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TB 10035-2002 English PDF (TB 10035-2018 Newer Version)

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TB 10035-2018English1305 Add to Cart 0--9 seconds. Auto-delivery Code for Design on Special Railway Earth Structure Valid TB 10035-2018
TB 10035-2006EnglishRFQ ASK 13 days [Need to translate] Code for design on special subgrade of railway Obsolete TB 10035-2006
TB 10035-2002EnglishRFQ ASK 14 days [Need to translate] Code for design on special subgrade of railway Obsolete TB 10035-2002
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BASIC DATA
Standard ID TB 10035-2002 (TB10035-2002)
Description (Translated English) Code for design on special subgrade of railway
Sector / Industry Railway & Train Industry Standard
Classification of Chinese Standard P65
Classification of International Standard 93.1
Word Count Estimation 71,723
Date of Implementation 2002/7/1
Older Standard (superseded by this standard) TBJ 35-1992
Regulation (derived from) Railway-Construction [2006] 116


TB 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 surface force shall be calculated. If necessary, the horizontal bearing capacity of the pile should be calculated, to check the lateral stability of the pile. 3.2.4 When using rigid pile foundation treatment, the stability of the embankment shall be analyzed according to the rigid pile foundation of the pile- supported embankment; and, shall meet the following requirements: 1 The vertical bearing capacity of the rigid pile foundation of the pile- supported embankment shall meet the vertical load requirements of the embankment above the pile top. The vertical allowable bearing capacity of a single pile shall be determined according to the following formula: 3.3.4 The boundary between embankment and other structures, the section with large strata change, and the junction of different foundation treatment measures shall adopt gradual transition foundation treatment measures, to reduce uneven settlement. 3.3.5 Embankment design using drainage consolidation method for foundation treatment shall comply with the following provisions: 1 Through the stability check analysis during the construction period, the construction instructional design shall be conducted on the filling parameters, such as the critical height of rapid filling, embankment filling loading form, stepped height and loading time (including precompression). The critical height of filling can also be determined by empirical formula calculation. 2 When constructing a new embankment and reserving the second line, it is advisable to design a double-line embankment at a time. 3 In accordance with the construction organization arrangement and the construction period requirements, the construction shall be arranged in advance. After the embankment filling construction is completed, it shall be placed for a period of time. If necessary, the load can be increased for precompression. 3.3.6 The subgrade of ballasted track railway with design speed of 200 km/h and below shall be reserved for post-construction settlement widening of the subgrade. The widening value on each side shall be calculated and determined according to the post-construction settlement and the slope ratio of the track bed slope. 3.3.7 Embankment shoulders should be made of dry masonry stones or precast concrete blocks. When using mortar masonry stones or precast concrete blocks or cast-in-place concrete, it shall strengthen measures to prevent longitudinal uneven settlement and ensure smooth transverse drainage of foundation bed. When the post-construction settlement is large, the road camber or its transverse drainage slope should be enlarged. If necessary, on the top or bottom surface of the foundation bed surface layer, an impermeable layer may be set. 3.3.8 When the subgrade base on the subgrade on the soft soil foundation in the earthquake area adopts sand and gravel cushion, the cushion material shall be gravel (pebble) or coarse gravel (pebble). Fine sand must not be used. It is not suitable to use medium and coarse sand for the embankment base cushion in earthquake areas of 9 degrees and above. 3.3.9 Based on conditions such as embankment filler properties, slope height, 3.4.3 According to the nature of the weak soil, thickness, bottom lateral slope, hydrogeological conditions, and types of reinforcement measures, etc., using the circular sliding method or the unbalanced thrust method, the cutting slope shall be subjected to stability analysis according to the relevant provisions of section 3.2 of this Code. Combined with factors such as slope height, environmental conditions, construction methods, it shall comprehensively determine the slope form, slope ratio, and the load size and distribution characteristics of rock-soil pressure or sliding force acting on the retaining structure. 3.4.4 Slope reinforcement protection and retaining measures shall be determined according to the engineering geological and hydrogeological conditions of the slope, the height of the slope, the external environmental conditions and other factors, combined with the stability analysis of the slope, and according to the following provisions: 1 When the weak layer of the slope is thick, composite foundation treatment measures such as cement-soil mixing piles and rotary jet piles can be used, to reinforce the slope. The slope surface can be protected by ecological bag flexible protection, mortar masonry stone or skeleton slope protection. 2 When the slope is not high, the slope toe should be reinforced by a low retaining wall or a rubble stack. When the slope is high or the weak layer is thick, the slope toe should be retained using reinforced concrete row piles, L-shaped retaining wall, U-shaped groove structure, or comprehensive measures, etc. 3 According to the safety and stability needs of the construction excavation process, combined with the construction conditions, necessary water stop, precipitation, and temporary reinforcement protection measures may be taken. 3.4.5 The cutting shall be set with side ditch platform. The width should not be less than 2.0 m. When the height of the cutting slope is large, or for the interface between the soft and hard layers, the slope platform should be set. The width should not be less than 3.0 m. 3.4.6 The cutting slope shall, in accordance with factors such as topography, hydrological characteristics, and surrounding environment, take reasonable waterproof and drainage measures. If necessary, support seepage ditches or upward inclined drainage holes may be provided, to strengthen the removal of groundwater in the slope. 3.4.7 When the back of the retaining structure wall adopts sand-pebble inverted layer, its thickness must not be less than 0.5 m. 3.5.9 When adopting rigid pile foundation treatment measures, the following requirements shall be met: 1 It shall comprehensively consider factors such as the embankment height, the nature of foundation soil, the topography, and the environmental conditions; and, combine the suitability of the pile board, pile raft, and pile- net structure, to reasonably determine the appropriate structural form. 2 For low embankment, slope or non-crusted silt, muddy soil foundation, and when settlement deformation is strictly controlled, pile board or pile raft structure should be adopted. When using a pile-net structure, appropriate treatment measures shall be taken to ensure lateral stability. 3 Driven and pressed prefabricated reinforced concrete piles should be used. When the foundation soil is sandwiched with stones, boulders or is uneven in hardness, reinforced concrete cast-in-situ bored piles may be used. 4 When the top of rigid pile is above the ground and buried in the filling embankment, the filling embankment under the pile top shall be stable. After its settlement is basically completed, a rigid pile foundation shall be set. 3.5.10 Grouting, micro piles, etc. can be used for soft soil and loose-soft soil foundation treatment under special conditions or reinforcement of existing subgrade foundation. The design shall comply with the relevant provisions of the current "Technical code for improvement of soil and foundation of existing buildings" JGJ 123. 3.5.11 When there is a soft layer beneath the composite foundation and the bearing layer at the bottom of the rigid pile, the bearing capacity of the foundation shall be verified; and, shall meet the corresponding requirements. 3.5.12 For composite foundations and rigid pile pile-net (pile raft) structures, a reinforced cushion of sand gravel or rubble with a thickness of not less than 0.4 m shall be placed on the top of the pile (cap). The reinforcement should be a geogrid. The ultimate tensile strength shall not be less than 50 kN/m. 3.5.13 For sections reinforced using composite foundation or rigid piles, before construction, according to the design, technical test piles shall be carried out, to confirm that the design and construction related parameters are technically feasible. 3.5.14 The upper subgrade project can be constructed only after the foundation reinforcement quality test is passed. top of the cutting should not be less than 5 m. 4.6.2 For medium and strong expansive rock and soil cutting slopes, slope seepage ditches or upward inclined drainage holes should be set, to strengthen the drainage of groundwater. 4.6.3 The sealing and water isolation treatment OF the top surface of the bottom layer of foundation bed or the bottom surface of the replacement SHALL be strengthened. The embankment and the cutting foundation bed with developed groundwater should adopt waterproof materials, which can be laid continuously on site. When geosynthetics are used for sealing and water isolation, they should not be overlapped along the cross-sectional direction; and, along the line direction, the overlapping shall be reduced. For the cutting foundation bed with developed groundwater, it shall take measures for prevention and drainage of groundwater, such as lowering or deepening the side ditch, setting necessary vertical and horizontal drainage seepage ditches and seepage pipes, etc. 4.6.4 For the cutting where groundwater is developed, underground drainage measures such as upward inclined drainage holes, slope seepage ditches, and longitudinal blind ditches should be adopted. 4.6.5 The slope toe of embankment shall be provided with measures such as drainage ditches, elevated berms, or retaining walls, to prevent water immersion. 4.6.6 The basement of the low embankment and low-lying section shall be filled with permeable soil filler. The bottom is provided with an anti-seepage sealing layer. If necessary, measures such as vertical and horizontal drainage seepage ditches and seepage pipes can be added, to prevent and eliminate surface water accumulation. 4.6.7 The gutters, intercepting ditches, side ditches, drainage ditches, and platforms shall be reinforced by anti-scouring and anti-seepage measures. For the side ditches of cuttings, it shall strengthen the treatment measures to prevent accumulation and seepage. The structural design of the side ditch shall consider the influence of horizontal expansion force. Note: 1 The listed slope ratio refers to the comprehensive slope ratio of a single soil layer. If there are multiple soil layers, it can be determined by comprehensive consideration, according to the differences in the nature of the soil layers at different times and genesis and their proportion in the slope. 2 For the graded slope ratio of stepped slopes, the same slope ratio value can be taken for homogeneous soil layers; different slope ratio values can be selected for heterogeneous soil layers. 3 When the ground lateral slope of the top of the cutting is less than 20°, its influence on slope ratio is not considered. When it is 20°~35°, the height of Q4 loess slope is greater than 12 m; the height of ଷୟ୪,୮୪ loess slope is greater than 15 m. The slope ratio can be slowed down by one level (calculated as 0.25). When greater than 35°, it shall be determined through stability checking. 4 For Q2 and Q1 loess, it shall consider the influence of structural fissures on slope stability. 5.3.5 The stability checking of the cutting slope should adopt the arc method. The stability safety factor shall not be less than 1.25. 5.4 Slope protection and reinforcement 5.4.1 For slope protection and reinforcement, based on conditions such as soil quality, precipitation, slope height, slope ratio, it shall take reinforcement measures to prevent spalling, erosion, and deformation. 5.4.2 When the embankment height is greater than 3 m, the geogrid should be laid horizontally in layers on both sides of the slope. The vertical spacing shall not be greater than 0.6 m. Embankment slopes can be protected by geonet cushion, hollow bricks, and water intercepting skeleton slope protection, etc. 5.4.3 For the cutting slope, it is advisable to adopt hollow brick, water intercepting skeleton slope protection, anchor frame beam slope protection, hole-window retaining wall, slope toe wall or comprehensive measures for protection and reinforcement and waterproof and drainage treatment. 5.5 Foundation treatment 5.5.1 For subgrades in loess areas, according to settlement calculations or stability checks, appropriate foundation treatment measures shall be taken, to ensure that the subgrade is stable and the post-construction settlement is controlled. 5.5.2 For non-collapsible loess foundations, treatment measures shall be taken in accordance with the current "Code for design of railway earth structure" TB to the top surface of the non-collapsible loess layer, take 1.0 for I and II regions of non-self-weight collapsible loess site; and, for the remaining areas, take the β0 value of the area where the project is located; αi - The coefficient of submergence probability of foundations at different depths, which is based on regional experience. When there is no regional experience, within the depth of 0~10 m below the basement, take 1.0. Within a depth of 10 m~20 m below the basement, take 0.9. Within a depth of 20 m~25 m below the basement, take 0.6. Below 25 m below the basement, take 0.5. If the groundwater is likely to rise into the collapsible soil layer, or the section where the influence of lateral flooding is inevitable, take 1.0. 2 The calculated depth of collapse ΔS shall be calculated from the basement (the excavation section shall be from the road shoulder), and at the non- self-weight collapsible loess site, accumulate to 10 m below the basement and the depth of the foundation compression layer; at the self-weight collapsible loess site, accumulate to the top surface of the non-collapsible loess layer. The soil layer with collapsibility coefficient (δs) less than 0.015 is not accumulated. 5.5.5 At non-self-weight collapsible loess sites, when the sum of the additional stress and the saturated self-weight pressure of the overlying soil is greater than the initial collapse pressure of each soil layer, the collapse is calculated. 5.5.6 The post-construction settlement of subgrade of collapsible loess foundation shall be determined according to the following provisions: 1 When adopting treatment measures that penetrate the collapsible foundation to prevent the influence of collapsible deformation or completely eliminate the collapsibility of the foundation, the post- construction settlement shall be determined according to the calculation of compressive deformation settlement of the foundation after treatment. 2 When the treatment measures to partially eliminate the collapsibility of the foundation are adopted, the post-construction settlement shall be calculated and determined according to the remnant collapse of the treated foundation and the settlement of the foundation compressive deformation. 3 The calculation of compressive deformation settlement of the foundation shall comply with the relevant provisions of the current national standard "Standard for building construction in collapsible loess regions" GB 50025. 5.5.7 Collapsible loess foundation shall be analyzed according to factors such as post-construction settlement requirements, foundation characteristics, treatment depth, construction equipment, material sources, and impact on the 6 Saline soil and salt rock subgrade 6.1 General provisions 6.1.1 Saline soil can be classified based on the chemical composition and content of salt and the degree of collapse and salt expansion according to Appendix A.0.4 of this Code. The subgrade in the saline soil area shall consider the influence of the following characteristics: 1 After the soluble salt in the saline soil is soaked and dissolved in water, the soil structure is loosened and collapse occurs. 2 Saline soil is swellable and hygroscopic. The soil is prone to salt expansion or softening. 3 Saline soil is highly corrosive. 6.1.2 According to the main mineral composition, salt rock can be divided into gypsum rock, potash rock, and mirabilite rock. The subgrade in salt rock area shall consider the influence of the following characteristics: 1 The salt rock in the dry state has high strength and low compressibility; and, after immersion in water, is prone to latent erosion and collapse. 2 When temperature and moisture change, salt rock will swell. 3 Salt rock is highly corrosive. 6.1.3 The location of the subgrade in the saline soil area shall be selected in the section with high terrain, deep groundwater level, smooth drainage, low salt content in the soil, low salinity of groundwater, and small distribution range of saline soil; and, it shall pass as an embankment. 6.1.4 The subgrade in the salt rock area shall avoid the section with abundant surface water and groundwater and concentrated development of salting-in. It shall...... ......