
1753
0.827
1496
14
1900
0
0
0
1900
875
0.845
763
0.79
100%
16
30
94
2.1
0.92
100%
0.88
100%
0.44
0%
20
30
283
6.4
0.92
0%
0.70
0%
0.92
0%
3
30
201
4.6
0.89
1%
0.69
0%
0.85
0%
30
440
10.0
0.92
1%
0.92
0%
44
0
0
Perm
56
0
0
843
0
0
Perm
1091
0
3
18.0
22.0
23.0
19.2%
3.0
1.0
0.0
4.0
18.0
22.0
23.0
19.2%
3.0
1.0
0.0
4.0
None
None
18.0
0.15
0.34
58.6
0.0
58.6
E
58.6
E
29
m58
14
134
0
0
0
0.33
3
1
0.0
0.0%
1
1
15.0
23.0
75.0
62.5%
4.0
2.0
-2.0
4.0
Lead
15.0
23.0
75.0
62.5%
4.0
2.0
-2.0
4.0
Lead
15.0
23.0
75.0
62.5%
4.0
2.0
-2.0
4.0
Lead
0.0
4.0
18.0
22.0
23.0
19.2%
3.0
1.0
0.0
4.0
18.0
22.0
23.0
19.2%
3.0
1.0
0.0
4.0
None
None
18.0
0.15
0.23
34.1
0.0
34.1
C
34.1
C
25
65
203
C-Max
76.4
0.64
0.37
14.3
0.0
14.3
B
14.3
B
256
243
121
C-Max C-Max
76.4
0.64
0.52
2.6
0.0
2.6
A
2.6
A
36
42
360
254
0
0
0
0.22
2270
0
0
0
0.37
2113
61
0
0
0.53
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0
Yes
1
1
1
AF
3
3
3
3
R
3
3
T
0
Perm
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing PM
0.0
0.0%
0.0
4.0
0.0
0.0%
0.0
4.0
Synchro 7
Page 1
Casey Overpass
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
ø2
AF
T
2
Lag
None
R
12.0
22.0
22.0
18%
2.0
0.0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing PM
Synchro 7
Page 2
Casey Overpass
1759: Hyde Park Ave & Tower St
Existing PM
6/25/2012
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 19 (16%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.52
Intersection Signal Delay: 9.5
Intersection LOS: A
Intersection Capacity Utilization 61.0%
ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
1759: Hyde Park Ave & Tower St
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 3
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
0
1900
0
0
1900
0
51
1900
0
21
1900
0
21
1900
0
7
1900
0
0
Yes
0
0
Yes
0
0
Yes
0
921
1900
3484
0.941
3282
16
1900
0
0
723
1900
3403
0.885
3018
22
1900
0
0
0
1900
1758
0.967
1758
0.92
0%
30
125
2.8
0.92
0%
0.92
0%
0.75
0%
18
30
187
4.3
0.92
0%
0.66
0%
0.75
100%
8
30
440
10.0
0.90
2%
0.46
0%
0.58
0%
3
30
118
2.7
0.89
1%
0.67
100%
0
0
0
0
Perm
100
0
0
Perm
879
0
0
Perm
1071
0
15.0
23.0
69.0
57.5%
4.0
2.0
-2.0
4.0
Lead
AF
1
1
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
1
1
15.0
23.0
69.0
57.5%
4.0
2.0
-2.0
4.0
Lead
15.0
23.0
69.0
57.5%
4.0
2.0
-2.0
4.0
Lead
15.0
23.0
69.0
57.5%
4.0
2.0
-2.0
4.0
Lead
8.0
13.0
29.0
24.2%
3.0
1.0
0.0
4.0
Max
Max
25.0
0.21
0.26
34.6
0.0
34.6
C
34.6
C
53
104
107
C-Max C-Max
66.0
0.55
0.53
9.0
0.1
9.0
A
9.0
A
61
29
360
C-Max C-Max
66.0
0.55
0.59
9.3
0.2
9.6
A
9.6
A
153
187
38
381
0
0
0
0.26
1664
68
0
0
0.55
1806
205
0
0
0.67
0.0
0.0%
0.0
4.0
0
Yes
1
1
1
8.0
13.0
29.0
24.2%
3.0
1.0
0.0
4.0
R
0.0
0.0%
45
3
1
T
3
3
3
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing PM
0.0
0.0%
0.0
4.0
0.0
0.0%
0.0
4.0
Synchro 7
Page 1
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
ø2
AF
T
2
Lag
None
R
12.0
22.0
22.0
18%
2.0
0.0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing PM
Synchro 7
Page 2
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
Existing PM
6/25/2012
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 19 (16%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.59
Intersection Signal Delay: 10.6
Intersection LOS: B
Intersection Capacity Utilization 49.2%
ICU Level of Service A
Analysis Period (min) 15
2303: Hyde Park Ave & Fitzgerald Parking Lot
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 3
Casey Overpass
2164: New Washington & Washington St
CMM
McMahon
6/25/2012
EBL
EBR
EBR2
WBL
WBT
WBR
NBL
NBT
SBL
SBT
SBR
161
1900
0
1
25
1687
0.950
1687
181
1900
330
1
25
1599
110
1900
228
1900
0
0
25
0
246
1900
58
1900
0
0
25
0
110
1900
0
0
25
0
374
1900
606
1900
176
1900
200
1
25
1583
1599
1599
Yes
126
0
Yes
0
3489
0.587
2073
56
1900
0
0
25
0
0.90
3%
30
270
6.1
0.94
2%
0.87
1%
0.92
1%
12
30
352
8.0
0.96
7%
183
208
126
custom custom custom
2
2
2
2
2
2
2
2
2
0
Split
3
576
0.81
3%
3
3
0
D.P+P
4
1
4
8.0
13.0
13.0
10.8%
2.0
0.0
-4.0
-2.0
Lag
0
AF
3
4.0
21.0
28.0
23.3%
4.0
1.0
0.0
5.0
Lag
4.0
21.0
28.0
23.3%
4.0
1.0
0.0
5.0
Lag
8.0
27.0
31.0
25.8%
4.0
1.0
-4.0
1.0
Lead
8.0
27.0
31.0
25.8%
4.0
1.0
0.0
5.0
Lead
None
19.0
0.16
0.68
60.4
0.0
60.4
E
None
19.0
0.16
0.82
73.2
0.0
73.2
E
None
19.0
0.16
0.35
9.9
0.0
9.9
A
None
134
202
156
228
0
47
None
23.5
0.20
0.87
59.9
0.0
59.9
E
59.9
E
222
286
272
323
0
330
306
0
330
408
0
R
4.0
21.0
28.0
23.3%
4.0
1.0
0.0
5.0
Lag
0.87
1%
T
0
3336
0.979
3336
0.88
7%
1599
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Existing PM
732
0
0.0
0.0%
0.0
4.0
520
0
3529
0.805
2855
0.74
0%
30
323
7.3
0.94
2%
0
Perm
14
14
61.0
50.8%
0.0
5.0
None
721
1583
Yes
193
0.91
2%
193
custom
1
1
1
1
8.0
18.0
48.0
40.0%
4.0
1.0
-4.0
1.0
Lead
8.0
18.0
48.0
40.0%
4.0
1.0
0.0
5.0
Lead
57.4
0.48
0.48
5.5
0.0
5.5
A
5.5
A
13
39
190
C-Max C-Max
49.7
0.41
0.61
31.8
0.0
31.8
C
25.5
C
234
323
243
1090
11
1181
0
12
12
76.0
63.3%
0.0
5.0
73.7
0.61
0.18
1.9
0.0
1.9
A
0
30
200
1093
0
Synchro 7
Page 1
Casey Overpass
2164: New Washington & Washington St
Lane Group
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
0
0.57
EBR
0
0
0.68
EBR2
0
0
0.31
Existing PM
6/25/2012
WBL
WBT
0
0
0.79
WBR
NBL
NBT
0
0
0.48
SBL
SBT
0
0
0.61
SBR
0
0
0.18
2164: New Washington & Washington St
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 35 (29%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 34.9
Intersection LOS: C
Intersection Capacity Utilization 75.1%
ICU Level of Service D
Analysis Period (min) 15
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
9: Route 203 & Cemetery Rd
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
4
1900
0
0
1900
0
1
1900
0
8
1900
0
593
1900
0
0
Yes
0
0
Yes
0
3
1900
1765
0.729
1346
44
1900
0
0
4
1900
1815
0.859
1606
2
1900
0
0
Yes
761
1900
3400
0.954
3243
292
1900
0
0
1351
1900
3539
0.952
3370
0.92
0%
30
490
11.1
0.92
2%
0.92
0%
0.92
0%
114
30
165
3.8
0.92
2%
0.92
1%
0.80
0%
2
30
155
3.5
0.80
0%
0.80
0%
0.99
2%
5
30
365
8.3
0.99
0%
0.99
2%
1472
0
0
Perm
1145
0
0
Perm
17
0
0
Perm
646
0
1
8.0
24.0
45.0
60.0%
4.0
1.0
0.0
5.0
Lead
8.0
24.0
45.0
60.0%
4.0
1.0
0.0
5.0
Lead
Min
Min
40.0
0.53
0.82
19.4
0.0
19.4
B
19.4
B
277
371
410
1797
0
0
0
0.82
1
2
2
2
0.0
0.0%
0.0
4.0
8.0
24.0
45.0
60.0%
4.0
1.0
0.0
5.0
Lead
8.0
24.0
45.0
60.0%
4.0
1.0
0.0
5.0
Lead
Min
Min
40.0
0.53
0.64
13.1
0.0
13.1
B
13.1
B
165
228
85
1783
0
0
0
0.64
0.0
0.0%
0.0
4.0
2
2
8.0
24.0
30.0
40.0%
4.0
1.0
0.0
5.0
Lag
8.0
24.0
30.0
40.0%
4.0
1.0
0.0
5.0
Lag
8.0
24.0
30.0
40.0%
4.0
1.0
0.0
5.0
Lag
8.0
24.0
30.0
40.0%
4.0
1.0
0.0
5.0
Lag
None
None
25.0
0.33
0.03
15.9
0.0
15.9
B
15.9
B
5
15
75
None
None
25.0
0.33
1.43
230.5
0.0
230.5
F
230.5
F
~418
#617
285
537
0
0
0
0.03
0
Yes
2
2
2
AF
1
1
1
1
R
1
1
T
0
Perm
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing PM
0.0
0.0%
0.0
4.0
0.0
0.0%
0.0
4.0
452
0
0
0
1.43
Synchro 7
Page 1
Casey Overpass
9: Route 203 & Cemetery Rd
Existing PM
6/25/2012
Intersection Summary
Area Type:
Other
Cycle Length: 75
Actuated Cycle Length: 75
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.43
Intersection Signal Delay: 58.7
Intersection LOS: E
Intersection Capacity Utilization 90.8%
ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
9: Route 203 & Cemetery Rd
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
AT-GRADE 2010
(EXISTING 2010 TRAFFIC VOLUMES ON AT-GRADE STREET
NETWORK)
Casey Arborway
2163: Arborway & South St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
0
0
25
0
1148
1900
11
378
1900
11
100
1
25
1531
0
1900
11
0
0
25
0
1796
1900
11
252
1900
11
0
0
25
0
600
1900
11
286
1900
11
50
0
25
0
11
1900
11
0
0
25
0
4916
1531
No
0
4817
89
1900
10
100
1
25
1478
0.250
389
208
1900
11
0
271
1900
10
70
1
25
1685
0.467
828
0.92
2%
35
224
4.4
0.87
2%
0.94
2%
0.92
2%
35
677
13.2
0.95
2%
0
1320
402
Free
0
2184
1
0
No
0.86
2%
0.97
0%
0
279
pm+pt
3
34
6.0
10.0
10.0
12.5%
6.0
3.0
1.0
4.0
Lead
1
Free
4.0
0.0
0.0%
0.0
0.0%
R
0.0
0.0%
7.0
38.0
39.0
48.8%
35.0
3.0
1.0
4.0
4.0
3.0
C-Max
20.0
14.0
90
37.1
0.46
0.58
12.0
0.0
12.0
B
9.3
A
78
105
144
80.0
1.00
0.26
0.4
0.0
0.4
A
0
0
4.0
7.0
38.0
39.0
48.8%
35.0
3.0
1.0
4.0
3.0
C-Max
20.0
14.0
90
37.1
0.46
0.98
24.3
0.0
24.3
C
24.3
C
~205
m#197
597
3214
3214
0.0
0.0%
4.0
0.92
2%
0.89
14%
970
0
100
Perm
34
0.0
0.0%
4.0
4.0
57
m50
34.9
0.44
0.69
10.6
11.3
21.9
C
21.1
C
107
71
139
1665
1665
0
No
35
152
3.0
0.83
10%
0.92
0%
263
0
4
41.0
51.3%
3.0
None
30.9
0.39
0.73
17.7
0.7
18.3
B
0
No
35
219
4.3
0.91
4%
T
4817
AF
4916
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2010 AM
4
7.0
29.0
31.0
38.8%
27.0
3.0
1.0
4.0
Lag
3.0
None
12.0
13.0
30
24.9
0.31
0.83
74.6
0.0
74.6
E
44
#128
7.0
29.0
31.0
38.8%
27.0
3.0
1.0
4.0
Lag
0.0
0.0%
4.0
3.0
None
12.0
13.0
30
24.9
0.31
0.51
25.8
0.0
25.8
C
39.3
D
102
154
72
Synchro 7
Page 1
Casey Arborway
2163: Arborway & South St
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
At Grade 2010 AM
6/25/2012
EBT
2280
0
0
0
0.58
EBR
100
1531
0
0
0
0.26
WBL
WBT
WBR
2234
0
0
0
0.98
NBL
70
384
14
0
0
0.75
NBT
1486
498
0
0
0.98
NBR
SBL
100
131
0
0
0
0.76
SBT
SBR
562
0
0
0
0.47
2163: Arborway & South St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 0 (0%), Referenced to phase 1:EBWB, Start of Green, Master Intersection
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 19.9
Intersection LOS: B
Intersection Capacity Utilization 81.9%
ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
253: South St & Washington St
CMM
McMahon
6/25/2012
EBL
EBR
NBL
NBT
SBT
SBR
218
1900
1736
0.965
1724
93
1900
0
91
1900
0
392
1900
3275
181
1900
0
0
Yes
0
929
1900
3553
0.787
2809
3275
0
Yes
9
0.86
1%
380
0
2.0
None
0.95
1%
0.91
5%
9
0.91
1%
1078
630
0
14
1
15.0
20.0
23.0
28.8%
18.0
4.0
1.0
5.0
Lead
2
6.0
19.0
19.0
24%
17.0
2.0
0.0
AF
0
D.P+P
4
1
8.0
10.0
0.0
10.0
0.0% 12.5%
8.0
2.0
0.0
4.0
4.0
Lag
87
30
219
5.0
33.0
41.3%
5.0
R
3
3
9.0
14.0
28.0
35.0%
23.0
4.0
1.0
5.0
Lead
9
0.91
2%
30
201
4.6
ø2
T
25
30
846
19.2
9
0.80
1%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
At Grade 2010 AM
2.0
None
2.0
C-Max
19.7
0.25
0.85
44.8
0.0
44.8
D
44.8
D
166
219
766
37.7
0.47
0.79
22.1
2.4
24.5
C
24.5
C
102
#482
121
32.7
0.41
0.45
14.9
0.7
15.6
B
15.6
B
49
#113
139
517
0
1369
175
1388
417
0.0
0.0%
4.0
Lag
3.0
None
7.0
10.0
30
Synchro 7
Page 1
Casey Arborway
253: South St & Washington St
Lane Group
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
0
0.74
EBR
At Grade 2010 AM
6/25/2012
NBL
NBT
6
0
0.90
SBT
0
0
0.65
SBR
ø2
253: South St & Washington St
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 55 (69%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 25.5
Intersection LOS: C
Intersection Capacity Utilization 75.8%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
25: Washington St & MBTA Busway #2
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
30
1900
902
0.950
902
6
1900
808
929
1900
1863
0
1900
0
0
1900
0
485
1900
3505
808
Yes
8
1863
0
Yes
0
3505
38
0.80
100%
8
Free
2
30
339
7.7
0.95
2%
0.95
2%
0.96
2%
30
116
2.6
0.96
3%
978
0
0
505
1
1
T
35
82
1.6
0.80
100%
Free
3.0
None
6.0
10.0
35
12.4
0.16
0.27
29.4
0.0
29.4
C
24.3
C
16
m29
2
4.0
180
0
0
80.0
1.00
0.01
0.0
0.0
0.0
A
0
m0
808
0
0
7.0
20.0
60.0
75.0%
56.0
3.0
1.0
4.0
Lead
AF
0.0
0.0%
7.0
20.0
60.0
75.0%
56.0
3.0
1.0
4.0
Lead
0.0
0.0%
0.0
0.0%
4.0
4.0
R
7.0
20.0
20.0
25.0%
16.0
3.0
1.0
4.0
Lag
3.0
C-Max
6.0
10.0
0
65.6
0.82
0.64
6.5
0.0
6.5
A
6.5
A
161
299
259
3.0
C-Max
6.0
10.0
0
65.6
0.82
0.18
1.0
0.0
1.0
A
1.0
A
23
10
36
1528
0
0
2874
0
0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 AM
Synchro 7
Page 1
Casey Arborway
25: Washington St & MBTA Busway #2
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
WBL
0
0.21
WBR
0
0.01
NBT
0
0.64
At Grade 2010 AM
6/25/2012
NBR
SBL
SBT
0
0.18
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 25 (31%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.64
Intersection Signal Delay: 5.2
Intersection LOS: A
Intersection Capacity Utilization 61.4%
ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
25: Washington St & MBTA Busway #2
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
2272: Washington St & Ukraine Way
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
163
1900
1770
0.950
1770
553
1900
1599
386
1900
1759
183
1900
1583
226
1900
1696
1599
Yes
614
1759
1583
Yes
223
265
1900
1787
0.463
871
10.0
17.0
22.0
27.5%
18.0
3.0
1.0
4.0
Lead
2.0
None
614
Prot
3
10.0
17.0
22.0
27.5%
18.0
3.0
1.0
4.0
Lead
402
13.0
0.16
0.62
47.0
0.0
47.0
D
25.4
C
98
m106
213
398
0
0
0.82
2%
0.93
1%
223
Perm
285
pm+pt
4
14
7.0
12.0
12.0
15.0%
9.0
3.0
0.0
4.0
Lag
1
12.0
19.0
28.0
35.0%
24.0
3.0
1.0
4.0
Lead
1
12.0
19.0
28.0
35.0%
24.0
3.0
1.0
4.0
Lead
2.0
2.0
2.0
None C-Max C-Max
13.0
0.16
0.79
17.0
2.3
19.2
B
117
m121
836
114
0
1696
30
388
8.8
0.91
12%
248
14
2
T
3
0.90
1%
ø2
4.0
18.0
18.0
23%
16.0
2.0
0.0
AF
177
30
1282
29.1
0.96
8%
R
30
293
6.7
0.92
2%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 AM
40.0
50.0%
4.0
Lag
3.0
None
47.0
0.59
0.39
10.9
0.0
10.9
B
7.7
A
95
183
1202
47.0
0.59
0.22
2.0
0.0
2.0
A
55.0
0.69
0.41
8.6
0.0
8.6
A
0
22
71
144
1034
0
0
1022
0
0
691
0
0
2.0
None
5.0
11.0
0
59.0
0.74
0.20
6.2
0.0
6.2
A
7.5
A
61
128
308
1251
0
0
Synchro 7
Page 1
Casey Arborway
2272: Washington St & Ukraine Way
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
WBL
0
0.44
WBR
0
0.85
NBT
0
0.39
At Grade 2010 AM
6/25/2012
NBR
0
0.22
SBL
0
0.41
SBT
0
0.20
ø2
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 31 (39%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 14.9
Intersection LOS: B
Intersection Capacity Utilization 61.2%
ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
2272: Washington St & Ukraine Way
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
249: Hyde Park Ave & Walk Hill St
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
13
1900
0
1
25
1638
0.998
1638
347
1900
0
0
25
0
962
1900
26
1900
0
0
25
0
495
1900
0
Yes
3515
193
1900
200
1
25
1770
0.950
1770
410
0.89
1%
5
30
478
10.9
0.92
2%
0.59
4%
0.85
2%
0
1090
0
1
227
Prot
4
10.0
18.0
26.0
32.5%
21.0
4.0
1.0
5.0
Lead
7.0
12.0
16.0
20.0%
11.0
4.0
1.0
5.0
Lag
9.1
0.11
0.77
15.6
0.0
15.6
B
15.6
B
9
9
31
0.0
0.0%
R
2.0
None
0.0
0.0%
4.0
3505
3505
30
828
18.8
0.94
3%
527
14
AF
3
8.0
16.0
16.0
20.0%
11.0
4.0
1.0
5.0
Lead
0
Yes
ø2
T
390
30
111
2.5
0.65
0%
3515
4.0
2.0
C-Max
3.0
None
31.7
0.40
0.78
31.1
0.0
31.1
C
31.1
C
~311
#474
398
11.0
0.14
0.93
73.0
0.0
73.0
E
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
At Grade 2010 AM
94
#214
42.0
52.5%
2
7.0
22.0
22.0
28%
20.0
2.0
0.0
5.0
Lag
3.0
None
7.0
13.0
30
47.7
0.60
0.25
7.8
0.0
7.8
A
27.5
C
41
94
748
200
Synchro 7
Page 1
Casey Arborway
249: Hyde Park Ave & Walk Hill St
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
WBL
562
0
0
0
0.73
WBR
At Grade 2010 AM
6/25/2012
NBT
1396
0
0
0
0.78
NBR
SBL
243
0
0
0
0.93
SBT
2090
0
0
0
0.25
ø2
249: Hyde Park Ave & Walk Hill St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 68 (85%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 27.1
Intersection LOS: C
Intersection Capacity Utilization 72.8%
ICU Level of Service C
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
2162: Hyde Park Ave & Ukraine Way
CMM
McMahon
6/25/2012
EBL
EBR
NBL
NBT
SBT
SBR
173
1900
1770
0.950
1770
275
1900
1599
566
1900
0
413
1900
3373
150
1900
0
1599
Yes
316
0
743
1900
3479
0.586
2083
3373
0
Yes
0.87
1%
0.93
1%
30
828
18.8
0.89
2%
64
30
489
11.1
0.86
3%
0.87
2%
652
0
14
1
8.0
18.0
18.0
22.5%
13.0
4.0
1.0
5.0
Lead
8.0
18.0
18.0
22.5%
13.0
4.0
1.0
5.0
Lead
0
pm+pt
4
14
7.0
12.0
16.0
20.0%
12.0
4.0
0.0
4.0
Lag
1444
3
316
Prot
3
2.0
None
2.0
None
11.8
0.15
0.77
51.4
0.0
51.4
D
30.1
C
102
#174
213
11.8
0.15
0.63
15.4
1.1
16.5
B
288
0
0
524
71
0
5
113
2
T
12.0
20.0
28.0
35.0%
23.0
4.0
1.0
5.0
Lead
ø2
4.0
18.0
18.0
23%
16.0
2.0
0.0
AF
201
44.0
55.0%
5.0
R
30
293
6.7
0.86
2%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 AM
2.0
None
2.0
C-Max
53.2
0.66
1.00dl
17.2
0.0
17.2
B
17.2
B
237
#467
748
42.2
0.53
0.36
8.2
0.0
8.2
A
8.2
A
26
71
409
1578
0
0
1811
0
0
0.0
0.0%
4.0
Lag
2.0
None
5.0
11.0
0
Synchro 7
Page 1
Casey Arborway
2162: Hyde Park Ave & Ukraine Way
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
0.70
EBR
0
0.70
NBL
At Grade 2010 AM
6/25/2012
NBT
0
0.92
SBT
0
0.36
SBR
ø2
2162: Hyde Park Ave & Ukraine Way
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 19 (24%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 17.5
Intersection LOS: B
Intersection Capacity Utilization 75.3%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
dl Defacto Left Lane. Recode with 1 though lane as a left lane.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
24
1900
0
18
1900
0
9
1900
0
0
1900
0
892
1900
3533
9
1900
0
6
1900
0
0
0
Yes
0
3533
0
Yes
0
475
1900
3537
0.926
3279
0
1900
0
0
Yes
0
1900
1711
0.904
1578
15
1900
0
0
0
1900
866
0.817
726
0.67
100%
32
30
94
2.1
0.92
100%
0.56
100%
0.56
0%
24
30
283
6.4
0.92
0%
0.63
0%
0.92
0%
2
30
201
4.6
0.86
2%
0.75
0%
0.50
0%
30
440
10.0
0.91
2%
0.92
0%
68
0
0
Perm
40
0
0
1049
0
0
Perm
534
0
3
2.0
None
2.0
None
8.0
13.0
17.0
21.3%
13.0
3.0
1.0
4.0
1
AF
8.0
13.0
17.0
21.3%
13.0
3.0
1.0
4.0
3
3
8.0
13.0
17.0
21.3%
13.0
3.0
1.0
4.0
0.0
0.0%
4.0
R
3
8.0
13.0
17.0
21.3%
13.0
3.0
1.0
4.0
2.0
None
0.0
0.0%
0.0
0.0%
4.0
4.0
15.0
23.0
41.0
51.3%
35.0
4.0
2.0
6.0
Lead
0
Yes
1
T
0
Perm
0.0
0.0%
4.0
1
15.0
23.0
41.0
51.3%
35.0
4.0
2.0
4.0
Lead
15.0
23.0
41.0
51.3%
35.0
4.0
2.0
6.0
Lead
2.0
None
2.0
C-Max
2.0
2.0
C-Max C-Max
9.8
0.12
0.58
40.6
0.0
40.6
D
40.6
D
26
70
14
9.8
0.12
0.19
19.3
0.0
19.3
B
19.3
B
7
33
203
50.6
0.63
0.47
12.7
0.0
12.7
B
12.7
B
170
m252
121
50.6
0.63
0.26
11.2
0.0
11.2
B
11.2
B
80
106
360
145
0
0
277
0
0
2236
0
44
2075
0
0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 AM
0.0
0.0%
4.0
Synchro 7
Page 1
Casey Arborway
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
ø2
T
2
AF
12.0
22.0
22.0
28%
20.0
2.0
0.0
3.0
None
12.0
8.0
60
R
Lag
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 AM
Synchro 7
Page 2
Casey Arborway
1759: Hyde Park Ave & Tower St
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
0
0.47
At Grade 2010 AM
6/25/2012
EBR
WBL
WBT
0
0.14
WBR
NBL
NBT
0
0.48
NBR
SBL
SBT
0
0.26
SBR
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 16 (20%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.58
Intersection Signal Delay: 13.5
Intersection LOS: B
Intersection Capacity Utilization 39.9%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
1759: Hyde Park Ave & Tower St
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
1759: Hyde Park Ave & Tower St
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2010 AM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
0
1900
0
0
1900
0
0
1900
0
0
1900
1644
1
1900
0
21
1900
0
31
1900
0
51
1900
0
0
0
Yes
0
1644
0
Yes
0
0
Yes
0
467
1900
3498
0.763
2682
28
1900
0
0
862
1900
3424
0.918
3150
0.92
0%
30
125
2.8
0.92
0%
0.92
0%
0.92
0%
421
30
187
4.3
0.92
0%
0.92
0%
0.58
100%
12
30
440
10.0
0.89
1%
0.46
0%
0.85
0%
13
30
207
4.7
0.95
2%
0.70
0%
0
0
0
0
Perm
1
0
0
Perm
1072
0
0
Perm
592
0
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
R
0.0
0.0%
2.0
None
45
8.0
13.0
13.0
16.3%
9.0
3.0
1.0
4.0
1
1
15.0
23.0
45.0
56.3%
39.0
4.0
2.0
4.0
Lead
AF
3
8.0
13.0
13.0
16.3%
9.0
3.0
1.0
4.0
0.0
0.0%
4.0
15.0
23.0
45.0
56.3%
39.0
4.0
2.0
6.0
Lead
0
Yes
1
T
3
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 AM
0.0
0.0%
4.0
1
15.0
23.0
45.0
56.3%
39.0
4.0
2.0
4.0
Lead
15.0
23.0
45.0
56.3%
39.0
4.0
2.0
6.0
Lead
2.0
None
2.0
2.0
C-Max C-Max
2.0
2.0
C-Max C-Max
8.0
0.10
0.00
0.0
0.0
0.0
A
0.0
A
0
0
107
60.8
0.76
0.45
1.9
0.1
2.0
A
2.0
A
11
16
360
60.8
0.76
0.29
2.7
0.0
2.7
A
2.7
A
10
m77
127
559
0
0
2397
235
0
2042
0
0
0.0
0.0%
4.0
Synchro 7
Page 1
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
ø2
T
2
AF
12.0
22.0
22.0
28%
20.0
2.0
0.0
3.0
None
12.0
8.0
40
R
Lag
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 AM
Synchro 7
Page 2
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
EBR
WBL
At Grade 2010 AM
6/25/2012
WBT
0
0.00
WBR
NBL
NBT
0
0.50
NBR
SBL
SBT
0
0.29
SBR
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 28 (35%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.45
Intersection Signal Delay: 2.3
Intersection LOS: A
Intersection Capacity Utilization 60.7%
ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
2303: Hyde Park Ave & Fitzgerald Parking Lot
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2010 AM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
2164: Washington Street & Arborway
CMM
McMahon
6/25/2012
EBT
EBR
WBT
WBR
NBL
NBT
NBR
NBR2
SBL
SBT
SBR2
NEL2
1286
1900
11
1855
1900
11
108
1900
11
15
1900
11
3077
0
0
4832
0
3323
1432
0
No
52
1900
10
100
1
25
1589
0.192
321
309
1900
11
3323
0
1900
11
100
1
25
1432
4793
85
1900
10
50
1
25
1668
0.343
602
187
1900
11
4832
200
1900
11
0
0
25
0
591
1900
11
4793
237
1900
11
100
0
25
0
3077
0
No
872
0.950
872
35
677
13.2
0.87
2%
0.80
2%
35
177
3.4
0.95
2%
0.80
2%
0.88
1%
1774
0
2203
0
97
pm+pt
3
4
5.0
9.0
9.0
11.3%
5.0
3.0
1.0
4.0
Lead
1
0.0
0.0%
10.0
32.0
32.0
40.0%
28.0
3.0
1.0
4.0
3.0
C-Max
14.0
14.0
30
35.6
0.44
0.83
20.5
0.0
20.5
C
20.5
C
~180
#406
597
0.0
0.0%
R
10.0
32.0
32.0
40.0%
28.0
3.0
1.0
4.0
4.0
3.0
C-Max
14.0
14.0
30
35.6
0.44
1.02
42.5
0.0
42.5
D
42.5
D
~519
#604
97
4.0
3.0
None
24.8
0.31
0.38
13.0
0.0
13.0
B
8
21
0
0.92
2%
0.92
9%
0.59
6%
203
Perm
0
88
pm+pt
3
4
5.0
9.0
9.0
11.3%
5.0
3.0
1.0
4.0
Lead
T
35
181
3.5
0.82
5%
721
AF
1
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2010 AM
4
7.0
25.0
25.0
31.3%
21.0
3.0
1.0
4.0
Lag
3.0
None
10.0
11.0
20
20.8
0.26
0.84
27.9
0.0
27.9
C
25.0
C
188
134
101
4
7.0
25.0
25.0
31.3%
21.0
3.0
1.0
4.0
Lag
0.0
0.0%
4.0
3.0
None
10.0
11.0
20
20.8
0.26
0.55
20.4
0.0
20.4
C
3.0
None
72
89
29
37
24.8
0.31
0.49
27.0
0.0
27.0
C
35
323
6.3
0.84
11%
0.92
4%
0.92
100%
485
0
16
Prot
8
4
7.0
25.0
25.0
31.3%
21.0
3.0
1.0
4.0
Lag
3.0
None
10.0
11.0
20
20.8
0.26
0.61
29.7
0.0
29.7
C
29.3
C
111
147
243
0.0
0.0%
4.0
8.0
14.0
14.0
17.5%
8.0
3.0
3.0
6.0
2.0
None
8.0
0.10
0.18
38.5
0.0
38.5
D
8
26
Synchro 7
Page 1
Casey Arborway
2164: Washington Street & Arborway
CMM
McMahon
6/25/2012
SWL
18
1900
11
0
1
25
872
0.950
872
T
0.92
100%
R
8.0
14.0
14.0
17.5%
8.0
3.0
3.0
6.0
AF
20
Prot
8
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2010 AM
2.0
None
8.0
0.10
0.23
40.2
0.0
40.2
D
9
31
Synchro 7
Page 2
Casey Arborway
2164: Washington Street & Arborway
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBT
EBR
2134
0
0
0
0.83
WBT
At Grade 2010 AM
6/25/2012
WBR
2151
0
0
0
1.02
NBL
50
253
0
0
0
0.38
NBT
872
0
0
0
0.83
NBR
100
376
0
0
0
0.54
NBR2
SBL
100
179
0
0
0
0.49
SBT
808
0
0
0
0.60
SBR2
NEL2
87
0
0
0
0.18
2164: Washington Street & Arborway
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 1 (1%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 31.0
Intersection LOS: C
Intersection Capacity Utilization 77.5%
ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
2164: Washington Street & Arborway
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2010 AM
6/25/2012
SWL
87
0
0
0
0.23
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
3: Arborway & Forest Hills Drive
CMM
McMahon
6/25/2012
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
562
1900
10
180
1
25
1652
0.950
1652
692
1900
11
13
1900
11
0
0
25
0
12
1900
10
100
1
25
1652
0.335
582
1088
1900
11
58
1900
11
0
1
25
0
79
1900
11
0
0
25
0
2
1900
11
22
1900
11
0
0
25
0
1
1900
11
0
0
No
0
1718
0.790
1423
551
1900
11
100
1
25
1531
0
No
1742
0.724
1319
5
1900
11
0
0
25
0
0.88
2%
0.83
0%
35
168
3.3
0.83
0%
0.83
0%
0.91
2%
35
241
4.7
0.91
2%
0
0
Perm
103
0
0
Perm
7.0
32.0
32.0
40.0%
28.0
3.0
1.0
4.0
Lead
3.0
None
13.0
15.0
20
28.0
0.35
1.09
90.2
0.0
90.2
F
~339
#534
0
No
35
188
3.7
0.89
2%
0.89
1%
0.88
2%
793
0
14
Perm
13
65.0
81.3%
4.0
61.9
0.77
0.30
5.6
0.0
5.6
A
43.1
D
87
127
108
3394
3394
35
348
6.8
0.88
2%
1302
AF
631
Prot
3
3412
1
0.0
0.0%
1
7.0
31.0
33.0
41.3%
29.0
3.0
1.0
4.0
R
0.89
2%
3412
T
EBL
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2010 AM
4.0
7.0
31.0
33.0
41.3%
29.0
3.0
1.0
4.0
3.0
3.0
C-Max C-Max
12.0
12.0
15.0
15.0
20
20
29.9
29.9
0.37
0.37
0.06
1.03
13.2
45.2
0.0
38.2
13.2
83.4
B
F
82.7
F
2
~369
m3 m#460
268
0.0
0.0%
4.0
4
7.0
15.0
15.0
18.8%
11.0
3.0
1.0
4.0
Lag
3.0
None
6.0
4.0
20
4
7.0
15.0
15.0
18.8%
11.0
3.0
1.0
4.0
Lag
3.0
None
6.0
4.0
20
10.1
0.13
0.62
49.9
0.0
49.9
D
49.9
D
49
90
88
25
4
0.0
0.0%
4.0
4
7.0
15.0
15.0
18.8%
11.0
3.0
1.0
4.0
Lag
3.0
None
6.0
4.0
20
7.0
15.0
15.0
18.8%
11.0
3.0
1.0
4.0
Lag
3.0
None
6.0
4.0
20
10.1
0.13
0.14
32.4
0.0
32.4
C
21.7
C
11
33
161
1531
Yes
10
0.91
2%
605
custom
4
3
7.0
15.0
15.0
18.8%
11.0
3.0
1.0
4.0
Lag
3.0
None
6.0
4.0
20
42.1
0.53
0.75
21.3
0.0
21.3
C
212
345
Synchro 7
Page 1
Casey Arborway
3: Arborway & Forest Hills Drive
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
180
578
0
0
0
1.09
EBT
At Grade 2010 AM
6/25/2012
EBR
2640
0
0
0
0.30
WBL
100
218
0
0
0
0.06
WBT
WBR
NBL
1268
109
0
0
1.12
NBT
181
0
0
0
0.57
NBR
SBL
SBT
196
0
0
0
0.13
SBR
100
828
0
0
0
0.73
3: Arborway & Forest Hills Drive
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 60 (75%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 54.4
Intersection LOS: D
Intersection Capacity Utilization 84.5%
ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
13: Arborway & East Bow Tie
CMM
McMahon
6/25/2012
EBU
EBL
EBT
WBT
WBR
SBL
SBR
193
1900
11
0
1900
11
250
1
25
0
1267
1900
11
1801
1900
11
3421
3421
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
3421
3421
0
Yes
0
0
Yes
0.92
0.92
35
373
7.3
0.87
35
478
9.3
0.95
0.92
210
Prot
3
0
1456
1896
0
13
1
2.0
None
7.0
10.0
10
17.9
0.22
0.55
18.9
0.0
18.9
B
0.0
0.0%
65.0
81.3%
4.0
65
m96
10.0
24.0
40.0
50.0%
36.0
3.0
1.0
4.0
Lag
4.0
0.92
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
2
4.0
15.0
15.0
19%
13.0
2.0
0.0
Lead
2.0
C-Max
76.2
51.1
0.95
0.64
0.45
0.87
1.4
12.4
0.0
0.0
1.4
12.4
A
B
3.6
12.4
A
B
0
151
47 m#652
293
398
ø2
T
35
121
2.4
0.92
AF
10.0
25.0
25.0
31.3%
21.0
3.0
1.0
4.0
R
1711
0.950
1711
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
At Grade 2010 AM
2.0
None
7.0
6.0
10
41
250
Synchro 7
Page 1
Casey Arborway
13: Arborway & East Bow Tie
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBU
449
0
0
0
0.47
EBL
At Grade 2010 AM
6/25/2012
EBT
3231
101
0
0
0.47
WBT
2183
0
0
0
0.87
WBR
SBL
SBR
ø2
AF
13: Arborway & East Bow Tie
D
R
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 66 (83%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 8.3
Intersection LOS: A
Intersection Capacity Utilization 53.1%
ICU Level of Service A
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
11: Arborway & West Bow Tie
CMM
McMahon
6/25/2012
EBL
EBT
WBU
WBT
WBR
SBL
SBR
0
1900
11
0
0
25
0
1162
1900
11
1714
1900
11
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
4916
364
1900
11
350
1
25
1711
0.950
1711
0
Yes
0
0
Yes
0.92
35
192
3.7
0.87
0
1336
0.92
1
4.0
35
419
8.2
0.95
0.92
1804
0
12
7.0
31.0
35.0
80.0
43.8% 100.0%
31.0
3.0
1.0
4.0
4.0
Lag
R
0.0
0.0%
7.0
22.0
45.0
56.3%
41.0
3.0
1.0
4.0
Lead
3421
2.0
C-Max
43.7
0.55
0.50
12.7
0.0
12.7
B
12.7
B
154
183
112
2684
0
0
35
115
2.2
0.92
0.92
0
0
AF
396
Prot
2
3421
T
4916
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 AM
2.0
None
28.3
0.35
0.65
17.8
0.0
17.8
B
174
m205
350
663
0
0
80.0
1.00
0.53
1.7
0.0
1.7
A
4.6
A
4
m12
339
0.0
0.0%
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
35
3416
0
0
Synchro 7
Page 1
Casey Arborway
11: Arborway & West Bow Tie
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
0
0.50
At Grade 2010 AM
6/25/2012
WBU
0
0.60
WBT
0
0.53
WBR
SBL
SBR
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 68 (85%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 7.7
Intersection LOS: A
Intersection Capacity Utilization 50.7%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
11: Arborway & West Bow Tie
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
9: Arborway & Cemetery Rd
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
133
1900
10
150
1
25
1685
0.085
151
586
1900
11
0
1900
11
0
0
25
0
5
1900
11
0
0
25
0
1132
1900
16
737
1900
11
0
0
25
0
4
1900
12
0
0
25
0
3
1900
12
0
1900
12
0
0
25
0
219
1900
12
0
0
25
0
2
1900
12
22
1900
12
0
0
25
0
0
Yes
0
0
Yes
0
0
Yes
0
3421
3787
0.954
3613
322
35
97
1.9
35
348
6.8
0.89
2%
0.89
0%
0.93
20%
0.93
2%
149
pm+pt
4
14
3.0
7.0
7.0
8.8%
3.0
3.0
1.0
4.0
Lag
Yes
3.0
None
51.0
0.64
0.97
85.4
0.0
85.4
F
658
0
0
Perm
2014
14
5.0
25
#115
150
154
1
0.80
25%
0
0
Perm
1
0.0
0.0%
1
7.0
20.0
52.0
65.0%
47.0
4.0
1.0
5.0
R
59.0
73.8%
0.93
1%
4.0
7.0
20.0
52.0
65.0%
47.0
4.0
1.0
5.0
54.0
0.68
0.28
3.6
0.2
3.8
A
18.9
B
37
42
268
3.0
3.0
C-Max C-Max
47.0
0.59
0.89
18.6
46.9
65.4
E
65.4
E
362
#493
17
2309
2255
0.0
0.0%
4.0
3
7.0
17.0
21.0
26.3%
16.0
4.0
1.0
5.0
Lead
Yes
3.0
None
0.80
0%
1
0.80
0%
9
0
295
0
Yes
0.92
1%
0.92
0%
0.92
0%
0
Perm
264
0
3
7.0
17.0
21.0
26.3%
16.0
4.0
1.0
5.0
Lead
Yes
3.0
None
16.0
0.20
0.03
26.3
0.0
26.3
C
26.3
C
4
14
176
1780
0.741
1379
6
35
140
2.7
35
256
5.0
AF
0.89
0%
1623
0.883
1473
T
3421
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
At Grade 2010 AM
3
0.0
0.0%
4.0
3
7.0
17.0
21.0
26.3%
16.0
4.0
1.0
5.0
Lead
Yes
3.0
None
7.0
17.0
21.0
26.3%
16.0
4.0
1.0
5.0
Lead
Yes
3.0
None
16.0
0.20
0.94
74.2
0.0
74.2
E
74.2
E
128
#274
60
0.0
0.0%
4.0
281
Synchro 7
Page 1
Casey Arborway
9: Arborway & Cemetery Rd
Lane Group
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
0
0
0.97
At Grade 2010 AM
6/25/2012
EBT
815
0
0
0.44
EBR
WBL
WBT
0
427
0
1.10
WBR
NBL
NBT
0
0
0
0.03
NBR
SBL
SBT
0
0
0
0.94
SBR
9: Arborway & Cemetery Rd
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 48 (60%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 53.9
Intersection LOS: D
Intersection Capacity Utilization 103.9%
ICU Level of Service G
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
2163: Arborway & South St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
0
0
25
0
1716
1900
11
616
1900
11
100
1
25
1531
0
1900
11
0
0
25
0
1473
1900
11
172
1900
11
0
0
25
0
188
1900
11
279
1900
11
50
0
25
0
13
1900
11
0
0
25
0
4916
1531
No
0
4842
102
1900
10
100
1
25
1504
0.469
743
328
1900
11
0
147
1900
10
100
1
25
1685
0.195
346
0.92
2%
35
235
4.6
0.94
2%
0.92
2%
0.92
2%
35
677
13.2
0.86
2%
0
1826
670
Free
0
1902
0.0
0.0%
1
1
7.0
28.0
55.0
45.8%
50.0
4.0
1.0
5.0
3.0
C-Max
10.0
13.0
60
58.9
0.49
0.76
20.8
0.1
20.9
C
15.5
B
202
387
155
0
No
0.91
2%
0.76
0%
0
193
pm+pt
3
34
7.0
16.0
16.0
13.3%
11.0
4.0
1.0
5.0
Lead
0.0
0.0%
0.0
0.0%
4.0
120.0
1.00
0.44
0.6
0.2
0.8
A
0
0
4.0
1
1
7.0
28.0
55.0
45.8%
50.0
4.0
1.0
5.0
3.0
C-Max
10.0
13.0
60
58.9
0.49
0.80
22.5
0.1
22.5
C
22.5
C
247
284
597
3065
3065
0.0
0.0%
4.0
0.93
2%
0.88
12%
500
0
116
Perm
34
0.0
0.0%
5.0
4.0
74
66
51.1
0.43
0.38
13.5
0.6
14.1
B
22.2
C
100
74
148
1791
1791
0
No
35
152
3.0
0.79
2%
0.81
0%
431
0
4
65.0
54.2%
3.0
None
46.1
0.38
0.75
35.1
8.3
43.4
D
0
No
35
228
4.4
0.94
6%
T
4842
AF
Free
R
4.0
4916
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2010 PM
4
7.0
28.0
49.0
40.8%
44.0
4.0
1.0
5.0
Lag
2.0
None
10.0
13.0
30
35.1
0.29
0.53
43.6
0.0
43.6
D
75
122
7.0
28.0
49.0
40.8%
44.0
4.0
1.0
5.0
Lag
0.0
0.0%
4.0
2.0
None
10.0
13.0
30
35.1
0.29
0.82
52.5
0.0
52.5
D
50.6
D
310
326
72
Synchro 7 Page 1
Casey Arborway
2163: Arborway & South St
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
At Grade 2010 PM
6/25/2012
EBT
2415
81
0
0
0.78
EBR
100
1531
0
290
0
0.54
WBL
WBT
WBR
2378
30
8
0
0.81
NBL
100
256
3
37
0
0.88
NBT
1533
624
0
0
0.55
NBR
SBL
100
272
0
0
0
0.43
SBT
SBR
657
0
0
0
0.66
2163: Arborway & South St
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 1:EBWB, Start of Green, Master Intersection
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 22.1
Intersection LOS: C
Intersection Capacity Utilization 71.9%
ICU Level of Service C
Analysis Period (min) 15
CMM
McMahon
Synchro 7 Page 2
Casey Arborway
253: South St & Washington St
CMM
McMahon
6/25/2012
EBL
EBR
NBL
NBT
SBT
SBR
151
1900
1726
0.976
1726
136
1900
0
81
1900
0
665
1900
3413
269
1900
0
0
Yes
0
443
1900
3522
0.604
2145
3413
0
Yes
30
198
4.5
0.92
2%
62
30
228
5.2
0.95
1%
0.90
1%
578
999
0
14
1
0.84
0%
383
0
0
pm+pt
4
14
8.0
10.0
10.0
8.3%
8.0
2.0
0.0
4.0
Lag
3
2.0
None
0.0
0.0%
4.0
58.0
48.3%
5.0
R
8.0
10.0
43.0
35.8%
41.0
2.0
0.0
2.0
Lead
30.0
38.0
48.0
40.0%
43.0
4.0
1.0
5.0
Lead
2
T
0.69
0%
ø2
6.0
19.0
19.0
16%
17.0
2.0
0.0
AF
48
30
846
19.2
0.81
0%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 PM
2.0
None
2.0
C-Max
28.7
0.24
0.85
55.3
0.0
55.3
E
55.3
E
252
287
766
67.9
0.57
0.45
16.2
0.3
16.5
B
16.5
B
117
138
118
62.9
0.52
0.55
14.6
0.3
14.9
B
14.9
B
190
325
148
621
0
0
1271
218
1
1819
312
0
0.0
0.0%
4.0
Lag
3.0
None
7.0
10.0
25
Synchro 7
Page 1
Casey Arborway
253: South St & Washington St
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
0.62
EBR
At Grade 2010 PM
6/25/2012
NBL
NBT
0
0.55
SBT
0
0.66
SBR
ø2
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 68 (57%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 23.3
Intersection LOS: C
Intersection Capacity Utilization 80.4%
ICU Level of Service D
Analysis Period (min) 15
253: South St & Washington St
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
25: Washington St & MBTA Busway #2
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
29
1900
902
0.950
902
10
1900
808
526
1900
1863
0
1900
0
0
1900
0
820
1900
3574
808
Yes
11
1863
0
Yes
0
3574
32
0.92
100%
11
Free
2
30
310
7.0
0.92
2%
0.92
2%
0.92
2%
30
139
3.2
0.92
1%
572
0
0
891
1
1
T
30
105
2.4
0.92
100%
Free
3.0
None
6.0
10.0
50
12.4
0.21
0.17
16.9
0.0
16.9
B
12.5
B
9
m19
25
4.0
301
0
0
60.0
1.00
0.01
0.0
0.0
0.0
A
0
m0
808
0
0
7.0
24.0
36.0
60.0%
32.0
3.0
1.0
4.0
Lead
AF
0.0
0.0%
7.0
24.0
36.0
60.0%
32.0
3.0
1.0
4.0
Lead
0.0
0.0%
0.0
0.0%
4.0
4.0
R
7.0
24.0
24.0
40.0%
20.0
3.0
1.0
4.0
Lag
3.0
C-Max
6.0
10.0
0
45.6
0.76
0.40
6.6
0.0
6.6
A
6.6
A
119
211
230
3.0
C-Max
6.0
10.0
0
45.6
0.76
0.33
5.9
0.1
5.9
A
5.9
A
113
188
59
1416
0
0
2716
558
0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 PM
Synchro 7
Page 1
Casey Arborway
25: Washington St & MBTA Busway #2
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
WBL
0
0.11
WBR
0
0.01
NBT
0
0.40
At Grade 2010 PM
6/25/2012
NBR
SBL
SBT
0
0.41
Intersection Summary
Area Type:
Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.40
Intersection Signal Delay: 6.4
Intersection LOS: A
Intersection Capacity Utilization 40.2%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
25: Washington St & MBTA Busway #2
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
2272: Washington St & Ukraine Way
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
156
1900
1787
0.950
1787
272
1900
1599
329
1900
1792
211
1900
1599
304
1900
1759
1599
Yes
373
1792
1599
Yes
237
484
1900
1787
0.432
813
0.73
1%
373
Perm
370
3
2.0
None
0.86
1%
237
Perm
563
pm+pt
4
14
7.0
20.0
35.0
29.2%
32.0
3.0
0.0
4.0
Lag
1
3
10.0
17.0
31.0
25.8%
27.0
3.0
1.0
4.0
Lead
12.0
19.0
30.0
25.0%
26.0
3.0
1.0
4.0
Lead
1
12.0
19.0
30.0
25.0%
26.0
3.0
1.0
4.0
Lead
R
10.0
17.0
31.0
25.8%
27.0
3.0
1.0
4.0
Lead
0.89
1%
2.0
2.0
2.0
None C-Max C-Max
17.8
0.15
0.75
54.2
0.8
55.0
D
29.9
C
150
194
213
17.8
0.15
0.67
15.2
1.2
16.5
B
402
54
0
649
117
0
61
98
1759
30
388
8.8
0.85
8%
358
14
2
T
200
30
1282
29.1
0.89
6%
ø2
4.0
24.0
24.0
20%
16.0
4.0
4.0
AF
30
293
6.7
0.78
1%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 PM
65.0
54.2%
4.0
Lag
3.0
None
59.2
0.49
0.42
22.3
0.0
22.3
C
14.8
B
178
282
1202
59.2
0.49
0.26
3.2
0.0
3.2
A
90.2
0.75
0.65
10.8
0.1
10.9
B
0
44
107
191
884
0
0
909
0
51
863
0
21
2.0
None
5.0
11.0
0
94.2
0.78
0.26
2.6
0.0
2.6
A
7.7
A
43
67
308
1381
0
0
Synchro 7
Page 1
Casey Arborway
2272: Washington St & Ukraine Way
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
WBL
0
0.57
WBR
0
0.70
NBT
0
0.42
At Grade 2010 PM
6/25/2012
NBR
0
0.28
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 9 (8%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 15.8
Intersection Capacity Utilization 62.8%
Analysis Period (min) 15
SBT
0
0.26
ø2
Intersection LOS: B
ICU Level of Service B
2272: Washington St & Ukraine Way
D
R
AF
T
Splits and Phases:
SBL
0
0.67
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
249: Hyde Park Ave & Walk Hill St
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
38
1900
0
1
25
1649
0.990
1649
223
1900
0
0
25
0
559
1900
21
1900
0
0
25
0
1044
1900
0
Yes
3511
345
1900
200
1
25
1770
0.950
1770
333
0.83
2%
4
30
478
10.9
0.95
2%
0.65
2%
0.87
2%
0
620
0
1
397
Prot
4
10.0
18.0
36.0
30.0%
31.0
4.0
1.0
5.0
Lead
4.0
10.0
42.0
35.0%
40.0
2.0
0.0
2.0
Lag
15.0
0.12
1.00
80.3
0.0
80.3
F
80.3
F
~156
117
31
0.0
0.0%
R
2.0
None
0.0
0.0%
4.0
3539
3539
30
828
18.8
0.95
2%
1099
14
AF
3
8.0
16.0
20.0
16.7%
15.0
4.0
1.0
5.0
Lead
0
Yes
ø2
T
144
30
111
2.5
0.59
0%
3511
4.0
2.0
C-Max
3.0
None
43.2
0.36
0.49
34.7
0.0
34.7
C
34.7
C
226
292
398
36.6
0.30
0.73
55.0
0.0
55.0
D
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
At Grade 2010 PM
305
m379
78.0
65.0%
2
7.0
22.0
22.0
18%
20.0
2.0
0.0
5.0
Lag
3.0
None
7.0
13.0
25
81.8
0.68
0.46
12.7
0.0
12.7
B
23.9
C
187
296
748
200
Synchro 7
Page 1
Casey Arborway
249: Hyde Park Ave & Walk Hill St
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
WBL
332
0
0
0
1.00
WBR
At Grade 2010 PM
6/25/2012
NBT
1265
0
0
0
0.49
NBR
SBL
590
0
0
0
0.67
SBT
2410
0
0
0
0.46
ø2
AF
249: Hyde Park Ave & Walk Hill St
D
R
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 8 (7%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 34.3
Intersection LOS: C
Intersection Capacity Utilization 62.8%
ICU Level of Service B
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
2162: Hyde Park Ave & Ukraine Way
CMM
McMahon
6/25/2012
EBL
EBR
NBL
NBT
SBT
SBR
185
1900
1770
0.950
1770
510
1900
1583
283
1900
0
879
1900
3458
145
1900
0
1583
Yes
437
0
499
1900
3501
0.497
1772
3458
0
Yes
0.92
2%
0.88
0%
30
828
18.8
0.91
2%
21
30
489
11.1
0.86
2%
0.78
2%
554
Perm
0
pm+pt
4
14
7.0
12.0
12.0
10.0%
8.0
4.0
0.0
3.0
Lag
870
1208
0
14
1
3
2.0
None
20.1
0.17
0.80
72.1
2.9
75.0
E
47.6
D
166
222
213
369
60
0
66.0
55.0%
5.0
R
8.0
16.0
30.0
25.0%
25.0
4.0
1.0
5.0
Lead
3
8.0
16.0
30.0
25.0%
25.0
4.0
1.0
5.0
Lead
2.0
None
20.1
0.17
0.88
32.3
3.5
35.9
D
118
#276
676
62
0
12.0
20.0
54.0
45.0%
49.0
4.0
1.0
5.0
Lead
2
T
237
ø2
4.0
24.0
24.0
20%
22.0
2.0
0.0
AF
30
293
6.7
0.78
2%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 PM
2.0
None
2.0
C-Max
84.9
0.71
0.99dl
13.2
0.1
13.3
B
13.3
B
127
m134
748
77.9
0.65
0.54
19.8
0.0
19.8
B
19.8
B
463
506
409
1354
0
39
2252
0
76
0.0
0.0%
4.0
Lag
2.0
None
5.0
11.0
0
Synchro 7
Page 1
Casey Arborway
2162: Hyde Park Ave & Ukraine Way
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
0.77
EBR
0
0.90
NBL
At Grade 2010 PM
6/25/2012
NBT
0
0.66
SBT
0
0.56
SBR
ø2
2162: Hyde Park Ave & Ukraine Way
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 25.5
Intersection LOS: C
Intersection Capacity Utilization 73.7%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
dl Defacto Left Lane. Recode with 1 though lane as a left lane.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
22
1900
0
14
1900
0
16
1900
0
0
1900
0
736
1900
3564
11
1900
0
17
1900
0
0
0
Yes
0
3564
0
Yes
0
985
1900
3571
0.929
3321
0
1900
0
0
Yes
0
1900
1753
0.830
1501
14
1900
0
0
0
1900
875
0.804
726
0.79
100%
16
30
94
2.1
0.92
100%
0.88
100%
0.44
0%
19
30
283
6.4
0.92
0%
0.70
0%
0.92
0%
3
30
201
4.6
0.89
1%
0.69
0%
0.85
0%
30
440
10.0
0.92
1%
0.92
0%
44
0
0
Perm
56
0
0
843
0
0
Perm
1091
0
3
2.0
None
2.0
None
8.0
13.0
16.0
13.3%
12.0
3.0
1.0
4.0
1
AF
8.0
13.0
16.0
13.3%
12.0
3.0
1.0
4.0
3
3
8.0
13.0
16.0
13.3%
12.0
3.0
1.0
4.0
0.0
0.0%
4.0
R
3
8.0
13.0
16.0
13.3%
12.0
3.0
1.0
4.0
2.0
None
0.0
0.0%
0.0
0.0%
4.0
4.0
15.0
23.0
82.0
68.3%
76.0
4.0
2.0
4.0
Lead
0
Yes
1
T
0
Perm
0.0
0.0%
4.0
1
15.0
23.0
82.0
68.3%
76.0
4.0
2.0
4.0
Lead
15.0
23.0
82.0
68.3%
76.0
4.0
2.0
4.0
Lead
2.0
None
2.0
C-Max
2.0
2.0
C-Max C-Max
9.8
0.08
0.59
76.1
0.0
76.1
E
76.1
E
28
m#71
14
9.8
0.08
0.40
45.4
0.0
45.4
D
45.4
D
28
70
203
82.6
0.69
0.34
6.1
0.0
6.1
A
6.1
A
61
140
121
82.6
0.69
0.48
2.3
0.0
2.4
A
2.4
A
13
18
360
87
0
0
167
0
0
2454
0
0
2286
69
0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 PM
0.0
0.0%
4.0
Synchro 7
Page 1
Casey Arborway
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
ø2
T
2
AF
12.0
22.0
22.0
18%
20.0
2.0
0.0
3.0
None
7.0
13.0
120
R
Lag
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 PM
Synchro 7
Page 2
Casey Arborway
1759: Hyde Park Ave & Tower St
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
0
0.51
At Grade 2010 PM
6/25/2012
EBR
WBL
WBT
0
0.34
WBR
NBL
NBT
0
0.34
NBR
SBL
SBT
0
0.49
SBR
1759: Hyde Park Ave & Tower St
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 47 (39%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.59
Intersection Signal Delay: 6.7
Intersection LOS: A
Intersection Capacity Utilization 52.6%
ICU Level of Service A
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
1759: Hyde Park Ave & Tower St
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2010 PM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
0
1900
0
0
1900
0
51
1900
0
21
1900
0
21
1900
0
7
1900
0
0
Yes
0
0
Yes
0
0
Yes
0
921
1900
3484
0.941
3282
16
1900
0
0
723
1900
3403
0.884
3015
22
1900
0
0
0
1900
1762
0.966
1762
0.92
0%
30
125
2.8
0.92
0%
0.92
0%
0.92
0%
15
30
187
4.3
0.92
0%
0.92
0%
0.75
100%
8
30
440
10.0
0.90
2%
0.46
0%
0.58
0%
3
30
194
4.4
0.89
1%
0.67
100%
0
0
0
0
Perm
78
0
0
Perm
879
0
0
Perm
1071
0
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
R
0.0
0.0%
2.0
None
45
8.0
13.0
24.0
20.0%
20.0
3.0
1.0
4.0
1
1
15.0
23.0
74.0
61.7%
68.0
4.0
2.0
4.0
Lead
AF
3
8.0
13.0
24.0
20.0%
20.0
3.0
1.0
4.0
0.0
0.0%
4.0
15.0
23.0
74.0
61.7%
68.0
4.0
2.0
6.0
Lead
0
Yes
1
T
3
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 PM
0.0
0.0%
4.0
1
15.0
23.0
74.0
61.7%
68.0
4.0
2.0
4.0
Lead
15.0
23.0
74.0
61.7%
68.0
4.0
2.0
6.0
Lead
2.0
None
2.0
2.0
C-Max C-Max
2.0
2.0
C-Max C-Max
9.6
0.08
0.50
53.7
0.0
53.7
D
53.7
D
48
96
107
80.8
0.67
0.43
2.7
0.1
2.8
A
2.8
A
30
23
360
80.8
0.67
0.48
7.8
0.5
8.3
A
8.3
A
156
m183
114
306
0
0
2033
193
22
2211
640
0
0.0
0.0%
4.0
Synchro 7
Page 1
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
ø2
T
2
AF
12.0
22.0
22.0
18%
20.0
2.0
0.0
3.0
None
7.0
13.0
100
R
Lag
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 PM
Synchro 7
Page 2
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
EBR
WBL
At Grade 2010 PM
6/25/2012
WBT
0
0.25
WBR
NBL
NBT
0
0.48
NBR
SBL
SBT
0
0.68
SBR
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 65 (54%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.50
Intersection Signal Delay: 7.6
Intersection LOS: A
Intersection Capacity Utilization 50.9%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
2303: Hyde Park Ave & Fitzgerald Parking Lot
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2010 PM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
2164: Washington St & Arborway
CMM
McMahon
6/25/2012
EBT
EBR
WBT
WBR
NBL
NBT
NBR
NBR2
SBL
SBT
SBR2
NEL2
1759
1900
11
1359
1900
11
176
1900
11
15
1900
11
3301
0
0
4808
0
3421
1459
0
No
56
1900
10
100
1
25
1685
0.415
736
606
1900
11
3421
0
1900
11
100
1
25
1459
4798
110
1900
10
0
1
25
1636
0.118
203
260
1900
11
4808
219
1900
11
100
0
25
0
374
1900
11
4798
338
1900
11
100
0
25
0
3301
0
No
872
0.950
872
35
677
13.2
0.94
2%
0.94
2%
35
147
2.9
0.86
2%
0.81
2%
0.90
3%
2231
0
1850
0
122
pm+pt
3
4
5.0
11.0
11.0
9.2%
7.0
3.0
1.0
4.0
Lead
1
0.0
0.0%
10.0
54.0
54.0
45.0%
50.0
3.0
1.0
4.0
3.0
C-Max
36.0
14.0
30
56.7
0.47
0.98
33.8
0.0
33.8
C
33.8
C
~715
#802
597
0.0
0.0%
R
10.0
54.0
54.0
45.0%
50.0
3.0
1.0
4.0
4.0
3.0
C-Max
36.0
14.0
30
56.7
0.47
0.81
31.3
0.3
31.5
C
31.5
C
534
423
67
4.0
3.0
None
42.9
0.36
0.78
66.3
0.0
66.3
E
38
#150
0
0.92
2%
0.92
7%
0.80
0%
283
Perm
0
70
pm+pt
3
4
5.0
11.0
11.0
9.2%
7.0
3.0
1.0
4.0
Lead
T
35
193
3.8
0.94
2%
398
AF
1
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2010 PM
4
7.0
41.0
41.0
34.2%
37.0
3.0
1.0
4.0
Lag
3.0
None
24.0
13.0
20
35.9
0.30
0.39
27.3
0.0
27.3
C
36.7
D
107
110
113
4
7.0
41.0
41.0
34.2%
37.0
3.0
1.0
4.0
Lag
0.0
0.0%
4.0
3.0
None
24.0
13.0
20
35.9
0.30
0.65
36.3
0.7
37.0
D
3.0
None
172
284
34
57
42.9
0.36
0.22
24.6
0.0
24.6
C
35
323
6.3
0.94
2%
0.91
2%
0.92
100%
838
0
16
Prot
8
4
7.0
41.0
41.0
34.2%
37.0
3.0
1.0
4.0
Lag
3.0
None
24.0
13.0
20
35.9
0.30
0.85
48.6
0.0
48.6
D
46.8
D
316
397
243
0.0
0.0%
4.0
8.0
14.0
14.0
11.7%
8.0
3.0
3.0
6.0
2.0
None
8.0
0.07
0.28
65.7
0.0
65.7
E
12
37
Synchro 7
Page 1
Casey Arborway
2164: Washington St & Arborway
CMM
McMahon
6/25/2012
SWL
14
1900
11
0
1
25
872
0.950
872
T
0.92
100%
R
8.0
14.0
14.0
11.7%
8.0
3.0
3.0
6.0
AF
15
Prot
8
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2010 PM
2.0
None
8.0
0.07
0.26
64.6
0.0
64.6
E
11
35
Synchro 7
Page 2
Casey Arborway
2164: Washington St & Arborway
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBT
EBR
2265
0
0
0
0.98
At Grade 2010 PM
6/25/2012
WBT
WBR
2270
34
77
0
0.84
NBL
NBT
156
0
0
0
0.78
1055
0
0
0
0.38
NBR
100
450
35
0
0
0.68
NBR2
SBL
100
319
0
0
0
0.22
SBT
1018
0
0
0
0.82
SBR2
NEL2
58
0
0
0
0.28
2164: Washington St & Arborway
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 5 (4%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 35.7
Intersection LOS: D
Intersection Capacity Utilization 86.7%
ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
2164: Washington St & Arborway
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2010 PM
6/25/2012
SWL
58
0
0
0
0.26
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
3: Arborway & Forest Hills Drive
CMM
McMahon
6/25/2012
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
520
1900
10
180
1
25
1636
0.950
1636
1336
1900
11
1
1900
11
0
0
25
0
8
1900
10
100
1
25
1668
0.136
239
772
1900
11
33
1900
11
0
0
25
0
10
1900
11
0
0
25
0
5
1900
11
38
1900
11
0
0
25
0
1
1900
11
0
0
No
0
1733
0.729
1326
599
1900
11
100
1
25
1546
0
No
1703
0.902
1567
10
1900
11
0
0
25
0
0.92
1%
0.80
0%
35
179
3.5
0.80
0%
0.80
0%
0.89
1%
35
284
5.5
0.89
1%
0
0
Perm
30
0
0
Perm
7.0
40.0
51.0
42.5%
47.0
3.0
1.0
4.0
2.0
None
20.0
15.0
20
45.6
0.38
0.90
53.8
0.0
53.8
D
455
#596
0
No
35
177
3.4
0.93
2%
0.93
0%
0.92
1%
1438
0
9
Perm
13
95.0
79.2%
4.0
97.3
0.81
0.52
1.9
0.2
2.0
A
16.5
B
6
70
97
3434
3434
35
313
6.1
0.92
1%
875
AF
559
Prot
3
3421
1
0.0
0.0%
1
7.0
39.0
44.0
36.7%
40.0
3.0
1.0
4.0
R
0.93
3%
3421
T
EBL
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2010 PM
4.0
3.0
C-Min
20.0
15.0
20
47.7
0.40
0.09
22.4
0.0
22.4
C
2
m2
7.0
39.0
44.0
36.7%
40.0
3.0
1.0
4.0
3.0
C-Min
20.0
15.0
20
47.7
0.40
0.64
20.1
0.8
20.9
C
20.9
C
129
m128
233
0.0
0.0%
4.0
5
7.0
25.0
25.0
20.8%
21.0
3.0
1.0
4.0
2.0
None
7.0
14.0
20
5
7.0
25.0
25.0
20.8%
21.0
3.0
1.0
4.0
2.0
None
7.0
14.0
20
14.7
0.12
0.16
45.6
0.0
45.6
D
45.6
D
21
42
99
44
1546
Yes
606
0.89
1%
673
Perm
5
0.0
0.0%
4.0
5
7.0
25.0
25.0
20.8%
21.0
3.0
1.0
4.0
2.0
None
7.0
14.0
20
7.0
25.0
25.0
20.8%
21.0
3.0
1.0
4.0
2.0
None
7.0
14.0
20
14.7
0.12
0.27
49.1
0.8
49.9
D
28.9
C
31
65
204
5
7.0
25.0
25.0
20.8%
21.0
3.0
1.0
4.0
2.0
None
7.0
14.0
20
14.7
0.12
0.93
27.5
0.0
27.5
C
48
#264
Synchro 7
Page 1
Casey Arborway
3: Arborway & Forest Hills Drive
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
180
641
0
0
0
0.87
EBT
At Grade 2010 PM
6/25/2012
EBR
2814
500
228
0
0.62
WBL
100
95
0
0
0
0.09
WBT
WBR
NBL
1365
213
0
0
0.76
NBT
274
0
0
0
0.11
NBR
SBL
SBT
232
0
78
0
0.29
SBR
100
771
0
0
0
0.87
3: Arborway & Forest Hills Drive
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 35 (29%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 20.3
Intersection LOS: C
Intersection Capacity Utilization 75.3%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
13: Arborway & East Bow Tie
CMM
McMahon
6/25/2012
EBU
EBL
EBT
WBT
WBR
SBL
SBR
208
1900
11
0
1900
11
250
1
25
0
1858
1900
11
1378
1900
11
3421
3421
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
3421
3421
0
Yes
0
0
Yes
0.92
0.92
35
458
8.9
0.94
35
458
8.9
0.86
0.92
226
Prot
3
0
1977
1602
0
13
1
2.0
None
7.0
20.0
10
29.7
0.25
0.53
43.9
0.0
43.9
D
0.0
0.0%
105.0
87.5%
4.0
164
m190
10.0
24.0
69.0
57.5%
65.0
3.0
1.0
4.0
Lead
4.0
0.92
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
79.3
0.66
0.71
17.6
0.1
17.7
B
17.7
B
294
369
378
2
4.0
15.0
15.0
13%
13.0
2.0
0.0
Lag
2.0
C-Max
116.2
0.97
0.60
5.1
0.0
5.1
A
9.1
A
100
m147
378
ø2
T
35
112
2.2
0.92
AF
10.0
34.0
36.0
30.0%
32.0
3.0
1.0
4.0
R
1711
0.950
1711
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
At Grade 2010 PM
2.0
None
7.0
6.0
10
32
250
Synchro 7
Page 1
Casey Arborway
13: Arborway & East Bow Tie
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBU
471
0
0
0
0.48
EBL
At Grade 2010 PM
6/25/2012
EBT
3313
64
44
0
0.61
WBT
2260
82
61
0
0.74
WBR
SBL
SBR
ø2
13: Arborway & East Bow Tie
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 5 (4%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 12.7
Intersection LOS: B
Intersection Capacity Utilization 54.7%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
11: Arborway & West Bow Tie
CMM
McMahon
6/25/2012
EBL
EBT
WBU
WBT
WBR
SBL
SBR
0
1900
11
0
0
25
0
1798
1900
11
1099
1900
11
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
4916
534
1900
11
350
1
25
1711
0.950
1711
0
Yes
0
0
Yes
0.92
35
172
3.4
0.94
0
1913
0.92
1
4.0
35
412
8.0
0.86
0.92
1278
0
12
10.0
35.0
63.0 120.0
52.5% 100.0%
59.0
3.0
1.0
4.0
4.0
Lag
R
0.0
0.0%
10.0
24.0
57.0
47.5%
53.0
3.0
1.0
4.0
Lead
3421
2.0
C-Max
61.0
0.51
0.77
27.7
0.1
27.7
C
27.7
C
435
557
92
2500
0
41
35
131
2.6
0.92
0.92
0
0
AF
580
Prot
2
3421
T
4916
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2010 PM
2.0
None
51.0
0.42
0.80
52.9
1.4
54.3
D
472
587
350
841
113
0
120.0
1.00
0.37
0.2
0.0
0.2
A
17.1
B
0
0
332
0.0
0.0%
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
51
3409
0
0
Synchro 7
Page 1
Casey Arborway
11: Arborway & West Bow Tie
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
0
0.78
At Grade 2010 PM
6/25/2012
WBU
0
0.80
WBT
0
0.37
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 5 (4%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 22.5
Intersection Capacity Utilization 71.0%
Analysis Period (min) 15
SBL
SBR
Intersection LOS: C
ICU Level of Service C
11: Arborway & West Bow Tie
D
R
AF
T
Splits and Phases:
WBR
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
9: Arborway & Cemetery Rd
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
55
1900
10
150
1
25
1685
0.100
177
1329
1900
11
0
1900
11
0
0
25
0
1
1900
11
0
0
25
0
761
1900
16
292
1900
11
0
0
25
0
8
1900
12
0
0
25
0
4
1900
12
2
1900
12
0
0
25
0
593
1900
12
0
0
25
0
3
1900
12
44
1900
12
0
0
25
0
0
Yes
0
0
Yes
0
0
Yes
0
3421
3853
0.855
3294
50
35
337
6.6
35
313
6.1
0.92
2%
0.92
0%
0.92
0%
0.92
2%
60
pm+pt
4
14
7.0
15.0
15.0
12.5%
11.0
3.0
1.0
4.0
Lag
1445
0
0
Perm
1145
14
5.0
2.0
None
52.0
0.43
0.28
19.6
0.0
19.6
B
0
48
150
215
0.92
1%
1
0.80
0%
0
0
Perm
1
0.0
0.0%
1
7.0
20.0
45.0
37.5%
40.0
4.0
1.0
5.0
R
60.0
50.0%
2
35
153
3.0
AF
0.92
0%
4.0
7.0
20.0
45.0
37.5%
40.0
4.0
1.0
5.0
55.0
0.46
0.92
30.0
1.1
31.2
C
30.7
C
331
#689
233
3.0
3.0
C-Max C-Max
40.0
0.33
1.01
68.1
2.1
70.2
E
70.2
E
~462
#615
257
1568
1131
1813
0.783
1462
0.0
0.0%
4.0
3
7.0
20.0
60.0
50.0%
55.0
4.0
1.0
5.0
Lead
1
0.80
0%
17
0
3.0
None
3.0
None
55.0
0.46
0.03
16.6
0.0
16.6
B
16.6
B
6
17
73
671
0
Yes
0.99
1%
0.99
0%
0.99
2%
0
Perm
646
0
3
7.0
20.0
60.0
50.0%
55.0
4.0
1.0
5.0
Lead
1781
0.729
1358
4
35
181
3.5
0.80
0%
T
3421
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
At Grade 2010 PM
3
0.0
0.0%
4.0
3
7.0
20.0
60.0
50.0%
55.0
4.0
1.0
5.0
Lead
3.0
None
7.0
20.0
60.0
50.0%
55.0
4.0
1.0
5.0
Lead
0.0
0.0%
4.0
3.0
None
55.0
0.46
1.03
77.6
0.0
77.6
E
77.6
E
~537
#769
101
625
Synchro 7
Page 1
Casey Arborway
9: Arborway & Cemetery Rd
Lane Group
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
0
0
0.28
At Grade 2010 PM
6/25/2012
EBT
33
0
0
0.94
EBR
WBL
WBT
0
8
0
1.02
WBR
NBL
NBT
0
0
0
0.03
NBR
SBL
SBT
0
0
0
1.03
SBR
AF
9: Arborway & Cemetery Rd
D
R
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 40 (33%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 53.4
Intersection LOS: D
Intersection Capacity Utilization 96.4%
ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 2
EXISTING 2035
(PROJECTED 2035 TRAFFIC VOLUMES ON EXISTING STREET
NETWORK)
Casey Overpass
2163: Arborway Ramps & South St
6/25/2012
EBL
EBT
EBR
EBR2
WBL
WBT
WBR
NBL
NBT
NBR
SBL2
SBL
54
0
0
1583
213
0
213
0
297
0
100
0
0
0
0
0
643
3341
0.736
2486
328
0
0
0
13
1454
0.080
122
0.93
2%
2
0.93
2%
2
1583
541
0.92
2%
0
0.94
2%
2
0.83
3%
0
82
3177
0.979
3177
131
0.92
1%
0
227
0
0
27
1789
0.477
881
0.86
6%
0
0.97
0%
0
0.91
4%
0
0.90
2%
0
0.89
14%
0
0.89
100%
0
0
custom
87
227
custom
0
0
Split
3
610
0
0
Perm
1377
0
0
Perm
127
Perm
4
24.0
8.0
4
24.0
8.0
14.2
0.12
0.84
104.2
0.0
104.2
F
29.9
C
66
#154
617
4
24.0
8.0
14.2
0.12
0.34
1.4
0.0
1.4
A
1
60.0
4.0
1
60.0
4.0
61.2
0.51
2.05
542.5
0.0
542.5
F
19.0
4.0
15.0
0.12
1.19
138.8
43.0
181.8
F
181.8
F
~186
#283
165
1
0.0
4.0
0
0
200
680
0
27
0
0.35
1
60.0
4.0
T
19.0
4.0
3
AF
0.0
4.0
R
117
0
0
0
0.74
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Bus Blockages (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
512
39
3
0
1.29
60.0
4.0
61.2
0.51
1.09
66.2
17.7
83.9
F
83.9
F
~665
m#771
248
1268
47
0
0
1.13
0.0
4.0
~117
#243
62
0
0
0
2.05
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 4 (3%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 2.05
Intersection Signal Delay: 113.7
Intersection LOS: F
Intersection Capacity Utilization 96.8%
ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 1
Casey Overpass
2163: Arborway Ramps & South St
6/25/2012
2163: Arborway Ramps & South St
SBR
NWR
235
1722
12
0
13
1611
1722
3
0.83
10%
0
0
1611
0.92
0%
0
0.92
2%
0
296
0
14
custom
ø2
2
1
0.0
4.0
880
0
85
0
0.37
17.0
AF
60.0
4.0
61.2
0.51
0.34
20.2
0.1
20.3
C
177.1
F
142
191
87
4
24.0
8.0
14.2
0.12
0.07
46.7
0.0
46.7
D
T
SBT
R
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Bus Blockages (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
D
Splits and Phases:
Existing 2035 AM
10
30
215
0
0
0
0.07
Intersection Summary
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
253: South St & Washington St
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
234
0
0
1736
0.767
1371
17
100
0
30
0
6
0
98
0
0
0
453
3290
195
0
0
0
0
1015
3553
0.701
2503
0
0
0
0
882
0.725
662
12
0
0
3290
65
0
0.92
0%
9
0.86
1%
9
0.75
100%
0.92
100%
9
0.50
100%
9
0.91
2%
0.95
1%
9
0.92
0%
9
0.92
0%
0.91
5%
9
0.91
1%
408
0
0
Perm
52
0
1176
0
0
712
0
9
0.80
1%
0
Perm
3
0.0
4.0
401
0
0
0
1.02
39.0
5.0
34.0
0.28
0.27
23.9
0.0
23.9
C
23.9
C
17
46
187
AF
39.0
5.0
34.0
0.28
1.02
90.8
0.0
90.8
F
90.8
F
~317
#526
766
3
3
39.0
4.0
R
3
39.0
4.0
0
D.P+P
4
1
0.0
14.0
4.0
4.0
14
65.0
5.0
61.4
0.51
0.86
34.6
2.2
36.8
D
36.8
D
376
#487
122
T
0
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
196
0
0
0
0.27
1360
0
89
0
0.93
1
0.0
4.0
0.0
4.0
51.0
5.0
52.4
0.44
0.48
22.7
0.7
23.4
C
23.4
C
226
m222
248
0.0
4.0
1473
402
0
0
0.66
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 11 (9%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 41.8
Intersection LOS: D
Intersection Capacity Utilization 88.1%
ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 1
Casey Overpass
253: South St & Washington St
6/25/2012
253: South St & Washington St
T
ø2
AF
2
16.0
R
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
D
Splits and Phases:
Existing 2035 AM
Intersection Summary
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
1712: Washington St & MBTA Busway #2
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
0
0
0
0
1053
3438
34
0
8
0
0
0
0
0
0.92
0%
0.92
0%
3438
12
0.96
1%
546
3435
0.925
3181
0.85
100%
0.67
100%
0.95
3%
0
0
1137
0
0
Perm
587
0.0
4.0
103.0
4.0
107.4
0.90
0.37
2.4
0.3
2.8
A
2.8
A
220
46
101
0.0
4.0
1
2
103.0
4.0
107.4
0.90
0.21
0.9
0.0
0.9
A
0.9
A
21
m25
253
17.0
AF
0.0
4.0
1
103.0
4.0
ø2
T
1
R
297
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
3078
1171
0
0
0.60
2847
0
0
0
0.21
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.37
Intersection Signal Delay: 2.1
Intersection LOS: A
Intersection Capacity Utilization 33.5%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
CMM
McMahon
1712: Washington St & MBTA Busway #2
Synchro 7
Page 1
Casey Overpass
2272: Washington St & Ukraine Way
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
189
1805
0.950
1805
598
1599
434
3388
197
0
251
1863
1599
664
0.90
1%
3388
76
0.96
1%
0
308
1787
0.286
538
0.82
1%
0.93
1%
0.91
2%
664
Prot
3
692
0
276
36.0
4.0
18.8
0.16
0.82
11.8
6.7
18.5
B
32.0
4.0
52.1
0.43
0.46
25.5
0.1
25.6
C
25.6
C
188
286
1202
331
D.P+P
4
1
0.0
28.0
4.0
4.0
73.2
0.61
0.60
15.4
0.1
15.5
B
36.0
4.0
18.8
0.16
0.73
57.4
0.4
57.8
E
27.8
C
139
m113
213
481
62
0
0
0.49
76
m99
1
913
201
0
0
0.93
1863
14
2
60.0
4.0
77.2
0.64
0.23
7.8
0.0
7.8
A
12.0
B
60
87
308
24.0
T
3
ø2
AF
205
R
0.92
0%
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
1515
0
110
0
0.49
72
102
586
0
17
0
0.58
1189
0
0
0
0.23
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 69 (58%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 22.6
Intersection LOS: C
Intersection Capacity Utilization 62.0%
ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
CMM
McMahon
2272: Washington St & Ukraine Way
Synchro 7
Page 1
Casey Overpass
249: Hyde Park Ave & Walk Hill St
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
14
1638
0.998
1638
417
0.65
0%
371
0
1035
3549
27
0
530
3574
0
0
0.89
1%
3549
4
0.92
1%
205
1770
0.950
1770
0.59
4%
0.85
2%
0.94
1%
439
0
1171
0
241
Prot
4
564
14
2
30.0
5.0
25.0
0.21
0.65
55.6
0.0
55.6
E
77.0
5.0
83.2
0.69
0.23
7.5
0.0
7.5
A
21.9
C
102
105
748
22.0
580
0
0
0
0.76
47.0
5.0
53.2
0.44
0.74
33.6
0.0
33.6
C
33.6
C
439
#601
398
0.0
4.0
3574
AF
0.0
4.0
R
21.0
5.0
13.6
0.11
0.79
17.4
0.0
17.4
B
17.4
B
16
0
31
1
ø2
T
3
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
1575
0
0
0
0.74
181
249
200
369
0
0
0
0.65
2478
0
0
0
0.23
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 114 (95%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 26.7
Intersection LOS: C
Intersection Capacity Utilization 80.3%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 1
Casey Overpass
249: Hyde Park Ave & Walk Hill St
6/25/2012
249: Hyde Park Ave & Walk Hill St
D
R
AF
T
Splits and Phases:
Existing 2035 AM
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
2162: Hyde Park Ave & Ukraine Way
6/25/2012
EBL
EBR
NBL
NBT
SBT
SBR
210
1787
0.950
1787
295
1599
610
0
441
3430
177
0
1599
339
0.87
1%
0
800
3499
0.563
2012
0
0.93
1%
0.89
1%
3430
68
0.86
1%
0.87
0%
339
0
Prot D.P+P
3
4
1
24.0
12.0
5.0
4.0
18.2
0.15
0.64
19.1
6.1
25.3
C
1555
716
0
14
1
75.0
5.0
78.4
0.65
1.37dl
77.0
1.7
78.7
E
78.7
E
~316
#970
748
63.0
5.0
71.4
0.60
0.35
6.2
0.0
6.2
A
6.2
A
94
72
409
24.0
5.0
18.2
0.15
0.90
64.8
10.4
75.2
E
46.2
D
189
#311
213
283
26
0
0
0.95
120
247
539
147
0
0
0.86
2
0.0
4.0
21.0
T
3
ø2
AF
244
R
0.86
1%
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
1401
0
5
0
1.11
2068
0
9
0
0.35
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 1 (1%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.11
Intersection Signal Delay: 53.9
Intersection LOS: D
Intersection Capacity Utilization 81.8%
ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
dl Defacto Left Lane. Recode with 1 though lane as a left lane.
CMM
McMahon
Synchro 7
Page 1
Casey Overpass
2162: Hyde Park Ave & Ukraine Way
6/25/2012
2162: Hyde Park Ave & Ukraine Way
D
R
AF
T
Splits and Phases:
Existing 2035 AM
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
1759: Hyde Park Ave & Tower St
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
24
0
0
866
0.862
766
32
0.92
100%
18
0
9
0
16
0
0
0
937
3567
9
0
6
0
0
0
0
0
0
0.56
100%
0.56
0%
0.63
0%
0.92
0%
3567
1
0.86
1%
544
3537
0.925
3275
0
0
0
0
1711
0.908
1584
25
0.92
0%
0.75
0%
0.50
0%
0.91
2%
0.92
0%
68
0
0
Perm
41
0
0
1102
0
0
Perm
610
0
0.67
100%
0
Perm
3
0.0
4.0
69.0
6.0
82.4
0.69
0.45
11.6
0.0
11.6
B
11.6
B
217
m184
121
350
0
0
0
0.12
2449
0
0
0
0.45
185
0
0
0
0.37
29.0
4.0
14.6
0.12
0.19
26.1
0.0
26.1
C
26.1
C
11
44
203
1
AF
29.0
4.0
14.6
0.12
0.56
61.1
0.0
61.1
E
61.1
E
36
88
14
3
3
29.0
4.0
R
3
29.0
4.0
0.0
4.0
0.0
4.0
T
0
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
0
1
0.0
4.0
1
69.0
4.0
69.0
6.0
82.4
0.69
0.27
3.3
0.1
3.4
A
3.4
A
24
34
360
0.0
4.0
2248
606
0
0
0.37
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 108 (90%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.56
Intersection Signal Delay: 11.0
Intersection LOS: B
Intersection Capacity Utilization 45.4%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
CMM
McMahon
1759: Hyde Park Ave & Tower St
Synchro 7
Page 1
Casey Overpass
1759: Hyde Park Ave & Tower St
Intersection Summary
CMM
McMahon
6/25/2012
ø2
2
R
AF
T
22.0
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
Synchro 7
Page 2
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
0
0
0
0
0
1
0
4
0
21
0
2
0
0
0
0
0
0
0
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.25
0%
0.58
100%
0.46
0%
0.85
0%
539
3509
0.953
3344
13
0.95
2%
28
0
0
935
3452
0.913
3158
1
0.89
1%
2
0
0
0
1654
0.997
1654
16
0.92
0%
0.70
0%
0
0
0
0
Perm
17
0
0
Perm
1091
0
0
Perm
609
0
3
0.0
4.0
45
84.0
4.0
95.2
0.79
0.44
1.0
0.0
1.0
A
1.0
A
2
13
360
153
0
0
0
0.11
2506
26
0
0
0.44
T
0.0
4.0
AF
14.0
4.0
8.0
0.07
0.14
26.2
0.0
26.2
C
26.2
C
1
25
107
1
1
84.0
4.0
0.0
4.0
R
0.0
4.0
3
14.0
4.0
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
0
1
0.0
4.0
1
84.0
4.0
84.0
4.0
95.2
0.79
0.23
3.1
0.2
3.3
A
3.3
A
23
m101
38
0.0
4.0
2656
1209
0
0
0.42
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 102 (85%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.44
Intersection Signal Delay: 2.1
Intersection LOS: A
Intersection Capacity Utilization 54.3%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
CMM
McMahon
2303: Hyde Park Ave & Fitzgerald Parking Lot
Synchro 7
Page 1
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
Intersection Summary
CMM
McMahon
6/25/2012
ø2
2
R
AF
T
22.0
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
Synchro 7
Page 2
Casey Overpass
2164: New Washington & Washington St
6/25/2012
EBL
EBR
EBR2
WBL
WBT
WBR
NBL
NBT
SBL
SBT
SBR
208
1641
0.950
1641
194
1568
53
1524
176
0
64
0
93
0
0
0
0
0
340
3250
0.597
1958
126
1553
0.77
10%
0.82
3%
1524
70
0.76
6%
649
3433
0.728
2514
55
0
1568
303
3283
0.984
3283
12
0.84
2%
0.74
6%
0.88
1%
0.82
5%
0.59
6%
0.84
11%
667
0
0
D.P+P
4
1
0.0
10.0
4.0
4.0
897
0
Perm
498
160
#269
287
0
0
0
0.94
330
274
0
0
0
0.86
0
Split
3
3
64.0
8.0
48.3
0.40
0.87
31.8
0.9
32.7
C
32.7
C
126
151
190
693
0
0
0
0.96
1027
28
0
0
0.90
7
17
330
324
0
0
0
0.22
30.0
5.0
25.0
0.21
0.96
72.9
0.0
72.9
E
72.9
E
266
#344
272
14
T
30.0
1.0
R
188
#282
0.80
13%
AF
270
237
70
custom custom custom
2
2
2
2
2
2
26.0
26.0
26.0
5.0
5.0
5.0
20.7
20.7
20.7
0.17
0.17
0.17
0.95
0.87
0.22
76.7
63.3
7.0
0.0
0.0
0.0
76.7
63.3
7.0
E
E
A
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
1553
137
0.92
4%
137
custom
1
1
54.0
4.0
54.0
4.0
50.3
0.42
0.61
30.0
0.0
30.0
C
24.3
C
140
181
243
821
0
0
0
0.61
12
80.0
4.0
76.0
0.63
0.13
3.8
0.0
3.8
A
0
m32
200
1038
0
0
0
0.13
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 108 (90%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 46.7
Intersection LOS: D
Intersection Capacity Utilization 77.5%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 1
Casey Overpass
2164: New Washington & Washington St
6/25/2012
2164: New Washington & Washington St
D
R
AF
T
Splits and Phases:
Existing 2035 AM
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
9: Route 203 & Cemetery Rd
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
3
0
0
0
5
0
4
0
229
0
0
0
0
0
0.89
0%
0.89
2%
0.89
0%
0.93
1%
0.93
1%
0.80
2%
0.80
2%
0.80
2%
0.92
1%
2
1780
0.741
1379
6
0.92
0%
23
0
0
3
1812
0.851
1585
0
0
0
1200
3343
0.954
3190
360
0.93
2%
774
0
0
656
3539
0.900
3186
0.92
0%
0
Perm
740
0
0
Perm
2127
0
0
Perm
9
0
0
Perm
276
0
1
1992
0
0
0
0.37
51.0
5.0
46.1
0.63
1.00
32.9
0.0
32.9
C
32.9
C
~449
#662
23
0.0
4.0
24.0
5.0
17.6
0.24
0.02
21.4
0.0
21.4
C
21.4
C
3
12
27
2129
0
0
0
1.00
409
0
0
0
0.02
T
0.0
4.0
2
2
24.0
5.0
AF
51.0
5.0
46.1
0.63
0.37
7.6
0.0
7.6
A
7.6
A
81
111
391
1
1
51.0
5.0
R
1
51.0
5.0
D
Lane Group
Lane Configurations
Volume (vph)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Satd. Flow (RTOR)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Total Split (s)
Total Lost Time (s)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 AM
0
2
0.0
4.0
2
24.0
5.0
24.0
5.0
17.6
0.24
0.83
48.1
0.0
48.1
D
48.1
D
117
#238
44
0.0
4.0
361
0
0
0
0.76
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 73.7
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 28.3
Intersection LOS: C
Intersection Capacity Utilization 90.9%
ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 1
Casey Overpass
9: Route 203 & Cemetery Rd
6/25/2012
9: Route 203 & Cemetery Rd
D
R
AF
T
Splits and Phases:
Existing 2035 AM
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
2163: Arborway Ramps & New Washington St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
EBR2
WBL
WBT
WBR
NBL
NBT
NBR
SBL2
SBL
63
1900
0
1
25
0
94
1900
0
1900
200
1
25
1583
358
1900
329
1900
0
0
25
0
145
1900
163
1900
0
0
25
0
195
1900
0
0
25
0
217
1900
131
1900
1583
0
Yes
0
Yes
0
3251
0.582
1921
326
1900
0
0
25
0
0
0
10
1900
0
1
25
1529
0.231
372
0.76
0%
30
328
7.5
0.94
6%
0.93
2%
0.88
12%
0.88
100%
839
0
0
Perm
160
Perm
1
1
1
1
0
1825
0.560
1043
0.92
2%
30
697
15.8
0.92
2%
0
0
3328
0.974
3328
32
30
245
5.6
0.90
1%
170
4
4
4
4
0.92
2%
0.86
1%
389
custom
0
0
Split
3
3
1
1
4
4
723
2.0
None
5.0
11.0
0
21.8
0.18
0.90
91.2
0.0
91.2
F
178.7
F
127
0
2.0
None
5.0
11.0
0
21.8
0.18
0.68
14.0
202.9
216.9
F
3
4.0
4.0
11.0
11.0
0.0
24.0
24.0
0.0% 20.0% 20.0%
18.0
18.0
3.0
3.0
3.0
3.0
0.0
-2.0
-2.0
4.0
4.0
4.0
Lead
Lead
30
2.0
None
0
Perm
3
0
1
1
4.0
4.0
11.0
11.0
0.0
47.0
47.0
0.0% 39.2% 39.2%
40.0
40.0
3.0
3.0
4.0
4.0
0.0
-3.0
-3.0
4.0
4.0
4.0
Lead
Lead
4.0
4.0
11.0
11.0
0.0
47.0
47.0
0.0% 39.2% 39.2%
40.0
40.0
3.0
3.0
4.0
4.0
0.0
-3.0
-3.0
4.0
4.0
4.0
Lead
Lead
2.0
None
2.0
2.0
C-Max C-Max
2.0
2.0
C-Max C-Max
20.0
0.17
1.24
165.6
115.2
280.8
F
280.8
F
~315
56.2
0.47
0.93
43.4
30.5
74.0
E
74.0
E
348
56.2
0.47
0.91
84.2
0.0
84.2
F
R
4.0
4.0
4.0
24.0
24.0
24.0
32.0
32.0
32.0
26.7% 26.7% 26.7%
24.0
24.0
24.0
4.0
4.0
4.0
4.0
4.0
4.0
0.0
0.0
0.0
8.0
8.0
8.0
Lag
Lag
Lag
2.0
None
5.0
11.0
0
0.91
4%
AF
0
custom
0.92
2%
T
343
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Existing 2035 PM
105
Synchro 7
Page 1
Casey Overpass
2163: Arborway Ramps & New Washington St
CMM
McMahon
SBR
NWR
372
1900
14
1900
0
0
25
0
10
1900
0
1
25
1611
0
Yes
1611
2
30
167
3.8
0.79
1%
0.81
0%
0.92
2%
488
0
11
custom
1872
1872
2
4
4
1
4.0
24.0
0.0
32.0
0.0% 26.7%
24.0
4.0
4.0
0.0
0.0
4.0
8.0
Lag
1.0
15.0
17.0
14%
15.0
2.0
0.0
2.0
None
5.0
11.0
0
21.8
0.18
0.04
39.3
0.0
39.3
D
2.0
None
6.0
7.0
20
R
4.0
11.0
47.0
39.2%
40.0
3.0
4.0
-3.0
4.0
Lead
2.0
C-Max
56.2
0.47
0.56
28.3
1.7
30.0
C
43.4
D
246
ø2
AF
1
6/25/2012
T
SBT
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Existing 2035 PM
Lag
7
Synchro 7
Page 2
Casey Overpass
2163: Arborway Ramps & New Washington St
Lane Group
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
#248
617
209
0
0
0
0.81
EBR
133
EBR2
200
591
0
321
0
1.44
Existing 2035 PM
6/25/2012
WBL
WBT
#445
165
WBR
NBL
581
100
5
0
1.50
NBT
m#505
248
900
111
0
0
1.06
NBR
SBL2
SBL
#276
175
0
0
0
0.91
2163: Arborway Ramps & New Washington St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 69 (58%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.24
Intersection Signal Delay: 141.6
Intersection LOS: F
Intersection Capacity Utilization 100.2%
ICU Level of Service G
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 3
Casey Overpass
2163: Arborway Ramps & New Washington St
Lane Group
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
SBT
365
87
SBR
878
0
229
0
0.75
NWR
24
Existing 2035 PM
6/25/2012
ø2
322
0
0
0
0.03
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Overpass
253: South St & New Washington
CMM
McMahon
6/25/2012
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
163
1900
0
147
1900
0
29
1900
0
87
1900
0
0
1900
0
758
1900
3421
291
1900
0
0
0
Yes
0
555
1900
3554
0.537
1922
0
1900
0
0
Yes
0
1900
886
0.634
584
10
1900
0
0
0
1900
1718
0.830
1461
0
Yes
0
3421
0
Yes
0.81
1%
42
30
846
19.2
0.92
0%
0.69
0%
0.73
100%
12
30
267
6.1
0.92
100%
0.83
100%
0.84
0%
30
202
4.6
0.92
1%
0.92
0%
0.92
0%
56
30
328
7.5
0.95
1%
0.90
1%
414
0
0
Perm
52
0
0
D.P+P
4
1
4
707
0
0
1121
0
0
Perm
T
EBL
14
1
14
1
10.0
10.0
18.0
18.0
0.0
35.0
35.0
0.0% 29.2% 29.2%
30.0
30.0
4.0
4.0
1.0
1.0
0.0
-1.0
0.0
4.0
4.0
5.0
Lead
Lead
18.0
22.0
0.0
22.0
69.0
0.0% 18.3% 57.5%
20.0
2.0
0.0
0.0
2.0
0.0
4.0
4.0
5.0
Lag
30.0
38.0
0.0
47.0
0.0% 39.2%
42.0
4.0
1.0
0.0
0.0
4.0
5.0
Lead
2.0
None
2.0
None
3
3
3
3
3
R
10.0
10.0
18.0
18.0
35.0
35.0
29.2% 29.2%
30.0
30.0
4.0
4.0
1.0
1.0
-1.0
0.0
4.0
5.0
Lead
Lead
3
AF
3
3
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing 2035 PM
2.0
None
2.0
None
30.0
0.25
1.04
96.5
10.3
106.9
F
106.9
F
~322
#523
766
2.0
None
30.0
0.25
0.34
38.3
0.1
38.4
D
38.4
D
26
65
187
0.0
0.0%
0.0
4.0
0.0
0.0%
0.0
4.0
2.0
C-Max
65.4
0.54
0.56
14.6
6.7
21.3
C
21.3
C
176
223
122
49.3
0.41
0.78
32.5
9.7
42.2
D
42.2
D
438
m410
248
Synchro 7
Page 1
Casey Overpass
253: South St & New Washington
CMM
McMahon
6/25/2012
T
ø2
AF
2
Lag
R
6.0
16.0
16.0
13%
14.0
2.0
0.0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing 2035 PM
3.0
None
4.0
10.0
25
Synchro 7
Page 2
Casey Overpass
253: South St & New Washington
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
397
0
11
0
1.07
Existing 2035 PM
6/25/2012
EBR
WBL
WBT
155
0
3
0
0.34
WBR
NBL
NBT
1293
0
529
0
0.93
NBR
SBL
SBT
1439
298
0
0
0.98
SBR
253: South St & New Washington
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 72 (60%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 105
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.04
Intersection Signal Delay: 47.4
Intersection LOS: D
Intersection Capacity Utilization 86.3%
ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 3
Casey Overpass
253: South St & New Washington
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 PM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Overpass
1712: Washington St & MBTA Busway #2
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
0
1900
0
0
1900
0
644
1900
3421
23
1900
0
6
1900
0
0
0
Yes
3421
0
Yes
0
903
1900
3545
0.949
3364
30
333
7.6
0.95
1%
0
0.92
0%
14
30
181
4.1
0.94
1%
0.82
100%
0.75
100%
0
713
0
0
Perm
1
297
2
AF
1
12.0
20.0
0.0 103.0
0.0% 85.8%
98.0
4.0
1.0
0.0
-1.0
4.0
4.0
Lead
12.0
12.0
20.0
20.0
0.0 103.0 103.0
0.0% 85.8% 85.8%
98.0
98.0
4.0
4.0
1.0
1.0
0.0
-1.0
-1.0
4.0
4.0
4.0
Lead
Lead
4.0
17.0
17.0
14%
15.0
2.0
0.0
2.0
C-Max
2.0
2.0
C-Max C-Max
2.0
None
5.0
10.0
50
103.2
0.86
0.24
2.8
0.0
2.8
A
2.8
A
71
82
101
103.2
0.86
0.33
1.0
0.2
1.2
A
1.2
A
10
m31
253
R
0.0
4.0
959
1
1
1
1
0.0
0.0%
ø2
T
30
377
8.6
0.92
0%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing 2035 PM
Lag
Synchro 7
Page 1
Casey Overpass
1712: Washington St & MBTA Busway #2
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
WBL
WBR
NBT
2944
0
0
0
0.24
NBR
Existing 2035 PM
6/25/2012
SBL
SBT
2893
954
0
0
0.49
ø2
1712: Washington St & MBTA Busway #2
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 24 (20%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 40
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.33
Intersection Signal Delay: 1.9
Intersection LOS: A
Intersection Capacity Utilization 32.5%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
2272: Washington St & Ukraine Way
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
207
1900
1787
0.950
1787
327
1900
1599
397
1900
3317
269
1900
0
346
1900
1863
1599
Yes
448
3317
0
Yes
542
1900
1787
0.164
309
1863
30
388
8.8
0.85
2%
265
0.73
1%
448
Perm
3
0.89
1%
0.86
1%
748
0
630
D.P+P
4
1
4
1
3
3
1
407
14
2
14
AF
3
126
30
1282
29.1
0.89
3%
ø2
T
30
293
6.7
0.78
1%
4.0
20.0
0.0
43.0
73.0
0.0% 35.8% 60.8%
40.0
3.0
0.0
0.0
1.0
0.0
4.0
4.0
4.0
Lag
7.0
24.0
24.0
20%
22.0
2.0
0.0
3.0
None
3.0
None
7.0
13.0
30
R
10.0
10.0
12.0
17.0
17.0
19.0
23.0
23.0
30.0
19.2% 19.2% 25.0%
19.0
19.0
26.0
3.0
3.0
3.0
1.0
1.0
1.0
0.0
0.0
0.0
4.0
4.0
4.0
Lead
Lead
Lead
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing 2035 PM
2.0
None
18.8
0.16
0.95
88.1
25.4
113.4
F
80.5
F
183
m#268
213
2.0
2.0
None C-Max
18.8
0.16
0.71
16.2
44.7
61.0
E
86
141
37.0
0.31
0.67
35.5
1.6
37.0
D
37.0
D
248
#330
1202
76.0
0.63
0.93
49.9
8.2
58.1
E
294
#582
Lag
80.0
0.67
0.33
7.4
0.3
7.7
A
38.3
D
94
133
308
Synchro 7
Page 1
Casey Overpass
2272: Washington St & Ukraine Way
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
WBL
283
29
0
0
1.04
WBR
630
213
0
0
1.07
NBT
1111
0
195
0
0.82
Existing 2035 PM
6/25/2012
NBR
SBL
676
1
38
0
0.99
SBT
1230
334
0
0
0.45
ø2
2272: Washington St & Ukraine Way
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 50.0
Intersection LOS: D
Intersection Capacity Utilization 71.1%
ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
249: Hyde Park Ave & Walk Hill St
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
40
1900
0
1
25
1651
0.991
1651
239
1900
0
0
25
0
620
1900
22
1900
0
0
25
0
1150
1900
0
Yes
3514
367
1900
200
1
25
1770
0.950
1770
3539
30
828
18.8
0.95
2%
356
0.83
2%
4
30
478
10.9
0.95
2%
0.65
2%
0.87
2%
0
687
0
1
422
Prot
4
1
4
3539
1211
14
AF
3
3
10.0
18.0
0.0
33.0
0.0% 27.5%
28.0
4.0
1.0
0.0
0.0
4.0
5.0
Lead
2
14
34.0
39.0
0.0
39.0
72.0
0.0% 32.5% 60.0%
34.0
4.0
1.0
0.0
0.0
0.0
4.0
5.0
5.0
Lag
7.0
22.0
22.0
18%
20.0
2.0
0.0
3.0
None
7.0
13.0
25
R
15.0
20.0
26.0
21.7%
21.0
4.0
1.0
0.0
5.0
Lead
0
Yes
ø2
T
154
30
111
2.5
0.59
0%
3514
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Existing 2035 PM
2.0
None
2.0
C-Max
3.0
None
19.2
0.16
0.91
54.9
0.0
54.9
D
54.9
D
158
38.6
0.32
0.61
39.7
0.0
39.7
D
39.7
D
266
34.0
0.28
0.84
52.4
0.0
52.4
D
312
Lag
77.6
0.65
0.53
22.1
0.0
22.1
C
29.9
C
323
Synchro 7
Page 1
Casey Overpass
249: Hyde Park Ave & Walk Hill St
Lane Group
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
WBL
116
31
WBR
416
0
0
0
0.86
Existing 2035 PM
6/25/2012
NBT
#345
398
NBR
1134
0
0
0
0.61
SBL
m#434
200
502
0
0
0
0.84
SBT
480
748
ø2
2289
0
0
0
0.53
249: Hyde Park Ave & Walk Hill St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 50 (42%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 35.8
Intersection LOS: D
Intersection Capacity Utilization 75.6%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
2162: Hyde Park Ave & Ukraine Way
CMM
McMahon
6/25/2012
EBR
NBL
NBT
SBT
SBR
247
1900
1770
0.950
1770
564
1900
1583
315
1900
0
964
1900
3433
219
1900
0
1583
Yes
440
0
553
1900
3501
0.527
1879
3433
0
Yes
0.88
0%
30
828
18.8
0.91
2%
28
30
489
11.1
0.86
2%
0.78
2%
966
1402
0
14
1
14
1
30
293
6.7
0.78
2%
317
3
613
0
Perm D.P+P
4
3
1
3
4
2
AF
3
0.92
2%
ø2
T
EBL
R
8.0
8.0
4.0
12.0
16.0
16.0
12.0
20.0
41.0
41.0
12.0
58.0
46.0
34.2% 34.2% 10.0% 48.3% 38.3%
36.0
36.0
8.0
41.0
4.0
4.0
4.0
4.0
1.0
1.0
0.0
1.0
0.0
0.0
-1.0
0.0
0.0
5.0
5.0
3.0
5.0
5.0
Lead
Lead
Lag
Lead
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing 2035 PM
2.0
None
2.0
None
26.6
0.22
0.81
33.8
3.8
37.6
D
60.5
E
204
m215
213
26.6
0.22
0.88
24.5
47.8
72.3
E
368
m444
2.0
None
2.0
C-Max
65.8
0.55
2.11dl
33.5
2.0
35.5
D
35.5
D
230
#282
748
0.0
0.0%
7.0
21.0
21.0
18%
19.0
2.0
0.0
0.0
4.0
Lag
3.0
None
7.0
12.0
35
58.8
0.49
0.83
29.5
0.5
29.9
C
29.9
C
505
#748
409
Synchro 7
Page 1
Casey Overpass
2162: Hyde Park Ave & Ukraine Way
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
531
136
0
0
0.80
EBR
783
221
0
0
1.09
NBL
Existing 2035 PM
6/25/2012
NBT
1125
0
67
0
0.91
SBT
1696
0
63
0
0.86
SBR
ø2
2162: Hyde Park Ave & Ukraine Way
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 54 (45%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 40.2
Intersection LOS: D
Intersection Capacity Utilization 84.3%
ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
dl Defacto Left Lane. Recode with 1 though lane as a left lane.
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
22
1900
0
14
1900
0
17
1900
0
0
1900
0
862
1900
3564
12
1900
0
18
1900
0
0
0
Yes
0
3564
0
Yes
0
1108
1900
3571
0.924
3303
0
1900
0
0
Yes
0
1900
1755
0.830
1503
15
1900
0
0
0
1900
875
0.845
763
0.79
100%
16
30
94
2.1
0.92
100%
0.88
100%
0.44
0%
20
30
283
6.4
0.92
0%
0.70
0%
0.92
0%
2
30
201
4.6
0.89
1%
0.69
0%
0.85
0%
30
440
10.0
0.92
1%
0.92
0%
44
0
0
Perm
60
0
0
986
0
0
Perm
1225
0
0
Perm
3
3
3
3
3
18.0
18.0
22.0
22.0
0.0
25.0
25.0
0.0% 20.8% 20.8%
21.0
21.0
3.0
3.0
1.0
1.0
0.0
0.0
0.0
4.0
4.0
4.0
2.0
None
2.0
None
18.0
0.15
0.34
49.3
0.0
49.3
D
49.3
D
27
m59
14
1
2.0
None
1
15.0
15.0
23.0
23.0
0.0
73.0
73.0
0.0% 60.8% 60.8%
67.0
67.0
4.0
4.0
2.0
2.0
0.0
-2.0
-2.0
4.0
4.0
4.0
Lead
Lead
2.0
None
2.0
C-Max
2.0
2.0
C-Max C-Max
18.0
0.15
0.25
34.8
0.0
34.8
C
34.8
C
27
69
203
76.4
0.64
0.43
11.2
0.0
11.2
B
11.2
B
180
200
121
76.4
0.64
0.58
8.0
0.1
8.1
A
8.1
A
91
121
360
0.0
0.0%
0.0
4.0
0
Yes
1
1
1
15.0
23.0
0.0
73.0
0.0% 60.8%
67.0
4.0
2.0
0.0
-2.0
4.0
4.0
Lead
R
18.0
18.0
22.0
22.0
25.0
25.0
20.8% 20.8%
21.0
21.0
3.0
3.0
1.0
1.0
0.0
0.0
4.0
4.0
3
1
AF
3
3
T
EBL
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing 2035 PM
0.0
0.0%
0.0
4.0
Synchro 7
Page 1
Casey Overpass
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
T
ø2
AF
2
Lag
R
12.0
22.0
22.0
18%
20.0
2.0
0.0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing 2035 PM
3.0
None
12.0
8.0
120
Synchro 7
Page 2
Casey Overpass
1759: Hyde Park Ave & Tower St
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
147
0
0
0
0.30
Existing 2035 PM
6/25/2012
EBR
WBL
WBT
280
0
0
0
0.21
WBR
NBL
NBT
2270
0
0
0
0.43
NBR
SBL
SBT
2103
107
0
0
0.61
SBR
1759: Hyde Park Ave & Tower St
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 30 (25%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.58
Intersection Signal Delay: 10.9
Intersection LOS: B
Intersection Capacity Utilization 65.1%
ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 3
Casey Overpass
1759: Hyde Park Ave & Tower St
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 PM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
0
1900
0
0
1900
0
7
1900
0
20
1900
0
21
1900
0
20
1900
0
0
Yes
0
0
Yes
0
0
Yes
0
1086
1900
3497
0.894
3129
16
1900
0
0
865
1900
3438
0.877
3018
7
1900
0
0
0
1900
1684
0.989
1684
0.92
0%
30
125
2.8
0.92
0%
0.92
0%
0.75
0%
30
30
187
4.3
0.92
0%
0.66
0%
0.75
100%
3
30
440
10.0
0.90
2%
0.46
0%
0.58
0%
3
30
118
2.7
0.89
1%
0.67
100%
0
0
0
0
Perm
39
0
0
Perm
1004
0
0
Perm
1278
0
3
0.0
4.0
0.0
0.0%
8.0
8.0
13.0
13.0
0.0
14.0
14.0
0.0% 11.7% 11.7%
10.0
10.0
3.0
3.0
1.0
1.0
0.0
0.0
0.0
4.0
4.0
4.0
0.0
4.0
45
1
2.0
Max
0
Yes
1
1
1
1
15.0
15.0
23.0
23.0
0.0
84.0
84.0
0.0% 70.0% 70.0%
78.0
78.0
4.0
4.0
2.0
2.0
0.0
-2.0
-2.0
4.0
4.0
4.0
Lead
Lead
15.0
15.0
23.0
23.0
0.0
84.0
84.0
0.0% 70.0% 70.0%
78.0
78.0
4.0
4.0
2.0
2.0
0.0
-2.0
-2.0
4.0
4.0
4.0
Lead
Lead
2.0
Max
2.0
2.0
C-Max C-Max
2.0
2.0
C-Max C-Max
10.0
0.08
0.23
26.2
0.0
26.2
C
26.2
C
7
42
107
81.0
0.68
0.49
2.9
0.0
2.9
A
2.9
A
20
22
360
81.0
0.68
0.60
5.4
0.7
6.1
A
6.1
A
154
m188
38
R
0.0
0.0%
3
1
1
1
AF
3
3
T
EBL
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing 2035 PM
0.0
0.0%
0.0
4.0
Synchro 7
Page 1
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
T
ø2
AF
2
Lag
R
12.0
22.0
22.0
18%
20.0
2.0
0.0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Existing 2035 PM
3.0
None
12.0
7.0
100
Synchro 7
Page 2
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
EBR
WBL
Existing 2035 PM
6/25/2012
WBT
168
0
0
0
0.23
WBR
NBL
NBT
2038
0
0
0
0.49
NBR
SBL
SBT
2113
455
0
0
0.77
SBR
2303: Hyde Park Ave & Fitzgerald Parking Lot
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 28 (23%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay: 5.1
Intersection LOS: A
Intersection Capacity Utilization 58.1%
ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 3
Casey Overpass
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Existing 2035 PM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Overpass
2164: New Washington & Washington St
CMM
McMahon
6/25/2012
EBL
EBR
EBR2
WBL
WBT
WBR
NBL
NBT
SBL
SBT
SBR
232
1900
0
1
25
1687
0.950
1687
195
1900
330
1
25
1599
124
1900
253
1900
0
0
25
0
266
1900
73
1900
0
0
25
0
118
1900
0
0
25
0
473
1900
745
1900
253
1900
200
1
25
1583
1599
1599
Yes
143
0
Yes
0
3497
0.533
1883
78
1900
0
0
25
0
0.90
3%
30
270
6.1
0.94
2%
0.87
1%
0.92
1%
14
30
352
8.0
0.96
7%
264
224
143
custom custom custom
2
2
2
2
2
2
2
2
2
0
Split
3
0.87
1%
642
3
0.81
3%
0
0
D.P+P
4
1
4
AF
0.88
7%
1599
T
0
3331
0.979
3331
3
3
R
4.0
4.0
4.0
8.0
8.0
21.0
21.0
21.0
27.0
27.0
25.0
25.0
25.0
30.0
30.0
20.8% 20.8% 20.8% 25.0% 25.0%
20.0
20.0
20.0
25.0
25.0
4.0
4.0
4.0
4.0
4.0
1.0
1.0
1.0
1.0
1.0
0.0
0.0
0.0
-4.0
0.0
5.0
5.0
5.0
1.0
5.0
Lag
Lag
Lag
Lead
Lead
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Existing 2035 PM
2.0
None
7.0
6.0
0
19.8
0.16
0.95
78.0
0.0
78.0
E
2.0
None
7.0
6.0
0
19.8
0.16
0.85
61.4
0.0
61.4
E
2.0
None
7.0
6.0
0
19.8
0.16
0.37
5.6
0.0
5.6
A
186
151
6
2.0
None
9.0
10.0
0
2.0
None
9.0
10.0
0
24.4
0.20
0.93
67.4
0.0
67.4
E
67.4
E
252
634
0
3526
0.699
2480
0.74
0%
30
323
7.3
0.94
2%
0
Perm
14
14
898
1583
Yes
278
0.91
2%
278
custom
1
1
1
1
12
12
8.0
8.0
8.0
13.0
18.0
18.0
0.0
13.0
65.0
52.0
52.0
77.0
0.0% 10.8% 54.2% 43.3% 43.3% 64.2%
11.0
47.0
47.0
2.0
4.0
4.0
0.0
1.0
1.0
0.0
-4.0
0.0
-4.0
0.0
0.0
4.0
-2.0
5.0
1.0
5.0
5.0
Lag
Lead
Lead
2.0
None
55.8
0.46
0.64
14.9
0.0
14.9
B
14.9
B
62
2.0
2.0
C-Max C-Max
7.0
7.0
3.0
3.0
0
0
47.8
0.40
0.91
46.6
0.0
46.6
D
36.7
D
347
72.6
0.60
0.26
4.7
0.0
4.7
A
22
Synchro 7
Page 1
Casey Overpass
2164: New Washington & Washington St
Lane Group
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
#346
EBR
#280
EBR2
26
281
0
0
0
0.94
330
267
0
0
0
0.84
330
386
0
0
0
0.37
WBL
Existing 2035 PM
6/25/2012
WBT
#361
272
WBR
NBL
705
0
0
0
0.91
NBT
91
190
984
0
0
0
0.64
SBL
SBT
#483
243
988
0
0
0
0.91
SBR
m72
200
1070
0
0
0
0.26
2164: New Washington & Washington St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 46 (38%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.95
Intersection Signal Delay: 42.5
Intersection LOS: D
Intersection Capacity Utilization 85.1%
ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Overpass
9: Route 203 & Cemetery Rd
CMM
McMahon
6/25/2012
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
4
1900
0
0
1900
0
1
1900
0
8
1900
0
622
1900
0
0
Yes
0
0
Yes
0
3
1900
1765
0.729
1346
46
1900
0
0
4
1900
1815
0.797
1490
2
1900
0
0
Yes
820
1900
3403
0.954
3247
307
1900
0
0
1454
1900
3539
0.952
3370
0.92
0%
30
447
10.2
0.92
2%
0.92
0%
0.92
0%
99
30
127
2.9
0.92
2%
0.92
1%
0.80
0%
2
30
152
3.5
0.80
0%
0.80
0%
0.99
2%
6
30
130
3.0
0.99
0%
0.99
2%
1584
0
0
Perm
1226
0
0
Perm
17
0
0
Perm
677
0
0
Perm
1
1
1
1
1
4.0
None
4.0
None
36.0
0.48
0.98
38.7
0.0
38.7
D
38.7
D
360
#532
367
1618
0
0
2
2
8.0
8.0
24.0
24.0
0.0
34.0
34.0
0.0% 45.3% 45.3%
29.0
29.0
4.0
4.0
1.0
1.0
0.0
0.0
0.0
4.0
5.0
5.0
Lag
Lag
8.0
8.0
24.0
24.0
0.0
34.0
34.0
0.0% 45.3% 45.3%
29.0
29.0
4.0
4.0
1.0
1.0
0.0
0.0
0.0
4.0
5.0
5.0
Lag
Lag
4.0
None
4.0
None
4.0
None
4.0
None
36.0
0.48
0.76
18.4
0.0
18.4
B
18.4
B
215
295
47
1610
0
0
4.0
None
29.0
0.39
0.03
13.4
0.0
13.4
B
13.4
B
4
14
72
577
0
0
0
Yes
2
2
2
8.0
8.0
24.0
24.0
0.0
41.0
41.0
0.0% 54.7% 54.7%
36.0
36.0
4.0
4.0
1.0
1.0
0.0
0.0
0.0
4.0
5.0
5.0
Lead
Lead
R
8.0
8.0
24.0
24.0
41.0
41.0
54.7% 54.7%
36.0
36.0
4.0
4.0
1.0
1.0
0.0
0.0
5.0
5.0
Lead
Lead
1
2
2
2
AF
1
1
T
EBL
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Existing 2035 PM
0.0
0.0%
0.0
4.0
4.0
None
29.0
0.39
1.29
169.7
0.0
169.7
F
169.7
F
~412
#615
50
524
0
0
Synchro 7
Page 1
Casey Overpass
9: Route 203 & Cemetery Rd
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
0
0.98
Existing 2035 PM
6/25/2012
EBR
WBL
WBT
0
0.76
WBR
NBL
NBT
0
0.03
NBR
SBL
SBT
0
1.29
SBR
9: Route 203 & Cemetery Rd
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 75
Actuated Cycle Length: 75
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.29
Intersection Signal Delay: 56.8
Intersection LOS: E
Intersection Capacity Utilization 95.4%
ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 2
AT-GRADE 2035
(PROJECTED 2035 TRAFFIC VOLUMES ON AT-GRADE STREET
NETWORK)
Casey Arborway
2163: Arborway & South St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
0
0
25
0
1207
1900
11
426
1900
11
100
1
25
1531
0
1900
11
0
0
25
0
1887
1900
11
281
1900
11
0
0
25
0
643
1900
11
328
1900
11
50
0
25
0
12
1900
11
0
0
25
0
4916
1531
No
0
4813
100
1900
10
100
1
25
1478
0.208
324
235
1900
11
0
297
1900
10
70
1
25
1685
0.432
766
0.92
2%
35
224
4.4
0.87
2%
0.94
2%
0.92
2%
35
677
13.2
0.95
2%
0
1387
453
Free
0
2313
1
0
No
0.86
2%
0.97
0%
0
306
pm+pt
3
34
6.0
10.0
10.0
12.5%
6.0
3.0
1.0
4.0
Lead
1
Free
4.0
0.0
0.0%
0.0
0.0%
R
0.0
0.0%
10.0
40.0
40.0
50.0%
36.0
3.0
1.0
4.0
4.0
3.0
C-Max
22.0
14.0
90
36.0
0.45
0.63
12.5
0.0
12.5
B
9.5
A
79
107
144
80.0
1.00
0.30
0.4
0.0
0.4
A
0
0
4.0
10.0
40.0
40.0
50.0%
36.0
3.0
1.0
4.0
3.0
C-Max
22.0
14.0
90
36.0
0.45
1.07
47.9
0.0
47.9
D
47.9
D
~446
m#166
597
3208
3208
0.0
0.0%
4.0
0.92
2%
0.89
14%
1064
0
112
Perm
34
0.0
0.0%
4.0
4.0
61
m47
36.0
0.45
0.74
9.2
62.4
71.6
E
60.2
E
114
m94
139
1665
1665
0
No
35
152
3.0
0.83
10%
0.92
0%
296
0
4
40.0
50.0%
3.0
None
32.0
0.40
0.82
20.2
0.6
20.8
C
0
No
35
219
4.3
0.91
4%
T
4813
AF
4916
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2035 AM
4
10.0
29.0
30.0
37.5%
26.0
3.0
1.0
4.0
Lag
3.0
None
12.0
13.0
30
26.0
0.32
1.07
139.8
0.0
139.8
F
~63
#160
10.0
29.0
30.0
37.5%
26.0
3.0
1.0
4.0
Lag
0.0
0.0%
4.0
3.0
None
12.0
13.0
30
26.0
0.32
0.55
26.8
0.1
26.9
C
57.9
E
120
177
72
Synchro 7
Page 1
Casey Arborway
2163: Arborway & South St
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
At Grade 2035 AM
6/25/2012
EBT
2212
0
0
0
0.63
EBR
100
1531
0
59
0
0.31
WBL
WBT
WBR
2166
0
0
0
1.07
NBL
70
375
6
0
0
0.83
NBT
1444
503
0
0
1.13
NBR
SBL
100
105
0
0
0
1.07
SBT
SBR
541
0
15
0
0.56
2163: Arborway & South St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 0 (0%), Referenced to phase 1:EBWB, Start of Green, Master Intersection
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.07
Intersection Signal Delay: 39.5
Intersection LOS: D
Intersection Capacity Utilization 89.3%
ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
253: South St & Washington St
CMM
McMahon
6/25/2012
EBL
EBR
NBL
NBT
SBT
SBR
234
1900
1735
0.965
1720
100
1900
0
98
1900
0
453
1900
3283
195
1900
0
0
Yes
0
1021
1900
3553
0.737
2631
3283
0
Yes
9
0.91
2%
408
0
0
pm+pt
4
14
8.0
10.0
14.0
17.5%
12.0
2.0
0.0
4.0
Lag
2.0
None
0.0
0.0%
4.0
0.95
1%
0.91
5%
9
0.91
1%
1183
712
0
14
1
38.0
47.5%
5.0
R
3
3
9.0
14.0
23.0
28.8%
18.0
4.0
1.0
5.0
Lead
78
30
219
5.0
15.0
20.0
24.0
30.0%
19.0
4.0
1.0
5.0
Lead
T
9
0.86
1%
30
201
4.6
ø2
2
6.0
19.0
19.0
24%
17.0
2.0
0.0
AF
23
30
846
19.2
9
0.80
1%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
At Grade 2035 AM
2.0
None
2.0
C-Max
18.0
0.22
1.00
76.7
0.6
77.3
E
77.3
E
195
#311
766
39.4
0.49
0.85
22.1
6.0
28.0
C
28.0
C
56
#494
121
30.4
0.38
0.55
17.4
1.6
19.0
B
19.0
B
56
#150
139
408
0
1399
152
1296
386
0.0
0.0%
4.0
Lag
3.0
None
7.0
10.0
30
Synchro 7
Page 1
Casey Arborway
253: South St & Washington St
Lane Group
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
1
0
1.00
EBR
At Grade 2035 AM
6/25/2012
NBL
NBT
173
0
0.96
SBT
0
0
0.78
SBR
ø2
253: South St & Washington St
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 55 (69%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 34.0
Intersection LOS: C
Intersection Capacity Utilization 82.0%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
25: Washington St & MBTA Busway #2
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
30
1900
902
0.950
902
6
1900
808
1053
1900
1863
0
1900
0
0
1900
0
524
1900
3505
808
Yes
8
1863
0
Yes
0
3505
38
0.80
100%
8
Free
2
30
339
7.7
0.95
2%
0.95
2%
0.96
2%
30
116
2.6
0.96
3%
1108
0
0
546
1
1
T
35
82
1.6
0.80
100%
Free
3.0
None
6.0
10.0
35
12.4
0.16
0.27
34.0
0.0
34.0
C
28.1
C
17
m29
2
4.0
259
0
0
80.0
1.00
0.01
0.0
0.0
0.0
A
0
m0
808
0
0
7.0
53.0
53.0
66.3%
49.0
3.0
1.0
4.0
Lead
AF
0.0
0.0%
7.0
53.0
53.0
66.3%
49.0
3.0
1.0
4.0
Lead
0.0
0.0%
0.0
0.0%
4.0
4.0
R
7.0
24.0
27.0
33.8%
23.0
3.0
1.0
4.0
Lag
3.0
C-Max
39.0
10.0
0
65.6
0.82
0.73
9.2
0.1
9.2
A
9.2
A
370
#600
259
3.0
C-Max
39.0
10.0
0
65.6
0.82
0.19
0.7
0.1
0.8
A
0.8
A
25
m5
36
1528
0
30
2874
1181
0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 AM
Synchro 7
Page 1
Casey Arborway
25: Washington St & MBTA Busway #2
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
WBL
0
0.15
WBR
0
0.01
NBT
0
0.74
At Grade 2035 AM
6/25/2012
NBR
SBL
SBT
0
0.32
25: Washington St & MBTA Busway #2
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 32 (40%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 7.1
Intersection LOS: A
Intersection Capacity Utilization 67.9%
ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
2272: Washington St & Ukraine Way
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
189
1900
1770
0.950
1770
598
1900
1599
434
1900
1759
197
1900
1583
251
1900
1696
1599
Yes
664
1759
1583
Yes
240
308
1900
1787
0.404
760
10.0
17.0
17.0
21.3%
13.0
3.0
1.0
4.0
Lead
2.0
None
664
Prot
3
10.0
17.0
17.0
21.3%
13.0
3.0
1.0
4.0
Lead
452
12.2
0.15
0.76
42.9
0.0
42.9
D
25.5
C
113
m129
213
288
0
0
0.82
2%
0.93
1%
240
Perm
331
pm+pt
4
14
7.0
17.0
17.0
21.3%
14.0
3.0
0.0
4.0
Lag
1
12.0
19.0
28.0
35.0%
24.0
3.0
1.0
4.0
Lead
1
12.0
19.0
28.0
35.0%
24.0
3.0
1.0
4.0
Lead
2.0
2.0
2.0
None C-Max C-Max
12.2
0.15
0.82
15.7
4.4
20.1
C
111
m131
816
94
0
1696
30
388
8.8
0.91
12%
276
14
2
T
3
0.90
1%
ø2
4.0
18.0
18.0
23%
16.0
2.0
0.0
AF
205
30
1282
29.1
0.96
8%
R
30
293
6.7
0.92
2%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 AM
45.0
56.3%
4.0
Lag
3.0
None
43.4
0.54
0.47
13.8
0.0
13.8
B
9.7
A
135
212
1202
43.4
0.54
0.25
2.1
0.0
2.1
A
55.8
0.70
0.48
8.2
0.0
8.2
A
0
23
59
78
955
0
0
969
0
0
703
0
0
2.0
None
5.0
11.0
0
59.8
0.75
0.22
3.2
0.0
3.2
A
5.9
A
48
42
308
1264
0
0
Synchro 7
Page 1
Casey Arborway
2272: Washington St & Ukraine Way
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
WBL
0
0.71
WBR
0
0.92
NBT
0
0.47
At Grade 2035 AM
6/25/2012
NBR
0
0.25
SBL
0
0.47
SBT
0
0.22
ø2
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 0 (0%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 15.0
Intersection LOS: B
Intersection Capacity Utilization 66.5%
ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
2272: Washington St & Ukraine Way
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
249: Hyde Park Ave & Walk Hill St
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
14
1900
0
1
25
1638
0.998
1638
371
1900
0
0
25
0
1035
1900
27
1900
0
0
25
0
530
1900
0
Yes
3515
205
1900
200
1
25
1770
0.950
1770
439
0.89
1%
5
30
478
10.9
0.92
2%
0.59
4%
0.85
2%
0
1171
0
1
241
Prot
4
10.0
18.0
28.0
35.0%
23.0
4.0
1.0
5.0
Lead
4.0
12.0
17.0
21.3%
15.0
2.0
0.0
2.0
Lag
8.0
0.10
0.81
18.8
0.0
18.8
B
18.8
B
10
9
31
0.0
0.0%
R
2.0
None
0.0
0.0%
4.0
3505
3505
30
828
18.8
0.94
3%
564
14
AF
3
8.0
13.0
13.0
16.3%
8.0
4.0
1.0
5.0
Lead
0
Yes
ø2
T
417
30
111
2.5
0.65
0%
3515
4.0
2.0
C-Max
3.0
None
32.7
0.41
0.81
32.1
0.0
32.1
C
32.1
C
~370
#497
398
14.1
0.18
0.77
45.8
0.0
45.8
D
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
At Grade 2035 AM
129
#196
45.0
56.3%
2
7.0
22.0
22.0
28%
20.0
2.0
0.0
5.0
Lag
3.0
None
7.0
13.0
30
48.8
0.61
0.26
13.0
0.0
13.0
B
22.8
C
106
146
748
200
Synchro 7
Page 1
Casey Arborway
249: Hyde Park Ave & Walk Hill St
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
WBL
539
0
0
0
0.81
WBR
At Grade 2035 AM
6/25/2012
NBT
1439
0
0
0
0.81
NBR
SBL
332
0
0
0
0.73
SBT
2133
0
0
0
0.26
ø2
249: Hyde Park Ave & Walk Hill St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 0 (0%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 26.6
Intersection LOS: C
Intersection Capacity Utilization 76.2%
ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
2162: Hyde Park Ave & Ukraine Way
CMM
McMahon
6/25/2012
EBL
EBR
NBL
NBT
SBT
SBR
210
1900
1770
0.950
1770
295
1900
1599
610
1900
0
441
1900
3363
177
1900
0
1599
Yes
339
0
800
1900
3479
0.568
2019
3363
0
Yes
0.87
1%
0.93
1%
30
828
18.8
0.89
2%
74
30
489
11.1
0.86
3%
0.87
2%
716
0
14
1
8.0
16.0
18.0
22.5%
13.0
4.0
1.0
5.0
Lead
8.0
16.0
18.0
22.5%
13.0
4.0
1.0
5.0
Lead
0
pm+pt
4
14
7.0
12.0
16.0
20.0%
12.0
4.0
0.0
4.0
Lag
1555
3
339
Prot
3
2.0
None
2.0
None
12.6
0.16
0.88
65.4
0.0
65.4
E
35.9
D
129
#234
213
12.6
0.16
0.63
14.2
0.4
14.6
B
288
0
0
544
32
0
41
111
2
T
12.0
20.0
28.0
35.0%
23.0
4.0
1.0
5.0
Lead
ø2
4.0
18.0
18.0
23%
16.0
2.0
0.0
AF
244
44.0
55.0%
5.0
R
30
293
6.7
0.86
2%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 AM
2.0
None
2.0
C-Max
52.4
0.66
1.15dl
44.3
0.0
44.3
D
44.3
D
~273
#417
748
41.4
0.52
0.40
12.9
0.0
12.9
B
12.9
B
83
151
409
1524
0
0
1778
0
0
0.0
0.0%
4.0
Lag
2.0
None
5.0
11.0
0
Synchro 7
Page 1
Casey Arborway
2162: Hyde Park Ave & Ukraine Way
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
0.85
EBR
0
0.66
NBL
At Grade 2035 AM
6/25/2012
NBT
0
1.02
SBT
0
0.40
SBR
ø2
2162: Hyde Park Ave & Ukraine Way
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 0 (0%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 34.7
Intersection LOS: C
Intersection Capacity Utilization 81.8%
ICU Level of Service D
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
dl Defacto Left Lane. Recode with 1 though lane as a left lane.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
24
1900
0
18
1900
0
9
1900
0
0
1900
0
937
1900
3533
9
1900
0
6
1900
0
0
0
Yes
0
3533
0
Yes
0
544
1900
3537
0.928
3286
0
1900
0
0
Yes
0
1900
1711
0.906
1580
16
1900
0
0
0
1900
866
0.827
735
0.67
100%
32
30
94
2.1
0.92
100%
0.56
100%
0.56
0%
25
30
283
6.4
0.92
0%
0.63
0%
0.92
0%
2
30
201
4.6
0.86
2%
0.75
0%
0.50
0%
30
440
10.0
0.91
2%
0.92
0%
68
0
0
Perm
41
0
0
1102
0
0
Perm
610
0
3
2.0
None
2.0
None
8.0
13.0
17.0
21.3%
13.0
3.0
1.0
4.0
1
AF
8.0
13.0
17.0
21.3%
13.0
3.0
1.0
4.0
3
3
8.0
13.0
17.0
21.3%
13.0
3.0
1.0
4.0
0.0
0.0%
4.0
R
3
8.0
13.0
17.0
21.3%
13.0
3.0
1.0
4.0
2.0
None
0.0
0.0%
0.0
0.0%
4.0
4.0
15.0
23.0
41.0
51.3%
35.0
4.0
2.0
6.0
Lead
0
Yes
1
T
0
Perm
0.0
0.0%
4.0
1
15.0
23.0
41.0
51.3%
35.0
4.0
2.0
4.0
Lead
15.0
23.0
41.0
51.3%
35.0
4.0
2.0
6.0
Lead
2.0
None
2.0
C-Max
2.0
2.0
C-Max C-Max
9.8
0.12
0.58
39.8
0.0
39.8
D
39.8
D
26
71
14
9.8
0.12
0.19
19.2
0.0
19.2
B
19.2
B
7
34
203
50.6
0.63
0.49
12.3
0.0
12.4
B
12.4
B
193
m232
121
50.6
0.63
0.29
10.6
0.0
10.6
B
10.6
B
97
107
360
146
0
0
278
0
0
2236
0
69
2079
0
0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 AM
0.0
0.0%
4.0
Synchro 7
Page 1
Casey Arborway
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
ø2
T
2
AF
12.0
22.0
22.0
28%
20.0
2.0
0.0
3.0
None
12.0
8.0
60
R
Lag
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 AM
Synchro 7
Page 2
Casey Arborway
1759: Hyde Park Ave & Tower St
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
0
0.47
At Grade 2035 AM
6/25/2012
EBR
WBL
WBT
0
0.15
WBR
NBL
NBT
0
0.51
NBR
SBL
SBT
0
0.29
SBR
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 16 (20%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.58
Intersection Signal Delay: 12.9
Intersection LOS: B
Intersection Capacity Utilization 41.2%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
1759: Hyde Park Ave & Tower St
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
1759: Hyde Park Ave & Tower St
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2035 AM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
0
1900
0
0
1900
0
1
1900
0
4
1900
0
21
1900
0
2
1900
0
0
Yes
0
0
Yes
0
0
Yes
0
539
1900
3296
0.953
3141
28
1900
0
0
935
1900
3389
0.917
3114
2
1900
0
0
0
1900
1678
0.990
1678
0.92
0%
30
125
2.8
0.92
0%
0.92
0%
0.92
0%
4
30
187
4.3
0.92
0%
0.92
0%
0.58
100%
1
30
440
10.0
0.89
3%
0.46
0%
0.85
0%
12
30
207
4.7
0.95
2%
0.70
100%
0
0
0
0
Perm
5
0
0
Perm
1091
0
0
Perm
609
0
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
R
0.0
0.0%
2.0
None
45
8.0
13.0
13.0
16.3%
9.0
3.0
1.0
4.0
1
1
15.0
23.0
45.0
56.3%
39.0
4.0
2.0
4.0
Lead
AF
3
8.0
13.0
13.0
16.3%
9.0
3.0
1.0
4.0
0.0
0.0%
4.0
15.0
23.0
45.0
56.3%
39.0
4.0
2.0
6.0
Lead
0
Yes
1
T
3
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 AM
0.0
0.0%
4.0
1
15.0
23.0
45.0
56.3%
39.0
4.0
2.0
4.0
Lead
15.0
23.0
45.0
56.3%
39.0
4.0
2.0
6.0
Lead
2.0
None
2.0
2.0
C-Max C-Max
2.0
2.0
C-Max C-Max
8.0
0.10
0.03
23.6
0.0
23.6
C
23.6
C
0
11
107
60.8
0.76
0.46
2.0
0.1
2.1
A
2.1
A
8
17
360
60.8
0.76
0.25
3.7
0.0
3.7
A
3.7
A
9
m87
127
192
0
0
2367
231
0
2390
0
0
0.0
0.0%
4.0
Synchro 7
Page 1
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
ø2
T
2
AF
12.0
22.0
22.0
28%
20.0
2.0
0.0
3.0
None
12.0
8.0
40
R
Lag
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 AM
Synchro 7
Page 2
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
EBR
WBL
At Grade 2035 AM
6/25/2012
WBT
0
0.03
WBR
NBL
NBT
0
0.51
NBR
SBL
SBT
0
0.25
SBR
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 28 (35%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.46
Intersection Signal Delay: 2.7
Intersection LOS: A
Intersection Capacity Utilization 55.9%
ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
2303: Hyde Park Ave & Fitzgerald Parking Lot
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2035 AM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
2164: Arborway & Washington St
CMM
McMahon
6/25/2012
EBT
EBR
WBT
WBR
NBL
NBT
NBR
NBR2
SBL
SBT
SBR2
NEL2
1406
1900
11
1949
1900
11
126
1900
11
13
1900
11
3073
0
0
4813
0
3323
1432
0
No
55
1900
10
100
1
25
1589
0.202
338
340
1900
11
3323
0
1900
11
100
1
25
1432
4803
93
1900
10
50
1
25
1668
0.283
497
196
1900
11
4813
272
1900
11
0
0
25
0
649
1900
11
4803
229
1900
11
100
0
25
0
3073
0
No
872
0.950
872
35
677
13.2
0.87
2%
0.80
2%
35
177
3.4
0.95
2%
0.80
2%
0.88
1%
1902
0
2392
0
106
pm+pt
3
4
5.0
9.0
9.0
11.3%
5.0
3.0
1.0
4.0
Lead
1
0.0
0.0%
10.0
35.0
35.0
43.8%
31.0
3.0
1.0
4.0
3.0
C-Max
16.0
14.0
30
36.6
0.46
0.87
18.7
0.0
18.7
B
18.7
B
~165
m#414
597
0.0
0.0%
R
10.0
35.0
35.0
43.8%
31.0
3.0
1.0
4.0
4.0
3.0
C-Max
16.0
14.0
30
36.6
0.46
1.09
64.0
0.0
64.0
E
64.0
E
~558
m#582
97
4.0
2.0
None
23.8
0.30
0.48
18.7
0.0
18.7
B
10
31
0
0.92
2%
0.92
9%
0.59
6%
213
Perm
0
93
pm+pt
3
4
5.0
9.0
9.0
11.3%
5.0
3.0
1.0
4.0
Lead
T
35
181
3.5
0.82
5%
791
AF
1
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2035 AM
4
7.0
22.0
22.0
27.5%
18.0
3.0
1.0
4.0
Lag
3.0
None
5.0
13.0
20
19.8
0.25
0.96
47.5
0.0
47.5
D
40.6
D
~232
#281
101
4
7.0
22.0
22.0
27.5%
18.0
3.0
1.0
4.0
Lag
0.0
0.0%
4.0
3.0
None
5.0
13.0
20
19.8
0.25
0.60
25.7
0.0
25.7
C
2.0
None
90
#149
32
41
23.8
0.30
0.52
30.7
0.0
30.7
C
35
323
6.3
0.84
11%
0.92
4%
0.92
100%
542
0
14
Prot
8
4
7.0
22.0
22.0
27.5%
18.0
3.0
1.0
4.0
Lag
3.0
None
5.0
13.0
20
19.8
0.25
0.71
34.7
0.0
34.7
C
34.1
C
134
175
243
0.0
0.0%
4.0
8.0
14.0
14.0
17.5%
8.0
3.0
3.0
6.0
2.0
None
8.0
0.10
0.16
37.7
0.0
37.7
D
7
24
Synchro 7
Page 1
Casey Arborway
2164: Arborway & Washington St
CMM
McMahon
6/25/2012
SWL
20
1900
11
0
1
25
872
0.950
872
T
0.92
100%
R
8.0
14.0
14.0
17.5%
8.0
3.0
3.0
6.0
AF
22
Prot
8
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2035 AM
2.0
None
8.0
0.10
0.25
41.0
0.0
41.0
D
10
33
Synchro 7
Page 2
Casey Arborway
2164: Arborway & Washington St
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBT
EBR
2197
0
0
0
0.87
At Grade 2035 AM
6/25/2012
WBT
WBR
2202
0
0
0
1.09
NBL
50
221
0
0
0
0.48
NBT
823
0
0
0
0.96
NBR
100
354
0
0
0
0.60
NBR2
SBL
100
178
0
0
0
0.52
SBT
760
0
0
0
0.71
SBR2
NEL2
87
0
0
0
0.16
2164: Arborway & Washington St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 0 (0%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 42.3
Intersection LOS: D
Intersection Capacity Utilization 82.5%
ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
2164: Arborway & Washington St
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2035 AM
6/25/2012
SWL
87
0
0
0
0.25
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
3: Arborway & Forest Hills Drive
CMM
McMahon
6/25/2012
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
587
1900
10
180
1
25
1652
0.950
1652
723
1900
11
14
1900
11
0
0
25
0
39
1900
10
100
1
25
1652
0.316
549
1202
1900
11
50
1900
11
0
1
25
0
80
1900
11
0
0
25
0
5
1900
11
22
1900
11
0
0
25
0
1
1900
11
0
0
No
0
1718
0.788
1419
580
1900
11
100
1
25
1531
0
No
1745
0.732
1335
5
1900
11
0
0
25
0
0.88
2%
0.83
0%
35
176
3.4
0.83
0%
0.83
0%
0.91
2%
35
241
4.7
0.91
2%
0
0
Perm
108
0
0
Perm
7.0
32.0
32.0
40.0%
28.0
3.0
1.0
4.0
Lead
3.0
None
13.0
15.0
20
28.0
0.35
1.14
114.5
0.0
114.5
F
~411
#611
0
No
35
188
3.7
0.89
2%
0.89
1%
0.88
2%
828
0
44
Perm
13
65.0
81.3%
4.0
61.0
0.76
0.32
3.2
0.0
3.2
A
52.6
D
8
71
108
3401
3401
35
348
6.8
0.88
2%
1423
AF
660
Prot
3
3412
1
0.0
0.0%
1
7.0
31.0
33.0
41.3%
29.0
3.0
1.0
4.0
R
0.89
2%
3412
T
EBL
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2035 AM
4.0
7.0
31.0
33.0
41.3%
29.0
3.0
1.0
4.0
3.0
3.0
C-Max C-Max
12.0
12.0
15.0
15.0
20
20
29.0
29.0
0.36
0.36
0.22
1.15
9.9
91.5
0.0
49.5
9.9 140.9
A
F
137.0
F
8
~439
m10 m#462
268
0.0
0.0%
4.0
4
7.0
15.0
15.0
18.8%
11.0
3.0
1.0
4.0
Lag
3.0
None
5.0
6.0
20
4
7.0
15.0
15.0
18.8%
11.0
3.0
1.0
4.0
Lag
3.0
None
5.0
6.0
20
11.0
0.14
0.59
46.8
0.0
46.8
D
46.8
D
51
#95
96
25
1531
Yes
539
0.91
2%
637
Perm
4
0.0
0.0%
4.0
4
7.0
15.0
15.0
18.8%
11.0
3.0
1.0
4.0
Lag
3.0
None
5.0
6.0
20
7.0
15.0
15.0
18.8%
11.0
3.0
1.0
4.0
Lag
3.0
None
5.0
6.0
20
11.0
0.14
0.13
32.2
0.0
32.2
C
31.7
C
11
33
161
4
7.0
15.0
15.0
18.8%
11.0
3.0
1.0
4.0
Lag
3.0
None
5.0
6.0
20
11.0
0.14
0.94
31.7
0.0
31.7
C
46
#259
Synchro 7
Page 1
Casey Arborway
3: Arborway & Forest Hills Drive
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
180
578
0
0
0
1.14
EBT
At Grade 2035 AM
6/25/2012
EBR
2602
0
0
0
0.32
WBL
100
199
0
0
0
0.22
WBT
WBR
NBL
1233
109
0
0
1.27
NBT
184
0
0
0
0.59
NBR
SBL
SBT
195
0
0
0
0.13
SBR
100
675
0
0
0
0.94
3: Arborway & Forest Hills Drive
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 30 (38%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.15
Intersection Signal Delay: 81.9
Intersection LOS: F
Intersection Capacity Utilization 89.0%
ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
13: Arborway & East Bow Tie
CMM
McMahon
6/25/2012
EBU
EBL
EBT
WBT
WBR
SBL
SBR
262
1900
11
0
1900
11
250
1
25
0
1324
1900
11
1959
1900
11
3421
3421
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
3421
3421
0
Yes
0
0
Yes
0.92
0.92
35
373
7.3
0.87
35
478
9.3
0.95
0.92
285
Prot
3
0
1522
2062
0
13
1
2.0
None
7.0
10.0
10
19.5
0.24
0.68
28.4
0.0
28.4
C
0.0
0.0%
65.0
81.3%
4.0
142
m182
10.0
24.0
40.0
50.0%
36.0
3.0
1.0
4.0
Lag
4.0
0.92
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
2
4.0
15.0
15.0
19%
13.0
2.0
0.0
Lead
2.0
C-Max
76.2
49.5
0.95
0.62
0.47
0.97
1.2
31.2
0.0
0.0
1.2
31.2
A
C
5.5
31.2
A
C
0
516
45 m#666
293
398
ø2
T
35
121
2.4
0.92
AF
10.0
25.0
25.0
31.3%
21.0
3.0
1.0
4.0
R
1711
0.950
1711
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
At Grade 2035 AM
2.0
None
7.0
6.0
10
41
250
Synchro 7
Page 1
Casey Arborway
13: Arborway & East Bow Tie
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBU
449
0
0
0
0.63
EBL
At Grade 2035 AM
6/25/2012
EBT
3233
229
0
0
0.51
WBT
2116
0
0
0
0.97
WBR
SBL
SBR
ø2
AF
13: Arborway & East Bow Tie
D
R
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 0 (0%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 19.2
Intersection LOS: B
Intersection Capacity Utilization 57.5%
ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
11: Arborway & West Bow Tie
CMM
McMahon
6/25/2012
EBL
EBT
WBU
WBT
WBR
SBL
SBR
0
1900
11
0
0
25
0
1244
1900
11
1807
1900
11
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
4916
389
1900
11
350
1
25
1711
0.950
1711
0
Yes
0
0
Yes
0.92
35
192
3.7
0.87
0
1430
0.92
1
4.0
35
419
8.2
0.95
0.92
1902
0
12
10.0
31.0
35.0
80.0
43.8% 100.0%
31.0
3.0
1.0
4.0
4.0
Lag
R
0.0
0.0%
10.0
22.0
45.0
56.3%
41.0
3.0
1.0
4.0
Lead
3421
2.0
C-Max
42.8
0.54
0.54
13.6
0.0
13.6
B
13.6
B
169
200
112
2631
0
0
35
115
2.2
0.92
0.92
0
0
AF
423
Prot
2
3421
T
4916
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 AM
2.0
None
29.2
0.36
0.68
15.8
0.0
15.8
B
189
m185
350
663
0
0
80.0
1.00
0.56
1.8
0.0
1.8
A
4.4
A
6
m2
339
0.0
0.0%
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
35
3394
0
0
Synchro 7
Page 1
Casey Arborway
11: Arborway & West Bow Tie
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
0
0.54
At Grade 2035 AM
6/25/2012
WBU
0
0.64
WBT
0
0.56
WBR
SBL
SBR
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 68 (85%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.68
Intersection Signal Delay: 7.9
Intersection LOS: A
Intersection Capacity Utilization 53.3%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
11: Arborway & West Bow Tie
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
9: Arborway & Cemetery Rd
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
131
1900
10
150
1
25
1685
0.085
151
619
1900
11
0
1900
11
0
0
25
0
5
1900
11
0
0
25
0
1264
1900
16
774
1900
11
0
0
25
0
4
1900
12
0
0
25
0
3
1900
12
0
1900
12
0
0
25
0
229
1900
12
0
0
25
0
2
1900
12
23
1900
12
0
0
25
0
0
Yes
0
0
Yes
0
0
Yes
0
3421
3795
0.954
3620
280
35
97
1.9
35
348
6.8
0.89
2%
0.89
0%
0.93
20%
0.93
2%
147
pm+pt
4
14
3.0
7.0
7.0
8.8%
3.0
3.0
1.0
4.0
Lag
696
0
0
Perm
2196
14
5.0
3.0
None
51.0
0.64
0.95
89.9
0.0
89.9
F
52
#99
150
154
1
0.80
25%
0
0
Perm
1
0.0
0.0%
1
8.0
21.0
52.0
65.0%
47.0
4.0
1.0
5.0
R
59.0
73.8%
0.93
1%
4.0
8.0
21.0
52.0
65.0%
47.0
4.0
1.0
5.0
54.0
0.68
0.30
5.9
0.3
6.2
A
20.8
C
51
84
268
4.0
4.0
C-Max C-Max
47.0
0.59
0.98
30.0
141.0
171.0
F
171.0
F
465
#703
17
2309
2242
0.0
0.0%
4.0
3
8.0
19.0
21.0
26.3%
16.0
4.0
1.0
5.0
Lead
Yes
4.0
None
0.80
0%
1
0.80
0%
9
0
296
0
Yes
0.92
1%
0.92
0%
0.92
0%
0
Perm
276
0
3
8.0
19.0
21.0
26.3%
16.0
4.0
1.0
5.0
Lead
Yes
4.0
None
16.0
0.20
0.03
26.3
0.0
26.3
C
26.3
C
4
14
176
1780
0.741
1379
6
35
140
2.7
35
256
5.0
AF
0.89
0%
1623
0.887
1479
T
3421
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
At Grade 2035 AM
3
0.0
0.0%
4.0
3
8.0
19.0
21.0
26.3%
16.0
4.0
1.0
5.0
Lead
Yes
4.0
None
8.0
19.0
21.0
26.3%
16.0
4.0
1.0
5.0
Lead
Yes
4.0
None
16.0
0.20
0.98
83.9
0.8
84.7
F
84.7
F
136
#289
60
0.0
0.0%
4.0
281
Synchro 7
Page 1
Casey Arborway
9: Arborway & Cemetery Rd
Lane Group
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
0
0
0.95
At Grade 2035 AM
6/25/2012
EBT
972
0
0
0.52
EBR
WBL
WBT
0
585
0
1.33
WBR
NBL
NBT
0
0
0
0.03
NBR
SBL
SBT
0
1
0
0.99
SBR
9: Arborway & Cemetery Rd
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 8 (10%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 125.4
Intersection LOS: F
Intersection Capacity Utilization 110.4%
ICU Level of Service H
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
2163: Arborway & South St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
0
0
25
0
1855
1900
11
687
1900
11
100
1
25
1531
0
1900
11
0
0
25
0
1611
1900
11
226
1900
11
0
0
25
0
217
1900
11
326
1900
11
50
0
25
0
14
1900
11
0
0
25
0
4916
1531
No
0
4827
131
1900
11
100
1
25
1558
0.294
482
372
1900
11
0
195
1900
10
100
1
25
1685
0.164
291
0.92
2%
35
235
4.6
0.94
2%
0.92
2%
0.92
2%
35
677
13.2
0.86
2%
0
1973
747
Free
0
2121
0.0
0.0%
1
1
10.0
48.0
57.0
47.5%
53.0
3.0
1.0
4.0
3.0
C-Max
30.0
14.0
60
53.0
0.44
0.91
27.9
0.8
28.7
C
21.1
C
280
437
155
0
No
0.91
2%
0.76
0%
0
257
pm+pt
3
4
7.0
21.0
21.0
17.5%
17.0
3.0
1.0
4.0
Lead
0.0
0.0%
0.0
0.0%
4.0
120.0
1.00
0.49
0.6
0.3
1.0
A
0
m0
4.0
1
1
10.0
48.0
57.0
47.5%
53.0
3.0
1.0
4.0
3.0
C-Max
30.0
14.0
60
53.0
0.44
0.99
31.6
3.2
34.8
C
34.8
C
306
m#310
597
3066
3066
0.0
0.0%
4.0
3.0
None
55.0
0.46
0.82
40.9
15.9
56.7
E
93
149
0
No
35
228
4.4
0.94
6%
0.93
2%
0.88
12%
582
0
149
Perm
T
4827
AF
Free
R
4.0
4916
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2035 PM
4
10.0
37.0
42.0
35.0%
38.0
3.0
1.0
4.0
Lag
2.0
None
20.0
13.0
30
39.3
0.33
0.58
25.1
14.0
39.1
D
44.5
D
182
199
148
1793
1793
0
No
35
152
3.0
0.79
2%
0.81
0%
488
0
4
0.0
0.0%
4.0
4
10.0
37.0
42.0
35.0%
38.0
3.0
1.0
4.0
Lag
2.0
None
20.0
13.0
30
39.3
0.33
0.94
99.4
0.0
99.4
F
114
#245
10.0
37.0
42.0
35.0%
38.0
3.0
1.0
4.0
Lag
0.0
0.0%
4.0
2.0
None
20.0
13.0
30
39.3
0.33
0.83
51.3
0.0
51.3
D
62.5
E
354
411
72
Synchro 7
Page 1
Casey Arborway
2163: Arborway & South St
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
At Grade 2035 PM
6/25/2012
EBT
2171
53
0
0
0.93
EBR
100
1531
0
300
0
0.61
WBL
WBT
WBR
2132
11
28
0
1.01
NBL
100
334
65
48
0
0.96
NBT
1005
407
0
0
0.97
NBR
SBL
100
158
0
0
0
0.94
SBT
SBR
588
0
0
0
0.83
2163: Arborway & South St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 1:EBWB, Start of Green, Master Intersection
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.99
Intersection Signal Delay: 33.0
Intersection LOS: C
Intersection Capacity Utilization 77.4%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
253: South St & Washington St
CMM
McMahon
6/25/2012
EBL
EBR
NBL
NBT
SBT
SBR
163
1900
1726
0.976
1726
147
1900
0
87
1900
0
758
1900
3421
291
1900
0
0
Yes
0
565
1900
3524
0.566
2009
3421
0
Yes
30
198
4.5
0.92
2%
57
30
228
5.2
0.95
1%
0.90
1%
718
1121
0
14
1
0.84
0%
414
0
0
pm+pt
4
14
8.0
10.0
10.0
8.3%
8.0
2.0
0.0
4.0
Lag
3
2.0
None
0.0
0.0%
4.0
58.0
48.3%
5.0
R
8.0
10.0
43.0
35.8%
41.0
2.0
0.0
2.0
Lead
30.0
38.0
48.0
40.0%
43.0
4.0
1.0
5.0
Lead
2
T
0.69
0%
ø2
6.0
19.0
19.0
16%
17.0
2.0
0.0
AF
48
30
846
19.2
0.81
0%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 PM
2.0
None
2.0
C-Max
30.8
0.26
0.87
55.2
0.1
55.3
E
55.3
E
275
307
766
65.8
0.55
0.62
17.2
2.6
19.8
B
19.8
B
164
206
118
60.8
0.51
0.64
20.0
0.7
20.8
C
20.8
C
259
#448
148
621
0
7
1165
34
316
1762
316
0
0.0
0.0%
4.0
Lag
3.0
None
7.0
10.0
25
Synchro 7
Page 1
Casey Arborway
253: South St & Washington St
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
0.67
EBR
At Grade 2035 PM
6/25/2012
NBL
NBT
0
0.85
SBT
0
0.78
SBR
ø2
253: South St & Washington St
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 68 (57%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 26.8
Intersection LOS: C
Intersection Capacity Utilization 85.0%
ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
25: Washington St & MBTA Busway #2
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
29
1900
902
0.950
902
10
1900
808
644
1900
1863
0
1900
0
0
1900
0
880
1900
3574
808
Yes
11
1863
0
Yes
0
3574
32
0.92
100%
11
Free
2
30
310
7.0
0.92
2%
0.92
2%
0.92
2%
30
139
3.2
0.92
1%
700
0
0
957
1
1
T
30
105
2.4
0.92
100%
Free
3.0
None
6.0
10.0
50
12.4
0.21
0.17
17.7
0.0
17.7
B
13.2
B
9
m21
25
4.0
241
0
0
60.0
1.00
0.01
0.0
0.0
0.0
A
0
m0
808
0
0
7.0
24.0
40.0
66.7%
36.0
3.0
1.0
4.0
Lead
AF
0.0
0.0%
7.0
24.0
40.0
66.7%
36.0
3.0
1.0
4.0
Lead
0.0
0.0%
0.0
0.0%
4.0
4.0
R
7.0
20.0
20.0
33.3%
16.0
3.0
1.0
4.0
Lag
3.0
C-Max
6.0
10.0
0
45.6
0.76
0.49
6.1
0.0
6.1
A
6.1
A
141
228
230
3.0
C-Max
6.0
10.0
0
45.6
0.76
0.35
3.2
0.1
3.3
A
3.3
A
75
78
59
1416
0
0
2716
528
0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 PM
Synchro 7
Page 1
Casey Arborway
25: Washington St & MBTA Busway #2
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
WBL
0
0.13
WBR
0
0.01
NBT
0
0.49
At Grade 2035 PM
6/25/2012
NBR
SBL
SBT
0
0.44
Intersection Summary
Area Type:
Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 14 (23%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.49
Intersection Signal Delay: 4.7
Intersection LOS: A
Intersection Capacity Utilization 46.4%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
25: Washington St & MBTA Busway #2
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
2272: Washington St & Ukraine Way
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
207
1900
1787
0.950
1787
327
1900
1599
397
1900
1792
269
1900
1599
346
1900
1759
1599
Yes
448
1792
1599
Yes
285
542
1900
1787
0.334
628
0.73
1%
448
Perm
446
3
2.0
None
0.86
1%
302
Perm
630
pm+pt
4
14
7.0
20.0
37.0
30.8%
34.0
3.0
0.0
4.0
Lag
1
3
10.0
17.0
29.0
24.2%
25.0
3.0
1.0
4.0
Lead
12.0
19.0
30.0
25.0%
26.0
3.0
1.0
4.0
Lead
1
12.0
19.0
30.0
25.0%
26.0
3.0
1.0
4.0
Lead
R
10.0
17.0
29.0
24.2%
25.0
3.0
1.0
4.0
Lead
0.89
1%
2.0
2.0
2.0
None C-Max C-Max
21.2
0.18
0.84
56.9
20.8
77.7
E
41.3
D
208
262
213
21.2
0.18
0.69
14.6
5.1
19.7
B
372
100
0
688
175
0
92
121
1759
30
388
8.8
0.85
8%
407
14
2
T
265
30
1282
29.1
0.89
6%
ø2
4.0
24.0
24.0
20%
16.0
4.0
4.0
AF
30
293
6.7
0.78
1%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 PM
67.0
55.8%
4.0
Lag
3.0
None
53.8
0.45
0.55
28.5
0.0
28.5
C
18.8
B
252
368
1202
53.8
0.45
0.35
4.3
0.2
4.6
A
86.8
0.72
0.82
17.4
1.5
18.9
B
7
60
67
241
804
0
0
874
0
149
773
0
45
2.0
None
5.0
11.0
0
90.8
0.76
0.31
3.0
0.0
3.0
A
12.6
B
32
39
308
1331
0
0
Synchro 7
Page 1
Casey Arborway
2272: Washington St & Ukraine Way
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
WBL
0
0.97
WBR
0
0.87
NBT
0
0.55
At Grade 2035 PM
6/25/2012
NBR
0
0.42
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 9 (8%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 22.7
Intersection Capacity Utilization 72.4%
Analysis Period (min) 15
SBT
0
0.31
ø2
Intersection LOS: C
ICU Level of Service C
2272: Washington St & Ukraine Way
D
R
AF
T
Splits and Phases:
SBL
0
0.87
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
249: Hyde Park Ave & Walk Hill St
CMM
McMahon
6/25/2012
WBL
WBR
NBT
NBR
SBL
SBT
40
1900
0
1
25
1651
0.991
1651
239
1900
0
0
25
0
620
1900
22
1900
0
0
25
0
1150
1900
0
Yes
3514
367
1900
200
1
25
1770
0.950
1770
356
0.83
2%
4
30
478
10.9
0.95
2%
0.65
2%
0.87
2%
0
687
0
1
422
Prot
4
10.0
18.0
35.0
29.2%
30.0
4.0
1.0
5.0
Lead
4.0
10.0
40.0
33.3%
38.0
2.0
0.0
2.0
Lag
17.5
0.15
0.97
69.3
0.0
69.3
E
69.3
E
168
125
31
0.0
0.0%
R
2.0
None
0.0
0.0%
4.0
3539
3539
30
828
18.8
0.95
2%
1211
14
AF
3
8.0
16.0
23.0
19.2%
18.0
4.0
1.0
5.0
Lead
0
Yes
ø2
T
149
30
111
2.5
0.59
0%
3514
4.0
2.0
C-Max
3.0
None
40.6
0.34
0.58
37.7
0.0
37.7
D
37.7
D
260
332
398
36.7
0.31
0.78
53.3
0.0
53.3
D
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
At Grade 2035 PM
324
m393
75.0
62.5%
2
7.0
22.0
22.0
18%
20.0
2.0
0.0
5.0
Lag
3.0
None
7.0
13.0
25
79.3
0.66
0.52
16.2
0.0
16.2
B
25.7
C
307
m384
748
200
Synchro 7
Page 1
Casey Arborway
249: Hyde Park Ave & Walk Hill St
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
WBL
374
0
0
0
0.95
WBR
At Grade 2035 PM
6/25/2012
NBT
1192
0
0
0
0.58
NBR
SBL
561
0
0
0
0.75
SBT
2338
0
0
0
0.52
ø2
249: Hyde Park Ave & Walk Hill St
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 8 (7%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 34.6
Intersection LOS: C
Intersection Capacity Utilization 66.8%
ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
2162: Hyde Park Ave & Ukraine Way
CMM
McMahon
6/25/2012
EBL
EBR
NBL
NBT
SBT
SBR
247
1900
1770
0.950
1770
564
1900
1583
315
1900
0
964
1900
3433
219
1900
0
1583
Yes
431
0
553
1900
3501
0.503
1793
3433
0
Yes
0.92
2%
0.88
0%
30
828
18.8
0.91
2%
31
30
489
11.1
0.86
2%
0.78
2%
613
Perm
0
pm+pt
4
14
4.0
12.0
12.0
10.0%
8.0
4.0
0.0
3.0
Lag
966
1402
0
14
1
3
2.0
None
23.6
0.20
0.91
81.6
68.3
149.9
F
89.3
F
226
#291
213
369
91
0
66.0
55.0%
5.0
R
8.0
16.0
30.0
25.0%
25.0
4.0
1.0
5.0
Lead
3
8.0
16.0
30.0
25.0%
25.0
4.0
1.0
5.0
Lead
2.0
None
23.6
0.20
0.93
42.2
15.7
58.0
E
169
#435
671
65
0
12.0
20.0
54.0
45.0%
49.0
4.0
1.0
5.0
Lead
2
T
317
ø2
4.0
24.0
24.0
20%
22.0
2.0
0.0
AF
30
293
6.7
0.78
2%
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 PM
2.0
None
2.0
C-Max
81.4
0.68
1.43dl
17.4
0.7
18.1
B
18.1
B
152
m156
748
74.4
0.62
0.65
24.5
0.3
24.7
C
24.7
C
525
569
409
1316
0
112
2141
0
215
0.0
0.0%
4.0
Lag
2.0
None
5.0
11.0
0
Synchro 7
Page 1
Casey Arborway
2162: Hyde Park Ave & Ukraine Way
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
1.14
EBR
0
1.01
NBL
At Grade 2035 PM
6/25/2012
NBT
0
0.80
SBT
0
0.73
SBR
ø2
2162: Hyde Park Ave & Ukraine Way
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 41.0
Intersection LOS: D
Intersection Capacity Utilization 84.3%
ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
dl Defacto Left Lane. Recode with 1 though lane as a left lane.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
22
1900
0
14
1900
0
17
1900
0
0
1900
0
862
1900
3564
12
1900
0
18
1900
0
0
0
Yes
0
3564
0
Yes
0
1108
1900
3571
0.924
3303
0
1900
0
0
Yes
0
1900
1755
0.829
1501
15
1900
0
0
0
1900
875
0.797
720
0.79
100%
16
30
94
2.1
0.92
100%
0.88
100%
0.44
0%
18
30
283
6.4
0.92
0%
0.70
0%
0.92
0%
3
30
201
4.6
0.89
1%
0.69
0%
0.85
0%
30
440
10.0
0.92
1%
0.92
0%
44
0
0
Perm
60
0
0
986
0
0
Perm
1225
0
3
2.0
None
2.0
None
8.0
13.0
16.0
13.3%
12.0
3.0
1.0
4.0
1
AF
8.0
13.0
16.0
13.3%
12.0
3.0
1.0
4.0
3
3
8.0
13.0
16.0
13.3%
12.0
3.0
1.0
4.0
0.0
0.0%
4.0
R
3
8.0
13.0
16.0
13.3%
12.0
3.0
1.0
4.0
2.0
None
0.0
0.0%
0.0
0.0%
4.0
4.0
15.0
23.0
82.0
68.3%
76.0
4.0
2.0
4.0
Lead
0
Yes
1
T
0
Perm
0.0
0.0%
4.0
1
15.0
23.0
82.0
68.3%
76.0
4.0
2.0
4.0
Lead
15.0
23.0
82.0
68.3%
76.0
4.0
2.0
4.0
Lead
2.0
None
2.0
C-Max
2.0
2.0
C-Max C-Max
9.8
0.08
0.60
74.7
0.0
74.7
E
74.7
E
28
m62
14
9.8
0.08
0.43
47.8
0.0
47.8
D
47.8
D
32
75
203
82.6
0.69
0.40
7.7
0.0
7.7
A
7.7
A
101
183
121
82.6
0.69
0.54
2.9
0.1
2.9
A
2.9
A
31
29
360
86
0
0
166
0
0
2454
0
0
2274
130
0
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 PM
0.0
0.0%
4.0
Synchro 7
Page 1
Casey Arborway
1759: Hyde Park Ave & Tower St
CMM
McMahon
6/25/2012
ø2
T
2
AF
12.0
22.0
22.0
18%
20.0
2.0
0.0
3.0
None
7.0
13.0
120
R
Lag
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 PM
Synchro 7
Page 2
Casey Arborway
1759: Hyde Park Ave & Tower St
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
0
0.51
At Grade 2035 PM
6/25/2012
EBR
WBL
WBT
0
0.36
WBR
NBL
NBT
0
0.40
NBR
SBL
SBT
0
0.57
SBR
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 47 (39%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay: 7.5
Intersection LOS: A
Intersection Capacity Utilization 56.7%
ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
1759: Hyde Park Ave & Tower St
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
1759: Hyde Park Ave & Tower St
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2035 PM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
0
1900
0
0
1900
0
7
1900
0
20
1900
0
21
1900
0
20
1900
0
0
Yes
0
0
Yes
0
0
Yes
0
1086
1900
3497
0.892
3122
16
1900
0
0
865
1900
3438
0.875
3011
7
1900
0
0
0
1900
1690
0.987
1690
0.92
0%
30
125
2.8
0.92
0%
0.92
0%
0.92
0%
22
30
187
4.3
0.92
0%
0.92
0%
0.75
100%
2
30
440
10.0
0.90
2%
0.46
0%
0.58
0%
3
30
194
4.4
0.89
1%
0.67
100%
0
0
0
0
Perm
30
0
0
Perm
1004
0
0
Perm
1278
0
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
R
0.0
0.0%
2.0
None
45
8.0
13.0
24.0
20.0%
20.0
3.0
1.0
4.0
1
1
15.0
23.0
74.0
61.7%
68.0
4.0
2.0
4.0
Lead
AF
3
8.0
13.0
24.0
20.0%
20.0
3.0
1.0
4.0
0.0
0.0%
4.0
15.0
23.0
74.0
61.7%
68.0
4.0
2.0
6.0
Lead
0
Yes
1
T
3
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 PM
0.0
0.0%
4.0
1
15.0
23.0
74.0
61.7%
68.0
4.0
2.0
4.0
Lead
15.0
23.0
74.0
61.7%
68.0
4.0
2.0
6.0
Lead
2.0
None
2.0
2.0
C-Max C-Max
2.0
2.0
C-Max C-Max
8.0
0.07
0.23
30.2
0.0
30.2
C
30.3
C
6
37
107
84.8
0.71
0.47
1.8
0.0
1.8
A
1.8
A
19
20
360
84.8
0.71
0.58
5.8
1.3
7.1
A
7.1
A
166
m163
114
300
0
0
2128
51
27
2207
659
0
0.0
0.0%
4.0
Synchro 7
Page 1
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
CMM
McMahon
6/25/2012
ø2
T
2
AF
12.0
22.0
22.0
18%
20.0
2.0
0.0
3.0
None
7.0
13.0
100
R
Lag
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 PM
Synchro 7
Page 2
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
EBR
WBL
At Grade 2035 PM
6/25/2012
WBT
0
0.10
WBR
NBL
NBT
0
0.48
NBR
SBL
SBT
0
0.83
SBR
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 65 (54%), Referenced to phase 1:NBSB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.58
Intersection Signal Delay: 5.1
Intersection LOS: A
Intersection Capacity Utilization 59.8%
ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
2303: Hyde Park Ave & Fitzgerald Parking Lot
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
2303: Hyde Park Ave & Fitzgerald Parking Lot
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2035 PM
6/25/2012
ø2
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
2164: Arborway & Washington St
CMM
McMahon
6/25/2012
EBT
EBR
WBT
WBR
NBL
NBT
NBR
NBR2
SBL
SBT
SBR2
NEL2
1935
1900
11
1466
1900
11
253
1900
11
9
1900
11
3288
0
0
4783
0
3421
1459
0
No
78
1900
10
100
1
25
1685
0.337
598
745
1900
11
3421
0
1900
11
100
1
25
1459
4798
118
1900
10
0
1
25
1636
0.108
186
294
1900
11
4783
305
1900
11
100
0
25
0
473
1900
11
4798
377
1900
11
100
0
25
0
3288
0
No
872
0.950
872
35
677
13.2
0.94
2%
0.94
2%
35
147
2.9
0.86
2%
0.81
2%
0.90
3%
2460
0
2082
0
131
pm+pt
3
4
5.0
11.0
11.0
9.2%
7.0
3.0
1.0
4.0
Lead
1
0.0
0.0%
10.0
54.0
54.0
45.0%
50.0
3.0
1.0
4.0
3.0
C-Max
36.0
14.0
30
56.4
0.47
1.09
67.6
0.0
67.6
E
67.6
E
~822
#939
597
0.0
0.0%
R
10.0
54.0
54.0
45.0%
50.0
3.0
1.0
4.0
4.0
3.0
C-Max
36.0
14.0
30
56.4
0.47
0.93
36.4
3.2
39.6
D
39.6
D
~621
#668
67
4.0
3.0
None
44.0
0.37
0.86
80.5
0.0
80.5
F
0
#177
0
0.92
0%
0.92
7%
0.80
0%
320
Perm
0
98
pm+pt
3
4
5.0
11.0
11.0
9.2%
7.0
3.0
1.0
4.0
Lead
T
35
193
3.8
0.94
2%
503
AF
1
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2035 PM
4
7.0
41.0
41.0
34.2%
37.0
3.0
1.0
4.0
Lag
3.0
None
24.0
13.0
20
37.0
0.31
0.48
28.9
0.4
29.2
C
40.0
D
132
154
113
4
7.0
41.0
41.0
34.2%
37.0
3.0
1.0
4.0
Lag
0.0
0.0%
4.0
3.0
None
24.0
13.0
20
37.0
0.31
0.71
39.3
1.0
40.4
D
3.0
None
212
332
48
76
44.0
0.37
0.35
26.9
0.0
26.9
C
35
323
6.3
0.94
2%
0.91
2%
0.92
100%
1071
0
10
Prot
8
4
7.0
41.0
41.0
34.2%
37.0
3.0
1.0
4.0
Lag
3.0
None
24.0
13.0
20
37.0
0.31
1.06
84.7
0.0
84.7
F
79.8
E
~478
#612
243
0.0
0.0%
4.0
8.0
14.0
14.0
11.7%
10.0
3.0
1.0
4.0
2.0
None
8.4
0.07
0.16
58.2
0.0
58.2
E
7
26
Synchro 7
Page 1
Casey Arborway
2164: Arborway & Washington St
CMM
McMahon
6/25/2012
SWL
15
1900
11
0
1
25
872
0.950
872
T
0.92
100%
R
8.0
14.0
14.0
11.7%
10.0
3.0
1.0
4.0
AF
16
Prot
8
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2035 PM
2.0
None
8.4
0.07
0.26
63.3
0.0
63.3
E
12
36
Synchro 7
Page 2
Casey Arborway
2164: Arborway & Washington St
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBT
EBR
2253
0
0
0
1.09
At Grade 2035 PM
6/25/2012
WBT
WBR
2247
45
106
0
0.97
NBL
NBT
153
0
0
0
0.86
1055
186
0
0
0.58
NBR
100
450
29
0
0
0.76
NBR2
SBL
100
283
0
0
0
0.35
SBT
1014
0
0
0
1.06
SBR2
NEL2
73
0
0
0
0.14
2164: Arborway & Washington St
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 57.1
Intersection LOS: E
Intersection Capacity Utilization 97.7%
ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
CMM
McMahon
Synchro 7
Page 3
Casey Arborway
2164: Arborway & Washington St
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
At Grade 2035 PM
6/25/2012
SWL
73
0
0
0
0.22
D
R
AF
T
Intersection Summary
CMM
McMahon
Synchro 7
Page 4
Casey Arborway
3: Arborway & Forest Hills Drive
CMM
McMahon
6/25/2012
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
580
1900
10
180
1
25
1636
0.950
1636
1403
1900
11
1
1900
11
0
0
25
0
17
1900
10
100
1
25
1668
0.107
188
837
1900
11
58
1900
11
0
0
25
0
12
1900
11
0
0
25
0
6
1900
11
39
1900
11
0
0
25
0
1
1900
11
0
0
No
0
1733
0.736
1338
631
1900
11
100
1
25
1546
0
No
1708
0.901
1570
11
1900
11
0
0
25
0
0.92
1%
0.80
0%
35
191
3.7
0.80
0%
0.80
0%
0.89
1%
35
284
5.5
0.89
1%
0
0
Perm
37
0
0
Perm
7.0
39.0
51.0
42.5%
47.0
3.0
1.0
4.0
2.0
None
20.0
15.0
20
47.0
0.39
0.97
64.5
0.0
64.5
E
514
#710
0
No
35
177
3.4
0.93
2%
0.93
0%
0.92
1%
1510
0
18
Perm
13
95.0
79.2%
4.0
94.3
0.79
0.56
3.8
0.3
4.0
A
21.7
C
86
204
97
3421
3421
35
313
6.1
0.92
1%
973
AF
624
Prot
3
3421
1
0.0
0.0%
1
7.0
39.0
44.0
36.7%
40.0
3.0
1.0
4.0
R
0.93
3%
3421
T
EBL
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
At Grade 2035 PM
4.0
3.0
C-Min
20.0
15.0
20
43.3
0.36
0.26
16.8
0.0
16.8
B
4
m4
7.0
39.0
44.0
36.7%
40.0
3.0
1.0
4.0
3.0
C-Min
20.0
15.0
20
43.3
0.36
0.79
16.1
3.6
19.7
B
19.6
B
102
m93
233
0.0
0.0%
4.0
5
7.0
25.0
25.0
20.8%
21.0
3.0
1.0
4.0
2.0
None
11.0
10.0
20
5
7.0
25.0
25.0
20.8%
21.0
3.0
1.0
4.0
2.0
None
11.0
10.0
20
17.7
0.15
0.16
44.4
0.0
44.4
D
44.4
D
24
50
111
45
1546
Yes
602
0.89
1%
709
Perm
5
0.0
0.0%
4.0
5
7.0
25.0
25.0
20.8%
21.0
3.0
1.0
4.0
2.0
None
11.0
10.0
20
7.0
25.0
25.0
20.8%
21.0
3.0
1.0
4.0
2.0
None
11.0
10.0
20
17.7
0.15
0.23
46.2
674.5
720.7
F
75.3
E
30
65
204
5
7.0
25.0
25.0
20.8%
21.0
3.0
1.0
4.0
2.0
None
11.0
10.0
20
17.7
0.15
0.96
32.9
1.4
34.3
C
82
#332
Synchro 7
Page 1
Casey Arborway
3: Arborway & Forest Hills Drive
Lane Group
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
180
641
0
0
0
0.97
EBT
At Grade 2035 PM
6/25/2012
EBR
2688
489
380
0
0.69
WBL
100
68
0
0
0
0.26
WBT
WBR
NBL
1234
178
19
0
0.92
NBT
275
0
0
0
0.13
NBR
SBL
SBT
234
0
234
0
45.00
SBR
100
767
0
13
0
0.94
3: Arborway & Forest Hills Drive
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 30 (25%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 31.7
Intersection LOS: C
Intersection Capacity Utilization 79.9%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
13: Arborway & East Bow Tie
CMM
McMahon
6/25/2012
EBU
EBL
EBT
WBT
WBR
SBL
SBR
295
1900
11
0
1900
11
250
1
25
0
1984
1900
11
1476
1900
11
3421
3421
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
3421
3421
0
Yes
0
0
Yes
0.92
0.92
35
458
8.9
0.94
35
458
8.9
0.86
0.92
321
Prot
3
0
2111
1716
0
13
1
2.0
None
22.0
10.0
10
36.4
0.30
0.62
43.0
0.0
43.0
D
0.0
0.0%
105.0
87.5%
4.0
240
m250
10.0
24.0
69.0
57.5%
65.0
3.0
1.0
4.0
Lead
4.0
0.92
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
72.6
0.60
0.83
22.9
7.0
29.9
C
29.9
C
350
439
378
2
4.0
15.0
15.0
13%
13.0
2.0
0.0
Lag
2.0
C-Max
116.2
0.97
0.64
5.6
0.0
5.7
A
10.6
B
116
m119
378
ø2
T
35
112
2.2
0.92
AF
10.0
36.0
36.0
30.0%
32.0
3.0
1.0
4.0
R
1711
0.950
1711
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Walk Time (s)
Flash Dont Walk (s)
Pedestrian Calls (#/hr)
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
At Grade 2035 PM
2.0
None
7.0
6.0
10
32
250
Synchro 7
Page 1
Casey Arborway
13: Arborway & East Bow Tie
Lane Group
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBU
534
0
0
0
0.60
EBL
At Grade 2035 PM
6/25/2012
EBT
3313
64
80
0
0.65
WBT
2070
34
322
0
0.98
WBR
SBL
SBR
ø2
13: Arborway & East Bow Tie
D
R
AF
Splits and Phases:
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 18.6
Intersection LOS: B
Intersection Capacity Utilization 58.2%
ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
11: Arborway & West Bow Tie
CMM
McMahon
6/25/2012
EBL
EBT
WBU
WBT
WBR
SBL
SBR
0
1900
11
0
0
25
0
1960
1900
11
1238
1900
11
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
1900
11
0
0
25
0
0
4916
582
1900
11
350
1
25
1711
0.950
1711
0
Yes
0
0
Yes
0.92
35
172
3.4
0.94
0
2085
0.92
1
4.0
35
412
8.0
0.86
0.92
1440
0
12
10.0
35.0
60.0 120.0
50.0% 100.0%
56.0
3.0
1.0
4.0
4.0
Lag
R
0.0
0.0%
10.0
24.0
60.0
50.0%
56.0
3.0
1.0
4.0
Lead
3421
2.0
C-Max
59.7
0.50
0.85
31.6
0.3
31.9
C
31.9
C
534
610
92
2445
0
68
35
131
2.6
0.92
0.92
0
0
AF
633
Prot
2
3421
T
4916
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
At Grade 2035 PM
2.0
None
52.3
0.44
0.85
48.9
7.9
56.7
E
516
m536
350
798
131
0
120.0
1.00
0.42
0.1
0.0
0.1
A
17.4
B
0
m0
332
0.0
0.0%
0.0
0.0%
0.0
0.0%
4.0
4.0
4.0
51
3421
0
0
Synchro 7
Page 1
Casey Arborway
11: Arborway & West Bow Tie
Lane Group
Storage Cap Reductn
Reduced v/c Ratio
EBL
EBT
0
0.88
At Grade 2035 PM
6/25/2012
WBU
0
0.95
WBT
0
0.42
WBR
SBL
SBR
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 5 (4%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 24.7
Intersection LOS: C
Intersection Capacity Utilization 76.8%
ICU Level of Service D
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
11: Arborway & West Bow Tie
D
R
AF
T
Splits and Phases:
CMM
McMahon
Synchro 7
Page 2
Casey Arborway
9: Arborway & Cemetery Rd
CMM
McMahon
6/25/2012
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
65
1900
10
150
1
25
1685
0.098
174
1388
1900
11
0
1900
11
0
0
25
0
1
1900
11
0
0
25
0
858
1900
16
307
1900
11
0
0
25
0
8
1900
12
0
0
25
0
4
1900
12
2
1900
12
0
0
25
0
622
1900
12
0
0
25
0
3
1900
12
46
1900
12
0
0
25
0
0
Yes
0
0
Yes
0
0
Yes
0
3421
3861
0.857
3309
46
35
337
6.6
35
313
6.1
0.92
2%
0.92
0%
0.92
0%
0.92
2%
71
pm+pt
4
14
7.0
15.0
15.0
12.5%
11.0
3.0
1.0
4.0
Lag
1509
0
0
Perm
1268
14
5.0
2.0
None
53.0
0.44
0.33
24.3
0.0
24.3
C
23
m60
150
215
0.92
1%
1
0.80
0%
0
0
Perm
1
0.0
0.0%
1
7.0
20.0
46.0
38.3%
41.0
4.0
1.0
5.0
R
61.0
50.8%
2
35
153
3.0
AF
0.92
0%
4.0
7.0
20.0
46.0
38.3%
41.0
4.0
1.0
5.0
56.0
0.47
0.95
33.7
9.8
43.5
D
42.6
D
286
#723
233
3.0
3.0
C-Max C-Max
41.0
0.34
1.09
91.8
12.2
104.0
F
104.0
F
~571
#711
257
1596
1161
1813
0.776
1448
0.0
0.0%
4.0
3
7.0
20.0
59.0
49.2%
54.0
4.0
1.0
5.0
Lead
1
0.80
0%
17
0
3.0
None
3.0
None
54.0
0.45
0.03
17.1
0.0
17.1
B
17.1
B
6
18
73
653
0
Yes
0.99
1%
0.99
0%
0.99
2%
0
Perm
677
0
3
7.0
20.0
59.0
49.2%
54.0
4.0
1.0
5.0
Lead
1781
0.729
1358
4
35
181
3.5
0.80
0%
T
3421
D
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Maximum Green (s)
Yellow Time (s)
All-Red Time (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s)
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
At Grade 2035 PM
3
0.0
0.0%
4.0
3
7.0
20.0
59.0
49.2%
54.0
4.0
1.0
5.0
Lead
3.0
None
7.0
20.0
59.0
49.2%
54.0
4.0
1.0
5.0
Lead
0.0
0.0%
4.0
3.0
None
54.0
0.45
1.10
100.6
0.0
100.6
F
100.6
F
~597
#831
101
613
Synchro 7
Page 1
Casey Arborway
9: Arborway & Cemetery Rd
Lane Group
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
EBL
0
0
0
0.33
At Grade 2035 PM
6/25/2012
EBT
99
0
0
1.01
EBR
WBL
WBT
0
30
0
1.12
WBR
NBL
NBT
0
0
0
0.03
NBR
SBL
SBT
0
0
0
1.10
SBR
9: Arborway & Cemetery Rd
D
R
Splits and Phases:
AF
T
Intersection Summary
Area Type:
Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 30 (25%), Referenced to phase 1:EBWB, Start of Green
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.10
Intersection Signal Delay: 75.6
Intersection LOS: E
Intersection Capacity Utilization 106.4%
ICU Level of Service G
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
CMM
McMahon
Synchro 7
Page 2