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E-grāmata: Scour Manual: Current-Related Erosion [Taylor & Francis e-book]

Edited by (Ministry of Transport, Public Works and Water Management, The Netherlands), Edited by (Delft Hydraulics, The Netherlands)
  • Formāts: 304 pages, 56 Tables, black and white; 160 Illustrations, color
  • Izdošanas datums: 30-Mar-2021
  • Izdevniecība: CRC Press
  • ISBN-13: 9781003131960
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  • Taylor & Francis e-book
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Scour Manual: Current-Related ErosionPalielināt
  • Formāts: 304 pages, 56 Tables, black and white; 160 Illustrations, color
  • Izdošanas datums: 30-Mar-2021
  • Izdevniecība: CRC Press
  • ISBN-13: 9781003131960
Citas grāmatas par šo tēmu:
Taylor & Francis e-booksMore info about Taylor & Francis e-books
Rokasgrāmatas mājas lapa: https://www.taylorfrancis.com/books/9781003131960

Ever since the publication in 1997 the original Scour Manual has helped many practising hydraulic engineers to deal with scour processes near hydraulic structures. In recent years new insights, such as probabilistic calculations, offered new opportunities to design structures more economically. These new insights are included in this update of the original Scour Manual, which is focussing entirely on current-related scour. This manual provides the engineer with useful practical methods to calculate the dimensions of scour holes in the pre-feasibility and preliminary stages of a project, and gives an introduction to the most relevant literature.

This updated Scour Manual contains guidelines that can be used to solve problems related to scour in engineering practice and also reflects the main results of all research projects in the Netherlands in recent decades. The so-called Breusers equilibrium method has a central role, which can basically be applied to all situations where local scour is expected. The method allows to predict the scour depth as a function of time, provided that the available knowledge about scour at the specific structure is sufficient. For structures with insufficient knowledge available, alternative scour prediction rules are presented.

The treatment of local scour is classified according to the different types of structures. Each type of structure is necessarily schematised to a simple, basic layout. The main parameters of a structure and the main parts of the flow pattern near a structure are described briefly insofar they are relevant to the description of scour phenomena. New scour formulas for the equilibrium scour have been elucidated. Evaluating a balance of forces for a control volume, it is possible to develop scour equations for different types of flow fields and structures, i.e. jets, abutments and bridge piers.

As many scour problems are still not fully understood, attention is paid to the validity ranges and limitations of the formulas, as well as to the accuracy of the scour predictions. This information can also be used to carry out a risk assessment using a safety philosophy based on a probabilistic analysis or an approach with a safety factor. Moreover, the information on the strength of soils is extended and aspects are addressed such as scour due to shear failures or flow slides, that can progressively damage the bed protection which might lead to the failure of hydraulic structures.

This updated Scour Manual presents scour prediction methods and deals with practically related scour problems. Consultants and contractors were invited to provide case studies of realized projects, including the methods that were followed. These case studies will help with grasping the concept of scour by the flow of water. This manual provides the engineer with the latest knowledge and with case studies that show how to apply the formulas and their limitations.

Foreword xv
Acknowledgements xvii
List of main symbols
xix
List of main definitions
xxiv
1 Introduction
1(5)
1.1 General
1(1)
1.2 Scope of this manual
2(1)
1.3 Reading guide
3(3)
2 Design process
6(20)
2.1 Introduction
6(2)
2.2 Boundary conditions
8(2)
2.2.1 Introduction
8(1)
2.2.2 Hydraulic conditions
9(1)
2.2.3 Morphological conditions
10(1)
2.2.4 Geotechnical conditions
10(1)
2.3 Risk assessment
10(6)
2.3.1 Introduction
10(2)
2.3.2 Fault tree analysis
12(2)
2.3.3 Safety factor
14(1)
2.3.4 Failure probability approach
15(1)
2.4 Protective measures
16(3)
2.4.1 Introduction
16(1)
2.4.2 Bed protection
16(2)
2.4.3 Falling apron
18(1)
2.4.4 Other counter measures
19(1)
2.5 Examples
19(7)
2.5.1 Introduction
19(1)
2.5.2 Determination of the length of a bed protection with a reliability index
20(1)
2.5.3 Determination of the failure probability using a FORM approach
21(3)
2.5.4 Determination scour depth using a safety factor
24(2)
3 Design tools
26(31)
3.1 Introduction
26(1)
3.2 Mathematical scour and erosion models
26(6)
3.2.1 Introduction
26(1)
3.2.2 Types of modelling
27(1)
3.2.3 Large-scale RANS models
28(1)
3.2.3.1 Shallow water modelling
28(1)
3.2.3.2 Turbulence modelling
29(1)
3.2.4 High-resolution hydrodynamic models
29(1)
3.2.4.1 Hydrodynamic model LES
29(1)
3.2.4.2 Application of LES
29(1)
3.2.4.3 Hydrodynamic model DNS
30(1)
3.2.5 Particle-based multiphase models
31(1)
3.2.5.1 Soil mechanics: MPM
31(1)
3.2.5.2 Hydraulic model: SPH
31(1)
3.3 General scour
32(5)
3.3.1 Introduction
32(1)
3.3.2 Overall degradation or aggradation
32(1)
3.3.3 Constriction scour
33(1)
3.3.4 Bend scour
34(2)
3.3.5 Confluence scour
36(1)
3.4 Local scour
37(7)
3.4.1 Introduction
37(2)
3.4.2 Time-dependent scour
39(2)
3.4.3 Equilibrium scour
41(2)
3.4.4 Conditions of transport
43(1)
3.5 Geotechnical aspects
44(11)
3.5.1 Introduction
44(2)
3.5.2 Liquefaction
46(1)
3.5.3 Effects of groundwater flow
47(1)
3.5.4 Non-homogeneous subsoils
48(2)
3.5.5 Upstream and side slopes
50(3)
3.5.6 Failure length
53(2)
3.6 Examples
55(2)
3.6.1 Introduction
55(1)
3.6.2 Constriction scour
55(1)
3.6.3 Critical slope angles and failure lengths
55(2)
4 Initiation of motion
57(31)
4.1 Introduction
57(1)
4.2 Flow and turbulence characteristics
57(6)
4.2.1 Introduction
57(3)
4.2.2 Sills
60(1)
4.2.3 Bridge piers and abutments
61(1)
4.2.4 Indicative values of flow velocity and turbulence
62(1)
4.3 Non-cohesive sediments
63(8)
4.3.1 Introduction
63(2)
4.3.2 Shields diagram
65(2)
4.3.3 Design approaches
67(2)
4.3.4 Critical flow velocity
69(1)
4.3.5 Rock
70(1)
4.4 Cohesive Sediments
71(11)
4.4.1 Introduction
71(1)
4.4.2 Critical shear stress
72(1)
4.4.3 Critical flow velocity
73(4)
4.4.4 Empirical shear stress formulas
77(3)
4.4.5 Erosion rate
80(1)
4.4.6 Peat
81(1)
4.5 Examples
82(6)
4.5.1 Introduction
82(1)
4.5.2 Turbulence at bridge piers and groynes
83(1)
4.5.2.1 Bridge Piers
83(1)
4.5.2.2 Groynes
83(1)
4.5.3 Critical flow velocity of peat
84(1)
4.5.4 Critical mean flow velocity and critical bed shear stress in an open channel with sand dunes
85(1)
4.5.5 Critical depth-averaged flow velocity according to Mirtskhoulava (1988)
86(1)
4.5.6 Comparison critical strength of clay
86(2)
5 Jets
88(32)
5.1 Introduction
88(1)
5.2 Flow characteristics
88(4)
5.2.1 Introduction
88(1)
5.2.2 Flow velocities
88(2)
5.2.3 Hydraulic jump
90(2)
5.3 Time scale of jet scour
92(1)
5.4 Plunging jets
93(4)
5.4.1 Introduction
93(1)
5.4.2 Calculation methods
93(3)
5.4.3 Discussion
96(1)
5.5 Two-dimensional culverts
97(4)
5.5.1 Introduction
97(1)
5.5.2 Calculation methods
97(4)
5.5.3 Discussion
101(1)
5.6 Three-dimensional culverts
101(4)
5.6.1 Introduction
101(1)
5.6.2 Calculation methods
102(3)
5.6.3 Discussion
105(1)
5.7 Ship-induced flow and erosion
105(5)
5.7.1 Introduction
105(1)
5.7.2 Scour due to the return current of a sailing vessel
106(1)
5.7.3 Scour due to propeller and thruster jets
107(2)
5.7.4 Discussion
109(1)
5.8 Scour at broken pipelines
110(1)
5.9 Scour control
110(4)
5.10 Examples
114(6)
5.10.1 Introduction
114(1)
5.10.2 Two-dimensional scour downstream a broad-crested sill
114(1)
5.10.3 Three-dimensional scour downstream a short-crested overflow weir
115(2)
5.10.4 Two-dimensional scour downstream an under flow gate
117(3)
6 Sills
120(32)
6.1 Introduction
120(1)
6.2 Flow characteristics
120(3)
6.3 Scour depth modelling in the Netherlands
123(15)
6.3.1 Introduction
123(2)
6.3.2 Scour depth formula
125(2)
6.3.3 Characteristic time
127(2)
6.3.4 Relative turbulence intensity
129(1)
6.3.5 Scour coefficient
130(3)
6.3.6 Non-steady flow
133(2)
6.3.7 Upstream supply of sediment
135(3)
6.4 Upstream scour slopes
138(2)
6.4.1 Introduction
138(1)
6.4.2 Hydraulic and morphological stability criterion
138(1)
6.4.3 Undermining
139(1)
6.5 Additional measures
140(1)
6.6 Field experiments
141(6)
6.6.1 Introduction
141(1)
6.6.2 Hydraulic and geotechnical conditions
141(1)
6.6.3 Discussion
142(1)
6.6.3.1 Upstream scour slope
143(1)
6.6.3.2 Undermining
143(1)
6.6.3.3 Time scale
144(1)
6.6.3.4 Equilibrium scour depth
145(1)
6.6.3.5 Evaluation brouwers dam experiments
145(1)
6.6.4 Experiences Eastern Scheldt
145(2)
6.7 Example
147(5)
6.7.1 Introduction
147(1)
6.7.2 Critical upstream scour slope downstream a sill
147(5)
7 Abutments and groynes
152(27)
7.1 Introduction
152(1)
7.2 Geometry characteristics and flow patterns
152(7)
7.2.1 Introduction
152(2)
7.2.2 Wing-wall abutments
154(1)
7.2.3 Spill-through abutments
154(2)
7.2.4 Vertical-wall abutments
156(1)
7.2.5 Flow pattern
156(3)
7.3 Dutch modelling
159(4)
7.3.1 Introduction
159(1)
7.3.2 Breusers approach
159(2)
7.3.3 Closure procedures
161(2)
7.4 Equilibrium scour depth
163(6)
7.4.1 Introduction
163(1)
7.4.2 Calculation methods
164(5)
7.4.3 Discussion
169(1)
7.5 Combined scour
169(1)
7.5.1 Introduction
169(1)
7.5.2 Combined local scour and constriction or bend scour
170(1)
7.6 Failure mechanism and measures to prevent local scour
170(5)
7.6.1 Introduction
170(1)
7.6.2 Scour slopes
171(1)
7.6.3 Outflanking
172(1)
7.6.4 Riprap protection
173(2)
7.7 Examples
175(4)
7.7.1 Introduction
175(1)
7.7.2 Scour due to lowering of existing abutments
175(2)
7.7.3 Influence of the permeability of an abutment on the scour
177(2)
8 Bridges
179(31)
8.1 Introduction
179(1)
8.2 Characteristic flow pattern
179(3)
8.2.1 Introduction
179(2)
8.2.2 Submerged bridges
181(1)
8.3 Time scale
182(3)
8.4 Equilibrium scour depth
185(6)
8.4.1 Introduction
185(1)
8.4.2 Calculation methods
185(4)
8.4.3 Pressure scour
189(1)
8.4.4 Discussion
190(1)
8.5 Effects of specific parameters
191(5)
8.5.1 Introduction
191(1)
8.5.2 Pier shape
192(1)
8.5.3 Alignment of the pier to the flow
192(2)
8.5.4 Gradation of bed material
194(1)
8.5.5 Group of piers
194(2)
8.6 Scour slopes
196(5)
8.6.1 Introduction
196(1)
8.6.2 Single cylindrical pier
196(1)
8.6.3 Other types of piers
197(3)
8.6.4 Winnowing
200(1)
8.7 Measures to prevent local scour
201(2)
8.7.1 Introduction
201(1)
8.7.2 Riprap protection
201(1)
8.7.3 Mattress protection
202(1)
8.7.4 Deflectors
203(1)
8.8 Example
203(7)
8.8.1 Introduction
203(1)
8.8.2 Local scour around bridge piers
203(1)
8.8.2.1 Slender piers
204(1)
8.8.2.2 Wide piers
205(5)
9 Case studies on prototype scale
210(57)
9.1 Introduction
210(1)
9.2 Camden motorway bypass bridge pier scour assessment (RHDHV)
210(10)
9.2.1 Introduction
210(1)
9.2.2 Assessment of scour
211(2)
9.2.3 Scour assessment results
213(1)
9.2.4 Constriction scour
213(2)
9.2.5 Abutment scour
215(1)
9.2.6 Pier scour
215(1)
9.2.7 Numerical Model Verification
216(1)
9.2.8 Scour mitigation
217(2)
9.2.9 Conclusions
219(1)
9.3 Project Waterdunen (Svasek)
220(6)
9.3.1 Introduction
220(1)
9.3.2 Bed protection
220(2)
9.3.3 Hydraulic loads
222(1)
9.3.4 Scour depth
222(3)
9.3.5 Additional remarks
225(1)
9.3.5.1 Gate control
225(1)
9.3.5.2 Safety factors
226(1)
9.3.5.3 Sensitivity calculations
226(1)
9.3.5.4 Turbulence
226(1)
9.4 Full-scale erosion test propeller jet (Deme)
226(4)
9.4.1 Introduction
226(1)
9.4.2 Objective of the full-scale erosion tests and estimated flow field
226(1)
9.4.3 Scour prediction methods
227(2)
9.4.4 Results
229(1)
9.5 Scour due to ship thrusters in the Rotterdam port area (Port of Rotterdam)
230(11)
9.5.1 Introduction
230(2)
9.5.2 Full-scale test with inland vessels at the Parkkade
232(1)
9.5.2.1 Scope
232(1)
9.5.2.2 Observed scour depth versus predictions with Breusers formulas
233(2)
9.5.2.3 Observed versus predicted scour for thrusters with PIANC formulas
235(2)
9.5.2.4 Conclusions
237(1)
9.5.3 Scour due to operational use of Maasvlakte quay wall for large seagoing container vessels
238(1)
9.5.3.1 Observed scour
238(2)
9.5.3.2 Computed scour
240(1)
9.5.3.3 Conclusions
240(1)
9.6 Crossing of high voltage power line (Witteveen & Bos)
241(4)
9.6.1 Introduction
241(1)
9.6.2 Scour for a single pier
241(2)
9.6.3 Scour for multiple piers
243(2)
9.6.4 Results and discussion
245(1)
9.7 Scour development in front of culvert (van Oord)
245(6)
9.7.1 Introduction
245(2)
9.7.2 Initial bottom protection and scouring
247(2)
9.7.3 New design bottom protection
249(2)
9.7.4 Result redesign
251(1)
9.8 Bed protection at railway bridge in a bypass of the river Waal (Deltares)
251(3)
9.8.1 Introduction
251(1)
9.8.2 Flow condition
252(1)
9.8.3 Scouring
253(1)
9.8.4 Designed bed protection
253(1)
9.8.5 Final remarks
253(1)
9.9 Pressure scour around bridge piers (Arcadis)
254(6)
9.9.1 Introduction
254(1)
9.9.2 Flow conditions
255(2)
9.9.3 Scour computation
257(1)
9.9.4 Results
258(2)
9.10 Bed protection at the weir at Grave in the river Meuse (Rijkswaterstaat)
260(7)
9.10.1 Introduction
260(1)
9.10.2 Scope
260(2)
9.10.3 Flow condition
262(1)
9.10.4 Scour and bed protection
263(1)
9.10.5 Condition after the flood
264(1)
9.10.6 Hindcast
265(2)
References 267
Mr. Hoffmans has more than 30 years of professional experience in the field of scour, internal erosion, river engineering, dike and dam engineering and flood protection projects and has acted several times as Expert as well as Project Manager. He started his career as a research engineer regarding scour and erosion and the corresponding geotechnical processes. In addition, he examined the erodibility of both bed protections around hydraulic structures in non-uniform flow conditions, and revetments at dikes, for example grass covers. With this up-to-date knowledge he advised several clients all over the world with designing and assessing hydraulic structures. His design experience has been gained in various countries and covers the river training works and its geotechnical engineering and stability aspects. More specifically, this experience also focused on hydraulic structures such as estimating the dimensions of scour holes in relation to the magnitude of bed protection and the risks of shear failures and/or flow slides, considering several types of scour. The combination of research and project-related advice on site has increased his insight in the mathematical modelling of internal erosion phenomena, especially piping. He is author of several manuals and of more than 50 publications.

Mr. Henk Verheij graduated in 1978 at Delft University of Technology in Civil Engineering (M.Sc.) and, subsequently, joined Delft Hydraulics (now Deltares) until his retirement in 2014. From 2006 till mid 2020 he was lecturer Ports & Waterways at the Delft University. Mr. Henk Verheij is a senior hydraulic engineer in the fields of dikes, embankments, hydraulic structures, ship-induced water motions, revetments and scour and its effects on the stability of bed protections, embankments and dikes along canals and rivers. He has experience with small-scale models as well as full-scale prototype investigations. He participated in research on dike breaches in cohesive materials, environmental-friendly protection methods, strength of grass dikes by overtopping tests, and reed as protection material. The expertise of Mr. Henk Verheij is being used for preparing guidelines and manuals for filter design, river dike revetments, scour, and the safety against flooding. He published over 50 papers, and is co-author of PIANC report 180 Guidelines for protecting berthing structures from scour caused by ships.
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