FMW1469 – Huntworth Roundabout, Bridgwater
TN01 – Discharge of Condition 27
August 2014
HUNTWORTH ROUNDABOUT, BRIDGWATER
TECHNICAL NOTE 1
DISCHARGE OF CONDITION 27
Introduction
FMW Consultancy have been appointed by Bloor Homes to provide transportation planning and
highway engineering advice to support the application for a S96(A) Town & Country Planning Act
Amendment to Planning Permission 37/10/00117 – Land to the east of Shortlands Farm and, to
the north of Wilstock Farm (Area 3), Rhode, Bridgwater, TA6 6AB.
Background
As part of the outline planning permission granted to Bloor Homes to develop 330 homes (in
addition to the existing 650 units consented previously at their Wilstock site and 810 units at
Stockmoor Village), a condition (27) was included which requires junction improvements in the
form of signalisation of the Huntworth roundabout.
This Technical Note has been prepared to show that there is no technical reason why
development should not take place without the conditioned improvements.
The signalisation of the roundabout only becomes necessary when the consented Gateway
development is built. Furthermore, the Bridgwater Gateway Limited (BGL) development cannot
start until the further s106/278 Agreement has been entered into (this is the BGL Highways
Agreement which provides for the carrying out of all the Highway Works described in the draft
BGL Highways Agreement – mainly the Huntworth roundabout but not exclusively). The BGL
Highways Agreement has been in negotiation for about 2 years and its terms were effectively
agreed in December 2013 but has been delayed by funding problems and there now seems little
prospect that it will be completed. The Council has demonstrated its view that it is unlikely to
happen by making alternative arrangements for the Innovation Centre. For this reason this note
has not included the BGL development within the junction capacity assessment.
Under the existing Bridgwater Gateway s106 Agreement, the Bridgwater Gateway development
cannot be occupied until the Huntworth roundabout works are completed.
Bloor accepted the Grampian condition on the basis that the Huntworth roundabout works were
imminent but clearly if the BGL development is not carried out, Bloor argues that its development
alone clearly does not justify all the Huntworth roundabout works and the Grampian should be
lifted. The SCC position is amply protected by the existing Bridgwater Gateway s106 Agreement
which ensures that that BGL development is not carried without the Huntworth roundabout works.
1
FMW1469 – Huntworth Roundabout, Bridgwater
TN01 – Discharge of Condition 27
August 2014
In planning terms the Bloor application should be looked at on its own merit and therefore this
Technical Note provides a summary of the impact of the Wilstock 3 development on the
Huntworth roundabout junction capacity.
Traffic Flows
Traffic counts were carried out for the Regional Rural Business Centre in 2004 which formed the
basis of the analysis undertaken by the Barbara Chard Consultancy (BCC) on the proposed
signal controlled junction option. Table TN01-01 shows the recorded 2004 and predicted 2010
flows from that work.
The traffic flows were updated as part of the original 330 home application by Bloor Homes in
2010.
Examination and comparison outlined in the TA for that application (MJA Consulting)
showed that there was the recorded 2010 data was 16.75% lower in the AM peak period and
12.5% lower in the PM peak period when compared to the predicted 2010 BCS flows.
As part of our instruction we have commissioned a 2014 traffic survey, the total flows of which are
also shown in Table TN01-01. Repeating the exercise undertaken by MJA reveals that there has
been a further reduction in traffic flows with a further 12.5% fall in the AM peak period and a
5.19% reduction in the PM peak period.
Flows
AM
3122
AM
3361
AM
2798
AM
2458
AM
Change (No.)
Change (%)
2004 Recorded
PM
AM
PM
AM
PM
2861
2010 Predicted v 2004 Recorded
PM
AM
PM
AM
PM
3080
239
219
7.66%
7.65%
2010 Recorded v 2010 Predicted
PM
AM
PM
AM
PM
2695
-563
-385
-16.75% -12.50%
2014 Surveyed v 2010 Recorded
PM
AM
PM
AM
PM
2555
-340
-140
-12.15%
-5.19%
Difference 2004 - 2014 Surveyed
PM
AM
PM
AM
PM
-664
-306
-21.27% -10.70%
Table TN01-01. Traffic Flow Data – Difference between Recorded and Predicted
2
FMW1469 – Huntworth Roundabout, Bridgwater
TN01 – Discharge of Condition 27
August 2014
Background Traffic Flows
Based upon information provided by Bloor Homes the following additional traffic generators have
been taken into account when assessing the capacity at the roundabout junction:
·
South Bridgwater (Wilstock 2)
-
124 units left to build
·
South Bridgwater (Stockmoor)
-
100 units left to build
·
Wilstock 3 (Proposed Development)
-
330 units
The remaining development areas that were included either as part of the 2004 BCC work or
within the 2010 MJA work have either been fully built out and therefore included within the 2014
count or as in the case of the Bridgwater Gateway scheme can be excluded due to the planning
obligations associated with its planning application.
Traffic flow information is included as Appendix A of this Technical Note.
Discussions with Somerset County Council (SCC) have highlighted the need to account for
additional committed development within the Bridgwater Regional Rural Business Centre.
It is not certain from the desktop research undertaken as to whether there are one or two
committed units that have planning permission and that have therefore not been taken into
account within the background growth. In order to provide the worst case we have assessed:
·
The proposed Calleva Limited food production factory (ref: 37/13/00038), trip generation
for which has been detailed within the applications ‘Appendix 3 – Trip Generation
Statement’. The trip generation based upon a maximum staffing level of 30 has been
used resulting in a trip generation of 34 arrivals during the AM peak period and 34
departures during the PM peak period. The Trip Generation Statement is included as
Appendix B.
·
An allowance for a further unit has been included within the additional sensitivity tests
utilising the trip generation contained within the Key Transport Consultants and Mead
Realisations Transport Assessment (para 10.26).
The distribution of the traffic flows has where applicable been based upon the approved
distribution within the 2010 MJA work.
3
FMW1469 – Huntworth Roundabout, Bridgwater
TN01 – Discharge of Condition 27
August 2014
Capacity Assessment
In order to provide a robust assessment of the potential 330 unit development impact on the
capacity of the Huntworth roundabout and in accordance with the guidelines for Transport
assessment the 2014 surveyed base flows have been growthed to a design year of 2019 using
TEMRO. The TEMPRO output is included within Appendix C.
The capacity assessment of the junction has been carried out using the industry recommended
Junctions 8 software. The full capacity assessment output is contained within Appendix D of the
note. The measurements used within the ARCADY assessment are included as Appendix E.
The results of the capacity assessments are shown in Table TN01-02.
Queue
(PCU)
AM
Delay
(min)
Huntworth Lane
0.87
0.06
0.45
0.69
0.05
0.38
Taunton Rd (S)
0.76
0.06
0.42
1.22
0.07
0.54
Campion Way
0.23
0.06
0.19
0.13
0.06
0.12
Taunton Rd (N)
1.53
0.09
0.59
1.41
0.08
0.58
Huntworth Business Park Access
0.19
0.11
0.14
0.52
2019 Base
0.12
0.31
Huntworth Lane
0.99
0.06
0.48
0.78
0.06
0.4
Taunton Rd (S)
0.86
0.06
0.44
1.45
0.08
0.58
Campion Way
0.26
0.06
0.21
0.15
0.06
0.13
Taunton Rd (N)
1.83
0.1
0.63
1.7
0.09
0.62
Huntworth Business Park Access
0.21
0.11
0.13
0.34
Huntworth Lane
1.15
0.07
0.52
0.84
0.06
0.42
Taunton Rd (S)
0.91
0.07
0.46
2.09
0.11
0.67
Campion Way
0.39
0.07
0.28
0.19
0.06
0.16
Taunton Rd (N)
2.42
0.12
0.7
1.99
0.11
0.66
Huntworth Business Park Access
0.24
0.13
0.17
0.66
0.14
2019 + Com Dev + Dev
0.37
Huntworth Lane
1.23
0.07
0.54
0.95
0.06
0.45
Taunton Rd (S)
0.97
0.07
0.48
2.54
0.12
0.71
Campion Way
0.65
0.08
0.39
0.29
0.07
0.23
Taunton Rd (N)
2.81
0.14
0.73
2.36
0.12
0.7
Huntworth Business Park Access
0.27
0.13
0.19
0.74
0.16
0.4
Arm
Queue
(PCU)
2014 Base
RFC
0.15
0.6
2019 Base + Com Dev
PM
Delay
(min)
Table TN01-02. Huntworth Roundabout Capacity Assessment Summary
4
RFC
FMW1469 – Huntworth Roundabout, Bridgwater
TN01 – Discharge of Condition 27
August 2014
Table TN01-02 shows that the roundabout operates within capacity for all assessment periods.
Sensitivity Testing
To provide a sensitivity test, the 2019 with Committed Development + Proposed Development
flows have also had an additional 16% growth (Average of the percentage reduction from 2004 to
2014) applied to bring them in into the range with what was recorded in 2004.
This scenario is unlikely to occur in reality and is therefore suitable for a robust sensitivity test.
Table TN01-03 summarises the results from the additional sensitivity test.
Arm
AM
PM
Queue
Delay
Queue
Delay
RFC
RFC
(PCU)
(min)
(PCU)
(min)
2019 + Dev + Com Dev + 16% (Sensitivity Test)
Huntworth Lane
1.91
0.09
0.64
1.35
0.08
0.54
Taunton Rd (S)
1.42
0.09
0.57
5.9
0.25
0.86
Campion Way
0.98
0.1
0.5
0.39
0.08
0.28
Taunton Rd (N)
6.88
0.29
0.88
4.91
0.21
0.84
Huntworth Business Park Access
0.4
0.17
0.26
1.31
0.24
0.54
Table TN01-03. Huntworth Roundabout Capacity Assessment Summary - Sensitivity
The summary results of the Sensitivity Test show that the Huntworth roundabout junction is within
capacity with minimal levels of queue.
Summary
Taking into account the analysis and assessment outlined within this Technical Note there is no
reason as to why the development of 330 units by Bloor Homes should not be allowed without the
junction improvements suggested within Condition 27. It has been demonstrated that Huntworth
roundabout will continue to operate within capacity at a design year of 2019 and with an
exaggerated level of growth applied and with all known committed development.
The delivery of the Huntworth Roundabout signalisation scheme is safeguarded by the
agreements in place associated with the Bridgwater Gateway scheme.
FMW Consultancy Ltd
21 August 2014
5
FMW1469 – Huntworth Roundabout, Bridgwater
TN01 – Discharge of Condition 27
August 2014
APPENDIX A
Traffic Flow Data
Stockmoore
Village
13
215
0
58
0
0
0
0
34
2
6
4
20
28
Stockmoore
Village
A38
180
6
0
12
10
121
3
79
0
3
5
25
12
2
84
0
13
0
26
0
19
87
9
32
A38
5
6
0
3
75
2
9
1
28
0
147
14
A38
Stockmoore
Village
127
4
A38
8
1
0
9
3
60
6
108
0
3
5
30
0
0
0
0
5
18
178
159
17
8
0
11
0
84
6
83
1
5
4
30
Huntworth
Business Park
16
0
0
0
6
14
211
194
13
4
1
17
25
6
1
0
0
15
2
0
4
4
0
5
5
A38
174
0
0
0
0
33
Huntworth
Business Park
16
113
15
50
35
7
183
47
53
2
8
129
6
9
0
2
0
5
3
0
1
18
62
1
7
AM Peak 08:00 - 08:15
22
4
0
0
7
Huntworth
Business Park
17
113
6
23
11
175
A38
186
8
6
32
18
9
106
37
4
127
7
9
180
0
0
0
0
9
122
2
0
2
13
15
184
0
64
0
14
0
0
0
4
AM Peak 07:45-08:00
Stockmoore
Village
A38
198
11
17
6
0
13
184
8
2
22
28
4
67
8
176
10
0
0
0
0
39
Huntworth
Business Park
3
1
3
18
18
249
0
60
70
4
7
1
4
0
0
0
4
98
9
177
14
13
191
A38
AM Peak 08:15 - 08:30
17
99
17
82
2
4
0
13
19
213
215
19
AM Peak 08:30 - 08:45
Project:
Title:
Total Vehicles
HGVs
2014 Surveyed Traffic
Flows AM Peak
Figure No:
Stockmoore
Village
8
176
0
24
0
0
0
0
49
1
4
2
6
12
Stockmoore
Village
A38
190
7
0
11
5
105
3
57
0
3
4
67
27
1
106
3
21
0
65
0
20
76
11
39
A38
4
4
0
5
114
8
28
5
56
0
146
13
A38
Stockmoore
Village
177
9
A38
16
2
0
20
3
84
7
61
0
3
3
74
0
0
0
0
9
12
235
143
20
10
0
17
3
96
7
82
0
4
12
59
Huntworth
Business Park
44
0
0
0
12
24
176
169
27
4
5
12
18
12
4
1
1
38
38
0
1
6
0
20
9
A38
142
0
0
0
0
39
Huntworth
Business Park
18
63
16
72
55
10
199
39
55
5
23
170
6
10
0
4
0
8
3
0
1
51
86
2
11
PM Peak 16:15 - 16:30
55
20
0
0
2
Huntworth
Business Park
21
71
16
35
15
158
A38
158
6
2
9
13
2
113
62
1
235
14
10
168
0
0
0
0
10
111
2
1
2
52
13
171
0
30
0
17
0
0
0
8
PM Peak 16:00 - 16:15
Stockmoore
Village
A38
189
18
57
31
0
10
158
2
4
8
10
8
47
2
201
6
0
0
0
1
46
Huntworth
Business Park
4
0
2
61
12
243
1
24
64
2
24
5
8
0
0
0
8
64
5
190
12
9
169
A38
PM Peak 16:30 - 16:45
26
70
18
54
7
8
0
6
20
196
168
21
PM Peak 16:45-17:00
Project:
Title:
Total Vehicles
HGVs
2014 Surveyed Traffic
Flows PM Peak
Figure No:
Stockmoore
Village
14
229
0
62
0
0
0
0
36
2
6
4
21
30
Stockmoore
Village
A38
191
6
0
13
11
129
3
84
0
3
5
27
13
2
89
0
14
0
27
0
20
92
10
34
A38
5
6
0
3
80
2
10
1
30
0
156
15
A38
Stockmoore
Village
135
4
A38
9
1
0
10
3
64
6
115
0
3
5
32
0
0
0
0
5
19
189
169
18
9
0
12
0
89
6
88
1
5
4
32
Huntworth
Business Park
17
0
0
0
6
15
224
206
14
4
1
18
27
6
1
0
0
16
2
0
4
4
0
5
5
A38
185
0
0
0
0
35
Huntworth
Business Park
17
120
16
53
38
7
195
50
56
2
9
137
6
10
0
2
0
5
3
0
1
19
66
1
7
AM Peak 08:00 - 08:15
23
4
0
0
7
Huntworth
Business Park
18
120
6
24
12
186
A38
198
9
6
34
19
10
113
39
4
135
7
10
191
0
0
0
0
10
130
2
0
2
14
16
196
0
68
0
15
0
0
0
4
AM Peak 07:45-08:00
Stockmoore
Village
A38
211
12
18
6
0
14
196
9
2
23
30
4
71
9
187
11
0
0
0
0
41
Huntworth
Business Park
3
1
3
19
19
265
0
64
74
4
7
1
4
0
0
0
4
104
10
188
15
14
203
A38
AM Peak 08:15 - 08:30
18
105
18
87
2
4
0
14
20
226
229
20
AM Peak 08:30 - 08:45
Project:
Title:
Total Vehicles
HGVs
2019 Growthed Traffic
Flows AM Peak
Figure No:
Stockmoore
Village
9
188
0
26
0
0
0
0
52
1
4
2
6
13
Stockmoore
Village
A38
203
7
0
12
5
112
3
61
0
3
4
72
29
1
113
3
22
0
69
0
21
81
12
42
A38
4
4
0
5
122
9
30
5
60
0
156
14
A38
Stockmoore
Village
189
10
A38
17
2
0
21
3
90
7
65
0
3
3
79
0
0
0
0
10
13
251
153
21
11
0
18
3
102
7
88
0
4
13
63
Huntworth
Business Park
47
0
0
0
13
26
188
180
29
4
5
13
19
13
4
1
1
41
41
0
1
6
0
21
10
A38
152
0
0
0
0
42
Huntworth
Business Park
19
67
17
77
59
11
212
42
59
5
25
181
6
11
0
4
0
9
3
0
1
54
92
2
12
PM Peak 16:15 - 16:30
59
21
0
0
2
Huntworth
Business Park
22
76
17
37
16
169
A38
169
6
2
10
14
2
121
66
1
251
15
11
179
0
0
0
0
11
118
2
1
2
55
14
182
0
32
0
18
0
0
0
9
PM Peak 16:00 - 16:15
Stockmoore
Village
A38
202
19
61
33
0
11
169
2
4
9
11
9
50
2
215
6
0
0
0
1
49
Huntworth
Business Park
4
0
2
65
13
259
1
26
68
2
26
5
9
0
0
0
9
68
5
203
13
10
180
A38
PM Peak 16:30 - 16:45
28
75
19
58
7
9
0
6
21
209
179
22
PM Peak 16:45-17:00
Project:
Title:
Total Vehicles
HGVs
2019 Growthed Traffic
Flows PM Peak
Figure No:
Stockmoore
Village
14
250
0
87
0
0
0
0
43
2
14
5
28
40
Stockmoore
Village
A38
200
6
0
15
11
148
3
84
0
3
5
27
15
2
91
0
14
0
34
0
20
92
12
38
A38
5
6
0
3
82
2
10
1
37
0
163
15
A38
Stockmoore
Village
140
4
A38
9
1
0
12
3
78
6
115
0
3
5
39
0
0
0
0
5
19
196
174
18
9
0
14
0
103
6
88
1
5
4
33
Huntworth
Business Park
17
0
0
0
6
15
231
218
14
12
2
24
36
6
1
0
0
16
4
0
4
4
0
5
5
A38
194
0
0
0
0
36
Huntworth
Business Park
17
120
18
63
39
7
211
74
57
2
9
171
6
10
0
2
0
5
3
0
1
19
68
1
7
AM Peak 08:00 - 08:15
24
6
0
0
7
Huntworth
Business Park
18
120
8
28
12
220
A38
207
16
7
40
29
10
113
40
4
140
7
10
208
0
0
0
0
10
150
2
0
2
14
16
203
0
93
0
17
0
0
0
4
AM Peak 07:45-08:00
Stockmoore
Village
A38
220
12
19
8
0
14
230
16
3
30
40
4
72
9
192
11
0
0
0
0
43
Huntworth
Business Park
3
1
4
19
19
287
0
89
76
4
8
1
4
0
0
0
4
105
10
193
15
14
237
A38
AM Peak 08:15 - 08:30
18
105
20
98
2
4
0
14
20
234
242
20
AM Peak 08:30 - 08:45
Project:
Title:
Total Vehicles
HGVs
2019 Growthed + Com Dev AM Peak
Figure No:
Stockmoore
Village
9
197
0
33
0
0
0
0
77
1
7
2
9
15
Stockmoore
Village
A38
222
7
0
19
5
114
3
61
0
3
4
73
39
1
130
3
25
0
94
0
21
81
18
42
A38
4
4
0
5
137
9
33
5
84
0
163
14
A38
Stockmoore
Village
224
10
A38
19
2
0
29
3
91
7
65
0
3
3
106
0
0
0
0
10
13
260
159
21
11
0
26
3
104
7
88
0
4
13
67
Huntworth
Business Park
48
0
0
0
13
26
198
187
29
7
6
15
22
13
4
2
1
41
52
0
1
6
0
21
10
A38
165
0
0
0
0
44
Huntworth
Business Park
19
67
23
78
62
11
222
49
67
5
25
186
6
11
0
4
0
9
3
1
1
54
107
2
12
PM Peak 16:15 - 16:30
60
31
0
0
2
Huntworth
Business Park
22
76
23
38
16
173
A38
187
9
2
12
16
2
121
73
1
286
15
11
188
0
0
0
0
11
121
2
2
2
55
14
191
0
39
0
26
0
0
0
9
PM Peak 16:00 - 16:15
Stockmoore
Village
A38
220
19
62
43
0
11
173
5
5
11
13
9
56
2
250
6
0
0
0
1
52
Huntworth
Business Park
4
1
2
65
13
269
1
33
80
2
29
5
9
0
0
0
9
77
5
238
13
10
185
A38
PM Peak 16:30 - 16:45
28
75
26
58
7
9
0
6
21
220
186
22
PM Peak 16:45-17:00
Project:
Title:
Total Vehicles
HGVs
2019 Growthed + Com Dev PM Peak
Figure No:
14
Stockmoore
Village
0
124
57
27
0
A38
213
0
19
Stockmoore
Village
255
292
126
0
0
7
0
11
3
0
0
39
20
148
84
3
0
51
5
44
Huntworth
Business Park
2
28
48
0
5
0
10
10
0
0
41
22
150
113
7
0
51
3
0
2
0
2
0
1
0
4
0
2
0
19
4
14
5
72
12
82
10
40
2
0
0
9
0
2
1
4
20
5
16
144
14
92
6
214
7
241
16
0
38
3
167
18
6
19
12
120
10
207
231
13
0
28
2
A38
15
10
50
0
A38
215
111
0
29
0
9
0
3
6
0
0
51
17
78
115
3
0
40
5
38
Huntworth
Business Park
0
25
53
9
0
0
6
1
0
36
19
103
88
5
0
47
0
1
0
0
1
0
1
0
0
0
19
6
16
4
76
8
105
0
1
1
2
0
4
1
10
17
4
15
197
9
120
4
242
15
183
22
0
63
5
A38
AM Peak 08:15 - 08:30
18
2
20
14
105
4
245
248
24
0
98
14
4
246
20
AM Peak 08:30 - 08:45
Project:
Title:
AM PM
Arr 26 2
Dep 2 27
35
Huntworth
Business Park
1
8
AM PM
Arr 102 7
Dep 7 107
4
3
57
14
4
18
9
A38
25
0
6
68
222
0
0
11
4
A38
207
5
144
179
7
Stockmoore
Village
213
220
5
AM Peak 08:00 - 08:15
0
130
41
18
AM Peak 07:45-08:00
Stockmoore
Village
7
Huntworth
Business Park
19
14
A38
12
4
91
11
29
0
19
196
A38
233
6
Total Vehicles
HGVs
2019 Base + Committed and
Proposed Dev AM Peak
Figure No:
Stockmoore
Village
9
209
0
53
0
0
0
0
112
1
A38
229
7
14
4
15
21
Stockmoore
Village
0
31
5
114
3
61
0
3
4
74
49
1
130
3
25
0
129
0
21
81
29
42
A38
4
4
0
5
137
9
33
5
119
0
173
14
A38
Stockmoore
Village
19
2
0
41
3
91
7
65
0
3
3
141
0
A38
1
6
0
21
13
266
170
21
11
0
38
3
104
7
88
0
4
4
4
1
41
80
2
29
5
68
9
0
0
0
9
77
5
249
13
10
191
A38
28
75
36
58
7
9
0
6
21
226
197
22
PM Peak 16:45 - 17:00
Project:
Title:
AM PM
Arr 26 2
Dep 2 27
13
Huntworth
Business Park
0
0
0
13
26
204
198
29
14
7
21
28
50
PM Peak 16:30 - 16:45
AM PM
Arr 102 7
Dep 7 107
0
0
0
10
13
63
0
19
67
34
78
10
A38
173
0
0
0
0
45
Huntworth
Business Park
25
192
63
11
234
69
67
5
235
10
6
11
0
4
0
9
3
3
1
54
107
2
12
PM Peak 16:15 - 16:30
62
41
0
0
2
Huntworth
Business Park
22
76
34
38
16
179
A38
194
16
4
18
22
2
121
73
1
297
15
11
201
0
0
0
0
11
121
2
4
2
55
14
197
0
60
0
38
0
0
0
9
PM Peak 16:00 - 16:15
Stockmoore
Village
A38
227
19
64
53
0
11
179
12
6
17
19
9
56
2
261
6
0
0
0
1
53
Huntworth
Business Park
4
3
2
65
13
281
1
53
Total Vehicles
HGVs
2019 Base + Committed and
Proposed Dev PM Peak
Figure No:
Stockmoore
Village
Stockmoore
Village
A38
0
A38
31
0
33
0
8
0
12
4
0
0
6
0
11
11
0
0
45
23
171
97
4
0
47
26
174
131
9
0
59
0
59
Huntworth
Business Park
4
0
2
0
2
0
1
0
4
0
3
0
22
5
16
6
22
105
16
83
14
95
12
46
2
0
0
10
0
2
1
5
A38
Huntworth
Business Park
23
6
21
7
107
7
139
11
18
0
15
0
45
4
32
2
A38
Stockmoore
Village
Stockmoore
Village
A38
A38
0
33
0
11
0
4
7
0
0
0
5
0
0
7
1
0
60
19
91
133
4
0
41
22
119
102
6
0
47
0
55
Huntworth
Business Park
0
1
0
1
0
1
0
1
0
0
0
22
7
19
5
78
10
66
10
88
9
122
0
1
1
2
0
5
1
11
20
5
21
2
139
5
122
5
26
0
28
0
73
6
114
16
A38
AM Peak 08:15 - 08:30
AM PM
Arr 102 7
Dep 7 107
AM PM
Arr 26 2
Dep 2 27
Huntworth
Business Park
4
12
A38
29
AM Peak 08:30 - 08:45
1
0
incr
ease
Project:
Title:
Total Vehicles
HGVs
2019 Base + Committed and
Proposed Dev AM Peak + 16%
Figure No:
Stockmoore
Village
Stockmoore
Village
A38
0
A38
16
0
14
0
4
0
6
4
0
0
7
0
12
2
0
0
17
36
132
71
4
0
19
44
140
140
2
0
25
1
22
Huntworth
Business Park
5
0
2
0
3
0
5
0
3
0
3
0
76
10
64
11
57
150
29
65
62
159
38
85
1
4
0
2
0
10
6
1
A38
Huntworth
Business Park
25
5
26
7
94
5
88
12
33
0
39
0
49
6
44
5
A38
Stockmoore
Village
Stockmoore
Village
A38
A38
0
19
0
4
0
4
9
0
0
0
8
0
4
9
0
0
21
48
106
76
4
0
24
44
121
102
5
0
26
0
32
Huntworth
Business Park
0
5
0
3
0
5
0
1
0
1
0
63
15
47
10
124
23
78
73
93
34
90
0
2
2
6
0
2
6
6
22
1
32
9
78
7
87
10
39
0
42
0
90
25
67
7
A38
AM Peak 08:15 - 08:30
AM PM
Arr 102 7
Dep 7 107
AM PM
Arr 26 2
Dep 2 27
Huntworth
Business Park
4
48
A38
16
AM Peak 08:30 - 08:45
1
0
incr
ease
Project:
Title:
Total Vehicles
HGVs
2019 Base + Committed and
Proposed Dev PM Peak + 16%
Figure No:
FMW1469 – Huntworth Roundabout, Bridgwater
TN01 – Discharge of Condition 27
August 2014
APPENDIX B
Calleva Limited - ‘Appendix 3 – Trip Generation Statement’
APPENDIX 3
CALLEVA TRAFFIC GENERATION STATEMENT
Transport current, and prediction for the new site.
This includes a breakdown of bikes, cars , vans and trucks.
Vans and trucks
We have almost entirely ‘groupage’ deliveries ie courier vans and pallet line type trucks with
one or two parcels or pallets for us on mixed loads which are on a ‘round’ for delivery to
other people.
This means the increase of our capacity will have a minimal increase in the number of vans
and trucks per day as instead of bringing one or two parcels / pallets the same trucks will
bring 3 or 4.
Increased storage space in our new site will mean in some cases fewer trucks as we will
allow for bigger less frequent deliveries.
For finished products going out the same principle applies. Each van or truck will just take
more parcels or pallets on every collection.
Cars and bikes (potentially bus at the new site)
10 full time staff now. Holidays and illness means on an annual basis less than 10 in every
day, of course.
New site within 1 year possibly, 20 staff. This is the most significant potential increase in
traffic . Within 10 years and on completion of phase II, 30 staff maximum .
Customer / supplier visits to us are normally by car (even train means a taxi). Minimal
increase as we can only cope with a few per day even with the new factory.
Based on 5 day
working week.
Average per DAY
NOW
J24 new site forecast
Assume 20 staff after
1 year
Average per DAY.
Car
staff
6.4
Car visitors
Van
Truck
Bicycle
2.2
2.2
2
3
13
3
3
3
6 (may
include bus
too?)
19.5
4
5
5
9
Assume max staff of
30
After several years
In the future it’s possible we will work 24 hours per day 7 days a week
In this case I assume most deliveries would be Monday – Friday during the day and any
coming and goings at weekends and the evening would mostly be production staff?
FMW1469 – Huntworth Roundabout, Bridgwater
TN01 – Discharge of Condition 27
August 2014
APPENDIX C
TEMPRO Output
2013-2019 GROWTH FACTOR
AM PEAK GROWTH FACTOR
Dataset Version:
Result Type:
Base Year:
Future Year:
Trip Purpose Group:
Time Period:
Trip End Type:
Alternative Assumptions applied:
62
Trip ends by time period
2014
2019
All purposes
Weekday AM peak period (0700 - 0959)
Origin/Destination
No
Growth Factor
Area Description
Level
40UC1
Name
Bridgwater
All purposes
Origin
Destination
1.0134
1.0356
Adjusted Local Growth Factor
NTM Dataset
Area Type
Road Type
Adjusted Growth Factor
AF09
ALL
1.063
PM PEAK GROWTH FACTOR
Dataset Version:
Result Type:
Base Year:
Future Year:
Trip Purpose Group:
Time Period:
Trip End Type:
Alternative Assumptions applied:
62
Trip ends by time period
2014
2019
All purposes
Weekday PM peak period (1600 - 1859)
Origin/Destination
No
Growth Factor
Area Description
Level
40UC1
Name
Bridgwater
Adjusted Local Growth Factor
NTM Dataset
Area Type
Road Type
Adjusted Growth Factor
All purposes
Origin
Destination
1.0359
1.0213
1
AF09
ALL
1.0672
FMW1469 – Huntworth Roundabout, Bridgwater
TN01 – Discharge of Condition 27
August 2014
APPENDIX D
ARCADY Output
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Junctions 8
ARCADY 8 - Roundabout Module
Version: 8.0.4.487 [15039,24/03/2014]
© Copyright TRL Limited, 2014
For sales and distribution information, program advice and maintenance, contact TRL:
Tel: +44 (0)1344 770758 email: [email protected] Web: http://www.trlsoftware.co.uk
The users of this computer program for the solution of an engineering problem are in no way relieved of their responsibility for the correctness of the solution
Filename: 2014-08-2014 A38 Rdb.arc8
Path: \\31.210.130.165\data\FMW Project Files\FMW1469 Bridgwater\Analysis\ARCADY\A38 Rdb
Report generation date: 20/08/2014 15:16:17
» (Default Analysis Set)
» (Default Analysis Set)
» (Default Analysis Set)
» (Default Analysis Set)
» (Default Analysis Set)
» (Default Analysis Set)
» (Default Analysis Set)
» (Default Analysis Set)
» (Default Analysis Set)
» (Default Analysis Set)
- 2014 Base, AM
- 2014 Base, PM
- 2019 Base, AM
- 2019 Base, PM
- 2019 Base + Com Dev, AM
- 2019 Base + Com Dev, PM
- 2019 + Com Dev + Dev, AM
- 2019 + Com Dev + Dev, PM
- 2019 + Dev + Com Dev (Sensitivity Test), AM
- 2019 + Dev + Com Dev (Sensitivity Test), PM
Summary of junction performance
1
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Summary of junction performance
AM
PM
Queue (PCU) Delay (min) RFC LOS
Queue (PCU) Delay (min) RFC LOS
A1 - 2014 Base
Arm A
0.87
0.06
0.45
A
0.69
0.05
0.38
A
Arm B
0.76
0.06
0.42
A
1.22
0.07
0.54
A
Arm C
0.23
0.06
0.19
A
0.13
0.06
0.12
A
Arm D
1.53
0.09
0.59
A
1.41
0.08
0.58
A
Arm E
0.19
0.11
0.14
A
0.52
0.12
0.31
A
A1 - 2019 + Com Dev + Dev
Arm A
1.23
0.07
0.54
A
0.95
0.06
0.45
A
Arm B
0.97
0.07
0.48
A
2.54
0.12
0.71
A
Arm C
0.65
0.08
0.39
A
0.29
0.07
0.23
A
Arm D
2.81
0.14
0.73
A
2.36
0.12
0.70
A
Arm E
0.27
0.13
0.19
A
0.74
0.16
0.40
A
A1 - 2019 + Dev + Com Dev (Sensitivity Test)
Arm A
1.91
0.09
0.64
A
1.35
0.08
0.54
A
Arm B
1.42
0.09
0.57
A
5.90
0.25
0.86
B
Arm C
0.98
0.10
0.50
A
0.39
0.08
0.28
A
Arm D
6.88
0.29
0.88
C
4.91
0.21
0.84
B
Arm E
0.40
0.17
0.26
B
1.31
0.24
0.54
B
A1 - 2019 Base
Arm A
0.99
0.06
0.48
A
0.78
0.06
0.40
A
Arm B
0.86
0.06
0.44
A
1.45
0.08
0.58
A
Arm C
0.26
0.06
0.21
A
0.15
0.06
0.13
A
Arm D
1.83
0.10
0.63
A
1.70
0.09
0.62
A
Arm E
0.21
0.11
0.15
A
0.60
0.13
0.34
A
A1 - 2019 Base + Com Dev
Arm A
1.15
0.07
0.52
A
0.84
0.06
0.42
A
Arm B
0.91
0.07
0.46
A
2.09
0.11
0.67
A
Arm C
0.39
0.07
0.28
A
0.19
0.06
0.16
A
Arm D
2.42
0.12
0.70
A
1.99
0.11
0.66
A
Arm E
0.24
0.13
0.17
A
0.66
0.14
0.37
A
Values shown are the maximum values over all time segments. Delay is the maximum value of average delay per arriving vehicle.
"D1 - 2014 Base, AM " model duration: 07:45 - 08:45
"D2 - 2014 Base, PM" model duration: 16:00 - 17:00
"D3 - 2019 Base, AM" model duration: 07:45 - 08:45
"D4 - 2019 Base, PM" model duration: 16:00 - 17:00
"D5 - 2019 Base + Com Dev, AM" model duration: 07:45 - 08:45
"D6 - 2019 Base + Com Dev, PM" model duration: 16:00 - 17:00
"D7 - 2019 + Com Dev + Dev, AM" model duration: 07:45 - 08:45
"D8 - 2019 + Com Dev + Dev, PM" model duration: 16:00 - 17:00
"D9 - 2019 + Dev + Com Dev (Sensitivity Test), AM" model duration: 07:45 - 08:45
"D10 - 2019 + Dev + Com Dev (Sensitivity Test), PM" model duration: 16:00 - 17:00
Run using Junctions 8.0.4.487 at 20/08/2014 15:16:14
2
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
File summary
Title
(untitled)
Location
Site Number
Date
20/08/2014
Version
Status
(new file)
Identifier
Client
Jobnumber
Enumerator
aga.szewczak
Description
Analysis Options
Vehicle Length
(m)
Do Queue
Variations
Calculate Residual
Capacity
Residual Capacity Criteria
Type
RFC
Threshold
Average Delay Threshold
(min)
Queue Threshold
(PCU)
5.75
N/A
0.85
0.60
20.00
Units
Distance Units Speed Units Traffic Units Input Traffic Units Results
m
kph
Veh
PCU
Flow Units
Average Delay Units
perTimeSegment
min
Total Delay Units Rate Of Delay Units
-Min
perMin
(Default Analysis Set) - 2014 Base, AM
Data Errors and Warnings
No errors or warnings
Analysis Set Details
Name
Roundabout
Capacity Model
Description
Include In
Report
Use Specific
Demand Set(s)
Specific
Demand Set
(s)
Locked
Network Flow
Scaling Factor
(%)
Network Capacity
Scaling Factor (%)
Reason For
Scaling
Factors
(Default
Analysis Set)
ARCADY
ü
100.000
100.000
Demand Set Details
Name
Time
Scenario
Period Description
Name
Name
2014
Base,
AM
2014
Base
AM
Traffic
Profile
Type
Model
Start
Time
(HH:mm)
Model
Finish
Time
(HH:mm)
DIRECT
07:45
08:45
Model
Results
Time
Single
Time
For
Segment
Time
Period
Central
Length
Segment
Length
Hour
(min)
Only
(min)
Only
60
15
Locked
Run
Automatically
ü
Use
Relationship
Relationship
Junction Network
Junctions
Junction
Name
Junction Type
Arm Order
1
(untitled)
Roundabout
A,B,C,D,E
Grade Separated Large Roundabout
Do Geometric Delay Junction Delay (min) Junction LOS
0.07
A
3
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Junction Network Options
Driving Side
Lighting
Left
Normal/unknown
Arms
Arms
Arm
Arm
Name
Description
A
A
Huntworth Lane
B
B
Taunton Rd (S)
C
C
Campion Way
D
D
Taunton Rd (N)
E
E
Huntworth Business Park Access
Capacity Options
Arm
Minimum Capacity (PCU/TS)
Maximum Capacity (PCU/TS)
A
0.00
24999.75
Assume Flat Start Profile Initial Queue (PCU)
0.00
B
0.00
24999.75
0.00
C
0.00
24999.75
0.00
D
0.00
24999.75
0.00
E
0.00
24999.75
0.00
Roundabout Geometry
Arm
V - Approach road halfwidth (m)
E - Entry width
(m)
l' - Effective flare
length (m)
R - Entry radius
(m)
D - Inscribed circle
diameter (m)
PHI - Conflict (entry) angle
(deg)
Exit
Only
A
7.50
B
4.10
7.90
5.00
20.30
77.50
29.00
9.80
19.10
18.60
77.50
23.00
C
D
3.70
7.00
28.60
20.00
77.50
22.50
7.30
7.30
0.00
20.70
77.50
49.00
E
3.60
6.00
10.42
18.20
77.50
48.00
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
Arm
Enter slope and intercept directly Entered slope
Entered intercept (PCU/TS) Final Slope
Final Intercept (PCU/TS)
A
(calculated)
(calculated)
0.581
594.732
B
(calculated)
(calculated)
0.553
542.387
C
(calculated)
(calculated)
0.514
474.886
D
(calculated)
(calculated)
0.519
517.432
E
(calculated)
(calculated)
0.420
351.966
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Default
Vehicle
Mix
Vehicle
Mix Varies
Over Time
Vehicle
Mix Varies
Over Turn
Vehicle Mix
Varies
Over Entry
Vehicle Mix
Source
PCU
Factor for
a HV
(PCU)
Default
Turning
Proportions
Estimate
from
entry/exit
counts
Turning
Proportions
Vary Over Time
Turning
Proportions
Vary Over Turn
Turning
Proportions
Vary Over Entry
ü
ü
ü
HV
Percentages
2.00
ü
ü
ü
4
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Entry Flows
General Flows Data
Arm
Profile Type Use Turning Counts Average Demand Flow (Veh/TS) Flow Scaling Factor (%)
A
DIRECT
ü
N/A
100.000
B
DIRECT
ü
N/A
100.000
C
DIRECT
ü
N/A
100.000
D
DIRECT
ü
N/A
100.000
E
DIRECT
ü
N/A
100.000
Turning Proportions
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (07:45-08:00)
From
To
A B A C D E 0.000
32.000
9.000
B 67.000
0.000
12.000 84.000 13.000
87.000 19.000
C 20.000
28.000
0.000
6.000
4.000
D 79.000 121.000 12.000
0.000
3.000
E 18.000
3.000
0.000
3.000
1.000
Turning Proportions (Veh) - Junction 1 - (07:45-08:00)
To
A B C D E A 0.00 0.22 0.06 0.59 0.13
From
B 0.38 0.00 0.07 0.48 0.07
C 0.34 0.48 0.00 0.10 0.07
D 0.37 0.56 0.06 0.00 0.01
E 0.72 0.12 0.04 0.12 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:00-08:15)
From
To
A B C A 0.000
23.000
6.000
113.000 17.000
B 37.000
0.000
6.000
75.000
9.000
C 22.000
28.000
0.000
8.000
2.000
D 106.000 122.000 14.000
0.000
7.000
E 2.000
0.000
13.000
2.000
D 0.000
E Turning Proportions (Veh) - Junction 1 - (08:00-08:15)
To
A B C D E A 0.00 0.14 0.04 0.71 0.11
From
B 0.29 0.00 0.05 0.59 0.07
C 0.37 0.47 0.00 0.13 0.03
D 0.43 0.49 0.06 0.00 0.03
E 0.76 0.12 0.00 0.12 0.00
5
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:15-08:30)
From
To
A B A 0.000
50.000 15.000 113.000 16.000
C D E B 53.000
0.000
4.000
62.000
8.000
C 32.000
18.000
0.000
8.000
6.000
D 108.000 60.000
9.000
0.000
3.000
E 0.000
3.000
0.000
18.000
1.000
Turning Proportions (Veh) - Junction 1 - (08:15-08:30)
To
A B C D E A 0.00 0.26 0.08 0.58 0.08
From
B 0.42 0.00 0.03 0.49 0.06
C 0.50 0.28 0.00 0.13 0.09
D 0.60 0.33 0.05 0.00 0.02
E 0.82 0.05 0.00 0.14 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:30-08:45)
From
To
A A 0.000
B 98.000
B C D E 82.000 17.000 99.000 17.000
0.000
2.000
70.000
7.000
C 17.000 25.000
0.000
4.000
1.000
D 83.000 84.000 11.000
0.000
5.000
E 15.000
1.000
0.000
0.000
0.000
Turning Proportions (Veh) - Junction 1 - (08:30-08:45)
To
A B C D E A 0.00 0.38 0.08 0.46 0.08
From
B 0.55 0.00 0.01 0.40 0.04
C 0.36 0.53 0.00 0.09 0.02
D 0.45 0.46 0.06 0.00 0.03
E 0.94 0.00 0.00 0.06 0.00
Vehicle Mix
Average PCU Per Vehicle - Junction 1 - (07:45-08:00)
To
A B C D E A 1.000 1.094 1.000 1.069 1.263
From
B 1.119 1.000 1.167 1.000 1.000
C 1.000 1.000 1.000 1.000 1.000
D 1.038 1.083 1.000 1.000 1.000
E 1.222 1.000 1.000 1.000 1.000
6
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Heavy Vehicle Percentages - Junction 1 - (07:45-08:00)
From
To
A B C D A 0.0
9.4
0.0
6.9 26.3
E B 11.9 0.0 16.7 0.0
0.0
C 0.0
0.0
0.0
0.0
0.0
D 3.8
8.3
0.0
0.0
0.0
E 22.2 0.0
0.0
0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:00-08:15)
To
A B C D E A 1.000 1.087 1.000 1.080 1.353
From
B 1.108 1.000 1.000 1.027 1.111
C 1.000 1.000 1.000 1.000 1.000
D 1.085 1.074 1.000 1.000 1.000
E 1.385 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:00-08:15)
From
To
A B C D E A 0.0
8.7 0.0 8.0 35.3
B 10.8 0.0 0.0 2.7 11.1
C 0.0
0.0 0.0 0.0
0.0
D 8.5
7.4 0.0 0.0
0.0
E 38.5 0.0 0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:15-08:30)
To
A B C D E A 1.000 1.100 1.000 1.035 1.250
From
B 1.038 1.000 1.000 1.016 1.125
C 1.000 1.000 1.000 1.000 1.000
D 1.056 1.050 1.000 1.000 1.000
E 1.333 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:15-08:30)
From
To
A A 0.0
10.0 0.0 3.5 25.0
B C D E B 3.8
0.0
0.0 1.6 12.5
C 0.0
0.0
0.0 0.0
0.0
D 5.6
5.0
0.0 0.0
0.0
E 33.3
0.0
0.0 0.0
0.0
7
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Average PCU Per Vehicle - Junction 1 - (08:30-08:45)
To
A B C D E A 1.000 1.159 1.000 1.040 1.118
B 1.092 1.000 1.000 1.057 1.143
From
C 1.000 1.000 1.000 1.000 1.000
D 1.072 1.000 1.000 1.000 1.200
E 1.267 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:30-08:45)
To
From
A A 0.0
15.9 0.0 4.0 11.8
B C D E B 9.2
0.0
0.0 5.7 14.3
C 0.0
0.0
0.0 0.0
D 7.2
0.0
0.0 0.0 20.0
E 26.7
0.0
0.0 0.0
0.0
0.0
Results
Results Summary for whole modelled period
Arm
Max
RFC
Max
Delay
(min)
Max
Queue
(PCU)
Max
LOS
Average
Demand
(PCU/TS)
Total
Junction
Arrivals (PCU)
Total Queueing
Delay (PCUmin)
Average
Queueing
Delay (min)
Rate Of
Queueing Delay
(PCU-min/min)
Inclusive Total
Queueing Delay
(PCU-min)
Inclusive Average
Queueing Delay
(min)
A
0.45
0.06
0.87
A
194.50
778.00
39.47
0.05
0.66
39.48
0.05
B
0.42
0.06
0.76
A
160.50
641.99
34.56
0.05
0.58
34.57
0.05
C
0.19
0.06
0.23
A
57.25
229.00
12.60
0.06
0.21
12.60
0.06
D
0.59
0.09
1.53
A
218.50
874.01
63.61
0.07
1.06
63.62
0.07
E
0.14
0.11
0.19
A
24.75
99.00
9.66
0.10
0.16
9.66
0.10
(Default Analysis Set) - 2014 Base, PM
Data Errors and Warnings
No errors or warnings
Analysis Set Details
Name
Roundabout
Capacity Model
Description
Include In
Report
Use Specific
Demand Set(s)
Specific
Demand Set
(s)
Locked
Network Flow
Scaling Factor
(%)
Network Capacity
Scaling Factor (%)
Reason For
Scaling
Factors
(Default
Analysis Set)
ARCADY
ü
100.000
100.000
8
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Demand Set Details
Time
Scenario
Period Description
Name
Name
Name
2014
Base,
PM
2014
Base
PM
Traffic
Profile
Type
Model
Start
Time
(HH:mm)
Model
Finish
Time
(HH:mm)
DIRECT
16:00
17:00
Model
Results
Time
Single
Time
For
Segment
Time
Period
Central
Length
Segment
Length
Hour
(min)
Only
(min)
Only
60
15
Locked
Run
Automatically
ü
Use
Relationship
Relationship
Junction Network
Junctions
Junction
Name
Junction Type
Arm Order
1
(untitled)
Roundabout
A,B,C,D,E
Grade Separated Large Roundabout
Do Geometric Delay Junction Delay (min) Junction LOS
0.08
A
Junction Network Options
Driving Side
Lighting
Left
Normal/unknown
Arms
Arms
Arm
Arm
Name
Description
A
A
Huntworth Lane
B
B
Taunton Rd (S)
C
C
Campion Way
D
D
Taunton Rd (N)
E
E
Huntworth Business Park Access
Capacity Options
Arm
Minimum Capacity (PCU/TS)
Maximum Capacity (PCU/TS)
A
0.00
24999.75
Assume Flat Start Profile Initial Queue (PCU)
0.00
B
0.00
24999.75
0.00
C
0.00
24999.75
0.00
D
0.00
24999.75
0.00
E
0.00
24999.75
0.00
Roundabout Geometry
Arm
V - Approach road halfwidth (m)
E - Entry width
(m)
l' - Effective flare
length (m)
R - Entry radius
(m)
D - Inscribed circle
diameter (m)
PHI - Conflict (entry) angle
(deg)
Exit
Only
A
7.50
B
4.10
7.90
5.00
20.30
77.50
29.00
9.80
19.10
18.60
77.50
23.00
C
D
3.70
7.00
28.60
20.00
77.50
22.50
7.30
7.30
0.00
20.70
77.50
49.00
E
3.60
6.00
10.42
18.20
77.50
48.00
9
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
Arm
Enter slope and intercept directly Entered slope
Entered intercept (PCU/TS) Final Slope
Final Intercept (PCU/TS)
A
(calculated)
(calculated)
0.581
594.732
B
(calculated)
(calculated)
0.553
542.387
C
(calculated)
(calculated)
0.514
474.886
D
(calculated)
(calculated)
0.519
517.432
E
(calculated)
(calculated)
0.420
351.966
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Default
Vehicle
Mix
Vehicle
Mix Varies
Over Time
Vehicle
Mix Varies
Over Turn
Vehicle Mix
Varies
Over Entry
Vehicle Mix
Source
PCU
Factor for
a HV
(PCU)
Default
Turning
Proportions
Estimate
from
entry/exit
counts
Turning
Proportions
Vary Over Time
Turning
Proportions
Vary Over Turn
Turning
Proportions
Vary Over Entry
ü
ü
ü
HV
Percentages
2.00
ü
ü
ü
Entry Flows
General Flows Data
Arm
Profile Type Use Turning Counts Average Demand Flow (Veh/TS) Flow Scaling Factor (%)
A
DIRECT
ü
N/A
100.000
B
DIRECT
ü
N/A
100.000
C
DIRECT
ü
N/A
100.000
D
DIRECT
ü
N/A
100.000
E
DIRECT
ü
N/A
100.000
Turning Proportions
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:00-16:15)
From
To
A B C D E A 0.000
39.000
11.000
76.000
20.000
B 47.000
0.000
27.000 106.000 21.000
C 12.000
0.000
4.000
2.000
D 57.000 105.000 11.000
6.000
0.000
3.000
E 61.000
4.000
0.000
2.000
0.000
Turning Proportions (Veh) - Junction 1 - (16:00-16:15)
To
A B C D E A 0.00 0.27 0.08 0.52 0.14
From
B 0.23 0.00 0.13 0.53 0.10
C 0.25 0.50 0.00 0.17 0.08
D 0.32 0.60 0.06 0.00 0.02
E 0.91 0.03 0.00 0.06 0.00
10
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:15-16:30)
From
To
A B C D E A 0.000
35.000
16.000
71.000
21.000
B 62.000
0.000
31.000 114.000 28.000
C 8.000
10.000
0.000
2.000
4.000
D 113.000 111.000 17.000
0.000
2.000
E 2.000
0.000
52.000
2.000
1.000
Turning Proportions (Veh) - Junction 1 - (16:15-16:30)
To
A B C D E A 0.00 0.24 0.11 0.50 0.15
From
B 0.26 0.00 0.13 0.49 0.12
C 0.33 0.42 0.00 0.08 0.17
D 0.47 0.46 0.07 0.00 0.01
E 0.91 0.04 0.02 0.04 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:30-16:45)
From
To
A A 0.000
B C D E 72.000 16.000 63.000 18.000
B 55.000
0.000
20.000 86.000 16.000
C 13.000
9.000
0.000
6.000
2.000
D 61.000 84.000 20.000
0.000
3.000
E 51.000
3.000
0.000
1.000
0.000
Turning Proportions (Veh) - Junction 1 - (16:30-16:45)
To
A B C D E A 0.00 0.43 0.09 0.37 0.11
From
B 0.31 0.00 0.11 0.49 0.09
C 0.30 0.43 0.00 0.20 0.07
D 0.36 0.50 0.12 0.00 0.02
E 0.93 0.02 0.00 0.05 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:45-17:00)
From
To
A A 0.000
B 64.000
B C D E 54.000 18.000 70.000 26.000
0.000
C 12.000 18.000
38.000 64.000 24.000
0.000
4.000
5.000
D 82.000 96.000 17.000
0.000
4.000
E 38.000
4.000
0.000
1.000
1.000
11
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Proportions (Veh) - Junction 1 - (16:45-17:00)
To
A B C D E A 0.00 0.32 0.11 0.42 0.15
From
B 0.34 0.00 0.20 0.34 0.13
C 0.31 0.46 0.00 0.10 0.13
D 0.41 0.48 0.09 0.00 0.02
E 0.86 0.02 0.02 0.09 0.00
Vehicle Mix
Average PCU Per Vehicle - Junction 1 - (16:00-16:15)
To
A B C D E A 1.000 1.128 1.000 1.053 1.200
From
B 1.043 1.000 1.037 1.028 1.000
C 1.000 1.000 1.000 1.000 1.000
D 1.053 1.048 1.000 1.000 1.000
E 1.131 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:00-16:15)
From
To
A B A 0.0
12.8 0.0 5.3 20.0
C D E B 4.3
0.0
3.7 2.8
0.0
C 0.0
0.0
0.0 0.0
0.0
D 5.3
4.8
0.0 0.0
0.0
E 13.1
0.0
0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (16:15-16:30)
To
A B C D E A 1.000 1.114 1.000 1.141 1.286
From
B 1.016 1.000 1.000 1.070 1.179
C 1.000 1.100 1.000 1.000 1.000
D 1.018 1.090 1.000 1.000 1.000
E 1.173 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:15-16:30)
From
To
A A 0.0
B C D E B 1.6
0.0
0.0
7.0
17.9
C 0.0
10.0 0.0
0.0
0.0
D 1.8
9.0
0.0
0.0
0.0
E 17.3
0.0
0.0
0.0
0.0
11.4 0.0 14.1 28.6
12
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Average PCU Per Vehicle - Junction 1 - (16:30-16:45)
To
A B C D E A 1.000 1.278 1.000 1.095 1.056
B 1.091 1.000 1.000 1.023 1.125
From
C 1.000 1.000 1.000 1.000 1.000
D 1.115 1.036 1.000 1.000 1.000
E 1.235 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:30-16:45)
To
From
A D E A 0.0
27.8 0.0 9.5
B C 5.6
B 9.1
0.0
0.0 2.3 12.5
C 0.0
0.0
0.0 0.0
0.0
D 11.5
3.6
0.0 0.0
0.0
E 23.5
0.0
0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (16:45-17:00)
To
A B C D E A 1.000 1.111 1.000 1.114 1.269
B 1.078 1.000 1.000 1.031 1.208
From
C 1.000 1.000 1.000 1.000 1.000
D 1.085 1.031 1.000 1.000 1.000
E 1.211 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:45-17:00)
To
From
A B A 0.0
11.1 0.0 11.4 26.9
C D E B 7.8
0.0
0.0
3.1
20.8
C 0.0
0.0
0.0
0.0
0.0
D 8.5
3.1
0.0
0.0
0.0
E 21.1
0.0
0.0
0.0
0.0
Results
Results Summary for whole modelled period
Arm
Max
RFC
Max
Delay
(min)
Max
Queue
(PCU)
Max
LOS
Average
Demand
(PCU/TS)
Total
Junction
Arrivals (PCU)
Total Queueing
Delay (PCUmin)
Average
Queueing
Delay (min)
Rate Of
Queueing Delay
(PCU-min/min)
Inclusive Total
Queueing Delay
(PCU-min)
Inclusive Average
Queueing Delay
(min)
A
0.38
0.05
0.69
A
176.75
706.99
35.04
0.05
0.58
35.05
0.05
B
0.54
0.07
1.22
A
211.00
844.01
52.05
0.06
0.87
52.06
0.06
C
0.12
0.06
0.13
A
29.50
118.00
5.93
0.05
0.10
5.93
0.05
D
0.58
0.08
1.41
A
206.50
826.01
55.60
0.07
0.93
55.62
0.07
E
0.31
0.12
0.52
A
65.00
260.00
27.09
0.10
0.45
27.09
0.10
13
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
(Default Analysis Set) - 2019 Base, AM
Data Errors and Warnings
No errors or warnings
Analysis Set Details
Name
Roundabout
Capacity Model
Description
Include In
Report
Use Specific
Demand Set(s)
Specific
Demand Set
(s)
Locked
Network Flow
Scaling Factor
(%)
Network Capacity
Scaling Factor (%)
Reason For
Scaling
Factors
(Default
Analysis Set)
ARCADY
ü
100.000
100.000
Demand Set Details
Time
Scenario
Period Description
Name
Name
Name
2019
Base,
AM
2019
Base
AM
Traffic
Profile
Type
Model
Start
Time
(HH:mm)
Model
Finish
Time
(HH:mm)
DIRECT
07:45
08:45
Model
Results
Time
Single
Time
For
Segment
Time
Period
Central
Length
Segment
Length
Hour
(min)
Only
(min)
Only
60
15
Locked
Run
Automatically
ü
Use
Relationship
Relationship
Junction Network
Junctions
Junction
Name
Junction Type
Arm Order
1
(untitled)
Roundabout
A,B,C,D,E
Grade Separated Large Roundabout
Do Geometric Delay Junction Delay (min) Junction LOS
0.08
A
Junction Network Options
Driving Side
Lighting
Left
Normal/unknown
Arms
Arms
Arm
Arm
Name
Description
A
A
Huntworth Lane
B
B
Taunton Rd (S)
C
C
Campion Way
D
D
Taunton Rd (N)
E
E
Huntworth Business Park Access
Capacity Options
Arm
Minimum Capacity (PCU/TS)
Maximum Capacity (PCU/TS)
A
0.00
24999.75
Assume Flat Start Profile Initial Queue (PCU)
0.00
B
0.00
24999.75
0.00
C
0.00
24999.75
0.00
D
0.00
24999.75
0.00
E
0.00
24999.75
0.00
14
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Roundabout Geometry
Arm
V - Approach road halfwidth (m)
E - Entry width
(m)
l' - Effective flare
length (m)
R - Entry radius
(m)
D - Inscribed circle
diameter (m)
PHI - Conflict (entry) angle
(deg)
Exit
Only
A
7.50
B
4.10
7.90
5.00
20.30
77.50
29.00
9.80
19.10
18.60
77.50
23.00
C
3.70
7.00
28.60
20.00
77.50
22.50
D
7.30
7.30
0.00
20.70
77.50
49.00
E
3.60
6.00
10.42
18.20
77.50
48.00
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
Arm
Enter slope and intercept directly Entered slope
Entered intercept (PCU/TS) Final Slope
Final Intercept (PCU/TS)
A
(calculated)
(calculated)
0.581
594.732
B
(calculated)
(calculated)
0.553
542.387
C
(calculated)
(calculated)
0.514
474.886
D
(calculated)
(calculated)
0.519
517.432
E
(calculated)
(calculated)
0.420
351.966
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Default
Vehicle
Mix
Vehicle
Mix Varies
Over Time
Vehicle
Mix Varies
Over Turn
Vehicle Mix
Varies
Over Entry
Vehicle Mix
Source
PCU
Factor for
a HV
(PCU)
Default
Turning
Proportions
Estimate
from
entry/exit
counts
Turning
Proportions
Vary Over Time
Turning
Proportions
Vary Over Turn
Turning
Proportions
Vary Over Entry
ü
ü
ü
HV
Percentages
2.00
ü
ü
ü
Entry Flows
General Flows Data
Arm
Profile Type Use Turning Counts Average Demand Flow (Veh/TS) Flow Scaling Factor (%)
A
DIRECT
ü
N/A
100.000
B
DIRECT
ü
N/A
100.000
C
DIRECT
ü
N/A
100.000
D
DIRECT
ü
N/A
100.000
E
DIRECT
ü
N/A
100.000
Turning Proportions
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (07:45-08:00)
From
To
A B A 0.000
34.000
10.000 92.000 20.000
C D E B 71.000
0.000
13.000 89.000 14.000
C 21.000
30.000
0.000
6.000
4.000
D 84.000 129.000 13.000
0.000
3.000
E 19.000
3.000
0.000
3.000
1.000
15
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Proportions (Veh) - Junction 1 - (07:45-08:00)
To
A B C D E A 0.00 0.22 0.06 0.59 0.13
From
B 0.38 0.00 0.07 0.48 0.07
C 0.34 0.49 0.00 0.10 0.07
D 0.37 0.56 0.06 0.00 0.01
E 0.73 0.12 0.04 0.12 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:00-08:15)
To
From
A B C A 0.000
24.000
6.000
120.000 18.000
B 39.000
0.000
6.000
80.000
10.000
C 23.000
30.000
0.000
9.000
2.000
D 113.000 130.000 15.000
0.000
7.000
E 2.000
0.000
14.000
2.000
D 0.000
E Turning Proportions (Veh) - Junction 1 - (08:00-08:15)
To
A B C D E A 0.00 0.14 0.04 0.71 0.11
From
B 0.29 0.00 0.04 0.59 0.07
C 0.36 0.47 0.00 0.14 0.03
D 0.43 0.49 0.06 0.00 0.03
E 0.78 0.11 0.00 0.11 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:15-08:30)
From
To
A B A 0.000
C D E B 56.000
0.000
4.000
66.000
9.000
C 34.000
19.000
0.000
9.000
6.000
D 115.000 64.000 10.000
0.000
3.000
E 3.000
0.000
53.000 16.000 120.000 17.000
19.000
1.000
0.000
Turning Proportions (Veh) - Junction 1 - (08:15-08:30)
To
A B C D E A 0.00 0.26 0.08 0.58 0.08
From
B 0.41 0.00 0.03 0.49 0.07
C 0.50 0.28 0.00 0.13 0.09
D 0.60 0.33 0.05 0.00 0.02
E 0.83 0.04 0.00 0.13 0.00
16
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:30-08:45)
From
To
A B A 0.000
C D E 87.000 18.000 105.000 18.000
B 104.000
0.000
2.000
74.000
7.000
C 18.000
27.000
0.000
4.000
1.000
D 88.000
89.000 12.000
0.000
5.000
E 16.000
0.000
1.000
0.000
0.000
Turning Proportions (Veh) - Junction 1 - (08:30-08:45)
To
A B C D E A 0.00 0.38 0.08 0.46 0.08
From
B 0.56 0.00 0.01 0.40 0.04
C 0.36 0.54 0.00 0.08 0.02
D 0.45 0.46 0.06 0.00 0.03
E 0.94 0.00 0.00 0.06 0.00
Vehicle Mix
Average PCU Per Vehicle - Junction 1 - (07:45-08:00)
To
A B C D E A 1.000 1.094 1.000 1.069 1.263
From
B 1.119 1.000 1.167 1.000 1.000
C 1.000 1.000 1.000 1.000 1.000
D 1.038 1.083 1.000 1.000 1.000
E 1.222 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (07:45-08:00)
From
To
A B C D A 0.0
9.4
0.0
6.9 26.3
E B 11.9 0.0 16.7 0.0
0.0
C 0.0
0.0
0.0
0.0
0.0
D 3.8
8.3
0.0
0.0
0.0
E 22.2 0.0
0.0
0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:00-08:15)
To
A B C D E A 1.000 1.087 1.000 1.080 1.353
From
B 1.108 1.000 1.000 1.027 1.111
C 1.000 1.000 1.000 1.000 1.000
D 1.085 1.074 1.000 1.000 1.000
E 1.385 1.000 1.000 1.000 1.000
17
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Heavy Vehicle Percentages - Junction 1 - (08:00-08:15)
From
To
A B C A 0.0
8.7 0.0 8.0 35.3
D E B 10.8 0.0 0.0 2.7 11.1
C 0.0
0.0 0.0 0.0
0.0
D 8.5
7.4 0.0 0.0
0.0
E 38.5 0.0 0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:15-08:30)
To
A B C D E A 1.000 1.100 1.000 1.035 1.250
From
B 1.038 1.000 1.000 1.016 1.125
C 1.000 1.000 1.000 1.000 1.000
D 1.056 1.050 1.000 1.000 1.000
E 1.333 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:15-08:30)
From
To
A B C D E A 0.0
10.0 0.0 3.5 25.0
B 3.8
0.0
0.0 1.6 12.5
C 0.0
0.0
0.0 0.0
0.0
D 5.6
5.0
0.0 0.0
0.0
E 33.3
0.0
0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:30-08:45)
To
A B C D E A 1.000 1.159 1.000 1.040 1.118
From
B 1.092 1.000 1.000 1.057 1.143
C 1.000 1.000 1.000 1.000 1.000
D 1.072 1.000 1.000 1.000 1.200
E 1.267 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:30-08:45)
From
To
A A 0.0
15.9 0.0 4.0 11.8
B C D E B 9.2
0.0
0.0 5.7 14.3
C 0.0
0.0
0.0 0.0
D 7.2
0.0
0.0 0.0 20.0
E 26.7
0.0
0.0 0.0
0.0
0.0
18
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Results
Results Summary for whole modelled period
Arm
Max
RFC
Max
Delay
(min)
Max
Queue
(PCU)
Max
LOS
Average
Demand
(PCU/TS)
Total
Junction
Arrivals (PCU)
Total Queueing
Delay (PCUmin)
Average
Queueing
Delay (min)
Rate Of
Queueing Delay
(PCU-min/min)
Inclusive Total
Queueing Delay
(PCU-min)
Inclusive Average
Queueing Delay
(min)
A
0.48
0.06
0.99
A
206.18
824.74
44.20
0.05
0.74
44.22
0.05
B
0.44
0.06
0.86
A
170.29
681.18
38.69
0.06
0.64
38.70
0.06
C
0.21
0.06
0.26
A
60.75
243.00
13.99
0.06
0.23
14.00
0.06
D
0.63
0.10
1.83
A
232.50
929.99
74.28
0.08
1.24
74.30
0.08
E
0.15
0.11
0.21
A
26.05
104.21
10.78
0.10
0.18
10.78
0.10
(Default Analysis Set) - 2019 Base, PM
Data Errors and Warnings
No errors or warnings
Analysis Set Details
Name
Roundabout
Capacity Model
Description
Include In
Report
Use Specific
Demand Set(s)
Specific
Demand Set
(s)
Locked
Network Flow
Scaling Factor
(%)
Network Capacity
Scaling Factor (%)
Reason For
Scaling
Factors
(Default
Analysis Set)
ARCADY
ü
100.000
100.000
Demand Set Details
Name
Time
Scenario
Period Description
Name
Name
2019
Base,
PM
2019
Base
PM
Traffic
Profile
Type
Model
Start
Time
(HH:mm)
Model
Finish
Time
(HH:mm)
DIRECT
16:00
17:00
Model
Results
Time
Single
Time
For
Segment
Time
Period
Central
Length
Segment
Length
Hour
(min)
Only
(min)
Only
60
15
Locked
Run
Automatically
ü
Use
Relationship
Relationship
Junction Network
Junctions
Junction
Name
Junction Type
Arm Order
1
(untitled)
Roundabout
A,B,C,D,E
Grade Separated Large Roundabout
Do Geometric Delay Junction Delay (min) Junction LOS
0.08
A
Junction Network Options
Driving Side
Lighting
Left
Normal/unknown
19
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Arms
Arms
Arm
Arm
Name
Description
A
A
Huntworth Lane
B
B
Taunton Rd (S)
C
C
Campion Way
D
D
Taunton Rd (N)
E
E
Huntworth Business Park Access
Capacity Options
Arm
Minimum Capacity (PCU/TS)
Maximum Capacity (PCU/TS)
A
0.00
24999.75
Assume Flat Start Profile Initial Queue (PCU)
0.00
B
0.00
24999.75
0.00
C
0.00
24999.75
0.00
D
0.00
24999.75
0.00
E
0.00
24999.75
0.00
Roundabout Geometry
Arm
V - Approach road halfwidth (m)
E - Entry width
(m)
l' - Effective flare
length (m)
R - Entry radius
(m)
D - Inscribed circle
diameter (m)
PHI - Conflict (entry) angle
(deg)
Exit
Only
A
7.50
B
4.10
7.90
5.00
20.30
77.50
29.00
9.80
19.10
18.60
77.50
23.00
C
3.70
7.00
28.60
20.00
77.50
22.50
D
7.30
7.30
0.00
20.70
77.50
49.00
E
3.60
6.00
10.42
18.20
77.50
48.00
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
Arm
Enter slope and intercept directly Entered slope
Entered intercept (PCU/TS) Final Slope
Final Intercept (PCU/TS)
A
(calculated)
(calculated)
0.581
594.732
B
(calculated)
(calculated)
0.553
542.387
C
(calculated)
(calculated)
0.514
474.886
D
(calculated)
(calculated)
0.519
517.432
E
(calculated)
(calculated)
0.420
351.966
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Default
Vehicle
Mix
Vehicle
Mix Varies
Over Time
Vehicle
Mix Varies
Over Turn
Vehicle Mix
Varies
Over Entry
Vehicle Mix
Source
PCU
Factor for
a HV
(PCU)
Default
Turning
Proportions
Estimate
from
entry/exit
counts
Turning
Proportions
Vary Over Time
Turning
Proportions
Vary Over Turn
Turning
Proportions
Vary Over Entry
ü
ü
ü
HV
Percentages
2.00
ü
ü
ü
20
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Entry Flows
General Flows Data
Arm
Profile Type Use Turning Counts Average Demand Flow (Veh/TS) Flow Scaling Factor (%)
A
DIRECT
ü
N/A
100.000
B
DIRECT
ü
N/A
100.000
C
DIRECT
ü
N/A
100.000
D
DIRECT
ü
N/A
100.000
E
DIRECT
ü
N/A
100.000
Turning Proportions
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:00-16:15)
From
To
A B C D E A 0.000
42.000
12.000
81.000
21.000
B 50.000
0.000
29.000 113.000 22.000
C 13.000
6.000
0.000
4.000
2.000
D 61.000 112.000 12.000
0.000
3.000
E 65.000
4.000
0.000
2.000
0.000
Turning Proportions (Veh) - Junction 1 - (16:00-16:15)
To
A B C D E A 0.00 0.27 0.08 0.52 0.13
From
B 0.23 0.00 0.14 0.53 0.10
C 0.24 0.52 0.00 0.16 0.08
D 0.32 0.60 0.06 0.00 0.02
E 0.92 0.03 0.00 0.06 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:15-16:30)
From
To
A B C D E A 0.000
37.000
17.000
76.000
22.000
B 66.000
0.000
33.000 122.000 30.000
C 9.000
11.000
0.000
2.000
4.000
D 121.000 118.000 18.000
0.000
2.000
E 2.000
0.000
55.000
2.000
1.000
Turning Proportions (Veh) - Junction 1 - (16:15-16:30)
To
A B C D E A 0.00 0.24 0.11 0.50 0.14
From
B 0.26 0.00 0.13 0.49 0.12
C 0.35 0.42 0.00 0.08 0.15
D 0.47 0.46 0.07 0.00 0.01
E 0.92 0.03 0.02 0.03 0.00
21
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:30-16:45)
From
To
A A 0.000
B 59.000
B C D E 77.000 17.000 67.000 19.000
0.000
21.000 92.000 17.000
C 10.000 14.000
0.000
6.000
2.000
D 65.000 90.000 21.000
0.000
3.000
E 54.000
3.000
0.000
1.000
0.000
Turning Proportions (Veh) - Junction 1 - (16:30-16:45)
To
A B C D E A 0.00 0.43 0.09 0.37 0.11
From
B 0.31 0.00 0.11 0.49 0.09
C 0.31 0.44 0.00 0.19 0.06
D 0.36 0.50 0.12 0.00 0.02
E 0.93 0.02 0.00 0.05 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:45-17:00)
From
To
A B A C D E 0.000
58.000
19.000 75.000 28.000
B 68.000
0.000
41.000 68.000 26.000
C 13.000
19.000
0.000
4.000
5.000
D 88.000 102.000 18.000
0.000
4.000
E 41.000
4.000
0.000
1.000
1.000
Turning Proportions (Veh) - Junction 1 - (16:45-17:00)
To
A B C D E A 0.00 0.32 0.11 0.42 0.16
From
B 0.33 0.00 0.20 0.33 0.13
C 0.32 0.46 0.00 0.10 0.12
D 0.42 0.48 0.08 0.00 0.02
E 0.87 0.02 0.02 0.09 0.00
Vehicle Mix
Average PCU Per Vehicle - Junction 1 - (16:00-16:15)
To
A B C D E A 1.000 1.128 1.000 1.053 1.200
From
B 1.043 1.000 1.037 1.028 1.000
C 1.000 1.000 1.000 1.000 1.000
D 1.053 1.048 1.000 1.000 1.000
E 1.131 1.000 1.000 1.000 1.000
22
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Heavy Vehicle Percentages - Junction 1 - (16:00-16:15)
From
To
A B A 0.0
12.8 0.0 5.3 20.0
C D E B 4.3
0.0
3.7 2.8
0.0
C 0.0
0.0
0.0 0.0
0.0
D 5.3
4.8
0.0 0.0
0.0
E 13.1
0.0
0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (16:15-16:30)
To
A B C D E A 1.000 1.114 1.000 1.141 1.286
From
B 1.016 1.000 1.000 1.070 1.179
C 1.000 1.100 1.000 1.000 1.000
D 1.018 1.090 1.000 1.000 1.000
E 1.173 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:15-16:30)
From
To
A B C D E A 0.0
B 1.6
0.0
0.0
7.0
17.9
C 0.0
10.0 0.0
0.0
0.0
D 1.8
9.0
0.0
0.0
0.0
E 17.3
0.0
0.0
0.0
0.0
11.4 0.0 14.1 28.6
Average PCU Per Vehicle - Junction 1 - (16:30-16:45)
To
A B C D E A 1.000 1.278 1.000 1.095 1.056
From
B 1.091 1.000 1.000 1.023 1.125
C 1.000 1.000 1.000 1.000 1.000
D 1.115 1.036 1.000 1.000 1.000
E 1.235 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:30-16:45)
From
To
A D E A 0.0
27.8 0.0 9.5
B C 5.6
B 9.1
0.0
0.0 2.3 12.5
C 0.0
0.0
0.0 0.0
0.0
D 11.5
3.6
0.0 0.0
0.0
E 23.5
0.0
0.0 0.0
0.0
23
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Average PCU Per Vehicle - Junction 1 - (16:45-17:00)
To
A B C D E A 1.000 1.111 1.000 1.114 1.269
B 1.078 1.000 1.000 1.031 1.208
From
C 1.000 1.000 1.000 1.000 1.000
D 1.085 1.031 1.000 1.000 1.000
E 1.211 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:45-17:00)
To
From
A A 0.0
11.1 0.0 11.4 26.9
B C D E B 7.8
0.0
0.0
3.1
20.8
C 0.0
0.0
0.0
0.0
0.0
D 8.5
3.1
0.0
0.0
0.0
E 21.1
0.0
0.0
0.0
0.0
Results
Results Summary for whole modelled period
Arm
Max
RFC
Max
Delay
(min)
Max
Queue
(PCU)
Max
LOS
Average
Demand
(PCU/TS)
Total
Junction
Arrivals (PCU)
Total Queueing
Delay (PCUmin)
Average
Queueing
Delay (min)
Rate Of
Queueing Delay
(PCU-min/min)
Inclusive Total
Queueing Delay
(PCU-min)
Inclusive Average
Queueing Delay
(min)
A
0.40
0.06
0.78
A
188.61
754.44
39.36
0.05
0.66
39.37
0.05
B
0.58
0.08
1.45
A
225.22
900.87
60.18
0.07
1.00
60.20
0.07
C
0.13
0.06
0.15
A
31.28
125.10
6.54
0.05
0.11
6.54
0.05
D
0.62
0.09
1.70
A
220.17
880.70
64.69
0.07
1.08
64.71
0.07
E
0.34
0.13
0.60
A
68.84
275.38
30.93
0.11
0.52
30.94
0.11
(Default Analysis Set) - 2019 Base + Com Dev, AM
Data Errors and Warnings
No errors or warnings
Analysis Set Details
Name
Roundabout
Capacity Model
Description
Include In
Report
Use Specific
Demand Set(s)
Specific
Demand Set
(s)
Locked
Network Flow
Scaling Factor
(%)
Network Capacity
Scaling Factor (%)
Reason For
Scaling
Factors
(Default
Analysis Set)
ARCADY
ü
100.000
100.000
24
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Demand Set Details
Time
Scenario
Period Description
Name
Name
Name
2019
Base
+
Com
Dev,
AM
2019
Base +
Com
Dev
AM
Traffic
Profile
Type
Model
Start
Time
(HH:mm)
Model
Finish
Time
(HH:mm)
Model
Time
Period
Length
(min)
Time
Segment
Length
(min)
Results
For
Central
Hour
Only
DIRECT
07:45
08:45
60
15
Single
Time
Locked
Segment
Only
Run
Automatically
Use
Relationship
Relationship
ü
Junction Network
Junctions
Junction
Name
Junction Type
Arm Order
1
(untitled)
Roundabout
A,B,C,D,E
Grade Separated Large Roundabout
Do Geometric Delay Junction Delay (min) Junction LOS
0.09
A
Junction Network Options
Driving Side
Lighting
Left
Normal/unknown
Arms
Arms
Arm
Arm
Name
Description
A
A
Huntworth Lane
B
B
Taunton Rd (S)
C
C
Campion Way
D
D
Taunton Rd (N)
E
E
Huntworth Business Park Access
Capacity Options
Arm
Minimum Capacity (PCU/TS)
Maximum Capacity (PCU/TS)
A
0.00
24999.75
Assume Flat Start Profile Initial Queue (PCU)
0.00
B
0.00
24999.75
0.00
C
0.00
24999.75
0.00
D
0.00
24999.75
0.00
E
0.00
24999.75
0.00
Roundabout Geometry
Arm
V - Approach road halfwidth (m)
E - Entry width
(m)
l' - Effective flare
length (m)
R - Entry radius
(m)
D - Inscribed circle
diameter (m)
PHI - Conflict (entry) angle
(deg)
Exit
Only
A
7.50
7.90
5.00
20.30
77.50
29.00
B
4.10
9.80
19.10
18.60
77.50
23.00
C
3.70
7.00
28.60
20.00
77.50
22.50
D
7.30
7.30
0.00
20.70
77.50
49.00
E
3.60
6.00
10.42
18.20
77.50
48.00
25
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
Arm
Enter slope and intercept directly Entered slope
Entered intercept (PCU/TS) Final Slope
Final Intercept (PCU/TS)
A
(calculated)
(calculated)
0.581
594.732
B
(calculated)
(calculated)
0.553
542.387
C
(calculated)
(calculated)
0.514
474.886
D
(calculated)
(calculated)
0.519
517.432
E
(calculated)
(calculated)
0.420
351.966
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Default
Vehicle
Mix
Vehicle
Mix Varies
Over Time
Vehicle
Mix Varies
Over Turn
Vehicle Mix
Varies
Over Entry
Vehicle Mix
Source
PCU
Factor for
a HV
(PCU)
Default
Turning
Proportions
Estimate
from
entry/exit
counts
Turning
Proportions
Vary Over Time
Turning
Proportions
Vary Over Turn
Turning
Proportions
Vary Over Entry
ü
ü
ü
HV
Percentages
2.00
ü
ü
ü
Entry Flows
General Flows Data
Arm
Profile Type Use Turning Counts Average Demand Flow (Veh/TS) Flow Scaling Factor (%)
A
DIRECT
ü
N/A
100.000
B
DIRECT
ü
N/A
100.000
C
DIRECT
ü
N/A
100.000
D
DIRECT
ü
N/A
100.000
E
DIRECT
ü
N/A
100.000
Turning Proportions
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (07:45-08:00)
From
To
A B A 0.000
38.000
12.000 92.000 20.000
C D E B 72.000
0.000
15.000 91.000 14.000
C 28.000
40.000
0.000
14.000
5.000
D 84.000 148.000 15.000
0.000
3.000
E 19.000
3.000
0.000
4.000
1.000
Turning Proportions (Veh) - Junction 1 - (07:45-08:00)
To
A B C D E A 0.00 0.23 0.07 0.57 0.12
From
B 0.38 0.00 0.08 0.47 0.07
C 0.32 0.46 0.00 0.16 0.06
D 0.34 0.59 0.06 0.00 0.01
E 0.70 0.15 0.04 0.11 0.00
26
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:00-08:15)
From
To
A B C A 0.000
28.000
8.000
120.000 18.000
B 40.000
0.000
8.000
82.000
10.000
C 30.000
40.000
0.000
16.000
3.000
D 113.000 150.000 17.000
0.000
7.000
E 2.000
0.000
14.000
2.000
D 0.000
E Turning Proportions (Veh) - Junction 1 - (08:00-08:15)
To
A B C D E A 0.00 0.16 0.05 0.69 0.10
From
B 0.29 0.00 0.06 0.59 0.07
C 0.34 0.45 0.00 0.18 0.03
D 0.39 0.52 0.06 0.00 0.02
E 0.78 0.11 0.00 0.11 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:15-08:30)
To
From
A B C D E A 0.000
B 57.000
0.000
6.000
68.000
9.000
C 40.000
29.000
0.000
16.000
7.000
D 115.000 78.000 12.000
0.000
3.000
E 3.000
0.000
63.000 18.000 120.000 17.000
19.000
1.000
0.000
Turning Proportions (Veh) - Junction 1 - (08:15-08:30)
To
A B C D E A 0.00 0.29 0.08 0.55 0.08
From
B 0.41 0.00 0.04 0.49 0.06
C 0.43 0.32 0.00 0.17 0.08
D 0.55 0.38 0.06 0.00 0.01
E 0.83 0.04 0.00 0.13 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:30-08:45)
From
To
A B A 0.000
98.000
20.000 105.000 18.000
B 105.000
0.000
4.000
76.000
8.000
C 24.000
36.000
0.000
12.000
2.000
D 88.000
103.000 14.000
0.000
5.000
E 16.000
1.000
0.000
0.000
C 0.000
D E 27
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Proportions (Veh) - Junction 1 - (08:30-08:45)
To
A B C D E A 0.00 0.41 0.08 0.44 0.07
From
B 0.54 0.00 0.02 0.39 0.04
C 0.32 0.49 0.00 0.16 0.03
D 0.42 0.49 0.07 0.00 0.02
E 0.94 0.00 0.00 0.06 0.00
Vehicle Mix
Average PCU Per Vehicle - Junction 1 - (07:45-08:00)
To
A B C D E A 1.000 1.083 1.000 1.069 1.263
From
B 1.118 1.000 1.142 1.000 1.000
C 1.000 1.000 1.000 1.000 1.000
D 1.038 1.072 1.000 1.000 1.000
E 1.222 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (07:45-08:00)
From
To
A B C D A 0.0
8.3
0.0
6.9 26.3
E B 11.8 0.0 14.2 0.0
0.0
C 0.0
0.0
0.0
0.0
0.0
D 3.8
7.2
0.0
0.0
0.0
E 22.2 0.0
0.0
0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:00-08:15)
To
A B C D E A 1.000 1.077 1.000 1.080 1.353
From
B 1.108 1.000 1.000 1.026 1.105
C 1.000 1.000 1.000 1.000 1.000
D 1.085 1.064 1.000 1.000 1.000
E 1.385 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:00-08:15)
From
To
A B C A 0.0
7.7 0.0 8.0 35.3
D E B 10.8 0.0 0.0 2.6 10.5
C 0.0
0.0 0.0 0.0
0.0
D 8.5
6.4 0.0 0.0
0.0
E 38.5 0.0 0.0 0.0
0.0
28
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Average PCU Per Vehicle - Junction 1 - (08:15-08:30)
To
A B C D E A 1.000 1.084 1.000 1.035 1.250
B 1.037 1.000 1.000 1.016 1.123
From
C 1.000 1.000 1.000 1.000 1.000
D 1.056 1.041 1.000 1.000 1.000
E 1.333 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:15-08:30)
To
From
A B C A 0.0
8.4 0.0 3.5 25.0
D E B 3.7
0.0 0.0 1.6 12.3
C 0.0
0.0 0.0 0.0
0.0
D 5.6
4.1 0.0 0.0
0.0
E 33.3 0.0 0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:30-08:45)
To
A B C D E A 1.000 1.141 1.000 1.040 1.118
B 1.091 1.000 1.000 1.056 1.142
From
C 1.000 1.000 1.000 1.000 1.000
D 1.072 1.000 1.000 1.000 1.200
E 1.266 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:30-08:45)
To
From
A B A 0.0
14.1 0.0 4.0 11.8
C D E B 9.1
0.0
0.0 5.6 14.2
C 0.0
0.0
0.0 0.0
D 7.2
0.0
0.0 0.0 20.0
E 26.6
0.0
0.0 0.0
0.0
0.0
Results
Results Summary for whole modelled period
Arm
Max
RFC
Max
Delay
(min)
Max
Queue
(PCU)
Max
LOS
Average
Demand
(PCU/TS)
Total
Junction
Arrivals (PCU)
Total Queueing
Delay (PCUmin)
Average
Queueing
Delay (min)
Rate Of
Queueing Delay
(PCU-min/min)
Inclusive Total
Queueing Delay
(PCU-min)
Inclusive Average
Queueing Delay
(min)
A
0.52
0.07
1.15
A
215.44
861.77
50.35
0.06
0.84
50.37
0.06
B
0.46
0.07
0.91
A
175.59
702.38
40.94
0.06
0.68
40.96
0.06
C
0.28
0.07
0.39
A
85.50
342.00
21.99
0.06
0.37
21.99
0.06
D
0.70
0.12
2.42
A
251.23
1004.94
93.86
0.09
1.56
93.89
0.09
E
0.17
0.13
0.24
A
26.30
105.19
11.90
0.11
0.20
11.90
0.11
29
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
(Default Analysis Set) - 2019 Base + Com Dev, PM
Data Errors and Warnings
No errors or warnings
Analysis Set Details
Name
Roundabout
Capacity Model
Description
Include In
Report
Use Specific
Demand Set(s)
Specific
Demand Set
(s)
Locked
Network Flow
Scaling Factor
(%)
Network Capacity
Scaling Factor (%)
Reason For
Scaling
Factors
(Default
Analysis Set)
ARCADY
ü
100.000
100.000
Demand Set Details
Time
Scenario
Period Description
Name
Name
Name
2019
Base
+
Com
Dev,
PM
2019
Base +
Com
Dev
PM
Traffic
Profile
Type
Model
Start
Time
(HH:mm)
Model
Finish
Time
(HH:mm)
Model
Time
Period
Length
(min)
Time
Segment
Length
(min)
Results
For
Central
Hour
Only
DIRECT
16:00
17:00
60
15
Single
Time
Locked
Segment
Only
Run
Automatically
Use
Relationship
Relationship
ü
Junction Network
Junctions
Junction
Name
Junction Type
Arm Order
1
(untitled)
Roundabout
A,B,C,D,E
Grade Separated Large Roundabout
Do Geometric Delay Junction Delay (min) Junction LOS
0.09
A
Junction Network Options
Driving Side
Lighting
Left
Normal/unknown
Arms
Arms
Arm
Arm
Name
Description
A
A
Huntworth Lane
B
B
Taunton Rd (S)
C
C
Campion Way
D
D
Taunton Rd (N)
E
E
Huntworth Business Park Access
Capacity Options
Arm
Minimum Capacity (PCU/TS)
Maximum Capacity (PCU/TS)
A
0.00
24999.75
Assume Flat Start Profile Initial Queue (PCU)
0.00
B
0.00
24999.75
0.00
C
0.00
24999.75
0.00
D
0.00
24999.75
0.00
E
0.00
24999.75
0.00
30
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Roundabout Geometry
Arm
V - Approach road halfwidth (m)
E - Entry width
(m)
l' - Effective flare
length (m)
R - Entry radius
(m)
D - Inscribed circle
diameter (m)
PHI - Conflict (entry) angle
(deg)
Exit
Only
A
7.50
B
4.10
7.90
5.00
20.30
77.50
29.00
9.80
19.10
18.60
77.50
23.00
C
3.70
7.00
28.60
20.00
77.50
22.50
D
7.30
7.30
0.00
20.70
77.50
49.00
E
3.60
6.00
10.42
18.20
77.50
48.00
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
Arm
Enter slope and intercept directly Entered slope
Entered intercept (PCU/TS) Final Slope
Final Intercept (PCU/TS)
A
(calculated)
(calculated)
0.581
594.732
B
(calculated)
(calculated)
0.553
542.387
C
(calculated)
(calculated)
0.514
474.886
D
(calculated)
(calculated)
0.519
517.432
E
(calculated)
(calculated)
0.420
351.966
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Default
Vehicle
Mix
Vehicle
Mix Varies
Over Time
Vehicle
Mix Varies
Over Turn
Vehicle Mix
Varies
Over Entry
Vehicle Mix
Source
PCU
Factor for
a HV
(PCU)
Default
Turning
Proportions
Estimate
from
entry/exit
counts
Turning
Proportions
Vary Over Time
Turning
Proportions
Vary Over Turn
Turning
Proportions
Vary Over Entry
ü
ü
ü
HV
Percentages
2.00
ü
ü
ü
Entry Flows
General Flows Data
Arm
Profile Type Use Turning Counts Average Demand Flow (Veh/TS) Flow Scaling Factor (%)
A
DIRECT
ü
N/A
100.000
B
DIRECT
ü
N/A
100.000
C
DIRECT
ü
N/A
100.000
D
DIRECT
ü
N/A
100.000
E
DIRECT
ü
N/A
100.000
31
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Proportions
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:00-16:15)
From
To
A B C D E A 0.000
42.000
18.000
81.000
21.000
B 56.000
0.000
39.000 130.000 25.000
C 15.000
9.000
0.000
7.000
2.000
D 61.000 114.000 19.000
0.000
3.000
E 65.000
4.000
0.000
2.000
1.000
Turning Proportions (Veh) - Junction 1 - (16:00-16:15)
To
A B C D E A 0.00 0.26 0.11 0.50 0.13
From
B 0.22 0.00 0.16 0.52 0.10
C 0.27 0.45 0.00 0.21 0.06
D 0.31 0.58 0.10 0.00 0.02
E 0.90 0.03 0.01 0.06 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:15-16:30)
To
From
A B C D E A 0.000
38.000
23.000
76.000
22.000
B 73.000
0.000
43.000 137.000 33.000
C 11.000
13.000
0.000
5.000
5.000
D 121.000 121.000 26.000
0.000
2.000
E 2.000
0.000
55.000
2.000
2.000
Turning Proportions (Veh) - Junction 1 - (16:15-16:30)
To
A B C D E A 0.00 0.24 0.14 0.48 0.14
From
B 0.26 0.00 0.15 0.48 0.12
C 0.32 0.38 0.00 0.15 0.15
D 0.45 0.45 0.10 0.00 0.01
E 0.90 0.03 0.03 0.03 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:30-16:45)
From
To
A A 0.000
B 67.000
B C 78.000 23.000
0.000
C 12.000 16.000
D E 67.000
19.000
31.000 107.000 19.000
0.000
9.000
2.000
D 65.000 91.000 29.000
0.000
3.000
E 54.000
3.000
0.000
1.000
1.000
32
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Proportions (Veh) - Junction 1 - (16:30-16:45)
To
A B C D E A 0.00 0.42 0.12 0.36 0.10
From
B 0.30 0.00 0.14 0.48 0.08
C 0.31 0.41 0.00 0.23 0.05
D 0.35 0.48 0.15 0.00 0.02
E 0.92 0.02 0.02 0.05 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:45-17:00)
From
To
A B A 0.000
58.000
26.000 75.000 28.000
C B 77.000
0.000
52.000 80.000 29.000
C 15.000
22.000
0.000
7.000
6.000
D 88.000 104.000 26.000
0.000
4.000
E 41.000
4.000
0.000
1.000
D 2.000
E Turning Proportions (Veh) - Junction 1 - (16:45-17:00)
To
A B C D E A 0.00 0.31 0.14 0.40 0.15
From
B 0.32 0.00 0.22 0.34 0.12
C 0.30 0.44 0.00 0.14 0.12
D 0.40 0.47 0.12 0.00 0.02
E 0.85 0.02 0.04 0.08 0.00
Vehicle Mix
Average PCU Per Vehicle - Junction 1 - (16:00-16:15)
To
A B C D E A 1.000 1.127 1.000 1.053 1.200
From
B 1.038 1.000 1.028 1.025 1.000
C 1.000 1.000 1.000 1.000 1.000
D 1.053 1.047 1.000 1.000 1.000
E 1.131 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:00-16:15)
From
To
A A 0.0
12.7 0.0 5.3 20.0
B C D E B 3.8
0.0
2.8 2.5
0.0
C 0.0
0.0
0.0 0.0
0.0
D 5.3
4.7
0.0 0.0
0.0
E 13.1
0.0
0.0 0.0
0.0
33
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Average PCU Per Vehicle - Junction 1 - (16:15-16:30)
To
A B C D E A 1.000 1.113 1.000 1.141 1.286
From
B 1.015 1.000 1.000 1.062 1.161
C 1.000 1.083 1.000 1.000 1.000
D 1.018 1.089 1.000 1.000 1.000
E 1.173 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:15-16:30)
From
To
A A 0.0
11.3 0.0 14.1 28.6
B C D E B 1.5
0.0
0.0
6.2
16.1
C 0.0
8.3
0.0
0.0
0.0
D 1.8
8.9
0.0
0.0
0.0
E 17.3
0.0
0.0
0.0
0.0
Average PCU Per Vehicle - Junction 1 - (16:30-16:45)
To
A B C D E A 1.000 1.275 1.000 1.095 1.056
From
B 1.080 1.000 1.000 1.020 1.110
C 1.000 1.000 1.000 1.000 1.000
D 1.115 1.035 1.000 1.000 1.000
E 1.235 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:30-16:45)
From
To
A B D E A 0.0
27.5 0.0 9.5
C 5.6
B 8.0
0.0
0.0 2.0 11.0
C 0.0
0.0
0.0 0.0
0.0
D 11.5
3.5
0.0 0.0
0.0
E 23.5
0.0
0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (16:45-17:00)
To
A B C D E A 1.000 1.110 1.000 1.114 1.269
From
B 1.069 1.000 1.000 1.027 1.184
C 1.000 1.000 1.000 1.000 1.000
D 1.085 1.031 1.000 1.000 1.000
E 1.211 1.000 1.000 1.000 1.000
34
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Heavy Vehicle Percentages - Junction 1 - (16:45-17:00)
To
From
A B A 0.0
11.0 0.0 11.4 26.9
C D E B 6.9
0.0
0.0
2.7
18.4
C 0.0
0.0
0.0
0.0
0.0
D 8.5
3.1
0.0
0.0
0.0
E 21.1
0.0
0.0
0.0
0.0
Results
Results Summary for whole modelled period
Arm
Max
RFC
Max
Delay
(min)
Max
Queue
(PCU)
Max
LOS
Average
Demand
(PCU/TS)
Total
Junction
Arrivals (PCU)
Total Queueing
Delay (PCUmin)
Average
Queueing
Delay (min)
Rate Of
Queueing Delay
(PCU-min/min)
Inclusive Total
Queueing Delay
(PCU-min)
Inclusive Average
Queueing Delay
(min)
A
0.42
0.06
0.84
A
195.36
781.46
42.46
0.05
0.71
42.47
0.05
B
0.67
0.11
2.09
A
260.42
1041.67
84.69
0.08
1.41
84.72
0.08
C
0.16
0.06
0.19
A
39.27
157.08
8.86
0.06
0.15
8.87
0.06
D
0.66
0.11
1.99
A
229.94
919.77
73.71
0.08
1.23
73.74
0.08
E
0.37
0.14
0.66
A
69.84
279.38
33.49
0.12
0.56
33.49
0.12
(Default Analysis Set) - 2019 + Com Dev + Dev, AM
Data Errors and Warnings
No errors or warnings
Analysis Set Details
Name
Roundabout
Capacity Model
Description
Include In
Report
Use Specific
Demand Set(s)
Specific
Demand Set
(s)
Locked
Network Flow
Scaling Factor
(%)
Network Capacity
Scaling Factor (%)
Reason For
Scaling
Factors
(Default
Analysis Set)
ARCADY
ü
100.000
100.000
Demand Set Details
Name
2019
+
Com
Dev
+
Dev,
AM
Time
Scenario
Period Description
Name
Name
2019 +
Com
Dev +
Dev
AM
Traffic
Profile
Type
Model
Start
Time
(HH:mm)
Model
Finish
Time
(HH:mm)
Model
Time
Period
Length
(min)
Time
Segment
Length
(min)
Results
For
Central
Hour
Only
DIRECT
07:45
08:45
60
15
Single
Time
Locked
Segment
Only
Run
Automatically
ü
Use
Relationship
Relationship
35
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Junction Network
Junctions
Junction
Name
Junction Type
Arm Order
1
(untitled)
Roundabout
A,B,C,D,E
Grade Separated Large Roundabout
Do Geometric Delay Junction Delay (min) Junction LOS
0.09
A
Junction Network Options
Driving Side
Lighting
Left
Normal/unknown
Arms
Arms
Arm
Arm
Name
Description
A
A
Huntworth Lane
B
B
Taunton Rd (S)
C
C
Campion Way
D
D
Taunton Rd (N)
E
E
Huntworth Business Park Access
Capacity Options
Arm
Minimum Capacity (PCU/TS)
Maximum Capacity (PCU/TS)
A
0.00
24999.75
Assume Flat Start Profile Initial Queue (PCU)
0.00
B
0.00
24999.75
0.00
C
0.00
24999.75
0.00
D
0.00
24999.75
0.00
E
0.00
24999.75
0.00
Roundabout Geometry
Arm
V - Approach road halfwidth (m)
E - Entry width
(m)
l' - Effective flare
length (m)
R - Entry radius
(m)
D - Inscribed circle
diameter (m)
PHI - Conflict (entry) angle
(deg)
Exit
Only
A
7.50
B
4.10
7.90
5.00
20.30
77.50
29.00
9.80
19.10
18.60
77.50
23.00
C
3.70
7.00
28.60
20.00
77.50
22.50
D
7.30
7.30
0.00
20.70
77.50
49.00
E
3.60
6.00
10.42
18.20
77.50
48.00
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
Arm
Enter slope and intercept directly Entered slope
Entered intercept (PCU/TS) Final Slope
Final Intercept (PCU/TS)
A
(calculated)
(calculated)
0.581
594.732
B
(calculated)
(calculated)
0.553
542.387
C
(calculated)
(calculated)
0.514
474.886
D
(calculated)
(calculated)
0.519
517.432
E
(calculated)
(calculated)
0.420
351.966
The slope and intercept shown above include any corrections and adjustments.
36
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Traffic Flows
Demand Set Data Options
Default
Vehicle
Mix
Vehicle
Mix Varies
Over Time
Vehicle
Mix Varies
Over Turn
Vehicle Mix
Varies
Over Entry
Vehicle Mix
Source
PCU
Factor for
a HV
(PCU)
Default
Turning
Proportions
Estimate
from
entry/exit
counts
Turning
Proportions
Vary Over Time
Turning
Proportions
Vary Over Turn
Turning
Proportions
Vary Over Entry
ü
ü
ü
HV
Percentages
2.00
ü
ü
ü
Entry Flows
General Flows Data
Arm
Profile Type Use Turning Counts Average Demand Flow (Veh/TS) Flow Scaling Factor (%)
A
DIRECT
ü
N/A
100.000
B
DIRECT
ü
N/A
100.000
C
DIRECT
ü
N/A
100.000
D
DIRECT
ü
N/A
100.000
E
DIRECT
ü
N/A
100.000
Turning Proportions
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (07:45-08:00)
From
To
A B A 0.000
38.000
16.000 92.000 20.000
B 72.000
0.000
19.000 91.000 14.000
C 39.000
51.000
0.000
27.000
7.000
D 84.000 148.000 20.000
0.000
3.000
E 19.000
3.000
0.000
4.000
C D 2.000
E Turning Proportions (Veh) - Junction 1 - (07:45-08:00)
To
A B C D E A 0.00 0.23 0.10 0.55 0.12
From
B 0.37 0.00 0.10 0.46 0.07
C 0.31 0.41 0.00 0.22 0.06
D 0.33 0.58 0.08 0.00 0.01
E 0.68 0.14 0.07 0.11 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:00-08:15)
From
To
A B A 0.000
28.000
13.000 120.000 18.000
C D E B 40.000
0.000
12.000
82.000
10.000
C 41.000
51.000
0.000
29.000
5.000
D 113.000 150.000 22.000
0.000
7.000
E 2.000
0.000
14.000
2.000
1.000
37
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Proportions (Veh) - Junction 1 - (08:00-08:15)
To
A B C D E A 0.00 0.16 0.07 0.67 0.10
From
B 0.28 0.00 0.08 0.57 0.07
C 0.33 0.40 0.00 0.23 0.04
D 0.39 0.51 0.08 0.00 0.02
E 0.74 0.11 0.05 0.11 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:15-08:30)
From
To
A A 0.000
B C D E B 57.000
0.000
11.000
68.000
9.000
C 51.000
40.000
0.000
29.000
9.000
D 115.000 78.000 17.000
0.000
3.000
E 3.000
0.000
63.000 22.000 120.000 17.000
19.000
1.000
1.000
Turning Proportions (Veh) - Junction 1 - (08:15-08:30)
To
A B C D E A 0.00 0.28 0.10 0.54 0.08
From
B 0.39 0.00 0.08 0.47 0.06
C 0.40 0.31 0.00 0.22 0.07
D 0.54 0.37 0.08 0.00 0.01
E 0.79 0.04 0.04 0.13 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:30-08:45)
From
To
A B A 0.000
98.000
24.000 105.000 18.000
0.000
8.000
76.000
8.000
B 105.000
C D E C 36.000
47.000
0.000
25.000
4.000
D 88.000
103.000 19.000
0.000
5.000
E 16.000
1.000
0.000
0.000
1.000
Turning Proportions (Veh) - Junction 1 - (08:30-08:45)
To
A B C D E A 0.00 0.40 0.10 0.43 0.07
From
B 0.53 0.00 0.04 0.39 0.04
C 0.32 0.42 0.00 0.22 0.04
D 0.41 0.48 0.09 0.00 0.02
E 0.89 0.00 0.06 0.06 0.00
38
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Vehicle Mix
Average PCU Per Vehicle - Junction 1 - (07:45-08:00)
To
A B C D E A 1.000 1.083 1.000 1.069 1.263
From
B 1.118 1.000 1.112 1.000 1.000
C 1.000 1.000 1.000 1.000 1.000
D 1.038 1.072 1.000 1.000 1.000
E 1.222 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (07:45-08:00)
From
To
A B C D A 0.0
8.3
0.0
6.9 26.3
E B 11.8 0.0 11.2 0.0
0.0
C 0.0
0.0
0.0
0.0
0.0
D 3.8
7.2
0.0
0.0
0.0
E 22.2 0.0
0.0
0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:00-08:15)
To
A B C D E A 1.000 1.077 1.000 1.080 1.353
From
B 1.108 1.000 1.000 1.026 1.105
C 1.000 1.000 1.000 1.000 1.000
D 1.085 1.064 1.000 1.000 1.000
E 1.385 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:00-08:15)
From
To
A B C A 0.0
7.7 0.0 8.0 35.3
D E B 10.8 0.0 0.0 2.6 10.5
C 0.0
0.0 0.0 0.0
0.0
D 8.5
6.4 0.0 0.0
0.0
E 38.5 0.0 0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:15-08:30)
To
A B C D E A 1.000 1.084 1.000 1.035 1.250
From
B 1.037 1.000 1.000 1.016 1.123
C 1.000 1.000 1.000 1.000 1.000
D 1.056 1.041 1.000 1.000 1.000
E 1.333 1.000 1.000 1.000 1.000
39
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Heavy Vehicle Percentages - Junction 1 - (08:15-08:30)
To
From
A B C A 0.0
8.4 0.0 3.5 25.0
D E B 3.7
0.0 0.0 1.6 12.3
C 0.0
0.0 0.0 0.0
0.0
D 5.6
4.1 0.0 0.0
0.0
E 33.3 0.0 0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:30-08:45)
To
A B C D E A 1.000 1.141 1.000 1.040 1.118
B 1.091 1.000 1.000 1.056 1.142
From
C 1.000 1.000 1.000 1.000 1.000
D 1.072 1.000 1.000 1.000 1.200
E 1.266 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:30-08:45)
To
From
A B C D E A 0.0
14.1 0.0 4.0 11.8
B 9.1
0.0
0.0 5.6 14.2
C 0.0
0.0
0.0 0.0
D 7.2
0.0
0.0 0.0 20.0
E 26.6
0.0
0.0 0.0
0.0
0.0
Results
Results Summary for whole modelled period
Arm
Max
RFC
Max
Delay
(min)
Max
Queue
(PCU)
Max
LOS
Average
Demand
(PCU/TS)
Total
Junction
Arrivals (PCU)
Total Queueing
Delay (PCUmin)
Average
Queueing
Delay (min)
Rate Of
Queueing Delay
(PCU-min/min)
Inclusive Total
Queueing Delay
(PCU-min)
Inclusive Average
Queueing Delay
(min)
A
0.54
0.07
1.23
A
219.69
878.77
53.98
0.06
0.90
54.00
0.06
B
0.48
0.07
0.97
A
179.84
719.37
43.43
0.06
0.72
43.44
0.06
C
0.39
0.08
0.65
A
122.75
491.00
37.65
0.08
0.63
37.65
0.08
D
0.73
0.14
2.81
A
256.23
1024.94
106.72
0.10
1.78
106.75
0.10
E
0.19
0.13
0.27
A
27.30
109.19
13.27
0.12
0.22
13.27
0.12
40
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
(Default Analysis Set) - 2019 + Com Dev + Dev, PM
Data Errors and Warnings
No errors or warnings
Analysis Set Details
Name
Roundabout
Capacity Model
Description
Include In
Report
Use Specific
Demand Set(s)
Specific
Demand Set
(s)
Locked
Network Flow
Scaling Factor
(%)
Network Capacity
Scaling Factor (%)
Reason For
Scaling
Factors
(Default
Analysis Set)
ARCADY
ü
100.000
100.000
Demand Set Details
Time
Scenario
Period Description
Name
Name
Name
2019
+
Com
Dev
+
Dev,
PM
2019 +
Com
Dev +
Dev
PM
Traffic
Profile
Type
Model
Start
Time
(HH:mm)
Model
Finish
Time
(HH:mm)
Model
Time
Period
Length
(min)
Time
Segment
Length
(min)
Results
For
Central
Hour
Only
DIRECT
16:00
17:00
60
15
Single
Time
Locked
Segment
Only
Run
Automatically
Use
Relationship
Relationship
ü
Junction Network
Junctions
Junction
Name
Junction Type
Arm Order
1
(untitled)
Roundabout
A,B,C,D,E
Grade Separated Large Roundabout
Do Geometric Delay Junction Delay (min) Junction LOS
0.11
A
Junction Network Options
Driving Side
Lighting
Left
Normal/unknown
Arms
Arms
Arm
Arm
Name
Description
A
A
Huntworth Lane
B
B
Taunton Rd (S)
C
C
Campion Way
D
D
Taunton Rd (N)
E
E
Huntworth Business Park Access
Capacity Options
Arm
Minimum Capacity (PCU/TS)
Maximum Capacity (PCU/TS)
A
0.00
24999.75
Assume Flat Start Profile Initial Queue (PCU)
0.00
B
0.00
24999.75
0.00
C
0.00
24999.75
0.00
D
0.00
24999.75
0.00
E
0.00
24999.75
0.00
41
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Roundabout Geometry
Arm
V - Approach road halfwidth (m)
E - Entry width
(m)
l' - Effective flare
length (m)
R - Entry radius
(m)
D - Inscribed circle
diameter (m)
PHI - Conflict (entry) angle
(deg)
Exit
Only
A
7.50
B
4.10
7.90
5.00
20.30
77.50
29.00
9.80
19.10
18.60
77.50
23.00
C
3.70
7.00
28.60
20.00
77.50
22.50
D
7.30
7.30
0.00
20.70
77.50
49.00
E
3.60
6.00
10.42
18.20
77.50
48.00
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
Arm
Enter slope and intercept directly Entered slope
Entered intercept (PCU/TS) Final Slope
Final Intercept (PCU/TS)
A
(calculated)
(calculated)
0.581
594.732
B
(calculated)
(calculated)
0.553
542.387
C
(calculated)
(calculated)
0.514
474.886
D
(calculated)
(calculated)
0.519
517.432
E
(calculated)
(calculated)
0.420
351.966
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Default
Vehicle
Mix
Vehicle
Mix Varies
Over Time
Vehicle
Mix Varies
Over Turn
Vehicle Mix
Varies
Over Entry
Vehicle Mix
Source
PCU
Factor for
a HV
(PCU)
Default
Turning
Proportions
Estimate
from
entry/exit
counts
Turning
Proportions
Vary Over Time
Turning
Proportions
Vary Over Turn
Turning
Proportions
Vary Over Entry
ü
ü
ü
HV
Percentages
2.00
ü
ü
ü
Entry Flows
General Flows Data
Arm
Profile Type Use Turning Counts Average Demand Flow (Veh/TS) Flow Scaling Factor (%)
A
DIRECT
ü
N/A
100.000
B
DIRECT
ü
N/A
100.000
C
DIRECT
ü
N/A
100.000
D
DIRECT
ü
N/A
100.000
E
DIRECT
ü
N/A
100.000
42
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Proportions
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:00-16:15)
From
To
A B C D E A 0.000
42.000
29.000
81.000
21.000
B 56.000
0.000
49.000 130.000 25.000
C 15.000
21.000
0.000
14.000
4.000
D 61.000 114.000 31.000
0.000
3.000
E 65.000
4.000
0.000
2.000
3.000
Turning Proportions (Veh) - Junction 1 - (16:00-16:15)
To
A B C D E A 0.00 0.24 0.17 0.47 0.12
From
B 0.22 0.00 0.19 0.50 0.10
C 0.28 0.39 0.00 0.26 0.07
D 0.29 0.55 0.15 0.00 0.01
E 0.88 0.03 0.04 0.05 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:15-16:30)
To
From
A B C D E A 0.000
38.000
34.000
76.000
22.000
B 73.000
0.000
53.000 137.000 33.000
C 17.000
19.000
0.000
12.000
6.000
D 121.000 121.000 38.000
0.000
2.000
E 2.000
0.000
55.000
2.000
4.000
Turning Proportions (Veh) - Junction 1 - (16:15-16:30)
To
A B C D E A 0.00 0.22 0.20 0.45 0.13
From
B 0.25 0.00 0.18 0.46 0.11
C 0.31 0.35 0.00 0.22 0.11
D 0.43 0.43 0.13 0.00 0.01
E 0.87 0.03 0.06 0.03 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:30-16:45)
From
To
A A 0.000
B 67.000
B C 78.000 34.000
0.000
C 18.000 22.000
D E 67.000
19.000
41.000 107.000 19.000
0.000
16.000
4.000
D 65.000 91.000 41.000
0.000
3.000
E 54.000
3.000
0.000
1.000
3.000
43
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Proportions (Veh) - Junction 1 - (16:30-16:45)
To
A B C D E A 0.00 0.39 0.17 0.34 0.10
From
B 0.29 0.00 0.18 0.46 0.08
C 0.30 0.37 0.00 0.27 0.07
D 0.33 0.46 0.21 0.00 0.02
E 0.89 0.02 0.05 0.05 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:45-17:00)
From
To
A B A 0.000
58.000
36.000 75.000 28.000
C B 77.000
0.000
63.000 80.000 29.000
C 21.000
28.000
0.000
14.000
7.000
D 88.000 104.000 38.000
0.000
4.000
E 41.000
4.000
0.000
1.000
D 4.000
E Turning Proportions (Veh) - Junction 1 - (16:45-17:00)
To
A B C D E A 0.00 0.29 0.18 0.38 0.14
From
B 0.31 0.00 0.25 0.32 0.12
C 0.30 0.40 0.00 0.20 0.10
D 0.38 0.44 0.16 0.00 0.02
E 0.82 0.02 0.08 0.08 0.00
Vehicle Mix
Average PCU Per Vehicle - Junction 1 - (16:00-16:15)
To
A B C D E A 1.000 1.127 1.000 1.053 1.200
From
B 1.038 1.000 1.022 1.025 1.000
C 1.000 1.000 1.000 1.000 1.000
D 1.053 1.047 1.000 1.000 1.000
E 1.131 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:00-16:15)
From
To
A A 0.0
12.7 0.0 5.3 20.0
B C D E B 3.8
0.0
2.2 2.5
0.0
C 0.0
0.0
0.0 0.0
0.0
D 5.3
4.7
0.0 0.0
0.0
E 13.1
0.0
0.0 0.0
0.0
44
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Average PCU Per Vehicle - Junction 1 - (16:15-16:30)
To
A B C D E A 1.000 1.113 1.000 1.141 1.286
From
B 1.015 1.000 1.000 1.062 1.161
C 1.000 1.056 1.000 1.000 1.000
D 1.018 1.089 1.000 1.000 1.000
E 1.173 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:15-16:30)
From
To
A A 0.0
11.3 0.0 14.1 28.6
B C D E B 1.5
0.0
0.0
6.2
16.1
C 0.0
5.6
0.0
0.0
0.0
D 1.8
8.9
0.0
0.0
0.0
E 17.3
0.0
0.0
0.0
0.0
Average PCU Per Vehicle - Junction 1 - (16:30-16:45)
To
A B C D E A 1.000 1.275 1.000 1.095 1.056
From
B 1.080 1.000 1.000 1.020 1.110
C 1.000 1.000 1.000 1.000 1.000
D 1.115 1.035 1.000 1.000 1.000
E 1.235 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:30-16:45)
From
To
A B D E A 0.0
27.5 0.0 9.5
C 5.6
B 8.0
0.0
0.0 2.0 11.0
C 0.0
0.0
0.0 0.0
0.0
D 11.5
3.5
0.0 0.0
0.0
E 23.5
0.0
0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (16:45-17:00)
To
A B C D E A 1.000 1.110 1.000 1.114 1.269
From
B 1.069 1.000 1.000 1.027 1.184
C 1.000 1.000 1.000 1.000 1.000
D 1.085 1.031 1.000 1.000 1.000
E 1.211 1.000 1.000 1.000 1.000
45
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Heavy Vehicle Percentages - Junction 1 - (16:45-17:00)
To
From
A B A 0.0
11.0 0.0 11.4 26.9
C D E B 6.9
0.0
0.0
2.7
18.4
C 0.0
0.0
0.0
0.0
0.0
D 8.5
3.1
0.0
0.0
0.0
E 21.1
0.0
0.0
0.0
0.0
Results
Results Summary for whole modelled period
Arm
Max
RFC
Max
Delay
(min)
Max
Queue
(PCU)
Max
LOS
Average
Demand
(PCU/TS)
Total
Junction
Arrivals (PCU)
Total Queueing
Delay (PCUmin)
Average
Queueing
Delay (min)
Rate Of
Queueing Delay
(PCU-min/min)
Inclusive Total
Queueing Delay
(PCU-min)
Inclusive Average
Queueing Delay
(min)
A
0.45
0.06
0.95
A
206.11
824.46
48.00
0.06
0.80
48.01
0.06
B
0.71
0.12
2.54
A
270.66
1082.66
100.39
0.09
1.67
100.43
0.09
C
0.23
0.07
0.29
A
59.77
239.07
14.57
0.06
0.24
14.57
0.06
D
0.70
0.12
2.36
A
241.94
967.77
85.62
0.09
1.43
85.66
0.09
E
0.40
0.16
0.74
A
71.84
287.38
37.41
0.13
0.62
37.42
0.13
(Default Analysis Set) - 2019 + Dev + Com Dev
(Sensitivity Test), AM
Data Errors and Warnings
No errors or warnings
Analysis Set Details
Name
Roundabout
Capacity Model
Description
Include In
Report
Use Specific
Demand Set(s)
Specific
Demand Set
(s)
Locked
Network Flow
Scaling Factor
(%)
Network Capacity
Scaling Factor (%)
Reason For
Scaling
Factors
(Default
Analysis Set)
ARCADY
ü
100.000
100.000
Demand Set Details
Name
Scenario
Name
2019 +
2019 +
Dev + Com Dev + Com
Dev
Dev
(Sensitivity (Sensitivity
Test), AM
Test)
Time
Period Description
Name
AM
Traffic
Profile
Type
Model
Start
Time
(HH:mm)
Model
Finish
Time
(HH:mm)
DIRECT
07:45
08:45
Model
Results
Time
Single
Time
For
Segment
Time
Period
Central
Locked
Length
Segment
Length
Hour
(min)
Only
(min)
Only
Run
Automatically
ü
60
15
Use
Relatio
Relationship
46
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Junction Network
Junctions
Junction
Name
Junction Type
Arm Order
1
(untitled)
Roundabout
A,B,C,D,E
Grade Separated Large Roundabout
Do Geometric Delay Junction Delay (min) Junction LOS
0.16
A
Junction Network Options
Driving Side
Lighting
Left
Normal/unknown
Arms
Arms
Arm
Arm
Name
Description
A
A
Huntworth Lane
B
B
Taunton Rd (S)
C
C
Campion Way
D
D
Taunton Rd (N)
E
E
Huntworth Business Park Access
Capacity Options
Arm
Minimum Capacity (PCU/TS)
Maximum Capacity (PCU/TS)
A
0.00
24999.75
Assume Flat Start Profile Initial Queue (PCU)
0.00
B
0.00
24999.75
0.00
C
0.00
24999.75
0.00
D
0.00
24999.75
0.00
E
0.00
24999.75
0.00
Roundabout Geometry
Arm
V - Approach road halfwidth (m)
E - Entry width
(m)
l' - Effective flare
length (m)
R - Entry radius
(m)
D - Inscribed circle
diameter (m)
PHI - Conflict (entry) angle
(deg)
Exit
Only
A
7.50
B
4.10
7.90
5.00
20.30
77.50
29.00
9.80
19.10
18.60
77.50
23.00
C
3.70
7.00
28.60
20.00
77.50
22.50
D
7.30
7.30
0.00
20.70
77.50
49.00
E
3.60
6.00
10.42
18.20
77.50
48.00
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
Arm
Enter slope and intercept directly Entered slope
Entered intercept (PCU/TS) Final Slope
Final Intercept (PCU/TS)
A
(calculated)
(calculated)
0.581
594.732
B
(calculated)
(calculated)
0.553
542.387
C
(calculated)
(calculated)
0.514
474.886
D
(calculated)
(calculated)
0.519
517.432
E
(calculated)
(calculated)
0.420
351.966
The slope and intercept shown above include any corrections and adjustments.
47
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Traffic Flows
Demand Set Data Options
Default
Vehicle
Mix
Vehicle
Mix Varies
Over Time
Vehicle
Mix Varies
Over Turn
Vehicle Mix
Varies
Over Entry
Vehicle Mix
Source
PCU
Factor for
a HV
(PCU)
Default
Turning
Proportions
Estimate
from
entry/exit
counts
Turning
Proportions
Vary Over Time
Turning
Proportions
Vary Over Turn
Turning
Proportions
Vary Over Entry
ü
ü
ü
HV
Percentages
2.00
ü
ü
ü
Entry Flows
General Flows Data
Arm
Profile Type Use Turning Counts Average Demand Flow (Veh/TS) Flow Scaling Factor (%)
A
DIRECT
ü
N/A
100.000
B
DIRECT
ü
N/A
100.000
C
DIRECT
ü
N/A
100.000
D
DIRECT
ü
N/A
100.000
E
DIRECT
ü
N/A
100.000
Turning Proportions
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (07:45-08:00)
From
To
A B A 0.000
45.000
18.000 107.000 23.000
B 83.000
0.000
22.000 105.000 16.000
C 45.000
59.000
0.000
31.000
8.000
D 97.000 171.000 23.000
0.000
4.000
E 22.000
4.000
0.000
4.000
C D 2.000
E Turning Proportions (Veh) - Junction 1 - (07:45-08:00)
To
A B C D E A 0.00 0.23 0.09 0.55 0.12
From
B 0.37 0.00 0.10 0.46 0.07
C 0.31 0.41 0.00 0.22 0.06
D 0.33 0.58 0.08 0.00 0.01
E 0.69 0.13 0.06 0.13 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:00-08:15)
From
To
A B A 0.000
32.000
15.000 139.000 21.000
C D E B 46.000
0.000
14.000
95.000
12.000
C 47.000
59.000
0.000
33.000
6.000
D 131.000 174.000 26.000
0.000
9.000
E 2.000
0.000
16.000
3.000
1.000
48
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Proportions (Veh) - Junction 1 - (08:00-08:15)
To
A B C D E A 0.00 0.15 0.07 0.67 0.10
From
B 0.28 0.00 0.08 0.57 0.07
C 0.32 0.41 0.00 0.23 0.04
D 0.39 0.51 0.08 0.00 0.03
E 0.73 0.14 0.05 0.09 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:15-08:30)
From
To
A A 0.000
B C D E B 66.000
0.000
12.000
78.000
10.000
C 60.000
47.000
0.000
33.000
11.000
D 133.000 91.000 19.000
0.000
4.000
E 4.000
0.000
73.000 26.000 139.000 20.000
22.000
1.000
1.000
Turning Proportions (Veh) - Junction 1 - (08:15-08:30)
To
A B C D E A 0.00 0.28 0.10 0.54 0.08
From
B 0.40 0.00 0.07 0.47 0.06
C 0.40 0.31 0.00 0.22 0.07
D 0.54 0.37 0.08 0.00 0.02
E 0.79 0.04 0.04 0.14 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (08:30-08:45)
From
To
A A 0.000
B C D E 114.000 28.000 122.000 21.000
B 122.000
0.000
10.000
88.000
9.000
C 55.000
0.000
29.000
5.000
D 102.000 119.000 22.000
41.000
0.000
6.000
E 1.000
0.000
19.000
0.000
1.000
Turning Proportions (Veh) - Junction 1 - (08:30-08:45)
To
A B C D E A 0.00 0.40 0.10 0.43 0.07
From
B 0.53 0.00 0.04 0.38 0.04
C 0.32 0.42 0.00 0.22 0.04
D 0.41 0.48 0.09 0.00 0.02
E 0.90 0.00 0.05 0.05 0.00
49
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Vehicle Mix
Average PCU Per Vehicle - Junction 1 - (07:45-08:00)
To
A B C D E A 1.000 1.083 1.000 1.069 1.263
From
B 1.118 1.000 1.112 1.000 1.000
C 1.000 1.000 1.000 1.000 1.000
D 1.038 1.072 1.000 1.000 1.000
E 1.222 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (07:45-08:00)
From
To
A B C D A 0.0
8.3
0.0
6.9 26.3
E B 11.8 0.0 11.2 0.0
0.0
C 0.0
0.0
0.0
0.0
0.0
D 3.8
7.2
0.0
0.0
0.0
E 22.2 0.0
0.0
0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:00-08:15)
To
A B C D E A 1.000 1.077 1.000 1.080 1.353
From
B 1.108 1.000 1.000 1.026 1.105
C 1.000 1.000 1.000 1.000 1.000
D 1.085 1.064 1.000 1.000 1.000
E 1.385 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:00-08:15)
From
To
A B C A 0.0
7.7 0.0 8.0 35.3
D E B 10.8 0.0 0.0 2.6 10.5
C 0.0
0.0 0.0 0.0
0.0
D 8.5
6.4 0.0 0.0
0.0
E 38.5 0.0 0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:15-08:30)
To
A B C D E A 1.000 1.084 1.000 1.035 1.250
From
B 1.037 1.000 1.000 1.016 1.123
C 1.000 1.000 1.000 1.000 1.000
D 1.056 1.041 1.000 1.000 1.000
E 1.333 1.000 1.000 1.000 1.000
50
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Heavy Vehicle Percentages - Junction 1 - (08:15-08:30)
To
From
A B C A 0.0
8.4 0.0 3.5 25.0
D E B 3.7
0.0 0.0 1.6 12.3
C 0.0
0.0 0.0 0.0
0.0
D 5.6
4.1 0.0 0.0
0.0
E 33.3 0.0 0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (08:30-08:45)
To
A B C D E A 1.000 1.141 1.000 1.040 1.118
B 1.091 1.000 1.000 1.056 1.142
From
C 1.000 1.000 1.000 1.000 1.000
D 1.072 1.000 1.000 1.000 1.200
E 1.266 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (08:30-08:45)
To
From
A B C D E A 0.0
14.1 0.0 4.0 11.8
B 9.1
0.0
0.0 5.6 14.2
C 0.0
0.0
0.0 0.0
D 7.2
0.0
0.0 0.0 20.0
E 26.6
0.0
0.0 0.0
0.0
0.0
Results
Results Summary for whole modelled period
Arm
Max
RFC
Max
Delay
(min)
Max
Queue
(PCU)
Max
LOS
Average
Demand
(PCU/TS)
Total
Junction
Arrivals (PCU)
Total Queueing
Delay (PCUmin)
Average
Queueing
Delay (min)
Rate Of
Queueing Delay
(PCU-min/min)
Inclusive Total
Queueing Delay
(PCU-min)
Inclusive Average
Queueing Delay
(min)
A
0.64
0.09
1.91
A
255.15
1020.61
78.88
0.08
1.31
78.94
0.08
B
0.57
0.09
1.42
A
207.79
831.18
60.64
0.07
1.01
60.67
0.07
C
0.50
0.10
0.98
A
142.25
569.00
56.34
0.10
0.94
56.36
0.10
D
0.88
0.29
6.88
C
297.22
1188.89
207.79
0.17
3.46
207.88
0.17
E
0.26
0.17
0.40
B
31.61
126.42
19.54
0.15
0.33
19.55
0.15
51
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
(Default Analysis Set) - 2019 + Dev + Com Dev
(Sensitivity Test), PM
Data Errors and Warnings
No errors or warnings
Analysis Set Details
Name
Roundabout
Capacity Model
Description
Include In
Report
Use Specific
Demand Set(s)
Specific
Demand Set
(s)
Locked
Network Flow
Scaling Factor
(%)
Network Capacity
Scaling Factor (%)
Reason For
Scaling
Factors
(Default
Analysis Set)
ARCADY
ü
100.000
100.000
Demand Set Details
Scenario
Name
Name
Time
Period Description
Name
2019 +
2019 +
Dev + Com Dev + Com
Dev
Dev
(Sensitivity (Sensitivity
Test), PM
Test)
PM
Traffic
Profile
Type
Model
Start
Time
(HH:mm)
Model
Finish
Time
(HH:mm)
DIRECT
16:00
17:00
Model
Results
Time
Single
Time
For
Segment
Time
Period
Central
Locked
Length
Segment
Length
Hour
(min)
Only
(min)
Only
Run
Automatically
ü
60
15
Use
Relatio
Relationship
Junction Network
Junctions
Junction
Name
Junction Type
Arm Order
1
(untitled)
Roundabout
A,B,C,D,E
Grade Separated Large Roundabout
Do Geometric Delay Junction Delay (min) Junction LOS
0.18
B
Junction Network Options
Driving Side
Lighting
Left
Normal/unknown
Arms
Arms
Arm
Arm
Name
Description
A
A
Huntworth Lane
B
B
Taunton Rd (S)
C
C
Campion Way
D
D
Taunton Rd (N)
E
E
Huntworth Business Park Access
Capacity Options
Arm
Minimum Capacity (PCU/TS)
Maximum Capacity (PCU/TS)
A
0.00
24999.75
Assume Flat Start Profile Initial Queue (PCU)
0.00
B
0.00
24999.75
0.00
C
0.00
24999.75
0.00
D
0.00
24999.75
0.00
E
0.00
24999.75
0.00
52
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Roundabout Geometry
Arm
V - Approach road halfwidth (m)
E - Entry width
(m)
l' - Effective flare
length (m)
R - Entry radius
(m)
D - Inscribed circle
diameter (m)
PHI - Conflict (entry) angle
(deg)
Exit
Only
A
7.50
B
4.10
7.90
5.00
20.30
77.50
29.00
9.80
19.10
18.60
77.50
23.00
C
3.70
7.00
28.60
20.00
77.50
22.50
D
7.30
7.30
0.00
20.70
77.50
49.00
E
3.60
6.00
10.42
18.20
77.50
48.00
Slope / Intercept / Capacity
Roundabout Slope and Intercept used in model
Arm
Enter slope and intercept directly Entered slope
Entered intercept (PCU/TS) Final Slope
Final Intercept (PCU/TS)
A
(calculated)
(calculated)
0.581
594.732
B
(calculated)
(calculated)
0.553
542.387
C
(calculated)
(calculated)
0.514
474.886
D
(calculated)
(calculated)
0.519
517.432
E
(calculated)
(calculated)
0.420
351.966
The slope and intercept shown above include any corrections and adjustments.
Traffic Flows
Demand Set Data Options
Default
Vehicle
Mix
Vehicle
Mix Varies
Over Time
Vehicle
Mix Varies
Over Turn
Vehicle Mix
Varies
Over Entry
Vehicle Mix
Source
PCU
Factor for
a HV
(PCU)
Default
Turning
Proportions
Estimate
from
entry/exit
counts
Turning
Proportions
Vary Over Time
Turning
Proportions
Vary Over Turn
Turning
Proportions
Vary Over Entry
ü
ü
ü
HV
Percentages
2.00
ü
ü
ü
Entry Flows
General Flows Data
Arm
Profile Type Use Turning Counts Average Demand Flow (Veh/TS) Flow Scaling Factor (%)
A
DIRECT
ü
N/A
100.000
B
DIRECT
ü
N/A
100.000
C
DIRECT
ü
N/A
100.000
D
DIRECT
ü
N/A
100.000
E
DIRECT
ü
N/A
100.000
53
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Proportions
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:00-16:15)
From
To
A B C D E A 0.000
49.000
33.000
94.000
25.000
B 65.000
0.000
57.000 150.000 29.000
C 17.000
25.000
0.000
16.000
4.000
D 71.000 132.000 36.000
0.000
4.000
E 76.000
5.000
0.000
3.000
3.000
Turning Proportions (Veh) - Junction 1 - (16:00-16:15)
To
A B C D E A 0.00 0.24 0.16 0.47 0.12
From
B 0.22 0.00 0.19 0.50 0.10
C 0.27 0.40 0.00 0.26 0.06
D 0.29 0.54 0.15 0.00 0.02
E 0.87 0.03 0.03 0.06 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:15-16:30)
To
From
A B C D E A 0.000
44.000
39.000
88.000
26.000
B 85.000
0.000
62.000 159.000 38.000
C 19.000
22.000
0.000
14.000
7.000
D 140.000 140.000 44.000
0.000
2.000
E 2.000
0.000
64.000
3.000
5.000
Turning Proportions (Veh) - Junction 1 - (16:15-16:30)
To
A B C D E A 0.00 0.22 0.20 0.45 0.13
From
B 0.25 0.00 0.18 0.46 0.11
C 0.31 0.35 0.00 0.23 0.11
D 0.43 0.43 0.13 0.00 0.01
E 0.86 0.04 0.07 0.03 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:30-16:45)
From
To
A B C D E A 0.000
90.000
39.000
78.000
22.000
B 78.000
0.000
48.000 124.000 23.000
C 21.000
26.000
0.000
19.000
4.000
D 76.000 106.000 48.000
0.000
4.000
E 63.000
4.000
0.000
1.000
3.000
54
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Turning Proportions (Veh) - Junction 1 - (16:30-16:45)
To
A B C D E A 0.00 0.39 0.17 0.34 0.10
From
B 0.29 0.00 0.18 0.45 0.08
C 0.30 0.37 0.00 0.27 0.06
D 0.32 0.45 0.21 0.00 0.02
E 0.89 0.01 0.04 0.06 0.00
Turning Counts / Proportions (Veh/ TS) - Junction 1 - (16:45-17:00)
From
To
A B A 0.000
67.000
42.000 87.000 32.000
B 90.000
0.000
73.000 93.000 34.000
C 24.000
32.000
0.000
16.000
8.000
D 102.000 121.000 44.000
0.000
5.000
E 5.000
0.000
47.000
C 1.000
D 5.000
E Turning Proportions (Veh) - Junction 1 - (16:45-17:00)
To
A B C D E A 0.00 0.29 0.18 0.38 0.14
From
B 0.31 0.00 0.25 0.32 0.12
C 0.30 0.40 0.00 0.20 0.10
D 0.38 0.44 0.16 0.00 0.02
E 0.81 0.02 0.09 0.09 0.00
Vehicle Mix
Average PCU Per Vehicle - Junction 1 - (16:00-16:15)
To
A B C D E A 1.000 1.127 1.000 1.053 1.200
From
B 1.038 1.000 1.022 1.025 1.000
C 1.000 1.000 1.000 1.000 1.000
D 1.053 1.047 1.000 1.000 1.000
E 1.131 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:00-16:15)
From
To
A A 0.0
12.7 0.0 5.3 20.0
B C D E B 3.8
0.0
2.2 2.5
0.0
C 0.0
0.0
0.0 0.0
0.0
D 5.3
4.7
0.0 0.0
0.0
E 13.1
0.0
0.0 0.0
0.0
55
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Average PCU Per Vehicle - Junction 1 - (16:15-16:30)
To
A B C D E A 1.000 1.113 1.000 1.141 1.286
From
B 1.015 1.000 1.000 1.062 1.161
C 1.000 1.056 1.000 1.000 1.000
D 1.018 1.089 1.000 1.000 1.000
E 1.173 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:15-16:30)
From
To
A A 0.0
11.3 0.0 14.1 28.6
B C D E B 1.5
0.0
0.0
6.2
16.1
C 0.0
5.6
0.0
0.0
0.0
D 1.8
8.9
0.0
0.0
0.0
E 17.3
0.0
0.0
0.0
0.0
Average PCU Per Vehicle - Junction 1 - (16:30-16:45)
To
A B C D E A 1.000 1.275 1.000 1.095 1.056
From
B 1.080 1.000 1.000 1.020 1.110
C 1.000 1.000 1.000 1.000 1.000
D 1.115 1.035 1.000 1.000 1.000
E 1.235 1.000 1.000 1.000 1.000
Heavy Vehicle Percentages - Junction 1 - (16:30-16:45)
From
To
A B D E A 0.0
27.5 0.0 9.5
C 5.6
B 8.0
0.0
0.0 2.0 11.0
C 0.0
0.0
0.0 0.0
0.0
D 11.5
3.5
0.0 0.0
0.0
E 23.5
0.0
0.0 0.0
0.0
Average PCU Per Vehicle - Junction 1 - (16:45-17:00)
To
A B C D E A 1.000 1.110 1.000 1.114 1.269
From
B 1.069 1.000 1.000 1.027 1.184
C 1.000 1.000 1.000 1.000 1.000
D 1.085 1.031 1.000 1.000 1.000
E 1.211 1.000 1.000 1.000 1.000
56
Generated on 20/08/2014 15:16:43 using Junctions 8 (8.0.4.487)
Heavy Vehicle Percentages - Junction 1 - (16:45-17:00)
To
From
A B A 0.0
11.0 0.0 11.4 26.9
C D E B 6.9
0.0
0.0
2.7
18.4
C 0.0
0.0
0.0
0.0
0.0
D 8.5
3.1
0.0
0.0
0.0
E 21.1
0.0
0.0
0.0
0.0
Results
Results Summary for whole modelled period
Arm
Max
RFC
Max
Delay
(min)
Max
Queue
(PCU)
Max
LOS
Average
Demand
(PCU/TS)
Total
Junction
Arrivals (PCU)
Total Queueing
Delay (PCUmin)
Average
Queueing
Delay (min)
Rate Of
Queueing Delay
(PCU-min/min)
Inclusive Total
Queueing Delay
(PCU-min)
Inclusive Average
Queueing Delay
(min)
A
0.54
0.08
1.35
A
238.82
955.29
67.39
0.07
1.12
67.42
0.07
B
0.86
0.25
5.90
B
314.71
1258.84
186.61
0.15
3.11
186.76
0.15
C
0.28
0.08
0.39
A
68.81
275.23
19.70
0.07
0.33
19.71
0.07
D
0.84
0.21
4.91
B
281.17
1124.67
148.15
0.13
2.47
148.29
0.13
E
0.54
0.24
1.31
B
83.94
335.76
60.03
0.18
1.00
60.05
0.18
57
FMW1469 – Huntworth Roundabout, Bridgwater
TN01 – Discharge of Condition 27
August 2014
APPENDIX E
ARCADY Measurements