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Issues
2
2
3
1
2
1
3
2
P
a
th
(u
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)
Issues
D
r
a
i
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ED
Bdy
C
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8
2
Electricity Distribution Site
St Margaret's Roman Catholic School
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Issues
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7
4
Issues
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3
3
Pwll y Gerwyn
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166.89
167.52
1
6
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167.10
166.88
166.58
166.07
166.25
165.79
164.89
163.18
161.74
160.76
160.40
160.11
159.43
158.60
157.13
154.90
152.30
150.60
TP
TP
150.35
151.33
150.76
149.55
151.47
152.93
154.25
155.86
157.85
159.35
160.35
161.48
162.72
164.01
165.82
167.12
166.63
165.76
164.22
162.59
161.61
160.46
161.26
162.21
162.93
164.33
165.96
164.20
163.08
162.40
161.40
160.53
159.92
158.84
159.63
160.32
161.11
162.17
159.51
158.77
157.92
157.28
154.74
156.10
157.06
154.95
153.55
152.56
152.09
153.46
154.79
1
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161.15
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1
6
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9
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158.69
156.11
154.53
TP
156.17
157.55
158.91
160.38
160.61
160.60
161.28
163.49
164.75
164.61
163.27
162.23162.23
RS
RS
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1
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5
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168.29
168.26
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168.58
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168.23
167.88
168.04
168.16
168.05
1
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3
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168.2
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168.0
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1
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169.18
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169.32
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167.81
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1
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TP
167.45
167.88
168.26
168.43
168.8
7
168.37
167.15
165.99
165.54
165.52
165.36
TP
165.19
166.14
1
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168.46
167.20
168.79
169.46
169.36
168.72
168.22
168.84
168.00
168.05
167.75
167.78
167.15
166.53
MH
CL 168.55
168.54
1
6
8
.5
3
168.63
168.59
167.79
168.40
168.20
167.85
167.51
TP
TP
162.88
163.49
163.99
163.26
162.11
161.85
159.86
160.39
1
6
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5
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157.3
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156.49
1
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8
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152.3
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152.69
152.77
1
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1
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3
.
1
2
1
5
6
.
2
4
162.18
161.37
159.82
158.76
158.12
157.17
155.47
153.92
152.29
151.04
151.91
153.87
155.10
156.57
158.06
159.60
163.19
162.51
160.77
159.13
157.32
155.56
154.34
152.62
152.49
153.71
155.25
156.98
159.17
160.81
162.96
164.31
162.85
161.06
159.45
158.44
156.99
154.86
153.48
152.60
152.86
153.84
155.27
156.65
158.13
159.10
TP
160.24
160.31
159.22
158.20
TP
156.48
154.79
164.16
162.61
161.44
1
6
1
.
4
3
1
6
1
.3
7
161.05
160.66
160.65
159.94
158.64
158.71
159.10
158.91
158.64
158.43
160.40
161.07
161.35
161.35
160.74
161.99
162.96
163.79
163.83
164.62
165.75
166.82
167.75
168.50
168.67
168.71
168.67
168.67
169.54
169.37
168.18
165.20
162.60
161.60
161.24
161.33
160.13
160.17
161.30
162.10
162.56
163.23
165.34
167.53
169.23
167.89
166.27
164.51
163.30
162.69
161.78
160.50
160.59
161.88
162.81
163.59
164.46
165.79
167.24
168.65
169.31
168.84
168.77
168.12
166.79
165.29
164.16
163.58
162.64
161.61
162.01
163.13
163.70
164.10
164.93
166.17
167.83
167.84
166.36
165.04
164.13
163.56
163.02
STN1
STN2STN2
STN13
STN12STN12
STN11
STN10STN10
1
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(disused)
FB
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Play Area
St Margaret's Roman Catholic School
C
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C
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11
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166.89
167.52
1
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167.10
166.88
166.58
166.07
166.25
165.79
164.89
163.18
161.74
160.76
160.40
160.11
165.82
167.12
166.63
165.76
164.22
162.59
161.61
160.46
161.26
162.21
162.93
164.33
165.96
164.20
163.08
162.40
RS
RS
ST
1
6
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1
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4
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5
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1
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1
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4
4
1
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3
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168.29
168.26
1
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4
1
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6
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1
6
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1
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3
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1
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1
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1
1
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1
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4
1
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5
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168.58
1
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4
1
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7
1
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1
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1
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3
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4
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5
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5
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5
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5
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5
6
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5
3
1
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9
.
5
3
1
6
9
.
5
4
1
6
9
.
5
9
FH
168.23
167.88
168.04
168.16 168.0
5
1
6
8
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1
1
6
8
.
3
9
1
6
8
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4
1
6
8
.
5
1
1
6
8
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8
1
6
8
.
7
7
1
6
8
.
9
1
168.25
168.07
1
6
8
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7
1
6
8
.
3
1
1
6
8
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7
1
6
8
.
6
2
1
6
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1
6
9
.
0
5
1
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9
.
2
4
E
L
1
7
2
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9
R
L
1
7
4
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2
TP
1
6
9
.
2
6
1
6
9
.
2
6
IC
1
6
9
.
1
2
1
6
9
.
1
7
RS
169.18
1
6
9
.1
3
1
6
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1
6
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0
6
1
6
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0
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1
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1
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1
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1
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1
6
1
6
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.
2
8
1
6
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.2
5
1
6
9
.
2
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169.32
1
6
8
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1
169.08
1
6
9
.
1
0
1
6
9
.
1
1
1
6
9
.
2
4
1
6
9
.
2
6
1
6
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.
1
2
1
6
9
.
1
0
1
6
9
.
2
6
BD
1
6
9
.
6
2
1
6
9
.
6
4
BD
1
6
9
.
5
4
1
6
9
.
5
7
RS
RS
1
6
9
.
6
2
RS
1
6
7
.
2
2
1
6
7
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6
1
6
8
.
1
6
1
6
7
.4
5
1
6
7
.2
1
1
6
7
.
1
8
TP
167.45
167.88
168.26
168.43
168.87 168.37
167.15
168.46
168.79
169.46
168.22
168.84
168.00
168.05
167.75
167.78
167.15
166.53
MH
CL 168.55
168.54
1
6
8
.5
3
168.63
168.59
167.79
168.40
168.20
167.85
167.51
TP
1
6
9
.1
3
1
6
9
.0
1
169.25
169.27
169.54
1
6
9
.2
8
1
6
9
.6
3
1
6
9
.
7
4
1
6
9
.4
6
GY
CL 169.37
1
6
9
.3
4
1
6
9
.
3
2
1
6
9
.
2
1
1
6
9
.
4
5
1
6
9
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3
1
7
0
.
7
3
GY
CL 170.44
BT
GY
CL 169.53
1
6
9
.
5
9
1
6
9
.
4
0
STN1
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Structural & Civil Engineering Consultants
First Floor7 St James CrescentSwanseaSA16DP
Telephone +44 1792 473 182e-mail [email protected] www.cb3consult.co.uk
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CB3 Consult Ltd Page 17 St James Crescent CWM FARMSwansea DRAINAGE STRATEGYWales SA1 6DP 100YR + 30% OUTFALL 1Date 22/08/2019 Designed by DFFile C1239- NETWORK ONLY.MDX Checked by DHXP Solutions Network 2018.1.1
STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm 2
©1982-2018 Innovyze
Pipe Sizes STANDARD Manhole Sizes STANDARD
FSR Rainfall Model - England and WalesReturn Period (years) 2 PIMP (%) 100
M5-60 (mm) 20.700 Add Flow / Climate Change (%) 0Ratio R 0.200 Minimum Backdrop Height (m) 0.200
Maximum Rainfall (mm/hr) 50 Maximum Backdrop Height (m) 1.500Maximum Time of Concentration (mins) 30 Min Design Depth for Optimisation (m) 1.200
Foul Sewage (l/s/ha) 0.000 Min Vel for Auto Design only (m/s) 1.00Volumetric Runoff Coeff. 0.750 Min Slope for Optimisation (1:X) 500
Designed with Level Soffits
Time Area Diagram for Storm 2
Time(mins)
Area(ha)
Time(mins)
Area(ha)
Time(mins)
Area(ha)
0-4 0.296 4-8 0.280 8-12 0.004
Total Area Contributing (ha) = 0.580
Total Pipe Volume (m³) = 16.057
Network Design Table for Storm 2
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
2.000 21.167 0.800 26.5 0.075 5.00 0.0 0.600 o 225 Pipe/Conduit2.001 67.760 0.500 135.5 0.055 0.00 0.0 0.600 o 225 Pipe/Conduit2.002 52.853 1.400 37.8 0.115 0.00 0.0 0.600 o 225 Pipe/Conduit2.003 22.564 1.700 13.3 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit2.004 25.071 1.000 25.1 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit2.005 39.711 1.100 36.1 0.153 0.00 0.0 0.600 o 225 Pipe/Conduit2.006 27.127 0.900 30.1 0.032 0.00 0.0 0.600 o 225 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
2.000 50.00 5.14 167.300 0.075 0.0 0.0 0.0 2.55 101.5 10.22.001 47.47 6.15 166.500 0.130 0.0 0.0 0.0 1.12 44.6 16.72.002 46.39 6.56 166.000 0.245 0.0 0.0 0.0 2.14 84.9 30.82.003 46.13 6.66 164.600 0.245 0.0 0.0 0.0 3.61 143.6 30.82.004 45.74 6.82 162.900 0.245 0.0 0.0 0.0 2.62 104.3 30.82.005 45.01 7.12 161.900 0.398 0.0 0.0 0.0 2.18 86.9 48.52.006 44.57 7.31 160.800 0.430 0.0 0.0 0.0 2.39 95.1 51.9
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Network Design Table for Storm 2
©1982-2018 Innovyze
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
2.007 20.943 0.400 52.4 0.017 0.00 0.0 0.600 o 225 Pipe/Conduit
3.000 31.704 2.000 15.9 0.120 5.00 0.0 0.600 o 225 Pipe/Conduit
2.008 18.572 0.100 185.7 0.013 0.00 0.0 0.600 o 300 Pipe/Conduit2.009 20.004 0.100 200.0 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit2.010 12.828 0.100 128.3 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit2.011 3.548 0.085 41.7 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
2.007 44.14 7.51 159.900 0.447 0.0 0.0 0.0 1.81 72.0 53.4
3.000 50.00 5.16 161.500 0.120 0.0 0.0 0.0 3.30 131.3 16.2
2.008 43.55 7.77 159.500 0.580 0.0 0.0 0.0 1.15 81.3 68.42.009 42.92 8.08 159.400 0.580 0.0 0.0 0.0 1.11 78.3 68.42.010 42.61 8.23 159.300 0.580 0.0 0.0 0.0 1.39 98.0 68.42.011 42.55 8.26 159.200 0.580 0.0 0.0 0.0 2.03 80.7 68.4
Free Flowing Outfall Details for Storm 2
OutfallPipe Number
OutfallName
C. Level(m)
I. Level(m)
MinI. Level
(m)
D,L(mm)
W(mm)
2.011 160.000 159.115 159.000 0 0
CB3 Consult Ltd Page 37 St James Crescent CWM FARMSwansea DRAINAGE STRATEGYWales SA1 6DP 100YR + 30% OUTFALL 1Date 22/08/2019 Designed by DFFile C1239- NETWORK ONLY.MDX Checked by DHXP Solutions Network 2018.1.1
Online Controls for Storm 2
©1982-2018 Innovyze
Hydro-Brake® Optimum Manhole: S12-HB, DS/PN: 2.003, Volume (m³): 3.9
Unit Reference MD-SHE-0064-2000-1200-2000Design Head (m) 1.200
Design Flow (l/s) 2.0Flush-Flo™ CalculatedObjective Minimise upstream storage
Application SurfaceSump Available YesDiameter (mm) 64
Invert Level (m) 164.600Minimum Outlet Pipe Diameter (mm) 100Suggested Manhole Diameter (mm) 1200
Control Points Head (m) Flow (l/s)
Design Point (Calculated) 1.200 2.0Flush-Flo™ 0.282 1.8Kick-Flo® 0.573 1.4
Mean Flow over Head Range - 1.6
The hydrological calculations have been based on the Head/Discharge relationship for theHydro-Brake® Optimum as specified. Should another type of control device other than aHydro-Brake Optimum® be utilised then these storage routing calculations will beinvalidated
Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)
0.100 1.5 1.200 2.0 3.000 3.0 7.000 4.50.200 1.7 1.400 2.1 3.500 3.3 7.500 4.70.300 1.8 1.600 2.3 4.000 3.5 8.000 4.80.400 1.7 1.800 2.4 4.500 3.7 8.500 5.00.500 1.6 2.000 2.5 5.000 3.9 9.000 5.10.600 1.5 2.200 2.6 5.500 4.0 9.500 5.20.800 1.7 2.400 2.7 6.000 4.21.000 1.8 2.600 2.8 6.500 4.4
Hydro-Brake® Optimum Manhole: S17-HB, DS/PN: 2.010, Volume (m³): 2.7
Unit Reference MD-SHE-0160-1200-0900-1200Design Head (m) 0.900
Design Flow (l/s) 12.0Flush-Flo™ CalculatedObjective Minimise upstream storage
Application SurfaceSump Available YesDiameter (mm) 160
Invert Level (m) 159.300Minimum Outlet Pipe Diameter (mm) 225Suggested Manhole Diameter (mm) 1200
CB3 Consult Ltd Page 47 St James Crescent CWM FARMSwansea DRAINAGE STRATEGYWales SA1 6DP 100YR + 30% OUTFALL 1Date 22/08/2019 Designed by DFFile C1239- NETWORK ONLY.MDX Checked by DHXP Solutions Network 2018.1.1
Hydro-Brake® Optimum Manhole: S17-HB, DS/PN: 2.010, Volume (m³): 2.7
©1982-2018 Innovyze
Control Points Head (m) Flow (l/s)
Design Point (Calculated) 0.900 12.0Flush-Flo™ 0.291 12.0Kick-Flo® 0.635 10.2
Mean Flow over Head Range - 10.2
The hydrological calculations have been based on the Head/Discharge relationship for theHydro-Brake® Optimum as specified. Should another type of control device other than aHydro-Brake Optimum® be utilised then these storage routing calculations will beinvalidated
Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)
0.100 5.7 1.200 13.7 3.000 21.3 7.000 31.90.200 11.7 1.400 14.8 3.500 22.9 7.500 33.00.300 12.0 1.600 15.7 4.000 24.4 8.000 34.10.400 11.8 1.800 16.7 4.500 25.8 8.500 35.10.500 11.5 2.000 17.5 5.000 27.2 9.000 36.10.600 10.7 2.200 18.3 5.500 28.4 9.500 36.90.800 11.3 2.400 19.1 6.000 29.71.000 12.6 2.600 19.8 6.500 30.8
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Storage Structures for Storm 2
©1982-2018 Innovyze
Tank or Pond Manhole: S12-HB, DS/PN: 2.003
Invert Level (m) 164.600
Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)
0.000 200.0 0.800 370.0 0.801 0.0
Tank or Pond Manhole: S17-HB, DS/PN: 2.010
Invert Level (m) 159.400
Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)
0.000 215.0 0.800 385.0 0.801 0.0
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Summary of Critical Results by Maximum Level (Rank 1) for Storm 2
©1982-2018 Innovyze
Simulation CriteriaAreal Reduction Factor 1.000 Additional Flow - % of Total Flow 0.000
Hot Start (mins) 0 MADD Factor * 10m³/ha Storage 2.000Hot Start Level (mm) 0 Inlet Coeffiecient 0.800
Manhole Headloss Coeff (Global) 0.500 Flow per Person per Day (l/per/day) 0.000Foul Sewage per hectare (l/s) 0.000
Number of Input Hydrographs 0 Number of Storage Structures 2Number of Online Controls 2 Number of Time/Area Diagrams 0Number of Offline Controls 0 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR Ratio R 0.200
Region England and Wales Cv (Summer) 0.750M5-60 (mm) 20.600 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 300.0 DVD Status OFFAnalysis Timestep Fine Inertia Status OFF
DTS Status ON
Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600,
720, 960, 1440Return Period(s) (years) 100
Climate Change (%) 30
PNUS/MHName Storm
ReturnPeriod
ClimateChange
First (X)Surcharge
First (Y)Flood
First (Z)Overflow
OverflowAct.
2.000 S9 15 Winter 100 +30%2.001 S10 15 Winter 100 +30% 100/15 Summer2.002 S11 15 Winter 100 +30% 100/15 Summer2.003 S12-HB 1440 Winter 100 +30% 100/15 Winter2.004 S13 1440 Winter 100 +30%2.005 S14 15 Winter 100 +30% 100/15 Summer2.006 S15 15 Winter 100 +30% 100/15 Summer2.007 S16 15 Winter 100 +30% 100/15 Summer3.000 S19 15 Winter 100 +30%2.008 S16A 15 Winter 100 +30% 100/15 Summer2.009 S16B 15 Winter 100 +30% 100/15 Summer2.010 S17-HB 240 Winter 100 +30% 100/15 Summer2.011 S18 480 Summer 100 +30%
PNUS/MHName
Water Level(m)
SurchargedDepth(m)
FloodedVolume(m³)
Flow /Cap.
Overflow(l/s)
PipeFlow(l/s) Status
LevelExceeded
2.000 S9 167.404 -0.121 0.000 0.38 35.1 OK2.001 S10 167.314 0.589 0.000 1.20 52.0 SURCHARGED
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Summary of Critical Results by Maximum Level (Rank 1) for Storm 2
©1982-2018 Innovyze
2.002 S11 166.566 0.341 0.000 1.11 90.7 SURCHARGED2.003 S12-HB 166.032 1.207 0.000 0.02 2.2 FLOOD RISK2.004 S13 162.923 -0.202 0.000 0.02 2.2 OK2.005 S14 162.275 0.150 0.000 0.87 71.7 SURCHARGED2.006 S15 161.620 0.595 0.000 0.85 74.7 SURCHARGED2.007 S16 160.973 0.848 0.000 1.24 81.2 SURCHARGED3.000 S19 161.607 -0.118 0.000 0.46 56.1 OK2.008 S16A 160.365 0.565 0.000 1.92 135.1 SURCHARGED2.009 S16B 159.982 0.282 0.000 1.99 135.6 SURCHARGED2.010 S17-HB 159.941 0.341 0.000 0.15 12.0 SURCHARGED2.011 S18 159.282 -0.143 0.000 0.29 12.0 OK
PNUS/MHName
Water Level(m)
SurchargedDepth(m)
FloodedVolume(m³)
Flow /Cap.
Overflow(l/s)
PipeFlow(l/s) Status
LevelExceeded
CB3 Consult Ltd Page 17 St James Crescent CWM FARMSwansea DRAINAGE STRATEGYWales SA1 6DP 100YR + 30% OUTFALL 2Date 22/08/2019 Designed by DFFile C1239- NETWORK ONLY.MDX Checked by DHXP Solutions Network 2018.1.1
STORM SEWER DESIGN by the Modified Rational Method
Design Criteria for Storm
©1982-2018 Innovyze
Pipe Sizes STANDARD Manhole Sizes STANDARD
FSR Rainfall Model - England and WalesReturn Period (years) 2 PIMP (%) 100
M5-60 (mm) 20.700 Add Flow / Climate Change (%) 0Ratio R 0.200 Minimum Backdrop Height (m) 0.200
Maximum Rainfall (mm/hr) 50 Maximum Backdrop Height (m) 1.500Maximum Time of Concentration (mins) 30 Min Design Depth for Optimisation (m) 1.200
Foul Sewage (l/s/ha) 0.000 Min Vel for Auto Design only (m/s) 1.00Volumetric Runoff Coeff. 0.750 Min Slope for Optimisation (1:X) 500
Designed with Level Soffits
Time Area Diagram for Storm
Time(mins)
Area(ha)
Time(mins)
Area(ha)
0-4 0.577 4-8 0.434
Total Area Contributing (ha) = 1.011
Total Pipe Volume (m³) = 35.665
Network Design Table for Storm
« - Indicates pipe capacity < flow
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
2.000 35.486 2.200 16.1 0.090 5.00 0.0 0.600 o 225 Pipe/Conduit2.001 18.036 0.700 25.8 0.040 0.00 0.0 0.600 o 225 Pipe/Conduit2.002 28.230 0.450 62.7 0.031 0.00 0.0 0.600 o 225 Pipe/Conduit2.003 16.910 0.150 112.7 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit2.004 36.515 1.300 28.1 0.082 0.00 0.0 0.600 o 225 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
2.000 50.00 5.18 157.800 0.090 0.0 0.0 0.0 3.27 130.2 12.22.001 49.94 5.30 155.600 0.130 0.0 0.0 0.0 2.59 102.9 17.62.002 49.07 5.58 154.900 0.161 0.0 0.0 0.0 1.65 65.8 21.42.003 48.41 5.81 154.450 0.161 0.0 0.0 0.0 1.23 48.9 21.42.004 47.72 6.06 154.300 0.243 0.0 0.0 0.0 2.48 98.5 31.4
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Network Design Table for Storm
©1982-2018 Innovyze
PN Length(m)
Fall(m)
Slope(1:X)
I.Area(ha)
T.E.(mins)
BaseFlow (l/s)
k(mm)
HYDSECT
DIA(mm)
Section Type AutoDesign
3.000 117.204 2.800 41.9 0.000 5.00 0.0 0.600 o 225 Pipe/Conduit3.001 111.749 4.900 22.8 0.122 0.00 0.0 0.600 o 225 Pipe/Conduit3.002 100.073 3.300 30.3 0.103 0.00 0.0 0.600 o 225 Pipe/Conduit
4.000 90.248 4.700 19.2 0.000 5.00 0.0 0.600 o 225 Pipe/Conduit4.001 48.318 3.000 16.1 0.089 0.00 0.0 0.600 o 225 Pipe/Conduit4.002 54.671 1.900 28.8 0.066 0.00 0.0 0.600 o 225 Pipe/Conduit
3.003 46.395 2.300 20.2 0.140 0.00 0.0 0.600 o 225 Pipe/Conduit3.004 9.568 0.100 95.7 0.050 0.00 0.0 0.600 o 225 Pipe/Conduit
2.005 37.660 0.200 188.3 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit
5.000 50.481 4.400 11.5 0.128 5.00 0.0 0.600 o 225 Pipe/Conduit5.001 23.837 0.600 39.7 0.070 0.00 0.0 0.600 o 225 Pipe/Conduit
2.006 23.120 0.200 115.6 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit2.007 17.160 2.600 6.6 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit
Network Results Table
PN Rain(mm/hr)
T.C.(mins)
US/IL(m)
Σ I.Area(ha)
Σ BaseFlow (l/s)
Foul(l/s)
Add Flow(l/s)
Vel(m/s)
Cap(l/s)
Flow(l/s)
3.000 47.97 5.96 166.400 0.000 0.0 0.0 0.0 2.03 80.6 0.03.001 46.18 6.64 163.600 0.122 0.0 0.0 0.0 2.75 109.4 15.33.002 44.51 7.34 158.700 0.225 0.0 0.0 0.0 2.38 94.8 27.1
4.000 49.31 5.50 165.000 0.000 0.0 0.0 0.0 3.00 119.3 0.04.001 48.59 5.75 160.300 0.089 0.0 0.0 0.0 3.28 130.3 11.74.002 47.55 6.12 157.300 0.155 0.0 0.0 0.0 2.45 97.3 20.0
3.003 43.92 7.60 155.400 0.520 0.0 0.0 0.0 2.93 116.4 61.93.004 43.67 7.72 153.100 0.570 0.0 0.0 0.0 1.34 53.2« 67.4
2.005 42.30 8.38 153.000 0.813 0.0 0.0 0.0 0.95 37.8« 93.1
5.000 50.00 5.22 157.900 0.128 0.0 0.0 0.0 3.88 154.5 17.35.001 49.59 5.41 153.500 0.198 0.0 0.0 0.0 2.08 82.8 26.6
2.006 41.79 8.65 152.800 1.011 0.0 0.0 0.0 1.46 103.3« 114.42.007 41.70 8.69 152.600 1.011 0.0 0.0 0.0 6.16 435.2 114.4
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Free Flowing Outfall Details for Storm
©1982-2018 Innovyze
OutfallPipe Number
OutfallName
C. Level(m)
I. Level(m)
MinI. Level
(m)
D,L(mm)
W(mm)
2.007 OUTFALL 2 151.000 150.000 150.000 0 0
CB3 Consult Ltd Page 47 St James Crescent CWM FARMSwansea DRAINAGE STRATEGYWales SA1 6DP 100YR + 30% OUTFALL 2Date 22/08/2019 Designed by DFFile C1239- NETWORK ONLY.MDX Checked by DHXP Solutions Network 2018.1.1
Online Controls for Storm
©1982-2018 Innovyze
Hydro-Brake® Optimum Manhole: S25-HB, DS/PN: 2.004, Volume (m³): 2.0
Unit Reference MD-SHE-0105-5000-1050-5000Design Head (m) 1.050
Design Flow (l/s) 5.0Flush-Flo™ CalculatedObjective Minimise upstream storage
Application SurfaceSump Available YesDiameter (mm) 105
Invert Level (m) 154.300Minimum Outlet Pipe Diameter (mm) 150Suggested Manhole Diameter (mm) 1200
Control Points Head (m) Flow (l/s)
Design Point (Calculated) 1.050 5.0Flush-Flo™ 0.313 5.0Kick-Flo® 0.667 4.1
Mean Flow over Head Range - 4.3
The hydrological calculations have been based on the Head/Discharge relationship for theHydro-Brake® Optimum as specified. Should another type of control device other than aHydro-Brake Optimum® be utilised then these storage routing calculations will beinvalidated
Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)
0.100 3.5 1.200 5.3 3.000 8.2 7.000 12.20.200 4.8 1.400 5.7 3.500 8.8 7.500 12.60.300 5.0 1.600 6.1 4.000 9.4 8.000 13.00.400 4.9 1.800 6.4 4.500 9.9 8.500 13.40.500 4.8 2.000 6.7 5.000 10.4 9.000 13.80.600 4.5 2.200 7.1 5.500 10.9 9.500 14.10.800 4.4 2.400 7.3 6.000 11.31.000 4.9 2.600 7.6 6.500 11.8
Orifice Manhole: S2, DS/PN: 3.001, Volume (m³): 6.4
Diameter (m) 0.050 Discharge Coefficient 0.600 Invert Level (m) 163.600
Orifice Manhole: S3, DS/PN: 3.002, Volume (m³): 6.2
Diameter (m) 0.060 Discharge Coefficient 0.600 Invert Level (m) 158.700
Orifice Manhole: S7, DS/PN: 4.001, Volume (m³): 5.4
Diameter (m) 0.075 Discharge Coefficient 0.600 Invert Level (m) 160.300
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Orifice Manhole: S8, DS/PN: 4.002, Volume (m³): 3.7
©1982-2018 Innovyze
Diameter (m) 0.100 Discharge Coefficient 0.600 Invert Level (m) 157.300
Orifice Manhole: S4, DS/PN: 3.003, Volume (m³): 7.9
Diameter (m) 0.150 Discharge Coefficient 0.600 Invert Level (m) 155.400
Orifice Manhole: S5, DS/PN: 3.004, Volume (m³): 3.6
Diameter (m) 0.150 Discharge Coefficient 0.600 Invert Level (m) 153.100
Hydro-Brake® Optimum Manhole: S27-HB, DS/PN: 2.006, Volume (m³): 5.4
Unit Reference MD-SHE-0190-1800-1000-1800Design Head (m) 1.000
Design Flow (l/s) 18.0Flush-Flo™ CalculatedObjective Minimise upstream storage
Application SurfaceSump Available YesDiameter (mm) 190
Invert Level (m) 152.800Minimum Outlet Pipe Diameter (mm) 225Suggested Manhole Diameter (mm) 1500
Control Points Head (m) Flow (l/s)
Design Point (Calculated) 1.000 18.0Flush-Flo™ 0.332 18.0Kick-Flo® 0.714 15.3
Mean Flow over Head Range - 15.2
The hydrological calculations have been based on the Head/Discharge relationship for theHydro-Brake® Optimum as specified. Should another type of control device other than aHydro-Brake Optimum® be utilised then these storage routing calculations will beinvalidated
Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)
0.100 6.6 1.200 19.6 3.000 30.4 7.000 45.80.200 17.2 1.400 21.1 3.500 32.8 7.500 47.40.300 18.0 1.600 22.5 4.000 34.9 8.000 48.90.400 17.9 1.800 23.8 4.500 37.0 8.500 50.30.500 17.5 2.000 25.0 5.000 38.9 9.000 51.70.600 17.0 2.200 26.2 5.500 40.8 9.500 53.10.800 16.2 2.400 27.3 6.000 42.51.000 18.0 2.600 28.4 6.500 44.2
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Storage Structures for Storm
©1982-2018 Innovyze
Complex Manhole: S24, DS/PN: 2.003
Tank or Pond
Invert Level (m) 154.455
Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)
0.000 110.0 0.800 250.0 0.801 0.0
Tank or Pond
Invert Level (m) 154.455
Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)
0.000 47.0 0.600 108.0 0.601 0.0
Porous Car Park Manhole: S2, DS/PN: 3.001
Infiltration Coefficient Base (m/hr) 0.00000 Width (m) 2.8Membrane Percolation (mm/hr) 1000 Length (m) 130.0
Max Percolation (l/s) 101.1 Slope (1:X) 0.0Safety Factor 2.0 Depression Storage (mm) 5
Porosity 0.30 Evaporation (mm/day) 3Invert Level (m) 164.600 Cap Volume Depth (m) 0.400
Complex Manhole: S3, DS/PN: 3.002
Porous Car Park
Infiltration Coefficient Base (m/hr) 0.00000 Width (m) 2.8Membrane Percolation (mm/hr) 1000 Length (m) 114.0
Max Percolation (l/s) 88.7 Slope (1:X) 0.0Safety Factor 2.0 Depression Storage (mm) 5
Porosity 0.30 Evaporation (mm/day) 3Invert Level (m) 158.700 Cap Volume Depth (m) 0.400
Tank or Pond
Invert Level (m) 157.700
Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)
0.000 80.0 0.600 182.0 0.601 0.0
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Porous Car Park Manhole: S7, DS/PN: 4.001
©1982-2018 Innovyze
Infiltration Coefficient Base (m/hr) 0.00000 Width (m) 2.8Membrane Percolation (mm/hr) 1000 Length (m) 90.0
Max Percolation (l/s) 70.0 Slope (1:X) 0.0Safety Factor 2.0 Depression Storage (mm) 5
Porosity 0.30 Evaporation (mm/day) 3Invert Level (m) 161.300 Cap Volume Depth (m) 0.400
Complex Manhole: S8, DS/PN: 4.002
Porous Car Park
Infiltration Coefficient Base (m/hr) 0.00000 Width (m) 2.8Membrane Percolation (mm/hr) 1000 Length (m) 48.0
Max Percolation (l/s) 37.3 Slope (1:X) 0.0Safety Factor 2.0 Depression Storage (mm) 5
Porosity 0.30 Evaporation (mm/day) 3Invert Level (m) 157.300 Cap Volume Depth (m) 0.400
Tank or Pond
Invert Level (m) 157.300
Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)
0.000 10.0 0.600 72.0 0.601 0.0
Complex Manhole: S4, DS/PN: 3.003
Porous Car Park
Infiltration Coefficient Base (m/hr) 0.00000 Width (m) 2.8Membrane Percolation (mm/hr) 1000 Length (m) 150.0
Max Percolation (l/s) 116.7 Slope (1:X) 0.0Safety Factor 2.0 Depression Storage (mm) 5
Porosity 0.30 Evaporation (mm/day) 3Invert Level (m) 155.400 Cap Volume Depth (m) 0.800
Tank or Pond
Invert Level (m) 155.400
Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)
0.000 32.0 0.600 88.0 0.601 0.0
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Porous Car Park Manhole: S5, DS/PN: 3.004
©1982-2018 Innovyze
Infiltration Coefficient Base (m/hr) 0.00000 Width (m) 2.8Membrane Percolation (mm/hr) 1000 Length (m) 55.0
Max Percolation (l/s) 42.8 Slope (1:X) 0.0Safety Factor 2.0 Depression Storage (mm) 5
Porosity 0.30 Evaporation (mm/day) 3Invert Level (m) 153.700 Cap Volume Depth (m) 0.800
Tank or Pond Manhole: S27-HB, DS/PN: 2.006
Invert Level (m) 152.900
Depth (m) Area (m²) Depth (m) Area (m²) Depth (m) Area (m²)
0.000 407.0 0.800 630.0 0.801 0.0
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Summary of Critical Results by Maximum Level (Rank 1) for Storm
©1982-2018 Innovyze
Simulation CriteriaAreal Reduction Factor 1.000 Additional Flow - % of Total Flow 0.000
Hot Start (mins) 0 MADD Factor * 10m³/ha Storage 2.000Hot Start Level (mm) 0 Inlet Coeffiecient 0.800
Manhole Headloss Coeff (Global) 0.500 Flow per Person per Day (l/per/day) 0.000Foul Sewage per hectare (l/s) 0.000
Number of Input Hydrographs 0 Number of Storage Structures 8Number of Online Controls 8 Number of Time/Area Diagrams 0Number of Offline Controls 0 Number of Real Time Controls 0
Synthetic Rainfall DetailsRainfall Model FSR Ratio R 0.200
Region England and Wales Cv (Summer) 0.750M5-60 (mm) 20.600 Cv (Winter) 0.840
Margin for Flood Risk Warning (mm) 300.0 DVD Status OFFAnalysis Timestep Fine Inertia Status OFF
DTS Status ON
Profile(s) Summer and WinterDuration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600,
720, 960, 1440Return Period(s) (years) 100
Climate Change (%) 30
PNUS/MHName Storm
ReturnPeriod
ClimateChange
First (X)Surcharge
First (Y)Flood
First (Z)Overflow
OverflowAct.
2.000 S21 15 Winter 100 +30%2.001 S22 15 Winter 100 +30%2.002 S23 15 Winter 100 +30% 100/15 Summer2.003 S24 360 Winter 100 +30% 100/15 Summer2.004 S25-HB 480 Winter 100 +30% 100/15 Summer 100/1440 Winter3.000 S1 120 Winter 100 +30%3.001 S2 120 Winter 100 +30% 100/15 Summer3.002 S3 360 Winter 100 +30% 100/15 Summer 100/60 Winter4.000 S6 120 Winter 100 +30%4.001 S7 60 Winter 100 +30% 100/15 Summer4.002 S8 180 Winter 100 +30% 100/15 Summer3.003 S4 240 Winter 100 +30% 100/30 Winter3.004 S5 480 Winter 100 +30% 100/15 Summer2.005 S26 720 Winter 100 +30% 100/60 Summer5.000 S30 15 Winter 100 +30%5.001 S29 15 Winter 100 +30% 100/15 Summer2.006 S27-HB 720 Winter 100 +30% 100/60 Summer2.007 S28 60 Winter 100 +30%
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Summary of Critical Results by Maximum Level (Rank 1) for Storm
©1982-2018 Innovyze
PNUS/MHName
Water Level(m)
SurchargedDepth(m)
FloodedVolume(m³)
Flow /Cap.
Overflow(l/s)
PipeFlow(l/s) Status
LevelExceeded
2.000 S21 157.891 -0.134 0.000 0.34 42.1 OK2.001 S22 155.736 -0.089 0.000 0.67 61.6 OK2.002 S23 155.353 0.228 0.000 1.22 74.8 SURCHARGED2.003 S24 155.027 0.352 0.000 0.13 5.8 SURCHARGED2.004 S25-HB 155.202 0.677 0.000 0.05 5.0 FLOOD RISK3.000 S1 166.400 -0.225 0.000 0.00 0.0 OK3.001 S2 164.932 1.107 0.000 0.06 6.0 FLOOD RISK3.002 S3 160.365 1.440 21.139 0.10 9.6 FLOOD 184.000 S6 165.000 -0.225 0.000 0.00 0.0 OK4.001 S7 161.438 0.913 0.000 0.10 12.3 SURCHARGED4.002 S8 157.856 0.331 0.000 0.16 14.8 SURCHARGED3.003 S4 155.853 0.228 0.000 0.26 28.9 SURCHARGED3.004 S5 154.014 0.689 0.000 0.62 27.4 SURCHARGED2.005 S26 153.750 0.525 0.000 0.85 30.3 SURCHARGED5.000 S30 158.000 -0.125 0.000 0.40 59.9 OK5.001 S29 154.035 0.310 0.000 1.21 92.1 SURCHARGED2.006 S27-HB 153.694 0.594 0.000 0.20 17.9 SURCHARGED2.007 S28 152.642 -0.258 0.000 0.05 17.9 OK
