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TB 10001-2016: Code for design of railway earth structure---This is an excerpt. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.), auto-downloaded/delivered in 9 seconds, can be purchased online: https://www.ChineseStandard.net/PDF.aspx/TB10001-2016INDUSTRY STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA UDC J 447-2017 Code for design of railway earth structure Issued on. DECEMBER 20, 2016 Implemented on. APRIL 01, 2017 Issued by. State Railway Administration INDUSTRY STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA Code for design of railway earth structure J 447-2017 Main drafting organization. China Railway First Survey and Design Institute Group Co., Ltd. Approved by. State Railway Administration Date of implementation. April 1, 2017 2017 Beijing Table of ContentsForeword... 8 1 General... 11 2 Terms and symbols... 12 3 Basic requirements... 17 4 Design load... 37 5 Engineering materials... 48 6 Subgrade bed... 62 7 Embankment... 68 8 Cutting... 73 9 Transition section... 75 10 Ground treatment... 82 11 Retaining structure... 86 12 Subgrade protection... 90 13 Water prevention and drainage of subgrade... 99 14 Reconstruction of railway subgrade for existing line and addition of second line... 108 15 Borrow (spoil) area and earthwork allocation... 115 16 Subgrade interface design... 118 Appendix A Grouping classification of ordinary fillers... 121 Appendix B Design of improved soil and test requirements... 131 Appendix C Steel model, concrete grade and strength... 137 Appendix D Common ground treatment methods and measure application conditions... 140 Appendix E Green protection for subgrade slopes... 142 Appendix F Diagrams for design of subgrade waterproof and drainage... 144 Explanation of wording in this code... 1501 General1.0.1 This code is formulated to unify the technical standards for railway subgrade design, make the subgrade design meets the requirements of safety, reliability, advanced technology, economic rationality. 1.0.2 This code is applicable to the design of standard gauge subgrades for high-speed railways, intercity railways, passenger-freight level I and level II railways, heavy-duty railways. 1.0.3 The subgrade project shall be designed according to the geotechnical structure, to ensure that it meets the requirements of strength, stability and durability; meets the relevant requirements of environmental protection, soil and water conservation, cultural relic protection, etc. 1.0.4 The subgrade engineering shall, through geological mapping, comprehensive exploration, testing and analysis, ascertain the geotechnical structure and physical and mechanical properties of the subgrade base, cutting slope, retaining structure foundation, etc., as well as the nature and distribution of the filler. Perform design based on reliable geological data. 1.0.5 The subgrade engineering design should avoid high filling, deep excavation, long cutting; avoid areas with adverse geological conditions. In the comparison and selection of subgrade, bridge, tunnel engineering, it shall make comprehensive analysis in terms of technical conditions, construction conditions, land occupation, possible environmental and social impacts, urban construction planning, construction investment, operation and maintenance costs, to determine the type of project. 1.0.6 The railway train’s load shall be determined according to railway transportation characteristics, mobile equipment, design speed, etc. High- speed railway should adopt ZK load diagram. Intercity railway should adopt ZC load diagram. Passenger-freight railways should adopt ZKH load diagram. Heavy-load railway should use ZH load diagram. When the characteristics of passenger-freight railway meet the standards of heavy-duty railways, it shall use the ZH load diagram. 1.0.7 The design of subgrade engineering shall be based on railway grade, subgrade structure, and other factors; according to local conditions, reasonably select engineering materials. Meanwhile it shall meet the application conditions and use requirements of subgrade engineering. Subgrade fillers shall be surveyed and designed as engineering materials, to reasonably determine the earthwork allocation plan. 1.0.8 Subgrade engineering’s design shall consider the transition between subgrade and bridges, lateral structures, tunnels, and other subgrades of different structures. 1.0.9 The foundation treatment measures for the subgrade project shall be determined according to the railway grade, geological conditions, environmental requirements, embankment height, filler, construction period, etc. Meanwhile it shall meet the requirements of the stability of the subgrade and post-construction settlement. 1.0.10 The subgrade’s retaining structure shall be designed according to the geological conditions, track loads, train loads, whilst considering the effects of natural factors such as atmospheric precipitation, groundwater, surrounding environment. 1.0.11 The subgrade project shall have complete, systematic and unobstructed drainage facilities, which shall be reasonably connected with railway bridges and culverts, tunnels, stations and local drainage systems. 1.0.12 The structure of the catenary support foundation, sound barrier foundation, cable trough, cross-rail pipeline, comprehensive grounding provided on the roadbed shall be designed synchronously and constructed in a coordinated manner with the subgrade engineering, to ensure the integrity and stability of the subgrade. 1.0.13 Subgrade engineering shall promote the use of safe and reliable new technologies, new structures, new materials, new processes. 1.0.14 The land used for subgrade shall comply with the national construction land policy and relevant regulations, implement the principle of land conservation; meet the requirements of stability of subgrade, drainage facilities and protection fences. 1.0.15 In addition to this code, the design of railway subgrades shall also comply with the relevant national standards.2 Terms and symbols2.1 Terms 2.1.1 Earth structure A geotechnical structure directly supporting the track structure formed by excavation or filling. 2.1.2 Embankment Subgrade filled with soil and stone on the ground. 2.1.3 Cutting Subgrade dug down from the ground surface. 2.1.4 Subgrade shoulder The part at both sides of the formation surface which is not covered by the ballast bed. 2.1.5 Elevation of subgrade shoulder The elevation of the outer edge of the shoulder. 2.1.9 Transition section The section at the joint between the subgrade and bridge abutments, lateral structures, tunnels, embankments and cutting, which needs special treatment. 2.1.10 Post-construction settlement of subgrade Settlement of the subgrade after the completion of the track laying project. 2.1.18 Chemically-improved soil The mixed soil material whose raw earth material is mixed with lime, cement, mineral admixture and other materials to change the chemical composition of the filler to improve its engineering performance. 2.1.32 Side drain Open ditch close to the outside of the shoulder of the cutting which is used to drain the water from the formation surface and side slope.3 Basic requirements3.1 Elevation of subgrade shoulder 3.1.1 When the elevation of the shoulder is controlled by the flood level or tidal level, the design flood level or tidal level shall be determined according to the following requirements. 3.1.3 The height of the shoulder of the reservoir subgrade shall be greater than the sum of the design water level, wave invasion height, backwater height (including the backwater of the reservoir and the backwater on the shore), the safe height. 3.2 Shape and width of formation surface 3.2.1 The shape of the formation surface shall meet the following requirements. 3.2.3 The width of the formation surface between sections be calculated and determined according to factors such as design speed, track type, number of main lines, line spacing, curve widening, shoulder width, road maintenance form, cable trough, catenary pillar type, foundation type, etc. Consider the setting of the sound barrier foundation if necessary. 3.2.5 The standard formation surface’s width of the straight section of the passenger-freight shared line electrified railway shall be calculated and determined according to formula (3.2.5) and Figure 3.2.5. 3.3 Subgrade stability and settlement control criteria 3.3.1 The slope stability shall be analyzed by suitable calculation methods such as arc sliding method, plane sliding method or broken line sliding method according to the slope type and possible failure forms. When the slope failure mechanism is complicated, it should be analyzed in combination with numerical analysis method.4 Design load4.1 General provisions 4.1.1 The load on the railway subgrade structure can be classified according to Table 4.1.1 according to the time of action and the frequency of occurrence. 4.1.2 The design of subgrade engineering shall, according to the functional requirements of the structure and the design conditions of use, use the corresponding combinations. The design and verification use different safety factors. 4.1.3 When the subgrade engineering is designed with the total safety factor method, the load and action shall use the calculated values; the load combinations shall comply with the requirements in Table 4.1.3.When using the limit state method for design, the load and action shall use the design value; the load combination shall meet the relevant requirements. 4.2.3 The calculation of the unit load and the dynamic load of the train on the passenger-freight shared railway shall meet the following requirements. 4.2.7 For the subgrade structure as affected by the dynamic stress, it shall consider the dynamic load of train during design. 4.3.3 When the retaining structure is used as a wave barrier structure, the wave pressure acting on the retaining structure shall be, based on the wind direction in front of the wall, the wind speed, the length of the wind zone (stroke), the average water depth in the wind zone, the actual wave form in front of the wall, etc., determined through calculation in accordance with the relevant standards. 4.4 Special forces 4.4.1 The subgrade structure under seismic conditions shall consider seismic forces. The calculation method of seismic force on rigid structures and soil rupture prisms may adopt static method. 4.4.2 The subgrade structure check and calculation shall consider temporary loads such as rack transport equipment and its load capacity.5 Engineering materials5.1 General provisions 5.1.1 The filler, stone, concrete, cement mortar, steel, geosynthetic materials used in the subgrade project shall be determined according to its type, characteristics, performance, scope of application, type of application structure, application environment. 5.2 Filler 5.2.1 Subgrade fillers shall be subject to geological mapping, exploration, test work to ascertain the geotechnical properties, distribution, reserves of the source material, meanwhile determine the source, classification, group name, deployment plan, improvement measures of the filler. 5.2.2 Subgrade fillers can be divided into ordinary fillers, physically improved soils, chemically improved soils, graded macadams according to the method of use or processing of the original soil material. to engineering performance and grading characteristics. For the classification of ordinary filler groups, see Appendix A. 5.2.5 The classification of ordinary fillers shall meet the following requirements.6 Subgrade bed6.1 General provisions 6.1.1 The structure of the subgrade bed shall meet the requirements of strength and deformation, to ensure its long-term stability under the influence of train loads, precipitation, dry and wet cycles, freeze-thaw cycles. 6.2 Subgrade bed structure 6.2.1 The subgrade bed structure shall be composed of the surface layer of the subgrade bed and the bottom layer of the subgrade bed. Its structural design shall meet the following requirements under the load of the train. 6.3 Embankment subgrade bed 6.3.1 The filler of the surface of the subgrade bed shall be determined according to the railway grade, design speed, track type, etc. according to Table 6.3.1. 6.3.3 For low embankments with a height of less than 2.5 m, the bearing capacity, soil quality, natural compactness of the natural foundation within the range of the bottom of the subgrade bed shall comply with the provisions of clauses 6.1.2, 6.3.2, 6.5.3 of this code. 6.4 Subgrade bed for cutting 6.4.1 For the hard rock subgrade bed which is not easily weathered, the formation surface shall be provided with not less than 4% herringbone drainage slope. 6.5 Compaction criteria of subgrade bed 6.5.1 The compaction control index of the subgrade bed’s filler shall meet the following requirements. 6.6.3 When the subgrade bed is affected by groundwater, it should take measures such as lowering the groundwater level and setting up embankment- type cutting, to reduce and empty the water in the area of the subgrade bed. 6.6.4 For the semi-filled and semi-cut subgrade bed on steep slope section, the range not less than 1 m below the subgrade bed at the semi-cut side shall be cut and filled; the filler shall meet the requirements of clauses 6.3.1 and 6.3.2 of this code.7 Embankment7.1 General provisions 7.1.1 The height of the embankment slope shall be reasonably determined in combination with railway grade, track type, foundation conditions, source of filler, land use nature, environmental factors, which should not exceed 20 m. 7.1.2 The surface treatment of the subgrade of the embankment on stable slope section shall meet the following requirements. 7.1.4 When groundwater in the base affects the stability of the embankment, it shall take measures such as interception and drainage beyond the base area or filling of seepage filler at the bottom of the embankment, which shall not deteriorate the base conditions. 7.1.5 When the stability of the embankment on soft soil and other types of thick soft soil foundation and the post-construction settlement do not meet the requirements, it shall perform foundation treatment, which shall be coordinated with the base treatment. 7.2 Filler and filling requirements 7.2.4 The maximum particle size of the filler below the embankment’s subgrade bed shall meet the following requirements. 7.3 Compaction criteria 7.3.1 The compaction control index of the embankment’s filler below the subgrade bed shall meet the following requirements.8 Cutting8.1 General provisions 8.1.1 The height of the cutting slope shall b1 For fine-grained soil, sandy soil, gravelly soil, macadam soil, block stone soil, etc., it shall use the compaction coefficient and foundation deformation coefficient as control indicators. 8.1.2 Soil, soft rock and strongly weathered hard rock cuttings shall be provided with side drain platforms, the width of which shall not be less than 0.5 m; cutting slopes shall be provided with slope platforms at the interface between soil and rock boundaries, permeable and impermeable layers; the width should not be less than 2 m. 8.3 Rock cutting 8.3.1 The slope form and slope rate of rock cutting shall be determined according to the engineering geology, hydrogeology and meteorological conditions, lithology, slope height, construction method, combined with rock mass structure, structural surface appearance, weathering degree, natural stable slope, survey of artificial slopes, be comprehensively determined. It may use the stability analysis methods to check it if necessary. 8.3.3 Platforms and drainage facilities for strongly weathered or fully weathered hard rock and soft rock cuttings may be provided in accordance with clause 8.1.2 of this code. 8.3.4 When the height of the rock cutting slope is greater than 20 m, the slope rate and form shall be determined through calculation of stability analysis; the minimum stability safety factor shall meet the requirements of clause 3.3.5 of this code.9 Transition section9.1 General provision 9.1.1 When subgrades and bridges and tunnels as well as other offline structures, different subgrade structures, different types of ground treatment may cause the foundation settlement deformation and rigid difference of the track, it shall set a transition section. 9.1.4 For the semi-filled and semi-cut subgrade across the excavation and filling under the track, the rigid difference with the filling part may be adjusted by changing the replacement filling excavation part. The thickness of the replacement fill should be determined according to the foundation conditions and the height of the filling part. 9.1.5 For the transition section set on the back of the abutment and on both sides of the lateral structure, when hard rock needs to be excavated, it should be subject to special design in combination with railway grade and excavation height; it may take the backfill concrete measures to treat it. 9.2 Transition section between subgrade and abutment 9.2.2 The length of the transition section shall be determined according to formula (9.2.2). The length of the transition section of high-speed railways and ballast-less track railways shall not be less than 20 m. INDUSTRY STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA UDC J 447-2017 Code for design of railway earth structure Issued on. DECEMBER 20, 2016 Implemented on. APRIL 01, 2017 Issued by. State Railway Administration INDUSTRY STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA Code for design of railway earth structure J 447-2017 Main drafting organization. China Railway First Survey and Design Institute Group Co., Ltd. Approved by. State Railway Administration Date of implementation. April 1, 2017 2017 BeijingTable of ContentsForeword... 8 1 General... 11 2 Terms and symbols... 12 3 Basic requirements... 17 4 Design load... 37 5 Engineering materials... 48 6 Subgrade bed... 62 7 Embankment... 68 8 Cutting... 73 9 Transition section... 75 10 Ground treatment... 82 11 Retaining structure... 86 12 Subgrade protection... 90 13 Water prevention and drainage of subgrade... 99 14 Reconstruction of railway subgrade for existing line and addition of second line... 108 15 Borrow (spoil) area and earthwork allocation... 115 16 Subgrade interface design... 118 Appendix A Grouping classification of ordinary fillers... 121 Appendix B Design of improved soil and test requirements... 131 Appendix C Steel model, concrete grade and strength... 137 Appendix D Common ground treatment methods and measure application conditions... 140 Appendix E Green protection for subgrade slopes... 142 Appendix F Diagrams for design of subgrade waterproof and drainage... 144 Explanation of wording in this code... 1501 General1.0.1 This code is formulated to unify the technical standards for railway subgrade design, make the subgrade design meets the requirements of safety, reliability, advanced technology, economic rationality. 1.0.2 This code is applicable to the design of standard gauge subgrades for high-speed railways, intercity railways, passenger-freight level I and level II railways, heavy-duty railways. 1.0.3 The subgrade project shall be designed according to the geotechnical structure, to ensure that it meets the requirements of strength, stability and durability; meets the relevant requirements of environmental protection, soil and water conservation, cultural relic protection, etc. 1.0.4 The subgrade engineering shall, through geological mapping, comprehensive exploration, testing and analysis, ascertain the geotechnical structure and physical and mechanical properties of the subgrade base, cutting slope, retaining structure foundation, etc., as well as the nature and distribution of the filler. Perform design based on reliable geological data. 1.0.5 The subgrade engineering design should avoid high filling, deep excavation, long cutting; avoid areas with adverse geological conditions. In the comparison and selection of subgrade, bridge, tunnel engineering, it shall make comprehensive analysis in terms of technical conditions, construction conditions, land occupation, possible environmental and social impacts, urban construction planning, construction investment, operation and maintenance costs, to determine the type of project. 1.0.6 The railway train’s load shall be determined according to railway transportation characteristics, mobile equipment, design speed, etc. High- speed railway should adopt ZK load diagram. Intercity railway should adopt ZC load diagram. Passenger-freight railways should adopt ZKH load diagram. Heavy-load railway should use ZH load diagram. When the characteristics of passenger-freight railway meet the standards of heavy-duty railways, it shall use the ZH load diagram. 1.0.7 The design of subgrade engineering shall be based on railway grade, subgrade structure, and other factors; according to local conditions, reasonably select engineering materials. Meanwhile it shall meet the application conditions and use requirements of subgrade engineering. Subgrade fillers shall be surveyed and designed as engineering materials, to reasonably determine the earthwork allocation plan. 1.0.8 Subgrade engineering’s design shall consider the transition between subgrade and bridges, lateral structures, tunnels, and other subgrades of different structures. 1.0.9 The foundation treatment measures for the subgrade project shall be determined according to the railway grade, geological conditions, environmental requirements, embankment height, filler, construction period, etc. Meanwhile it shall meet the requirements of the stability of the subgrade and post-construction settlement. 1.0.10 The subgrade’s retaining structure shall be designed according to the geological conditions, track loads, train loads, whilst considering the effects of natural factors such as atmospheric precipitation, groundwater, surrounding environment. 1.0.11 The subgrade project shall have complete, systematic and unobstructed drainage facilities, which shall be reasonably connected with railway bridges and culverts, tunnels, stations and local drainage systems. 1.0.12 The structure of the catenary support foundation, sound barrier foundation, cable trough, cross-rail pipeline, comprehensive grounding provided on the roadbed shall be designed synchronously and constructed in a coordinated manner with the subgrade engineering, to ensure the integrity and stability of the subgrade. 1.0.13 Subgrade engineering shall promote the use of safe and reliable new technologies, new structures, new materials, new processes. 1.0.14 The land used for subgrade shall comply with the national construction land policy and relevant regulations, implement the principle of land conservation; meet the requirements of stability of subgrade, drainage facilities and protection fences. 1.0.15 In addition to this code, the design of railway subgrades shall also comply with the relevant national standards.2 Terms and symbols2.1 Terms 2.1.1 Earth structure A geotechnical structure directly supporting the track structure formed by excavation or filling. 2.1.2 Embankment Subgrade filled with soil and stone on the ground. 2.1.3 Cutting Subgrade dug down from the ground surface. 2.1.4 Subgrade shoulder The part at both sides of the formation surface which is not covered by the ballast bed. 2.1.5 Elevation of subgrade shoulder The elevation of the outer edge of the shoulder. 2.1.9 Transition section The section at the joint between the subgrade and bridge abutments, lateral structures, tunnels, embankments and cutting, which needs special treatment. 2.1.10 Post-construction settlement of subgrade Settlement of the subgrade after the completion of the track laying project. 2.1.18 Chemically-improved soil The mixed soil material whose raw earth material is mixed with lime, cement, mineral admixture and other materials to change the chemical composition of the filler to improve its engineering performance. 2.1.32 Side drain Open ditch close to the outside of the shoulder of the cutting which is used to drain the water from the formation surface and side slope.3 Basic requirements3.1 Elevation of subgrade shoulder 3.1.1 When the elevation of the shoulder is controlled by the flood level or tidal level, the design flood level or tidal level shall be determined according to the following requirements. 3.1.3 The height of the shoulder of the reservoir subgrade shall be greater than the sum of the design water level, wave invasion height, backwater height (including the backwater of the reservoir and the backwater on the shore), the safe height. 3.2 Shape and width of formation surface 3.2.1 The shape of the formation surface shall meet the following requirements. 3.2.3 The width of the formation surface between sections be calculated and determined according to factors such as design speed, track type, number of main lines, line spacing, curve widening, shoulder width, road maintenance form, cable trough, catenary pillar type, foundation type, etc. Consider the setting of the sound barrier foundation if necessary. 3.2.5 The standard formation surface’s width of the straight section of the passenger-freight shared line electrified railway shall be calculated and determined according to formula (3.2.5) and Figure 3.2.5. 3.3 Subgrade stability and settlement control criteria 3.3.1 The slope stability shall be analyzed by suitable calculation methods such as arc sliding method, plane sliding method or broken line sliding method according to the slope type and possible failure forms. When the slope failure mechanism is complicated, it should be analyzed in combination with numerical analysis method.4 Design load4.1 General provisions 4.1.1 The load on the railway subgrade structure can be classified according to Table 4.1.1 according to the time of action and the frequency of occurrence. 4.1.2 The design of subgrade engineering shall, according to the functional requirements of the structure and the design conditions of use, use the corresponding combinations. The design and verification use different safety factors. 4.1.3 When the subgrade engineering is designed with the total safety factor method, the load and action shall use the calculated values; the load combinations shall comply with the requirements in Table 4.1.3.When using the limit state method for design, the load and action shall use the design value; the load combination shall meet the relevant requirements. 4.2.3 The calculation of the unit load and the dynamic load of the train on the passenger-freight shared railway shall meet the following requirements. 4.2.7 For the subgrade structure as affected by the dynamic stress, it shall consider the dynamic load of train during design. 4.3.3 When the retaining structure is used as a wave barrier structure, the wave pressure acting on the retaining structure shall be, based on the wind direction in front of the wall, the wind speed, the length of the wind zone (stroke), the average water depth in the wind zone, the actual wave form in front of the wall, etc., determined through calculation in accordance with the relevant standards. 4.4 Special forces 4.4.1 The subgrade structure under seismic conditions shall consider seismic forces. The calculation method of seismic force on rigid structures and soil rupture prisms may adopt static method. 4.4.2 The subgrade structure check and calculation shall consider temporary loads such as rack transport equipment and its load capacity.5 Engineering materials5.1 General provisions 5.1.1 The filler, stone, concrete, cement mortar, steel, geosynthetic materials used in the subgrade project shall be determined according to its type, characteristics, performance, scope of application, type of application structure, application environment. 5.2 Filler 5.2.1 Subgrade fillers shall be subject to geological mapping, exploration, test work to ascertain the geotechnical properties, distribution, reserves of the source material, meanwhile determine the source, classification, group name, deployment plan, improvement measures of the filler. 5.2.2 Subgrade fillers can be divided into ordinary fillers, physically improved soils, chemically improved soils, graded macadams according to the method of use or processing of the original soil material. to engineering performance and grading characteristics. For the classification of ordinary filler groups, see Appendix A. 5.2.5 The classification of ordinary fillers shall meet the following requirements.6 Subgrade bed6.1 General provisions 6.1.1 The structure of the subgrade bed shall meet the requirements of strength and deformation, to ensure its long-term stability under the influence of train loads, precipitation, dry and wet cycles, freeze-thaw cycles. 6.2 Subgrade bed structure 6.2.1 The subgrade bed structure shall be composed of the surface layer of the subgrade bed and the bottom layer of the subgrade bed. Its structural design shall meet the following requirements under the load of the train. 6.3 Embankment subgrade bed 6.3.1 The filler of the surface of the subgrade bed shall be determined according to the railway grade, design speed, track type, etc. according to Table 6.3.1. 6.3.3 For low embankments with a height of less than 2.5 m, the bearing capacity, soil quality, natural compactness of the natural foundation within the range of the bottom of the subgrade bed shall comply with the provisions of clauses 6.1.2, 6.3.2, 6.5.3 of this code. 6.4 Subgrade bed for cutting 6.4.1 For the hard rock subgrade bed which is not easily weathered, the formation surface shall be provided with not less than 4% herringbone drainage slope. 6.5 Compaction criteria of subgrade bed 6.5.1 The compaction control index of the subgrade bed’s filler shall meet the following requirements. 6.6.3 When the subgrade bed is affected by groundwater, it should take measures such as lowering the groundwater level and setting up embankment- type cutting, to reduce and empty the water in the area of the subgrade bed. 6.6.4 For the semi-filled and semi-cut subgrade bed on steep slope section, the range not less than 1 m below the subgrade bed at the semi-cut side shall be cut and filled; the filler shall meet the requirements of clauses 6.3.1 and 6.3.2 of this code.7 Embankment7.1 General provisions 7.1.1 The height of the embankment slope shall be reasonably determined in combination with railway grade, track type, foundation conditions, source of filler, land use nature, environmental factors, which should not exceed 20 m. 7.1.2 The surface treatment of the subgrade of the embankment on stable slope section shall meet the following requirements. 7.1.4 When groundwater in the base affects the stability of the embankment, it shall take measures such as interception and drainage beyond the base area or filling of seepage filler at the bottom of the embankment, which shall not deteriorate the base conditions. 7.1.5 When the stability of the embankment on soft soil and other types of thick soft soil foundation and the post-construction settlement do not meet the requirements, it shall perform foundation treatment, which shall be coordinated with the base treatment. 7.2 Filler and filling requirements 7.2.4 The maximum particle size of the filler below the embankment’s subgrade bed shall meet the following requirements. 7.3 Compaction criteria 7.3.1 The compaction control index of the embankment’s filler below the subgrade bed shall meet the following requirements.8 Cutting8.1 General provisions 8.1.1 The height of the cutting slope shall b1 For fine-grained soil, sandy soil, gravelly soil, macadam soil, block stone soil, etc., it shall use the compaction coefficient and foundation deformation coefficient as control indicators. 8.1.2 Soil, soft rock and strongly weathered hard rock cuttings shall be provided with side drain platforms, the width of which shall not be less than 0.5 m; cutting slopes shall be provided with slope platforms at the interface between soil and rock boundaries, permeable and impermeable layers; the width should not be less than 2 m. 8.3 Rock cutting 8.3.1 The slope form and slope rate of rock cutting shall be determined according to the engineering geology, hydrogeology and meteorological conditions, lithology, slope height, construction method, combined with rock mass structure, structural surface appearance, weathering degree, natural stable slope, survey of artificial slopes, be comprehensively determined. It may use the stability analysis methods to check it if necessary. 8.3.3 Platforms and drainage facilities for strongly weathered or fully weathered hard rock and soft rock cuttings may be provided in accordance with clause 8.1.2 of this code. 8.3.4 When the height of the rock cutting slope is greater than 20 m, the slope rate and form shall be determined through calculation of stability analysis; the minimum stability safety factor shall meet the requirements of clause 3.3.5 of this code.9 Transition section9.1 General provision 9.1.1 When subgrades and bridges and tunnels as well as other offline structures, different subgrade structures, different types of ground treatment may cause the foundation settlement deformation and rigid difference of the track, it shall set a transition section. 9.1.4 For the semi-filled and semi-cut subgrade across the excavation and filling under the track, the rigid difference with the filling part may be adjusted by changing the replacement filling excavation part. The thickness of the replacement fill should be determined according to the foundation conditions and the height of the filling part. 9.1.5 For the transition section set on the back of the abutment and on both sides of the lateral structure, when hard rock needs to be excavated, it should be subject to special design in combination with railway grade and excavation height; it may take the backfill concrete measures to treat it. 9.2 Transition section between subgrade and abutment 9.2.2 The length of the transition section shall be determined according to formula (9.2.2). The length of the transition section of high-speed railways and ballast-less track railways shall not be less than 20 m. ......Source: Above contents are excerpted from the full-copy PDF -- translated/reviewed by: www.ChineseStandard.net / Wayne Zheng et al. 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