1 General Provisions
1.0.1 This code was formulated for the purpose of making the design and construction of port and waterway revetment engineering reach the advanced technology, economy and rationality, and safety and reliability.
1.0.2 This code is applicable to the design and construction of the slope type and vertical revetment engineering of port and inland waterway. The design and construction of other revetment engineering may also refer to this code.
1.0.3 The design of revetment engineering shall meet the requirements of the overall design of port and waterway, and shall positively but cautiously adopt the new techniques, new structures, new materials and new processes.
1.0.4 In addition to those specified in this code, the design and construction of revetment engineering still shall be in accordance with those specified in the current relevant standards of nation.
2 Symbols
AR——the contact area of filler and foundation bed
B——the width of the bottom surface of wall
B1——the actual compression width of the bottom surface of wall
bi——the width of the ith soil strip
Cki——the standard cohesion on sliding surface of the ith soil strip
dw——the stable grain size of block stone
EH, EV——respectively the standard values of horizontal component and vertical component of total active soil pressure under permanent action above the calculated surface
e——the eccentricity
eli, e2i——respectively the design values of void ratio of the ith soil layer under the action of the average pressure design value (σcdi) and the average final pressure design value (σcdi+σzdi) to reach the stable compression
EpH——the passive soil pressure at inner side of wall when the bottom buried depth of wall is larger than or equal to 1m
f——the design value of friction coefficient along the calculated surface
f1——the design value of friction coefficient of the surface course along the cushion course or of the cushion course along the base soil
f2——the design value of friction coefficient between toe pad and base
GR——the standard value of gravity of the filler in cavity and playing the anti-overturning role
h——the thickness of concrete slab
KD——the stability coefficient of block
m——the slope coefficient
ms——the correction coefficient
MEP——the stabilizing moment of standard value of passive soil pressure to the hind toe of calculated surface
MEH, MEV——respectively the overturning moment and stabilizing moment of the standard horizontal component and standard vertical component of the total active soil pressure to the front toe of calculated surface, under permanent action
MP——the overturning moment of standard value of wave pressure to the hind toe of calculated surface, under the wave crest action
Mu——the overturning moment of standard value of wave lift acting on the calculated surface to the hind toe of calculated surface, under the wave crest action
MPB——the overturning moment of standard value of horizontal wave pressure to the front toe of calculated surface, under the wave trough action
MPBu——the stabilizing moment of standard value of wave lift acting on the calculated surface to the front toe of calculated surface, under the wave trough action
MPW——the overturning moment of the standard value of residual water pressure to the front toe of calculated surface
MRK——the standard value of the anti-sliding moment acting on the dangerous sliding cambered surface
MSd——the design value of the sliding moment acting on the dangerous sliding circular surface
PB——the standard value of horizontal wave suction force above calculated surface under the wave trough action
PBu——the standard value of wave lift above calculated surface under the wave trough action
P, PV——respectively the standard values of horizontal component and vertical component of the wave pressure acting above the calculated surface uncer the wave crest action
Pf——the wave suction force
PV——the standard value of vertical resultant force acting above the top surface of foundation bed
qki——the standard value of the variable action of the top surface action of the ith soil strip
[S]——the limit value for the settlement volume of building
Sdoc——the design value of settlement volume
Suki——the standard value of strength of the cross plate on the sliding surface of the ith soil strip or the standard value of other overall strength
uki——the standard value of pore water pressure when the water head on the sliding surface of the ith soil strip exceeds the zero pressure line
Vf——the surface velocity
Vmax——the maximum wave bottom velocity at the toe pad
W0——the standard value of self-gravity of filler in cavity
Wki——the standard value of gravity of the ith soil strip
Zc——the elevation at top of revetment
α——the included angle of the slope with the horizontal plane
αi——the included angle of the midpoint tangent of slip circle of the ith soil strip with the horizontal line
——the unit weight of water
a——the underwater unit weight of block stone
b——the unit weight of block stone material
c——the unit weight of concrete
d——the structural coefficient
0——the significance coefficient of structure
E——the partial coefficient of active soil pressure
EP——the partial coefficient of passive soil pressure
G——the partial coefficient of self-gravity
p——the partial coefficient of horizontal force of wave
pw——the partial coefficient of residual water pressure
R——the resistance partial coefficient
s——the comprehensive partial coefficient
σ——the partial coefficient of maximum stress on the top surface of foundation bed
δZ——the design value of the vertical additional stress of base
ε——the distance between resultant force action point and wall front toe
σc——the design value of deadweight pressure of base at Zn position
σcdi——the design value of average deadweight pressure of the base between the top surface and bottom surface of the ith soil strip
σmax——the standard value of the maximum stress on the top surface of foundation bed
σmin——the standard value of the minimum stress on the top surface of foundation bed
σγ——the design value of the resistance of foundation bed
σzdi——the design value of average vertical additional compression stress of the base between the top surface and bottom surface of the ith soil strip
ki——the standard value of the internal friction angle of consolidated quick shear on the sliding surface of the ith soil strip
3 General Requirements
3.0.1 The design of the revetment engineering shall comply with the following principles:
(1) The revetment shall be protected according to the characteristics of dynamic action of seacoast and river bank;
(2) It shall be in favor of the stability of shoal;
(3) It shall reduce the concentration of waves;
(4) It shall avoid forming weak spot at joint of adjacent structures;
(5) It shall be compatible with the neighbouring buildings and environment;
(6) It shall be prone to repair and reinforce.
3.0.2 Where the revetment is composed of several straight segments, then these segments shall be connected by circular arc or broken line.
3.0.3 The revetment engineering shall be divided into segments according to the variance in such conditions as water depth, wave, geology and landform, and shall adopt different cross sectional dimensions or different structural types.
3.0.4 The structural type of revetment shall be determined through technical and economical comparison according to such factors as natural conditions, material source, service requirements and construction conditions.
3.0.5 The revetment structure may adopt slope type revetment, vertical revetment or the slope type and vertical combined structural type. The slope type revetment should be adopted in such district with low revetment slope, small water depth, poor base, rich stone source and sufficient land as well as the revetment slope adopting on site sloping; and the vertical revetment should be adopted in such district with steep revetment slope, large water depth, good base, small depth of bank line and insufficient land.
3.0.6 As for the slope type and vertical combined revetment structure, if the height of straight wall is small and the mainly the rubble filled slope is adopted, the revetment engineering may be designed according to the slope type revetment with breast wall; if the height of straight wall is large, the revetment engineering may be designed according to the vertical revetment on rubble bedding foundation.
3.0.7 The design of revetment engineering shall take the following three kinds of design conditions into consideration:
(1) Persistent condition: the revetment engineering during the usage period of structure shall be designed respectively according to the limit state of bearing capacity and the serviceability limit state;
(2) Transient condition: generally, the construction period and the usage period with a certain kind of special short term load shall be designed only according to the limit state of bearing capacity, and if necessary, may also be designed according to serviceability limit state;
(3) Accidental condition: the usage period shall be designed only according to the limit state of bearing capacity when suffering from such Accidental actions as seismic action.
1 GENERAL PROVISIONS
2 SYMBOLS
3 GENERAL REQUIREMENTS
4 DESIGN OF SLOPE TYPE REVETMENT
4.1 GENERAL REQUIREMENTS
4.2 TYPE AND DIMENSION OF CROSS SECTION
4.3 CONSTRUCTION
4.4 CALCULATION
5 DESIGN OF VERTICAL REVETMENT
5.1 GENERAL REQUIREMENTS
5.2 TYPE AND DIMENSION OF CROSS SECTION
5.3 FOUNDATION
5.4 CONSTRUCTION
5.5 CALCULATION
6.1 MONOLITHIC STABILITY CHECKING OF BASE
6.2 SETTLEMENT OF BASE
7 CONSTRUCTION OF SLOPE TYPE REVETMENT
7.1 GENERAL REQUIREMENTS
7.2 EXCAVATION AND CUTTING OF REVETMENT SLOPE
7.3 SAND CUSHION AND GEOTEXTILE CUSHION
7.4 BOTTOM PROTECTION, LEVEE BODY AND TOE PAD
7.5 INVERTED LAYER
7.6 ARMOR LAYER
7.7 SUPERSTRUCTURES
7.8 BACK-LAND BACKFILLING AND HYDRAULIC FILLING
8 CONSTRUCTION OF VERTICAL REVETMENT
8.1 GENERAL REQUIREMENTS
8.2 FOUNDATION TRENCH EXCAVATION
8.3 UNDERWATER RUBBLE-MOUND FOUNDATION
8.4 MEMBER PREFABRICATION
8.5 INSTALLATION OF SQUARE BLOCKS, COUNTERFORT AND CAISSON MEMBERS
8.6 SHEET PILE AND ANCHORING STRUCTURE
8.7 SUPERSTRUCTURES
8.8 MORTAR RUBBLE MASONRY RETAINING WALL
8.9 REINFORCED EARTH RETAINING WALL
8.10 CAST-IN-PLACE CONCRETE RETAINING WALL
8.11 BACKFILLING OF MOUND, INVERTED LAYER AND BACK LAND
APPENDIX A EXPLANATION OF WORDING IN THIS CODE
ADDITIONAL EXPLANATION LIST OF CHIEF DEVELOPMENT ORGANIZATION, PARTICIPATING ORGANIZATIONS AND CHIEF DRAFTING STAFFS OF THIS CODE
