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TB 10035-2018 PDF English (TB 10035-2006: Older version)Search result: TB 10035-2018 (TB 10035-2006 Older version)
TB10035-2018: PDF in EnglishTB 10035-2018 INDUSTRY STANDARD OF THE PEOPLE’S REPUBLIC OF CHINA UDC P TB 10035-2018 J 158-2018 Code for Design on Special Railway Earth Structure ISSUED ON: OCTOBER 12, 2018 IMPLEMENTED ON: JANUARY 1, 2019 Issued by: National Railway Administration of the PRC Table of Contents 1 General ... 11 2 Terms and symbols ... 13 2.1 Terms ... 13 2.2 Symbols ... 17 3 Subgrade of soft soil section ... 19 3.1 General provisions ... 19 3.2 Stability analysis and settlement calculation ... 22 3.3 Embankment ... 31 3.4 Cutting ... 33 3.5 Foundation treatment ... 35 4 Earth structure of expansive rock and soil ... 39 4.1 General provisions ... 39 4.2 Embankment ... 40 4.3 Cutting ... 41 4.4 Slope protection and reinforcement ... 43 4.5 Foundation treatment ... 45 4.6 Subgrade waterproof and drainage ... 46 5 Loess subgrade ... 48 5.1 General provisions ... 48 5.2 Embankment ... 49 5.3 Cutting ... 50 5.4 Slope protection and reinforcement ... 52 5.5 Foundation treatment ... 52 5.6 Subgrade waterproof and drainage ... 56 5.7 Sinkhole treatment ... 57 6 Saline soil and salt rock subgrade ... 58 6.1 General provisions ... 58 6.2 Embankment ... 58 6.3 Side slope protection ... 61 6.4 Foundation treatment ... 62 6.5 Subgrade waterproof and drainage ... 63 7 Earth structure of permafrost area ... 65 7.1 General provisions ... 65 7.2 Embankment ... 66 7.3 Cutting ... 69 7.4 Slope protection and retaining ... 70 7.5 Transition section ... 71 7.6 Subgrade waterproof and drainage ... 73 7.7 Borrow pits and spoil banks ... 75 8 Earth structure of seasonal frozen soil area ... 76 8.1 General provisions ... 76 8.2 Embankment ... 76 8.3 Cutting ... 79 8.4 Subgrade retaining and protection ... 80 8.5 Subgrade waterproof and drainage ... 82 9 Earth structure of granite weathered residual soil ... 83 9.1 General provisions ... 83 9.2 Embankment ... 84 9.3 Cutting ... 85 9.4 Slope protection and reinforcement ... 86 9.5 Subgrade waterproof and drainage ... 88 10 Subgrade of filling site ... 90 10.1 General provisions ... 90 10.2 Embankment ... 91 10.3 Cutting ... 91 10.4 Foundation treatment ... 94 10.5 Subgrade waterproof and drainage ... 96 11 Subgrade of landslide section ... 97 11.1 General provisions ... 97 11.2 Landslide stability analysis and sliding force calculation ... 97 11.3 Prevention and control engineering ... 99 11.4 Engineering landslide prevention... 102 11.5 Landslide monitoring ... 103 12 Subgrade of dangerous rock, rockfall, collapse and talus section ... 105 12.1 General provisions ... 105 12.2 Subgrade of dangerous rock, rockfall, and collapse section ... 105 12.3 Subgrade of talus section ... 106 13 Subgrade of karst and artificial pothole section ... 108 13.1 General provisions ... 108 13.2 Subgrade of karst section ... 109 13.3 Subgrade of artificial pothole section ... 112 14 Subgrade in area of sand blown by the wind ... 115 14.1 General provisions ... 115 14.2 Embankment ... 116 14.3 Cutting ... 117 14.4 Subgrade slope protection ... 117 14.5 Plane protection of sand blown by the wind ... 118 14.6 Windproof measures in windy areas ... 122 15 Subgrade of snow-damaged area ... 124 15.1 General provisions ... 124 15.2 Subgrade section form ... 125 15.3 Protective measures ... 125 16 Submerged subgrade ... 128 16.1 General provisions ... 128 16.2 Subgrade of pond and waterlogged sections ... 131 16.3 River beach and riverside subgrade ... 131 16.4 Coastal subgrade ... 132 16.5 Subgrade of reservoir section ... 135 Appendix A Classification and relevant characteristics of special rock and soil ... 138 Appendix B Calculation of foundation settlement and thickness of insulation layer in permafrost ... 153 Appendix C Calculation of load of sand blown by the wind ... 165 Appendix D Calculation method of buried depth of sand barrier column foundation ... 166 Descriptions for word use of this Code ... 169 2 Terms and symbols 2.1 Terms 2.1.1 Earth structure of special area The general term for earth structure of special rock and soil area and earth structure of special condition. 2.1.2 Earth structure of special rock and soil area The earth structure located in special rock and soil sections such as soft soil, expansive rock and soil, loess, saline soil. 2.1.3 Earth structure of special condition The earth structure located in bad geological sections, as well as the earth structure strongly affected by natural factors such as water and climate. 2.1.4 Soft soil The cohesive soil deposited in still water or slow flowing water environment and characterized by large water content (w≥wL), large void ratio (e≥1.0), high compressibility (a0.1~0.2≥0.5 MPa-1), and low strength (Ps< 0.8 MPa). 2.1.5 Loose-soft soil The strata such as cohesive soil, silt, and sandy soil that cannot reach the soft soil index in the earth structure engineering, which are characterized by larger water content or void ratio, higher compressibility (a0.1~0.2≥0.25 MPa-1), and lower strength or bearing capacity (σ0≤150 kPa). 2.1.6 Expansive soil The cohesive soil in which clay minerals are mainly composed of hydrophilic minerals and which has the characteristics of water swelling, softening, disintegration, and rapid shrinkage and cracking from water loss, and can produce reciprocating deformation. 2.1.7 Loess The soil, formed under arid and semi-arid climatic conditions since the Quaternary, whose particles are mainly composed of powder particles and contain calcium carbonate and a small amount of soluble salts, and which has the engineering geological characteristics such as macro-void and vertical joints, poor water resistance, easy disintegration and subsurface erosion, and 3 Subgrade of soft soil section 3.1 General provisions 3.1.1 Soft soil can be classified according to its physical and mechanical properties in accordance with Appendix A.0.1 of this Code. Subgrade shall consider its following engineering characteristics and effects: 1 Soft soil has the characteristics of low natural strength and high compressibility, resulting in poor subgrade stability and large foundation settlement deformation. 2 Soft soil has the characteristics of low permeability and slow consolidation. The consolidation of the foundation lasts a long time. The consolidation time and its settlement amount vary greatly with the consolidation conditions, which affects the post-construction settlement of subgrade and construction period control of deep thick soft soil foundation. 3 When the high-sensitivity soft soil has thixotropy, construction vibration and disturbance will cause the strength of the soft soil to be seriously reduced, affecting the stability, deformation, or safe use of existing projects around the construction period. 4 High-plasticity or over-consolidated soft soil has rheological properties. Under undrained shear conditions, it will lead to more long-term strength reduction and continuous increase of deformation of soft soil, affecting long-term stability, deformation control, and surrounding environment safety of the subgrade. 3.1.2 Loose-soft soil can be classified according to its physical and mechanical properties in accordance with Appendix A.0.1 of this Code. Subgrade stability, post-construction settlement control shall consider its engineering characteristics such as low strength, high compressibility or easy liquefaction and influences. 3.1.3 The subgrade of the soft soil section should be in the form of embankment. Its height should not be less than the thickness of the foundation bed. The choice of subgrade location shall meet the following requirements: 1 It is advisable to choose a section with narrow area and thin thickness of soft soil. 2 In low hilly areas, closed or semi-closed depressions should be avoided. 3 In the valley between mountains, it is advisable to avoid being located in φi - The internal friction angle of the bottom of the ith soil strip (°); Ei-1 - Sliding force of the i-1-th soil strip transferring the ith soil strip (kN); φi-1 - Transfer coefficient of remaining sliding force. 5 When the embankment base is reinforced with geosynthetics, the tensile force it bears shall be calculated as the slide-resisting force. 3.2.3 When using composite foundation treatment, the overall sliding stability analysis of the embankment and the foundation shall be based on geological conditions, composite foundation type, and possible failure modes; adopt appropriate methods; and, shall meet the following requirements: 1 The composite foundation of discrete material piles and of reinforced soil piles in general sections can, in accordance with subclause 3.2.2 of this Code, be checked and computed by the arc method or the unbalanced thrust transfer coefficient method. According to the stratum and range of the slip circle cutting, the composite foundation shall respectively adopt the shear strength index of the composite or natural foundation soil. When using discrete material piles, the drainage consolidation effect on the foundation can be considered; the shear resistance of the soil between the piles, increased by consolidation under the load of the embankment, can be considered. 2 Rigid pile composite foundation, and reinforced soil pile composite foundation in sections with complex conditions such as high embankment, soft soil characteristics, or environmental sensitivity shall be analyzed according to the possible failure modes of the composite foundation, using appropriate methods or combining numerical methods. When the arc method is used for analysis, the influencing factors such as soft soil characteristics and pile-soil modulus ratio shall be fully considered; the form and effect of pile-soil load sharing shall be reasonably determined; and, the sliding .......Source: https://www.ChineseStandard.net/PDF.aspx/TB10035-2018 |