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TB 10025-2019 UDC INDUSTRY STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA P TB 10025-2019 J 127-2019 Code for design of retaining structures of railway earthworks ISSUED ON: JULY 31, 2019 IMPLEMENTED ON: DECEMBER 01, 2019 Issued by: State Railway Administration Table of Contents Foreword ... 7  1 General ... 10  2 Terms and symbols ... 10  2.1 Terms ... 10  2.2 Symbol ... 13  3 Basic provisions ... 15  3.1 General provisions ... 15  3.2 Design requirements ... 17  3.3 Selection of retaining structure form ... 19  4 Design load ... 20  4.1 General provisions ... 20  4.2 Main force ... 21  4.3 Additional force ... 24  4.4 Special force... 25  5 Materials and properties ... 25  5.1 General provisions ... 25  5.2 Concrete, mortar rubble and cement mortar ... 26  5.3 Steel ... 27  5.4 Geosynthetics ... 27  5.5 Filler and geotechnical ... 28  6 Gravity retaining wall ... 29  6.1 General provisions ... 29  6.2 Design and calculation ... 30  6.3 Construction requirements ... 38  7 Cantilever and counterfort retaining wall ... 40  7.1 General provisions ... 40  7.2 Design and calculation ... 41  7.3 Construction requirements ... 47  8 Groove retaining wall ... 48  8.1 General provisions ... 48  8.2 Design and calculation ... 49  8.3 Construction requirements ... 55  9 Reinforced soil wall ... 56  9.1 General provisions ... 56  9.2 Design and calculation ... 57  9.3 Construction requirements ... 62  10 Soil nailing retaining wall ... 64  10.1 General provisions ... 64  10.2 Design and calculation ... 64  10.3 Construction requirements ... 69  11 Anchored wall ... 70  11.1 General provisions ... 70  11.2 Design and calculation ... 72  11.3 Construction requirements ... 77  12 Prestressed anchored cable ... 79  12.1 General provisions ... 79  12.2 Design and calculation ... 80  12.3 Construction requirements ... 84  13 Slide-resistant pile ... 87  13.1 General provisions ... 87  13.2 Design and calculation ... 89  13.3 Construction requirements ... 94  14 Pile-wall structure ... 95  14.1 General provisions ... 95  14.2 Design and calculation ... 97  14.3 Construction requirements ... 100  15 Gravity retaining wall on pile foundation and beam ... 101  15.1 General provisions ... 101  15.2 Design and calculation ... 101  15.3 Construction requirements ... 104  16 Composite pile structure ... 105  16.1 General provisions ... 105  16.2 Design and calculation ... 106  16.3 Construction requirements ... 109  17 Other structures ... 110  17.1 Gravity retaining wall with short relieving slab ... 110  17.2 Anchor slab wall ... 112  Appendix A Common types and applicable conditions of retaining structure 117  Appendix B Track and train loads above the formation surface ... 118  Appendix C Material performance parameters of structural members ... 121  Appendix D Basic bearing capacity of foundation ... 124  Appendix E Resistance design of reinforced concrete members ... 130  Appendix F Calculation of maximum crack width of rectangular pile reinforced concrete flexural members ... 136  Appendix G Reference values of relevant parameters for design of groove retaining wall ... 138  Appendix H Reference values of anti-pullout design parameters for anchor rods and cables ... 139  Appendix J Anchor rod (cable) test ... 140  Appendix K Selection of prestressed anchor cable and design parameters 146  Appendix L Reference value of anchor pile’s foundation factor ... 149  Explanation of wording in this code ... 152  Code for design of retaining structures of railway earthworks 1 General 1.0.1 This standard is formulated to unify the design technical criteria of the retaining structures of railway earthworks, so that the design of the retaining structure meets the requirements of safety, reliability, advanced technology, reasonable economy and green environmental protection. 1.0.2 This code is applicable to the design of retaining structure of railway earthworks and related projects. 1.0.3 The retaining structure of the railway earthwork shall be designed according to track and train loads, engineering geology, hydrogeology, environmental conditions. 1.0.4 The retaining structure design shall meet the requirements of safety, applicability, durability. 1.0.5 The retaining structure for earthwork be well designed for connection with bridge abutments, tunnel openings, catenary pillars, sound barrier foundations and other projects. 1.0.6 Retaining structure’s design shall promote the use of safe and reliable new technologies, new structures, new materials and new processes. 1.0.7 In addition to meeting this code, the design of the retaining structure shall also comply with the relevant national standards. 2 Terms and symbols 2.1 Terms 2.1.1 Retaining structure Structures which are used to support and strengthen the rock-soil body and maintain its stability. 2.1.2 Gravity retaining wall A retaining structure that resists the earth pressure and prevents the soil from slumping by the weight of the wall. When there is a counterfort platform on the back of the wall, it is called a counterfort retaining wall. 2.1.3 Cantilever retaining wall A retaining structure which is composed of standing arm plate, a toe plate, a heel plate, etc., which resists the earth pressure by the gravity of the wall body and the soil body above the heel plate. 2.1.4 Counterfort retaining wall A retaining structure which is composed of standing arm plate, a toe plate, a heel plate, a buttress, etc., which resists the earth pressure by the gravity of the wall body and the soil body above the heel plate. 2.1.5 Groove retaining wall A retaining structure of U-shaped which is composed of side walls and a baseplate, that withstands earth pressure, water pressure, buoyancy, meanwhile prevents surface water or groundwater from infiltrating. 2.1.6 Reinforced soil wall A retaining structure which is composed of wall system, reinforcement and filling soil, which uses reinforcement and filling as a whole to resist the earth pressure. 2.1.7 Soil nailing retaining wall A retaining structure which is composed of soil nails and wall panels, which uses soil nails and the reinforced rock-soil together to form a composite structure to resist the earth pressure. 2.1.8 Anchored wall A retaining structure which is composed of a wall system and an anchor rod, which maintains stability and resists earth pressure by the tension of the anchor rod. 2.1.9 Prestressed anchored cables Retaining structure by applying tension to the anchor cable to strengthen the rock-soil body to reach a stable state or improve the internal stress of the structure. 2.1.10 Slide-resistant pile Laterally stressed piles resisting the lateral earth pressure above the anchoring section or the sliding force of the landslide by the lateral foundation resistance 2.1.20 Total safety factor The factor used in engineering structure design to reflect the overall safety of the structure. 2.1.21 Total safety factor method The method of engineering structure design by the use of the total safety factor. 2.1.22 Partial factor In order to ensure that the design structure or component has the specified reliability, the partial safety factor used in the design expression of the limit state method, which is divided into the action partial factor and the resistance partial factor. 2.1.23 Partial factor method of limit states A method of structural design using partial factors. 2.1.24 Action The force exerted on the retaining structure (direct action, also called load), or the cause of the effect of external deformation or constrained deformation of the structure (indirect action). 2.1.25 Resistance The ability of a structure or component to withstand actions. 2.1.26 Bearing capacity of subgrade Under the condition of ensuring the stability of the foundation, the bearing capacity of foundation which does not make the structure produce beyond the allowable settlement or deformation. 2.2 Symbol P0 - Track load; Q - Train load; q - Unit load; λ0 - Static earth pressure factor; λa - Active earth pressure factor; embankment’s stability is affected by water erosion. 6 In sections where it requires saving land, occupying less farm-land or protecting important existing buildings. 7 In sections where it requires protecting the ecological environment. 8 In sections where it has needs such as stations and scenic spots. 3.1.2 The section where the retaining structure is set up shall be identified with engineering geology, hydrogeological conditions, environmental conditions and physical and mechanical properties of rock-soil. 3.1.3 In the curved section, the plane layout of the shoulder’s retaining wall shall meet the requirement of widening the formation surface in the curved section. 3.1.4 When installing catenary pillars and sound barrier foundations on the structure, it shall consider the influence of its load on the retaining structure and ensure the integrity and stability of the formation surface as well as the smooth drainage. 3.1.5 Subgrade’s retaining structures located in soft soil, slopes and other sections shall be checked for overall stability. 3.1.6 At certain intervals in the longitudinal direction of the retaining structure and at the junction with other buildings, it shall provide expansion joints. Where the base stratum changes, it shall provide settlement joints; the expansion joints can be combined with the settlement joints. The joint width should be 20 mm ~ 30 mm. The stuffing material in the joint may be asphalt hemp, asphalt wood board, glue or rubber strip, etc. The plug depth shall not be less than 0.2 m. 3.1.7 The retaining wall shall be provided with a drain hole from the back of the wall; the drainage slope shall not be less than 4%. 3.1.8 Reverse filter layer shall be set at the back of the water inlet side wall of the drainage hole. The reverse filter layer should be made of bagged sand with gravel (pebble), geosynthetic material, sand-free concrete block or other new materials. The thickness of the reverse filter layer made of sand-free concrete block or sand-containing pebble shall not be less than 0.3 m. When the back of the wall is swelling soil, the thickness of the reverse filter layer shall not be less than 0.5 m. The top of the reverse filter layer and the lower part of the water inlet of the lowest row of drain holes shall be provided with a water barrier. 3.1.9 When excavating the foundation pit, it shall take temporary support measures for the slope with poor stability. The materials for temporary support may be shaped steel or scrap steel rails. After the pouring of the retaining structure is completed, the foundation pit shall be backfilled and tamped in time. 4.3.2 The design load of the retaining structure in the frozen soil area shall consider the frost heaving force acting on the foundation and the back of the wall. The earth pressure and frost heave force shall be calculated separately based on the warm season and the cold season. The earth pressure and frost heave force shall not be superimposed. 4.4 Special force 4.4.1 The calculation of earthquake action shall comply with the provisions of the current "Code for seismic design of railway engineering" GB 50111. The static method can be used to calculate the seismic force on the rigid structure and the fractured prism of the soil. 4.4.2 The earth pressure on the wall back of the retaining structure shall include the horizontal seismic force. Gravity retaining structure or the non-gravity retaining structures with large self-weight shall consider the horizontal seismic forces on the structure. 4.4.3 In the case of flood level, the earth pressure on the wall back of the retaining structure shall consider of the flood action; but it shall not be considered at the same time as the seismic force. 4.4.4 The verification of the retaining structure of the embankment section shall consider the temporary loads such as the transportation & erection equipment and its load weight. The unit load of the wheel-rail type transportation-erection load track acting on the formation surface may be calculated according to formula (4.2.5). The unit load of the erector may be calculated according to formula (4.2.6), where Q is the axle load of the erector divided by the longitudinal axis spacing of the erector. The load of the wheel-tire type erector shall be calculated according to the vehicle model and the beam’s carrying method. 5 Materials and properties 5.1 General provisions 5.1.1 The concrete, steel bar, geosynthetic material, filler, stone and cement mortar used in the retaining structure shall be determined according to the structure type, function, scope of application, application environment, etc. 5.1.2 The physical and mechanical properties of the retaining structure’s materials shall be determined according to the standards of corresponding test method. When using the test results of the standard test pieces to determine the actual performance of the material, it shall also consider the difference C.0.1 of Appendix C of this code; the elastic modulus in compression and tension shall be adopted in accordance with clause C.0.2 of Appendix C of this code. 5.2.4 The retaining structure of cement mortar masonry shall be designed based on the environment type, structure type and railway grade, construction and maintenance conditions, etc. according to the requirements of durability and service life. The strength grade and application scope of masonry mortar can be determined in accordance with clause C.0.3 of Appendix C of this code. 5.2.5 The strength of the stone material used for the retaining structure shall not be lower than MU30. The performance of materials such as cement mortar shall comply with the relevant provisions of the current "Code for design on subgrade of railway" TB 10001. 5.3 Steel 5.3.1 The steel bars, prestressed steel wires and steel strands used in the retaining structure shall meet the following requirements: 1 Ordinary steel bars and prestressed steel bars shall be selected in accordance with the provisions of clause C.0.4 of Appendix C of this code. 2 The strength of ordinary steel bars, pre-stressed steel wires and steel strands shall be determined based on the model in accordance with clause C.0.5 of Appendix of this code. 3 The elastic modulus of ordinary steel bars and prestressed steel bars shall be used in accordance with clause C.0.6 of the Appendix C of this code. 5.3.2 The steel material’s specifications and performances of steel plates, section steels, bolts, anchors used in the retaining structure shall comply with the provisions of the current "Technical specification for steel reinforced concrete composite structures" JGJ 138 and related standards. 5.4 Geosynthetics 5.4.1 The geosynthetics in the retaining structure can be geogrid, geomembrane, geo-composite and geotechnical special materials. When used for anti-seepage, reinforcement, reverse filtration, drainage in the retaining structure, the properties of the geosynthetics adopted shall meet the corresponding functional design requirements. 5.4.2 The mechanical properties, hydraulic properties, durability and friction factor of geosynthetics with soil should be determined through tests. When the 4 When the longitudinal slope of the base is greater than 5%, the base shall be designed in the form of steps. 5 When the retaining wall is controlled by sliding stability, the inclined base of not more than 0.2:1 can be used in the lateral direction. Retaining walls in soaking areas should not be set with inclined bases. 6 When the retaining wall is controlled by the eccentricity of the base or the bearing capacity of the base, the wall toe steps can be set; the angle between the connecting line of the steps and the vertical line shall not exceed 45°. 7 Lime soil and other cushions should be set at the bottom of the clay foundation wall. For special soil foundations such as collapsible loess or swelling soil, it shall take measures to eliminate collapse or prevent downward seepage of water. 6.3.2 The structural design of the retaining wall shall meet the following requirements: 1 The thickness of the cap stone on the top of the retaining wall of the mortar rubble shoulder shall not be less than 0.4 m; the width shall not be less than 0.6 m; the width of the cornice shall be 0.1 m. 2 Every 10 m ~15 m along the longitudinal length of the wall, it shall provide expansion joints or settlement joints, which shall comply with the provisions of clause 3.1.6 of this code. 3 For the portion of the retaining wall that is above the ground surface, it shall be provided with drain holes every 2 m ~ 3 m alternatively. Behind the wall of broken line shape where it is prone to water cumulation, it must provide drain hole, at a longitudinal spacing preferably of 2 m. The design of drain hole shall comply with the provisions of clause 3.1.7 of this code. 4 Between the upper part and lower part of counterbalanced retaining wall, it should use short steel bars for connection. 5 The concrete pouring of the retaining wall shall be carried out continuously; the wall shall not form horizontal through joints. When one-time pouring is not possible, it shall take measures to ensure that the strength of the two pouring locations meets the design requirements. 6 The wall surface of the embankment’s retaining wall in the soaking area should be smooth and straight, which can be achieved by adjusting the width of the platform on the top of the wall. 6.3.3 Behind the wall at the inlet side of the drain hole, it shall provide reverse subjected to normal service limit state checking in accordance with clause 3.2.6 of this code. The calculation of the action effect shall comply with the provisions of clause 7.2.6 of this code. The normal use limit value shall comply with the provisions of clause 8.2.14 of this code. 8.2.13 The foundation soil layer of the groove retaining wall shall be checked for bearing capacity and deformation. When the requirements are not met, it shall take measures such as replacement or foundation reinforcement. 8.2.14 The limit value of the crack width of the groove retaining wall structure shall comply with the provisions of the current "Code for durability design on concrete structure of railway" TB 10005. The horizontal deformation of the top of the wall shall not be greater than 1/150 of the height of the cantilever section. When the horizontal deformation of the top of the wall is strictly limited, it shall not be greater than 1/200 of the height of the cantilever section. When the surrounding environment has special requirements for the deformation of the groove retaining wall, it shall also meet the requirements of relevant industry standards. 8.2.15 The groove retaining wall shall be designed for interception and drainage according to the surface water catchment conditions. 8.2.16 When the groove retaining wall is constructed in seasonal frozen soil or swelling soil area, it shall consider the adverse effects of frost heave force or swelling force on the structure, take anti-frost heave or anti-swelling measures. 8.3 Construction requirements 8.3.1 The constructional requirements of the reinforcing rate, steel bar overlap, anchoring length of the groove retaining wall and the uplift pile shall comply with the relevant provisions of the current "Code for design of concrete structures" GB 50010. The requirements for uplift pile’s construction shall also meet the following requirements: 1 The main ribs shall be provided in through-length and uniformly arranged. 2 Stirrups should be spiral; the diameter shall not be less than 6 mm; the spacing should be 200 mm ~ 300 mm. 3 The thickness of the concrete protective layer of the main reinforcement of the uplift pile shall not be less than 50 mm. When the large-diameter prestressed pipe pile or square pile is used for the uplift pile, the thickness of the protective layer of high-strength precast concrete members may not be restricted by this clause. 8.3.2 For groove retaining wall, it may set the settlement joints, expansion joints stage wall should not be greater than 10 m. 9.1.2 Geotextiles and other geosynthetic materials should be used for reinforced materials. The specific requirements shall comply with the relevant provisions of clause 5.4 of this code. 9.1.3 The filler in the reinforcement shall be sandy soil (except silt), gravel soil, macadam soil, or group C fine-grained soil filler. It shall not use stone block soil. The filler shall be compacted in layers. The filler’s compaction shall comply with the provisions of the current "Code for design on subgrade of railway" TB 10001. 9.1.4 The physical and mechanical indexes of the filler shall be determined according to the test. When test data is lacking, it can be adopted in accordance with the provisions of clause 5.5 of this code. 9.1.5 Panels can use integral rigid panels, composite rigid panels, block panels or modular panels. Block panels may be divided into rectangular, cross, hexagonal, etc. Between modular panels, it should use reinforcement and other measures to strengthen the overall rigidity. When the requirements for deformation are high, it shall use integral panels and composite panels. 9.1.6 When connecting between reinforcements or between reinforcement and wall panels, the connection strength shall not be lower than the design strength. Connection rods or other connection methods may be used between the wall panel and the geogrid. 9.2 Design and calculation 9.2.1 Reinforced soil wall shall be checked for internal and external stability; if necessary, it shall perform post-construction settlement check and horizontal deformation check, etc. The internal stability check shall include the tie-bar strength, uplift force check, wall panel structure design, etc. The external stability check shall include the (horizontal) sliding stability, anti-overturning stability, foundation bearing capacity check, etc. On the weak foundation, it shall be subject to overall sliding stability analysis of the embankment and the foundation. 9.2.2 During the internal stability check, the filling soil on the reinforcement of the embankment wall shall be converted into an equivalent uniformly distributed fill load (Figure 9.2.3 (b)). The height of the load soil column hz shall be calculated in accordance with the formula (9.2.2). When conducting external stability calculations, the load of the fill soil above the top of the reinforced soil wall shall be calculated according to the geometry of the fill soil. at the elevation of the bottom surface of the formation surface. A platform shall be set on the top of the embankment wall; the width of the platform should not be less than 1.0 m. 2 The length of the concrete hat stone section may be equivalent to 2 ~ 4 wall panel’s width, meanwhile it is not more than 4.0 m and the thickness is not less than 0.5 m. When the railing is installed, it may take treatment measures such as pre-buried U-shaped bolts or pre-buried welded steel plates in the cap stone. 3 Every 15 m ~ 25 m along the wall, it shall provide expansion joints or settlement joints; their design shall comply with the provisions of clause 3.1.6 of this code. 4 The wall surface of the reinforced soil wall shall be provided with a row of drain holes near the ground. For the integral panel and the composite panel, it shall be provided with drain holes on the integral wall; the aperture of the drain hole is not less than 100 mm. The drain holes on the integral wall are distributed from bottom up according to the plum blossom type of 2 m ~ 3 m, meanwhile meet the requirements of clause 3.1.7 and clause 3.1.8 of this code. 5 Under the wall panel, it shall provide a strip foundation of concrete or mortar rubble with a thickness of not less than 0.4 m and a burial depth of not less than 0.6 m. In front of wall, it shall set a 4% lateral drainage slope. It shall provide a longitudinal drain ditch at locations where it is impossible to provide lateral drainage. The bottom of the foundation shall be located below the bottom of the external drain ditch. 6 The pre-embedded steel bars and connecting steel bars used for reinforced earth structure should be subject to anti-rust treatment. 9.3.3 Sections with pole frames, trenches and pipelines on the formation surface shall take measures to ensure the integrity and stability of the reinforced soil wall. 9.3.4 The filler shall comply with the provisions of the current "Code for design on subgrade of railway" TB 10001. The part where the filler directly contacts the ribs shall not contain sharp-angled blocks. The maximum particle size in the filler shall not be greater than 100 mm and should not be greater than 1/3 of the compacted thickness of a single layer of filler. 9.3.5 The surface layer of the foundation bed of the reinforced soil wall should be provided with a closed layer; the inside of the wall panel shall be provided with a reverse filter layer. requirements are not met, it shall lengthen the soil nails or properly set anchor cables. 10.3 Construction requirements 10.3.1 The surface layer of soil nailing retaining wall is composed of two layers of steel mesh, shotcrete and formwork concrete. The soil nails shall be effectively connected to the surface layer. The outer end of the soil nail shall be connected to the steel cushion or reinforced steel by the use of threaded-end anchors or welding. 10.3.2 The design and construction of soil nailing retaining wall shall follow the principle of "maintaining the middle and stabilizing the slope foot". For the layered excavation height of the soil nailing retaining wall, it should be 0.5 m ~ 2.0 m for soil layer, or 1.0 m ~ 4.0 m for rock layer. The soil nails in the middle of the side slope should be properly densified and lengthened. The concrete wall foot is used to strengthen the slope foot, meanwhile make it form a whole with the soil nailing retaining wall. 10.3.3 The soil nailing material should adopt HRB400 steel bar; the steel bar’s diameter should be 16 mm ~ 32 mm; the borehole diameter should be 70 mm ~ 130 mm. The soil nail reinforcement shall be provided with positioning bracket. It may take measures such as epoxy coating on the surface of steel bars used in corrosive environments. When it is difficult to form holes or the hole easily collapses, the soil nail may use self-drilling anchors. 10.3.4 The grouting material for nail holes shall be cement mortar, the strength should be M30 and it should not be lower than 20 MPa. ...... ......
Source: Above contents are excerpted from the PDF -- translated/reviewed by: www.chinesestandard.net / Wayne Zheng et al.