Intersection Results - Ultimate Scenario - Scenario 6 - Amazon Web ...
AECOM
Traffic Modelling and Intersection Analysis Commercial-in-Confidence
DRAFT
Appendix C
Intersection Results - Ultimate Scenario - Scenario 6
P:\60313908\6. Draft Docs\6.1 Reports\2014-08-27 Draft Report.docx Revision B – 27-Aug-2014 Prepared for – City of Whittlesea – ABN: 72 431 091 058
C
1 TO WALLAN
Ultimate Scenario 6 Design Year Scenario: AM Peak - Intersection Turn Movement Analysis Summary (Total LV and HV Vehicles)
R #N/A
N T #N/A
L #N/A
#N/A
#N/A
#N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
L
T S
R #N/A
L #N/A W T #N/A R #N/A #N/A
W
L T R
#N/A 393 48 109
R
N T 966
L 162
566
T S
L
E
W
L T R
#N/A
T S
R #N/A 150 R #N/A T 116 L
#N/A R 345 T E 23 L
14
50
17 L
E
#N/A
L
20 408 30
R
N T #N/A
L
L #N/A
#N/A
W
N T #N/A
L
L #N/A
#N/A
L
#N/A
T S
L 56
18 #N/A
L
546
T S
N T 127
R 20 65 R #N/A T 131 L
E
W
L T R
20 26 20
23 52 20
29
58
20
R
L 149
L
54
T S
R T E L
L #N/A W T #N/A R #N/A
N T 1161
45 R #N/A T 57 L
559
T S
W E
R #N/A
61
R
W
L T R
R 72
W
L T R
86 86 99
402
T S
#N/A
T S
20
T S
R 235 124 664 98
N T 37
L WT R
59
R
L
L
29
T S
KOUKOURA DRIVE 102
L
L 202
R T E L
R
155
L
E
W
L T R
#N/A
#N/A
L 104
312
T S
#N/A
T S
E
W
L T R
20 405 32 50
L
102
L
L 20
28
N T #N/A
T S
L #N/A
L WT R
L #N/A
T S
R 53
L #N/A
R T E L
11
#N/A
78
L
N T #N/A
L #N/A
50
#N/A
T S
R 45 #N/A R #N/A T E #N/A L
#N/A
R
R
N T 335
L 30 W T #N/A R 171
R
#N/A #N/A #N/A
#N/A
L
#N/A
L
R
R T L
L
T S
T
38
Education Facility
L
#N/A
T S
R
N T 460
L 21 W T #N/A R 196
L #N/A #N/A R #N/A T E #N/A L
10
#N/A
73
R
#N/A
R
L
#N/A
T S N T #N/A
#N/A
#N/A
T S
52 547 20
L
R
L
L #N/A
95
T S
#N/A
#N/A
#N/A
R
R #N/A
L WT R
E
#N/A
85
T S
R T E L
L WT R
64 492 54
#N/A
49
L
L #N/A
#N/A
#N/A
T S
#N/A
R
L
L 153
41
L
61
T S
53
R
N T 81
R 73 75 491 31
R T L
E
CRAIGIEBURN ROAD
L WT R
37 610 51
L 186
66
38
T S
R 279 25 458 89
2 L
379
Four traffic lane Arterial Road (two lanes in each direction) Two traffic lane Arterial Road (one lane in each direction) Two traffic lane Collector Road (one lane in each direction)
North Approach - Left Turn
Six traffic lane Arterial Road (three lanes in each direction)
North Approach - Through
North Approach - Right Turn
Intersection with 20 pedestrians at each approach
292 1040 96 398 308 192
82 East Approach - Right Turn 500 East Approach - Through 0 East Approach - Left Turn
5 143 308
0
R L T E WT L R
T S
119
R
R #N/A
N T #N/A
L #N/A
#N/A
#N/A
#N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
L
100
R
R T E L
L WT R
N T 1293
193 370 342
T S
R
L 56
148
L
386
T S
28 77 226 50
1 50
R
TO EPPING
Intersection with 50 pedestrians at each approach
20 20 64
L 20
7 158
R T E L
20
R
N T 1365
51 37 188
60 20 20
L 206
381
T S
R 33
L WT R
R T E L
R
8
#N/A
97 407 961 338
N T 1323
26 20 74
R
N T #N/A
71
T S
R 54
#N/A R #N/A T E #N/A L
L
3
115
R
L
L WT R
L 194
9
L #N/A
#N/A #N/A #N/A
R
N T 51
R 165 40 497 159
N T #N/A
N T 448
50 596 169
R
T S
Education Facility
L WT R
58
#N/A R #N/A T E #N/A L
L
L #N/A
R T E L
30
#N/A #N/A #N/A
R
R 50 62 358 38
20
T S
R #N/A
L WT R
L 156
26 22
#N/A R #N/A T E #N/A L
L
L WT R
#N/A
#N/A #N/A #N/A
N T 42
R 88 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A
L WT R
E
R
#N/A
#N/A
N T
R
L 27 R 439 T E W T R #N/A L
R #N/A 26 22 96
#N/A R #N/A T #N/A L #N/A
L 74
24
BOUNDARY ROAD S
#N/A #N/A #N/A
#N/A
N T #N/A
L 20
122
N T #N/A
W
60 504 #N/A #N/A
R
T S
R #N/A
E
L T R
111
N T 280
65
L
R 196 #N/A R 347 T 384 L
28
35
L #N/A R #N/A T E WT R #N/A L T S
T S
20 20 42
R
#N/A #N/A #N/A
#N/A
R 20
L 20 R #N/A T E WT R 27 L
L 89
LEGEND
Bus Priority Routes (different colour represent different bus services)West Approach - Left Turn West Approach - Through West Approach - Right Turn
#N/A
#N/A
T S
R #N/A #N/A R #N/A T E #N/A L
#N/A
4
50
R
L #N/A
R
N T 212
R 60
R T L
R
#N/A R #N/A T E #N/A L
L
76 531 50
N T #N/A
#N/A #N/A #N/A
L #N/A
23
Major Town Centre, and Community Centre
T S
N T #N/A
#N/A 459 149
R
27 L
R L T E WT L R
20
N T 22
R #N/A
L
L #N/A
T S
R #N/A 159 290 50
43
#N/A #N/A #N/A
#N/A
#N/A #N/A #N/A
96
5
106
R T L
R
N T 971
L 409 W T 342 R 220
R #N/A 39 75 100
599
T S
R 273 79 759 121
L 40
N T #N/A
L 193
22
R #N/A
N T 1077
N T 130
29 415 215
315
L WT R
21
62
6 160
R 189
L 91 W T 34 R 144
R
T S
L
R T E L
52
#N/A
R T E L
EDGARS ROAD
#N/A
L
L WT R
L 20 20 R #N/A T E 60 L
#N/A
N T #N/A
50 246 76
50
R
L WT R
30
#N/A
L
R 48 132 52 264
L T R
L #N/A
TRAIN STATION
L
R #N/A
#N/A
#N/A
L 165
20 44
#N/A #N/A #N/A
L #N/A
R
L 50
12
#N/A R #N/A T E #N/A L #N/A
N T 981
N T #N/A
#N/A #N/A #N/A
L
L WT R
N T #N/A
L
L 35
19 #N/A
L
N T 20
R #N/A
#N/A R #N/A T E #N/A L
20
R
#N/A
L
50 319 80 50
#N/A R #N/A T E #N/A L
#N/A
L WT R
53
#N/A #N/A #N/A
R
#N/A #N/A #N/A
R #N/A R #N/A
Town Centre, Community Centre and Education Facility
W
L T R
R 50 #N/A R 230 T E 23 L
#N/A
T S
R #N/A
L WT R
L #N/A
16 62
#N/A R #N/A T E #N/A L
#N/A
#N/A 330 79
ANDREW ROAD
KOUKOURA DRIVE
R #N/A
L #N/A W T #N/A R #N/A
L WT R
R
Community Centre and Education Facility N T 1064
R T E L
20
#N/A #N/A #N/A
T R S Centre, Town
R #N/A 20 291 20
20
T S
R #N/A
L T R
L 20
13 68
#N/A R #N/A T E #N/A L
45
L T R
48
#N/A #N/A #N/A
R
W
R
N T 231
EPPING ROAD
L
485
R T L
T S
EPPING ROAD
228
R 20
SUMMERHILL ROAD 80 372 50
N T #N/A
ANDREW ROAD
L 199
15
N T 20
BODYCOATS ROAD
R 482
L 133 W T 239 R 134
N T 992
R T E L
60 344 33
20
52 130 229 64
31 57
23
73
South Approach - Right Turn
South Approach - Through
South Approach - Left Turn
2 TO WALLAN
Ultimate Scenario 6 Design Year Scenario: AM Peak - Intersection Turn Movement Analysis Summary (Light Vehicle)
R #N/A
N T #N/A
L #N/A
#N/A
#N/A
#N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
L
T S
KOUKOURA DRIVE
L
532
T S
R #N/A
L #N/A W T #N/A R #N/A
103
L 152
E
W
L T R
514
T S
#N/A
T S
R #N/A 141 R #N/A T 109 L
#N/A R 324 T E 21 L
14 L
W
L
3 384 28
R
N T #N/A
L
L #N/A
#N/A
T S
T S
W
E
W
L T R
2 26 1
#N/A
L
29
54
0
R
L 149 23 52 15
L
54
T S
R T E L
W
L T R
#N/A
T S
L #N/A W T #N/A R #N/A
43 R #N/A T 54 L
19 #N/A
L
525
T S
W E
R #N/A
57
R
W
L T R
#N/A
#N/A
T S N T #N/A
L T R
80 80 93 42
#N/A #N/A #N/A
N T 20
#N/A
L
R 221
L WT R
1
T S
117 624 92
N T 35
151
96
L
L 190
563
T S
R T L
E
L
L 385 W T 322 R 207 145
L
R T L
E
W
L T R
#N/A
L
#N/A
T S
R T L
E
W
L T R
9 383 30 47
L
Bus Priority Routes (different colour represent different bus services)
143 308
0 South Approach - Right Turn
Two traffic lane Collector Road (one lane in each direction)
L 0
T S N T #N/A
T S
T S
65
R
L
L #N/A
L
R
L
T S
#N/A
T
R T L
38
N T #N/A
#N/A
T S
L #N/A
35
T S
R 41
R T E L #N/A
R
N T 414
L 19 W T #N/A R 177
L #N/A #N/A R #N/A T E #N/A L
10
#N/A
66
R
#N/A
R
L
#N/A
T S N T #N/A
L
T S
49 514 12
L
R
L
L #N/A
86
T S
L
#N/A
R
L #N/A
R #N/A
L WT R
E
80
T S
R T E L
L WT R
60 464 50
#N/A
#N/A
44
L
L #N/A
#N/A
#N/A
T S
L 144
#N/A
L
38
L
58
T S
50
R
R T L
E
CRAIGIEBURN ROAD
L WT R
35 575 48
L 175
341
T S
62
36
T S
R 251 23 431 84
2 L
R T E L
0 14 58
R L T E WT L R
R
L 0
7 142
54 10 0 0
N T 1251
46 33 169
R
N T 77
R 68 70 461 29
343
T S
R 29
L WT R
R T E L
L 185
8
#N/A
87 367 887 305
R
N T 1214
23 18 67
R
N T #N/A
64
T S
R 49
#N/A R #N/A T E #N/A L
L
3
108
R
L #N/A
L WT R
L 175
9 L
#N/A #N/A #N/A
R
N T 48
R 155 38 467 150
N T #N/A
N T 403
1 536 152
R
T S
Education Facility
L WT R
52
#N/A R #N/A T E #N/A L #N/A
R
R T E L
29
#N/A #N/A #N/A
#N/A
R 13 58 337 36
17
T S
R #N/A
L WT R
L 147
26 21
#N/A R #N/A T E #N/A L #N/A
L WT R
#N/A
#N/A #N/A #N/A
N T 40
R 83 #N/A R #N/A T E #N/A L
#N/A
Education Facility
L
#N/A #N/A #N/A
#N/A
L WT R
E
N T
R
L 25 R 413 T E W T R #N/A L
R #N/A 26 22 96
R
#N/A
L 70
24 L
#N/A R #N/A T #N/A L #N/A
57 474 #N/A
BOUNDARY ROAD S
#N/A #N/A #N/A
#N/A
L T R
L 15
122
N T #N/A
W
#N/A
R
T S
R #N/A
E
105
28
35
N T #N/A
R 184 #N/A R 326 T 367 L
N T 280
R 0
L #N/A R #N/A T E WT R #N/A L #N/A
#N/A
0 13 42
L 84
82 East Approach - Right Turn 500 East Approach - Through 0 East Approach - Left Turn
5 South Approach - Through
Two traffic lane Arterial Road (one lane in each direction)
R
#N/A
292 1040 96 398 308 192 South Approach - Left Turn
Four traffic lane Arterial Road (two lanes in each direction)
L
#N/A R #N/A T E #N/A L #N/A
R
North Approach - Left Turn
Intersection with 50 pedestrians at each approach
North Approach - Through
North Approach - Right Turn
A minimum total vehicle of 50 vehicles (LV + HV). If the total volumes less than 50 vehicles, an additional LV of up to 50 will be added to the turn movement to meet the minimum total vehicles. eg. 3 input = 50 total volumes (LV & HV)
Six traffic lane Arterial Road (three lanes in each direction)
70
R
L #N/A
11
#N/A
#N/A #N/A #N/A
#N/A
N T 301
L 27 W T #N/A R 154
107
R
R #N/A
N T #N/A
L #N/A
#N/A
#N/A
#N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
L
94
R
R T E L
L WT R
N T 1187
174 333 308
T S
R
L 51
133
L
348
T S
28 69 204 42
1 28
R
TO EPPING
A minimum total vehicle of 20 vehicles (LV + HV). If the total volumes less than 20 vehicles, an additional LV of up to 20 will be added to the turn movement to meet the minimum total vehicles. eg. 3 input = 20 total volumes (LV & HV)
West Approach - Left Turn West Approach - Through West Approach - Right Turn
L
#N/A #N/A #N/A
L
LEGEND
Intersection with 20 pedestrians at each approach
96
R L 0 #N/A T E WT R 27 L
L #N/A
23
Major Town Centre, and Community Centre
28
N T #N/A
#N/A 431 140
R
27 L
R L T E WT L R
0
N T 22
#N/A #N/A #N/A #N/A
L #N/A
4
0
R
T S
R #N/A 149 273 0
40
R #N/A
L WT R
#N/A
N T 199
R 56 71 499 0
T S
R #N/A
L WT R
#N/A R #N/A T E #N/A L
L 100
294
T S
N T #N/A
#N/A #N/A #N/A
90
5
99
R
R #N/A 36 70 94
R
N T 913
R 257 74 714 113
R
L 181
22 56
L 37
21
N T 127
27 390 207
298
KOUKOURA DRIVE L 86 W T 32 R 136
62
27
T S
E
R
6 L
R 177
R 7 #N/A T 60 L
L WT R
R #N/A
L 14
30
R T E L
L WT R N T 1012
R 48
R
#N/A
R 45 124 49 248
T S
L #N/A
T S
R T E L
47
R
EDGARS ROAD
R #N/A
L WT R
Town Centre, Community Centre and Education Facility
T S
#N/A
T S
TRAIN STATION
L
378
L
L #N/A
L 155
20
L #N/A #N/A R #N/A T E #N/A L
#N/A
#N/A
1 221 68
0
#N/A R #N/A T E #N/A L #N/A
W
R
#N/A #N/A #N/A #N/A
#N/A #N/A #N/A
L N T 924
R 68
N T #N/A
L
#N/A
L
L 33
R
L #N/A
L
ANDREW ROAD
R #N/A
#N/A
L 3
12 15
#N/A R #N/A T E #N/A L
R
N T 208
0 287 72
49
#N/A #N/A #N/A
#N/A
L WT R
R
N T #N/A
T S R 2
#N/A R 216 T E 22 L
#N/A
T S
R #N/A
#N/A R #N/A T E #N/A L
9
L T R
L #N/A
N T #N/A
R #N/A N T 1094
L
R #N/A
L #N/A
16 58
L WT R
N T #N/A
#N/A 310 74
R
#N/A #N/A #N/A
R
L WT R
#N/A R #N/A T E #N/A L
#N/A
R
N T 127
R 5 61 R #N/A T 124 L
N T #N/A
R T E L
0
#N/A #N/A #N/A
Town Centre, Community Centre and Education Facility L 53
7
R #N/A
L T R
0 274 0
13 64
#N/A R #N/A T E #N/A L #N/A
L T R
45
#N/A #N/A #N/A
42
18 L
#N/A 369 45
R
N T 1003
#N/A
L T R
3
17 #N/A
W
R
N T 908
R #N/A
L #N/A W T #N/A R #N/A
E
R #N/A
EPPING ROAD
L
456
R T L
L 0
EPPING ROAD
215
SUMMERHILL ROAD 76 350 1
15
N T 15
R 7
ANDREW ROAD
L 125 W T 224 R 126
L 187
BODYCOATS
N T 933
R 467
R T E L
60 344 33
10
52 130 229 64
31 57
23
73
3 TO WALLAN
Ultimate Scenario 6 Design Year Scenario: AM Peak - Intersection Turn Movement Analysis Summary (Heavy Vehicle)
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
### R ### T E ### L #N/A #N/A #N/A
L
14
29
T S
R #N/A
L #N/A W T #N/A R #N/A
N T 58
#N/A
34
T S
R #N/A
L #N/A W T #N/A R #N/A
N T 62
L
33
T S
7
L
L 10
W
#N/A
L
0 24 2 4
L
N T L #N/A #N/A
W
#N/A
L
Town Centre, Community Centre and Education Facility L 3
N T 5
R 0 4 R #N/A T E 8 L
L WT R
0 2 0 0
R
L 10 1 3 1
29
3
L
3
T S
R T E L
W
L T R
R #N/A
L #N/A W T #N/A R #N/A
3 R #N/A T E 3 L
19 #N/A
L
34
T S
W
L 2 R #N/A
#N/A R #N/A T E #N/A L
R
#N/A
R 4
W
L T R
5 5 6
20 3
#N/A
L
0
T S
7 40 6
L
2
T S
5 2 9 6
L
L 12
R T E L
L WT R
25 21 13
N T 58
9
L
19
T S
R #N/A 2 4 6
R T E L
3
T S
0
#N/A
L 0
#N/A
L
L 5
L WT R
1 23 2
N T 13
3
L
Two traffic lane Arterial Road (one lane in each direction) Two traffic lane Collector Road (one lane in each direction)
North Approach - Left Turn
Four traffic lane Arterial Road (two lanes in each direction)
North Approach - Through
Six traffic lane Arterial Road (three lanes in each direction)
North Approach - Right Turn
Intersection with 20 pedestrians at each approach
Bus Priority Routes (different colour represent different bus services) 19 66 6 West Approach - Left Turn 25 5 East Approach - Right Turn West Approach - Through 20 32 East Approach - Through 5 West Approach - Right Turn 12 0 East Approach - Left Turn 9 20 0 South Approach - Through
South Approach - Right Turn
South Approach - Left Turn
Heavy Vehicle Assumptions: 10% of LV are HV on Epping Road applied on all approaches 6% of LV are HV on all other roads applied on all approaches
#N/A
R
T S
L 2 W T #N/A R 20
N T 46
### R ### T E ### L
10 7
R
L #N/A
L
10
T S
#N/A
R
0 1 3
N T 18
4
L
N T #N/A
L 4
24 #N/A
L
L
#N/A #N/A
#N/A #N/A #N/A
L
R
T S
L WT R
3 33 1
R T L
L #N/A W T #N/A R #N/A
E
2
Education Facility
R
L
#N/A R #N/A T #N/A L
L #N/A W T #N/A R #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
R
5
T S
L
L
L WT R
T S
R
N T 3
4 28 3
L 9
T S
2
L
4
T S
3
R
R T L
L WT R
E
CRAIGIEBURN ROAD
2 35 3
R 3
6 R 1 T E 0 L 0
R
N T 114
38
T S
N R T L #N/A #N/A #N/A
L 0
L #N/A 0 R 2 T E W T #N/A R #N/A 6 L
7 16
L
L 11
4
2
T S
R 28 1 27 5
2 L
L 21
38
T S
5 4 19
R
N T 5
R 4 4 29 2
3
7
R
N R T L #N/A #N/A #N/A
L
R
5
L WT R
34
8 L
#N/A R #N/A T E #N/A L
10 R 41 T E 74 L
R
N T 110
3 2 7
R
#N/A #N/A #N/A
R 10
R T E L
T S
7
T S
R 5
L WT R
L 19
9 6
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
T S
0 60 17
L
L #N/A W T #N/A R #N/A
E
L WT R
2
L
T S
R T E L
R
#N/A #N/A #N/A
L 5 2 30 10
1
T S
N T 45
R 1 4 22 2
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
Education Facility
N R T L #N/A #N/A #N/A
L 9
26 1
R
N R T L #N/A #N/A #N/A 2 1 6
N T 3
R 5 #N/A R #N/A T E #N/A L
T
BOUNDARY ROAD S
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
N T
R
L #N/A 2 R 26 T E W T #N/A R #N/A #N/A L
L 1
8
T S
W
4 30 #N/A
6
R
28
2
R
E
L T R
12
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
R
L
R T E L
L WT R
T S
R
15
L
8 R 23 T E 5 L
39
T S
N R T 2 1
L 6
1
6
R
N T 106
19 37 34
3
R
TO EPPING
LEGEND
Intersection with 50 pedestrians at each approach
R
4
0
R
#N/A #N/A #N/A
L
#N/A #N/A
T S
R 4
R T E L
#N/A #N/A
T S
#N/A R #N/A T E #N/A L
6
5 32 0
#N/A
T S
R 0
L 0 R #N/A T E WT R 2 L
2
T S
6
L
R 12 #N/A R 21 T 17 L
23
Major Town Centre, and Community Centre
27 L
R L #N/A T E WT 28 L R 9
R
N T 1
R #N/A
L #N/A W T #N/A R #N/A
N T L #N/A #N/A
L #N/A W T #N/A R #N/A
R
5
6
R
36
T S
R 16 5 46 7
4
L
L 2
21
4
6 10
L WT R
R
N T 2
R 14
L W T R
R 11 0 R #N/A T E 4 L
10 17 0
22
17
R
N R T L #N/A #N/A #N/A
L 12
L #N/A W T #N/A R #N/A
L 1
30
4
T S
R 5 #N/A R #N/A T E #N/A L
ANDREW ROAD
### ### ###
E
2 25 8
EDGARS ROAD
R #N/A
L W T R
N T 3
R 3
L WT R
N R T L #N/A #N/A #N/A
N T 65
L
R
KOUKOURA DRIVE
Town Centre, Community Centre and Education Facility N T 1
24
T S
8
R
L #N/A W T #N/A R #N/A
R
R T E L
#N/A #N/A
T S
TRAIN STATION
L
#N/A
L #N/A
11
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L
L 10 8 R 3 T 16 L
N T L #N/A #N/A
N T 33
R 5
L 3 W T #N/A R 17
5
R
#N/A R #N/A T E #N/A L
L N T 57
R
T S
0 R 25 T E 8 L
0
T S
N R T L #N/A #N/A #N/A
#N/A #N/A #N/A
T S
2
#N/A R #N/A T E #N/A L
L 0
12 L
L
#N/A #N/A
0 32 8
3
L #N/A W T #N/A R #N/A
R
#N/A
L WT R
R
#N/A #N/A
#N/A #N/A #N/A
N T L #N/A #N/A
L #N/A W T #N/A R #N/A
4
#N/A
T S
T S
N T L #N/A #N/A
L
L T R
N T L #N/A #N/A
R #N/A
R #N/A N T 67
4
L
R 0 #N/A R 14 T E 1 L
16
0
#N/A #N/A #N/A
1
R
L #N/A W T 20 R 5
R
#N/A #N/A #N/A
R
R T E L
#N/A R #N/A T E #N/A L
#N/A #N/A
T S
0 17 0
0
T S
R #N/A
L T R
L 0
13
3
#N/A R #N/A T E #N/A L
3
L T R
R
L #N/A W T #N/A R #N/A
R
R 0
SUMMERHILL ROAD
#N/A R 21 T E 1 L
#N/A
T S
R #N/A 9 R #N/A T E 7 L
L
14
0
18 #N/A
L #N/A W T 24 R 3
R
17 L
R T E L
R N T 23
EPPING ROAD
R 5 22 0
15 L
KOUKOURA DRIVE
L 12
T S
N R T L #N/A #N/A #N/A
EPPING ROAD
8 14 8
N T 1
ANDREW ROAD
R 14
L WT R
N T
BODYCOATS
N T 60
L 4 W T 20 R 2
L 3 9 15 4
31 4
1
4
L T R S
R T E L
4
Ultimate Scenario 6 Design Year Scenario: AM Peak - Degree of Saturation (DOS) Summary
TO WALLAN #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
0.14
0.14 0.33 0.71 0.06
0 0.47 0.09
0.22 0.56 0.45
0
KOUKOURA DRIVE
0.4
0
0.03 0.41 0.23
0.1
#N/A #N/A #N/A
0.11
0.07
0.07
0.11
#N/A #N/A #N/A
0
0.13 0.17 0 0.15
0.52
0.11 0.11 0.13
0.38 0.14
0.15
0.15
#N/A #N/A #N/A
0.13
#N/A #N/A #N/A
#N/A #N/A #N/A
0
0.78 0.03
0
0.37 0.16
19
#N/A #N/A #N/A
#N/A #N/A #N/A
0.24
0.04 0.27 0.26 0.06
12 0.41
0.05
0.4
0.11
0.41
0
0.03 0 0.38
#N/A #N/A #N/A #N/A #N/A #N/A
0.12 0 0.07
#N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A 0.16 0.14 0.03
0.11
#N/A #N/A #N/A
#N/A #N/A #N/A
0.52
29
0
0.04 0.33 0.46
#N/A #N/A #N/A #N/A #N/A #N/A
BODYCOATS
18
0 0.27 0.02
16 0.06
#N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A
0.76 0.05
0 0.39 0.16
0.14
Town Centre, Community Centre and Education Facility 0
0.36
0.14 0.3 0.03
13 0.11
#N/A #N/A #N/A 0.4 0 0.13
17 0
0.09
0.71 0.14
0 0.41 0.02
14
11 0.08
0.06
0
0.09
0.56
0
EPPING ROAD
0.7
15
ANDREW ROAD
0.55 0.13 0.42 0.5
SUMMERHILL ROAD
#N/A #N/A #N/A
0.02 0 0.43
#N/A #N/A #N/A
10 0.08
0.12
0
0.16
0.7
0.2
#N/A #N/A #N/A #N/A #N/A #N/A
0.111 0.683 0.683 0.471
0.777
0.124
0.785
0.27 0.453 0.118 0.285
20 0.1
#N/A #N/A #N/A
0 1 1
0.646
0.55
0.55
0.18
0.18
0.42 0.42 0.39 0.35
22
0 0.54 0.29
0.11
0 0.52 0.29
23 0.12
0
0.05 0.54 0
0
0.07
24
0.56 0.06 0.47 0
#N/A #N/A #N/A
0.23
#N/A #N/A #N/A
0.07 0.58 0.15
#N/A #N/A #N/A
0.31
0.31 0.47 0.38 0.05
26 0.07
0.07
0.04 0.72 0.71
0.2
0.41 0.5 0.59
9 0.05
0.12
0.6
0.62
0.8
0.2
0.05
0.02
0
0.07
0.13 0.05 0 0.03
27
0.09 0.09 0.3
0.07
0.62
0.62
0.38
#N/A #N/A #N/A 0.19 0.23 0.23
28 0.38
#N/A #N/A #N/A
0.26
#N/A #N/A #N/A
0.12 0.12 0.73
#N/A #N/A #N/A
0.59 0.1 0.1
8 0.03
0.21
0.22
0.2
0.8
0.02
Education Facility #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
0.32 0.32 0.81
#N/A #N/A #N/A
#N/A #N/A #N/A 0.05 0.22 0.22
7 0.15
0.24
0.75
0.22
0.76
0.05
#N/A #N/A #N/A
#N/A #N/A #N/A
21
0.11 0.46 0.46
#N/A #N/A #N/A #N/A #N/A #N/A
EDGARS ROAD
0.11 0.42 0.42
#N/A #N/A #N/A
#N/A #N/A #N/A
0.44 0.77 0.08 0.556 0.761 0.132
0.347 0.347 0.327
0.34 0.58 0.78
5
0.3 0.23 0.77 0.06
0.55
0.03 0.48 0.24
0.17 0.64 0.25
0.24
0.24
LEGEND
Degree of Saturation between 0.85 and 0.95 Degree of Saturation less than 0.85 Intersection not analysed Six traffic lane Arterial Road (three lanes in each direction) Four traffic lane Arterial Road (two lanes in each direction) Two traffic lane Arterial Road (one lane in each direction)
West Approach - Left Turn West Approach - Through West Approach - Right Turn
East Approach - Right Turn East Approach - Through East Approach - Left Turn
39
South Approach - Through
South Approach - Left Turn
South Approach - Right Turn
Two traffic lane Collector Road (one lane in each direction) Bus Priority Routes (different colour represent different bus services)
North Approach - Left Turn
Degree of Saturation between 0.95 and 1.00
0.67 0.3 0.59 0.22
0.57
0.05 0.65 0.4
0.09
0.13
0.18
0.18
0.46 0.55 0.65 0.04
3 0.22
CRAIGIEBURN ROAD
0.05 0.65 0.38
0.44
0.44 0.18 0.49 0.12
2 0.18
0.18
0.64
0.19 0.74 0.72 0.14
0.65
0.23 0.11 0.11 0.38 0.52 0.08
1
TO EPPING North Approach - Through
North Approach - Right Turn
Degree of Saturation greater than 1.00
0.55
4
EPPING ROAD
0.33 0.33 0.43
0.048 0.118
6
#N/A #N/A #N/A
0.83 0.81 0.04 0.05 0 0.059
0.733 0.436 0.436 0.136 0.655 0.688
#N/A #N/A #N/A #N/A #N/A #N/A
Education Facility
#N/A #N/A #N/A
0.052 0.022
30 0
0
ANDREW ROAD
0
KOUKOURA DRIVE
Town Centre, Community Centre and Education Facility
TRAIN STATION
BOUNDARY ROAD Major Town Centre, and Community Centre
0.29
0.11 0.48 0.13
31 0.14 0.14 0.55
0.54 0.35 0.12
5
1
2
3
6
SITE LAYOUT
4
Site: Intersection 2 AM Ultimate New Site Signals - Fixed Time
5
MOVEMENT SUMMARY Site: Intersection 2 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 2 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 2 3
L2 T1 R2
Approach
66 38 100
6.1 5.3 6.0
0.175 0.175 0.642
24.8 20.2 46.2
LOS C LOS C LOS D
2.9 2.9 4.1
21.1 21.1 30.4
0.74 0.74 1.00
0.68 0.68 0.83
41.7 38.0 33.1
204
5.9
0.642
34.4
LOS C
4.1
30.4
0.87
0.75
36.4
East: Craigieburn Rd East 4 L2 89 5 T1 458 6 R2 24
5.6 5.9 4.2
0.121 0.488 0.177
22.6 28.2 46.9
LOS C LOS C LOS D
2.1 7.8 0.9
15.7 57.4 6.8
0.65 0.90 0.97
0.74 0.75 0.71
44.3 49.4 34.2
Approach
571
5.8
0.488
28.1
LOS C
7.8
57.4
0.87
0.75
47.7
North: Collector Rd 7 L2 8 T1 9 R2
186 82 72
5.9 6.1 5.6
0.439 0.439 0.461
26.4 21.8 44.7
LOS C LOS C LOS D
8.1 8.1 2.9
59.9 59.9 21.0
0.82 0.82 0.99
0.76 0.76 0.76
40.8 37.3 33.6
Approach
340
5.9
0.461
29.1
LOS C
8.1
59.9
0.85
0.76
38.2
West: Craigieburn Rd East 10 L2 37 11 T1 610 12 R2 51
5.4 5.7 5.9
0.050 0.649 0.382
22.1 29.7 48.0
LOS C LOS C LOS D
0.9 11.0 2.0
6.3 80.5 15.1
0.63 0.95 0.99
0.71 0.81 0.74
44.6 48.4 33.9
Approach
698
5.7
0.649
30.7
LOS C
11.0
80.5
0.94
0.80
46.7
1813
5.8
0.649
30.0
LOS C
11.0
80.5
0.89
0.77
43.8
All Vehicles
6
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Split Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 7 4 2 13 16 %
B No 13 23 4 2 29 36 %
C No 42 6 4 2 12 15 %
D No 54 20 4 2 26 33 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 29.8 34.3 29.8 34.3
Level of Service
80
32.0
LOS D
LOS C LOS D LOS C LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Tuesday, 29 July 2014 12:47:25 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 2 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Tuesday, 29 July 2014 12:47:26 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 2 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.86 0.93 0.86 0.93
Effective Stop Rate per ped 0.86 0.93 0.86 0.93
0.89
0.89
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 12:47:26 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 2 2046.sip6 8000907, AECOM, NETWORK / Enterprise
7
SITE LAYOUT
7
Site: Intersection 3 AM Ultimate New Site Signals - Fixed Time
8
MOVEMENT SUMMARY Site: Intersection 3 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 3 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 2 3
L2 T1 R2
Approach
40 62 53
5.0 6.5 5.7
0.183 0.183 0.264
26.4 21.8 41.4
LOS C LOS C LOS D
2.9 2.9 2.0
21.5 21.5 14.6
0.77 0.77 0.95
0.66 0.66 0.74
41.6 37.9 34.7
155
5.8
0.264
29.7
LOS C
2.9
21.5
0.83
0.69
37.6
East: Craigieburn Rd East 4 L2 31 5 T1 490 6 R2 74
6.5 5.9 5.4
0.042 0.580 0.552
22.0 30.6 49.1
LOS C LOS C LOS D
0.7 8.8 3.0
5.3 64.4 22.3
0.62 0.94 1.00
0.70 0.79 0.77
44.6 48.0 33.7
Approach
595
5.9
0.580
32.4
LOS C
8.8
64.4
0.93
0.78
45.4
North: Collector Rd 7 L2 8 T1 9 R2
153 51 165
5.9 5.9 6.1
0.196 0.094 0.824
19.5 22.6 49.0
LOS B LOS C LOS D
3.7 1.5 7.2
27.0 10.8 53.3
0.65 0.76 1.00
0.72 0.58 0.99
43.5 38.3 32.3
Approach
369
6.0
0.824
33.1
LOS C
7.2
53.3
0.82
0.82
37.1
West: Craigieburn Rd East 10 L2 64 11 T1 492 12 R2 53
6.3 5.7 5.7
0.049 0.581 0.396
8.5 30.6 48.1
LOS A LOS C LOS D
0.4 8.8 2.1
2.7 64.6 15.6
0.23 0.94 0.99
0.65 0.79 0.74
54.2 47.9 33.8
Approach
609
5.7
0.581
29.8
LOS C
8.8
64.6
0.87
0.77
46.8
1728
5.8
0.824
31.4
LOS C
8.8
64.6
0.88
0.78
43.0
All Vehicles
9
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Leading Right Turn Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 9 4 2 15 19 %
B No 15 23 4 2 29 36 %
C No 44 6 4 2 12 15 %
D No 56 18 4 2 24 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Created: Wednesday, 20 August 2014 1:38:24 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Demand Flow ped/h 20 20 20 20
Average Delay sec 31.5 34.3 34.3 32.4
Level of Service
80
33.1
LOS D
LOS D LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 1:38:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.93 0.93 0.90
Effective Stop Rate per ped 0.89 0.93 0.93 0.90
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 1:38:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise
8
SITE LAYOUT
10
Site: Intersection 4 AM Ultimate New Site Signals - Fixed Time
11
MOVEMENT SUMMARY Site: Intersection 4 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 4 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Edgars Rd 1 2 3
L2 T1 R2
Approach
50 85 115
6.0 5.9 6.1
0.243 0.243 0.574
27.9 23.5 44.4
LOS C LOS C LOS D
4.0 4.0 4.5
29.1 29.1 33.5
0.78 0.78 0.99
0.71 0.71 0.80
43.8 39.8 35.7
250
6.0
0.574
34.0
LOS C
4.5
33.5
0.88
0.75
38.5
East: Craigieburn Rd East 4 L2 160 5 T1 497 6 R2 40
6.3 6.0 5.0
0.218 0.589 0.297
23.4 30.6 47.6
LOS C LOS C LOS D
4.0 8.9 1.6
29.8 65.6 11.6
0.68 0.95 0.98
0.76 0.79 0.73
46.6 47.8 34.0
Approach
697
6.0
0.589
30.0
LOS C
8.9
65.6
0.89
0.78
46.5
North: Edgars Rd 7 L2 8 T1 9 R2
89 212 60
5.6 6.1 6.7
0.547 0.547 0.301
30.3 26.9 41.6
LOS C LOS C LOS D
10.0 10.0 2.3
73.7 73.7 16.8
0.89 0.89 0.96
0.79 0.79 0.75
40.0 38.9 34.5
Approach
361
6.1
0.547
30.2
LOS C
10.0
73.7
0.90
0.79
38.4
West: Craigieburn Rd East 10 L2 20 11 T1 406 12 R2 32
5.0 5.7 6.3
0.027 0.480 0.240
21.9 29.7 47.3
LOS C LOS C LOS D
0.5 7.1 1.3
3.3 51.8 9.3
0.62 0.92 0.97
0.69 0.76 0.72
44.7 48.4 35.7
Approach
458
5.7
0.480
30.6
LOS C
7.1
51.8
0.91
0.75
47.1
1766
5.9
0.589
30.7
LOS C
10.0
73.7
0.89
0.77
43.4
All Vehicles
12
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Leading Right Turn Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 9 4 2 15 19 %
B No 15 23 4 2 29 36 %
C No 44 6 4 2 12 15 %
D No 56 18 4 2 24 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 31.5 34.3 31.5 34.3
Level of Service
80
32.9
LOS D
LOS D LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Tuesday, 29 July 2014 2:34:23 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 4 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Tuesday, 29 July 2014 2:35:33 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 4 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.93 0.89 0.93
Effective Stop Rate per ped 0.89 0.93 0.89 0.93
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 2:35:33 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 4 2046.sip6 8000907, AECOM, NETWORK / Enterprise
9
SITE LAYOUT
13
Site: Intersection 5 AM Ultimate New Site Signals - Fixed Time
14
MOVEMENT SUMMARY Site: Intersection 5 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 5 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 120 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Rd 1 2 3
L2 T1 R2
Approach
154 313 50
5.8 6.1 0.0
0.174 0.636 0.249
12.4 57.1 59.9
LOS B LOS E LOS E
3.0 7.6 2.8
22.4 55.8 19.3
0.42 0.99 0.95
0.67 0.80 0.74
49.2 31.1 30.1
517
5.4
0.636
44.0
LOS D
7.6
55.8
0.82
0.76
34.8
East: Craigieburn Rd East 4 L2 50 5 T1 531 6 R2 76
0.0 6.0 6.6
0.058 0.772 0.234
17.3 53.8 51.2
LOS B LOS D LOS D
1.3 15.7 3.8
9.0 115.3 28.4
0.50 1.00 0.89
0.66 0.91 0.76
46.3 32.0 32.3
Approach
657
5.6
0.772
50.7
LOS D
15.7
115.3
0.95
0.87
32.8
North: Koukoura Rd 7 L2 8 T1 9 R2
105 971 273
4.8 6.0 5.9
0.077 0.771 0.438
7.5 38.1 37.8
LOS A LOS D LOS D
1.0 26.9 12.2
7.5 197.8 89.9
0.23 0.94 0.82
0.61 0.85 0.80
52.6 37.0 36.7
Approach
1349
5.9
0.771
35.6
LOS D
26.9
197.8
0.86
0.82
37.8
West: Craigieburn Rd East 10 L2 410 11 T1 343 12 R2 220
6.1 6.1 5.9
0.344 0.578 0.780
7.9 51.5 62.5
LOS A LOS D LOS E
5.0 9.5 13.3
36.9 70.0 97.7
0.30 0.98 1.00
0.65 0.80 0.90
52.3 32.7 29.5
Approach
973
6.1
0.780
35.6
LOS D
13.3
97.7
0.70
0.76
37.7
3496
5.8
0.780
39.7
LOS D
26.9
197.8
0.83
0.80
36.3
All Vehicles
15
PHASING SUMMARY
Cycle Time = 120 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Split Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 13 4 2 19 16 %
B No 19 42 4 2 48 40 %
C No 67 19 4 2 25 21 %
D No 92 22 4 2 28 23 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Tuesday, 29 July 2014 3:14:50 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd www.sidrasolutions.com SIDRA INTERSECTION 6.0.22.4722 Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 5 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 47.7 43.4 30.1 28.0 48.6 48.6 54.2 51.4
Level of Service
160
44.0
LOS E
LOS E LOS E LOS D LOS C LOS E LOS E LOS E LOS E
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Tuesday, 29 July 2014 3:14:51 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 5 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.85 0.71 0.68 0.90 0.90 0.95 0.93
Effective Stop Rate per ped 0.89 0.85 0.71 0.68 0.90 0.90 0.95 0.93
0.85
0.85
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 3:14:51 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 5 2046.sip6 8000907, AECOM, NETWORK / Enterprise
10
SITE LAYOUT
16
Site: Intersection 6 AM Reference New Site Signals - Fixed Time
17
MOVEMENT SUMMARY Site: Intersection 6 AM Reference New Site Signals - Fixed Time
Site: Intersection 6 AM Reference New Site Signals - Fixed Time
Cycle Time = 100 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 2 3
L2 T1 R2
Approach
161 29 105
6.2 6.9 5.7
0.347 0.347 0.327
33.5 28.9 43.9
LOS C LOS C LOS D
7.2 7.2 4.6
53.2 53.2 33.5
0.82 0.82 0.91
0.76 0.76 0.77
37.5 34.6 33.9
295
6.1
0.347
36.7
LOS D
7.2
53.2
0.85
0.76
35.8
East: Craigieburn Rd East 4 L2 120 5 T1 760 6 R2 79
5.8 6.1 6.3
0.132 0.761 0.556
20.7 38.5 58.0
LOS C LOS D LOS E
3.0 18.2 4.0
22.3 134.1 29.3
0.55 0.98 1.00
0.73 0.88 0.77
45.3 43.4 31.0
Approach
959
6.0
0.761
37.9
LOS D
18.2
134.1
0.93
0.85
42.2
North: Collector Rd 7 L2 8 T1 9 R2
202 37 235
5.9 5.4 6.0
0.436 0.436 0.733
34.4 29.8 49.3
LOS C LOS C LOS D
9.4 9.4 11.5
68.9 68.9 84.8
0.85 0.85 1.00
0.78 0.78 0.88
37.2 34.2 32.2
Approach
474
5.9
0.733
41.5
LOS D
11.5
84.8
0.92
0.83
34.3
West: Craigieburn Rd East 10 L2 124 11 T1 664 12 R2 98
5.6 6.0 6.1
0.136 0.655 0.688
20.7 35.3 59.7
LOS C LOS D LOS E
3.1 14.5 5.1
23.0 107.1 37.3
0.56 0.94 1.00
0.73 0.81 0.82
45.3 45.1 30.6
Approach
886
6.0
0.688
35.9
LOS D
14.5
107.1
0.90
0.80
42.9
2614
6.0
0.761
37.7
LOS D
18.2
134.1
0.91
0.82
39.9
All Vehicles
18
PHASING SUMMARY
Cycle Time = 100 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 18 4 2 24 24 %
B No 24 23 4 2 29 29 %
C No 53 8 4 2 14 14 %
D No 67 27 4 2 33 33 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 33.6 44.2 33.6 44.2
Level of Service
80
38.9
LOS D
LOS D LOS E LOS D LOS E
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.1 0.1 0.0 0.0 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Tuesday, 29 July 2014 3:33:17 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 6 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Tuesday, 29 July 2014 3:33:18 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 6 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.82 0.94 0.82 0.94
Effective Stop Rate per ped 0.82 0.94 0.82 0.94
0.88
0.88
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 3:33:18 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 6 2046.sip6 8000907, AECOM, NETWORK / Enterprise
11
SITE LAYOUT
19
Site: Intersection 7 AM Ultimate New Site Signals - Fixed Time
20
MOVEMENT SUMMARY Site: Intersection 7 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 7 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 120 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Epping Rd 1 2 3
L2 T1 R2
Approach East: Collector Rd 4 L2 5 T1 6 R2 Approach
158 379 119
10.1 10.0 10.1
0.150 0.244 0.749
16.3 23.5 68.2
LOS B LOS C LOS E
3.9 7.0 7.4
29.7 53.4 56.0
0.46 0.68 1.00
0.69 0.57 0.87
43.5 43.3 27.0
656
10.1
0.749
29.9
LOS C
7.4
56.0
0.69
0.65
39.0
64 16 20
9.4 12.5 0.0
0.220 0.220 0.045
47.4 42.7 37.0
LOS D LOS D LOS D
3.9 3.9 0.8
29.8 29.8 5.9
0.87 0.87 0.78
0.74 0.74 0.67
31.6 30.6 34.9
100
8.0
0.220
44.6
LOS D
3.9
29.8
0.85
0.73
32.0
North: Epping Rd 7 L2 8 T1 9 R2
20 1365 32
0.0 8.4 9.4
0.018 0.797 0.201
15.2 31.3 61.9
LOS B LOS C LOS E
0.4 30.9 1.8
3.1 232.2 13.6
0.41 0.86 0.96
0.64 0.79 0.73
44.1 39.6 28.2
Approach
1417
8.3
0.797
31.8
LOS C
30.9
232.2
0.86
0.78
39.3
51 37 188
9.8 10.8 10.1
0.319 0.319 0.814
34.1 29.4 65.8
LOS C LOS C LOS E
3.3 3.3 11.8
25.1 25.1 89.6
0.93 0.93 1.00
0.74 0.74 0.93
36.1 34.8 27.2
276
10.1
0.814
55.1
LOS E
11.8
89.6
0.98
0.87
29.4
2449
8.9
0.814
34.4
LOS C
30.9
232.2
0.82
0.76
37.5
West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles
21
PHASING SUMMARY
Cycle Time = 120 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Leading Right Turn (phase reduction applied) Movement Class: All Movement Classes Input Sequence: A, ?, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 11 4 2 17 14 %
B No 17 51 4 2 57 48 %
C No 74 16 4 2 22 18 %
D No 96 18 4 2 24 20 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Wednesday, 30 July 2014 4:10:14 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd www.sidrasolutions.com SIDRA INTERSECTION 6.0.22.4722 Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 7 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 51.4 49.5 22.2 21.0 54.2 46.9 22.2 21.0
Level of Service
160
36.1
LOS D
LOS E LOS E LOS C LOS C LOS E LOS E LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 4:10:16 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 7 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.91 0.61 0.59 0.95 0.88 0.61 0.59
Effective Stop Rate per ped 0.93 0.91 0.61 0.59 0.95 0.88 0.61 0.59
0.76
0.76
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 4:10:16 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 7 2046.sip6 8000907, AECOM, NETWORK / Enterprise
12
SITE LAYOUT
22
Site: Intersection 8 AM Ultimate New Site Signals - Fixed Time
23
MOVEMENT SUMMARY Site: Intersection 8 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 8 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 120 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Epping Road 1 2 3
L2 T1 R2
Approach East: Collector Rd 4 L2 5 T1 6 R2 Approach
49 381 20
10.2 10.0 0.0
0.047 0.208 0.215
15.6 17.7 68.2
LOS B LOS B LOS E
1.1 6.1 1.2
8.6 46.5 8.4
0.42 0.59 0.99
0.66 0.50 0.70
43.9 46.5 26.9
450
9.6
0.215
19.7
LOS B
6.1
46.5
0.59
0.53
44.7
20 20 60
0.0 5.0 10.0
0.103 0.103 0.593
45.9 41.3 68.7
LOS D LOS D LOS E
1.9 1.9 3.7
13.5 13.5 28.1
0.84 0.84 1.00
0.68 0.68 0.78
32.5 31.3 26.6
100
7.0
0.593
58.6
LOS E
3.7
28.1
0.94
0.74
28.5
North: Epping Road 7 L2 8 T1 9 R2
206 1324 54
10.2 8.3 9.3
0.196 0.799 0.620
16.7 26.2 71.3
LOS B LOS C LOS E
5.3 33.0 3.4
40.0 247.4 25.5
0.47 0.84 1.00
0.71 0.78 0.78
43.3 41.9 26.3
Approach
1584
8.6
0.799
26.5
LOS C
33.0
247.4
0.80
0.77
41.3
26 20 74
11.5 10.0 9.5
0.122 0.122 0.729
45.5 40.8 70.7
LOS D LOS D LOS E
2.2 2.2 4.7
16.6 16.6 35.4
0.84 0.84 1.00
0.69 0.69 0.86
32.4 31.4 26.3
120
10.0
0.729
60.2
LOS E
4.7
35.4
0.94
0.79
28.2
2254
8.8
0.799
28.3
LOS C
33.0
247.4
0.77
0.72
40.1
West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles
24
PHASING SUMMARY
Cycle Time = 120 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 10 %
B No 12 60 4 2 66 55 %
C No 78 7 4 2 13 11 %
D No 91 23 4 2 29 24 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Wednesday, 20 August 2014 1:46:46 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 8 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 54.2 19.9 54.2 19.9
Level of Service
80
37.0
LOS D
LOS E LOS B LOS E LOS B
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.0 0.0 0.1 0.1 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 1:46:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 8 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.95 0.58 0.95 0.58
Effective Stop Rate per ped 0.95 0.58 0.95 0.58
0.76
0.76
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 1:46:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 8 2046.sip6 8000907, AECOM, NETWORK / Enterprise
13
SITE LAYOUT Site: Intersection 9 AM Ultimate New Site Signals - Fixed Time
25
26
MOVEMENT SUMMARY Site: Intersection 9 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 9 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Epping Rd 1 L2 2 T1 3 R2
58 71 339
10.3 9.9 10.0
0.052 0.119 0.602
7.5 31.6 40.9
LOS A LOS C LOS D
0.4 1.2 6.5
3.3 9.2 49.1
0.29 0.89 0.98
0.61 0.65 0.81
52.4 39.6 36.8
Approach
468
10.0
0.602
35.4
LOS D
6.5
49.1
0.88
0.77
38.6
East: Boundary Rd 4 L2 5 T1 6 R2
961 408 97
7.7 10.0 10.3
0.590 0.495 0.408
24.6 32.2 43.0
LOS C LOS C LOS D
13.9 7.1 3.6
104.1 54.3 27.7
0.79 0.92 0.96
0.83 0.78 0.78
46.5 43.0 37.6
Approach
1466
8.5
0.590
28.0
LOS C
13.9
104.1
0.84
0.81
44.8
North: Epping Rd 7 L2 8 T1 9 R2
194 448 50
9.8 10.0 2.0
0.197 0.699 0.156
11.1 36.0 36.5
LOS B LOS D LOS D
2.9 8.8 1.7
21.8 66.8 12.1
0.47 0.99 0.88
0.68 0.87 0.73
52.3 37.9 37.2
Approach
692
9.4
0.699
29.0
LOS C
8.8
66.8
0.84
0.81
41.0
West: Boundary Rd 10 L2 11 T1 12 R2
50 596 169
0.0 10.1 10.1
0.036 0.724 0.709
6.7 38.1 44.7
LOS A LOS D LOS D
0.3 11.5 6.9
1.9 87.4 52.2
0.23 0.98 1.00
0.60 0.90 0.87
53.4 42.4 34.4
815
9.4
0.724
37.5
LOS D
11.5
87.4
0.94
0.88
40.9
3441
9.1
0.724
31.5
LOS C
13.9
104.1
0.87
0.82
42.1
Approach All Vehicles
27
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Leading Right Turn Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 13 4 2 19 24 %
B No 19 14 4 2 20 25 %
C No 39 11 4 2 17 21 %
D No 56 18 4 2 24 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Friday, 22 August 2014 4:22:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd www.sidrasolutions.com SIDRA INTERSECTION 6.0.22.4722 Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 9 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 31.5 27.2 33.3 30.7 29.8 27.2 34.3 31.5
Level of Service
160
30.7
LOS D
LOS D LOS C LOS D LOS D LOS C LOS C LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Friday, 22 August 2014 4:22:48 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 9 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.83 0.91 0.88 0.86 0.83 0.93 0.89
Effective Stop Rate per ped 0.89 0.83 0.91 0.88 0.86 0.83 0.93 0.89
0.88
0.88
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Friday, 22 August 2014 4:22:48 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 9 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
14
SITE LAYOUT
28
Site: Intersection 10 AM Ultimate New Site Signals - Fixed Time
29
MOVEMENT SUMMARY Site: Intersection 10 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 10 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
South: Epping Rd 1 L2 2 T1 Approach
Demand Flows Total HV veh/h %
30
PHASING SUMMARY
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
73 96
9.6 10.4
0.075 0.117
16.2 26.9
LOS B LOS C
1.3 1.5
9.7 11.5
0.48 0.83
0.67 0.63
40.4 33.2
169
10.1
0.117
22.3
LOS C
1.5
11.5
0.68
0.65
35.9
North: Epping Rd 8 T1 9 R2
460 46
10.0 10.9
0.558 0.093
30.4 30.3
LOS C LOS C
8.2 1.3
62.2 10.1
0.94 0.76
0.78 0.71
31.4 31.8
Approach
506
10.1
0.558
30.4
LOS C
8.2
62.2
0.92
0.77
31.5
West: Collector Rd 10 L2 12 R2
21 197
9.5 10.2
0.019 0.433
14.1 35.1
LOS B LOS D
6.5 6.5
49.6 49.8
0.39 0.88
0.62 0.79
39.1 28.8
Approach
218
10.1
0.433
33.1
LOS C
6.5
49.8
0.83
0.77
29.6
All Vehicles
893
10.1
0.558
29.5
LOS C
8.2
62.2
0.85
0.75
31.7
Cycle Time = 80 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Leading Right Turn Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 34 %
B No 27 18 4 2 24 30 %
C No 51 23 4 2 29 36 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P3 P4
Description South Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 34.3 34.3 31.5
Level of Service
60
33.3
LOS D
LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Friday, 22 August 2014 2:08:46 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 10 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Friday, 22 August 2014 4:28:25 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 10 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.93 0.89
Effective Stop Rate per ped 0.93 0.93 0.89
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Friday, 22 August 2014 2:08:46 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 10 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
15
SITE LAYOUT
31
Site: Intersection 11 AM Ultimate New Site Signals - Fixed Time
32
MOVEMENT SUMMARY Site: Intersection 11 AM Ultimate
Site: Intersection 11 AM Ultimate
New Site Signals - Fixed Time Cycle Time = 80 seconds (Practical Cycle Time) Variable Sequence Analysis applied. The results are given for the selected output sequence.
New Site Signals - Fixed Time Cycle Time = 80 seconds (Practical Cycle Time) Variable Sequence Analysis applied. The results are given for the selected output sequence.
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Epping Rd 1 2
L2 T1
33
PHASING SUMMARY
78 50
10.3 8.0
0.080 0.060
16.2 26.4
LOS B LOS C
1.4 1.4
10.5 10.3
0.48 0.81
0.67 0.59
40.4 33.5
Approach
128
9.4
0.080
20.2
LOS C
1.4
10.5
0.61
0.64
37.3
North: Epping Rd 8 T1 9 R2
334 53
9.9 9.4
0.405 0.106
29.2 30.4
LOS C LOS C
5.7 1.5
43.3 11.6
0.90 0.77
0.73 0.72
32.0 31.7
Approach
387
9.8
0.405
29.3
LOS C
5.7
43.3
0.88
0.73
32.0
West: Collector Rd 10 L2 12 R2
30 171
10.0 9.9
0.028 0.376
14.1 34.6
LOS B LOS C
5.6 5.6
42.4 42.4
0.40 0.86
0.62 0.78
39.1 29.0
Approach
201
10.0
0.376
31.6
LOS C
5.6
42.4
0.79
0.76
30.2
All Vehicles
716
9.8
0.405
28.3
LOS C
5.7
43.3
0.81
0.72
32.2
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A No 0 21 4 2 27 34 %
B Yes 27 18 4 2 24 30 %
C No 51 23 4 2 29 36 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P3 P4
Description South Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 34.3 34.3 31.5
Level of Service
60
33.3
LOS D
LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Friday, 22 August 2014 2:10:05 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 11 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Friday, 22 August 2014 4:37:00 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 11 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.93 0.89
Effective Stop Rate per ped 0.93 0.93 0.89
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Friday, 22 August 2014 2:10:05 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 11 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
16
SITE LAYOUT
34
Site: Intersection 12 AM Ultimate New Site Signals - Fixed Time
35
MOVEMENT SUMMARY Site: Intersection 12 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 12 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
South: Epping Rd 1 L2 2 T1 3 R2
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
50 50 52
4.0 0.0 9.6
0.041 0.049 0.399
10.8 23.7 50.0
LOS B LOS C LOS D
0.4 2.1 2.1
3.0 14.7 15.9
0.30 0.77 0.99
0.65 0.56 0.74
46.8 34.7 26.1
Approach
152
4.6
0.399
28.4
LOS C
2.1
15.9
0.69
0.65
33.8
East: Summerhill Rd 4 L2 5 T1 6 R2
76 246 50
10.5 10.2 0.0
0.064 0.256 0.269
10.2 25.5 45.8
LOS B LOS C LOS D
0.5 3.9 1.9
3.9 29.3 13.4
0.26 0.83 0.96
0.59 0.67 0.74
47.3 33.9 26.6
Approach
372
8.9
0.269
25.1
LOS C
3.9
29.3
0.73
0.66
34.7
North: Epping Rd 7 L2 8 T1 9 R2
50 231 50
0.0 10.0 0.0
0.041 0.240 0.359
10.2 25.4 48.7
LOS B LOS C LOS D
0.4 3.6 2.0
3.1 27.4 14.0
0.31 0.83 0.99
0.67 0.66 0.74
46.8 34.0 25.7
Approach
331
6.9
0.359
26.6
LOS C
3.6
27.4
0.77
0.68
33.8
West: Summerhill Rd 10 L2 11 T1 12 R2
50 319 80
0.0 10.0 10.0
0.035 0.332 0.461
8.6 26.1 47.9
LOS A LOS C LOS D
0.2 5.1 3.1
1.4 38.9 23.9
0.19 0.85 0.98
0.66 0.69 0.77
48.4 33.6 26.7
449
8.9
0.461
28.0
LOS C
5.1
38.9
0.80
0.70
33.1
1304
7.9
0.461
26.9
LOS C
5.1
38.9
0.76
0.68
33.8
Approach All Vehicles
36
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 15 %
B No 12 21 4 2 27 34 %
C No 39 8 4 2 14 18 %
D No 53 21 4 2 27 34 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians Created: Friday, 22 August 2014 4:30:24 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 12 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Demand Flow ped/h 20 20 20 20
Average Delay sec 34.3 34.3 34.3 34.3
Level of Service
80
34.3
LOS D
LOS D LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Friday, 22 August 2014 2:12:44 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 12 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.93 0.93 0.93
Effective Stop Rate per ped 0.93 0.93 0.93 0.93
0.93
0.93
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Friday, 22 August 2014 2:12:44 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 12 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
17
SITE LAYOUT
37
Site: Intersection 13 AM Ultimate New Site Signals - Fixed Time
38
MOVEMENT SUMMARY Site: Intersection 13 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 13 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Bodycoats Rd 1 2 3
L2 T1 R2
39
PHASING SUMMARY
68 20 20
5.9 0.0 0.0
0.137 0.137 0.144
23.1 21.4 44.1
LOS C LOS C LOS D
2.3 2.3 0.8
16.8 16.8 5.4
0.70 0.70 0.96
0.73 0.73 0.69
42.2 43.1 34.3
Approach
108
3.7
0.144
26.7
LOS C
2.3
16.8
0.75
0.72
40.6
East: Summerhill Rd 4 L2 5 T1 6 R2
20 291 20
0.0 5.8 0.0
0.026 0.295 0.144
21.8 25.8 46.5
LOS C LOS C LOS D
0.5 4.6 0.8
3.2 33.9 5.4
0.62 0.84 0.96
0.69 0.68 0.70
44.8 51.1 37.3
Approach
331
5.1
0.295
26.8
LOS C
4.6
33.9
0.84
0.68
49.6
North: Bodycoats Rd 7 L2 8 T1 9 R2
20 20 20
0.0 5.0 0.0
0.069 0.069 0.144
27.1 23.2 46.1
LOS C LOS C LOS D
1.1 1.1 0.8
7.8 7.8 5.4
0.73 0.73 0.96
0.68 0.68 0.70
47.2 41.7 37.3
Approach
60
1.7
0.144
32.1
LOS C
1.1
7.8
0.81
0.68
41.7
West: Summerhill Rd 10 L2 11 T1 12 R2
20 408 30
0.0 5.9 6.7
0.026 0.414 0.226
21.8 26.8 47.3
LOS C LOS C LOS D
0.5 6.7 1.2
3.2 49.4 8.7
0.62 0.87 0.97
0.69 0.72 0.72
49.9 50.4 34.1
Approach
458
5.7
0.414
27.9
LOS C
6.7
49.4
0.87
0.72
48.8
All Vehicles
957
5.0
0.414
27.6
LOS C
6.7
49.4
0.84
0.71
47.5
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 15 %
B No 12 23 4 2 29 36 %
C No 41 6 4 2 12 15 %
D No 53 21 4 2 27 34 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 28.9 34.3 28.9 34.3
Level of Service
80
31.6
LOS D
LOS C LOS D LOS C LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Wednesday, 30 July 2014 4:22:17 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 13 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Wednesday, 30 July 2014 4:22:19 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 13 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.85 0.93 0.85 0.93
Effective Stop Rate per ped 0.85 0.93 0.85 0.93
0.89
0.89
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 4:22:19 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 13 2046.sip6 8000907, AECOM, NETWORK / Enterprise
18
SITE LAYOUT
40
Site: Intersection 14 AM Ultimate New Site Signals - Fixed Time
41
MOVEMENT SUMMARY Site: Intersection 14 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 14 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 3
L2 R2
Approach
42
PHASING SUMMARY
110 48
6.4 6.3
0.099 0.103
11.0 28.9
LOS B LOS C
1.7 1.4
12.5 10.6
0.42 0.79
0.65 0.71
48.3 39.1
158
6.3
0.103
16.4
LOS B
1.7
12.5
0.53
0.67
45.1
East: Summerhill Rd 4 L2 5 T1
22 345
4.5 6.1
0.022 0.409
15.2 29.2
LOS B LOS C
0.4 5.9
2.7 43.4
0.46 0.90
0.68 0.73
48.7 48.8
Approach
367
6.0
0.409
28.3
LOS C
5.9
43.4
0.87
0.73
48.8
West: Summerhill Rd 11 T1 12 R2
393 48
6.1 6.3
0.466 0.094
29.6 29.6
LOS C LOS C
6.8 1.4
50.2 10.2
0.91 0.76
0.75 0.73
48.5 40.8
Approach
441
6.1
0.466
29.6
LOS C
6.8
50.2
0.90
0.75
47.5
All Vehicles
966
6.1
0.466
27.0
LOS C
6.8
50.2
0.83
0.73
47.6
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 34 %
B No 27 18 4 2 24 30 %
C No 51 23 4 2 29 36 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Created: Wednesday, 20 August 2014 1:58:37 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd www.sidrasolutions.com SIDRA INTERSECTION 6.0.22.4722 Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 14 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID P1 P2 P4
Description South Full Crossing East Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 31.5 34.3 34.3
Level of Service
60
33.3
LOS D
LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 1:58:38 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 14 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.93 0.93
Effective Stop Rate per ped 0.89 0.93 0.93
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 1:58:38 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 14 2046.sip6 8000907, AECOM, NETWORK / Enterprise
19
SITE LAYOUT
43
Site: Intersection 15 AM Ultimate New Site Signals - Fixed Time
44
MOVEMENT SUMMARY Site: Intersection 15 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 15 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 100 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Rd 1 2 3
L2 T1 R2
229 485 50
6.1 6.0 0.0
0.216 0.562 0.449
12.3 37.2 59.8
LOS B LOS D LOS E
3.6 10.6 2.5
26.3 78.3 17.8
0.41 0.94 1.00
0.71 0.78 0.74
58.7 44.2 33.8
Approach
764
5.6
0.562
31.2
LOS C
10.6
78.3
0.78
0.76
46.7
East: Summerhill Rd 4 L2 5 T1 6 R2
50 372 81
0.0 5.9 6.2
0.059 0.708 0.325
14.1 47.1 50.5
LOS B LOS D LOS D
0.9 9.2 3.7
6.2 67.6 27.1
0.44 1.00 0.94
0.69 0.85 0.77
58.5 39.6 36.6
Approach
503
5.4
0.708
44.4
LOS D
9.2
67.6
0.93
0.82
40.3
North: Koukoura Rd 7 L2 8 T1 9 R2
199 993 481
6.0 6.0 2.9
0.143 0.702 0.551
8.8 25.5 43.7
LOS A LOS C LOS D
1.5 19.7 10.4
11.3 145.0 74.9
0.24 0.86 0.93
0.67 0.76 0.82
62.1 51.5 39.4
1673
5.1
0.702
28.7
LOS C
19.7
145.0
0.81
0.77
48.2
133 238 134
6.0 5.9 6.0
0.127 0.422 0.501
10.2 42.8 50.8
LOS B LOS D LOS D
1.5 5.4 6.2
11.0 39.9 45.7
0.32 0.95 0.97
0.68 0.76 0.80
60.7 41.5 36.3
505
5.9
0.501
36.3
LOS D
6.2
45.7
0.79
0.75
43.5
3445
5.4
0.708
32.7
LOS C
19.7
145.0
0.82
0.77
45.9
Approach West: Summerhill Rd 10 L2 11 T1 12 R2 Approach All Vehicles
45
PHASING SUMMARY
Cycle Time = 100 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Split Phasing Movement Class: All Movement Classes Input Sequence: A1, A2, B, C, D Output Sequence: A1, A2, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A1 Yes 0 6 4 2 12 12 %
A2 No 12 11 4 2 17 17 %
B No 29 24 4 2 30 30 %
C No 59 15 4 2 21 21 %
D No 80 14 4 2 20 20 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Wednesday, 30 July 2014 10:08:58 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd www.sidrasolutions.com SIDRA INTERSECTION 6.0.22.4722 Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 15 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 43.3 40.5 21.8 19.9 44.2 39.6 35.3 32.8
Level of Service
160
34.7
LOS D
LOS E LOS E LOS C LOS B LOS E LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 10:14:45 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 15 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.90 0.66 0.63 0.94 0.89 0.84 0.81
Effective Stop Rate per ped 0.93 0.90 0.66 0.63 0.94 0.89 0.84 0.81
0.83
0.83
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 10:14:45 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 15 2046.sip6 8000907, AECOM, NETWORK / Enterprise
20
SITE LAYOUT
46
Site: Intersection 16 AM Ultimate New Site Signals - Fixed Time
47
MOVEMENT SUMMARY Site: Intersection 16 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 16 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Andrew Rd 1 3
L2 R2
Approach
48
PHASING SUMMARY
62 52
6.5 5.8
0.056 0.111
10.8 29.0
LOS B LOS C
0.9 1.6
6.8 11.4
0.41 0.79
0.63 0.71
48.4 39.1
114
6.1
0.111
19.1
LOS B
1.6
11.4
0.58
0.67
43.7
East: Collector Rd 4 L2 5 T1
23 230
4.3 6.1
0.023 0.272
15.2 28.1
LOS B LOS C
0.4 3.8
2.8 27.9
0.46 0.87
0.68 0.69
48.7 49.5
Approach
253
5.9
0.272
26.9
LOS C
3.8
27.9
0.83
0.69
49.4
West: Collector Rd 11 T1 12 R2
330 79
6.1 6.3
0.391 0.155
29.0 30.2
LOS C LOS C
5.6 2.3
41.3 17.1
0.90 0.78
0.73 0.75
48.9 40.6
Approach
409
6.1
0.391
29.3
LOS C
5.6
41.3
0.87
0.73
47.0
All Vehicles
776
6.1
0.391
27.0
LOS C
5.6
41.3
0.82
0.71
47.2
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 34 %
B No 27 23 4 2 29 36 %
C No 56 18 4 2 24 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Created: Tuesday, 29 July 2014 4:25:02 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 16 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Movement Performance - Pedestrians Mov ID P1 P2 P4
Description South Full Crossing East Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 31.5 34.3 34.3
Level of Service
60
33.3
LOS D
LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Tuesday, 29 July 2014 4:25:03 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 16 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.93 0.93
Effective Stop Rate per ped 0.89 0.93 0.93
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 4:25:03 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 16 2046.sip6 8000907, AECOM, NETWORK / Enterprise
21
SITE LAYOUT
49
Site: Intersection 17 AM Ultimate New Site Signals - Fixed Time
50
MOVEMENT SUMMARY Site: Intersection 17 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 17 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 100 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Dr 2 3
T1 R2
51
PHASING SUMMARY
566 45
6.0 6.7
0.397 0.110
24.3 40.0
LOS C LOS D
10.1 1.7
74.1 12.9
0.78 0.82
0.66 0.74
52.2 36.6
Approach
611
6.1
0.397
25.5
LOS C
10.1
74.1
0.78
0.67
50.6
East: Collector Rd 4 L2 6 R2
116 150
6.0 6.0
0.130 0.401
18.8 42.0
LOS B LOS D
3.0 6.4
22.0 47.4
0.56 0.91
0.69 0.79
43.8 34.3
Approach
266
6.0
0.401
31.9
LOS C
6.4
47.4
0.76
0.74
37.9
North: Koukoura Dr 7 L2 8 T1
162 966
6.2 6.0
0.140 0.705
14.2 27.9
LOS B LOS C
3.0 20.8
22.0 153.2
0.41 0.90
0.71 0.79
49.3 49.6
Approach
1128
6.0
0.705
26.0
LOS C
20.8
153.2
0.83
0.78
49.6
All Vehicles
2005
6.0
0.705
26.6
LOS C
20.8
153.2
0.80
0.74
47.9
Cycle Time = 100 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, D Output Sequence: A, B, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 27 %
B No 27 38 4 2 44 44 %
D No 71 23 4 2 29 29 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P2 P3
Description South Full Crossing East Full Crossing North Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 44.2 25.2 44.2
Level of Service
60
37.9
LOS D
LOS E LOS C LOS E
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.0 0.0 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Tuesday, 29 July 2014 4:49:19 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 17 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Tuesday, 29 July 2014 4:49:18 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 17 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.94 0.71 0.94
Effective Stop Rate per ped 0.94 0.71 0.94
0.86
0.86
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 4:49:19 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 17 2046.sip6 8000907, AECOM, NETWORK / Enterprise
22
SITE LAYOUT
52
Site: Intersection 18 AM Ultimate New Site Signals - Fixed Time
53
MOVEMENT SUMMARY Site: Intersection 18 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 18 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 100 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Dr 2 3
T1 R2
Approach
54
PHASING SUMMARY
547 57
6.0 5.3
0.364 0.152
22.6 42.1
LOS C LOS D
9.3 2.3
68.7 16.8
0.75 0.85
0.64 0.75
53.5 35.8
604
6.0
0.364
24.4
LOS C
9.3
68.7
0.76
0.65
51.1
East: Collector Rd 4 L2 6 R2
132 65
6.1 6.2
0.154 0.174
20.1 39.9
LOS C LOS D
3.6 2.6
26.3 19.4
0.59 0.86
0.70 0.74
43.1 35.0
Approach
197
6.1
0.174
26.7
LOS C
3.6
26.3
0.68
0.71
40.1
North: Koukoura Dr 7 L2 8 T1
56 1065
5.4 5.8
0.040 0.719
7.9 27.1
LOS A LOS C
0.2 22.2
1.6 163.5
0.15 0.90
0.64 0.80
54.6 50.2
Approach
1121
5.8
0.719
26.1
LOS C
22.2
163.5
0.86
0.79
50.4
All Vehicles
1922
5.9
0.719
25.6
LOS C
22.2
163.5
0.81
0.74
49.3
Cycle Time = 100 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 27 %
B No 27 40 4 2 46 46 %
C No 73 21 4 2 27 27 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P2 P3
Description South Full Crossing East Full Crossing North Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 44.2 23.8 44.2
Level of Service
60
37.4
LOS D
LOS E LOS C LOS E
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.0 0.0 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 2:02:45 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 18 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Wednesday, 20 August 2014 2:02:44 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 18 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.94 0.69 0.94
Effective Stop Rate per ped 0.94 0.69 0.94
0.86
0.86
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 2:02:45 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 18 2046.sip6 8000907, AECOM, NETWORK / Enterprise
23
SITE LAYOUT
55
Site: Intersection 19 AM Ultimate New Site Signals - Fixed Time
56
MOVEMENT SUMMARY Site: Intersection 19 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 19 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 100 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Rd 2 3
T1 R2
Approach East: Collector Rd 4 L2 6 R2
559 61
6.1 6.6
0.392 0.149
24.3 40.4
LOS C LOS D
9.9 2.4
73.0 17.7
0.78 0.83
0.66 0.75
52.2 36.4
620
6.1
0.392
25.8
LOS C
9.9
73.0
0.78
0.67
50.1
57 46
5.3 6.5
0.064 0.123
18.3 39.4
LOS B LOS D
1.4 1.8
10.3 13.6
0.54 0.85
0.66 0.72
44.2 35.1
103
5.8
0.123
27.7
LOS C
1.8
13.6
0.68
0.69
39.6
North: Koukoura Rd 7 L2 8 T1
35 1161
5.7 5.8
0.030 0.823
13.6 34.5
LOS B LOS C
0.6 28.1
4.4 206.8
0.37 0.96
0.68 0.92
49.7 45.6
Approach
1196
5.8
0.823
33.9
LOS C
28.1
206.8
0.95
0.91
45.7
All Vehicles
1919
5.9
0.823
30.9
LOS C
28.1
206.8
0.88
0.82
46.6
Approach
57
PHASING SUMMARY
Cycle Time = 100 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, D Output Sequence: A, B, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 27 %
B No 27 38 4 2 44 44 %
D No 71 23 4 2 29 29 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P2 P3
Description South Full Crossing East Full Crossing North Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 44.2 25.2 44.2
Level of Service
60
37.9
LOS D
LOS E LOS C LOS E
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.0 0.0 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 2:04:48 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 19 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Wednesday, 20 August 2014 2:04:46 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 19 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.94 0.71 0.94
Effective Stop Rate per ped 0.94 0.71 0.94
0.86
0.86
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 2:04:48 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 19 2046.sip6 8000907, AECOM, NETWORK / Enterprise
24
SITE LAYOUT
58
Site: Intersection 20 AM Ultimate New Site Signals - Fixed Time
59
MOVEMENT SUMMARY Site: Intersection 20 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 20 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 110 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Dr 1 2 3
L2 T1 R2
45 402 315
6.7 6.0 5.4
0.096 0.841 0.692
24.7 58.5 59.8
LOS C LOS E LOS E
1.1 11.8 8.6
8.4 87.0 62.7
0.79 1.00 1.00
0.73 0.95 0.84
43.2 35.2 32.1
Approach
762
5.8
0.841
57.0
LOS E
11.8
87.0
0.99
0.89
34.2
East: Boundary Rd 4 L2 5 T1 6 R2
264 52 132
6.1 5.8 6.1
0.816 0.106 0.408
58.3 41.7 49.3
LOS E LOS D LOS D
15.0 1.6 6.4
110.4 12.0 47.0
1.00 0.86 0.93
0.92 0.66 0.79
31.3 33.8 34.2
Approach
448
6.0
0.816
53.8
LOS D
15.0
110.4
0.96
0.85
32.4
North: Koukoura Dr 7 L2 8 T1 9 R2
165 981 72
6.1 5.8 5.6
0.276 0.844 0.120
35.7 42.3 34.0
LOS D LOS D LOS C
6.5 27.6 2.7
47.6 202.8 19.4
0.77 0.96 0.73
0.78 0.94 0.74
40.2 41.7 38.9
1218
5.8
0.844
40.9
LOS D
27.6
202.8
0.92
0.90
41.3
85 85 99
5.9 5.9 6.1
0.603 0.603 0.408
51.9 48.3 52.8
LOS D LOS D LOS D
8.7 8.7 5.0
64.1 64.1 36.9
0.98 0.98 0.96
0.81 0.81 0.78
32.1 31.4 31.4
269
5.9
0.603
51.1
LOS D
8.7
64.1
0.97
0.80
31.6
2697
5.9
0.844
48.6
LOS D
27.6
202.8
0.95
0.88
36.4
Approach West: Boundary Rd 10 L2 11 T1 12 R2 Approach All Vehicles
60
PHASING SUMMARY
Cycle Time = 110 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Split Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 14 4 2 20 18 %
B No 20 37 4 2 43 39 %
C No 63 15 4 2 21 19 %
D No 84 20 4 2 26 24 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Wednesday, 20 August 2014 2:09:55 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 20 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 47.3 40.2 30.6 27.0 49.2 44.6 45.5 45.5
Level of Service
160
41.2
LOS E
LOS E LOS E LOS D LOS C LOS E LOS E LOS E LOS E
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 2:09:56 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 20 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.86 0.75 0.70 0.95 0.90 0.91 0.91
Effective Stop Rate per ped 0.93 0.86 0.75 0.70 0.95 0.90 0.91 0.91
0.86
0.86
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 2:09:56 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 20 2046.sip6 8000907, AECOM, NETWORK / Enterprise
25
SITE LAYOUT
61
Site: Intersection 21 AM Ultimate New Site Signals - Fixed Time
62
MOVEMENT SUMMARY Site: Intersection 21 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 21 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 110 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Dr 1 2 3
L2 T1 R2
102 599 96
5.9 6.0 6.3
0.102 0.399 0.396
18.8 25.2 55.2
LOS B LOS C LOS E
2.5 11.4 4.8
18.2 83.9 35.8
0.49 0.76 0.96
0.72 0.65 0.78
46.4 51.5 31.7
Approach
797
6.0
0.399
28.0
LOS C
11.4
83.9
0.75
0.68
47.3
East: Collector Rd 4 L2 5 T1 6 R2
100 74 38
6.0 5.4 5.3
0.594 0.594 0.195
51.7 47.1 54.2
LOS D LOS D LOS D
8.9 8.9 1.9
65.3 65.3 14.0
0.98 0.98 0.95
0.81 0.81 0.73
32.0 29.8 31.0
Approach
212
5.7
0.594
50.6
LOS D
8.9
65.3
0.97
0.79
31.0
North: Koukoura Dr 7 L2 8 T1 9 R2
39 1077 188
5.1 6.0 5.9
0.039 0.778 0.773
18.3 31.5 61.3
LOS B LOS C LOS E
0.9 26.8 10.6
6.7 197.4 77.6
0.47 0.91 1.00
0.69 0.83 0.87
46.7 47.3 30.2
Approach
1304
6.0
0.778
35.4
LOS D
26.8
197.4
0.91
0.83
43.7
91 34 145
5.5 5.9 6.2
0.377 0.377 0.747
47.2 42.5 60.4
LOS D LOS D LOS E
6.0 6.0 8.2
43.7 43.7 60.2
0.92 0.92 1.00
0.77 0.77 0.88
33.1 30.7 29.4
270
5.9
0.747
53.7
LOS D
8.2
60.2
0.96
0.83
30.7
2583
6.0
0.778
36.3
LOS D
26.8
197.4
0.87
0.78
41.4
West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles
63
PHASING SUMMARY
Cycle Time = 110 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 15 4 2 21 19 %
B No 21 44 4 2 50 45 %
C No 71 12 4 2 18 16 %
D No 89 15 4 2 21 19 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Wednesday, 30 July 2014 4:34:44 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 21 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 49.2 44.6 22.3 21.0 49.2 44.6 22.3 21.0
Level of Service
160
34.3
LOS D
LOS E LOS E LOS C LOS C LOS E LOS E LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 4:34:45 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 21 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.95 0.90 0.64 0.62 0.95 0.90 0.64 0.62
Effective Stop Rate per ped 0.95 0.90 0.64 0.62 0.95 0.90 0.64 0.62
0.78
0.78
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 4:34:45 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 21 2046.sip6 8000907, AECOM, NETWORK / Enterprise
26
SITE LAYOUT Site: Intersection 22 AM Ultimate
65
64
Site: Intersection 22 AM Ultimate
MOVEMENT SUMMARY
New Site Signals - Fixed Time
New Site Signals - Fixed Time
Site: Intersection 22 AM Ultimate New Site Signals - Fixed Time
OD Mov
Cycle Time = 90 seconds (User-Given Cycle Time)
South: Collector Rd 1 L2 2 T1 3 R2
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
60 43 20
6.7 7.0 0.0
0.191 0.191 0.162
28.8 25.9 48.6
LOS C LOS C LOS D
3.4 3.4 0.9
25.0 25.0 6.2
0.78 0.78 0.97
0.70 0.70 0.69
34.6 33.4 29.0
Approach
123
5.7
0.191
31.0
LOS C
3.4
25.0
0.81
0.70
33.1
East: Boundary Rd 4 L2 5 T1 6 R2
50 290 159
0.0 5.9 6.3
0.084 0.409 0.424
28.3 35.4 39.5
LOS C LOS D LOS D
1.5 5.7 6.2
10.7 42.2 45.7
0.73 0.92 0.91
0.71 0.75 0.79
35.2 37.9 34.1
Approach
499
5.4
0.424
36.0
LOS D
6.2
45.7
0.90
0.76
36.3
North: Collector Rd 7 L2 8 T1 9 R2
193 130 48
6.2 2.3 6.3
0.589 0.589 0.405
33.2 29.9 51.4
LOS C LOS C LOS D
12.1 12.1 2.2
88.3 88.3 16.1
0.90 0.90 1.00
0.81 0.81 0.74
36.2 32.1 30.5
Approach
371
4.9
0.589
34.4
LOS C
12.1
88.3
0.91
0.80
33.9
West: Boundary Rd 10 L2 11 T1 12 R2
29 415 215
6.9 6.0 3.7
0.051 0.585 0.563
28.1 36.9 40.7
LOS C LOS D LOS D
0.9 8.6 8.7
6.5 63.0 62.7
0.72 0.96 0.95
0.69 0.79 0.82
38.1 37.3 31.4
659
5.3
0.585
37.7
LOS D
8.7
63.0
0.95
0.80
35.2
1652
5.3
0.589
36.0
LOS D
12.1
88.3
0.91
0.78
35.1
Approach All Vehicles
Cycle Time = 90 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D
Movement Performance - Vehicles Mov ID
66
PHASING SUMMARY
Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 13 %
B No 12 24 4 2 30 33 %
C No 42 19 4 2 25 28 %
D No 67 17 4 2 23 26 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Created: Wednesday, 30 July 2014 8:42:46 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 22 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Demand Flow ped/h 50 50 50 50
Average Delay sec 37.4 38.4 37.4 38.4
200
37.9
Level of Average Back of Queue Service Pedestrian Distance ped m LOS D 0.1 0.1 LOS D 0.1 0.1 LOS D 0.1 0.1 LOS D 0.1 0.1 LOS D
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 27 August 2014 1:24:23 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 22 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.91 0.92 0.91 0.92
Effective Stop Rate per ped 0.91 0.92 0.91 0.92
0.92
0.92
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 27 August 2014 1:24:23 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 22 2046.sip6 8000907, AECOM, NETWORK / Enterprise
27
SITE LAYOUT Site: Intersection 23 AM Ultimate
67
68
Site: Intersection 23 AM Ultimate
MOVEMENT SUMMARY
New Site Signals - Fixed Time
New Site Signals - Fixed Time
Site: Intersection 23 AM Ultimate New Site Signals - Fixed Time
OD Mov
Cycle Time = 80 seconds (Practical Cycle Time)
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 L2 3 R2
102 111
5.9 5.4
0.092 0.236
10.9 30.0
LOS B LOS C
1.6 3.5
11.5 25.4
0.42 0.83
0.64 0.75
45.7 37.0
Approach
213
5.6
0.236
20.9
LOS C
3.5
25.4
0.63
0.70
40.7
East: Boundary Rd 4 L2 5 T1
384 347
4.4 6.1
0.379 0.411
16.0 29.2
LOS B LOS C
8.3 5.9
60.3 43.6
0.60 0.90
0.75 0.73
43.7 40.5
Approach
731
5.2
0.411
22.3
LOS C
8.3
60.3
0.74
0.74
42.1
West: Boundary Rd 11 T1 12 R2
459 149
6.1 6.0
0.544 0.291
30.3 29.8
LOS C LOS C
8.1 4.6
59.9 33.8
0.93 0.82
0.77 0.77
40.1 37.5
Approach
608
6.1
0.544
30.2
LOS C
8.1
59.9
0.91
0.77
39.4
1552
5.6
0.544
25.2
LOS C
8.3
60.3
0.79
0.75
40.8
All Vehicles
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C
Movement Performance - Vehicles Mov ID
69
PHASING SUMMARY
Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 34 %
B No 27 18 4 2 24 30 %
C No 51 23 4 2 29 36 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Created: Wednesday, 30 July 2014 8:45:39 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 23 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P4
South Full Crossing East Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 50 50 50
Average Delay sec 31.6 34.3 34.3
150
33.4
Level of Average Back of Queue Service Pedestrian Distance ped m LOS D 0.1 0.1 LOS D 0.1 0.1 LOS D 0.1 0.1 LOS D
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 27 August 2014 1:30:20 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 23 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.93 0.93
Effective Stop Rate per ped 0.89 0.93 0.93
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 27 August 2014 1:30:20 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 23 2046.sip6 8000907, AECOM, NETWORK / Enterprise
28
SITE LAYOUT
70
Site: Intersection 24 AM Ultimate New Site Signals - Fixed Time
71
MOVEMENT SUMMARY Site: Intersection 24 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 24 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
East: Boundary Rd 5 6
T1 R2
439 27
5.9 7.4
0.520 0.053
30.1 27.9
LOS C LOS C
7.7 0.8
56.8 5.7
0.93 0.75
0.77 0.70
40.1 38.2
Approach
466
6.0
0.520
29.9
LOS C
7.7
56.8
0.92
0.76
40.0
North: Bodycoats Rd 7 L2 9 R2
74 196
5.4 6.1
0.066 0.420
10.8 31.5
LOS B LOS C
1.1 6.5
8.1 47.7
0.41 0.88
0.64 0.79
45.8 36.4
Approach
270
5.9
0.420
25.8
LOS C
6.5
47.7
0.75
0.75
38.5
West: Boundary Rd 10 L2 11 T1
61 504
6.6 6.0
0.061 0.597
14.0 30.7
LOS B LOS C
1.1 9.1
7.9 66.6
0.48 0.95
0.67 0.79
44.7 39.9
Approach
565
6.0
0.597
28.9
LOS C
9.1
66.6
0.90
0.78
40.3
1301
6.0
0.597
28.6
LOS C
9.1
66.6
0.87
0.77
39.8
All Vehicles
72
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, D Output Sequence: A, B, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 34 %
B No 27 18 4 2 24 30 %
D No 51 23 4 2 29 36 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Created: Wednesday, 20 August 2014 2:18:58 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 24 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Movement Performance - Pedestrians Mov ID P2 P3 P4
Description East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 34.3 31.5 34.3
Level of Service
60
33.3
LOS D
LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 2:18:59 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 24 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.89 0.93
Effective Stop Rate per ped 0.93 0.89 0.93
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 2:18:59 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 24 2046.sip6 8000907, AECOM, NETWORK / Enterprise
29
SITE LAYOUT
73
Site: Intersection 26 AM Ultimate New Site Signals - Fixed Time
74
MOVEMENT SUMMARY Site: Intersection 26 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 26 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Andrew Rd 1 2 3
L2 T1 R2
Approach
22 20 31
4.5 5.0 6.5
0.073 0.073 0.200
24.7 20.1 43.4
LOS C LOS C LOS D
1.1 1.1 1.2
8.3 8.3 8.8
0.72 0.72 0.96
0.62 0.62 0.72
40.0 38.3 32.7
73
5.5
0.200
31.4
LOS C
1.2
8.8
0.82
0.66
36.1
East: Boundary Rd 4 L2 5 T1 6 R2
38 359 62
5.3 6.1 6.5
0.051 0.383 0.466
20.7 27.3 47.0
LOS C LOS C LOS D
0.9 5.9 2.5
6.5 43.7 18.6
0.63 0.88 1.00
0.69 0.72 0.75
41.4 41.4 31.9
Approach
459
6.1
0.466
29.4
LOS C
5.9
43.7
0.87
0.72
39.8
North: Andrew Rd 7 L2 8 T1 9 R2
156 43 88
5.8 7.0 5.7
0.310 0.310 0.563
24.5 19.9 45.4
LOS C LOS B LOS D
5.6 5.6 3.6
41.4 41.4 26.2
0.76 0.76 1.00
0.73 0.73 0.79
39.5 37.9 32.1
Approach
287
5.9
0.563
30.2
LOS C
5.6
41.4
0.83
0.75
36.7
West: Boundary Rd 10 L2 11 T1 12 R2
52 547 20
5.8 6.0 5.0
0.071 0.583 0.149
20.8 29.0 45.3
LOS C LOS C LOS D
1.2 9.6 0.8
9.0 70.7 5.7
0.63 0.93 0.97
0.70 0.78 0.70
41.3 40.6 32.3
619
6.0
0.583
28.9
LOS C
9.6
70.7
0.91
0.77
40.3
1438
6.0
0.583
29.4
LOS C
9.6
70.7
0.88
0.75
39.1
Approach All Vehicles
75
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 7 4 2 13 16 %
B No 13 23 4 2 29 36 %
C No 42 6 4 2 12 15 %
D No 54 20 4 2 26 33 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 50 50 50 50
Average Delay sec 29.8 34.3 29.8 34.3
Level of Service
200
32.1
LOS D
LOS C LOS D LOS C LOS D
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Wednesday, 30 July 2014 8:52:31 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 26 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Wednesday, 30 July 2014 8:52:32 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 26 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.86 0.93 0.86 0.93
Effective Stop Rate per ped 0.86 0.93 0.86 0.93
0.90
0.90
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 8:52:32 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 26 2046.sip6 8000907, AECOM, NETWORK / Enterprise
30
SITE LAYOUT
76
Site: Intersection 27 AM Ultimate New Site Signals - Fixed Time
77
MOVEMENT SUMMARY Site: Intersection 27 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 27 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 70 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 2 3
T1 R2
30 37
6.7 5.4
0.070 0.069
24.3 23.6
LOS C LOS C
0.8 0.9
6.0 6.7
0.81 0.74
0.64 0.69
34.3 34.6
Approach
67
6.0
0.070
23.9
LOS C
0.9
6.7
0.78
0.67
34.4
East: Collector Rd 4 L2 6 R2
29 20
6.9 0.0
0.027 0.050
9.5 27.3
LOS A LOS C
0.4 0.6
2.9 3.9
0.42 0.82
0.58 0.67
39.4 33.0
Approach
49
4.1
0.050
16.8
LOS B
0.6
3.9
0.59
0.62
36.5
North: Collector Rd 7 L2 8 T1
20 23
0.0 4.3
0.020 0.053
11.7 24.4
LOS B LOS C
0.3 0.6
2.2 4.5
0.49 0.81
0.59 0.65
35.6 34.7
Approach
43
2.3
0.053
18.5
LOS B
0.6
4.5
0.66
0.62
35.1
159
4.4
0.070
20.2
LOS C
0.9
6.7
0.69
0.64
35.2
All Vehicles
78
PHASING SUMMARY
Cycle Time = 70 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing (phase reduction applied) Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 15 4 2 21 30 %
B No 21 16 4 2 22 31 %
D No 43 21 4 2 27 39 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P2 P3
Description South Full Crossing East Full Crossing North Full Crossing
All Pedestrians
Demand Flow ped/h 50 50 50
Average Delay sec 29.3 28.4 26.6
Level of Service
150
28.1
LOS C
LOS C LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 8:54:25 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 27 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Wednesday, 30 July 2014 8:54:32 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 27 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.92 0.90 0.87
Effective Stop Rate per ped 0.92 0.90 0.87
0.90
0.90
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 8:54:25 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 27 2046.sip6 8000907, AECOM, NETWORK / Enterprise
31
SITE LAYOUT
79
Site: Intersection 28 AM Ultimate New Site Signals - Fixed Time
80
MOVEMENT SUMMARY Site: Intersection 28 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 28 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 70 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 2 3
L2 T1 R2
69 130 40
5.8 6.2 5.0
0.377 0.377 0.260
25.9 21.3 39.3
LOS C LOS C LOS D
5.5 5.5 1.4
40.4 40.4 10.0
0.83 0.83 0.97
0.72 0.72 0.73
34.9 38.1 30.1
Approach
239
5.9
0.377
25.6
LOS C
5.5
40.4
0.86
0.72
35.6
East: Collector Rd 4 L2 5 T1 6 R2
102 23 28
5.9 4.3 7.1
0.229 0.229 0.185
22.8 19.4 37.8
LOS C LOS B LOS D
3.2 3.2 1.0
23.5 23.5 7.1
0.78 0.78 0.96
0.71 0.71 0.71
34.7 32.2 30.1
Approach
153
5.9
0.229
25.1
LOS C
3.2
23.5
0.81
0.71
33.4
North: Collector Rd 7 L2 8 T1 9 R2
20 298 20
5.0 6.0 0.0
0.622 0.622 0.126
28.6 24.0 38.4
LOS C LOS C LOS D
9.7 9.7 0.7
71.4 71.4 4.7
0.92 0.92 0.95
0.79 0.79 0.69
34.4 37.5 30.3
Approach
338
5.6
0.622
25.2
LOS C
9.7
71.4
0.92
0.78
36.8
20 20 45
0.0 5.0 6.7
0.088 0.088 0.296
25.8 22.4 38.4
LOS C LOS C LOS D
1.1 1.1 1.6
7.7 7.7 11.5
0.81 0.81 0.97
0.65 0.65 0.73
34.1 31.6 30.0
West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles
81
PHASING SUMMARY
85
4.7
0.296
31.7
LOS C
1.6
11.5
0.89
0.69
31.2
815
5.6
0.622
26.0
LOS C
9.7
71.4
0.88
0.74
35.1
Cycle Time = 70 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 17 %
B No 12 19 4 2 25 36 %
C No 37 6 4 2 12 17 %
D No 49 15 4 2 21 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians Created: Wednesday, 30 July 2014 8:57:18 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 28 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Demand Flow ped/h 50 50 50 50
Average Delay sec 29.3 25.8 29.3 25.8
Level of Service
200
27.5
LOS C
LOS C LOS C LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 8:57:15 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 28 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.92 0.86 0.92 0.86
Effective Stop Rate per ped 0.92 0.86 0.92 0.86
0.89
0.89
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 8:57:15 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 28 2046.sip6 8000907, AECOM, NETWORK / Enterprise
32
SITE LAYOUT
82
Site: Intersection 29 AM Ultimate New Site Signals - Fixed Time
83
MOVEMENT SUMMARY Site: Intersection 29 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 29 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 70 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 2 3
L2 T1 R2
20 57 20
0.0 5.3 5.0
0.146 0.146 0.130
23.7 21.5 37.4
LOS C LOS C LOS D
2.0 2.0 0.7
14.4 14.4 4.9
0.78 0.78 0.95
0.68 0.68 0.69
35.0 35.3 30.3
Approach
97
4.1
0.146
25.2
LOS C
2.0
14.4
0.82
0.68
34.1
East: Collector Rd 4 L2 5 T1 6 R2
20 55 24
5.0 5.5 4.2
0.029 0.136 0.155
18.9 24.5 38.7
LOS B LOS C LOS D
0.4 1.6 0.8
3.1 11.4 5.9
0.64 0.84 0.96
0.65 0.64 0.70
36.3 37.4 32.3
Approach
99
5.1
0.155
26.8
LOS C
1.6
11.4
0.83
0.66
35.8
North: Collector Rd 7 L2 8 T1 9 R2
159 132 20
6.3 3.8 0.0
0.522 0.522 0.126
26.3 23.0 38.4
LOS C LOS C LOS D
8.3 8.3 0.7
61.0 61.0 4.7
0.87 0.87 0.95
0.79 0.79 0.69
37.0 34.2 32.4
Approach
311
4.8
0.522
25.7
LOS C
8.3
61.0
0.88
0.78
35.5
20 28 20
0.0 7.1 0.0
0.110 0.110 0.126
27.2 22.6 38.4
LOS C LOS C LOS D
1.3 1.3 0.7
9.4 9.4 4.7
0.81 0.81 0.95
0.66 0.66 0.69
37.1 37.4 30.3
West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles
84
PHASING SUMMARY
68
2.9
0.126
28.6
LOS C
1.3
9.4
0.85
0.67
34.9
575
4.5
0.522
26.1
LOS C
8.3
61.0
0.86
0.73
35.2
Cycle Time = 70 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 17 %
B No 12 19 4 2 25 36 %
C No 37 6 4 2 12 17 %
D No 49 15 4 2 21 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Created: Wednesday, 20 August 2014 2:23:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 29 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Demand Flow ped/h 50 50 50 50
Average Delay sec 29.3 28.4 29.3 25.8
Level of Service
200
28.2
LOS C
LOS C LOS C LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 9:11:39 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 29 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.92 0.90 0.92 0.86
Effective Stop Rate per ped 0.92 0.90 0.92 0.86
0.90
0.90
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 9:11:39 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 29 2046.sip6 8000907, AECOM, NETWORK / Enterprise
33
SITE LAYOUT
85
Site: Intersection 30 AM Ultimate New Site Signals - Fixed Time
86
MOVEMENT SUMMARY Site: Intersection 30 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 30 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 70 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 2 3
T1 R2
20 66
0.0 6.1
0.048 0.118
25.0 23.2
LOS C LOS C
0.5 1.6
3.8 11.9
0.82 0.74
0.63 0.71
34.1 34.7
Approach
86
4.7
0.118
23.6
LOS C
1.6
11.9
0.76
0.69
34.5
East: Collector Rd 4 L2 6 R2
64 20
6.3 0.0
0.059 0.050
9.2 27.3
LOS A LOS C
0.9 0.6
6.4 3.9
0.42 0.82
0.59 0.67
39.6 30.8
Approach
84
4.8
0.059
13.5
LOS B
0.9
6.4
0.52
0.61
37.0
North: Collector Rd 7 L2 8 T1
20 21
5.0 4.8
0.022 0.052
12.3 25.3
LOS B LOS C
0.3 0.6
2.4 4.2
0.51 0.82
0.59 0.66
35.4 34.4
Approach
41
4.9
0.052
18.9
LOS B
0.6
4.2
0.67
0.63
34.9
211
4.7
0.118
18.7
LOS B
1.6
11.9
0.65
0.65
35.6
All Vehicles
87
PHASING SUMMARY
Cycle Time = 70 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing (phase reduction applied) Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 15 4 2 21 30 %
B No 21 15 4 2 21 30 %
D No 42 22 4 2 28 40 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P2 P3
Description South Full Crossing East Full Crossing North Full Crossing
All Pedestrians
Demand Flow ped/h 50 50 50
Average Delay sec 29.3 29.3 25.8
Level of Service
150
28.1
LOS C
LOS C LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Tuesday, 29 July 2014 4:56:36 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 30 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Tuesday, 29 July 2014 4:56:50 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 30 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.92 0.92 0.86
Effective Stop Rate per ped 0.92 0.92 0.86
0.90
0.90
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 4:56:36 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 30 2046.sip6 8000907, AECOM, NETWORK / Enterprise
34
SITE LAYOUT
88
Site: Intersection 31 AM Ultimate New Site Signals - Fixed Time
89
MOVEMENT SUMMARY Site: Intersection 31 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 31 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: RoadName 1 2 3
L2 T1 R2
63 24 74
6.3 4.2 5.4
0.138 0.138 0.552
23.1 18.5 46.5
LOS C LOS B LOS D
2.3 2.3 3.0
16.8 16.8 22.3
0.70 0.70 1.00
0.67 0.67 0.78
42.3 38.6 33.1
Approach
161
5.6
0.552
33.1
LOS C
3.0
22.3
0.84
0.72
37.0
East: Craigieburn Rd 4 L2 5 T1 6 R2
71 243 143
5.6 6.2 6.3
0.118 0.346 0.536
26.8 31.3 42.5
LOS C LOS C LOS D
1.9 4.2 5.4
14.1 31.3 39.9
0.72 0.91 0.97
0.74 0.73 0.80
42.2 47.4 35.7
Approach
457
6.1
0.536
34.1
LOS C
5.4
39.9
0.90
0.75
42.2
52 20 30
5.8 5.0 6.7
0.114 0.114 0.226
23.6 19.0 44.8
LOS C LOS B LOS D
1.9 1.9 1.2
14.0 14.0 8.7
0.71 0.71 0.97
0.67 0.67 0.71
42.1 38.4 33.5
Approach
102
5.9
0.226
28.9
LOS C
1.9
14.0
0.79
0.68
38.5
West: Craigieburn Rd 10 L2 11 T1 12 R2
64 339 35
6.3 5.9 5.7
0.107 0.481 0.131
26.7 32.3 39.8
LOS C LOS C LOS D
1.7 6.1 1.2
12.7 44.9 9.0
0.72 0.94 0.90
0.74 0.76 0.73
42.2 46.8 36.6
438
5.9
0.481
32.1
LOS C
6.1
44.9
0.91
0.76
45.1
1158
6.0
0.552
32.7
LOS C
6.1
44.9
0.88
0.74
42.1
North: Collector Rd 7 L2 8 T1 9 R2
Approach All Vehicles
90
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 15 %
B No 12 23 4 2 29 36 %
C No 41 12 4 2 18 23 %
D No 59 15 4 2 21 26 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 34.3 34.3 34.3 34.3
Level of Service
80
34.3
LOS D
LOS D LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Tuesday, 29 July 2014 3:37:42 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 31 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Tuesday, 29 July 2014 3:37:43 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 31 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.93 0.93 0.93
Effective Stop Rate per ped 0.93 0.93 0.93 0.93
0.93
0.93
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 3:37:43 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 31 2046.sip6 8000907, AECOM, NETWORK / Enterprise
TO WALLAN
Ultimate Scenario 6 Design Year Scenario: PM Peak - Intersection Turn Movement Analysis Summary (Total LV and HV Vehicles)
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
L
188
983
T S
E
W
L #N/A T #N/A R #N/A
50
#N/A
R
L
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
E
W
KOUKOURA DRIVE
T S
#N/A
R
L
R #N/A
W
L #N/A W T #N/A R #N/A
#N/A R #N/A T #N/A L
E
W
L
T S
R #N/A
N T L #N/A #N/A
#N/A
#N/A #N/A
#N/A R #N/A T E #N/A L
R
L
T S
W
E
R #N/A
#N/A #N/A #N/A
T S
R
W
L #N/A T #N/A R #N/A #N/A
W
L T R
94 72 49
20 112
L
889
T S
N R T L #N/A #N/A #N/A
R T E L
392
R
L #N/A W T #N/A R #N/A
#N/A R L #N/A #N/A T E WT #N/A R #N/A #N/A L #N/A #N/A #N/A
L
T S
L
L WT R
R 206 220 860 179
T S
N T 44
6 139
L
37
T S
135
R
21
E
W
L
213 R 916 T 125 L
E
L 566 W T 366 R 172
R 272
T S
R
N T 426
L 106
5 249
L
864
T S
E
W
50
R
#N/A #N/A
#N/A R #N/A T E #N/A L
T S
R
R
T S
R
R #N/A
N T L #N/A #N/A
N R T L #N/A #N/A #N/A
#N/A
#N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
T S
L
L
#N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
T S
#N/A #N/A
L TROAD R BOUNDARY
T S
L #N/A W T #N/A R #N/A
R
#N/A R #N/A T E #N/A L
T S
L #N/A W T #N/A R #N/A
T S
#N/A #N/A #N/A
#N/A #N/A #N/A
L
T S
R
L #N/A W T #N/A R #N/A
E
Education Facility
R
R
L #N/A W T #N/A R #N/A
#N/A
R 27
L 20 T 403 R 52
R
N T 115
L 62
4 L
46
176
T S
119 R 761 T E 123 L
155
R
L WT R
L 108
3 L
83
T S
72
R
45
169 R 803 T 61 L
E
CRAIGIEBURN ROAD
823
R
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
T S
R
R
N T 73
R 117 124 447 50
425
T S
#N/A #N/A #N/A
T S
R
L #N/A W T #N/A R #N/A
T S
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A #N/A R L #N/A #N/A T E W T #N/A R #N/A #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
T S
R
N R T L #N/A #N/A #N/A
#N/A #N/A #N/A
L
T S
R
T S
R
#N/A R #N/A T E #N/A L
L WT R
R 423
N T 525
254 320 222
L 81
1 387
L
1139
T S
R
52
LEGEND
TO EPPING
Intersection with 50 pedestrians at each approach
Four traffic lane Arterial Road (two lanes in each direction) Two traffic lane Arterial Road (one lane in each direction) Two traffic lane Collector Road (one lane in each direction) Bus Priority Routes (different colour represent different bus services) West Approach - Left Turn West Approach - Through West Approach - Right Turn
North Approach - Through
Six traffic lane Arterial Road (three lanes in each direction)
North Approach - Left Turn
North Approach - Right Turn
Intersection with 20 pedestrians at each approach
292 1040 96 398 308 192
82 East Approach - Right Turn 500 East Approach - Through 0 East Approach - Left Turn
5 143 308
0
#N/A R #N/A T E #N/A L
L
#N/A #N/A
T S
185 R 519 T E 608 L
L
#N/A #N/A #N/A
T S
L
#N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
E
L 125
9 188
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
N T 123
50 591 84
N R T L #N/A #N/A #N/A
#N/A R #N/A T #N/A L
L
T S
L WT R
Education Facility
N R T L #N/A #N/A #N/A
R
R 50 #N/A R #N/A T E #N/A L
L
N R T L #N/A #N/A #N/A #N/A R #N/A T #N/A L
L
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
S
#N/A #N/A #N/A
R
#N/A #N/A #N/A
T S
W
N R T L #N/A #N/A #N/A #N/A R L #N/A #N/A T E W T #N/A R #N/A #N/A L
#N/A #N/A #N/A #N/A
R
#N/A R L #N/A #N/A T E WT #N/A R #N/A #N/A L
L
E
L T R
N T L #N/A #N/A
#N/A R #N/A T E #N/A L
L
100 R 733 T 50 L
N T L #N/A #N/A
L #N/A T #N/A R #N/A
167 1181 183
R
L 110
R #N/A
R T L
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
T S
ANDREW ROAD
#N/A #N/A #N/A
L
L 51 49 46 59
L #N/A W T #N/A R #N/A L
N R T L #N/A #N/A #N/A
EDGARS ROAD
E
N T 626
T S
#N/A R L #N/A #N/A T E WT #N/A R #N/A #N/A L
L #N/A W T #N/A R #N/A
L 164 W T 62 R 119
#N/A R #N/A T #N/A L
Major Town Centre, and Community Centre
N R T L #N/A #N/A #N/A
R 151 #N/A R #N/A T #N/A L
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
#N/A
R #N/A
#N/A #N/A #N/A
R
N R T L #N/A #N/A #N/A
L
KOUKOURA DRIVE
N R T L #N/A #N/A #N/A #N/A #N/A #N/A
N R T L #N/A #N/A #N/A
L
R
#N/A #N/A #N/A
N R T L #N/A #N/A #N/A
#N/A #N/A #N/A
L WT R
79
R
R
L #N/A W T #N/A R #N/A
Town Centre, Community Centre and Education Facility
L #N/A W T #N/A R #N/A
222
T S
#N/A #N/A
T S
L 163 186 104 237
L
N R T L #N/A #N/A #N/A
50 R 354 T E 52 L
12 54
R
L 50
#N/A #N/A
N T L #N/A #N/A
L
TRAIN STATION
R 99
50 266 37
#N/A R #N/A T E #N/A L
L N T 543
L T R
N T L #N/A #N/A
T S
L WT R
T S
R #N/A
L
W #N/A R #N/A T #N/A L
N T L #N/A #N/A
#N/A #N/A #N/A
R
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
L T R
#N/A #N/A #N/A
L
R
N T 50
R 50 #N/A R #N/A T E #N/A L
#N/A #N/A
#N/A R #N/A T E #N/A L #N/A
R
L #N/A W T #N/A R #N/A
T S
#N/A #N/A #N/A
#N/A #N/A
T S
L #N/A T #N/A R #N/A
#N/A #N/A #N/A
L
L T R
Town Centre, Community Centre and Education Facility
N R T L #N/A #N/A #N/A
L
#N/A
N T L #N/A #N/A
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L
#N/A R #N/A T E #N/A L
N T L #N/A #N/A
#N/A #N/A #N/A
R
L #N/A T #N/A R #N/A
#N/A #N/A #N/A
L
W
L T R
#N/A #N/A
T S
R #N/A #N/A R #N/A T #N/A L
R #N/A
#N/A R #N/A T E #N/A L
T S
R
EPPING ROAD
15 L
SUMMERHILL ROAD 111 R 385 T 50 L
R
EPPING ROAD
N L 165
ANDREW ROAD
N T 673
BODYCOATS ROAD
R 85
L 464 W T 327 R 230
T S
78 R 398 T E 45 L
#N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A
South Approach - Right Turn
South Approach - Through
South Approach - Left Turn
TO WALLAN
Ultimate Scenario 6 Design Year Scenario: PM Peak - Intersection Turn Movement Analysis Summary (Light Vehicle)
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
L
L
924
T S
E
W
L #N/A T #N/A R #N/A
#N/A R #N/A T E #N/A L
1
#N/A
R
L
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
E
W
KOUKOURA DRIVE
L
T S
R
L
W
L
E
W
T L #N/A #N/A #N/A R #N/A T E #N/A L
#N/A
R
L
W
R
L #N/A W T #N/A R #N/A
#N/A R #N/A T #N/A L
E
R #N/A
#N/A #N/A #N/A
L
T S
R
W
#N/A
L T R
W
88 67 46 106
L
836
T S
N R T L #N/A #N/A #N/A 175 R 98 T E 223 L
L #N/A W T #N/A R #N/A
368
R
KOUKOURA DRIVE
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
T S
R
N R T L #N/A #N/A #N/A
#N/A ### ###
L
R 194
L WT R
206 809 168
T S
L
N T L 41 103
L
35 126
T S
R 256 201 R 861 T 118 L
6 130
R
21 157 1110
R
E
L 48
T S
L
W
#N/A
L
E
W
L 15 T 379 R 49
N T 109
R
T S
E
W
T S
R
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
T S
L
L
R
N T L #N/A #N/A
L #N/A T #N/A R #N/A
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E W T #N/A R #N/A #N/A L #N/A
R
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
#N/A #N/A
L T R BOUNDARY SROAD
T S
R
#N/A #N/A #N/A
L
L
T S
R
T S
#N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
T S
#N/A #N/A #N/A
L
L
T S
R
Education Facility
43
L
165
T S
R
R
L #N/A W T #N/A R #N/A
L
383
167 R 467 T E 547 L
T S
741
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
L
T S
R
T S
R
L #N/A W T #N/A R #N/A
E
L 112
9 169
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
N T 111
9 532 76
N R T L #N/A #N/A #N/A
#N/A R #N/A T #N/A L
T S
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E W T #N/A R #N/A #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
L
L
T S
R
T S
R
T S
R
N T 68
L 116 WT 420 R 47
159 R 755 T 58 L
3 78
L
68
T S
N R T L #N/A #N/A #N/A
L 102
42
R
L #N/A W T #N/A R #N/A
E
CRAIGIEBURN ROAD
R 381 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
L
T S
R
T S
R
L WT R
N T 472
229 288 200
North Approach - Through
Intersection with 20 pedestrians at each approach
North Approach - Left Turn
North Approach - Right Turn
Intersection with 50 pedestrians at each approach
292 1040 96 West Approach - Left Turn West Approach - Through West Approach - Right Turn
Six traffic lane Arterial Road (three lanes in each direction)
Bus Priority Routes (different colour represent different bus services)
0 South Approach - Right Turn
Two traffic lane Collector Road (one lane in each direction)
143 308 South Approach - Through
Two traffic lane Arterial Road (one lane in each direction)
82 East Approach - Right Turn 500 East Approach - Through 0 East Approach - Left Turn
5 South Approach - Left Turn
Four traffic lane Arterial Road (two lanes in each direction)
398 308 192
R
348
L
1025
T S
#N/A #N/A #N/A 70 R 358 T E 40 L
47
R
TO EPPING
A minimum total vehicle of 50 vehicles (LV + HV). If the total volumes less than 50 vehicles, an additional LV of up to 50 will be added to the turn movement to meet the minimum total vehicles. eg. 3 input = 50 total volumes (LV & HV)
T S
L 73
1
LEGEND A minimum total vehicle of 20 vehicles (LV + HV). If the total volumes less than 20 vehicles, an additional LV of up to 20 will be added to the turn movement to meet the minimum total vehicles. eg. 3 input = 20 total volumes (LV & HV)
#N/A R #N/A T E #N/A L
L
146
R
T S
L WT R
Education Facility
N R T L #N/A #N/A #N/A
R 110 112 R 715 T E 115 L
R 1 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
L #N/A W T #N/A R #N/A
E
R
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
N R T L #N/A #N/A #N/A
N R T L #N/A #N/A #N/A #N/A R #N/A T #N/A L
#N/A #N/A #N/A
L 58
4
0
R
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
#N/A #N/A
T S
R 25 94 R 689 T 0 L
R
N T L #N/A #N/A
#N/A R #N/A T E #N/A L
L 100
812
T S
E
N T L #N/A #N/A
L #N/A T #N/A R #N/A
172
5 234
R T L
R
N T 400
L 532 W T 344 R 162
R #N/A 46 43 55
T S
T S
ANDREW ROAD
E
N T 589
#N/A R #N/A T E #N/A L
L
N R T L #N/A #N/A #N/A
N R T L #N/A #N/A #N/A
L 154 W T 58 R 112
L #N/A W T #N/A R #N/A
L
R
Major Town Centre, and Community Centre
L #N/A W T #N/A R #N/A R 142
#N/A R #N/A T #N/A L
#N/A #N/A #N/A
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
#N/A R #N/A T E #N/A L
R #N/A #N/A R #N/A T #N/A L
EDGARS ROAD
R T L #N/A ### ###
L WT R
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
L #N/A W T #N/A R #N/A
Town Centre, Community Centre and N Education Facility
R
R
L 153
20
T S
#N/A #N/A
T S
TRAIN STATION
R 93
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
3 R 322 T E 47 L 71
#N/A R #N/A T E #N/A L
L N T 510
L
200
T S
#N/A #N/A
#N/A
48
R
L 1
12
#N/A #N/A #N/A
#N/A
L
3 240 33
#N/A #N/A #N/A
L #N/A T #N/A R #N/A
N T L #N/A #N/A
L #N/A T #N/A R #N/A
T S
L WT R
#N/A #N/A
N T L #N/A #N/A
R #N/A
W
N T L #N/A #N/A
R #N/A
L
N R T L #N/A #N/A #N/A
L
L #N/A T #N/A R #N/A
#N/A #N/A
T S
T S
R
R 3 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A R #N/A T E #N/A L #N/A
R
L #N/A T #N/A R #N/A
#N/A #N/A #N/A
T S
R #N/A
L #N/A W T #N/A R #N/A
#N/A #N/A
L #N/A T #N/A R #N/A
#N/A #N/A
T S
R #N/A #N/A R #N/A T #N/A L
L
N T L #N/A #N/A
Town Centre, Community Centre and Education Facility N
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
L
#N/A R #N/A T E #N/A L #N/A
#N/A R #N/A T E #N/A L #N/A
R
L #N/A T #N/A R #N/A
#N/A #N/A #N/A
L #N/A T #N/A R #N/A
#N/A #N/A
T S
R #N/A #N/A R #N/A T #N/A L
W
R N T 8
EPPING ROAD
177
R #N/A
SUMMERHILL ROAD 104 R 362 T 3 L
T S
N R T L #N/A #N/A #N/A
ANDREW ROAD
L 155
15
N T L #N/A #N/A
EPPING ROAD
N
BODYCOATS
R 80
L 439 W T 307 R 216
N T 633
#N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A
TO WALLAN
Ultimate Scenario 6 Design Year Scenario: PM Peak - Intersection Turn Movement Analysis Summary (Heavy Vehicle)
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
L
L
59
T S
#N/A
R
L
N R T L #N/A #N/A #N/A
KOUKOURA DRIVE
L
T S
#N/A
R
L
N R T L #N/A #N/A #N/A
N T L #N/A #N/A
R #N/A
W
L
T L #N/A #N/A
L #N/A W T #N/A R #N/A
E
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A
R
L
W
R
W #N/A R #N/A T #N/A L
E
R #N/A
L #N/A W T #N/A R #N/A
#N/A #N/A #N/A
L
T S
R
#N/A
L T R
W
6 4 3
20 7
L
10 4 7
T S
L WT R
13 52 11
L
L 7 13 55 8
6 8
L
2
T S
R T E L
L WT R
71
T S
N T 26
15
52
T S
N T L #N/A #N/A
L #N/A W T #N/A R #N/A
E
#N/A
L
L 6
R T L
L WT R
E
1 24 3
R
N T 7
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
T S
R
Major Town Centre, and Community Centre L
N R T #N/A #N/A #N/A
T S
T S
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
T S
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
T S
L
L
R
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E W T #N/A R #N/A #N/A L #N/A
L
T S
R
L
T S
T S
R
#N/A #N/A #N/A
T
L
L
R
T S
R
L #N/A W T #N/A R #N/A
Education Facility
3
L
T S
R T E L
1 59 8 19
R
L
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
43
19 R 52 T E 61 L
T S
82
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
L
T S
R
T S
R
L #N/A W T #N/A R #N/A
E
L 12
9
N R T L #N/A #N/A #N/A
#N/A R #N/A T #N/A L
T S
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E W T #N/A R #N/A #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
L
L
L
T S
R
T S
R
N T 4
L WT R
7 27 3
L 7 10 48 4
3 5
L
4
T S
3
R
R T L
E
CRAIGIEBURN ROAD
T S
R
T S
R
N R T L #N/A #N/A #N/A
R 42
N T 52
39
114
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
L WT R
25 32 22
L
T S
R
L
T S
5
R
TO EPPING
Two traffic lane Collector Road (one lane in each direction)
6 5 32 0
5 20
0
South Approach - Through
South Approach - Left Turn
Heavy Vehicle Assumptions: 10% of LV are HV on Epping Road applied on all approaches 6% of LV are HV on all other roads applied on all approaches
66
South Approach - Right Turn
Bus Priority Routes (different colour represent different bus services) 19 West Approach - Left Turn 25 West Approach - Through 20 West Approach - Right Turn 12 9
North Approach - Left Turn
Two traffic lane Arterial Road (one lane in each direction)
North Approach - Through
Six traffic lane Arterial Road (three lanes in each direction) Four traffic lane Arterial Road (two lanes in each direction)
North Approach - Right Turn
Intersection with 20 pedestrians at each approach
East Approach - Right Turn East Approach - Through East Approach - Left Turn
R
N R T L #N/A #N/A #N/A 8 R 40 T E 4 L
1
#N/A #N/A #N/A
T S
L 8
LEGEND Intersection with 50 pedestrians at each approach
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
9
R
L WT R
Education Facility
N R T L #N/A #N/A #N/A
R 7 7 46 7
11
T S
N T 12
R 0 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
E
R
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A #N/A R #N/A T #N/A L
L
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
#N/A #N/A
N R T L #N/A #N/A #N/A
#N/A #N/A #N/A
R
W
N T L #N/A #N/A
L #N/A T #N/A R #N/A
BOUNDARY ROAD S
#N/A #N/A #N/A
T S
E
R
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
L 4
4
0
R
R
N T L #N/A #N/A
#N/A #N/A
T S
R 2 6 44 0
R T E L L
#N/A R #N/A T E #N/A L
11
5 L
R T L
R
R 16 34 22 10
8
R
R #N/A
21 10
R
N T 3
R 12
R
L 3 3 3 4
L #N/A W T #N/A R #N/A
L
R
T S
R #N/A #N/A R #N/A T #N/A L
EDGARS ROAD
L WT R
#N/A #N/A #N/A
L
24
L #N/A W T #N/A R #N/A N T 38
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
#N/A R #N/A T E #N/A L
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
N R T L #N/A #N/A #N/A
R 9 #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A #N/A #N/A #N/A
T S
N R T L #N/A #N/A #N/A
R T E L
KOUKOURA DRIVE
Town Centre, Community Centre and Education Facility
L WT R
53
R
R
L 10 11 6 14
N R T L #N/A #N/A #N/A
T S
#N/A #N/A
T S
TRAIN STATION
R 6
L
8
#N/A R #N/A T E #N/A L
L N T 33
0 R 32 T E 5 L
22
T S
#N/A #N/A
L
5
R
L #N/A W T #N/A R #N/A
L 0
12
#N/A #N/A #N/A
#N/A
#N/A
0 27 4
#N/A #N/A #N/A
L #N/A T #N/A R #N/A
N T L #N/A #N/A
T S
L WT R
#N/A #N/A
N T L #N/A #N/A
R #N/A
L #N/A W T #N/A R #N/A
N T L #N/A #N/A
R #N/A
L
N R T L #N/A #N/A #N/A
L
L #N/A T #N/A R #N/A
#N/A #N/A
T S
T S
R
R 0 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A R #N/A T E #N/A L #N/A
R
L #N/A W T #N/A R #N/A
#N/A #N/A
L #N/A T #N/A R #N/A
#N/A #N/A
T S
R #N/A #N/A R #N/A T #N/A L
T S
L
Town Centre, Community Centre and Education Facility N
L #N/A W T #N/A R #N/A L
#N/A R #N/A T E #N/A L #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
L #N/A T #N/A R #N/A
R
L #N/A W T #N/A R #N/A
E
W
#N/A #N/A
T S
R #N/A #N/A R #N/A T #N/A L
R #N/A
SUMMERHILL ROAD
#N/A R #N/A T E #N/A L
0
L #N/A W T #N/A R #N/A
L
L #N/A W T #N/A R #N/A
E
R N T 1
EPPING ROAD
11
R T L
T S
EPPING ROAD
R 7 23 0
N R T L #N/A #N/A #N/A
ANDREW ROAD
L 10
15
N T L #N/A #N/A
ANDREW ROAD
25 20 14
N T
BODYCOATS
R 5
L WT R
N T 40
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
L
T S
R
Ultimate Scenario 6 Design Year Scenario: PM Peak - Degree of Saturation (DOS) Summary
TO WALLAN ### ### ### ### ### ###
SUMMERHILL ROAD
### ### ###
### ### ### 0.4 0.7 0.1
### ### ###
0.1 0.8 0.4
### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### 0.6 0.2 0.2
20
### ### ###
### ### ###
KOUKOURA DRIVE
### ### ###
### ### ###
### ### ### ### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
0.3 0.2 0.2 ### ### ###
0 0.8 0.4
### ### ###
9
0.8 0.7 0.5
0.2 0.3 0.8
BOUNDARY ROAD
### ### ### ### ### ###
### ### ### ### ### ###
Major Town Centre, and Community Centre
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
Education Facility
### ### ### ### ### ###
Education Facility ### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
0.7 0.4 0.1
21
0.2 0.3 0.3
### ### ###
0.2 0.8 0.8
### ### ### ### ### ###
EDGARS ROAD
### ### ###
0.8 0.4 0.4
0.8 0.6 0.1 0.8 0.8 0.1
0.7 0.8 0.8
0.4 0.4 0.5
5
0.1 0.4 0.4 0.2 0.8 0
0 0.4 0.3
0.3 0.8 0.1
4 0.5 0.5 0.7
0.7 0.2 0.1 0.8 0.8 0.2
0.1 0.4 0.2
3 0.3 0.3 0.3
EPPING ROAD
0.7 0.7 0.4
ANDREW ROAD
### ### ###
6
### ### ### ### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
TRAIN STATION
0.1 0.8 0.3
0.2 0.8 0.7
### ### ###
### ### ###
0.3 0.8 0.1 0.6 0.6 0.2
### ### ###
### ### ###
### ### ###
### ### ###
Town Centre, Community Centre and Education Facility
### ### ###
0.4 0.4 0
0.4 0.5
### ### ### ### ### ###
### ### ### ### ### ###
0
12 0
### ### ###
BODYCOATS ROAD
KOUKOURA DRIVE
### ### ###
0 0.3 0.3
### ### ### ### ### ###
### ### ###
### ### ### ### ### ###
### ### ### ### ### ###
Town Centre, Community Centre and Education Facility ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
0.3 0.1 ### ### ###
ANDREW ROAD
15
EPPING ROAD
0.4 0.5 0.1 0.6 0.5 0.8
### ### ### 0.7 0.7 0.1
### ### ###
CRAIGIEBURN ROAD
0.9 0.6 0.1 ### ### ###
### ### ###
0.4 0.7 0.5
1
### ### ### 0.4 0.9 0
0.3 0.9 0.1
LEGEND
TO EPPING
Degree of Saturation between 0.85 and 0.95 Degree of Saturation less than 0.85 Intersection not analysed
North Approach - Left Turn
Degree of Saturation between 0.95 and 1.00
North Approach - Through
North Approach - Right Turn
Degree of Saturation greater than 1.00
Six traffic lane Arterial Road (three lanes in each direction) Four traffic lane Arterial Road (two lanes in each direction) Two traffic lane Arterial Road (one lane in each direction)
West Approach - Left Turn West Approach - Through West Approach - Right Turn
East Approach - Right Turn East Approach - Through East Approach - Left Turn
39
Two traffic lane Collector Road (one lane in each direction) South Approach - Through
South Approach - Right Turn
South Approach - Left Turn
Bus Priority Routes (different colour represent different bus services)
### ### ###
### ### ### ### ### ###
6,7(/$
Traffic Modelling and Intersection Analysis Commercial-in-Confidence
DRAFT
Appendix C
Intersection Results - Ultimate Scenario - Scenario 6
P:\60313908\6. Draft Docs\6.1 Reports\2014-08-27 Draft Report.docx Revision B – 27-Aug-2014 Prepared for – City of Whittlesea – ABN: 72 431 091 058
C
1 TO WALLAN
Ultimate Scenario 6 Design Year Scenario: AM Peak - Intersection Turn Movement Analysis Summary (Total LV and HV Vehicles)
R #N/A
N T #N/A
L #N/A
#N/A
#N/A
#N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
L
T S
R #N/A
L #N/A W T #N/A R #N/A #N/A
W
L T R
#N/A 393 48 109
R
N T 966
L 162
566
T S
L
E
W
L T R
#N/A
T S
R #N/A 150 R #N/A T 116 L
#N/A R 345 T E 23 L
14
50
17 L
E
#N/A
L
20 408 30
R
N T #N/A
L
L #N/A
#N/A
W
N T #N/A
L
L #N/A
#N/A
L
#N/A
T S
L 56
18 #N/A
L
546
T S
N T 127
R 20 65 R #N/A T 131 L
E
W
L T R
20 26 20
23 52 20
29
58
20
R
L 149
L
54
T S
R T E L
L #N/A W T #N/A R #N/A
N T 1161
45 R #N/A T 57 L
559
T S
W E
R #N/A
61
R
W
L T R
R 72
W
L T R
86 86 99
402
T S
#N/A
T S
20
T S
R 235 124 664 98
N T 37
L WT R
59
R
L
L
29
T S
KOUKOURA DRIVE 102
L
L 202
R T E L
R
155
L
E
W
L T R
#N/A
#N/A
L 104
312
T S
#N/A
T S
E
W
L T R
20 405 32 50
L
102
L
L 20
28
N T #N/A
T S
L #N/A
L WT R
L #N/A
T S
R 53
L #N/A
R T E L
11
#N/A
78
L
N T #N/A
L #N/A
50
#N/A
T S
R 45 #N/A R #N/A T E #N/A L
#N/A
R
R
N T 335
L 30 W T #N/A R 171
R
#N/A #N/A #N/A
#N/A
L
#N/A
L
R
R T L
L
T S
T
38
Education Facility
L
#N/A
T S
R
N T 460
L 21 W T #N/A R 196
L #N/A #N/A R #N/A T E #N/A L
10
#N/A
73
R
#N/A
R
L
#N/A
T S N T #N/A
#N/A
#N/A
T S
52 547 20
L
R
L
L #N/A
95
T S
#N/A
#N/A
#N/A
R
R #N/A
L WT R
E
#N/A
85
T S
R T E L
L WT R
64 492 54
#N/A
49
L
L #N/A
#N/A
#N/A
T S
#N/A
R
L
L 153
41
L
61
T S
53
R
N T 81
R 73 75 491 31
R T L
E
CRAIGIEBURN ROAD
L WT R
37 610 51
L 186
66
38
T S
R 279 25 458 89
2 L
379
Four traffic lane Arterial Road (two lanes in each direction) Two traffic lane Arterial Road (one lane in each direction) Two traffic lane Collector Road (one lane in each direction)
North Approach - Left Turn
Six traffic lane Arterial Road (three lanes in each direction)
North Approach - Through
North Approach - Right Turn
Intersection with 20 pedestrians at each approach
292 1040 96 398 308 192
82 East Approach - Right Turn 500 East Approach - Through 0 East Approach - Left Turn
5 143 308
0
R L T E WT L R
T S
119
R
R #N/A
N T #N/A
L #N/A
#N/A
#N/A
#N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
L
100
R
R T E L
L WT R
N T 1293
193 370 342
T S
R
L 56
148
L
386
T S
28 77 226 50
1 50
R
TO EPPING
Intersection with 50 pedestrians at each approach
20 20 64
L 20
7 158
R T E L
20
R
N T 1365
51 37 188
60 20 20
L 206
381
T S
R 33
L WT R
R T E L
R
8
#N/A
97 407 961 338
N T 1323
26 20 74
R
N T #N/A
71
T S
R 54
#N/A R #N/A T E #N/A L
L
3
115
R
L
L WT R
L 194
9
L #N/A
#N/A #N/A #N/A
R
N T 51
R 165 40 497 159
N T #N/A
N T 448
50 596 169
R
T S
Education Facility
L WT R
58
#N/A R #N/A T E #N/A L
L
L #N/A
R T E L
30
#N/A #N/A #N/A
R
R 50 62 358 38
20
T S
R #N/A
L WT R
L 156
26 22
#N/A R #N/A T E #N/A L
L
L WT R
#N/A
#N/A #N/A #N/A
N T 42
R 88 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A
L WT R
E
R
#N/A
#N/A
N T
R
L 27 R 439 T E W T R #N/A L
R #N/A 26 22 96
#N/A R #N/A T #N/A L #N/A
L 74
24
BOUNDARY ROAD S
#N/A #N/A #N/A
#N/A
N T #N/A
L 20
122
N T #N/A
W
60 504 #N/A #N/A
R
T S
R #N/A
E
L T R
111
N T 280
65
L
R 196 #N/A R 347 T 384 L
28
35
L #N/A R #N/A T E WT R #N/A L T S
T S
20 20 42
R
#N/A #N/A #N/A
#N/A
R 20
L 20 R #N/A T E WT R 27 L
L 89
LEGEND
Bus Priority Routes (different colour represent different bus services)West Approach - Left Turn West Approach - Through West Approach - Right Turn
#N/A
#N/A
T S
R #N/A #N/A R #N/A T E #N/A L
#N/A
4
50
R
L #N/A
R
N T 212
R 60
R T L
R
#N/A R #N/A T E #N/A L
L
76 531 50
N T #N/A
#N/A #N/A #N/A
L #N/A
23
Major Town Centre, and Community Centre
T S
N T #N/A
#N/A 459 149
R
27 L
R L T E WT L R
20
N T 22
R #N/A
L
L #N/A
T S
R #N/A 159 290 50
43
#N/A #N/A #N/A
#N/A
#N/A #N/A #N/A
96
5
106
R T L
R
N T 971
L 409 W T 342 R 220
R #N/A 39 75 100
599
T S
R 273 79 759 121
L 40
N T #N/A
L 193
22
R #N/A
N T 1077
N T 130
29 415 215
315
L WT R
21
62
6 160
R 189
L 91 W T 34 R 144
R
T S
L
R T E L
52
#N/A
R T E L
EDGARS ROAD
#N/A
L
L WT R
L 20 20 R #N/A T E 60 L
#N/A
N T #N/A
50 246 76
50
R
L WT R
30
#N/A
L
R 48 132 52 264
L T R
L #N/A
TRAIN STATION
L
R #N/A
#N/A
#N/A
L 165
20 44
#N/A #N/A #N/A
L #N/A
R
L 50
12
#N/A R #N/A T E #N/A L #N/A
N T 981
N T #N/A
#N/A #N/A #N/A
L
L WT R
N T #N/A
L
L 35
19 #N/A
L
N T 20
R #N/A
#N/A R #N/A T E #N/A L
20
R
#N/A
L
50 319 80 50
#N/A R #N/A T E #N/A L
#N/A
L WT R
53
#N/A #N/A #N/A
R
#N/A #N/A #N/A
R #N/A R #N/A
Town Centre, Community Centre and Education Facility
W
L T R
R 50 #N/A R 230 T E 23 L
#N/A
T S
R #N/A
L WT R
L #N/A
16 62
#N/A R #N/A T E #N/A L
#N/A
#N/A 330 79
ANDREW ROAD
KOUKOURA DRIVE
R #N/A
L #N/A W T #N/A R #N/A
L WT R
R
Community Centre and Education Facility N T 1064
R T E L
20
#N/A #N/A #N/A
T R S Centre, Town
R #N/A 20 291 20
20
T S
R #N/A
L T R
L 20
13 68
#N/A R #N/A T E #N/A L
45
L T R
48
#N/A #N/A #N/A
R
W
R
N T 231
EPPING ROAD
L
485
R T L
T S
EPPING ROAD
228
R 20
SUMMERHILL ROAD 80 372 50
N T #N/A
ANDREW ROAD
L 199
15
N T 20
BODYCOATS ROAD
R 482
L 133 W T 239 R 134
N T 992
R T E L
60 344 33
20
52 130 229 64
31 57
23
73
South Approach - Right Turn
South Approach - Through
South Approach - Left Turn
2 TO WALLAN
Ultimate Scenario 6 Design Year Scenario: AM Peak - Intersection Turn Movement Analysis Summary (Light Vehicle)
R #N/A
N T #N/A
L #N/A
#N/A
#N/A
#N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
L
T S
KOUKOURA DRIVE
L
532
T S
R #N/A
L #N/A W T #N/A R #N/A
103
L 152
E
W
L T R
514
T S
#N/A
T S
R #N/A 141 R #N/A T 109 L
#N/A R 324 T E 21 L
14 L
W
L
3 384 28
R
N T #N/A
L
L #N/A
#N/A
T S
T S
W
E
W
L T R
2 26 1
#N/A
L
29
54
0
R
L 149 23 52 15
L
54
T S
R T E L
W
L T R
#N/A
T S
L #N/A W T #N/A R #N/A
43 R #N/A T 54 L
19 #N/A
L
525
T S
W E
R #N/A
57
R
W
L T R
#N/A
#N/A
T S N T #N/A
L T R
80 80 93 42
#N/A #N/A #N/A
N T 20
#N/A
L
R 221
L WT R
1
T S
117 624 92
N T 35
151
96
L
L 190
563
T S
R T L
E
L
L 385 W T 322 R 207 145
L
R T L
E
W
L T R
#N/A
L
#N/A
T S
R T L
E
W
L T R
9 383 30 47
L
Bus Priority Routes (different colour represent different bus services)
143 308
0 South Approach - Right Turn
Two traffic lane Collector Road (one lane in each direction)
L 0
T S N T #N/A
T S
T S
65
R
L
L #N/A
L
R
L
T S
#N/A
T
R T L
38
N T #N/A
#N/A
T S
L #N/A
35
T S
R 41
R T E L #N/A
R
N T 414
L 19 W T #N/A R 177
L #N/A #N/A R #N/A T E #N/A L
10
#N/A
66
R
#N/A
R
L
#N/A
T S N T #N/A
L
T S
49 514 12
L
R
L
L #N/A
86
T S
L
#N/A
R
L #N/A
R #N/A
L WT R
E
80
T S
R T E L
L WT R
60 464 50
#N/A
#N/A
44
L
L #N/A
#N/A
#N/A
T S
L 144
#N/A
L
38
L
58
T S
50
R
R T L
E
CRAIGIEBURN ROAD
L WT R
35 575 48
L 175
341
T S
62
36
T S
R 251 23 431 84
2 L
R T E L
0 14 58
R L T E WT L R
R
L 0
7 142
54 10 0 0
N T 1251
46 33 169
R
N T 77
R 68 70 461 29
343
T S
R 29
L WT R
R T E L
L 185
8
#N/A
87 367 887 305
R
N T 1214
23 18 67
R
N T #N/A
64
T S
R 49
#N/A R #N/A T E #N/A L
L
3
108
R
L #N/A
L WT R
L 175
9 L
#N/A #N/A #N/A
R
N T 48
R 155 38 467 150
N T #N/A
N T 403
1 536 152
R
T S
Education Facility
L WT R
52
#N/A R #N/A T E #N/A L #N/A
R
R T E L
29
#N/A #N/A #N/A
#N/A
R 13 58 337 36
17
T S
R #N/A
L WT R
L 147
26 21
#N/A R #N/A T E #N/A L #N/A
L WT R
#N/A
#N/A #N/A #N/A
N T 40
R 83 #N/A R #N/A T E #N/A L
#N/A
Education Facility
L
#N/A #N/A #N/A
#N/A
L WT R
E
N T
R
L 25 R 413 T E W T R #N/A L
R #N/A 26 22 96
R
#N/A
L 70
24 L
#N/A R #N/A T #N/A L #N/A
57 474 #N/A
BOUNDARY ROAD S
#N/A #N/A #N/A
#N/A
L T R
L 15
122
N T #N/A
W
#N/A
R
T S
R #N/A
E
105
28
35
N T #N/A
R 184 #N/A R 326 T 367 L
N T 280
R 0
L #N/A R #N/A T E WT R #N/A L #N/A
#N/A
0 13 42
L 84
82 East Approach - Right Turn 500 East Approach - Through 0 East Approach - Left Turn
5 South Approach - Through
Two traffic lane Arterial Road (one lane in each direction)
R
#N/A
292 1040 96 398 308 192 South Approach - Left Turn
Four traffic lane Arterial Road (two lanes in each direction)
L
#N/A R #N/A T E #N/A L #N/A
R
North Approach - Left Turn
Intersection with 50 pedestrians at each approach
North Approach - Through
North Approach - Right Turn
A minimum total vehicle of 50 vehicles (LV + HV). If the total volumes less than 50 vehicles, an additional LV of up to 50 will be added to the turn movement to meet the minimum total vehicles. eg. 3 input = 50 total volumes (LV & HV)
Six traffic lane Arterial Road (three lanes in each direction)
70
R
L #N/A
11
#N/A
#N/A #N/A #N/A
#N/A
N T 301
L 27 W T #N/A R 154
107
R
R #N/A
N T #N/A
L #N/A
#N/A
#N/A
#N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
L
94
R
R T E L
L WT R
N T 1187
174 333 308
T S
R
L 51
133
L
348
T S
28 69 204 42
1 28
R
TO EPPING
A minimum total vehicle of 20 vehicles (LV + HV). If the total volumes less than 20 vehicles, an additional LV of up to 20 will be added to the turn movement to meet the minimum total vehicles. eg. 3 input = 20 total volumes (LV & HV)
West Approach - Left Turn West Approach - Through West Approach - Right Turn
L
#N/A #N/A #N/A
L
LEGEND
Intersection with 20 pedestrians at each approach
96
R L 0 #N/A T E WT R 27 L
L #N/A
23
Major Town Centre, and Community Centre
28
N T #N/A
#N/A 431 140
R
27 L
R L T E WT L R
0
N T 22
#N/A #N/A #N/A #N/A
L #N/A
4
0
R
T S
R #N/A 149 273 0
40
R #N/A
L WT R
#N/A
N T 199
R 56 71 499 0
T S
R #N/A
L WT R
#N/A R #N/A T E #N/A L
L 100
294
T S
N T #N/A
#N/A #N/A #N/A
90
5
99
R
R #N/A 36 70 94
R
N T 913
R 257 74 714 113
R
L 181
22 56
L 37
21
N T 127
27 390 207
298
KOUKOURA DRIVE L 86 W T 32 R 136
62
27
T S
E
R
6 L
R 177
R 7 #N/A T 60 L
L WT R
R #N/A
L 14
30
R T E L
L WT R N T 1012
R 48
R
#N/A
R 45 124 49 248
T S
L #N/A
T S
R T E L
47
R
EDGARS ROAD
R #N/A
L WT R
Town Centre, Community Centre and Education Facility
T S
#N/A
T S
TRAIN STATION
L
378
L
L #N/A
L 155
20
L #N/A #N/A R #N/A T E #N/A L
#N/A
#N/A
1 221 68
0
#N/A R #N/A T E #N/A L #N/A
W
R
#N/A #N/A #N/A #N/A
#N/A #N/A #N/A
L N T 924
R 68
N T #N/A
L
#N/A
L
L 33
R
L #N/A
L
ANDREW ROAD
R #N/A
#N/A
L 3
12 15
#N/A R #N/A T E #N/A L
R
N T 208
0 287 72
49
#N/A #N/A #N/A
#N/A
L WT R
R
N T #N/A
T S R 2
#N/A R 216 T E 22 L
#N/A
T S
R #N/A
#N/A R #N/A T E #N/A L
9
L T R
L #N/A
N T #N/A
R #N/A N T 1094
L
R #N/A
L #N/A
16 58
L WT R
N T #N/A
#N/A 310 74
R
#N/A #N/A #N/A
R
L WT R
#N/A R #N/A T E #N/A L
#N/A
R
N T 127
R 5 61 R #N/A T 124 L
N T #N/A
R T E L
0
#N/A #N/A #N/A
Town Centre, Community Centre and Education Facility L 53
7
R #N/A
L T R
0 274 0
13 64
#N/A R #N/A T E #N/A L #N/A
L T R
45
#N/A #N/A #N/A
42
18 L
#N/A 369 45
R
N T 1003
#N/A
L T R
3
17 #N/A
W
R
N T 908
R #N/A
L #N/A W T #N/A R #N/A
E
R #N/A
EPPING ROAD
L
456
R T L
L 0
EPPING ROAD
215
SUMMERHILL ROAD 76 350 1
15
N T 15
R 7
ANDREW ROAD
L 125 W T 224 R 126
L 187
BODYCOATS
N T 933
R 467
R T E L
60 344 33
10
52 130 229 64
31 57
23
73
3 TO WALLAN
Ultimate Scenario 6 Design Year Scenario: AM Peak - Intersection Turn Movement Analysis Summary (Heavy Vehicle)
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
### R ### T E ### L #N/A #N/A #N/A
L
14
29
T S
R #N/A
L #N/A W T #N/A R #N/A
N T 58
#N/A
34
T S
R #N/A
L #N/A W T #N/A R #N/A
N T 62
L
33
T S
7
L
L 10
W
#N/A
L
0 24 2 4
L
N T L #N/A #N/A
W
#N/A
L
Town Centre, Community Centre and Education Facility L 3
N T 5
R 0 4 R #N/A T E 8 L
L WT R
0 2 0 0
R
L 10 1 3 1
29
3
L
3
T S
R T E L
W
L T R
R #N/A
L #N/A W T #N/A R #N/A
3 R #N/A T E 3 L
19 #N/A
L
34
T S
W
L 2 R #N/A
#N/A R #N/A T E #N/A L
R
#N/A
R 4
W
L T R
5 5 6
20 3
#N/A
L
0
T S
7 40 6
L
2
T S
5 2 9 6
L
L 12
R T E L
L WT R
25 21 13
N T 58
9
L
19
T S
R #N/A 2 4 6
R T E L
3
T S
0
#N/A
L 0
#N/A
L
L 5
L WT R
1 23 2
N T 13
3
L
Two traffic lane Arterial Road (one lane in each direction) Two traffic lane Collector Road (one lane in each direction)
North Approach - Left Turn
Four traffic lane Arterial Road (two lanes in each direction)
North Approach - Through
Six traffic lane Arterial Road (three lanes in each direction)
North Approach - Right Turn
Intersection with 20 pedestrians at each approach
Bus Priority Routes (different colour represent different bus services) 19 66 6 West Approach - Left Turn 25 5 East Approach - Right Turn West Approach - Through 20 32 East Approach - Through 5 West Approach - Right Turn 12 0 East Approach - Left Turn 9 20 0 South Approach - Through
South Approach - Right Turn
South Approach - Left Turn
Heavy Vehicle Assumptions: 10% of LV are HV on Epping Road applied on all approaches 6% of LV are HV on all other roads applied on all approaches
#N/A
R
T S
L 2 W T #N/A R 20
N T 46
### R ### T E ### L
10 7
R
L #N/A
L
10
T S
#N/A
R
0 1 3
N T 18
4
L
N T #N/A
L 4
24 #N/A
L
L
#N/A #N/A
#N/A #N/A #N/A
L
R
T S
L WT R
3 33 1
R T L
L #N/A W T #N/A R #N/A
E
2
Education Facility
R
L
#N/A R #N/A T #N/A L
L #N/A W T #N/A R #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
R
5
T S
L
L
L WT R
T S
R
N T 3
4 28 3
L 9
T S
2
L
4
T S
3
R
R T L
L WT R
E
CRAIGIEBURN ROAD
2 35 3
R 3
6 R 1 T E 0 L 0
R
N T 114
38
T S
N R T L #N/A #N/A #N/A
L 0
L #N/A 0 R 2 T E W T #N/A R #N/A 6 L
7 16
L
L 11
4
2
T S
R 28 1 27 5
2 L
L 21
38
T S
5 4 19
R
N T 5
R 4 4 29 2
3
7
R
N R T L #N/A #N/A #N/A
L
R
5
L WT R
34
8 L
#N/A R #N/A T E #N/A L
10 R 41 T E 74 L
R
N T 110
3 2 7
R
#N/A #N/A #N/A
R 10
R T E L
T S
7
T S
R 5
L WT R
L 19
9 6
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
T S
0 60 17
L
L #N/A W T #N/A R #N/A
E
L WT R
2
L
T S
R T E L
R
#N/A #N/A #N/A
L 5 2 30 10
1
T S
N T 45
R 1 4 22 2
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
Education Facility
N R T L #N/A #N/A #N/A
L 9
26 1
R
N R T L #N/A #N/A #N/A 2 1 6
N T 3
R 5 #N/A R #N/A T E #N/A L
T
BOUNDARY ROAD S
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
N T
R
L #N/A 2 R 26 T E W T #N/A R #N/A #N/A L
L 1
8
T S
W
4 30 #N/A
6
R
28
2
R
E
L T R
12
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
R
L
R T E L
L WT R
T S
R
15
L
8 R 23 T E 5 L
39
T S
N R T 2 1
L 6
1
6
R
N T 106
19 37 34
3
R
TO EPPING
LEGEND
Intersection with 50 pedestrians at each approach
R
4
0
R
#N/A #N/A #N/A
L
#N/A #N/A
T S
R 4
R T E L
#N/A #N/A
T S
#N/A R #N/A T E #N/A L
6
5 32 0
#N/A
T S
R 0
L 0 R #N/A T E WT R 2 L
2
T S
6
L
R 12 #N/A R 21 T 17 L
23
Major Town Centre, and Community Centre
27 L
R L #N/A T E WT 28 L R 9
R
N T 1
R #N/A
L #N/A W T #N/A R #N/A
N T L #N/A #N/A
L #N/A W T #N/A R #N/A
R
5
6
R
36
T S
R 16 5 46 7
4
L
L 2
21
4
6 10
L WT R
R
N T 2
R 14
L W T R
R 11 0 R #N/A T E 4 L
10 17 0
22
17
R
N R T L #N/A #N/A #N/A
L 12
L #N/A W T #N/A R #N/A
L 1
30
4
T S
R 5 #N/A R #N/A T E #N/A L
ANDREW ROAD
### ### ###
E
2 25 8
EDGARS ROAD
R #N/A
L W T R
N T 3
R 3
L WT R
N R T L #N/A #N/A #N/A
N T 65
L
R
KOUKOURA DRIVE
Town Centre, Community Centre and Education Facility N T 1
24
T S
8
R
L #N/A W T #N/A R #N/A
R
R T E L
#N/A #N/A
T S
TRAIN STATION
L
#N/A
L #N/A
11
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L
L 10 8 R 3 T 16 L
N T L #N/A #N/A
N T 33
R 5
L 3 W T #N/A R 17
5
R
#N/A R #N/A T E #N/A L
L N T 57
R
T S
0 R 25 T E 8 L
0
T S
N R T L #N/A #N/A #N/A
#N/A #N/A #N/A
T S
2
#N/A R #N/A T E #N/A L
L 0
12 L
L
#N/A #N/A
0 32 8
3
L #N/A W T #N/A R #N/A
R
#N/A
L WT R
R
#N/A #N/A
#N/A #N/A #N/A
N T L #N/A #N/A
L #N/A W T #N/A R #N/A
4
#N/A
T S
T S
N T L #N/A #N/A
L
L T R
N T L #N/A #N/A
R #N/A
R #N/A N T 67
4
L
R 0 #N/A R 14 T E 1 L
16
0
#N/A #N/A #N/A
1
R
L #N/A W T 20 R 5
R
#N/A #N/A #N/A
R
R T E L
#N/A R #N/A T E #N/A L
#N/A #N/A
T S
0 17 0
0
T S
R #N/A
L T R
L 0
13
3
#N/A R #N/A T E #N/A L
3
L T R
R
L #N/A W T #N/A R #N/A
R
R 0
SUMMERHILL ROAD
#N/A R 21 T E 1 L
#N/A
T S
R #N/A 9 R #N/A T E 7 L
L
14
0
18 #N/A
L #N/A W T 24 R 3
R
17 L
R T E L
R N T 23
EPPING ROAD
R 5 22 0
15 L
KOUKOURA DRIVE
L 12
T S
N R T L #N/A #N/A #N/A
EPPING ROAD
8 14 8
N T 1
ANDREW ROAD
R 14
L WT R
N T
BODYCOATS
N T 60
L 4 W T 20 R 2
L 3 9 15 4
31 4
1
4
L T R S
R T E L
4
Ultimate Scenario 6 Design Year Scenario: AM Peak - Degree of Saturation (DOS) Summary
TO WALLAN #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
0.14
0.14 0.33 0.71 0.06
0 0.47 0.09
0.22 0.56 0.45
0
KOUKOURA DRIVE
0.4
0
0.03 0.41 0.23
0.1
#N/A #N/A #N/A
0.11
0.07
0.07
0.11
#N/A #N/A #N/A
0
0.13 0.17 0 0.15
0.52
0.11 0.11 0.13
0.38 0.14
0.15
0.15
#N/A #N/A #N/A
0.13
#N/A #N/A #N/A
#N/A #N/A #N/A
0
0.78 0.03
0
0.37 0.16
19
#N/A #N/A #N/A
#N/A #N/A #N/A
0.24
0.04 0.27 0.26 0.06
12 0.41
0.05
0.4
0.11
0.41
0
0.03 0 0.38
#N/A #N/A #N/A #N/A #N/A #N/A
0.12 0 0.07
#N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A 0.16 0.14 0.03
0.11
#N/A #N/A #N/A
#N/A #N/A #N/A
0.52
29
0
0.04 0.33 0.46
#N/A #N/A #N/A #N/A #N/A #N/A
BODYCOATS
18
0 0.27 0.02
16 0.06
#N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A
0.76 0.05
0 0.39 0.16
0.14
Town Centre, Community Centre and Education Facility 0
0.36
0.14 0.3 0.03
13 0.11
#N/A #N/A #N/A 0.4 0 0.13
17 0
0.09
0.71 0.14
0 0.41 0.02
14
11 0.08
0.06
0
0.09
0.56
0
EPPING ROAD
0.7
15
ANDREW ROAD
0.55 0.13 0.42 0.5
SUMMERHILL ROAD
#N/A #N/A #N/A
0.02 0 0.43
#N/A #N/A #N/A
10 0.08
0.12
0
0.16
0.7
0.2
#N/A #N/A #N/A #N/A #N/A #N/A
0.111 0.683 0.683 0.471
0.777
0.124
0.785
0.27 0.453 0.118 0.285
20 0.1
#N/A #N/A #N/A
0 1 1
0.646
0.55
0.55
0.18
0.18
0.42 0.42 0.39 0.35
22
0 0.54 0.29
0.11
0 0.52 0.29
23 0.12
0
0.05 0.54 0
0
0.07
24
0.56 0.06 0.47 0
#N/A #N/A #N/A
0.23
#N/A #N/A #N/A
0.07 0.58 0.15
#N/A #N/A #N/A
0.31
0.31 0.47 0.38 0.05
26 0.07
0.07
0.04 0.72 0.71
0.2
0.41 0.5 0.59
9 0.05
0.12
0.6
0.62
0.8
0.2
0.05
0.02
0
0.07
0.13 0.05 0 0.03
27
0.09 0.09 0.3
0.07
0.62
0.62
0.38
#N/A #N/A #N/A 0.19 0.23 0.23
28 0.38
#N/A #N/A #N/A
0.26
#N/A #N/A #N/A
0.12 0.12 0.73
#N/A #N/A #N/A
0.59 0.1 0.1
8 0.03
0.21
0.22
0.2
0.8
0.02
Education Facility #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
0.32 0.32 0.81
#N/A #N/A #N/A
#N/A #N/A #N/A 0.05 0.22 0.22
7 0.15
0.24
0.75
0.22
0.76
0.05
#N/A #N/A #N/A
#N/A #N/A #N/A
21
0.11 0.46 0.46
#N/A #N/A #N/A #N/A #N/A #N/A
EDGARS ROAD
0.11 0.42 0.42
#N/A #N/A #N/A
#N/A #N/A #N/A
0.44 0.77 0.08 0.556 0.761 0.132
0.347 0.347 0.327
0.34 0.58 0.78
5
0.3 0.23 0.77 0.06
0.55
0.03 0.48 0.24
0.17 0.64 0.25
0.24
0.24
LEGEND
Degree of Saturation between 0.85 and 0.95 Degree of Saturation less than 0.85 Intersection not analysed Six traffic lane Arterial Road (three lanes in each direction) Four traffic lane Arterial Road (two lanes in each direction) Two traffic lane Arterial Road (one lane in each direction)
West Approach - Left Turn West Approach - Through West Approach - Right Turn
East Approach - Right Turn East Approach - Through East Approach - Left Turn
39
South Approach - Through
South Approach - Left Turn
South Approach - Right Turn
Two traffic lane Collector Road (one lane in each direction) Bus Priority Routes (different colour represent different bus services)
North Approach - Left Turn
Degree of Saturation between 0.95 and 1.00
0.67 0.3 0.59 0.22
0.57
0.05 0.65 0.4
0.09
0.13
0.18
0.18
0.46 0.55 0.65 0.04
3 0.22
CRAIGIEBURN ROAD
0.05 0.65 0.38
0.44
0.44 0.18 0.49 0.12
2 0.18
0.18
0.64
0.19 0.74 0.72 0.14
0.65
0.23 0.11 0.11 0.38 0.52 0.08
1
TO EPPING North Approach - Through
North Approach - Right Turn
Degree of Saturation greater than 1.00
0.55
4
EPPING ROAD
0.33 0.33 0.43
0.048 0.118
6
#N/A #N/A #N/A
0.83 0.81 0.04 0.05 0 0.059
0.733 0.436 0.436 0.136 0.655 0.688
#N/A #N/A #N/A #N/A #N/A #N/A
Education Facility
#N/A #N/A #N/A
0.052 0.022
30 0
0
ANDREW ROAD
0
KOUKOURA DRIVE
Town Centre, Community Centre and Education Facility
TRAIN STATION
BOUNDARY ROAD Major Town Centre, and Community Centre
0.29
0.11 0.48 0.13
31 0.14 0.14 0.55
0.54 0.35 0.12
5
1
2
3
6
SITE LAYOUT
4
Site: Intersection 2 AM Ultimate New Site Signals - Fixed Time
5
MOVEMENT SUMMARY Site: Intersection 2 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 2 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 2 3
L2 T1 R2
Approach
66 38 100
6.1 5.3 6.0
0.175 0.175 0.642
24.8 20.2 46.2
LOS C LOS C LOS D
2.9 2.9 4.1
21.1 21.1 30.4
0.74 0.74 1.00
0.68 0.68 0.83
41.7 38.0 33.1
204
5.9
0.642
34.4
LOS C
4.1
30.4
0.87
0.75
36.4
East: Craigieburn Rd East 4 L2 89 5 T1 458 6 R2 24
5.6 5.9 4.2
0.121 0.488 0.177
22.6 28.2 46.9
LOS C LOS C LOS D
2.1 7.8 0.9
15.7 57.4 6.8
0.65 0.90 0.97
0.74 0.75 0.71
44.3 49.4 34.2
Approach
571
5.8
0.488
28.1
LOS C
7.8
57.4
0.87
0.75
47.7
North: Collector Rd 7 L2 8 T1 9 R2
186 82 72
5.9 6.1 5.6
0.439 0.439 0.461
26.4 21.8 44.7
LOS C LOS C LOS D
8.1 8.1 2.9
59.9 59.9 21.0
0.82 0.82 0.99
0.76 0.76 0.76
40.8 37.3 33.6
Approach
340
5.9
0.461
29.1
LOS C
8.1
59.9
0.85
0.76
38.2
West: Craigieburn Rd East 10 L2 37 11 T1 610 12 R2 51
5.4 5.7 5.9
0.050 0.649 0.382
22.1 29.7 48.0
LOS C LOS C LOS D
0.9 11.0 2.0
6.3 80.5 15.1
0.63 0.95 0.99
0.71 0.81 0.74
44.6 48.4 33.9
Approach
698
5.7
0.649
30.7
LOS C
11.0
80.5
0.94
0.80
46.7
1813
5.8
0.649
30.0
LOS C
11.0
80.5
0.89
0.77
43.8
All Vehicles
6
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Split Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 7 4 2 13 16 %
B No 13 23 4 2 29 36 %
C No 42 6 4 2 12 15 %
D No 54 20 4 2 26 33 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 29.8 34.3 29.8 34.3
Level of Service
80
32.0
LOS D
LOS C LOS D LOS C LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Tuesday, 29 July 2014 12:47:25 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 2 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Tuesday, 29 July 2014 12:47:26 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 2 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.86 0.93 0.86 0.93
Effective Stop Rate per ped 0.86 0.93 0.86 0.93
0.89
0.89
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 12:47:26 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 2 2046.sip6 8000907, AECOM, NETWORK / Enterprise
7
SITE LAYOUT
7
Site: Intersection 3 AM Ultimate New Site Signals - Fixed Time
8
MOVEMENT SUMMARY Site: Intersection 3 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 3 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 2 3
L2 T1 R2
Approach
40 62 53
5.0 6.5 5.7
0.183 0.183 0.264
26.4 21.8 41.4
LOS C LOS C LOS D
2.9 2.9 2.0
21.5 21.5 14.6
0.77 0.77 0.95
0.66 0.66 0.74
41.6 37.9 34.7
155
5.8
0.264
29.7
LOS C
2.9
21.5
0.83
0.69
37.6
East: Craigieburn Rd East 4 L2 31 5 T1 490 6 R2 74
6.5 5.9 5.4
0.042 0.580 0.552
22.0 30.6 49.1
LOS C LOS C LOS D
0.7 8.8 3.0
5.3 64.4 22.3
0.62 0.94 1.00
0.70 0.79 0.77
44.6 48.0 33.7
Approach
595
5.9
0.580
32.4
LOS C
8.8
64.4
0.93
0.78
45.4
North: Collector Rd 7 L2 8 T1 9 R2
153 51 165
5.9 5.9 6.1
0.196 0.094 0.824
19.5 22.6 49.0
LOS B LOS C LOS D
3.7 1.5 7.2
27.0 10.8 53.3
0.65 0.76 1.00
0.72 0.58 0.99
43.5 38.3 32.3
Approach
369
6.0
0.824
33.1
LOS C
7.2
53.3
0.82
0.82
37.1
West: Craigieburn Rd East 10 L2 64 11 T1 492 12 R2 53
6.3 5.7 5.7
0.049 0.581 0.396
8.5 30.6 48.1
LOS A LOS C LOS D
0.4 8.8 2.1
2.7 64.6 15.6
0.23 0.94 0.99
0.65 0.79 0.74
54.2 47.9 33.8
Approach
609
5.7
0.581
29.8
LOS C
8.8
64.6
0.87
0.77
46.8
1728
5.8
0.824
31.4
LOS C
8.8
64.6
0.88
0.78
43.0
All Vehicles
9
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Leading Right Turn Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 9 4 2 15 19 %
B No 15 23 4 2 29 36 %
C No 44 6 4 2 12 15 %
D No 56 18 4 2 24 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Created: Wednesday, 20 August 2014 1:38:24 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Demand Flow ped/h 20 20 20 20
Average Delay sec 31.5 34.3 34.3 32.4
Level of Service
80
33.1
LOS D
LOS D LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 1:38:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.93 0.93 0.90
Effective Stop Rate per ped 0.89 0.93 0.93 0.90
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 1:38:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise
8
SITE LAYOUT
10
Site: Intersection 4 AM Ultimate New Site Signals - Fixed Time
11
MOVEMENT SUMMARY Site: Intersection 4 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 4 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Edgars Rd 1 2 3
L2 T1 R2
Approach
50 85 115
6.0 5.9 6.1
0.243 0.243 0.574
27.9 23.5 44.4
LOS C LOS C LOS D
4.0 4.0 4.5
29.1 29.1 33.5
0.78 0.78 0.99
0.71 0.71 0.80
43.8 39.8 35.7
250
6.0
0.574
34.0
LOS C
4.5
33.5
0.88
0.75
38.5
East: Craigieburn Rd East 4 L2 160 5 T1 497 6 R2 40
6.3 6.0 5.0
0.218 0.589 0.297
23.4 30.6 47.6
LOS C LOS C LOS D
4.0 8.9 1.6
29.8 65.6 11.6
0.68 0.95 0.98
0.76 0.79 0.73
46.6 47.8 34.0
Approach
697
6.0
0.589
30.0
LOS C
8.9
65.6
0.89
0.78
46.5
North: Edgars Rd 7 L2 8 T1 9 R2
89 212 60
5.6 6.1 6.7
0.547 0.547 0.301
30.3 26.9 41.6
LOS C LOS C LOS D
10.0 10.0 2.3
73.7 73.7 16.8
0.89 0.89 0.96
0.79 0.79 0.75
40.0 38.9 34.5
Approach
361
6.1
0.547
30.2
LOS C
10.0
73.7
0.90
0.79
38.4
West: Craigieburn Rd East 10 L2 20 11 T1 406 12 R2 32
5.0 5.7 6.3
0.027 0.480 0.240
21.9 29.7 47.3
LOS C LOS C LOS D
0.5 7.1 1.3
3.3 51.8 9.3
0.62 0.92 0.97
0.69 0.76 0.72
44.7 48.4 35.7
Approach
458
5.7
0.480
30.6
LOS C
7.1
51.8
0.91
0.75
47.1
1766
5.9
0.589
30.7
LOS C
10.0
73.7
0.89
0.77
43.4
All Vehicles
12
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Leading Right Turn Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 9 4 2 15 19 %
B No 15 23 4 2 29 36 %
C No 44 6 4 2 12 15 %
D No 56 18 4 2 24 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 31.5 34.3 31.5 34.3
Level of Service
80
32.9
LOS D
LOS D LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Tuesday, 29 July 2014 2:34:23 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 4 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Tuesday, 29 July 2014 2:35:33 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 4 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.93 0.89 0.93
Effective Stop Rate per ped 0.89 0.93 0.89 0.93
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 2:35:33 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 4 2046.sip6 8000907, AECOM, NETWORK / Enterprise
9
SITE LAYOUT
13
Site: Intersection 5 AM Ultimate New Site Signals - Fixed Time
14
MOVEMENT SUMMARY Site: Intersection 5 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 5 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 120 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Rd 1 2 3
L2 T1 R2
Approach
154 313 50
5.8 6.1 0.0
0.174 0.636 0.249
12.4 57.1 59.9
LOS B LOS E LOS E
3.0 7.6 2.8
22.4 55.8 19.3
0.42 0.99 0.95
0.67 0.80 0.74
49.2 31.1 30.1
517
5.4
0.636
44.0
LOS D
7.6
55.8
0.82
0.76
34.8
East: Craigieburn Rd East 4 L2 50 5 T1 531 6 R2 76
0.0 6.0 6.6
0.058 0.772 0.234
17.3 53.8 51.2
LOS B LOS D LOS D
1.3 15.7 3.8
9.0 115.3 28.4
0.50 1.00 0.89
0.66 0.91 0.76
46.3 32.0 32.3
Approach
657
5.6
0.772
50.7
LOS D
15.7
115.3
0.95
0.87
32.8
North: Koukoura Rd 7 L2 8 T1 9 R2
105 971 273
4.8 6.0 5.9
0.077 0.771 0.438
7.5 38.1 37.8
LOS A LOS D LOS D
1.0 26.9 12.2
7.5 197.8 89.9
0.23 0.94 0.82
0.61 0.85 0.80
52.6 37.0 36.7
Approach
1349
5.9
0.771
35.6
LOS D
26.9
197.8
0.86
0.82
37.8
West: Craigieburn Rd East 10 L2 410 11 T1 343 12 R2 220
6.1 6.1 5.9
0.344 0.578 0.780
7.9 51.5 62.5
LOS A LOS D LOS E
5.0 9.5 13.3
36.9 70.0 97.7
0.30 0.98 1.00
0.65 0.80 0.90
52.3 32.7 29.5
Approach
973
6.1
0.780
35.6
LOS D
13.3
97.7
0.70
0.76
37.7
3496
5.8
0.780
39.7
LOS D
26.9
197.8
0.83
0.80
36.3
All Vehicles
15
PHASING SUMMARY
Cycle Time = 120 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Split Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 13 4 2 19 16 %
B No 19 42 4 2 48 40 %
C No 67 19 4 2 25 21 %
D No 92 22 4 2 28 23 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Tuesday, 29 July 2014 3:14:50 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd www.sidrasolutions.com SIDRA INTERSECTION 6.0.22.4722 Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 5 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 47.7 43.4 30.1 28.0 48.6 48.6 54.2 51.4
Level of Service
160
44.0
LOS E
LOS E LOS E LOS D LOS C LOS E LOS E LOS E LOS E
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Tuesday, 29 July 2014 3:14:51 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 5 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.85 0.71 0.68 0.90 0.90 0.95 0.93
Effective Stop Rate per ped 0.89 0.85 0.71 0.68 0.90 0.90 0.95 0.93
0.85
0.85
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 3:14:51 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 5 2046.sip6 8000907, AECOM, NETWORK / Enterprise
10
SITE LAYOUT
16
Site: Intersection 6 AM Reference New Site Signals - Fixed Time
17
MOVEMENT SUMMARY Site: Intersection 6 AM Reference New Site Signals - Fixed Time
Site: Intersection 6 AM Reference New Site Signals - Fixed Time
Cycle Time = 100 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 2 3
L2 T1 R2
Approach
161 29 105
6.2 6.9 5.7
0.347 0.347 0.327
33.5 28.9 43.9
LOS C LOS C LOS D
7.2 7.2 4.6
53.2 53.2 33.5
0.82 0.82 0.91
0.76 0.76 0.77
37.5 34.6 33.9
295
6.1
0.347
36.7
LOS D
7.2
53.2
0.85
0.76
35.8
East: Craigieburn Rd East 4 L2 120 5 T1 760 6 R2 79
5.8 6.1 6.3
0.132 0.761 0.556
20.7 38.5 58.0
LOS C LOS D LOS E
3.0 18.2 4.0
22.3 134.1 29.3
0.55 0.98 1.00
0.73 0.88 0.77
45.3 43.4 31.0
Approach
959
6.0
0.761
37.9
LOS D
18.2
134.1
0.93
0.85
42.2
North: Collector Rd 7 L2 8 T1 9 R2
202 37 235
5.9 5.4 6.0
0.436 0.436 0.733
34.4 29.8 49.3
LOS C LOS C LOS D
9.4 9.4 11.5
68.9 68.9 84.8
0.85 0.85 1.00
0.78 0.78 0.88
37.2 34.2 32.2
Approach
474
5.9
0.733
41.5
LOS D
11.5
84.8
0.92
0.83
34.3
West: Craigieburn Rd East 10 L2 124 11 T1 664 12 R2 98
5.6 6.0 6.1
0.136 0.655 0.688
20.7 35.3 59.7
LOS C LOS D LOS E
3.1 14.5 5.1
23.0 107.1 37.3
0.56 0.94 1.00
0.73 0.81 0.82
45.3 45.1 30.6
Approach
886
6.0
0.688
35.9
LOS D
14.5
107.1
0.90
0.80
42.9
2614
6.0
0.761
37.7
LOS D
18.2
134.1
0.91
0.82
39.9
All Vehicles
18
PHASING SUMMARY
Cycle Time = 100 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 18 4 2 24 24 %
B No 24 23 4 2 29 29 %
C No 53 8 4 2 14 14 %
D No 67 27 4 2 33 33 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 33.6 44.2 33.6 44.2
Level of Service
80
38.9
LOS D
LOS D LOS E LOS D LOS E
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.1 0.1 0.0 0.0 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Tuesday, 29 July 2014 3:33:17 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 6 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Tuesday, 29 July 2014 3:33:18 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 6 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.82 0.94 0.82 0.94
Effective Stop Rate per ped 0.82 0.94 0.82 0.94
0.88
0.88
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 3:33:18 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 6 2046.sip6 8000907, AECOM, NETWORK / Enterprise
11
SITE LAYOUT
19
Site: Intersection 7 AM Ultimate New Site Signals - Fixed Time
20
MOVEMENT SUMMARY Site: Intersection 7 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 7 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 120 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Epping Rd 1 2 3
L2 T1 R2
Approach East: Collector Rd 4 L2 5 T1 6 R2 Approach
158 379 119
10.1 10.0 10.1
0.150 0.244 0.749
16.3 23.5 68.2
LOS B LOS C LOS E
3.9 7.0 7.4
29.7 53.4 56.0
0.46 0.68 1.00
0.69 0.57 0.87
43.5 43.3 27.0
656
10.1
0.749
29.9
LOS C
7.4
56.0
0.69
0.65
39.0
64 16 20
9.4 12.5 0.0
0.220 0.220 0.045
47.4 42.7 37.0
LOS D LOS D LOS D
3.9 3.9 0.8
29.8 29.8 5.9
0.87 0.87 0.78
0.74 0.74 0.67
31.6 30.6 34.9
100
8.0
0.220
44.6
LOS D
3.9
29.8
0.85
0.73
32.0
North: Epping Rd 7 L2 8 T1 9 R2
20 1365 32
0.0 8.4 9.4
0.018 0.797 0.201
15.2 31.3 61.9
LOS B LOS C LOS E
0.4 30.9 1.8
3.1 232.2 13.6
0.41 0.86 0.96
0.64 0.79 0.73
44.1 39.6 28.2
Approach
1417
8.3
0.797
31.8
LOS C
30.9
232.2
0.86
0.78
39.3
51 37 188
9.8 10.8 10.1
0.319 0.319 0.814
34.1 29.4 65.8
LOS C LOS C LOS E
3.3 3.3 11.8
25.1 25.1 89.6
0.93 0.93 1.00
0.74 0.74 0.93
36.1 34.8 27.2
276
10.1
0.814
55.1
LOS E
11.8
89.6
0.98
0.87
29.4
2449
8.9
0.814
34.4
LOS C
30.9
232.2
0.82
0.76
37.5
West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles
21
PHASING SUMMARY
Cycle Time = 120 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Leading Right Turn (phase reduction applied) Movement Class: All Movement Classes Input Sequence: A, ?, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 11 4 2 17 14 %
B No 17 51 4 2 57 48 %
C No 74 16 4 2 22 18 %
D No 96 18 4 2 24 20 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Wednesday, 30 July 2014 4:10:14 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd www.sidrasolutions.com SIDRA INTERSECTION 6.0.22.4722 Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 7 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 51.4 49.5 22.2 21.0 54.2 46.9 22.2 21.0
Level of Service
160
36.1
LOS D
LOS E LOS E LOS C LOS C LOS E LOS E LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 4:10:16 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 7 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.91 0.61 0.59 0.95 0.88 0.61 0.59
Effective Stop Rate per ped 0.93 0.91 0.61 0.59 0.95 0.88 0.61 0.59
0.76
0.76
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 4:10:16 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 7 2046.sip6 8000907, AECOM, NETWORK / Enterprise
12
SITE LAYOUT
22
Site: Intersection 8 AM Ultimate New Site Signals - Fixed Time
23
MOVEMENT SUMMARY Site: Intersection 8 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 8 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 120 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Epping Road 1 2 3
L2 T1 R2
Approach East: Collector Rd 4 L2 5 T1 6 R2 Approach
49 381 20
10.2 10.0 0.0
0.047 0.208 0.215
15.6 17.7 68.2
LOS B LOS B LOS E
1.1 6.1 1.2
8.6 46.5 8.4
0.42 0.59 0.99
0.66 0.50 0.70
43.9 46.5 26.9
450
9.6
0.215
19.7
LOS B
6.1
46.5
0.59
0.53
44.7
20 20 60
0.0 5.0 10.0
0.103 0.103 0.593
45.9 41.3 68.7
LOS D LOS D LOS E
1.9 1.9 3.7
13.5 13.5 28.1
0.84 0.84 1.00
0.68 0.68 0.78
32.5 31.3 26.6
100
7.0
0.593
58.6
LOS E
3.7
28.1
0.94
0.74
28.5
North: Epping Road 7 L2 8 T1 9 R2
206 1324 54
10.2 8.3 9.3
0.196 0.799 0.620
16.7 26.2 71.3
LOS B LOS C LOS E
5.3 33.0 3.4
40.0 247.4 25.5
0.47 0.84 1.00
0.71 0.78 0.78
43.3 41.9 26.3
Approach
1584
8.6
0.799
26.5
LOS C
33.0
247.4
0.80
0.77
41.3
26 20 74
11.5 10.0 9.5
0.122 0.122 0.729
45.5 40.8 70.7
LOS D LOS D LOS E
2.2 2.2 4.7
16.6 16.6 35.4
0.84 0.84 1.00
0.69 0.69 0.86
32.4 31.4 26.3
120
10.0
0.729
60.2
LOS E
4.7
35.4
0.94
0.79
28.2
2254
8.8
0.799
28.3
LOS C
33.0
247.4
0.77
0.72
40.1
West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles
24
PHASING SUMMARY
Cycle Time = 120 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 10 %
B No 12 60 4 2 66 55 %
C No 78 7 4 2 13 11 %
D No 91 23 4 2 29 24 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Wednesday, 20 August 2014 1:46:46 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 8 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 54.2 19.9 54.2 19.9
Level of Service
80
37.0
LOS D
LOS E LOS B LOS E LOS B
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.0 0.0 0.1 0.1 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 1:46:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 8 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.95 0.58 0.95 0.58
Effective Stop Rate per ped 0.95 0.58 0.95 0.58
0.76
0.76
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 1:46:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 8 2046.sip6 8000907, AECOM, NETWORK / Enterprise
13
SITE LAYOUT Site: Intersection 9 AM Ultimate New Site Signals - Fixed Time
25
26
MOVEMENT SUMMARY Site: Intersection 9 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 9 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Epping Rd 1 L2 2 T1 3 R2
58 71 339
10.3 9.9 10.0
0.052 0.119 0.602
7.5 31.6 40.9
LOS A LOS C LOS D
0.4 1.2 6.5
3.3 9.2 49.1
0.29 0.89 0.98
0.61 0.65 0.81
52.4 39.6 36.8
Approach
468
10.0
0.602
35.4
LOS D
6.5
49.1
0.88
0.77
38.6
East: Boundary Rd 4 L2 5 T1 6 R2
961 408 97
7.7 10.0 10.3
0.590 0.495 0.408
24.6 32.2 43.0
LOS C LOS C LOS D
13.9 7.1 3.6
104.1 54.3 27.7
0.79 0.92 0.96
0.83 0.78 0.78
46.5 43.0 37.6
Approach
1466
8.5
0.590
28.0
LOS C
13.9
104.1
0.84
0.81
44.8
North: Epping Rd 7 L2 8 T1 9 R2
194 448 50
9.8 10.0 2.0
0.197 0.699 0.156
11.1 36.0 36.5
LOS B LOS D LOS D
2.9 8.8 1.7
21.8 66.8 12.1
0.47 0.99 0.88
0.68 0.87 0.73
52.3 37.9 37.2
Approach
692
9.4
0.699
29.0
LOS C
8.8
66.8
0.84
0.81
41.0
West: Boundary Rd 10 L2 11 T1 12 R2
50 596 169
0.0 10.1 10.1
0.036 0.724 0.709
6.7 38.1 44.7
LOS A LOS D LOS D
0.3 11.5 6.9
1.9 87.4 52.2
0.23 0.98 1.00
0.60 0.90 0.87
53.4 42.4 34.4
815
9.4
0.724
37.5
LOS D
11.5
87.4
0.94
0.88
40.9
3441
9.1
0.724
31.5
LOS C
13.9
104.1
0.87
0.82
42.1
Approach All Vehicles
27
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Leading Right Turn Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 13 4 2 19 24 %
B No 19 14 4 2 20 25 %
C No 39 11 4 2 17 21 %
D No 56 18 4 2 24 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Friday, 22 August 2014 4:22:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd www.sidrasolutions.com SIDRA INTERSECTION 6.0.22.4722 Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 9 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 31.5 27.2 33.3 30.7 29.8 27.2 34.3 31.5
Level of Service
160
30.7
LOS D
LOS D LOS C LOS D LOS D LOS C LOS C LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Friday, 22 August 2014 4:22:48 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 9 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.83 0.91 0.88 0.86 0.83 0.93 0.89
Effective Stop Rate per ped 0.89 0.83 0.91 0.88 0.86 0.83 0.93 0.89
0.88
0.88
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Friday, 22 August 2014 4:22:48 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 9 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
14
SITE LAYOUT
28
Site: Intersection 10 AM Ultimate New Site Signals - Fixed Time
29
MOVEMENT SUMMARY Site: Intersection 10 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 10 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
South: Epping Rd 1 L2 2 T1 Approach
Demand Flows Total HV veh/h %
30
PHASING SUMMARY
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
73 96
9.6 10.4
0.075 0.117
16.2 26.9
LOS B LOS C
1.3 1.5
9.7 11.5
0.48 0.83
0.67 0.63
40.4 33.2
169
10.1
0.117
22.3
LOS C
1.5
11.5
0.68
0.65
35.9
North: Epping Rd 8 T1 9 R2
460 46
10.0 10.9
0.558 0.093
30.4 30.3
LOS C LOS C
8.2 1.3
62.2 10.1
0.94 0.76
0.78 0.71
31.4 31.8
Approach
506
10.1
0.558
30.4
LOS C
8.2
62.2
0.92
0.77
31.5
West: Collector Rd 10 L2 12 R2
21 197
9.5 10.2
0.019 0.433
14.1 35.1
LOS B LOS D
6.5 6.5
49.6 49.8
0.39 0.88
0.62 0.79
39.1 28.8
Approach
218
10.1
0.433
33.1
LOS C
6.5
49.8
0.83
0.77
29.6
All Vehicles
893
10.1
0.558
29.5
LOS C
8.2
62.2
0.85
0.75
31.7
Cycle Time = 80 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Leading Right Turn Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 34 %
B No 27 18 4 2 24 30 %
C No 51 23 4 2 29 36 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P3 P4
Description South Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 34.3 34.3 31.5
Level of Service
60
33.3
LOS D
LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Friday, 22 August 2014 2:08:46 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 10 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Friday, 22 August 2014 4:28:25 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 10 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.93 0.89
Effective Stop Rate per ped 0.93 0.93 0.89
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Friday, 22 August 2014 2:08:46 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 10 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
15
SITE LAYOUT
31
Site: Intersection 11 AM Ultimate New Site Signals - Fixed Time
32
MOVEMENT SUMMARY Site: Intersection 11 AM Ultimate
Site: Intersection 11 AM Ultimate
New Site Signals - Fixed Time Cycle Time = 80 seconds (Practical Cycle Time) Variable Sequence Analysis applied. The results are given for the selected output sequence.
New Site Signals - Fixed Time Cycle Time = 80 seconds (Practical Cycle Time) Variable Sequence Analysis applied. The results are given for the selected output sequence.
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Epping Rd 1 2
L2 T1
33
PHASING SUMMARY
78 50
10.3 8.0
0.080 0.060
16.2 26.4
LOS B LOS C
1.4 1.4
10.5 10.3
0.48 0.81
0.67 0.59
40.4 33.5
Approach
128
9.4
0.080
20.2
LOS C
1.4
10.5
0.61
0.64
37.3
North: Epping Rd 8 T1 9 R2
334 53
9.9 9.4
0.405 0.106
29.2 30.4
LOS C LOS C
5.7 1.5
43.3 11.6
0.90 0.77
0.73 0.72
32.0 31.7
Approach
387
9.8
0.405
29.3
LOS C
5.7
43.3
0.88
0.73
32.0
West: Collector Rd 10 L2 12 R2
30 171
10.0 9.9
0.028 0.376
14.1 34.6
LOS B LOS C
5.6 5.6
42.4 42.4
0.40 0.86
0.62 0.78
39.1 29.0
Approach
201
10.0
0.376
31.6
LOS C
5.6
42.4
0.79
0.76
30.2
All Vehicles
716
9.8
0.405
28.3
LOS C
5.7
43.3
0.81
0.72
32.2
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A No 0 21 4 2 27 34 %
B Yes 27 18 4 2 24 30 %
C No 51 23 4 2 29 36 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P3 P4
Description South Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 34.3 34.3 31.5
Level of Service
60
33.3
LOS D
LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Friday, 22 August 2014 2:10:05 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 11 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Friday, 22 August 2014 4:37:00 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 11 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.93 0.89
Effective Stop Rate per ped 0.93 0.93 0.89
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Friday, 22 August 2014 2:10:05 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 11 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
16
SITE LAYOUT
34
Site: Intersection 12 AM Ultimate New Site Signals - Fixed Time
35
MOVEMENT SUMMARY Site: Intersection 12 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 12 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
South: Epping Rd 1 L2 2 T1 3 R2
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
50 50 52
4.0 0.0 9.6
0.041 0.049 0.399
10.8 23.7 50.0
LOS B LOS C LOS D
0.4 2.1 2.1
3.0 14.7 15.9
0.30 0.77 0.99
0.65 0.56 0.74
46.8 34.7 26.1
Approach
152
4.6
0.399
28.4
LOS C
2.1
15.9
0.69
0.65
33.8
East: Summerhill Rd 4 L2 5 T1 6 R2
76 246 50
10.5 10.2 0.0
0.064 0.256 0.269
10.2 25.5 45.8
LOS B LOS C LOS D
0.5 3.9 1.9
3.9 29.3 13.4
0.26 0.83 0.96
0.59 0.67 0.74
47.3 33.9 26.6
Approach
372
8.9
0.269
25.1
LOS C
3.9
29.3
0.73
0.66
34.7
North: Epping Rd 7 L2 8 T1 9 R2
50 231 50
0.0 10.0 0.0
0.041 0.240 0.359
10.2 25.4 48.7
LOS B LOS C LOS D
0.4 3.6 2.0
3.1 27.4 14.0
0.31 0.83 0.99
0.67 0.66 0.74
46.8 34.0 25.7
Approach
331
6.9
0.359
26.6
LOS C
3.6
27.4
0.77
0.68
33.8
West: Summerhill Rd 10 L2 11 T1 12 R2
50 319 80
0.0 10.0 10.0
0.035 0.332 0.461
8.6 26.1 47.9
LOS A LOS C LOS D
0.2 5.1 3.1
1.4 38.9 23.9
0.19 0.85 0.98
0.66 0.69 0.77
48.4 33.6 26.7
449
8.9
0.461
28.0
LOS C
5.1
38.9
0.80
0.70
33.1
1304
7.9
0.461
26.9
LOS C
5.1
38.9
0.76
0.68
33.8
Approach All Vehicles
36
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 15 %
B No 12 21 4 2 27 34 %
C No 39 8 4 2 14 18 %
D No 53 21 4 2 27 34 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians Created: Friday, 22 August 2014 4:30:24 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 12 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Demand Flow ped/h 20 20 20 20
Average Delay sec 34.3 34.3 34.3 34.3
Level of Service
80
34.3
LOS D
LOS D LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Friday, 22 August 2014 2:12:44 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 12 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.93 0.93 0.93
Effective Stop Rate per ped 0.93 0.93 0.93 0.93
0.93
0.93
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Friday, 22 August 2014 2:12:44 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 12 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise
17
SITE LAYOUT
37
Site: Intersection 13 AM Ultimate New Site Signals - Fixed Time
38
MOVEMENT SUMMARY Site: Intersection 13 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 13 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Bodycoats Rd 1 2 3
L2 T1 R2
39
PHASING SUMMARY
68 20 20
5.9 0.0 0.0
0.137 0.137 0.144
23.1 21.4 44.1
LOS C LOS C LOS D
2.3 2.3 0.8
16.8 16.8 5.4
0.70 0.70 0.96
0.73 0.73 0.69
42.2 43.1 34.3
Approach
108
3.7
0.144
26.7
LOS C
2.3
16.8
0.75
0.72
40.6
East: Summerhill Rd 4 L2 5 T1 6 R2
20 291 20
0.0 5.8 0.0
0.026 0.295 0.144
21.8 25.8 46.5
LOS C LOS C LOS D
0.5 4.6 0.8
3.2 33.9 5.4
0.62 0.84 0.96
0.69 0.68 0.70
44.8 51.1 37.3
Approach
331
5.1
0.295
26.8
LOS C
4.6
33.9
0.84
0.68
49.6
North: Bodycoats Rd 7 L2 8 T1 9 R2
20 20 20
0.0 5.0 0.0
0.069 0.069 0.144
27.1 23.2 46.1
LOS C LOS C LOS D
1.1 1.1 0.8
7.8 7.8 5.4
0.73 0.73 0.96
0.68 0.68 0.70
47.2 41.7 37.3
Approach
60
1.7
0.144
32.1
LOS C
1.1
7.8
0.81
0.68
41.7
West: Summerhill Rd 10 L2 11 T1 12 R2
20 408 30
0.0 5.9 6.7
0.026 0.414 0.226
21.8 26.8 47.3
LOS C LOS C LOS D
0.5 6.7 1.2
3.2 49.4 8.7
0.62 0.87 0.97
0.69 0.72 0.72
49.9 50.4 34.1
Approach
458
5.7
0.414
27.9
LOS C
6.7
49.4
0.87
0.72
48.8
All Vehicles
957
5.0
0.414
27.6
LOS C
6.7
49.4
0.84
0.71
47.5
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 15 %
B No 12 23 4 2 29 36 %
C No 41 6 4 2 12 15 %
D No 53 21 4 2 27 34 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 28.9 34.3 28.9 34.3
Level of Service
80
31.6
LOS D
LOS C LOS D LOS C LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Wednesday, 30 July 2014 4:22:17 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 13 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Wednesday, 30 July 2014 4:22:19 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 13 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.85 0.93 0.85 0.93
Effective Stop Rate per ped 0.85 0.93 0.85 0.93
0.89
0.89
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 4:22:19 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 13 2046.sip6 8000907, AECOM, NETWORK / Enterprise
18
SITE LAYOUT
40
Site: Intersection 14 AM Ultimate New Site Signals - Fixed Time
41
MOVEMENT SUMMARY Site: Intersection 14 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 14 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 3
L2 R2
Approach
42
PHASING SUMMARY
110 48
6.4 6.3
0.099 0.103
11.0 28.9
LOS B LOS C
1.7 1.4
12.5 10.6
0.42 0.79
0.65 0.71
48.3 39.1
158
6.3
0.103
16.4
LOS B
1.7
12.5
0.53
0.67
45.1
East: Summerhill Rd 4 L2 5 T1
22 345
4.5 6.1
0.022 0.409
15.2 29.2
LOS B LOS C
0.4 5.9
2.7 43.4
0.46 0.90
0.68 0.73
48.7 48.8
Approach
367
6.0
0.409
28.3
LOS C
5.9
43.4
0.87
0.73
48.8
West: Summerhill Rd 11 T1 12 R2
393 48
6.1 6.3
0.466 0.094
29.6 29.6
LOS C LOS C
6.8 1.4
50.2 10.2
0.91 0.76
0.75 0.73
48.5 40.8
Approach
441
6.1
0.466
29.6
LOS C
6.8
50.2
0.90
0.75
47.5
All Vehicles
966
6.1
0.466
27.0
LOS C
6.8
50.2
0.83
0.73
47.6
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 34 %
B No 27 18 4 2 24 30 %
C No 51 23 4 2 29 36 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Created: Wednesday, 20 August 2014 1:58:37 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd www.sidrasolutions.com SIDRA INTERSECTION 6.0.22.4722 Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 14 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID P1 P2 P4
Description South Full Crossing East Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 31.5 34.3 34.3
Level of Service
60
33.3
LOS D
LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 1:58:38 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 14 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.93 0.93
Effective Stop Rate per ped 0.89 0.93 0.93
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 1:58:38 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 14 2046.sip6 8000907, AECOM, NETWORK / Enterprise
19
SITE LAYOUT
43
Site: Intersection 15 AM Ultimate New Site Signals - Fixed Time
44
MOVEMENT SUMMARY Site: Intersection 15 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 15 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 100 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Rd 1 2 3
L2 T1 R2
229 485 50
6.1 6.0 0.0
0.216 0.562 0.449
12.3 37.2 59.8
LOS B LOS D LOS E
3.6 10.6 2.5
26.3 78.3 17.8
0.41 0.94 1.00
0.71 0.78 0.74
58.7 44.2 33.8
Approach
764
5.6
0.562
31.2
LOS C
10.6
78.3
0.78
0.76
46.7
East: Summerhill Rd 4 L2 5 T1 6 R2
50 372 81
0.0 5.9 6.2
0.059 0.708 0.325
14.1 47.1 50.5
LOS B LOS D LOS D
0.9 9.2 3.7
6.2 67.6 27.1
0.44 1.00 0.94
0.69 0.85 0.77
58.5 39.6 36.6
Approach
503
5.4
0.708
44.4
LOS D
9.2
67.6
0.93
0.82
40.3
North: Koukoura Rd 7 L2 8 T1 9 R2
199 993 481
6.0 6.0 2.9
0.143 0.702 0.551
8.8 25.5 43.7
LOS A LOS C LOS D
1.5 19.7 10.4
11.3 145.0 74.9
0.24 0.86 0.93
0.67 0.76 0.82
62.1 51.5 39.4
1673
5.1
0.702
28.7
LOS C
19.7
145.0
0.81
0.77
48.2
133 238 134
6.0 5.9 6.0
0.127 0.422 0.501
10.2 42.8 50.8
LOS B LOS D LOS D
1.5 5.4 6.2
11.0 39.9 45.7
0.32 0.95 0.97
0.68 0.76 0.80
60.7 41.5 36.3
505
5.9
0.501
36.3
LOS D
6.2
45.7
0.79
0.75
43.5
3445
5.4
0.708
32.7
LOS C
19.7
145.0
0.82
0.77
45.9
Approach West: Summerhill Rd 10 L2 11 T1 12 R2 Approach All Vehicles
45
PHASING SUMMARY
Cycle Time = 100 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Split Phasing Movement Class: All Movement Classes Input Sequence: A1, A2, B, C, D Output Sequence: A1, A2, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A1 Yes 0 6 4 2 12 12 %
A2 No 12 11 4 2 17 17 %
B No 29 24 4 2 30 30 %
C No 59 15 4 2 21 21 %
D No 80 14 4 2 20 20 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Wednesday, 30 July 2014 10:08:58 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd www.sidrasolutions.com SIDRA INTERSECTION 6.0.22.4722 Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 15 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 43.3 40.5 21.8 19.9 44.2 39.6 35.3 32.8
Level of Service
160
34.7
LOS D
LOS E LOS E LOS C LOS B LOS E LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 10:14:45 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 15 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.90 0.66 0.63 0.94 0.89 0.84 0.81
Effective Stop Rate per ped 0.93 0.90 0.66 0.63 0.94 0.89 0.84 0.81
0.83
0.83
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 10:14:45 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 15 2046.sip6 8000907, AECOM, NETWORK / Enterprise
20
SITE LAYOUT
46
Site: Intersection 16 AM Ultimate New Site Signals - Fixed Time
47
MOVEMENT SUMMARY Site: Intersection 16 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 16 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Andrew Rd 1 3
L2 R2
Approach
48
PHASING SUMMARY
62 52
6.5 5.8
0.056 0.111
10.8 29.0
LOS B LOS C
0.9 1.6
6.8 11.4
0.41 0.79
0.63 0.71
48.4 39.1
114
6.1
0.111
19.1
LOS B
1.6
11.4
0.58
0.67
43.7
East: Collector Rd 4 L2 5 T1
23 230
4.3 6.1
0.023 0.272
15.2 28.1
LOS B LOS C
0.4 3.8
2.8 27.9
0.46 0.87
0.68 0.69
48.7 49.5
Approach
253
5.9
0.272
26.9
LOS C
3.8
27.9
0.83
0.69
49.4
West: Collector Rd 11 T1 12 R2
330 79
6.1 6.3
0.391 0.155
29.0 30.2
LOS C LOS C
5.6 2.3
41.3 17.1
0.90 0.78
0.73 0.75
48.9 40.6
Approach
409
6.1
0.391
29.3
LOS C
5.6
41.3
0.87
0.73
47.0
All Vehicles
776
6.1
0.391
27.0
LOS C
5.6
41.3
0.82
0.71
47.2
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 34 %
B No 27 23 4 2 29 36 %
C No 56 18 4 2 24 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Created: Tuesday, 29 July 2014 4:25:02 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 16 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Movement Performance - Pedestrians Mov ID P1 P2 P4
Description South Full Crossing East Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 31.5 34.3 34.3
Level of Service
60
33.3
LOS D
LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Tuesday, 29 July 2014 4:25:03 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 16 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.93 0.93
Effective Stop Rate per ped 0.89 0.93 0.93
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 4:25:03 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 16 2046.sip6 8000907, AECOM, NETWORK / Enterprise
21
SITE LAYOUT
49
Site: Intersection 17 AM Ultimate New Site Signals - Fixed Time
50
MOVEMENT SUMMARY Site: Intersection 17 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 17 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 100 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Dr 2 3
T1 R2
51
PHASING SUMMARY
566 45
6.0 6.7
0.397 0.110
24.3 40.0
LOS C LOS D
10.1 1.7
74.1 12.9
0.78 0.82
0.66 0.74
52.2 36.6
Approach
611
6.1
0.397
25.5
LOS C
10.1
74.1
0.78
0.67
50.6
East: Collector Rd 4 L2 6 R2
116 150
6.0 6.0
0.130 0.401
18.8 42.0
LOS B LOS D
3.0 6.4
22.0 47.4
0.56 0.91
0.69 0.79
43.8 34.3
Approach
266
6.0
0.401
31.9
LOS C
6.4
47.4
0.76
0.74
37.9
North: Koukoura Dr 7 L2 8 T1
162 966
6.2 6.0
0.140 0.705
14.2 27.9
LOS B LOS C
3.0 20.8
22.0 153.2
0.41 0.90
0.71 0.79
49.3 49.6
Approach
1128
6.0
0.705
26.0
LOS C
20.8
153.2
0.83
0.78
49.6
All Vehicles
2005
6.0
0.705
26.6
LOS C
20.8
153.2
0.80
0.74
47.9
Cycle Time = 100 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, D Output Sequence: A, B, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 27 %
B No 27 38 4 2 44 44 %
D No 71 23 4 2 29 29 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P2 P3
Description South Full Crossing East Full Crossing North Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 44.2 25.2 44.2
Level of Service
60
37.9
LOS D
LOS E LOS C LOS E
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.0 0.0 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Tuesday, 29 July 2014 4:49:19 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 17 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Tuesday, 29 July 2014 4:49:18 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 17 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.94 0.71 0.94
Effective Stop Rate per ped 0.94 0.71 0.94
0.86
0.86
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 4:49:19 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 17 2046.sip6 8000907, AECOM, NETWORK / Enterprise
22
SITE LAYOUT
52
Site: Intersection 18 AM Ultimate New Site Signals - Fixed Time
53
MOVEMENT SUMMARY Site: Intersection 18 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 18 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 100 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Dr 2 3
T1 R2
Approach
54
PHASING SUMMARY
547 57
6.0 5.3
0.364 0.152
22.6 42.1
LOS C LOS D
9.3 2.3
68.7 16.8
0.75 0.85
0.64 0.75
53.5 35.8
604
6.0
0.364
24.4
LOS C
9.3
68.7
0.76
0.65
51.1
East: Collector Rd 4 L2 6 R2
132 65
6.1 6.2
0.154 0.174
20.1 39.9
LOS C LOS D
3.6 2.6
26.3 19.4
0.59 0.86
0.70 0.74
43.1 35.0
Approach
197
6.1
0.174
26.7
LOS C
3.6
26.3
0.68
0.71
40.1
North: Koukoura Dr 7 L2 8 T1
56 1065
5.4 5.8
0.040 0.719
7.9 27.1
LOS A LOS C
0.2 22.2
1.6 163.5
0.15 0.90
0.64 0.80
54.6 50.2
Approach
1121
5.8
0.719
26.1
LOS C
22.2
163.5
0.86
0.79
50.4
All Vehicles
1922
5.9
0.719
25.6
LOS C
22.2
163.5
0.81
0.74
49.3
Cycle Time = 100 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 27 %
B No 27 40 4 2 46 46 %
C No 73 21 4 2 27 27 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P2 P3
Description South Full Crossing East Full Crossing North Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 44.2 23.8 44.2
Level of Service
60
37.4
LOS D
LOS E LOS C LOS E
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.0 0.0 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 2:02:45 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 18 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Wednesday, 20 August 2014 2:02:44 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 18 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.94 0.69 0.94
Effective Stop Rate per ped 0.94 0.69 0.94
0.86
0.86
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 2:02:45 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 18 2046.sip6 8000907, AECOM, NETWORK / Enterprise
23
SITE LAYOUT
55
Site: Intersection 19 AM Ultimate New Site Signals - Fixed Time
56
MOVEMENT SUMMARY Site: Intersection 19 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 19 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 100 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Rd 2 3
T1 R2
Approach East: Collector Rd 4 L2 6 R2
559 61
6.1 6.6
0.392 0.149
24.3 40.4
LOS C LOS D
9.9 2.4
73.0 17.7
0.78 0.83
0.66 0.75
52.2 36.4
620
6.1
0.392
25.8
LOS C
9.9
73.0
0.78
0.67
50.1
57 46
5.3 6.5
0.064 0.123
18.3 39.4
LOS B LOS D
1.4 1.8
10.3 13.6
0.54 0.85
0.66 0.72
44.2 35.1
103
5.8
0.123
27.7
LOS C
1.8
13.6
0.68
0.69
39.6
North: Koukoura Rd 7 L2 8 T1
35 1161
5.7 5.8
0.030 0.823
13.6 34.5
LOS B LOS C
0.6 28.1
4.4 206.8
0.37 0.96
0.68 0.92
49.7 45.6
Approach
1196
5.8
0.823
33.9
LOS C
28.1
206.8
0.95
0.91
45.7
All Vehicles
1919
5.9
0.823
30.9
LOS C
28.1
206.8
0.88
0.82
46.6
Approach
57
PHASING SUMMARY
Cycle Time = 100 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, D Output Sequence: A, B, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 27 %
B No 27 38 4 2 44 44 %
D No 71 23 4 2 29 29 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P2 P3
Description South Full Crossing East Full Crossing North Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 44.2 25.2 44.2
Level of Service
60
37.9
LOS D
LOS E LOS C LOS E
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.0 0.0 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 2:04:48 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 19 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Wednesday, 20 August 2014 2:04:46 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 19 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.94 0.71 0.94
Effective Stop Rate per ped 0.94 0.71 0.94
0.86
0.86
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 2:04:48 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 19 2046.sip6 8000907, AECOM, NETWORK / Enterprise
24
SITE LAYOUT
58
Site: Intersection 20 AM Ultimate New Site Signals - Fixed Time
59
MOVEMENT SUMMARY Site: Intersection 20 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 20 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 110 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Dr 1 2 3
L2 T1 R2
45 402 315
6.7 6.0 5.4
0.096 0.841 0.692
24.7 58.5 59.8
LOS C LOS E LOS E
1.1 11.8 8.6
8.4 87.0 62.7
0.79 1.00 1.00
0.73 0.95 0.84
43.2 35.2 32.1
Approach
762
5.8
0.841
57.0
LOS E
11.8
87.0
0.99
0.89
34.2
East: Boundary Rd 4 L2 5 T1 6 R2
264 52 132
6.1 5.8 6.1
0.816 0.106 0.408
58.3 41.7 49.3
LOS E LOS D LOS D
15.0 1.6 6.4
110.4 12.0 47.0
1.00 0.86 0.93
0.92 0.66 0.79
31.3 33.8 34.2
Approach
448
6.0
0.816
53.8
LOS D
15.0
110.4
0.96
0.85
32.4
North: Koukoura Dr 7 L2 8 T1 9 R2
165 981 72
6.1 5.8 5.6
0.276 0.844 0.120
35.7 42.3 34.0
LOS D LOS D LOS C
6.5 27.6 2.7
47.6 202.8 19.4
0.77 0.96 0.73
0.78 0.94 0.74
40.2 41.7 38.9
1218
5.8
0.844
40.9
LOS D
27.6
202.8
0.92
0.90
41.3
85 85 99
5.9 5.9 6.1
0.603 0.603 0.408
51.9 48.3 52.8
LOS D LOS D LOS D
8.7 8.7 5.0
64.1 64.1 36.9
0.98 0.98 0.96
0.81 0.81 0.78
32.1 31.4 31.4
269
5.9
0.603
51.1
LOS D
8.7
64.1
0.97
0.80
31.6
2697
5.9
0.844
48.6
LOS D
27.6
202.8
0.95
0.88
36.4
Approach West: Boundary Rd 10 L2 11 T1 12 R2 Approach All Vehicles
60
PHASING SUMMARY
Cycle Time = 110 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Split Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 14 4 2 20 18 %
B No 20 37 4 2 43 39 %
C No 63 15 4 2 21 19 %
D No 84 20 4 2 26 24 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Wednesday, 20 August 2014 2:09:55 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 20 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 47.3 40.2 30.6 27.0 49.2 44.6 45.5 45.5
Level of Service
160
41.2
LOS E
LOS E LOS E LOS D LOS C LOS E LOS E LOS E LOS E
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 2:09:56 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 20 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.86 0.75 0.70 0.95 0.90 0.91 0.91
Effective Stop Rate per ped 0.93 0.86 0.75 0.70 0.95 0.90 0.91 0.91
0.86
0.86
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 2:09:56 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 20 2046.sip6 8000907, AECOM, NETWORK / Enterprise
25
SITE LAYOUT
61
Site: Intersection 21 AM Ultimate New Site Signals - Fixed Time
62
MOVEMENT SUMMARY Site: Intersection 21 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 21 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 110 seconds (User-Given Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Koukoura Dr 1 2 3
L2 T1 R2
102 599 96
5.9 6.0 6.3
0.102 0.399 0.396
18.8 25.2 55.2
LOS B LOS C LOS E
2.5 11.4 4.8
18.2 83.9 35.8
0.49 0.76 0.96
0.72 0.65 0.78
46.4 51.5 31.7
Approach
797
6.0
0.399
28.0
LOS C
11.4
83.9
0.75
0.68
47.3
East: Collector Rd 4 L2 5 T1 6 R2
100 74 38
6.0 5.4 5.3
0.594 0.594 0.195
51.7 47.1 54.2
LOS D LOS D LOS D
8.9 8.9 1.9
65.3 65.3 14.0
0.98 0.98 0.95
0.81 0.81 0.73
32.0 29.8 31.0
Approach
212
5.7
0.594
50.6
LOS D
8.9
65.3
0.97
0.79
31.0
North: Koukoura Dr 7 L2 8 T1 9 R2
39 1077 188
5.1 6.0 5.9
0.039 0.778 0.773
18.3 31.5 61.3
LOS B LOS C LOS E
0.9 26.8 10.6
6.7 197.4 77.6
0.47 0.91 1.00
0.69 0.83 0.87
46.7 47.3 30.2
Approach
1304
6.0
0.778
35.4
LOS D
26.8
197.4
0.91
0.83
43.7
91 34 145
5.5 5.9 6.2
0.377 0.377 0.747
47.2 42.5 60.4
LOS D LOS D LOS E
6.0 6.0 8.2
43.7 43.7 60.2
0.92 0.92 1.00
0.77 0.77 0.88
33.1 30.7 29.4
270
5.9
0.747
53.7
LOS D
8.2
60.2
0.96
0.83
30.7
2583
6.0
0.778
36.3
LOS D
26.8
197.4
0.87
0.78
41.4
West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles
63
PHASING SUMMARY
Cycle Time = 110 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 15 4 2 21 19 %
B No 21 44 4 2 50 45 %
C No 71 12 4 2 18 16 %
D No 89 15 4 2 21 19 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Created: Wednesday, 30 July 2014 4:34:44 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 21 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Mov ID
Description
P11 P12 P21 P22 P31 P32 P41 P42
South Stage 1 South Stage 2 East Stage 1 East Stage 2 North Stage 1 North Stage 2 West Stage 1 West Stage 2
All Pedestrians
Demand Flow ped/h 20 20 20 20 20 20 20 20
Average Delay sec 49.2 44.6 22.3 21.0 49.2 44.6 22.3 21.0
Level of Service
160
34.3
LOS D
LOS E LOS E LOS C LOS C LOS E LOS E LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 4:34:45 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 21 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.95 0.90 0.64 0.62 0.95 0.90 0.64 0.62
Effective Stop Rate per ped 0.95 0.90 0.64 0.62 0.95 0.90 0.64 0.62
0.78
0.78
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 4:34:45 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 21 2046.sip6 8000907, AECOM, NETWORK / Enterprise
26
SITE LAYOUT Site: Intersection 22 AM Ultimate
65
64
Site: Intersection 22 AM Ultimate
MOVEMENT SUMMARY
New Site Signals - Fixed Time
New Site Signals - Fixed Time
Site: Intersection 22 AM Ultimate New Site Signals - Fixed Time
OD Mov
Cycle Time = 90 seconds (User-Given Cycle Time)
South: Collector Rd 1 L2 2 T1 3 R2
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
60 43 20
6.7 7.0 0.0
0.191 0.191 0.162
28.8 25.9 48.6
LOS C LOS C LOS D
3.4 3.4 0.9
25.0 25.0 6.2
0.78 0.78 0.97
0.70 0.70 0.69
34.6 33.4 29.0
Approach
123
5.7
0.191
31.0
LOS C
3.4
25.0
0.81
0.70
33.1
East: Boundary Rd 4 L2 5 T1 6 R2
50 290 159
0.0 5.9 6.3
0.084 0.409 0.424
28.3 35.4 39.5
LOS C LOS D LOS D
1.5 5.7 6.2
10.7 42.2 45.7
0.73 0.92 0.91
0.71 0.75 0.79
35.2 37.9 34.1
Approach
499
5.4
0.424
36.0
LOS D
6.2
45.7
0.90
0.76
36.3
North: Collector Rd 7 L2 8 T1 9 R2
193 130 48
6.2 2.3 6.3
0.589 0.589 0.405
33.2 29.9 51.4
LOS C LOS C LOS D
12.1 12.1 2.2
88.3 88.3 16.1
0.90 0.90 1.00
0.81 0.81 0.74
36.2 32.1 30.5
Approach
371
4.9
0.589
34.4
LOS C
12.1
88.3
0.91
0.80
33.9
West: Boundary Rd 10 L2 11 T1 12 R2
29 415 215
6.9 6.0 3.7
0.051 0.585 0.563
28.1 36.9 40.7
LOS C LOS D LOS D
0.9 8.6 8.7
6.5 63.0 62.7
0.72 0.96 0.95
0.69 0.79 0.82
38.1 37.3 31.4
659
5.3
0.585
37.7
LOS D
8.7
63.0
0.95
0.80
35.2
1652
5.3
0.589
36.0
LOS D
12.1
88.3
0.91
0.78
35.1
Approach All Vehicles
Cycle Time = 90 seconds (User-Given Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D
Movement Performance - Vehicles Mov ID
66
PHASING SUMMARY
Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 13 %
B No 12 24 4 2 30 33 %
C No 42 19 4 2 25 28 %
D No 67 17 4 2 23 26 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Created: Wednesday, 30 July 2014 8:42:46 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 22 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Demand Flow ped/h 50 50 50 50
Average Delay sec 37.4 38.4 37.4 38.4
200
37.9
Level of Average Back of Queue Service Pedestrian Distance ped m LOS D 0.1 0.1 LOS D 0.1 0.1 LOS D 0.1 0.1 LOS D 0.1 0.1 LOS D
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 27 August 2014 1:24:23 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 22 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.91 0.92 0.91 0.92
Effective Stop Rate per ped 0.91 0.92 0.91 0.92
0.92
0.92
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 27 August 2014 1:24:23 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 22 2046.sip6 8000907, AECOM, NETWORK / Enterprise
27
SITE LAYOUT Site: Intersection 23 AM Ultimate
67
68
Site: Intersection 23 AM Ultimate
MOVEMENT SUMMARY
New Site Signals - Fixed Time
New Site Signals - Fixed Time
Site: Intersection 23 AM Ultimate New Site Signals - Fixed Time
OD Mov
Cycle Time = 80 seconds (Practical Cycle Time)
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 L2 3 R2
102 111
5.9 5.4
0.092 0.236
10.9 30.0
LOS B LOS C
1.6 3.5
11.5 25.4
0.42 0.83
0.64 0.75
45.7 37.0
Approach
213
5.6
0.236
20.9
LOS C
3.5
25.4
0.63
0.70
40.7
East: Boundary Rd 4 L2 5 T1
384 347
4.4 6.1
0.379 0.411
16.0 29.2
LOS B LOS C
8.3 5.9
60.3 43.6
0.60 0.90
0.75 0.73
43.7 40.5
Approach
731
5.2
0.411
22.3
LOS C
8.3
60.3
0.74
0.74
42.1
West: Boundary Rd 11 T1 12 R2
459 149
6.1 6.0
0.544 0.291
30.3 29.8
LOS C LOS C
8.1 4.6
59.9 33.8
0.93 0.82
0.77 0.77
40.1 37.5
Approach
608
6.1
0.544
30.2
LOS C
8.1
59.9
0.91
0.77
39.4
1552
5.6
0.544
25.2
LOS C
8.3
60.3
0.79
0.75
40.8
All Vehicles
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C Output Sequence: A, B, C
Movement Performance - Vehicles Mov ID
69
PHASING SUMMARY
Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 34 %
B No 27 18 4 2 24 30 %
C No 51 23 4 2 29 36 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Created: Wednesday, 30 July 2014 8:45:39 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 23 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P4
South Full Crossing East Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 50 50 50
Average Delay sec 31.6 34.3 34.3
150
33.4
Level of Average Back of Queue Service Pedestrian Distance ped m LOS D 0.1 0.1 LOS D 0.1 0.1 LOS D 0.1 0.1 LOS D
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 27 August 2014 1:30:20 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 23 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.89 0.93 0.93
Effective Stop Rate per ped 0.89 0.93 0.93
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 27 August 2014 1:30:20 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 23 2046.sip6 8000907, AECOM, NETWORK / Enterprise
28
SITE LAYOUT
70
Site: Intersection 24 AM Ultimate New Site Signals - Fixed Time
71
MOVEMENT SUMMARY Site: Intersection 24 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 24 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
East: Boundary Rd 5 6
T1 R2
439 27
5.9 7.4
0.520 0.053
30.1 27.9
LOS C LOS C
7.7 0.8
56.8 5.7
0.93 0.75
0.77 0.70
40.1 38.2
Approach
466
6.0
0.520
29.9
LOS C
7.7
56.8
0.92
0.76
40.0
North: Bodycoats Rd 7 L2 9 R2
74 196
5.4 6.1
0.066 0.420
10.8 31.5
LOS B LOS C
1.1 6.5
8.1 47.7
0.41 0.88
0.64 0.79
45.8 36.4
Approach
270
5.9
0.420
25.8
LOS C
6.5
47.7
0.75
0.75
38.5
West: Boundary Rd 10 L2 11 T1
61 504
6.6 6.0
0.061 0.597
14.0 30.7
LOS B LOS C
1.1 9.1
7.9 66.6
0.48 0.95
0.67 0.79
44.7 39.9
Approach
565
6.0
0.597
28.9
LOS C
9.1
66.6
0.90
0.78
40.3
1301
6.0
0.597
28.6
LOS C
9.1
66.6
0.87
0.77
39.8
All Vehicles
72
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, D Output Sequence: A, B, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 21 4 2 27 34 %
B No 27 18 4 2 24 30 %
D No 51 23 4 2 29 36 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Created: Wednesday, 20 August 2014 2:18:58 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 24 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Movement Performance - Pedestrians Mov ID P2 P3 P4
Description East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20
Average Delay sec 34.3 31.5 34.3
Level of Service
60
33.3
LOS D
LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 20 August 2014 2:18:59 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 24 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.89 0.93
Effective Stop Rate per ped 0.93 0.89 0.93
0.91
0.91
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 20 August 2014 2:18:59 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 24 2046.sip6 8000907, AECOM, NETWORK / Enterprise
29
SITE LAYOUT
73
Site: Intersection 26 AM Ultimate New Site Signals - Fixed Time
74
MOVEMENT SUMMARY Site: Intersection 26 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 26 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Andrew Rd 1 2 3
L2 T1 R2
Approach
22 20 31
4.5 5.0 6.5
0.073 0.073 0.200
24.7 20.1 43.4
LOS C LOS C LOS D
1.1 1.1 1.2
8.3 8.3 8.8
0.72 0.72 0.96
0.62 0.62 0.72
40.0 38.3 32.7
73
5.5
0.200
31.4
LOS C
1.2
8.8
0.82
0.66
36.1
East: Boundary Rd 4 L2 5 T1 6 R2
38 359 62
5.3 6.1 6.5
0.051 0.383 0.466
20.7 27.3 47.0
LOS C LOS C LOS D
0.9 5.9 2.5
6.5 43.7 18.6
0.63 0.88 1.00
0.69 0.72 0.75
41.4 41.4 31.9
Approach
459
6.1
0.466
29.4
LOS C
5.9
43.7
0.87
0.72
39.8
North: Andrew Rd 7 L2 8 T1 9 R2
156 43 88
5.8 7.0 5.7
0.310 0.310 0.563
24.5 19.9 45.4
LOS C LOS B LOS D
5.6 5.6 3.6
41.4 41.4 26.2
0.76 0.76 1.00
0.73 0.73 0.79
39.5 37.9 32.1
Approach
287
5.9
0.563
30.2
LOS C
5.6
41.4
0.83
0.75
36.7
West: Boundary Rd 10 L2 11 T1 12 R2
52 547 20
5.8 6.0 5.0
0.071 0.583 0.149
20.8 29.0 45.3
LOS C LOS C LOS D
1.2 9.6 0.8
9.0 70.7 5.7
0.63 0.93 0.97
0.70 0.78 0.70
41.3 40.6 32.3
619
6.0
0.583
28.9
LOS C
9.6
70.7
0.91
0.77
40.3
1438
6.0
0.583
29.4
LOS C
9.6
70.7
0.88
0.75
39.1
Approach All Vehicles
75
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 7 4 2 13 16 %
B No 13 23 4 2 29 36 %
C No 42 6 4 2 12 15 %
D No 54 20 4 2 26 33 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 50 50 50 50
Average Delay sec 29.8 34.3 29.8 34.3
Level of Service
200
32.1
LOS D
LOS C LOS D LOS C LOS D
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Wednesday, 30 July 2014 8:52:31 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 26 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Wednesday, 30 July 2014 8:52:32 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 26 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.86 0.93 0.86 0.93
Effective Stop Rate per ped 0.86 0.93 0.86 0.93
0.90
0.90
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 8:52:32 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 26 2046.sip6 8000907, AECOM, NETWORK / Enterprise
30
SITE LAYOUT
76
Site: Intersection 27 AM Ultimate New Site Signals - Fixed Time
77
MOVEMENT SUMMARY Site: Intersection 27 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 27 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 70 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 2 3
T1 R2
30 37
6.7 5.4
0.070 0.069
24.3 23.6
LOS C LOS C
0.8 0.9
6.0 6.7
0.81 0.74
0.64 0.69
34.3 34.6
Approach
67
6.0
0.070
23.9
LOS C
0.9
6.7
0.78
0.67
34.4
East: Collector Rd 4 L2 6 R2
29 20
6.9 0.0
0.027 0.050
9.5 27.3
LOS A LOS C
0.4 0.6
2.9 3.9
0.42 0.82
0.58 0.67
39.4 33.0
Approach
49
4.1
0.050
16.8
LOS B
0.6
3.9
0.59
0.62
36.5
North: Collector Rd 7 L2 8 T1
20 23
0.0 4.3
0.020 0.053
11.7 24.4
LOS B LOS C
0.3 0.6
2.2 4.5
0.49 0.81
0.59 0.65
35.6 34.7
Approach
43
2.3
0.053
18.5
LOS B
0.6
4.5
0.66
0.62
35.1
159
4.4
0.070
20.2
LOS C
0.9
6.7
0.69
0.64
35.2
All Vehicles
78
PHASING SUMMARY
Cycle Time = 70 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing (phase reduction applied) Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 15 4 2 21 30 %
B No 21 16 4 2 22 31 %
D No 43 21 4 2 27 39 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P2 P3
Description South Full Crossing East Full Crossing North Full Crossing
All Pedestrians
Demand Flow ped/h 50 50 50
Average Delay sec 29.3 28.4 26.6
Level of Service
150
28.1
LOS C
LOS C LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 8:54:25 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 27 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Wednesday, 30 July 2014 8:54:32 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 27 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.92 0.90 0.87
Effective Stop Rate per ped 0.92 0.90 0.87
0.90
0.90
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 8:54:25 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 27 2046.sip6 8000907, AECOM, NETWORK / Enterprise
31
SITE LAYOUT
79
Site: Intersection 28 AM Ultimate New Site Signals - Fixed Time
80
MOVEMENT SUMMARY Site: Intersection 28 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 28 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 70 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 2 3
L2 T1 R2
69 130 40
5.8 6.2 5.0
0.377 0.377 0.260
25.9 21.3 39.3
LOS C LOS C LOS D
5.5 5.5 1.4
40.4 40.4 10.0
0.83 0.83 0.97
0.72 0.72 0.73
34.9 38.1 30.1
Approach
239
5.9
0.377
25.6
LOS C
5.5
40.4
0.86
0.72
35.6
East: Collector Rd 4 L2 5 T1 6 R2
102 23 28
5.9 4.3 7.1
0.229 0.229 0.185
22.8 19.4 37.8
LOS C LOS B LOS D
3.2 3.2 1.0
23.5 23.5 7.1
0.78 0.78 0.96
0.71 0.71 0.71
34.7 32.2 30.1
Approach
153
5.9
0.229
25.1
LOS C
3.2
23.5
0.81
0.71
33.4
North: Collector Rd 7 L2 8 T1 9 R2
20 298 20
5.0 6.0 0.0
0.622 0.622 0.126
28.6 24.0 38.4
LOS C LOS C LOS D
9.7 9.7 0.7
71.4 71.4 4.7
0.92 0.92 0.95
0.79 0.79 0.69
34.4 37.5 30.3
Approach
338
5.6
0.622
25.2
LOS C
9.7
71.4
0.92
0.78
36.8
20 20 45
0.0 5.0 6.7
0.088 0.088 0.296
25.8 22.4 38.4
LOS C LOS C LOS D
1.1 1.1 1.6
7.7 7.7 11.5
0.81 0.81 0.97
0.65 0.65 0.73
34.1 31.6 30.0
West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles
81
PHASING SUMMARY
85
4.7
0.296
31.7
LOS C
1.6
11.5
0.89
0.69
31.2
815
5.6
0.622
26.0
LOS C
9.7
71.4
0.88
0.74
35.1
Cycle Time = 70 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 17 %
B No 12 19 4 2 25 36 %
C No 37 6 4 2 12 17 %
D No 49 15 4 2 21 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians Created: Wednesday, 30 July 2014 8:57:18 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 28 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Demand Flow ped/h 50 50 50 50
Average Delay sec 29.3 25.8 29.3 25.8
Level of Service
200
27.5
LOS C
LOS C LOS C LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 8:57:15 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 28 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.92 0.86 0.92 0.86
Effective Stop Rate per ped 0.92 0.86 0.92 0.86
0.89
0.89
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 8:57:15 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 28 2046.sip6 8000907, AECOM, NETWORK / Enterprise
32
SITE LAYOUT
82
Site: Intersection 29 AM Ultimate New Site Signals - Fixed Time
83
MOVEMENT SUMMARY Site: Intersection 29 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 29 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 70 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 1 2 3
L2 T1 R2
20 57 20
0.0 5.3 5.0
0.146 0.146 0.130
23.7 21.5 37.4
LOS C LOS C LOS D
2.0 2.0 0.7
14.4 14.4 4.9
0.78 0.78 0.95
0.68 0.68 0.69
35.0 35.3 30.3
Approach
97
4.1
0.146
25.2
LOS C
2.0
14.4
0.82
0.68
34.1
East: Collector Rd 4 L2 5 T1 6 R2
20 55 24
5.0 5.5 4.2
0.029 0.136 0.155
18.9 24.5 38.7
LOS B LOS C LOS D
0.4 1.6 0.8
3.1 11.4 5.9
0.64 0.84 0.96
0.65 0.64 0.70
36.3 37.4 32.3
Approach
99
5.1
0.155
26.8
LOS C
1.6
11.4
0.83
0.66
35.8
North: Collector Rd 7 L2 8 T1 9 R2
159 132 20
6.3 3.8 0.0
0.522 0.522 0.126
26.3 23.0 38.4
LOS C LOS C LOS D
8.3 8.3 0.7
61.0 61.0 4.7
0.87 0.87 0.95
0.79 0.79 0.69
37.0 34.2 32.4
Approach
311
4.8
0.522
25.7
LOS C
8.3
61.0
0.88
0.78
35.5
20 28 20
0.0 7.1 0.0
0.110 0.110 0.126
27.2 22.6 38.4
LOS C LOS C LOS D
1.3 1.3 0.7
9.4 9.4 4.7
0.81 0.81 0.95
0.66 0.66 0.69
37.1 37.4 30.3
West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles
84
PHASING SUMMARY
68
2.9
0.126
28.6
LOS C
1.3
9.4
0.85
0.67
34.9
575
4.5
0.522
26.1
LOS C
8.3
61.0
0.86
0.73
35.2
Cycle Time = 70 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 17 %
B No 12 19 4 2 25 36 %
C No 37 6 4 2 12 17 %
D No 49 15 4 2 21 30 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Created: Wednesday, 20 August 2014 2:23:47 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 29 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Demand Flow ped/h 50 50 50 50
Average Delay sec 29.3 28.4 29.3 25.8
Level of Service
200
28.2
LOS C
LOS C LOS C LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Wednesday, 30 July 2014 9:11:39 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 29 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.92 0.90 0.92 0.86
Effective Stop Rate per ped 0.92 0.90 0.92 0.86
0.90
0.90
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Wednesday, 30 July 2014 9:11:39 AM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 29 2046.sip6 8000907, AECOM, NETWORK / Enterprise
33
SITE LAYOUT
85
Site: Intersection 30 AM Ultimate New Site Signals - Fixed Time
86
MOVEMENT SUMMARY Site: Intersection 30 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 30 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 70 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: Collector Rd 2 3
T1 R2
20 66
0.0 6.1
0.048 0.118
25.0 23.2
LOS C LOS C
0.5 1.6
3.8 11.9
0.82 0.74
0.63 0.71
34.1 34.7
Approach
86
4.7
0.118
23.6
LOS C
1.6
11.9
0.76
0.69
34.5
East: Collector Rd 4 L2 6 R2
64 20
6.3 0.0
0.059 0.050
9.2 27.3
LOS A LOS C
0.9 0.6
6.4 3.9
0.42 0.82
0.59 0.67
39.6 30.8
Approach
84
4.8
0.059
13.5
LOS B
0.9
6.4
0.52
0.61
37.0
North: Collector Rd 7 L2 8 T1
20 21
5.0 4.8
0.022 0.052
12.3 25.3
LOS B LOS C
0.3 0.6
2.4 4.2
0.51 0.82
0.59 0.66
35.4 34.4
Approach
41
4.9
0.052
18.9
LOS B
0.6
4.2
0.67
0.63
34.9
211
4.7
0.118
18.7
LOS B
1.6
11.9
0.65
0.65
35.6
All Vehicles
87
PHASING SUMMARY
Cycle Time = 70 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing (phase reduction applied) Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 15 4 2 21 30 %
B No 21 15 4 2 21 30 %
D No 42 22 4 2 28 40 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID P1 P2 P3
Description South Full Crossing East Full Crossing North Full Crossing
All Pedestrians
Demand Flow ped/h 50 50 50
Average Delay sec 29.3 29.3 25.8
Level of Service
150
28.1
LOS C
LOS C LOS C LOS C
Average Back of Queue Pedestrian Distance ped m 0.1 0.1 0.1 0.1 0.1 0.1
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Processed: Tuesday, 29 July 2014 4:56:36 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 30 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Created: Tuesday, 29 July 2014 4:56:50 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 30 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.92 0.92 0.86
Effective Stop Rate per ped 0.92 0.92 0.86
0.90
0.90
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 4:56:36 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 30 2046.sip6 8000907, AECOM, NETWORK / Enterprise
34
SITE LAYOUT
88
Site: Intersection 31 AM Ultimate New Site Signals - Fixed Time
89
MOVEMENT SUMMARY Site: Intersection 31 AM Ultimate New Site Signals - Fixed Time
Site: Intersection 31 AM Ultimate New Site Signals - Fixed Time
Cycle Time = 80 seconds (Practical Cycle Time)
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh m
Prop. Queued
Effective Stop Rate per veh
Average Speed km/h
South: RoadName 1 2 3
L2 T1 R2
63 24 74
6.3 4.2 5.4
0.138 0.138 0.552
23.1 18.5 46.5
LOS C LOS B LOS D
2.3 2.3 3.0
16.8 16.8 22.3
0.70 0.70 1.00
0.67 0.67 0.78
42.3 38.6 33.1
Approach
161
5.6
0.552
33.1
LOS C
3.0
22.3
0.84
0.72
37.0
East: Craigieburn Rd 4 L2 5 T1 6 R2
71 243 143
5.6 6.2 6.3
0.118 0.346 0.536
26.8 31.3 42.5
LOS C LOS C LOS D
1.9 4.2 5.4
14.1 31.3 39.9
0.72 0.91 0.97
0.74 0.73 0.80
42.2 47.4 35.7
Approach
457
6.1
0.536
34.1
LOS C
5.4
39.9
0.90
0.75
42.2
52 20 30
5.8 5.0 6.7
0.114 0.114 0.226
23.6 19.0 44.8
LOS C LOS B LOS D
1.9 1.9 1.2
14.0 14.0 8.7
0.71 0.71 0.97
0.67 0.67 0.71
42.1 38.4 33.5
Approach
102
5.9
0.226
28.9
LOS C
1.9
14.0
0.79
0.68
38.5
West: Craigieburn Rd 10 L2 11 T1 12 R2
64 339 35
6.3 5.9 5.7
0.107 0.481 0.131
26.7 32.3 39.8
LOS C LOS C LOS D
1.7 6.1 1.2
12.7 44.9 9.0
0.72 0.94 0.90
0.74 0.76 0.73
42.2 46.8 36.6
438
5.9
0.481
32.1
LOS C
6.1
44.9
0.91
0.76
45.1
1158
6.0
0.552
32.7
LOS C
6.1
44.9
0.88
0.74
42.1
North: Collector Rd 7 L2 8 T1 9 R2
Approach All Vehicles
90
PHASING SUMMARY
Cycle Time = 80 seconds (Practical Cycle Time)
Phase times determined by the program Sequence: Variable Phasing Movement Class: All Movement Classes Input Sequence: A, B, C, D Output Sequence: A, B, C, D Phase Timing Results Phase Reference Phase Phase Change Time (sec) Green Time (sec) Yellow Time (sec) All-Red Time (sec) Phase Time (sec) Phase Split
A Yes 0 6 4 2 12 15 %
B No 12 23 4 2 29 36 %
C No 41 12 4 2 18 23 %
D No 59 15 4 2 21 26 %
Level of Service (LOS) Method: Delay (HCM 2000). Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians Mov ID
Description
P1 P2 P3 P4
South Full Crossing East Full Crossing North Full Crossing West Full Crossing
All Pedestrians
Demand Flow ped/h 20 20 20 20
Average Delay sec 34.3 34.3 34.3 34.3
Level of Service
80
34.3
LOS D
LOS D LOS D LOS D LOS D
Average Back of Queue Pedestrian Distance ped m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay) Pedestrian movement LOS values are based on average delay per pedestrian movement. Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements. Created: Tuesday, 29 July 2014 3:37:42 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 31 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Processed: Tuesday, 29 July 2014 3:37:43 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 31 2046.sip6 8000907, AECOM, NETWORK / Enterprise
Prop. Queued 0.93 0.93 0.93 0.93
Effective Stop Rate per ped 0.93 0.93 0.93 0.93
0.93
0.93
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes Undetected Movement
Phase Transition Applied
Processed: Tuesday, 29 July 2014 3:37:43 PM Copyright © 2000-2014 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 6.0.22.4722 www.sidrasolutions.com Project: P:\60313908\4. Tech work area\4.5 Planning\SIDRA MODEL\Ultimate Scenario 6\MODELS\Ultimate Scenario 6\Intersection 31 2046.sip6 8000907, AECOM, NETWORK / Enterprise
TO WALLAN
Ultimate Scenario 6 Design Year Scenario: PM Peak - Intersection Turn Movement Analysis Summary (Total LV and HV Vehicles)
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
L
188
983
T S
E
W
L #N/A T #N/A R #N/A
50
#N/A
R
L
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
E
W
KOUKOURA DRIVE
T S
#N/A
R
L
R #N/A
W
L #N/A W T #N/A R #N/A
#N/A R #N/A T #N/A L
E
W
L
T S
R #N/A
N T L #N/A #N/A
#N/A
#N/A #N/A
#N/A R #N/A T E #N/A L
R
L
T S
W
E
R #N/A
#N/A #N/A #N/A
T S
R
W
L #N/A T #N/A R #N/A #N/A
W
L T R
94 72 49
20 112
L
889
T S
N R T L #N/A #N/A #N/A
R T E L
392
R
L #N/A W T #N/A R #N/A
#N/A R L #N/A #N/A T E WT #N/A R #N/A #N/A L #N/A #N/A #N/A
L
T S
L
L WT R
R 206 220 860 179
T S
N T 44
6 139
L
37
T S
135
R
21
E
W
L
213 R 916 T 125 L
E
L 566 W T 366 R 172
R 272
T S
R
N T 426
L 106
5 249
L
864
T S
E
W
50
R
#N/A #N/A
#N/A R #N/A T E #N/A L
T S
R
R
T S
R
R #N/A
N T L #N/A #N/A
N R T L #N/A #N/A #N/A
#N/A
#N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
T S
L
L
#N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
T S
#N/A #N/A
L TROAD R BOUNDARY
T S
L #N/A W T #N/A R #N/A
R
#N/A R #N/A T E #N/A L
T S
L #N/A W T #N/A R #N/A
T S
#N/A #N/A #N/A
#N/A #N/A #N/A
L
T S
R
L #N/A W T #N/A R #N/A
E
Education Facility
R
R
L #N/A W T #N/A R #N/A
#N/A
R 27
L 20 T 403 R 52
R
N T 115
L 62
4 L
46
176
T S
119 R 761 T E 123 L
155
R
L WT R
L 108
3 L
83
T S
72
R
45
169 R 803 T 61 L
E
CRAIGIEBURN ROAD
823
R
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
T S
R
R
N T 73
R 117 124 447 50
425
T S
#N/A #N/A #N/A
T S
R
L #N/A W T #N/A R #N/A
T S
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A #N/A R L #N/A #N/A T E W T #N/A R #N/A #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
T S
R
N R T L #N/A #N/A #N/A
#N/A #N/A #N/A
L
T S
R
T S
R
#N/A R #N/A T E #N/A L
L WT R
R 423
N T 525
254 320 222
L 81
1 387
L
1139
T S
R
52
LEGEND
TO EPPING
Intersection with 50 pedestrians at each approach
Four traffic lane Arterial Road (two lanes in each direction) Two traffic lane Arterial Road (one lane in each direction) Two traffic lane Collector Road (one lane in each direction) Bus Priority Routes (different colour represent different bus services) West Approach - Left Turn West Approach - Through West Approach - Right Turn
North Approach - Through
Six traffic lane Arterial Road (three lanes in each direction)
North Approach - Left Turn
North Approach - Right Turn
Intersection with 20 pedestrians at each approach
292 1040 96 398 308 192
82 East Approach - Right Turn 500 East Approach - Through 0 East Approach - Left Turn
5 143 308
0
#N/A R #N/A T E #N/A L
L
#N/A #N/A
T S
185 R 519 T E 608 L
L
#N/A #N/A #N/A
T S
L
#N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
E
L 125
9 188
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
N T 123
50 591 84
N R T L #N/A #N/A #N/A
#N/A R #N/A T #N/A L
L
T S
L WT R
Education Facility
N R T L #N/A #N/A #N/A
R
R 50 #N/A R #N/A T E #N/A L
L
N R T L #N/A #N/A #N/A #N/A R #N/A T #N/A L
L
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
S
#N/A #N/A #N/A
R
#N/A #N/A #N/A
T S
W
N R T L #N/A #N/A #N/A #N/A R L #N/A #N/A T E W T #N/A R #N/A #N/A L
#N/A #N/A #N/A #N/A
R
#N/A R L #N/A #N/A T E WT #N/A R #N/A #N/A L
L
E
L T R
N T L #N/A #N/A
#N/A R #N/A T E #N/A L
L
100 R 733 T 50 L
N T L #N/A #N/A
L #N/A T #N/A R #N/A
167 1181 183
R
L 110
R #N/A
R T L
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
T S
ANDREW ROAD
#N/A #N/A #N/A
L
L 51 49 46 59
L #N/A W T #N/A R #N/A L
N R T L #N/A #N/A #N/A
EDGARS ROAD
E
N T 626
T S
#N/A R L #N/A #N/A T E WT #N/A R #N/A #N/A L
L #N/A W T #N/A R #N/A
L 164 W T 62 R 119
#N/A R #N/A T #N/A L
Major Town Centre, and Community Centre
N R T L #N/A #N/A #N/A
R 151 #N/A R #N/A T #N/A L
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
#N/A
R #N/A
#N/A #N/A #N/A
R
N R T L #N/A #N/A #N/A
L
KOUKOURA DRIVE
N R T L #N/A #N/A #N/A #N/A #N/A #N/A
N R T L #N/A #N/A #N/A
L
R
#N/A #N/A #N/A
N R T L #N/A #N/A #N/A
#N/A #N/A #N/A
L WT R
79
R
R
L #N/A W T #N/A R #N/A
Town Centre, Community Centre and Education Facility
L #N/A W T #N/A R #N/A
222
T S
#N/A #N/A
T S
L 163 186 104 237
L
N R T L #N/A #N/A #N/A
50 R 354 T E 52 L
12 54
R
L 50
#N/A #N/A
N T L #N/A #N/A
L
TRAIN STATION
R 99
50 266 37
#N/A R #N/A T E #N/A L
L N T 543
L T R
N T L #N/A #N/A
T S
L WT R
T S
R #N/A
L
W #N/A R #N/A T #N/A L
N T L #N/A #N/A
#N/A #N/A #N/A
R
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
L T R
#N/A #N/A #N/A
L
R
N T 50
R 50 #N/A R #N/A T E #N/A L
#N/A #N/A
#N/A R #N/A T E #N/A L #N/A
R
L #N/A W T #N/A R #N/A
T S
#N/A #N/A #N/A
#N/A #N/A
T S
L #N/A T #N/A R #N/A
#N/A #N/A #N/A
L
L T R
Town Centre, Community Centre and Education Facility
N R T L #N/A #N/A #N/A
L
#N/A
N T L #N/A #N/A
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L
#N/A R #N/A T E #N/A L
N T L #N/A #N/A
#N/A #N/A #N/A
R
L #N/A T #N/A R #N/A
#N/A #N/A #N/A
L
W
L T R
#N/A #N/A
T S
R #N/A #N/A R #N/A T #N/A L
R #N/A
#N/A R #N/A T E #N/A L
T S
R
EPPING ROAD
15 L
SUMMERHILL ROAD 111 R 385 T 50 L
R
EPPING ROAD
N L 165
ANDREW ROAD
N T 673
BODYCOATS ROAD
R 85
L 464 W T 327 R 230
T S
78 R 398 T E 45 L
#N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A
South Approach - Right Turn
South Approach - Through
South Approach - Left Turn
TO WALLAN
Ultimate Scenario 6 Design Year Scenario: PM Peak - Intersection Turn Movement Analysis Summary (Light Vehicle)
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
L
L
924
T S
E
W
L #N/A T #N/A R #N/A
#N/A R #N/A T E #N/A L
1
#N/A
R
L
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
E
W
KOUKOURA DRIVE
L
T S
R
L
W
L
E
W
T L #N/A #N/A #N/A R #N/A T E #N/A L
#N/A
R
L
W
R
L #N/A W T #N/A R #N/A
#N/A R #N/A T #N/A L
E
R #N/A
#N/A #N/A #N/A
L
T S
R
W
#N/A
L T R
W
88 67 46 106
L
836
T S
N R T L #N/A #N/A #N/A 175 R 98 T E 223 L
L #N/A W T #N/A R #N/A
368
R
KOUKOURA DRIVE
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
T S
R
N R T L #N/A #N/A #N/A
#N/A ### ###
L
R 194
L WT R
206 809 168
T S
L
N T L 41 103
L
35 126
T S
R 256 201 R 861 T 118 L
6 130
R
21 157 1110
R
E
L 48
T S
L
W
#N/A
L
E
W
L 15 T 379 R 49
N T 109
R
T S
E
W
T S
R
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
T S
L
L
R
N T L #N/A #N/A
L #N/A T #N/A R #N/A
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E W T #N/A R #N/A #N/A L #N/A
R
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
#N/A #N/A
L T R BOUNDARY SROAD
T S
R
#N/A #N/A #N/A
L
L
T S
R
T S
#N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
T S
#N/A #N/A #N/A
L
L
T S
R
Education Facility
43
L
165
T S
R
R
L #N/A W T #N/A R #N/A
L
383
167 R 467 T E 547 L
T S
741
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
L
T S
R
T S
R
L #N/A W T #N/A R #N/A
E
L 112
9 169
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
N T 111
9 532 76
N R T L #N/A #N/A #N/A
#N/A R #N/A T #N/A L
T S
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E W T #N/A R #N/A #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
L
L
T S
R
T S
R
T S
R
N T 68
L 116 WT 420 R 47
159 R 755 T 58 L
3 78
L
68
T S
N R T L #N/A #N/A #N/A
L 102
42
R
L #N/A W T #N/A R #N/A
E
CRAIGIEBURN ROAD
R 381 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
L
T S
R
T S
R
L WT R
N T 472
229 288 200
North Approach - Through
Intersection with 20 pedestrians at each approach
North Approach - Left Turn
North Approach - Right Turn
Intersection with 50 pedestrians at each approach
292 1040 96 West Approach - Left Turn West Approach - Through West Approach - Right Turn
Six traffic lane Arterial Road (three lanes in each direction)
Bus Priority Routes (different colour represent different bus services)
0 South Approach - Right Turn
Two traffic lane Collector Road (one lane in each direction)
143 308 South Approach - Through
Two traffic lane Arterial Road (one lane in each direction)
82 East Approach - Right Turn 500 East Approach - Through 0 East Approach - Left Turn
5 South Approach - Left Turn
Four traffic lane Arterial Road (two lanes in each direction)
398 308 192
R
348
L
1025
T S
#N/A #N/A #N/A 70 R 358 T E 40 L
47
R
TO EPPING
A minimum total vehicle of 50 vehicles (LV + HV). If the total volumes less than 50 vehicles, an additional LV of up to 50 will be added to the turn movement to meet the minimum total vehicles. eg. 3 input = 50 total volumes (LV & HV)
T S
L 73
1
LEGEND A minimum total vehicle of 20 vehicles (LV + HV). If the total volumes less than 20 vehicles, an additional LV of up to 20 will be added to the turn movement to meet the minimum total vehicles. eg. 3 input = 20 total volumes (LV & HV)
#N/A R #N/A T E #N/A L
L
146
R
T S
L WT R
Education Facility
N R T L #N/A #N/A #N/A
R 110 112 R 715 T E 115 L
R 1 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
L #N/A W T #N/A R #N/A
E
R
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
N R T L #N/A #N/A #N/A
N R T L #N/A #N/A #N/A #N/A R #N/A T #N/A L
#N/A #N/A #N/A
L 58
4
0
R
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
#N/A #N/A
T S
R 25 94 R 689 T 0 L
R
N T L #N/A #N/A
#N/A R #N/A T E #N/A L
L 100
812
T S
E
N T L #N/A #N/A
L #N/A T #N/A R #N/A
172
5 234
R T L
R
N T 400
L 532 W T 344 R 162
R #N/A 46 43 55
T S
T S
ANDREW ROAD
E
N T 589
#N/A R #N/A T E #N/A L
L
N R T L #N/A #N/A #N/A
N R T L #N/A #N/A #N/A
L 154 W T 58 R 112
L #N/A W T #N/A R #N/A
L
R
Major Town Centre, and Community Centre
L #N/A W T #N/A R #N/A R 142
#N/A R #N/A T #N/A L
#N/A #N/A #N/A
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
#N/A R #N/A T E #N/A L
R #N/A #N/A R #N/A T #N/A L
EDGARS ROAD
R T L #N/A ### ###
L WT R
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
L #N/A W T #N/A R #N/A
Town Centre, Community Centre and N Education Facility
R
R
L 153
20
T S
#N/A #N/A
T S
TRAIN STATION
R 93
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
3 R 322 T E 47 L 71
#N/A R #N/A T E #N/A L
L N T 510
L
200
T S
#N/A #N/A
#N/A
48
R
L 1
12
#N/A #N/A #N/A
#N/A
L
3 240 33
#N/A #N/A #N/A
L #N/A T #N/A R #N/A
N T L #N/A #N/A
L #N/A T #N/A R #N/A
T S
L WT R
#N/A #N/A
N T L #N/A #N/A
R #N/A
W
N T L #N/A #N/A
R #N/A
L
N R T L #N/A #N/A #N/A
L
L #N/A T #N/A R #N/A
#N/A #N/A
T S
T S
R
R 3 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A R #N/A T E #N/A L #N/A
R
L #N/A T #N/A R #N/A
#N/A #N/A #N/A
T S
R #N/A
L #N/A W T #N/A R #N/A
#N/A #N/A
L #N/A T #N/A R #N/A
#N/A #N/A
T S
R #N/A #N/A R #N/A T #N/A L
L
N T L #N/A #N/A
Town Centre, Community Centre and Education Facility N
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
L
#N/A R #N/A T E #N/A L #N/A
#N/A R #N/A T E #N/A L #N/A
R
L #N/A T #N/A R #N/A
#N/A #N/A #N/A
L #N/A T #N/A R #N/A
#N/A #N/A
T S
R #N/A #N/A R #N/A T #N/A L
W
R N T 8
EPPING ROAD
177
R #N/A
SUMMERHILL ROAD 104 R 362 T 3 L
T S
N R T L #N/A #N/A #N/A
ANDREW ROAD
L 155
15
N T L #N/A #N/A
EPPING ROAD
N
BODYCOATS
R 80
L 439 W T 307 R 216
N T 633
#N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A
TO WALLAN
Ultimate Scenario 6 Design Year Scenario: PM Peak - Intersection Turn Movement Analysis Summary (Heavy Vehicle)
N R T L #N/A #N/A #N/A
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
L
L
59
T S
#N/A
R
L
N R T L #N/A #N/A #N/A
KOUKOURA DRIVE
L
T S
#N/A
R
L
N R T L #N/A #N/A #N/A
N T L #N/A #N/A
R #N/A
W
L
T L #N/A #N/A
L #N/A W T #N/A R #N/A
E
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A
R
L
W
R
W #N/A R #N/A T #N/A L
E
R #N/A
L #N/A W T #N/A R #N/A
#N/A #N/A #N/A
L
T S
R
#N/A
L T R
W
6 4 3
20 7
L
10 4 7
T S
L WT R
13 52 11
L
L 7 13 55 8
6 8
L
2
T S
R T E L
L WT R
71
T S
N T 26
15
52
T S
N T L #N/A #N/A
L #N/A W T #N/A R #N/A
E
#N/A
L
L 6
R T L
L WT R
E
1 24 3
R
N T 7
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
T S
R
Major Town Centre, and Community Centre L
N R T #N/A #N/A #N/A
T S
T S
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
T S
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
T S
L
L
R
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E W T #N/A R #N/A #N/A L #N/A
L
T S
R
L
T S
T S
R
#N/A #N/A #N/A
T
L
L
R
T S
R
L #N/A W T #N/A R #N/A
Education Facility
3
L
T S
R T E L
1 59 8 19
R
L
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
43
19 R 52 T E 61 L
T S
82
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
L
T S
R
T S
R
L #N/A W T #N/A R #N/A
E
L 12
9
N R T L #N/A #N/A #N/A
#N/A R #N/A T #N/A L
T S
R
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E W T #N/A R #N/A #N/A L
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
#N/A #N/A #N/A
L
L
L
L
L
T S
R
T S
R
N T 4
L WT R
7 27 3
L 7 10 48 4
3 5
L
4
T S
3
R
R T L
E
CRAIGIEBURN ROAD
T S
R
T S
R
N R T L #N/A #N/A #N/A
R 42
N T 52
39
114
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L
L WT R
25 32 22
L
T S
R
L
T S
5
R
TO EPPING
Two traffic lane Collector Road (one lane in each direction)
6 5 32 0
5 20
0
South Approach - Through
South Approach - Left Turn
Heavy Vehicle Assumptions: 10% of LV are HV on Epping Road applied on all approaches 6% of LV are HV on all other roads applied on all approaches
66
South Approach - Right Turn
Bus Priority Routes (different colour represent different bus services) 19 West Approach - Left Turn 25 West Approach - Through 20 West Approach - Right Turn 12 9
North Approach - Left Turn
Two traffic lane Arterial Road (one lane in each direction)
North Approach - Through
Six traffic lane Arterial Road (three lanes in each direction) Four traffic lane Arterial Road (two lanes in each direction)
North Approach - Right Turn
Intersection with 20 pedestrians at each approach
East Approach - Right Turn East Approach - Through East Approach - Left Turn
R
N R T L #N/A #N/A #N/A 8 R 40 T E 4 L
1
#N/A #N/A #N/A
T S
L 8
LEGEND Intersection with 50 pedestrians at each approach
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
9
R
L WT R
Education Facility
N R T L #N/A #N/A #N/A
R 7 7 46 7
11
T S
N T 12
R 0 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
E
R
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A #N/A R #N/A T #N/A L
L
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
#N/A #N/A
N R T L #N/A #N/A #N/A
#N/A #N/A #N/A
R
W
N T L #N/A #N/A
L #N/A T #N/A R #N/A
BOUNDARY ROAD S
#N/A #N/A #N/A
T S
E
R
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
L 4
4
0
R
R
N T L #N/A #N/A
#N/A #N/A
T S
R 2 6 44 0
R T E L L
#N/A R #N/A T E #N/A L
11
5 L
R T L
R
R 16 34 22 10
8
R
R #N/A
21 10
R
N T 3
R 12
R
L 3 3 3 4
L #N/A W T #N/A R #N/A
L
R
T S
R #N/A #N/A R #N/A T #N/A L
EDGARS ROAD
L WT R
#N/A #N/A #N/A
L
24
L #N/A W T #N/A R #N/A N T 38
N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L
#N/A R #N/A T E #N/A L
N R T L #N/A #N/A #N/A
L #N/A #N/A R #N/A T E WT #N/A R #N/A #N/A L
N R T L #N/A #N/A #N/A
R 9 #N/A R #N/A T E #N/A L
L #N/A W T #N/A R #N/A
L #N/A W T #N/A R #N/A
N R T L #N/A #N/A #N/A #N/A #N/A #N/A
T S
N R T L #N/A #N/A #N/A
R T E L
KOUKOURA DRIVE
Town Centre, Community Centre and Education Facility
L WT R
53
R
R
L 10 11 6 14
N R T L #N/A #N/A #N/A
T S
#N/A #N/A
T S
TRAIN STATION
R 6
L
8
#N/A R #N/A T E #N/A L
L N T 33
0 R 32 T E 5 L
22
T S
#N/A #N/A
L
5
R
L #N/A W T #N/A R #N/A
L 0
12
#N/A #N/A #N/A
#N/A
#N/A
0 27 4
#N/A #N/A #N/A
L #N/A T #N/A R #N/A
N T L #N/A #N/A
T S
L WT R
#N/A #N/A
N T L #N/A #N/A
R #N/A
L #N/A W T #N/A R #N/A
N T L #N/A #N/A
R #N/A
L
N R T L #N/A #N/A #N/A
L
L #N/A T #N/A R #N/A
#N/A #N/A
T S
T S
R
R 0 #N/A R #N/A T E #N/A L
#N/A #N/A #N/A
#N/A R #N/A T E #N/A L #N/A
R
L #N/A W T #N/A R #N/A
#N/A #N/A
L #N/A T #N/A R #N/A
#N/A #N/A
T S
R #N/A #N/A R #N/A T #N/A L
T S
L
Town Centre, Community Centre and Education Facility N
L #N/A W T #N/A R #N/A L
#N/A R #N/A T E #N/A L #N/A
#N/A R #N/A T E #N/A L
#N/A #N/A #N/A
L #N/A T #N/A R #N/A
R
L #N/A W T #N/A R #N/A
E
W
#N/A #N/A
T S
R #N/A #N/A R #N/A T #N/A L
R #N/A
SUMMERHILL ROAD
#N/A R #N/A T E #N/A L
0
L #N/A W T #N/A R #N/A
L
L #N/A W T #N/A R #N/A
E
R N T 1
EPPING ROAD
11
R T L
T S
EPPING ROAD
R 7 23 0
N R T L #N/A #N/A #N/A
ANDREW ROAD
L 10
15
N T L #N/A #N/A
ANDREW ROAD
25 20 14
N T
BODYCOATS
R 5
L WT R
N T 40
L #N/A W T #N/A R #N/A
#N/A R #N/A T E #N/A L #N/A #N/A #N/A
L
T S
R
Ultimate Scenario 6 Design Year Scenario: PM Peak - Degree of Saturation (DOS) Summary
TO WALLAN ### ### ### ### ### ###
SUMMERHILL ROAD
### ### ###
### ### ### 0.4 0.7 0.1
### ### ###
0.1 0.8 0.4
### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### 0.6 0.2 0.2
20
### ### ###
### ### ###
KOUKOURA DRIVE
### ### ###
### ### ###
### ### ### ### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
0.3 0.2 0.2 ### ### ###
0 0.8 0.4
### ### ###
9
0.8 0.7 0.5
0.2 0.3 0.8
BOUNDARY ROAD
### ### ### ### ### ###
### ### ### ### ### ###
Major Town Centre, and Community Centre
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
Education Facility
### ### ### ### ### ###
Education Facility ### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
0.7 0.4 0.1
21
0.2 0.3 0.3
### ### ###
0.2 0.8 0.8
### ### ### ### ### ###
EDGARS ROAD
### ### ###
0.8 0.4 0.4
0.8 0.6 0.1 0.8 0.8 0.1
0.7 0.8 0.8
0.4 0.4 0.5
5
0.1 0.4 0.4 0.2 0.8 0
0 0.4 0.3
0.3 0.8 0.1
4 0.5 0.5 0.7
0.7 0.2 0.1 0.8 0.8 0.2
0.1 0.4 0.2
3 0.3 0.3 0.3
EPPING ROAD
0.7 0.7 0.4
ANDREW ROAD
### ### ###
6
### ### ### ### ### ###
### ### ###
### ### ### ### ### ###
### ### ###
TRAIN STATION
0.1 0.8 0.3
0.2 0.8 0.7
### ### ###
### ### ###
0.3 0.8 0.1 0.6 0.6 0.2
### ### ###
### ### ###
### ### ###
### ### ###
Town Centre, Community Centre and Education Facility
### ### ###
0.4 0.4 0
0.4 0.5
### ### ### ### ### ###
### ### ### ### ### ###
0
12 0
### ### ###
BODYCOATS ROAD
KOUKOURA DRIVE
### ### ###
0 0.3 0.3
### ### ### ### ### ###
### ### ###
### ### ### ### ### ###
### ### ### ### ### ###
Town Centre, Community Centre and Education Facility ### ### ###
### ### ###
### ### ###
### ### ### ### ### ###
0.3 0.1 ### ### ###
ANDREW ROAD
15
EPPING ROAD
0.4 0.5 0.1 0.6 0.5 0.8
### ### ### 0.7 0.7 0.1
### ### ###
CRAIGIEBURN ROAD
0.9 0.6 0.1 ### ### ###
### ### ###
0.4 0.7 0.5
1
### ### ### 0.4 0.9 0
0.3 0.9 0.1
LEGEND
TO EPPING
Degree of Saturation between 0.85 and 0.95 Degree of Saturation less than 0.85 Intersection not analysed
North Approach - Left Turn
Degree of Saturation between 0.95 and 1.00
North Approach - Through
North Approach - Right Turn
Degree of Saturation greater than 1.00
Six traffic lane Arterial Road (three lanes in each direction) Four traffic lane Arterial Road (two lanes in each direction) Two traffic lane Arterial Road (one lane in each direction)
West Approach - Left Turn West Approach - Through West Approach - Right Turn
East Approach - Right Turn East Approach - Through East Approach - Left Turn
39
Two traffic lane Collector Road (one lane in each direction) South Approach - Through
South Approach - Right Turn
South Approach - Left Turn
Bus Priority Routes (different colour represent different bus services)
### ### ###
### ### ### ### ### ###
6,7(/$
