Proj Sg Presentation

Transcription

Sediment Transport in Rivers
Introduction
Prof. Aminuddin Ab. Ghani
© USM_REDAC_2009
CONTENTS
• Background
• Sediment Transport Concept
• Existing Sediment Transport Equations
• Sediment Data Collection
• Development of Sediment Rating Curve
Using Sediment Transport Equations
• River Modelling
© USM_REDAC_2009
BACKGROUND
© USM_REDAC_2009
River System
© USM_REDAC_2009
River System
© USM_REDAC_2009
Relationships in Rivers
© USM_REDAC_2009
Channel Pattern
Features Associated With (a) Straight and (b) Meandering Rivers
© USM_REDAC_2009
Channel Pattern
© USM_REDAC_2009
Channel Pattern
Straight River
© USM_REDAC_2009
Channel
Pattern
Point Bar (Connected
to banks)
Figure
3.3 Typical
MeanderingRiver
River
Typical
Meandering
© USM_REDAC_2009
Mississippi river
Sungai Pahang, Pekan
Typical Middle Bar
(Not connected to banks)
© USM_REDAC_2009
Sand Deposition
© USM_REDAC_2009
Plan and profile of a naturally
meandering stream
© USM_REDAC_2009
Channel Pattern
Typical Braided River
© USM_REDAC_2009
Bank full
discharge
This is the flow at which
water begins to leave the
channel and move onto
the floodplain.
© USM_REDAC_2009
Bank full discharge
Determination of bank full stage from a rating curve
© USM_REDAC_2009
Natural River Characteristics
Sungai Kampar
@ Kg Jahang,
Gopeng
Sungai Ulu Paip,
Kulim
Sungai Sedim,
Kulim
Sungai Kulim, Kedah
© USM_REDAC_2009
River Rehabilitation Example: Japan
Nuki River (Kitakyushu City, Fukuoka Prefecture)
Before construction
( October 1991 )
23 months after construction (July 1995)
Sediment was deposited on which vegetation grew,
Creating a natural water space.
Immediately after construction
(August 1993)
© USM_REDAC_2009
Constructed River: Kampus Kejuruteraan USM
Aliran Rendah (22 Mei 2003)
Aliran Tinggi (19 Mei 2003)
(a) Pembinaan Siap
Pada 30 Januari 2003
(b) 4 Bulan Selepas Pembinaan
© USM_REDAC_2009
Qualitative
Analysis:
River Response
© USM_REDAC_2009
Dr. Hans Albert Einstein (1972)
If we change a river we usually do some good somewhere
and “good” in quotation marks. That means we achieve
some kind of a result that we are aiming at but sometimes
forget that the same change which we are introducing
may have widespread influences somewhere else.
I think if, out of today's emphasis of the environment,
anything results for us it is that it emphasizes the fact that
we must look at a river or a drainage basin or whatever
we are talking about as a big unit with many facets.
We should not concentrate only on a little piece of that
river unless we have some good reason to decide that we
can do that.
© USM_REDAC_2009
River Equilibrium
Sediment discharge
Flow discharge
4 Factors affecting river equilibrium
© USM_REDAC_2009
River straightening
Banks
unstable
collapse
and
Most popular option for a flood mitigation project
© USM_REDAC_2009
Dam construction
Raising base level in main channel
Clear water release below a dam
© USM_REDAC_2009
Drop in Base Level of Main Channel
Channel Degradation due to Sand Mining
© USM_REDAC_2009
SEDIMENT
TRANSPORT
CONCEPT
© USM_REDAC_2009
Modes of Sediment Transport
© USM_REDAC_2009
Wash Load
Total Load
Suspended Load
Bed Load
Bed Material
Total Bed Material Load
© USM_REDAC_2009
Wash Load (silt/clay)
Total
Sediment
Load
Bed-Material
Load
(sand/gravel)
Suspended BedMaterial Load
(sand)
Suspended
Load as
Normally
Reported
Bed-Material Load
(sand and/or gravel)
© USM_REDAC_2009
Incipient Motion - Shields Diagram
(Nalluri & Featherstone 2001)
τo = τc
τo = τc
τo = ρgRSo
© USM_REDAC_2009
Critical Shear Stress (τc): Shields Diagram
(d50 = 4mm)
© USM_REDAC_2009
Types of Bed Form
Lower Flow Regime
Upper Flow Regime
© USM_REDAC_2009
Bed Form in Natural Waterways
© USM_REDAC_2009
Bed Form
Sungai Jelai, Batu Kurau
© USM_REDAC_2009
Suggested Manning’s n
© USM_REDAC_2009
Particle Size Distribution
of River Bed Material
Stesen SP7 Sg. Pari
Peratus Telus (%)
100.00
90.00
d90
80.00
d65
70.00
d60
60.00
d50
50.00
40.00
d35
30.00
20.00
d10
10.00
0.00
0.01
0.10
Sampel 1
1.00
Sampel 2
10.00
100.00
Saiz Partikel (mm)
Sampel 3
Purata
© USM_REDAC_2009
Critical Velocity (Vc) for
various conduit materials
© USM_REDAC_2009
Manning’s n for River Design
1 2 / 3 1/ 2
V = R S
n
1/ 6
d
n= 50
21.1
d
n= 90
26
Uniform Sediment
(Cu = d60 / d10 ≤ 3)
1/ 6
Non -Uniform Sediment
(Cu = d60 / d10 > 3)
© USM_REDAC_2009
EXISTING
SEDIMENT
TRANSPORT
EQUATIONS
© USM_REDAC_2009
Existing Sediment Transport
Equations
Transport Modes
Bed Load
Total Bed
Material Load
Equation
Range of Data
Shields
1.56 < d50(mm) < 2.47
Meyer-Peter-Muller
3.17 < d50(mm) < 28.6
Einstein – Brown
ψ < 10
Einstein
0.785 < d50(mm) < 28.6
Graf
0.09 < d50(mm) < 2.78
Engelund & Hansen 0.19 < d50(mm) < 0.93
0.137 < d50(mm) < 1.71
Yang
yo(m) < 1.0 m
Ackers & White
0.04 < d50(mm) < 4.94
© USM_REDAC_2009
Graf (1986)
© USM_REDAC_2009
Ackers - White (1972)
© USM_REDAC_2009
Ackers - White (1972)
© USM_REDAC_2009
Yang (1996)
© USM_REDAC_2009
Yang (1996)
© USM_REDAC_2009
Yang (1996)
© USM_REDAC_2009
SEDIMENT DATA
COLLECTION
© USM_REDAC_2009
Observed or Measured
Sediment Rating Curve
© USM_REDAC_2009
Definition of Sediment Rating Curve
A relationship between flow discharge
(Q) and the corresponding sediment
transport rate (Tj)
© USM_REDAC_2009
River Equilibrium
Sediment discharge
Flow discharge
4 Factors affecting river equilibrium
© USM_REDAC_2009
Flow Discharge
© USM_REDAC_2009
Flow Discharge
Model Neyrflux Type 80 Universal Current Meter
Electromagnetic
Current Meter
© USM_REDAC_2009
Water Surface Slope, So
Electronic Digital
Measurement (EDM)
Distance = 100 – 250 m
© USM_REDAC_2009
Bed Material
Van Veen
Sampler
© USM_REDAC_2009
Bed Material Sampling
© USM_REDAC_2009
Bed
Material
Sampling
Wading
Boat
Bridge
© USM_REDAC_2009
Dry Sieving
© USM_REDAC_2009
Sediment Distribution Curve (25.08.2008 @ LA1/03)
© USM_REDAC_2009
Helley-Smith
Sampler
Bed Load
Low Flow
High Flow
© USM_REDAC_2009
Bed Load Sampling
© USM_REDAC_2009
Bed Load Sampling @ Ladang Victoria
© USM_REDAC_2009
Sectional Bed Load Rate, Gb
© USM_REDAC_2009
Bed Load Rate for a Cross Section, Tb
T = 600 s
B = 25.2 m
W3 = 1093.65 g
W4 = 762.5 g hs = 7.6 cm n = 8
 (1093.65 + 762.50 ) / 2   25.2 
 ×  8 
gb1 = 
600 × 0.076
=
0.0641 kg/s
Lokasi : Sungai Langat @ Jenderam
Bridge, Hilir Sepang
Tarikh : 8/10/2008
Tb
=
gb1 + gb2 + gb3 + gb4 + gb5 + gb6 + gb7+ gb8
=
0.0165 + 0.0388 + 0.0600 + 0.0641 +
0.0678 + 0.0469 + 0.0157 + 0.0102
=
0.3200 kg/s
© USM_REDAC_2009
Suspended Load
© USM_REDAC_2009
Suspended Load
DH-48 Sampler
DH-59 Sampler
Low Flow
High Flow
“Depth Integrating Method”
© USM_REDAC_2009
Suspended Load Sampling @ Ladang Victoria
© USM_REDAC_2009
Suspended Load, Tt
Calculation
Date
10-Aug-08
No.
Sampel
Weight of
Filter Paper
LA1/S1
Weight of
Filter Paper
LA1/S2
Weight of
Filter Paper
LA1/S3
(g)
(g)
(g)
(g)
(g)
(g)
0.3207
0.3192
0.3171
0.3424
0.3389
0.3386
LA2/03
Weight of
Filter Paper
Weight of
Filter Paper
+
Dry Suspended
Solid
LA1/S1
+
+
Dry Suspended Dry Suspended
Solid
Solid
LA1/S2
LA1/S3
Weight
Weight
Weight
Weight
Sample
Suspended
of Dry
of Dry
of Dry
of Dry
Volume
Solid
Suspended
Suspended
Solids
Solids
Solid
Solid
LA1/S1
LA1/S2
LA1/S3
Average
(g)
(g)
(g)
(g)
(ml)
(x10-6)
0.0217
0.0197
0.0215
0.0210
100
210
Location : Sungai
Langat @
Jenderam Bridge,
Hilir Sepang
Date : 8/10/2008
(Q=14.394m3/s)
Suspended Suspended
210 ×10
2.65
Cv
Q
Qt
Tt
Concentration
Cm
(m3/s)
7.91E-05
14.394
(kg/s)
1.14E-03
3.0179
Qt = Cv x Q
Cm
Cv =
Ss
=
Weight of
Filter Paper
= 7.91x10-5 x 14.394
−6
= 7.91x10-5
= 1.14x10-3m3/s
Tt = Qtx ρs
= 1.14x10-3 x 2650
= 3.018 kg/s
© USM_REDAC_2009
Suspended Load
0.090
Suspended Load Rate (kg/s)
Suspended Load Rate (kg/s)
Lateral Distribution of Bed Load and Suspended Load
0.080
0.070
0.060
0.050
0.040
0.030
Sungai Muda
0.020
0.010
0.000
Suspended Load
25.00
20.00
15.00
10.00
Sungai Langat
5.00
0.00
0
1
2
3
4
5
6
7
8
9
0
2
4
6
Sectional Bed Load Rate (kg/s)
Sectional Bed Load Rate (kg/s)
Bed Load
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0
1
2
3
4
5
10
12
14
16
18
6
7
8
12
14
16
18
Bed Load
0.040
0.035
0.030
0.025
0.020
0.015
0.010
0.005
0.000
0
9
2
4
6
8
10
River Width (m)
River Width (m)
3.00
Q=20.95 m3/s
3.50
Q=3.47 m3/s
3.00
Elevation (m)
Elevation (m)
8
River Width (m)
River Width (m)
2.00
1.00
d50=2.50 mm
2.50
2.00
d50=2.50 mm
1.50
0.00
1.00
0
1
2
3
4
5
6
7
River Width (m)
Jambatan Nami (03 August 2008)
8
9
0
2
4
6
8
10
River Width (m)
12
14
16
18
Jambatan Kg Dusun Nanding(28 August
2008)
© USM_REDAC_2009
Sediment Database
Sungai Pari @ Manjoi
© USM_REDAC_2009
Sediment Rating Curve for a
cross section
Sungai Pari @ Manjoi
© USM_REDAC_2009
Data summary
Nama
Nombor
Sungai
Sampel
Tarikh
Masa
Q
V
B
Yo
A
P
R
( m3/s )
( m/s )
(m)
(m)
( m2 )
(m)
(m)
S0
Tb
Tt
Tj
d50
( kg/s )
( kg/s )
( kg/s )
( mm )
(LA1)
LA1/01
23-Aug-08
9.00 am
17.564
0.225
35.00
3.34
78.045
36.500
2.14
0.000700
0.0275
4.0647
4.0921
1.10
(Dengkil)
LA1/02
23-Aug-08
12.00 pm
18.896
0.238
35.00
3.33
79.475
36.634
2.17
0.000700
0.0282
4.7188
4.7470
1.70
LA1/03
25-Aug-08
9.00 am
45.456
0.482
36.60
3.97
94.348
38.679
2.44
0.000750
0.0422
8.5146
8.5568
2.00
LA1/04
25-Aug-08
11.00 am
44.294
0.462
36.40
3.78
95.964
38.227
2.51
0.000750
0.0406
12.0473
12.0879
1.40
LA1/05
26-Aug-08
12.00 pm
91.769
0.757
37.40
4.85
121.290
40.424
3.00
0.000900
0.0469
99.3514
99.3983
3.00
LA1/06
26-Aug-08
2.00 pm
96.104
0.794
37.27
4.80
121.098
40.354
3.00
0.000900
0.0468
82.4151
82.4619
2.00
LA1/07
27-Aug-08
12.00 pm
34.647
0.387
36.10
3.89
89.620
37.732
2.38
0.000700
0.0384
21.9241
21.9624
1.00
LA1/08
27-Aug-08
2.00 pm
35.866
0.399
35.79
3.80
89.961
37.419
2.40
0.001000
0.0420
22.9553
22.9973
1.30
LA1/09
28-Aug-08
3.00 pm
120.763
0.786
37.60
5.70
153.569
42.228
3.64
0.000650
0.0571
67.2329
67.2900
0.31
LA1/10
28-Aug-08
6.00 pm
118.261
0.774
37.15
5.77
152.849
42.250
3.62
0.000650
0.0571
62.6461
62.7031
0.65
LA2
LA2/01
5-Aug-08
2.30 pm
7.503
0.262
24.00
2.34
28.660
25.101
1.14
0.001250
0.2069
1.0825
1.2894
0.38
(Jenderam)
LA2/02
5-Aug-08
5.00 pm
6.856
0.254
23.74
2.15
26.976
24.799
1.09
0.001250
0.2060
0.7935
0.9994
0.40
LA2/03
10-Aug-08
9.00 am
14.270
0.366
25.20
2.74
38.986
26.546
1.47
0.001850
0.3200
3.0179
3.3379
0.40
LA2/04
10-Aug-08
12.00 pm
16.128
0.416
24.96
2.71
38.798
26.412
1.47
0.001850
0.3008
3.0286
3.3294
0.40
LA2/05
13-Aug-08
9.00 am
9.764
0.260
24.92
2.74
37.594
26.120
1.44
0.001000
0.2056
2.1018
2.3074
0.55
LA2/06
13-Aug-08
12.00 pm
9.923
0.262
24.81
2.57
37.811
26.126
1.45
0.001000
0.2181
1.1658
1.3839
0.47
LA2/07
23-Aug-08
2.00 pm
10.862
0.268
26.04
2.80
40.485
27.252
1.49
0.001150
0.2600
4.8538
5.1139
0.38
LA2/08
23-Aug-08
5.00 pm
10.534
0.268
25.86
2.77
39.359
27.023
1.46
0.001150
0.2310
4.7036
4.9345
0.40
LA2/09
26-Aug-08
4.00 pm
45.063
0.668
32.93
3.74
67.443
34.859
1.93
0.001250
0.2917
18.8618
19.1535
0.33
LA2/10
26-Aug-08
6.00 pm
44.983
0.692
32.93
3.62
65.009
34.841
1.87
0.001250
0.2890
21.0956
21.3847
0.38
LA3
LA3/01
5-Aug-08
10.00 am
8.321
0.607
22.26
1.05
13.714
22.861
0.60
0.001150
0.3656
1.6716
2.0372
0.90
(UKM)
LA3/02
5-Aug-08
1.00 pm
7.899
0.571
22.09
1.20
13.825
22.961
0.60
0.001150
0.4595
1.4453
1.9048
0.80
LA3/03
LA3/04
LA3/05
LA3/06
LA3/07
LA3/08
LA3/09
LA3/10
11-Aug-08
11-Aug-08
14-Aug-08
14-Aug-08
25-Aug-08
25-Aug-08
27-Aug-08
27-Aug-08
9.00 am
12.00 pm
9.00 am
12.00 pm
5.00 pm
7.00 am
9.00 am
11.00 am
11.378
11.034
6.247
6.112
19.024
18.749
19.390
19.070
0.443
0.427
0.293
0.296
0.578
0.568
0.542
0.542
21.80
21.62
21.50
21.50
23.50
23.26
23.50
23.30
1.89
1.88
1.69
1.68
2.64
2.69
2.39
2.31
25.675
25.867
21.313
20.673
32.890
33.002
35.808
35.203
23.123
22.943
22.418
22.443
25.108
24.900
25.174
24.912
1.11
1.13
0.95
0.92
1.31
1.33
1.42
1.41
0.001150
0.001150
0.001150
0.001150
0.001150
0.001150
0.001150
0.001150
0.2765
0.2986
0.2654
0.2465
0.3300
0.2982
0.3350
0.3197
2.7927
2.3107
0.6704
0.7695
3.8780
4.8088
9.3189
8.4722
3.0692
2.6093
0.9358
1.0160
4.2080
5.1070
9.6539
8.7919
0.70
0.73
0.73
0.70
1.00
1.10
1.10
1.00
Sungai Langat
© USM_REDAC_2009
Sediment Rating Curve for
Dengkil Reach
Total Bed Material Load, Tj (Kg/s)
1000
100
10
Dengkil
Jemderam
Jalan Tangkas
Kg Dusun Nanding
1
Jambatan Bt 14 Cheras
Jambatan Kg Rinching, Semenyih
Present Study
0.1
1
10
100
Discharge, Q
1000
(m 3/s)
Sungai Langat
© USM_REDAC_2009
Sediment Transport Equation
Assessment
Yang Equation
Location
Total of Data
Discrepancy Ratio between 0.5-2.0
No. of data
%
LA1 (Dengkil)
10
1
20.00
LA2 (Jenderam)
10
6
60.00
LA3 (UKM)
10
6
60.00
LA4 (Kg Dusun Nanding)
10
3
30.00
LA5 (Cheras)
10
4
40.00
LA6 (Semenyih)
10
10
100.00
Overall
60
30
50.00
Discrepancy Ratio between 0.5-2.0
Location
Engelund-Hansen
Equation
Total of Data
No. of data
%
LA1 (Dengkil)
10
3
30.00
LA2 (Jenderam)
10
3
30.00
LA3 (UKM)
10
10
100.00
LA4 (Kg Dusun Nanding)
10
4
40.00
LA5 (Cheras)
10
3
40.00
LA6 (Semenyih)
10
8
80.00
Overall
60
31
51.67
© USM_REDAC_2009
Assessment of Yang and EngelundHansen Equations
1000
Sungai Langat
100
10
Present Study Data
Engelund-Hansen
1
Yang
0.1
1
10
100
1000
Discharge, Q (m 3/s)
© USM_REDAC_2009
Assessment of Yang and EngelundHansen Equations
Sungai Muda
10
1
Present Study Data
Engelund-Hansen
0.1
Yang
0.01
1
10
100
1000
Discharge, Q (m 3/s)
© USM_REDAC_2009
DEVELOPMENT OF
SEDIMENT RATING CURVE
USING
SEDIMENT TRANSPORT
EQUATIONS
© USM_REDAC_2009
Computation Steps
• Obtain Cross Section Data
• Compute flow discharge for each flow
depth using Manning’s equation
• Compute sediment transport rate using
chosen sediment transport equation
• Plot flow disharge vs. sediment transport
rate
© USM_REDAC_2009
Cross Section Data
Surveyed Cross Section at LA5, Sungai Langat
© USM_REDAC_2009
Flow Discharge Computation
yo
B
A
P
R
So
(m)
(m)
(m2)
(m)
(m)
0.50
6.82
1.6708
6.95
0.241
0.0012
1.00
18.49
7.9038
18.99
0.416
1.50
19.41
17.3804
18.36
2.00
20.33
27.3168
2.50
21.35
3.00
n
V
Q
(m/s)
(m3/s)
0.051
0.26
0.44
0.0012
0.051
0.38
2.99
0.947
0.0012
0.051
0.65
11.38
21.73
1.257
0.0012
0.051
0.79
21.61
37.6990
23.16
1.627
0.0012
0.051
0.94
35.43
22.62
48.6969
24.78
1.965
0.0012
0.051
1.07
51.89
3.50
24.22
60.4067
26.68
2.264
0.0012
0.051
1.17
70.75
4.19
27.64
78.0204
30.46
2.561
0.0012
0.051
1.27
99.21
5.00
39.28
107.8882
42.38
2.546
0.0012
0.051
1.27
136.64
5.50
47.45
126.0745
50.79
2.482
0.0012
0.051
1.25
157.00
6.00
50.64
155.4999
54.26
2.866
0.0012
0.051
1.37
213.11
6.50
52.97
181.3358
56.73
3.196
0.0012
0.051
1.47
267.27
7.00
55.56
208.4767
59.31
3.515
0.0012
0.051
1.57
327.37
7.39
57.47
230.4973
61.58
3.743
0.0012
0.051
1.64
377.43
© USM_REDAC_2009
Sediment Transport Rate Computation
100.00
90.00
Sediment Distribution Curve on
26 August 2008
80.00
Percentage passing (%)
70.00
60.00
50.00
40.00
30.00
d50 = 1.20 mm
20.00
10.00
0.00
0.01
0.1
1
10
100
Particle size (mm)
© USM_REDAC_2009
Computed Sediment Transport Rate
τ
τ 3/2
yo
d50
(m)
(mm)
0.50
1.20
2.831
4.764
1.00
1.20
4.900
1.50
1.20
2.00
V2
Qs
Qs
Gw
CT
Cv
Qj
Tj
( N/s )
( Kg/s )
( Kg/s ) (= Qs / Gw) ( Ct / 2.65 )
(m3/s)
(kg/s)
0.069
0.293
0.030
430.7
0.0001
2.6E-05
0.00001 0.03044
10.848
0.143
3.762
0.383
2915.3
0.0001
5E-05
0.00015 0.39367
11.145
37.207
0.429
40.506
4.129
12036.6
0.0003
0.00013
0.00147
1.20
14.799
56.932
0.626
94.741
9.658
20223.2
0.0005
0.00018
0.00389 10.3211
2.50
1.20
19.158
83.855
0.883
206.771
21.078
32658.8
0.0006
0.00024
0.00863 22.8650
3.00
1.20
23.130
111.242
1.135
373.530
38.076
47355.7
0.0008
0.00030
0.0157
41.7214
3.50
1.20
26.656
137.623
1.372
597.872
60.945
64234.8
0.0009
0.00036
0.0253
67.1279
4.19
1.20
30.152
165.564
1.617
967.485
98.622
90026.5
0.0011
0.00041
0.0410
108.678
5.00
1.20
29.971
164.080
1.604
1351.68
137.785
1.3E+05
0.0011
0.00041
0.0561
148.638
5.50
1.20
29.222
157.968
1.551
1519.84
154.928
1.5E+05
0.0011
0.00040
0.0626
165.818
6.00
1.20
33.739
195.971
1.878
2437.12
248.432
2.0E+05
0.0012
0.00047
0.1004
266.171
6.50
1.20
37.628
230.817
2.172
3472.79
354.005
2.5E+05
0.0014
0.00054
0.1431
379.128
7.00
1.20
41.381
266.196
2.466
4768.16
486.051
3.1E+05
0.0016
0.00060
0.1958
518.867
7.39
1.20
44.062
292.483
2.681
5893.07
600.721
3.5E+05
0.0017
0.00064
0.2429
643.654
3.9046
Total Bed Material Load Computation using Engelund-Hansen Equation
© USM_REDAC_2009
Computed Sediment Rating Curve
0.30
Engelund-Hansen Equation
0.25
Measured (August 2008)
Qj (m3/s)
0.20
0.15
0.10
0.05
0.00
0
50
100
150
200
250
300
350
400
Q (m3/s)
Jambatan Bt 14, Cheras (LA5), Sungai Langat
© USM_REDAC_2009
Computed Sediment Transport Rate
yo
d50
Ws
(m)
(mm)
( m/s )
0.50
1.20
0.15
180
0.0532
0.3547
63.854
0.0021
1.00
1.20
0.15
180
0.0700
0.4667
84.004
0.0030
2.05
0.00246 1.7599 0.00006 0.00002 0.0001
0.1722
1.50
1.20
0.15
180
0.1056
0.7038
126.685
0.0052
2.05
0.00246 2.4966 0.00031 0.00012 0.0013
3.5716
2.00
1.20
0.15
180
0.1217
0.8110
145.982
0.0063
2.05
0.00246 2.6480 0.00044 0.00017 0.0036
9.6098
2.50
1.20
0.15
180
0.1384
0.9228
166.095
0.0075
2.05
0.00246 2.7681 0.00059 0.00022 0.0078 20.7712
3.00
1.20
0.15
180
0.1521
1.0139
182.503
0.0085
2.05
0.00246 2.8478 0.00070 0.00027 0.0138 36.5515
3.50
1.20
0.15
180
0.1633
1.0884
195.920
0.0094
2.05
0.00246 2.9042 0.00080 0.00030 0.0214 56.7512
4.19
1.20
0.15
180
0.1736
1.1576
208.371
0.0102
2.05
0.00246 2.9510 0.00089 0.00034 0.0334 88.6267
5.00
1.20
0.15
180
0.1731
1.1541
207.746
0.0101
2.05
0.00246 2.9488 0.00089 0.00034 0.0458 121.439
5.50
1.20
0.15
180
0.1709
1.1396
205.134
0.0100
2.05
0.00246 2.9393 0.00087 0.00033 0.0515 136.525
6.00
1.20
0.15
180
0.1837
1.2245
220.417
0.0110
2.05
0.00246 2.9921 0.00098 0.00037 0.0790 209.264
6.50
1.20
0.15
180
0.1940
1.2932
232.775
0.0118
2.05
0.00246 3.0306 0.00107 0.00040 0.1082 286.774
7.00
1.20
0.15
180
0.2034
1.3562
244.108
0.0126
2.05
0.00246 3.0631 0.00116 0.00044 0.1429 378.595
7.39
1.20
0.15
180
0.2099
1.3994
251.892
0.0131
2.05
0.00246 3.0841 0.00121 0.00046 0.1729 458.097
Wsd50/ν
U* =
U*/Ws
(gRSo)1/2
Re*=
VS/Ws
Vc/Ws
U*d50/ν
VcS/Ws
Log CT
CT
Cv
Qj
Tj
(ppm)
(ppm)
(m3/s)
(kg/s)
1.4925 0.00179 1.4250 0.00003 0.00001 4.4E-06 0.0117
Total Bed Material Load Computation using Yang Equation
© USM_REDAC_2009
Computed Sediment Rating Curve
0.20
0.18
Yang Equation
0.16
Measured (August 2008)
Qj (m3/s)
0.14
0.12
0.10
0.08
0.06
0.04
0.02
0.00
0
50
100
150
200
250
300
350
400
Q (m3/s)
Jambatan Bt 14, Cheras (LA5), Sungai Langat
© USM_REDAC_2009
RIVER
MODELLING
© USM_REDAC_2009
Quantitative
Analysis:
River Response
© USM_REDAC_2009
Major Steps of
Computation
for
FLUVIAL-12
Model
© USM_REDAC_2009
Input Data
© USM_REDAC_2009
Channel Geometry
Cross Section
Alignment
© USM_REDAC_2009
Channel Cross Sections
Alor Limpah Batu, Ch. 1220 ( 25 Julai 2001)
Taman Merdeka, Ch. 2475 ( 21 Oktober 2002)
Ch. 3020 ( 21 Oktober 2002)
Jambatan Manjoi, Ch. 3380 ( 21 Oktober 2002)
© USM_REDAC_2009
Channel Cross Sections
Ch. 3600 ( 21 Oktober 2002)
Tokong Buddha, Ch. 4160 ( 21 Oktober 2002)
Jambatan Silibin, Ch. 4540 ( 21 Oktober 2002)
Kuala Sungai Pari ( 22 Julai 2001 )
© USM_REDAC_2009
Water Surface Profiles
Measured Data
Paras
Air Cerapan
Perbezaan
Paras
Air Sungai
Paras Air
Cerapan
Sungai
Pari Pari
39.00
Paras, m
38.00
Observed Flow
Profiles
37.00
36.00
35.00
34.00
2000
2500
3000
3500
4000
4500
5000
Keratan Rentas, m
P. Air 7/10/2002 (35.00 Cumecs)
P. Air 9/10/2002 (47.80 Cumecs)
P. Air 21/10/2002 (7.05 Cumecs)
P. Air 8/10/2002 (34.70 Cumecs)
P. Air 10/10/2002 (14.15 Cumecs)
© USM_REDAC_2009
Hydrological Data
Puncak Hidrograf Tahun 2000 Sungai Pari
Kadaralir, m 3/s
120
100
80
60
40
20
0
2390
2400
2410
2420
Masa, jam
2430
2440
2450
2000 Flood Hydrograph
© USM_REDAC_2009
River Data
Sediment rating curve
Taburan Purata Saiz Endapan Bahan
Dasar Untuk Sungai Pari
100.00
90.00
d50 = 1.80 mm
Peratus Telus, %
80.00
70.00
60.00
50.00
40.00
30.00
20.00
d50 = 2.50 mm
10.00
0.00
0.01
0.10
1.00
10.00
100.00
Saiz Partikel, mm
Cerapan Dasar Hilir
Cerapan Dasar Hulu
Bed material
Bank material
© USM_REDAC_2009
Model Output
© USM_REDAC_2009
38.00
37.50
37.00
36.50
36.00
35.50
35.00
34.50
2000
2000 Flood
2500
3000
3500
4000
4500
5000
Keratan Rentas, m
Paras air simulasi (FL-12)
Paras air cerapan
Profil Paras Air Sungai Pari Bagi Kadaralir Q=15 m3/s
38.50
38.00
Paras, m
Paras, m
Predicted Flow Profiles
FLUVIAL-12 Model
37.50
37.00
36.50
36.00
35.50
2000
2500
3000
3500
4000
Keratan Rentas, m
Paras air simulasi (FL-12)
4500
5000
Paras air cerapan
Profil Paras Air Sungai Pari Bagi Kadaralir Q=48 m3/s
© USM_REDAC_2009
Predicted Cross Section Changes
41.00
Paras, m
40.00
39.00
Ch. 2475
Taman Merdeka
38.00
37.00
36.00
0.00
10.00
20.00
30.00
40.00
50.00
Jarak Dari Tebing Kiri, m
P. Dasar Awal
P. Air Awal
P. Air Simulasi FL-12
P. Dasar Simulasi FL-12
41.00
Paras, m
40.00
39.00
Ch. 3020
38.00
37.00
36.00
35.00
0.00
10.00
20.00
30.00
40.00
50.00
P. Dasar Awal
P. Air Awal
© USM_REDAC_2009
Predicted Cross Section Changes
40.00
Paras, m
39.00
38.00
37.00
Ch. 3380
Jambatan Manjoi
36.00
35.00
34.00
0.00
10.00
20.00
30.00
40.00
50.00
P. Dasar Awal
P. Air Awal
40.00
Paras, m
39.00
38.00
Ch. 3600
37.00
36.00
35.00
34.00
0.00
10.00
20.00
30.00
40.00
50.00
P. Dasar Awal
P. Air Awal
© USM_REDAC_2009
HEC-RAS Modeling
© USM_REDAC_2009
HEC-RAS Modelling
Sungai Muda
Model Set-up
© USM_REDAC_2009
What Is a Bund?
• The U.S. Federal Emergency Management Agency (FEMA) defines
a bund or levee as a “man-made structure, usually an earthen
embankment, designed and constructed in accordance with sound
engineering practices to contain, control, or divert the flow of water
so as to provide protection from temporary flooding.”
© USM_REDAC_2009
BUND DESIGN AND CONSTRUCTION
Bund Height = 3 m (Freeboard = 1 m)
© USM_REDAC_2009
© USM_REDAC_2009
© USM_REDAC_2009
BUND CONSTRUCTION AT LAHAR TIANG 2B (HULU)
© USM_REDAC_2009
BUND CONSTRUCTION AT PANTAI KAMLOON 2B (HULU)
© USM_REDAC_2009
CAD of Sungai Muda (2001)
Cross section interval: 200-250m
© USM_REDAC_2009
TIN of Lower Reach Sungai Muda
© USM_REDAC_2009
Design Cross Section
Sungai Muda
© USM_REDAC_2009
Sediment Input
Sungai Muda
© USM_REDAC_2009
Selection of Sediment Transport Equation
Sungai Muda
© USM_REDAC_2009
Sediment Deposition after Channel Widening
Deposition
Sungai Muda
Original
Bed Level
2003
Hydrograph
(50-yr ARI)
© USM_REDAC_2009
© USM_REDAC_2009
River Sand Mining Envelopes
• The suitable sand mining reaches can be
determined by drawing the predetermined bed
level based on HEC-RAS modelling.
• The minimum envelope level or “redline” adopted
for the sand extraction is 1.0 m above the datum
bed levels.
• The maximum envelope level is taken as 1.5 m
from the top of deposition level as stated in the
existing DID’s guideline.
© USM_REDAC_2009
Setback, “redline” and Maximum Allowable
Mining Depth for In-Stream Mining
Mining Setback
(Minimum)
30 m
10m
Stock
Pile
Mining Setback
Allowable Section
for Sand Mining
(Minimum)
10m
30 m
Main Bank
Maximum Allowable
Mining Depth = 1.5 m
Stock
Pile
ELEV. 100m
ELEV. 98.5m
1.0 m
Deposition
‘redline’
Thalweg
Figure 1.2: River Sand Mining Management Guideline
© USM_REDAC_2009
Minimum and Maximum Envelope Lines
6.00
Initial Cross Section
4.00
Simulated Cross Section
Minimum Mining Level
2.00
Allowable
mining depth =
1.5m
0.00
"redline"
-2.00
1m
-4.00
Extra Replenishment
Level
-6.00
200
240
280
Sungai Muda
320
360
400
440
480
CH 9700 (Deposition Level = 2.8m)
© USM_REDAC_2009
Sustainable In stream Extraction
• Reduced number of extraction sites by
increasing extracted volume for each site
• Allowing replenishment to occur along the
river
• Extraction only from large rivers having the
main channel width wider than 20 m
© USM_REDAC_2009
Appropriate Extraction Sites
An extraction site can be
determined after setting the 1 m
“redline”.
© USM_REDAC_2009
Minimum and Maximum Envelope Lines
1.5 m
Extraction
Level
1.0 m “Redline”
Sungai Muda
© USM_REDAC_2009
Appropriate Extraction Sites
2003 Hydrograph (50-yr ARI flood)
Recommended areas for sand mining (based on 2003 flood hydrograph):
•
•
•
•
•
•
•
•
CH 17254.06 to CH 19454.46
CH 20056.20 to CH 20690.80
CH 20970.17 to CH 21399.46
CH 21865.41 to CH 23556.37
CH 23960.61
CH 24454.94 to CH 26133.94
CH 26467.28
CH 27042.74 to CH 28146.99
•
•
•
•
•
•
•
•
CH 28907.23
CH 30046.23 to CH 30484.41
CH 30978.42
CH 31426.28
CH 32061.49 to CH 32360.40
CH 33433.75
CH 33650.64
CH 33939.03
© USM_REDAC_2009
Extraction Volume Determination
CH 25454.42
1m “redline”
CH 23556.37
1m “redline”
© USM_REDAC_2009
Setback = 50 m
Setback =
20 m
1.5m
toe
1m “redline”
toe
© USM_REDAC_2009
Total deposition volume
Chainage
Area
(m2)
23556.37
275
25454.42
231
Average Area
(m2)
Distance
(m)
Mining
Volume
(m3)
253
1598
404,294
** middle-third mining volume = 404,294 m3 / 3 = 134,765m3
X 2.3
Total extraction volume
Chainage
Area
(m2)
23556.37
210
25454.42
183
Average Area
(m2)
Distance
(m)
Mining
Volume
(m3)
196.5
1598
314,007
** 314,007 m3 / 12 months = 26,000 m3 /month
© USM_REDAC_2009
© USM_REDAC_2009
Thank You
© USM_REDAC_2009

Proj Sg Presentation

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