Intersection Results – Ultimate Scenario – Reference ... AWS

AECOM

Traffic Modelling and Intersection Analysis Commercial-in-Confidence

DRAFT

Appendix B

Intersection Results – Ultimate Scenario – Reference Case

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

B

1 TO WALLAN

Reference Case 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

R #N/A

L #N/A W T #N/A R #N/A #N/A

R #N/A

N T 1256

L

#N/A 458 44 108

L

631

E

W

L T R

W

#N/A

L

20 469 31

R

N T #N/A

L

L #N/A

#N/A

T S

W

L 71

R 20 69 R #N/A T 129 L

620

E

W

L T R

20 31 20

T 124

#N/A

L

29

56

20

R

L 139 29 52 20

L

48

T S

R T E L

W

L T R

L #N/A W T #N/A R #N/A

48 R #N/A T 57 L

19 #N/A

L

628

T S

W E

R #N/A

61

R

W

L T R

#N/A

#N/A

#N/A

T S

R 78

W

91 85 96

20 44

T S

#N/A

T S

L WT R

#N/A #N/A #N/A

69

R

L

#N/A

L

R 241

L WT R

20

T S

116 650 92

N T 40

L

29

T S

KOUKOURA DRIVE L 95 W T 33 R 142 100

L

L 194

R T E L

R

153

L

E

W

L T R

#N/A

#N/A

L 129

328

T S

#N/A

T S

E

W

L T R

20 414 34 51

L

Two traffic lane Arterial Road (one lane in each direction) Two traffic lane Collector Road (one lane in each direction)

84

29

N T #N/A

64

L

L #N/A

R 46

R

R

N T 302

L 30 W T #N/A R 168

L #N/A

R T E L

11

#N/A

77

R

L

N T #N/A

L #N/A

50

#N/A

T S

R 46 #N/A R #N/A T E #N/A L

#N/A

L

#N/A

L

R

R T L

L

T S

T

37

Education Facility

L

#N/A

T S

R

N T 425

L 21 W T #N/A R 199

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

54 543 20

L

R

L

L #N/A

92

T S

#N/A

#N/A

#N/A

R

R #N/A

L WT R

E

T S

R T E L

R

N T #N/A

#N/A

L #N/A

#N/A

L #N/A

L

#N/A

T S

L WT R

#N/A

R

L

L WT R

N T 50

64 507 59

L 163

3 41

L

61

T S

52

R

N T 75

R 73 75 503 29

R T L

E

CRAIGIEBURN ROAD

L WT R

37 624 61

L 206

75

38

T S

R 265 25 459 81

2 L

West Approach - Left Turn 398 West Approach - Through 308 West Approach - Right Turn 192

82 East Approach - Right Turn 500 East Approach - Through 0 East Approach - Left Turn

5 143 308

0

20 20 62

R L T E WT L R

L 20

7 158

R T E L

20

R

N T 1350

49 37 172

60 20 20

L 208

367

T S

R 27 #N/A R #N/A T E #N/A L

#N/A

R

49

L

R T E L

R

8

#N/A

96 384 986 328

N T 1304

26 20 73

R

N T #N/A

68

T S

R 53

L WT R

L 199

9 L

#N/A #N/A #N/A

N T 412

50 602 162

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

32

#N/A #N/A #N/A

R

R 50 62 336 38

20

T S

R #N/A

L WT R

L 157

26 23

#N/A R #N/A T E #N/A L

L

L WT R

#N/A

#N/A #N/A #N/A

N T 28

R 87 #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 26 R 419 T E W T R #N/A L

R #N/A 27 22 93

#N/A R #N/A T #N/A L #N/A

L 76

24

BOUNDARY ROAD S

#N/A #N/A #N/A

#N/A

N T #N/A

L 20

124

N T #N/A

W

60 514 #N/A #N/A

R

T S

R #N/A

L #N/A R #N/A T E WT R #N/A L

E

L T R

107

28

35

R 188 #N/A R 340 T 361 L

N T 286

R 20

R

#N/A #N/A #N/A

T S

T S

20 20 42

118

292 1040 96 Bus Priority Routes (different colour represent different bus services)

L 20

#N/A

R 159 41 508 153

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)

T S

368

T S

120

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

93

R

R T E L

L WT R

N T 1273

186 397 351

T S

R

L 57

152

L

385

T S

28 74 229 50

1 50

R

TO EPPING North Approach - Right Turn

Intersection with 20 pedestrians at each approach

L

L 97

LEGEND Intersection with 50 pedestrians at each approach

#N/A

#N/A

4

50

R

L #N/A

#N/A #N/A #N/A

R

N T 200

R 60

R T L

#N/A

T S

R #N/A

L WT R

#N/A R #N/A T E #N/A L

L

87 532 50

106

L 20 R #N/A T E WT R 21 L

L #N/A

23

Major Town Centre, and Community Centre

T S

N T #N/A

#N/A 472 161

R

27 L

R L T E WT L R

20

N T 24

R #N/A

L

L #N/A

T S

R #N/A 157 290 50

42

#N/A #N/A #N/A

#N/A

#N/A #N/A #N/A

93

5

110

R T L

R

N T 1107

L 424 W T 328 R 204

R #N/A 41 60 95

646

T S

R 311 79 783 132

L 45

21

58

R

6 162

R 215 20 R #N/A T E 61 L

N T #N/A

L 192

22

R #N/A

L 20

30

29 442 235

320

L WT R N T 1281

N T 129

R 45

R T E L

EDGARS ROAD

R #N/A

L WT R

N T 22

T S

L

R T E L

51

#N/A

L WT R

Town Centre, Community Centre and Education Facility

#N/A

N T #N/A

50 251 75

50

R

TRAIN STATION

L

451

L #N/A #N/A R #N/A T E #N/A L

L

L #N/A

L 218 147 51 275

R

R

L 50

12

#N/A R #N/A T E #N/A L #N/A

L T R

N T #N/A

#N/A #N/A #N/A #N/A

#N/A #N/A #N/A

L N T 1209

N T #N/A

#N/A

L

50 323 156 50

#N/A R #N/A T E #N/A L

#N/A

L #N/A

L

L 38

R #N/A

L WT R

55

#N/A #N/A #N/A

R

N T #N/A

#N/A

T S

R 50 #N/A R 234 T E 23 L

ANDREW ROAD

R #N/A

L #N/A

#N/A R #N/A T E #N/A L

20

L T R

61

L WT R

L #N/A

16 L

R #N/A

R #N/A N T 1449

#N/A

T S

#N/A 405 65

R

#N/A #N/A #N/A

R

L WT R

#N/A R #N/A T E #N/A L

#N/A

R

R T E L

20

#N/A #N/A #N/A

Town Centre, Community Centre and Education Facility N

N T 1358

N T #N/A

R #N/A 20 294 20

20

T S

R #N/A

L T R

L 20

13 69

#N/A R #N/A T E #N/A L

58

L T R

44

#N/A #N/A #N/A

R

T S

#N/A

T S

R #N/A 148 R #N/A T 134 L

#N/A R 346 T E 20 L

14

L 149

18 #N/A

L T R

R

T S

L #N/A W T #N/A R #N/A

W

50

17 L

E

R

N T 117

EPPING ROAD

T S

R T L

T S

EPPING ROAD

L

532

R 20

SUMMERHILL ROAD 82 371 50

N T #N/A

ANDREW ROAD

244

KOUKOURA DRIVE

L 275

15

N T 20

BODYCOATS

R 543

L 133 W T 224 R 162

N T 1241

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

Reference Case 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

R #N/A

L #N/A W T #N/A R #N/A

593

T S

R #N/A

L #N/A W T #N/A R #N/A

L

L 140

W

W

L

2 440 29

R

N T #N/A

L

L #N/A

#N/A

T

W

583

T S

E

W

L T R

2 31 5

N T 124

#N/A

L

29

53

0

R

L 139 29 52 15

L

48

T S

R T E L

W

L T R

T S

L #N/A W T #N/A R #N/A

45 R #N/A T 53 L

19 #N/A

L

590

T S

W

L 35

E

R #N/A

57

R

W

L T R

#N/A

#N/A

T S

L T R

86 79 90 41

#N/A #N/A #N/A

N T 22

#N/A

L

R 227

L WT R

1

T S

109 611 87

N T 38

153

27

T S

E

94

L

L 183

E

607

T S

R 292

R T L

L

143

L

R T L

E

W

L T R

#N/A

L

#N/A

T S

R T L

E

W

L T R

8 391 32 48

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

64

R

L

L #N/A

R

R

R

N T 272

L #N/A

R T E L

11 69

L

N T #N/A

L #N/A

32

T S

R 41 #N/A R #N/A T E #N/A L

#N/A

L

R

L

T S

L 71

#N/A

T

R T L

37

Education Facility

L

#N/A

T S

#N/A

R

N T 382

L 19 W T #N/A R 179

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

#N/A

T S

51 511 17

L

R

L

L #N/A

82

T S

L

#N/A

R

L #N/A

R #N/A

L WT R

E

79

T S

R T E L

L WT R

60 478 55

#N/A

#N/A

44

L

L #N/A

#N/A

#N/A

T S

L 153

#N/A

L

38

L

57

T S

49

R

R T L

E

CRAIGIEBURN ROAD

L WT R

35 588 57

L 193

331

T S

70

36

T S

R 238 23 431 76

2 L

R T E L

0 14 56

R L T E WT L R

R

L 0

7 142

54 10 0 0

N T 1237

44 34 155

R

N T 70

R 69 70 473 28

330

T S

R 24

L WT R

R T E L

L 187

8

#N/A

87 346 909 295

R

N T 1196

23 18 65

R

N T #N/A

61

T S

R 48

#N/A R #N/A T E #N/A L

L

3

111

R

L #N/A

L WT R

L 180

9 L

#N/A #N/A #N/A

R

N T 47

R 149 38 478 144

N T #N/A

N T 370

1 542 146

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

30

#N/A #N/A #N/A

#N/A

R 11 58 316 35

17

T S

R #N/A

L WT R

L 148

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 26

R 81 #N/A R #N/A T E #N/A L

#N/A #N/A #N/A

#N/A

L WT R

E

N T

R

L 25 R 393 T E W T R #N/A L

R #N/A 27 22 93

R

#N/A

N T #N/A

24 L

#N/A R #N/A T #N/A L #N/A

57 483 #N/A

BOUNDARY ROAD S

#N/A #N/A #N/A

#N/A

L T R

L 17

124

N T #N/A

W

#N/A

R

T S

R #N/A

E

101

28

35

R 176 #N/A R 320 T 345 L

N T 286

R 0

L #N/A R #N/A T E WT R #N/A L #N/A

#N/A

0 13 42

L 91

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)

#N/A

#N/A

292 1040 96 398 308 192 South Approach - Left Turn

Four traffic lane Arterial Road (two lanes in each direction)

R 42

L 27 W T #N/A R 152

#N/A

#N/A #N/A #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)

L #N/A

T S

108

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

88

R

R T E L

L WT R

N T 1170

167 358 316

T S

R

L 51

137

L

347

T S

28 67 206 41

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

100

R L 0 #N/A T E WT R 21 L

L #N/A

23

Major Town Centre, and Community Centre

29

N T #N/A

#N/A 444 151

R

27 L

R L T E WT L R

0

N T 24

#N/A #N/A #N/A #N/A

L #N/A

4

0

R

T S

R #N/A 147 272 0

40

R #N/A

L WT R

#N/A

N T 188

R 57 82 500 0

T S

R #N/A

L WT R

#N/A R #N/A T E #N/A L

L 123

308

T S

N T #N/A

#N/A #N/A #N/A

88

5

104

R #N/A 39 56 90

R

N T 1040

L 398 W T 308 R 192

R

L 42

21

58

74 736 124

65

R

L 180

22

303

KOUKOURA DRIVE L 89 W T 31 R 133

R

6 L

R 202

R 7 #N/A T 61 L

N T 126

27 415 226

R #N/A

L 14

30

L WT R

L WT R N T 1205

T S

L

R T E L

46

#N/A

R T E L

EDGARS ROAD

R #N/A

L WT R

Town Centre, Community Centre and Education Facility

T S

#N/A

#N/A

0 226 68

0

R

TRAIN STATION

L

424

#N/A

T S

R 42 138 48 258

L #N/A #N/A R #N/A T E #N/A L

L

L 205

20

R

N T #N/A

L 1

12

#N/A R #N/A T E #N/A L #N/A

W

N T #N/A

#N/A #N/A #N/A

L #N/A

#N/A

0 291 141

R

R

N T 105

13

#N/A R #N/A T E #N/A L

L

#N/A

#N/A

#N/A #N/A #N/A

L N T 1139

R 73

N T #N/A

R #N/A

R

L #N/A

L

T S

L WT R

51

#N/A #N/A #N/A

#N/A

N T #N/A

#N/A R 220 T E 22 L

#N/A

T S R 2

ANDREW ROAD

R #N/A

L #N/A

#N/A R #N/A T E #N/A L

9

L T R

L

R #N/A

R #N/A N T 1364

#N/A

L #N/A

16 57

L WT R

N T #N/A

#N/A 381 61

R

#N/A #N/A #N/A

R

L WT R

#N/A R #N/A T E #N/A L

#N/A

R

R 5 65 R #N/A T 121 L

N T #N/A

R T E L

0

#N/A #N/A #N/A

TownSCentre, Community Centre and Education Facility L 67

7

T S

R #N/A

L T R

1 276 0

13 65

#N/A R #N/A T E #N/A L #N/A

L T R

41

#N/A #N/A #N/A

54

18 L

E

L T R

#N/A

T S

R #N/A 140 R #N/A T 126 L

#N/A R 325 T E 19 L

14 101

R

N T 1279

#N/A

#N/A 430 41

3

17 L

L T R

R

N T 1181

#N/A

W

R #N/A

EPPING ROAD

T S

E

L 2

EPPING ROAD

L

500

R T L

N T 16

R 3

SUMMERHILL ROAD 77 349 2

15 229

KOUKOURA DRIVE

L 258

ANDREW ROAD

L 125 W T 210 R 152

N T 1167

BODYCOATS

R 525

R T E L

60 344 33

10

52 130 229 64

31 57

23

73

3 TO WALLAN

Reference Case 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

R #N/A

L #N/A W T #N/A R #N/A

N T 75

#N/A

38

T S

R #N/A

L #N/A W T #N/A R #N/A

N T 79

L 9

L

37

T S

#N/A

T S

R #N/A

R 0

SUMMERHILL ROAD

#N/A R 21 T E 1 L

W

#N/A

L

0 28 2 4

L

N T L #N/A #N/A

W

#N/A

L

Town Centre, Community Centre and Education Facility L 4

N T 5

R 0 4 R #N/A T E 8 L

L WT R

0 2 0 0

R

L 9 2 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

38

T S

W

L 2 R #N/A

#N/A R #N/A T E #N/A L

R

#N/A

R 5

W

L T R

5 5 6

20 3

#N/A

L

0

T S

7 39 6

L

2

T S

6 2 9 6

L

L 12

R T E L

L WT R

25 20 12

N T 66

9

L

20

T S

R #N/A 2 4 6

R T E L

3

T S

0

#N/A

L 0

#N/A

L

L 6

L WT R

1 23 2

L

#N/A

R

T S

L 2 W T #N/A R 20

N T 42

### R ### T E ### L

10 7

R

L #N/A

L

9

T S

#N/A

R

0 1 3

N T 18

4

L

N T #N/A

L 5

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

N R T L #N/A #N/A #N/A

L

L

L

R

T S

5

T S

L WT R

R

N T 3

4 29 4

L 10

T S

2

L

4

T S

3

R

R T L

L WT R

E

CRAIGIEBURN ROAD

2 36 4

R 3

6 R 1 T E 0 L 0

R

N T 112

37

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 12

4

2

T S

R 26 1 28 5

2 L

L 21

37

T S

5 4 17

R

N T 4

R 4 4 30 2

3

7

R

5

L WT R

33

8 L

#N/A R #N/A T E #N/A L

10 R 38 T E 77 L

R

N T 108

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 20

9 6

#N/A R #N/A T E #N/A L

#N/A #N/A #N/A

T S

0 60 16

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 6 2 30 9

1

T S

N T 41

R 1 4 20 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 2

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 25 T E W T #N/A R #N/A #N/A L

L 1

8

T S

W

4 31 #N/A

6

R

28

2

R

E

L T R

12

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)

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

19 66 6 25 20 12

5 East Approach - Right Turn 32 East Approach - Through 0 East Approach - Left Turn

5 9 20 0

#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

7 R 23 T E 5 L

39

T S

N R T 2 1

L 6

1

6

R

N T 104

19 40 35

3

R

TO EPPING

Intersection with 50 pedestrians at each approach

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 T 12

3

LEGEND

West Approach - Left Turn West Approach - Through West Approach - Right Turn

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 1 L

2

T S

6

L

R 11 #N/A R 20 T 16 L

23

Major Town Centre, and Community Centre

27 L

R L #N/A T E WT 28 L R 10

R

N T 2

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

7

R

39

T S

R 19 5 47 8

4

L

L 3

21

4

6 10

L WT R

R

N T 2

R 14

L W T R

R 13 0 R #N/A T E 4 L

9 17 0

22

17

R

N R T L #N/A #N/A #N/A

L 11

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 26 9

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 77

L

R

KOUKOURA DRIVE

Town Centre, Community Centre and Education Facility N T 1

27

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 13 9 R 3 T 16 L

N T L #N/A #N/A

N T 30

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 70

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

1

#N/A R #N/A T E #N/A L

L 0

12 L

L

#N/A #N/A

0 32 16

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 85

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 24 R 4

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 18 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

18 #N/A

6

L

9 R #N/A T E 8 L

L

14

0

R

17 L

L #N/A W T 27 R 3

R N T 12

EPPING ROAD

32

T S

R T E L

T S

N R T L #N/A #N/A #N/A

EPPING ROAD

15

R 5 22 0

15 L

KOUKOURA DRIVE

L 16

N T 1

ANDREW ROAD

8 13 10

N T

BODYCOATS

R 18

L WT R

N T 74

L 4 W T 22 R 2

L 3 8 15 4

31 4

1

5

L T R S

R T E L

4

Reference Case 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

0.16 0.06 0.06 0.31 0.44 0.05

0 0.37 0.09

0.24 0.63 0.18

0

KOUKOURA DRIVE

0

0.08

0.68 0.13

17

0 0.28 0.02

14 0

0.03 0.3 0.26

0.09

#N/A #N/A #N/A

0.33 0.12

#N/A #N/A #N/A #N/A #N/A #N/A

#N/A #N/A #N/A

#N/A #N/A #N/A

18 0

0.13 0.16 0 0.13

0.12 0.12 0.13

0.33 0.12

0.46

0.13

0.13

#N/A #N/A #N/A

0.13

#N/A #N/A #N/A

#N/A #N/A #N/A

0

0.77 0.03

0

0.34 0.14

19

#N/A #N/A #N/A

#N/A #N/A #N/A

0.11

0.04 0.19 0.2 0.07

12 0.04

0.05

0.47

0.1

0.37

0

0.03 0 0.37

#N/A #N/A #N/A #N/A #N/A #N/A

0.11 0 0.06

#N/A #N/A #N/A #N/A #N/A #N/A

#N/A #N/A #N/A 0.18 0.12 0.02

0.11

#N/A #N/A #N/A

#N/A #N/A #N/A

0.46

29

0

0.04 0.25 0.63

#N/A #N/A #N/A #N/A #N/A #N/A

BODYCOATS

0.74 0.24

0 0.02 0.02

16 0.05

Town Centre, Community Centre and Education Facility 0

0 0.38 0.11

0.13 0.13 0.16

#N/A #N/A #N/A 0.35 0 0.14

0.42

0.16 0.19 0.03

13

11 0.08

0.04

0

0.1

0.51

0

EPPING ROAD

0.2

15

ANDREW ROAD

0.53 0.81 0.12 0.22 0.51

SUMMERHILL ROAD

#N/A #N/A #N/A

0.02 0 0.44

#N/A #N/A #N/A

10 0.08

0.11

0

0.09

0.69

0.22

#N/A #N/A #N/A #N/A #N/A #N/A

0.157 0.558 0.558 0.36

0.767

0.167

0.667

0.25 0.56 0.56 0.393 0.088 0.268

20 0.092

#N/A #N/A #N/A

0 1 1

0.745

0.2

0.2

0.4 0.39 0.39 0.36

22

0 0.1 0.32

0.12

0 0.51 0.27

23 0.13

0

0.05 0.55 0

0

24

0.07

0.55 0.28 0.28 0.06 0.45 0

#N/A #N/A #N/A

0.22

#N/A #N/A #N/A

0.07 0.58 0.16

26

#N/A #N/A #N/A

0.47 0.17 0.05

0.04 0.69 0.68

0.07 0.07 0.21

0.41 0.44 0.59

9 0.05

0.05

0.58

0.56

0.85

0.21

0.06 0.02

27 0

0.13 0.58 0.58 0.05 0 0.02

0.09 0.09 0.26

0.06 0.06

28

#N/A #N/A #N/A 0.17 0.21 0.21

#N/A #N/A #N/A

#N/A #N/A #N/A

0.11 0.11 0.76

#N/A #N/A #N/A

0.64 0.1 0.1

8 0.04

0.22

0.21

0.17

0.83

0.02

Education Facility 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

0.33 0.33 0.78

#N/A #N/A #N/A

#N/A #N/A #N/A 0.05 0.22 0.22

7 0.16

0.25

0.76

0.21

0.75

0.05

#N/A #N/A #N/A

#N/A #N/A #N/A

21

0.11 0.33 0.33

#N/A #N/A #N/A #N/A #N/A #N/A

EDGARS ROAD

0.14 0.38 0.32

#N/A #N/A #N/A

#N/A #N/A #N/A

0.56 0.78 0.09 0.404 0.818 0.177

0.286 0.286 0.329

0.36 0.39 0.78

5

0.39 0.33 0.63 0.06

0.43

0.03 0.35 0.29

0.16 0.39 0.18

0.19

0.19

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

0.54 0.08 0.13 0.34 0.43 0.23

0.19

0.05 0.54 0.43

3 0.16 0.16 0.18

0.37 0.41 0.41 0.53 0.54 0.04

CRAIGIEBURN ROAD

0.05 0.5 0.44

2 0.17 0.17 0.48

0.17 0.37 0.11

0.18 0.53 0.74 0.13

0.65

0.19 0.11 0.11 0.36 0.35 0.09

1

TO EPPING North Approach - Through

North Approach - Right Turn

Degree of Saturation greater than 1.00

0.43

4

EPPING ROAD

0.27 0.27 0.37

0.048 0.099

6

#N/A #N/A #N/A

0.74 0.77 0.06 0.05 0 0.053

0.711 0.358 0.358 0.155 0.679 0.476

#N/A #N/A #N/A #N/A #N/A #N/A

0.34 0.34 0.23

#N/A #N/A #N/A

0.053 0.021

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

0.3

0.11 0.39 0.13

31 0.13 0.13 0.49

0.5 0.26 0.12

5

SITE LAYOUT Site: Intersection 1 AM Reference New Site Signals - Fixed Time

1

2

MOVEMENT SUMMARY Site: Intersection 1 AM Reference New Site Signals - Fixed Time

Site: Intersection 1 AM Reference 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: Epping Rd 1 L2 2 T1 3 R2

152 386 53

9.9 10.1 5.7

0.134 0.645 0.304

8.9 47.8 53.8

LOS A LOS D LOS D

1.2 10.0 2.6

9.4 76.0 19.4

0.23 0.99 0.95

0.66 0.82 0.74

61.0 39.5 35.4

Approach

591

9.6

0.645

38.3

LOS D

10.0

76.0

0.79

0.77

42.9

East: Lehmanns Rd 4 L2 5 T1 6 R2

55 229 74

9.1 10.0 9.5

0.088 0.353 0.360

19.7 49.7 57.4

LOS B LOS D LOS E

1.4 3.9 3.8

10.6 29.6 28.7

0.54 0.96 0.96

0.71 0.74 0.77

51.9 38.5 34.0

Approach

358

9.8

0.360

46.7

LOS D

3.9

29.6

0.90

0.74

39.0

North: Epping Rd 7 L2 8 T1 9 R2

57 1274 264

10.5 8.2 9.8

0.046 0.754 0.209

8.9 24.9 33.4

LOS A LOS C LOS C

0.5 27.9 4.9

3.5 208.9 36.8

0.22 0.87 0.73

0.65 0.78 0.76

60.8 52.1 43.7

Approach

1595

8.5

0.754

25.8

LOS C

27.9

208.9

0.82

0.77

50.7

West: Craigieburn Rd East 10 L2 186 11 T1 398 12 R2 351

10.2 10.1 10.0

0.184 0.532 0.742

10.2 49.2 60.6

LOS B LOS D LOS E

2.2 6.8 9.7

16.9 52.1 73.8

0.30 0.98 1.00

0.68 0.78 0.86

59.7 38.8 32.9

Approach

935

10.1

0.742

45.7

LOS D

9.7

73.8

0.85

0.79

38.9

3479

9.3

0.754

35.4

LOS D

27.9

208.9

0.83

0.77

44.4

All Vehicles

3

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: 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 11 %

A2 No 12 6 4 2 12 11 %

B No 24 40 4 2 46 42 %

C No 70 15 4 2 21 19 %

D No 91 13 4 2 19 17 %

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 3:27:17 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\Reference Case\MODELS\Reference \Intersection 1 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 50 50 50 50 50 50 50 50

Average Delay sec 49.3 46.5 28.4 27.0 49.3 44.6 49.3 44.6

Level of Service

400

42.4

LOS E

LOS E LOS E LOS C 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 0.1 0.1 0.1 0.1 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: Friday, 22 August 2014 3:27:18 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\Reference Case\MODELS\Reference \Intersection 1 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

Prop. Queued 0.95 0.92 0.72 0.70 0.95 0.90 0.95 0.90

Effective Stop Rate per ped 0.95 0.92 0.72 0.70 0.95 0.90 0.95 0.90

0.87

0.87

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 3:27:18 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\Reference Case\MODELS\Reference \Intersection 1 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

6

4

Site: Intersection 2 AM Reference

SITE LAYOUT Site: Intersection 2 AM Reference

5

MOVEMENT SUMMARY New Site Signals - Fixed Time

Site: Intersection 2 AM Reference New Site Signals - Fixed Time

Cycle Time = 90 seconds (Practical Cycle Time)

New Site Signals - Fixed 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

74 38 94

5.4 5.3 6.4

0.170 0.170 0.476

25.3 20.7 47.1

LOS C LOS C LOS D

3.3 3.3 4.1

24.3 24.3 30.1

0.71 0.71 0.98

0.68 0.68 0.77

41.5 37.8 32.9

206

5.8

0.476

34.4

LOS C

4.1

30.1

0.83

0.72

36.5

East: Craigieburn Rd East 4 L2 81 5 T1 459 6 R2 24

6.2 6.1 4.2

0.114 0.367 0.171

25.2 32.5 51.3

LOS C LOS C LOS D

2.2 5.8 1.0

16.4 42.7 7.6

0.66 0.89 0.97

0.74 0.72 0.71

42.9 46.7 33.0

Approach

564

6.0

0.367

32.3

LOS C

5.8

42.7

0.86

0.73

45.3

North: Collector Rd 7 L2 8 T1 9 R2

205 74 73

5.9 5.4 5.5

0.411 0.411 0.368

26.9 22.3 46.5

LOS C LOS C LOS D

9.1 9.1 3.1

66.6 66.6 22.9

0.78 0.78 0.97

0.75 0.75 0.76

40.5 37.1 33.2

Approach

352

5.7

0.411

30.0

LOS C

9.1

66.6

0.82

0.75

38.0

West: Craigieburn Rd East 10 L2 37 11 T1 624 12 R2 61

5.4 5.8 6.6

0.052 0.498 0.442

24.6 33.7 52.9

LOS C LOS C LOS D

1.0 8.2 2.7

7.2 59.9 20.3

0.64 0.92 0.99

0.71 0.76 0.75

43.2 46.0 32.5

Approach

722

5.8

0.498

34.8

LOS C

8.2

59.9

0.92

0.76

44.3

1844

5.9

0.498

33.1

LOS C

9.1

66.6

0.87

0.74

42.3

All Vehicles

6

PHASING SUMMARY

Cycle Time = 90 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 10 4 2 16 18 %

B No 16 29 4 2 35 39 %

C No 51 7 4 2 13 14 %

D No 64 20 4 2 26 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

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 34.7 39.2 34.7 39.2

Level of Service

80

37.0

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, 22 July 2014 4:57:56 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\Reference Case\MODELS\Ultimate 2046 \Intersection 2 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Processed: Tuesday, 22 July 2014 4:53:00 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\Reference Case\MODELS\Ultimate 2046 \Intersection 2 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Prop. Queued 0.88 0.93 0.88 0.93

Effective Stop Rate per ped 0.88 0.93 0.88 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, 22 July 2014 4:53:00 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\Reference Case\MODELS\Ultimate 2046 \Intersection 2 2046.sip6 8000907, AECOM, NETWORK / Enterprise

7

SITE LAYOUT

7

Site: Intersection 3 AM Reference New Site Signals - Fixed Time

8

MOVEMENT SUMMARY Site: Intersection 3 AM Reference New Site Signals - Fixed Time

Site: Intersection 3 AM Reference New Site Signals - Fixed Time

Cycle Time = 90 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 61 52

5.0 6.6 5.8

0.163 0.163 0.202

26.7 22.1 42.2

LOS C LOS C LOS D

3.1 3.1 2.1

22.7 22.7 15.3

0.73 0.73 0.92

0.64 0.64 0.73

41.5 37.8 34.5

153

5.9

0.202

30.1

LOS C

3.1

22.7

0.79

0.67

37.4

East: Craigieburn Rd East 4 L2 30 5 T1 503 6 R2 74

6.7 6.0 5.4

0.041 0.447 0.621

23.9 34.9 55.6

LOS C LOS C LOS E

0.8 6.6 3.5

5.8 48.7 25.4

0.62 0.93 1.00

0.70 0.75 0.79

43.6 45.4 31.9

Approach

607

5.9

0.621

36.9

LOS D

6.6

48.7

0.92

0.76

43.1

North: Collector Rd 7 L2 8 T1 9 R2

163 50 159

6.1 6.0 6.3

0.201 0.083 0.619

20.3 22.8 45.5

LOS C LOS C LOS D

4.3 1.5 6.9

31.4 11.2 50.9

0.63 0.73 0.99

0.72 0.56 0.82

43.0 38.3 33.4

Approach

372

6.2

0.619

31.4

LOS C

6.9

50.9

0.80

0.74

37.8

West: Craigieburn Rd East 10 L2 64 11 T1 507 12 R2 59

6.3 5.7 6.8

0.049 0.449 0.500

8.4 34.9 54.5

LOS A LOS C LOS D

0.4 6.7 2.7

2.6 49.1 20.1

0.21 0.93 1.00

0.65 0.75 0.75

54.3 45.4 32.1

Approach

630

5.9

0.500

34.0

LOS C

6.7

49.1

0.86

0.74

44.4

1762

6.0

0.621

34.1

LOS C

6.9

50.9

0.86

0.74

41.7

All Vehicles

9

PHASING SUMMARY

Cycle Time = 90 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 21 %

B No 19 29 4 2 35 39 %

C No 54 6 4 2 12 13 %

D No 66 18 4 2 24 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

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 36.5 39.2 39.2 36.5

Level of Service

80

37.9

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: Wednesday, 20 August 2014 2:54:49 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\Reference Case\MODELS\Reference \Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Processed: Wednesday, 20 August 2014 2:54:50 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\Reference Case\MODELS\Reference \Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Prop. Queued 0.90 0.93 0.93 0.90

Effective Stop Rate per ped 0.90 0.93 0.93 0.90

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, 20 August 2014 2:54:50 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\Reference Case\MODELS\Reference \Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise

8

10

11

12

9

13

14

15

10

16

17

18

11

19

20

21

12

SITE LAYOUT

22

Site: Intersection 8 AM Referencee New Site Signals - Fixed Time

23

MOVEMENT SUMMARY Site: Intersection 8 AM Referencee New Site Signals - Fixed Time

Site: Intersection 8 AM Referencee New Site Signals - Fixed Time

Cycle Time = 110 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 Road 1 2 3

L2 T1 R2

Approach East: Collector Rd 4 L2 5 T1 6 R2 Approach

49 367 21

10.2 10.1 4.8

0.049 0.216 0.214

16.5 18.7 62.7

LOS B LOS B LOS E

1.1 5.8 1.2

8.6 44.1 8.4

0.46 0.63 0.99

0.67 0.53 0.70

43.4 45.9 28.0

437

9.8

0.216

20.6

LOS C

5.8

44.1

0.63

0.55

44.2

21 20 60

4.8 5.0 10.0

0.098 0.098 0.635

40.0 35.4 64.7

LOS D LOS D LOS E

1.7 1.7 3.5

12.6 12.6 26.2

0.81 0.81 1.00

0.67 0.67 0.80

34.3 33.0 27.4

101

7.9

0.635

53.8

LOS D

3.5

26.2

0.92

0.75

29.7

North: Epping Road 7 L2 8 T1 9 R2

208 1304 53

10.1 8.3 9.4

0.210 0.847 0.558

17.7 32.7 65.0

LOS B LOS C LOS E

5.3 34.9 3.0

40.6 261.7 22.8

0.52 0.90 1.00

0.72 0.89 0.76

42.7 39.0 27.5

Approach

1565

8.6

0.847

31.8

LOS C

34.9

261.7

0.85

0.86

38.9

26 20 72

11.5 10.0 9.7

0.112 0.112 0.760

40.2 35.5 66.8

LOS D LOS D LOS E

1.9 1.9 4.3

14.9 14.9 32.3

0.82 0.82 1.00

0.68 0.68 0.88

34.0 32.9 27.0

118

10.2

0.760

55.6

LOS E

4.3

32.3

0.93

0.80

29.2

2221

8.9

0.847

31.8

LOS C

34.9

261.7

0.81

0.79

38.6

West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles

24

PHASING SUMMARY

Cycle Time = 110 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 11 %

B No 12 51 4 2 57 52 %

C No 69 6 4 2 12 11 %

D No 81 23 4 2 29 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

Created: Wednesday, 20 August 2014 2:58:24 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\Reference Case\MODELS\Reference \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 49.2 21.0 49.2 21.0

Level of Service

80

35.1

LOS D

LOS E LOS C LOS E LOS C

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 2:58:26 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\Reference Case\MODELS\Reference \Intersection 8 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Prop. Queued 0.95 0.62 0.95 0.62

Effective Stop Rate per ped 0.95 0.62 0.95 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, 20 August 2014 2:58:26 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\Reference Case\MODELS\Reference \Intersection 8 2046.sip6 8000907, AECOM, NETWORK / Enterprise

13

SITE LAYOUT Site: Intersection 9 AM Reference New Site Signals - Fixed Time

25

26

MOVEMENT SUMMARY Site: Intersection 9 AM Reference New Site Signals - Fixed Time

Site: Intersection 9 AM Reference 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 68 328

10.3 10.3 10.1

0.053 0.047 0.582

7.3 15.7 40.7

LOS A LOS B LOS D

0.4 0.8 6.2

3.1 6.1 47.2

0.27 0.64 0.97

0.61 0.48 0.81

52.6 47.8 36.9

Approach

454

10.1

0.582

32.6

LOS C

6.2

47.2

0.83

0.73

39.8

East: Boundary Rd 4 L2 5 T1 6 R2

986 384 97

7.8 9.9 10.3

0.590 0.441 0.408

24.0 31.0 43.0

LOS C LOS C LOS D

14.1 6.5 3.6

105.4 49.7 27.7

0.78 0.90 0.96

0.82 0.77 0.78

46.8 43.7 37.6

Approach

1467

8.5

0.590

27.1

LOS C

14.1

105.4

0.82

0.81

45.2

North: Epping Rd 7 L2 8 T1 9 R2

200 411 50

10.0 10.0 2.0

0.205 0.691 0.091

11.1 36.6 21.8

LOS B LOS D LOS C

3.0 8.1 1.2

22.7 61.5 8.7

0.48 0.99 0.65

0.68 0.86 0.70

52.2 37.6 43.7

Approach

661

9.4

0.691

27.8

LOS C

8.1

61.5

0.81

0.80

41.6

West: Boundary Rd 10 L2 11 T1 12 R2

50 602 162

2.0 10.0 9.9

0.040 0.692 0.679

6.7 36.4 44.1

LOS A LOS D LOS D

0.3 11.3 6.5

2.0 85.6 49.3

0.23 0.97 1.00

0.60 0.88 0.86

53.3 43.2 34.6

814

9.5

0.692

36.1

LOS D

11.3

85.6

0.93

0.86

41.7

3396

9.1

0.692

30.1

LOS C

14.1

105.4

0.85

0.81

42.8

Approach All Vehicles

27

PHASING SUMMARY

Cycle Time = 80 seconds (Practical 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 13 4 2 19 24 %

B No 19 13 4 2 19 24 %

C No 38 11 4 2 17 21 %

D No 55 19 4 2 25 31 %

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 3:36:20 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\Reference Case\MODELS\Reference \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 30.7 26.4 34.3 31.5 28.9 26.4 34.3 31.5

Level of Service

160

30.5

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 3:36:22 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\Reference Case\MODELS\Reference \Intersection 9 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

Prop. Queued 0.88 0.81 0.93 0.89 0.85 0.81 0.93 0.89

Effective Stop Rate per ped 0.88 0.81 0.93 0.89 0.85 0.81 0.93 0.89

0.87

0.87

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 3:36:22 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\Reference Case\MODELS\Reference \Intersection 9 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

14

SITE LAYOUT

28

Site: Intersection 10 AM Reference New Site Signals - Fixed Time

29

MOVEMENT SUMMARY Site: Intersection 10 AM Reference New Site Signals - Fixed Time

Site: Intersection 10 AM Reference 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 91

9.6 9.9

0.075 0.110

16.2 26.9

LOS B LOS C

1.3 1.4

9.7 10.9

0.48 0.83

0.67 0.62

40.4 33.3

164

9.8

0.110

22.1

LOS C

1.4

10.9

0.67

0.64

36.0

North: Epping Rd 8 T1 9 R2

423 47

9.7 10.6

0.512 0.095

30.0 30.3

LOS C LOS C

7.4 1.4

56.4 10.3

0.93 0.76

0.77 0.71

31.6 31.8

Approach

470

9.8

0.512

30.1

LOS C

7.4

56.4

0.91

0.76

31.6

West: Collector Rd 10 L2 12 R2

21 199

9.5 10.1

0.019 0.437

14.1 35.1

LOS B LOS D

6.6 6.6

50.1 50.3

0.39 0.88

0.62 0.79

39.1 28.8

Approach

220

10.0

0.437

33.1

LOS C

6.6

50.3

0.83

0.78

29.6

All Vehicles

854

9.8

0.512

29.3

LOS C

7.4

56.4

0.84

0.74

31.8

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 1:51:43 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\Reference Case\MODELS\Reference \Intersection 10 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

Created: Friday, 22 August 2014 3:40:51 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\Reference Case\MODELS\Reference \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 1:51:43 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\Reference Case\MODELS\Reference \Intersection 10 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

15

SITE LAYOUT

31

Site: Intersection 11 AM Reference New Site Signals - Fixed Time

32

MOVEMENT SUMMARY Site: Intersection 11 AM Reference

Site: Intersection 11 AM Reference

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

77 36

10.4 11.1

0.079 0.044

16.2 26.3

LOS B LOS C

1.4 1.4

10.4 10.4

0.48 0.81

0.67 0.58

40.4 33.6

Approach

113

10.6

0.079

19.4

LOS B

1.4

10.4

0.59

0.64

37.8

North: Epping Rd 8 T1 9 R2

302 47

9.9 10.6

0.366 0.095

28.9 30.3

LOS C LOS C

5.1 1.4

38.8 10.3

0.89 0.76

0.72 0.71

32.2 31.8

Approach

349

10.0

0.366

29.1

LOS C

5.1

38.8

0.87

0.72

32.2

West: Collector Rd 10 L2 12 R2

30 169

10.0 10.1

0.028 0.372

14.1 34.6

LOS B LOS C

5.5 5.5

41.9 41.9

0.40 0.86

0.62 0.78

39.1 29.0

Approach

199

10.1

0.372

31.5

LOS C

5.5

41.9

0.79

0.76

30.2

All Vehicles

661

10.1

0.372

28.1

LOS C

5.5

41.9

0.80

0.72

32.3

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 1:53:25 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\Reference Case\MODELS\Reference \Intersection 11 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

Created: Friday, 22 August 2014 3:42:46 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\Reference Case\MODELS\Reference \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 1:53:25 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\Reference Case\MODELS\Reference \Intersection 11 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

16

SITE LAYOUT

34

Site: Intersection 12 AM Reference New Site Signals - Fixed Time

35

MOVEMENT SUMMARY Site: Intersection 12 AM Reference New Site Signals - Fixed Time

Site: Intersection 12 AM Reference New Site Signals - Fixed Time

Cycle Time = 90 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

51 51 55

2.0 2.0 9.1

0.039 0.046 0.473

10.3 24.7 55.9

LOS B LOS C LOS E

0.4 2.5 2.5

2.8 17.9 19.0

0.25 0.75 1.00

0.66 0.55 0.75

47.2 34.6 24.5

Approach

157

4.5

0.473

30.9

LOS C

2.5

19.0

0.68

0.65

32.7

East: Summerhill Rd 4 L2 5 T1 6 R2

76 251 51

10.5 10.0 2.0

0.065 0.196 0.193

10.4 30.2 46.3

LOS B LOS C LOS D

0.6 3.0 2.0

4.5 22.7 14.5

0.26 0.84 0.92

0.59 0.66 0.74

47.2 31.7 27.3

Approach

378

9.0

0.196

28.4

LOS C

3.0

22.7

0.73

0.66

33.2

North: Epping Rd 7 L2 8 T1 9 R2

51 117 51

2.0 10.3 2.0

0.039 0.111 0.418

10.5 25.3 55.4

LOS B LOS C LOS E

0.4 2.3 2.3

3.0 17.6 16.5

0.26 0.77 1.00

0.66 0.59 0.74

47.0 34.2 24.6

Approach

219

6.4

0.418

28.9

LOS C

2.3

17.6

0.70

0.64

33.3

West: Summerhill Rd 10 L2 11 T1 12 R2

51 323 157

2.0 9.9 10.2

0.037 0.252 0.628

9.4 30.7 49.9

LOS A LOS C LOS D

0.2 6.8 6.8

1.6 52.0 52.1

0.18 0.86 0.99

0.65 0.68 0.82

48.1 31.5 26.1

531

9.2

0.628

34.3

LOS C

6.8

52.1

0.83

0.72

30.6

1285

8.1

0.628

31.2

LOS C

6.8

52.1

0.76

0.68

32.0

Approach All Vehicles

36

PHASING SUMMARY

Cycle Time = 90 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 13 %

B No 12 26 4 2 32 36 %

C No 44 13 4 2 19 21 %

D No 63 21 4 2 27 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: Friday, 22 August 2014 3:47:06 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\Reference Case\MODELS\Reference \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 39.2 39.2 39.2 39.2

Level of Service

80

39.2

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 1:56:01 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\Reference Case\MODELS\Reference \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 1:56:01 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\Reference Case\MODELS\Reference \Intersection 12 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

17

37

38

39

18

SITE LAYOUT

40

Site: Intersection 14 AM 2046 New Site Signals - Fixed Time

41

MOVEMENT SUMMARY Site: Intersection 14 AM 2046 New Site Signals - Fixed Time

Site: Intersection 14 AM 2046 New Site Signals - Fixed Time

Cycle Time = 90 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

107 44

5.6 6.8

0.088 0.086

9.9 29.7

LOS A LOS C

1.6 1.4

11.6 10.4

0.36 0.76

0.63 0.70

49.2 38.8

151

6.0

0.088

15.6

LOS B

1.6

11.6

0.48

0.65

45.6

East: Summerhill Rd 4 L2 5 T1

21 346

4.8 6.1

0.021 0.325

17.0 34.8

LOS B LOS C

0.4 4.5

3.0 33.0

0.48 0.91

0.68 0.72

47.5 45.4

Approach

367

6.0

0.325

33.7

LOS C

4.5

33.0

0.88

0.72

45.5

West: Summerhill Rd 11 T1 12 R2

457 44

5.9 6.8

0.429 0.077

35.6 29.9

LOS D LOS C

6.1 1.3

44.6 9.9

0.93 0.73

0.75 0.72

44.9 40.9

Approach

501

6.0

0.429

35.1

LOS D

6.1

44.6

0.91

0.75

44.5

1019

6.0

0.429

31.7

LOS C

6.1

44.6

0.84

0.72

45.0

All Vehicles

42

PHASING SUMMARY

Cycle Time = 90 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 26 4 2 32 36 %

B No 32 17 4 2 23 26 %

C No 55 29 4 2 35 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 Created: Wednesday, 20 August 2014 3:01:21 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\Reference Case\MODELS\Reference \Intersection 14 2046.sip6 8000907, AECOM, NETWORK / Enterprise

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 37.4 39.2 39.2

Level of Service

60

38.6

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 3:01:23 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\Reference Case\MODELS\Reference \Intersection 14 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Prop. Queued 0.91 0.93 0.93

Effective Stop Rate per ped 0.91 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: Wednesday, 20 August 2014 3:01:23 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\Reference Case\MODELS\Reference \Intersection 14 2046.sip6 8000907, AECOM, NETWORK / Enterprise

19

43

44

45

20

46

47

48

21

49

50

51

22

SITE LAYOUT

52

Site: Intersection 18 AM Reference New Site Signals - Fixed Time

53

MOVEMENT SUMMARY Site: Intersection 18 AM Reference New Site Signals - Fixed Time

Site: Intersection 18 AM Reference 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 Dr 2 3

T1 R2

Approach

54

PHASING SUMMARY

620 56

6.0 5.4

0.367 0.120

29.8 37.7

LOS C LOS D

8.0 2.1

58.6 15.3

0.83 0.80

0.69 0.74

48.4 37.6

676

5.9

0.367

30.4

LOS C

8.0

58.6

0.83

0.70

47.3

East: Collector Rd 4 L2 6 R2

129 69

6.2 5.8

0.125 0.149

14.7 35.4

LOS B LOS D

2.8 2.6

20.6 19.1

0.48 0.81

0.67 0.73

46.1 36.8

Approach

198

6.1

0.149

21.9

LOS C

2.8

20.6

0.59

0.69

42.3

North: Koukoura Dr 7 L2 8 T1

188 1344

64.4 4.8

0.181 0.817

9.0 39.6

LOS A LOS D

0.9 22.9

9.5 166.9

0.18 0.98

0.64 0.93

53.6 42.8

Approach

1532

12.1

0.817

35.8

LOS D

22.9

166.9

0.88

0.89

43.9

All Vehicles

2406

9.9

0.817

33.2

LOS C

22.9

166.9

0.84

0.82

44.7

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, 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 26 4 2 32 32 %

B No 32 30 4 2 36 36 %

C No 68 26 4 2 32 32 %

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 31.2 44.2

Level of Service

60

39.9

LOS D

LOS E LOS D 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 3:03:14 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\Reference Case\MODELS\Reference \Intersection 18 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Created: Wednesday, 20 August 2014 3:03:12 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\Reference Case\MODELS\Reference \Intersection 18 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Prop. Queued 0.94 0.79 0.94

Effective Stop Rate per ped 0.94 0.79 0.94

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, 20 August 2014 3:03:14 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\Reference Case\MODELS\Reference \Intersection 18 2046.sip6 8000907, AECOM, NETWORK / Enterprise

23

SITE LAYOUT

55

Site: Intersection 19 AM Reference New Site Signals - Fixed Time

56

MOVEMENT SUMMARY Site: Intersection 19 AM Reference New Site Signals - Fixed Time

Site: Intersection 19 AM Reference New Site Signals - Fixed Time

Cycle Time = 105 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 2 3

T1 R2

Approach East: Collector Rd 4 L2 6 R2

628 61

6.1 6.6

0.366 0.124

30.8 37.8

LOS C LOS D

8.4 2.3

61.9 17.3

0.83 0.78

0.69 0.74

47.7 37.6

689

6.1

0.366

31.4

LOS C

8.4

61.9

0.83

0.70

46.6

56 48

5.4 6.3

0.054 0.109

14.6 37.5

LOS B LOS D

1.2 1.9

8.9 14.0

0.45 0.81

0.64 0.71

46.3 35.9

104

5.8

0.109

25.2

LOS C

1.9

14.0

0.62

0.68

40.8

North: Koukoura Rd 7 L2 8 T1

37 1449

5.4 5.9

0.034 0.851

15.6 44.4

LOS B LOS D

0.7 26.5

5.4 194.5

0.42 1.00

0.69 0.98

48.4 40.5

Approach

1486

5.9

0.851

43.7

LOS D

26.5

194.5

0.98

0.97

40.7

All Vehicles

2279

5.9

0.851

39.1

LOS D

26.5

194.5

0.92

0.87

42.3

Approach

57

PHASING SUMMARY

Cycle Time = 105 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 26 4 2 32 30 %

B No 32 32 4 2 38 36 %

D No 70 29 4 2 35 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 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 46.7 32.0 46.7

Level of Service

60

41.8

LOS E

LOS E LOS D 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 3:20:05 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\Reference Case\MODELS\Reference \Intersection 19 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Created: Wednesday, 20 August 2014 3:20:03 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\Reference Case\MODELS\Reference \Intersection 19 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Prop. Queued 0.94 0.78 0.94

Effective Stop Rate per ped 0.94 0.78 0.94

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, 20 August 2014 3:20:05 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\Reference Case\MODELS\Reference \Intersection 19 2046.sip6 8000907, AECOM, NETWORK / Enterprise

24

SITE LAYOUT

58

Site: Intersection 20 AM Reference New Site Signals - Fixed Time

59

MOVEMENT SUMMARY Site: Intersection 20 AM Reference New Site Signals - Fixed Time

Site: Intersection 20 AM Reference 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

44 451 320

6.8 6.0 5.3

0.088 0.678 0.757

23.3 52.9 62.6

LOS C LOS D LOS E

1.0 8.2 9.0

7.3 60.0 65.8

0.77 1.00 1.00

0.72 0.83 0.87

43.9 37.2 31.4

Approach

815

5.8

0.757

55.1

LOS E

9.0

65.8

0.99

0.84

35.0

East: Boundary Rd 4 L2 5 T1 6 R2

274 51 147

5.8 5.9 6.1

0.735 0.089 0.395

51.9 39.0 46.6

LOS D LOS D LOS D

14.4 1.5 6.9

105.9 11.1 50.9

0.99 0.83 0.91

0.87 0.64 0.79

33.2 34.8 35.2

Approach

472

5.9

0.735

48.8

LOS D

14.4

105.9

0.95

0.82

33.9

North: Koukoura Dr 7 L2 8 T1 9 R2

218 1209 78

6.0 5.8 6.4

0.421 0.762 0.151

41.1 40.0 38.2

LOS D LOS D LOS D

9.5 21.2 3.1

69.9 155.4 22.9

0.86 0.96 0.78

0.81 0.87 0.75

38.0 42.8 37.4

Approach

1505

5.8

0.762

40.0

LOS D

21.2

155.4

0.94

0.85

41.7

91 84 96

5.5 6.0 6.3

0.523 0.523 0.330

48.6 44.5 49.2

LOS D LOS D LOS D

8.6 8.6 4.7

63.3 63.3 34.3

0.95 0.95 0.93

0.80 0.80 0.77

33.1 32.4 32.5

271

5.9

0.523

47.5

LOS D

8.6

63.3

0.94

0.79

32.7

3063

5.8

0.762

46.1

LOS D

21.2

155.4

0.95

0.84

37.6

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 13 4 2 19 17 %

B No 19 32 4 2 38 35 %

C No 57 18 4 2 24 22 %

D No 81 23 4 2 29 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

Created: Wednesday, 20 August 2014 3:30:00 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\Reference Case\MODELS\Reference \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 34.4 30.6 49.2 44.6 46.4 46.4

Level of Service

160

42.4

LOS E

LOS E LOS E LOS D LOS D 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 3:30:01 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\Reference Case\MODELS\Reference \Intersection 20 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Prop. Queued 0.93 0.86 0.79 0.75 0.95 0.90 0.92 0.92

Effective Stop Rate per ped 0.93 0.86 0.79 0.75 0.95 0.90 0.92 0.92

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: Wednesday, 20 August 2014 3:30:01 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\Reference Case\MODELS\Reference \Intersection 20 2046.sip6 8000907, AECOM, NETWORK / Enterprise

25

61

62

63

26

64

65

MOVEMENT SUMMARY

Site: Intersection 22 AM Reference

Site: Intersection 22 AM Reference New Site Signals - Fixed Time

New Site Signals - Fixed Time

Cycle Time = 80 seconds (Practical Cycle Time)

Movement Performance - Vehicles Mov ID

OD Mov

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

69 43 21

5.8 7.0 4.8

0.197 0.197 0.117

24.6 21.7 40.3

LOS C LOS C LOS D

3.2 3.2 0.8

23.4 23.4 5.7

0.76 0.76 0.94

0.69 0.69 0.69

36.0 34.6 31.0

Approach

133

6.0

0.197

26.1

LOS C

3.2

23.4

0.79

0.69

34.7

East: Boundary Rd 4 L2 5 T1 6 R2

51 289 156

2.0 5.9 5.8

0.139 0.385 0.389

34.5 30.7 20.9

LOS C LOS C LOS C

1.7 5.0 3.0

11.9 37.0 22.1

0.86 0.91 0.89

0.73 0.73 0.78

33.2 39.9 41.3

Approach

496

5.4

0.389

28.0

LOS C

5.0

37.0

0.90

0.75

39.5

North: Collector Rd 7 L2 8 T1 9 R2

191 129 45

5.8 2.3 6.7

0.561 0.561 0.254

29.7 26.5 42.5

LOS C LOS C LOS D

10.6 10.6 1.7

76.9 76.9 12.7

0.89 0.89 0.96

0.80 0.80 0.73

37.5 33.1 32.9

Approach

365

4.7

0.561

30.1

LOS C

10.6

76.9

0.90

0.79

35.3

West: Boundary Rd 10 L2 11 T1 12 R2

29 441 235

6.9 5.9 3.8

0.082 0.587 0.578

34.1 32.2 21.6

LOS C LOS C LOS C

0.9 8.1 4.8

6.9 59.3 34.5

0.84 0.96 0.94

0.71 0.79 0.81

35.9 39.2 37.6

705

5.2

0.587

28.8

LOS C

8.1

59.3

0.95

0.79

38.5

1699

5.2

0.587

28.6

LOS C

10.6

76.9

0.91

0.77

37.7

Approach All Vehicles

66

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 8 4 2 14 18 %

B No 14 22 4 2 28 35 %

C No 42 10 4 2 16 20 %

D No 58 16 4 2 22 28 %

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 33.4 35.2 33.4 35.2

Level of Service

200

34.3

LOS D

LOS D LOS D LOS D 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.

Processed: Wednesday, 27 August 2014 1:00:13 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\Reference Case\MODELS\Reference \Intersection 22 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Prop. Queued 0.91 0.94 0.91 0.94

Effective Stop Rate per ped 0.91 0.94 0.91 0.94

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: Wednesday, 27 August 2014 1:00:13 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\Reference Case\MODELS\Reference \Intersection 22 2046.sip6 8000907, AECOM, NETWORK / Enterprise

27

67

68

Site: Intersection 23 AM Reference

MOVEMENT SUMMARY

New Site Signals - Fixed Time

Site: Intersection 23 AM Reference 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

106 107

5.7 5.6

0.095 0.228

11.0 29.9

LOS B LOS C

1.6 3.3

11.9 24.4

0.42 0.82

0.65 0.75

45.7 37.0

Approach

213

5.6

0.228

20.5

LOS C

3.3

24.4

0.62

0.70

40.8

East: Boundary Rd 4 L2 5 T1

361 340

4.4 5.9

0.356 0.402

15.9 29.1

LOS B LOS C

7.7 5.8

55.8 42.6

0.59 0.90

0.75 0.73

43.8 40.6

Approach

701

5.1

0.402

22.3

LOS C

7.7

55.8

0.74

0.74

42.1

West: Boundary Rd 11 T1 12 R2

472 161

5.9 6.2

0.559 0.315

30.4 30.0

LOS C LOS C

8.4 5.0

61.7 36.9

0.94 0.83

0.78 0.78

40.0 37.4

Approach

633

6.0

0.559

30.3

LOS C

8.4

61.7

0.91

0.78

39.3

1547

5.6

0.559

25.3

LOS C

8.4

61.7

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.

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 1:05:56 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\Reference Case\MODELS\Reference \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 1:05:56 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\Reference Case\MODELS\Reference \Intersection 23 2046.sip6 8000907, AECOM, NETWORK / Enterprise

28

SITE LAYOUT

70

Site: Intersection 24 AM Reference New Site Signals - Fixed Time

71

MOVEMENT SUMMARY Site: Intersection 24 AM Reference New Site Signals - Fixed Time

Site: Intersection 24 AM Reference 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

418 27

6.0 7.4

0.495 0.053

29.9 27.9

LOS C LOS C

7.3 0.8

53.7 5.7

0.92 0.75

0.76 0.70

40.2 38.2

Approach

445

6.1

0.495

29.7

LOS C

7.3

53.7

0.91

0.76

40.1

North: Bodycoats Rd 7 L2 9 R2

76 187

6.6 5.9

0.069 0.400

10.8 31.3

LOS B LOS C

1.1 6.1

8.5 45.2

0.41 0.87

0.64 0.78

45.7 36.4

Approach

263

6.1

0.400

25.4

LOS C

6.1

45.2

0.74

0.74

38.7

West: Boundary Rd 10 L2 11 T1

61 514

6.6 6.0

0.061 0.609

14.0 30.8

LOS B LOS C

1.1 9.3

7.9 68.2

0.48 0.95

0.67 0.79

44.7 39.8

Approach

575

6.1

0.609

29.0

LOS C

9.3

68.2

0.90

0.78

40.3

1283

6.1

0.609

28.5

LOS C

9.3

68.2

0.87

0.76

39.9

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 4:31:14 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\Reference Case\MODELS\Reference \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 3:39:12 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\Reference Case\MODELS\Reference \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 3:39:12 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\Reference Case\MODELS\Reference \Intersection 24 2046.sip6 8000907, AECOM, NETWORK / Enterprise

29

73

74

75

30

76

77

78

31

79

80

81

32

SITE LAYOUT

82

Site: Intersection 29 AM Reference New Site Signals - Fixed Time

83

MOVEMENT SUMMARY Site: Intersection 29 AM Reference New Site Signals - Fixed Time

Site: Intersection 29 AM Reference 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 48 20

0.0 0.0 0.0

0.014 0.091 0.126

3.9 21.6 37.2

LOS A LOS C LOS D

0.1 1.2 0.7

0.6 8.6 4.7

0.21 0.78 0.95

0.47 0.64 0.69

42.3 35.5 30.4

Approach

88

0.0

0.126

21.2

LOS C

1.2

8.6

0.69

0.62

35.4

East: Collector Rd 4 L2 5 T1 6 R2

20 52 29

0.0 0.0 0.0

0.028 0.124 0.182

18.8 24.4 38.7

LOS B LOS C LOS D

0.4 1.5 1.0

2.9 10.2 6.9

0.64 0.84 0.96

0.65 0.64 0.71

36.3 37.5 32.4

Approach

101

0.0

0.182

27.4

LOS C

1.5

10.2

0.84

0.66

35.7

North: Collector Rd 7 L2 8 T1 9 R2

139 124 20

0.0 0.0 0.0

0.460 0.460 0.126

25.7 22.4 38.4

LOS C LOS C LOS D

7.4 7.4 0.7

51.5 51.5 4.7

0.85 0.85 0.95

0.77 0.77 0.69

37.3 34.4 32.4

Approach

283

0.0

0.460

25.2

LOS C

7.4

51.5

0.86

0.77

35.6

20 31 20

0.0 0.0 0.0

0.115 0.115 0.126

27.2 22.6 38.4

LOS C LOS C LOS D

1.4 1.4 0.7

9.7 9.7 4.7

0.81 0.81 0.95

0.66 0.66 0.69

37.2 37.5 30.5

West: Collector Rd 10 L2 11 T1 12 R2 Approach All Vehicles

84

PHASING SUMMARY

71

0.0

0.126

28.3

LOS C

1.4

9.7

0.85

0.67

35.1

543

0.0

0.460

25.3

LOS C

7.4

51.5

0.83

0.71

35.5

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 3:41:45 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\Reference Case\MODELS\Reference \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, 20 August 2014 3:41:46 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\Reference Case\MODELS\Reference \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, 20 August 2014 3:41:46 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\Reference Case\MODELS\Reference \Intersection 29 2046.sip6 8000907, AECOM, NETWORK / Enterprise

33

85

86

87

34

88

89

90

TO WALLAN

Reference Case 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

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 R T L #N/A #N/A #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

R #N/A

21

R T L

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 R #N/A T E #N/A L #N/A #N/A #N/A

R

L #N/A W T #N/A R #N/A

L

R

#N/A R #N/A T E #N/A L

L

T S

R

N R T L #N/A #N/A #N/A

L #N/A W T #N/A R #N/A

#N/A #N/A #N/A

#N/A #N/A

T S

#N/A R #N/A T E #N/A L #N/A #N/A #N/A

R

L

#N/A R #N/A T E #N/A L

L

S

T S

L #N/A W T #N/A R #N/A

T S

T S

L #N/A W T #N/A R #N/A

E

Education Facility

R

R

#N/A

E

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

#N/A #N/A #N/A

T S

L WT R

N T 73

R 117 124 447 50

L 108

3 L

83

T S

72

R

45

169 R 803 T 61 L

E

CRAIGIEBURN ROAD

L #N/A W T #N/A R #N/A

R

L #N/A W T #N/A R #N/A L

T S

L

#N/A #N/A #N/A

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

TO EPPING

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 #N/A #N/A #N/A

R

LEGEND Intersection with 50 pedestrians at each approach

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

R

N R T L #N/A #N/A #N/A

L

T S

N R T L #N/A #N/A #N/A #N/A R #N/A T E #N/A L

L

823

R

#N/A R #N/A T E #N/A L

L

#N/A #N/A #N/A

R

425

T S

N R T L #N/A #N/A #N/A

R

L #N/A W T #N/A R #N/A

#N/A #N/A

T S

T S

185 R 519 T E 608 L

L #N/A W T #N/A R #N/A

#N/A #N/A #N/A

#N/A #N/A #N/A

T S

L

#N/A R #N/A T E #N/A L

L

L 125

9 188

R

N R T L #N/A #N/A #N/A

R

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

L WT R

Education Facility

N R T L #N/A #N/A #N/A

R

T S

L #N/A W T #N/A R #N/A

#N/A #N/A #N/A

T S

#N/A R #N/A T E #N/A L

L

#N/A R #N/A T E #N/A L

L

R 50

#N/A #N/A #N/A

R

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 #N/A #N/A

L TROAD R BOUNDARY

#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

L 51 49 46 59

T S

L #N/A W T #N/A R #N/A

ANDREW ROAD

#N/A #N/A #N/A

L

N T 626

#N/A R #N/A T E #N/A L

79

R

N R T L #N/A #N/A #N/A

N R T L #N/A #N/A #N/A

N R T L #N/A #N/A #N/A

EDGARS ROAD

E

T S

L #N/A W T #N/A R #N/A

L 164 W T 62 R 119

T S

#N/A R L #N/A #N/A T E WT #N/A R #N/A #N/A L

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 #N/A L

Major Town Centre, and Community Centre

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/A #N/A

R #N/A

#N/A #N/A #N/A

R

#N/A #N/A #N/A

L WT R

#N/A

#N/A #N/A #N/A

222

T S

R

L #N/A W T #N/A R #N/A

Town Centre, Community Centre and Education Facility

R

N T L #N/A #N/A

T S

50 R 354 T E 52 L

#N/A #N/A

T S

L 163 186 104 237

T S

R #N/A

L

#N/A #N/A #N/A

L

L 50

12 54

R

#N/A R #N/A T E #N/A L

#N/A R #N/A T E #N/A L

L

TRAIN STATION

W

L T R

#N/A #N/A

50 266 37

#N/A R #N/A T E #N/A L #N/A

R 99

L T R

N T L #N/A #N/A

L #N/A T #N/A R #N/A L

N T 543

#N/A

T S

L #N/A W T #N/A R #N/A

R

N T L #N/A #N/A

L WT R

N R T L #N/A #N/A #N/A

#N/A #N/A

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

L

N T 50

R 50 #N/A R #N/A T E #N/A L

#N/A #N/A #N/A

R

#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

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 - Left Turn

South Approach - Through

South Approach - Right Turn

TO WALLAN

Reference Case 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

Reference Case 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

N 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)

Bus Priority Routes (different colour represent different bus services) 19 66 West Approach - Left Turn 25 West Approach - Through 20 5 West Approach - Right Turn 12 9 20

6 5 32 0 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

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

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

Reference Case Design Year Scenario: PM Peak - Degree of Saturation (DOS) Summary

TO WALLAN ### ### ### ### ### ###

SUMMERHILL ROAD

### ### ###

### ### ### 0.8 0.4 0

### ### ###

0.2 0.8 0.1

### ### ###

### ### ###

### ### ###

### ### ### ### ### ###

### ### ###

### ### ### ### ### ###

### ### ###

### ### ###

### ### ###

### ### ###

### ### ### ### ### ###

### ### ###

### ### ###

### ### ###

### ### ###

### ### ### ### ### ###

### ### ###

### ### ###

### ### ### 0.7 0.2 0.2

20

### ### ###

0.2 0.8 0.5

### ### ###

### ### ###

### ### ###

TRAIN KOUKOURA DRIVE

### ### ###

### ### ### ### ### ###

### ### ### ### ### ###

### ### ### ### ### ###

### ### ###

### ### ###

### ### ###

### ### ###

0.2 0.3 0.2 ### ### ###

0 0.8 0.4

### ### ###

9

0.8 0.7 0.3

0.2 0.4 0.8

BOUNDARY ROAD

### ### ###

### ### ###

### ### ### ### ### ###

### ### ### ### ### ###

### ### ### ### ### ###

### ### ###

### ### ###

### ### ### ### ### ###

### ### ###

### ### ### ### ### ###

### ### ###

### ### ###

Education Facility

### ### ### ### ### ###

Education Facility ### ### ###

### ### ### ### ### ###

### ### ###

### ### ###

### ### ### ### ### ###

### ### ###

### ### ###

### ### ### ### ### ###

### ### ###

### ### ###

### ### ### ### ### ###

### ### ###

### ### ###

### ### ### ### ### ###

0.7 0.3 0.1

21

0.2 0.2 0.2

### ### ###

0.2 0.8 0.7

### ### ### ### ### ###

EDGARS ROAD

### ### ###

0.8 0.3 0.3

0.8 0.5 0.1 0.8 0.8 0.2

0.7 0.5 0.6

0.3 0.3 0.6

5

0.1 0.3 0.3 0.4 0.7 0

0 0.4 0.3

0.2 0.8 0.1

4 0.4 0.4 0.7

0.7 0.1 0.1 0.8 0.7 0.2

0.1 0.4 0.2

3 0.3 0.3 0.3

EPPING ROAD

0.5 0.5 0.4

ANDREW ROAD

### ### ###

6

### ### ###

### ### ###

### ### ### ### ### ###

Major Town Centre, and Community Centre

0.3 0.8 0.7

### ### ###

### ### ###

0.4 0.8 0.2 0.5 0.5 0.2

### ### ###

0.3 0.3 0

0.2 0.3

### ### ###

### ### ###

Town Centre, Community Centre and Education Facility

### ### ###

0

### ### ### ### ### ###

### ### ### ### ### ###

0

12 0

### ### ###

BODYCOATS ROAD

KOUKOURA DRIVE

### ### ###

0 0.2 0.4

### ### ### ### ### ###

### ### ###

### ### ### ### ### ###

### ### ### ### ### ###

Town Centre, Community Centre and Education Facility ### ### ###

### ### ###

### ### ###

### ### ### ### ### ###

0.2 ### ### ###

ANDREW ROAD

15

EPPING ROAD

0.1 0.8 0.1 0.6 0.3 0.7

### ### ### 0.8 0.8 0.1

### ### ###

CRAIGIEBURN ROAD

0.9 0.6 0.1 ### ### ###

### ### ###

0.4 0.5 0.5

1

### ### ### 0.4 0.7 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

P

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)

### ### ###

### ### ### ### ### ###

SITE LAYOUT

MOVEMENT SUMMARY

Site: Intersection 1 PM Reference New Site Signals - Fixed Time

PHASING SUMMARY

Site: Intersection 1 PM Reference New Site Signals - Fixed Time

Site: Intersection 1 PM Reference 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

L2

387

10.1

0.319

12.3

LOS B

7.0

53.1

0.40

0.71

57.7

2

T1

1139

10.0

0.873

42.3

LOS D

38.7

293.9

0.91

0.92

41.9

3

R2

52

9.6

0.080

29.5

LOS C

1.8

13.5

0.67

0.72

45.6

1578

10.0

0.873

34.5

LOS C

38.7

293.9

0.78

0.86

45.0

Approach East: Lehmanns Rd 4

L2

44

9.1

0.039

11.3

LOS B

0.6

4.8

0.31

0.66

58.9

5

T1

398

10.1

0.669

58.4

LOS E

7.9

59.8

1.00

0.83

35.3

6

R2

78

10.3

0.416

63.4

LOS E

4.4

33.7

0.98

0.77

32.2

520

10.0

0.669

55.1

LOS E

7.9

59.8

0.94

0.80

36.0

Approach

Cycle Time = 120 seconds (User-Given Cycle Time)

Phase times determined by the program Sequence: Variable 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 39 4 2 45 38 %

A2 No 45 6 4 2 12 10 %

B No 57 17 4 2 23 19 %

C No 80 15 4 2 21 18 %

D No 101 13 4 2 19 16 %

North: Epping Rd 7

L2

81

9.9

0.064

8.5

LOS A

0.6

4.3

0.19

0.65

61.4

8

T1

524

9.9

0.592

43.7

LOS D

13.7

104.0

0.94

0.79

41.2

9

R2

423

9.9

0.861

72.0

LOS E

13.8

104.6

1.00

0.95

30.0

1028

9.9

0.861

52.6

LOS D

13.8

104.6

0.91

0.85

36.6

Approach

West: Craigieburn Rd East 10

L2

254

9.8

0.387

21.5

LOS C

8.0

60.7

0.63

0.77

50.5

11

T1

320

10.0

0.466

54.1

LOS D

6.0

45.4

0.97

0.77

36.8

12

R2

222

9.9

0.512

62.1

LOS E

6.3

47.7

0.98

0.79

32.5

796

9.9

0.512

45.9

LOS D

8.0

60.7

0.87

0.78

38.7

3922

10.0

0.873

44.3

LOS D

38.7

293.9

0.85

0.83

40.0

Approach All Vehicles

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

Created: Friday, 22 August 2014 3:26:22 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\Reference Case\MODELS\Reference \Intersection 1 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

Description

Demand Flow ped/h

Average Delay sec

Level of Service

Average Back of Queue Pedestrian Distance ped m

Prop. Queued

Effective Stop Rate per ped

P11

South Stage 1

50

54.3

LOS E

0.2

0.2

0.95

0.95

P12

South Stage 2

50

51.4

LOS E

0.2

0.2

0.93

0.93

P21

East Stage 1

50

52.4

LOS E

0.2

0.2

0.94

0.94

Normal Movement

Permitted/Opposed

P22

East Stage 2

50

50.5

LOS E

0.2

0.2

0.92

0.92

Slip/Bypass-Lane Movement

Opposed Slip/Bypass-Lane

P31

North Stage 1

50

54.3

LOS E

0.2

0.2

0.95

0.95

Stopped Movement

Turn On Red

P32

North Stage 2

50

49.6

LOS E

0.2

0.2

0.91

0.91

Other Movement Class Running

Other Movement Class Stopped

P41

West Stage 1

50

27.4

LOS C

0.1

0.1

0.68

0.68

P42

West Stage 2

50

24.1

LOS C

0.1

0.1

0.63

0.63

400

45.5

LOS E

0.86

0.86

All Pedestrians

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 3:26:23 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\Reference Case\MODELS\Reference \Intersection 1 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

Mixed Running & Stopped Movement Classes Undetected Movement

Phase Transition Applied

Processed: Friday, 22 August 2014 3:26:23 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\Reference Case\MODELS\Reference \Intersection 1 2046_4-lane Epping Rd_Rev 22-08-14.sip6 8000907, AECOM, NETWORK / Enterprise

SITE LAYOUT

MOVEMENT SUMMARY

Site: Intersection 3 PM Reference New Site Signals - Fixed Time

PHASING SUMMARY

Site: Intersection 3 PM Reference New Site Signals - Fixed Time

Site: Intersection 3 PM Reference New Site Signals - Fixed Time

Cycle Time = 90 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

L2

83

6.0

0.244

26.7

LOS C

4.8

35.4

0.75

0.69

41.0

2

T1

72

5.6

0.244

22.1

LOS C

4.8

35.4

0.75

0.69

37.5

3

R2

45

6.7

0.286

48.2

LOS D

2.0

14.5

0.97

0.73

32.6

200

6.0

0.286

29.9

LOS C

4.8

35.4

0.80

0.70

37.6

Approach East: Craigieburn Rd East 4

L2

62

6.5

0.098

27.8

LOS C

1.8

13.4

0.70

0.73

41.7

5

T1

803

6.0

0.713

38.4

LOS D

11.6

85.2

0.99

0.86

43.5

6

R2

Approach

169

5.9

0.776

53.7

LOS D

8.0

58.6

1.00

0.89

32.4

1034

6.0

0.776

40.3

LOS D

11.6

85.2

0.97

0.86

41.1

Cycle Time = 90 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 8 4 2 14 16 %

B No 14 29 4 2 35 39 %

C No 49 11 4 2 17 19 %

D No 66 18 4 2 24 27 %

North: Collector Rd 7

L2

109

6.4

0.120

16.8

LOS B

2.5

18.2

0.55

0.68

44.8

8

T1

72

5.6

0.119

23.1

LOS C

2.2

16.3

0.74

0.58

38.1

9

R2

117

6.0

0.739

52.5

LOS D

5.5

40.7

1.00

0.89

31.5

298

6.0

0.739

32.3

LOS C

5.5

40.7

0.77

0.74

37.1

Approach West: Craigieburn Rd East 10

L2

123

5.7

0.105

9.3

LOS A

1.1

7.8

0.28

0.67

53.5

11

T1

447

6.0

0.397

34.5

LOS C

5.8

42.8

0.91

0.74

45.6

12

R2

34.3

Approach All Vehicles

50

6.0

0.230

47.1

LOS D

2.1

15.2

0.94

0.74

620

6.0

0.397

30.5

LOS C

5.8

42.8

0.79

0.73

45.8

2152

6.0

0.776

35.4

LOS D

11.6

85.2

0.88

0.79

41.3

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

Demand Flow ped/h

Average Delay sec

Level of Service

Average Back of Queue Pedestrian Distance ped m

Effective Stop Rate per ped

P1

South Full Crossing

20

36.5

LOS D

0.0

0.0

0.90

0.90

P2

East Full Crossing

20

39.2

LOS D

0.0

0.0

0.93

0.93

P3

North Full Crossing

20

39.2

LOS D

0.0

0.0

0.93

0.93

Normal Movement

Permitted/Opposed

P4

West Full Crossing

20

36.5

LOS D

0.0

0.0

0.90

0.90

Slip/Bypass-Lane Movement

Opposed Slip/Bypass-Lane

80

37.9

LOS D

0.92

0.92

Stopped Movement

Turn On Red

Other Movement Class Running

Other Movement Class Stopped

All Pedestrians

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, 20 August 2014 2:56:25 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\Reference Case\MODELS\Reference \Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Prop. Queued

Processed: Wednesday, 20 August 2014 2:55:17 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\Reference Case\MODELS\Reference \Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise

Mixed Running & Stopped Movement Classes Undetected Movement

Phase Transition Applied

Processed: Wednesday, 20 August 2014 2:55:17 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\Reference Case\MODELS\Reference \Intersection 3 2046.sip6 8000907, AECOM, NETWORK / Enterprise

6,7(/$