標(biāo)準(zhǔn)編號(hào):	JTJ 300-2000
中文名稱:	港口及航道護(hù)岸工程設(shè)計(jì)與施工規(guī)范
英文名稱:	Code for Design and Construction of Port and Waterway Revetment Engineering
中標(biāo)分類:	P67    港口與航道工程
行業(yè)分類:	JT    交通行業(yè)標(biāo)準(zhǔn)
發(fā)布機(jī)構(gòu):	中華人民共和國(guó)交通運(yùn)輸部
發(fā)布日期:	2000-12-25
實(shí)施日期:	2001-6-1
標(biāo)準(zhǔn)狀態(tài):	superseded
被新標(biāo)準(zhǔn)替代:	JTS 208-2020 防波堤與護(hù)岸施工規(guī)范 JTS 154-2018 防波堤與護(hù)岸設(shè)計(jì)規(guī)范
被替代日期:	2018-8-1
翻譯語(yǔ)言:	英文
文件格式:	PDF
中文字符數(shù):	46000 字
翻譯價(jià)格(元):	1840.0
交付時(shí)間:	付款后 1 個(gè)工作日

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