TB 10035-2018 PDF English
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Code for Design on Special Railway Earth Structure
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Code for design on special subgrade of railway
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TB 10035-2018: Code for Design on Special 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/TB10035-2018
INDUSTRY STANDARD OF THE
PEOPLE��S REPUBLIC OF CHINA
UDC
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
INDUSTRY STANDARD OF THE
PEOPLE��S REPUBLIC OF CHINA
Code for Design on Special Railway Earth Structure
J 158-2018
Chief drafting organization. China Railway Siyuan Survey and Design
Group Co., Ltd.
Approved by. National Railway Administration of the PRC
Date of implementation. January 1, 2019
2018 Beijing
Table of Contents
1 General... 11
2 Terms and symbols... 13
3 Subgrade of soft soil section... 19
4 Earth structure of expansive rock and soil... 39
5 Loess subgrade... 48
6 Saline soil and salt rock subgrade... 58
7 Earth structure of permafrost area... 65
8 Earth structure of seasonal frozen soil area... 76
9 Earth structure of granite weathered residual soil... 83
10 Subgrade of filling site... 90
11 Subgrade of landslide section... 97
12 Subgrade of dangerous rock, rockfall, collapse and talus section... 105
13 Subgrade of karst and artificial pothole section... 108
14 Subgrade in area of sand blown by the wind... 115
15 Subgrade of snow-damaged area... 124
16 Submerged subgrade... 128
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
1 General
1.0.1 This Code is formulated to unify the technical standards for the design of
special railway earth structure, and to make the design of earth structure of
special area meet the requirements of safe application, advanced technology,
and reasonable economy.
1.0.2 This Code is applicable to the design of earth structure of special area for
high-speed railways, inter-city railways, mixed passenger and freight Class I
and Class II railways, and heavy-haul railways.
1.0.3 Projects of earth structure of special area shall strengthen geological
survey work; adopt comprehensive exploration and comprehensive analysis
methods, to identify the causes, scale, and engineering nature of unfavorable
geology and special rock and soil area, and to obtain reliable engineering
geological, hydrogeological, and environmental conditions data.
1.0.4 Projects of earth structure of special area shall fully consider the influence
of geological, climatic, and environmental factors; follow the principle of
prevention first and prevention and control combined; choose to pass at a
location with less hazard and easy to handle; and, should avoid high filling,
deep excavation, and long cutting, to reduce engineering risks.
1.0.5 Projects of earth structure of special area shall be designed according to
geotechnical structures. The physical and mechanical parameters required for
the design shall be determined by comprehensive analysis using data such as
in-situ test and indoor test, combined with the effects of natural factors such as
atmospheric precipitation, groundwater.
1.0.6 The design of projects of earth structure of special area shall be adapted
to local conditions; take reliable and effective reinforcing treatment measures,
to improve the ability to defend against natural disasters. When there are
various special rocks and soils or special conditions, comprehensive analysis
and comprehensive treatment shall be carried out. When conditions permit, it
is advisable to actively promote the application of new technologies, new
structures, new materials, and new processes.
1.0.7 For the design of filler for projects of earth structure of special area,
technical and economic comparisons shall be made for the schemes such as
cut-to-fill, collectively taking (abandoning) soil, and filler improvement. When
special rock and soil are used as a filler for improvement, through indoor and
outdoor tests, it shall propose relevant technical parameters and construction
technologies.
1.0.8 The design of side slope treatment for projects of earth structure of special
area shall pay attention to environmental protection, soil and water
conservation; and, take into account the requirements of saving land and
preservation of cultural relics; reduce damage to natural vegetation and
mountains; strengthen side slope retaining reinforcement and protection
measures; prevent induced geological disasters. When conditions permit,
green protection shall be adopted for the side slope.
1.0.9 The design of foundation treatment for projects of earth structure of
special area shall fully consider the factors such as topographic features,
foundation soil characteristics, hydrological conditions, foundation treatment
objectives, regional experience, particularities and sensitivities of the
surrounding environment, etc.; when necessary, combined with on-site tests
and testing, shall comprehensively determine appropriate foundation treatment
measures, construction methods, etc., to ensure the foundation treatment effect
and the surrounding environment safety.
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.
2.1.6 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.
2.2 Symbols
2.2.1 Physical index of rock and soil
e - Natural void ratio
IL - Liquidity index
IP - Plasticity index
3 Subgrade of soft soil section
3.1 General provisions
3.2 Stability analysis and settlement calculation
3.3 Embankment
3.3.1 Embankments on soft soil or loose-soft soil foundation shall consider
factors, such as foundation characteristics, types of reinforcement measures,
environmental conditions and their changes; and, through stability analysis,
settlement calculation, or foundation bearing capacity checking calculation, etc.,
shall conduct corresponding foundation treatment design.
3.5 Foundation treatment
3.5.1 Based on factors such as railway grade, track type, foundation
characteristics, construction period, environmental conditions, and treatment
purposes, combined with the suitability of treatment measures and regional
experience, the foundation treatment measures shall be comprehensively
analyzed and determined.
4 Earth structure of expansive rock and soil
4.1 General provisions
4.1.1 The expansibility grading of expansive rock and soil can be divided
according to the provisions of Appendix A.0.2 of this Code. The subgrade shall
consider the following characteristics and their impact.
4.2 Embankment
4.2.1 The surface layer of the foundation bed shall not be filled with expansive
rock and soil or its improved soil.
4.2.2 The bottom filling of the foundation bed shall meet the following
requirements.
4.3 Cutting
4.4 Slope protection and reinforcement
4.5 Foundation treatment
4.5.1 The high-speed railway and the ballastless track inter-city railway
subgrade in the expansive soil area, in addition to controlling post-construction
settlement, shall also consider the influence of foundation swelling-shrinkage
deformation.
4.5.2 The settlement of the natural foundation of expansive soil shall,
considering its over-consolidation characteristics, be calculated by the layer
summation method.
4.6 Subgrade waterproof and drainage
4.6.1 According to the terrain and slope height, the top of the cutting and the
side slope shall be provided with single-sided or double-sided gutters and slope
platform intercepting ditches. The distance from the inner edge of gutter to the
top of the cutting should not be less than 5 m.
5 Loess subgrade
5.1 General provisions
5.1.2 In the loess tableland-ridge area, the subgrade shall circumvent the
plateau-ridge edge and slope sections with landslides, collapses, sinkhole
groups, gullies, and groundwater exposure.
5.2 Embankment
5.2.1 The filler for embankment foundation bed shall meet the following requirements.
5.3 Cutting
5.3.1 The surface layer of the foundation bed of loess cutting shall be replaced.
The replacement filler shall meet the relevant regulations.
5.3.2 The treatment of the bottom layer of foundation bed of loess cutting shall
meet the following requirements.
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.
5.5 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.
5.6 Subgrade waterproof and drainage
5.6.1 The surface water of the cutting top shall be discharged in time. The
distance from the inner edge of the gutter to the cutting top should not be less
than 5 m. Waterlogged depressions inside and outside the gutter shall be
backfilled and tamped to level. The dry unit weight of the soil after tamping shall
not be less than 15 kN/m3.
5.6.2 The self-weight collapsible loess cutting slope shall strengthen the
interception, drainage, and seepage prevention measures of surface water.
5.7 Sinkhole treatment
5.7.1 The treatment scope of the sinkhole shall meet the following requirements.
6 Saline soil and salt rock subgrade
6.1 General provisions
6.2 Embankment
6.3 Side slope protection
6.3.1 For the subgrade filled with saline soil, hollow brick, skeleton slope
protection, cement mortar block board, dry masonry stone and mortar rubble
solid slope protection, etc. can be used for slope protection.
6.5 Subgrade waterproof and drainage
7 Earth structure of permafrost area
7.1 General provisions
7.2 Embankment
7.2.1 For embankment filler, it shall consider the degree of water development
on the frozen layer and the frost heaving sensitivity of the filler.
7.3 Cutting
7.3.1 According to the seasonal thaw layer of the foundation and the nature of
permafrost, the cuttings and low-fill embankment foundation beds shall be
completely or partially excavated and replaced with seepage soil.
7.4 Slope protection and retaining
7.4.1 In the soil slope, geogrids with a width of not less than 3 m shall be laid in
layers. The side slopes in the riprap slope protection section can be omitted.
7.4.2 For the protection of soil slopes, according to the characteristics of slope
freeze-thaw deformation, it is advisable to select protection forms such as
concrete hollow bricks, checkered skeletons of butt assembled bars, dry
masonry stones.
7.4.3 Slope plant protection shall use native turf or off-site turf.
7.7 Borrow pits and spoil banks
8 Earth structure of seasonal frozen soil area
8.1 General provisions
8.1.1 According to the average frost heaving rate �� of the soil layer, the frost
heaving of seasonal frozen soil and seasonal thaw layer soil shall be divided
into five grades. slightly-frozen heaving soil, weakly-frozen heaving soil, frost
heaving soil, strong-frozen heaving soil, and extra strong-frozen heaving soil. It
shall meet the requirements of Appendix A.0.6.
8.1.2 When the subgrade passes through a low-lying, flat terrain with high
groundwater level, the form of embankment should be adopted. The minimum
height of the embankment shall be determined according to the antifreeze
requirements.
8.2 Embankment
8.2.1 The design thawing depth (zd) of the subgrade can be determined
according to the following formula.
8.3 Cutting
8.3.1 When the frost heaving grade of the foundation bed soil is II, III, IV, and V,
the range of harmful thawing depth shall be completely replaced..
8.3.2 When the foundation bed is hard rock that is not easy to weather, it may
not be replaced. The over-excavation part shall be filled with concrete. When
ballasted track is used, the subgrade surface shall be provided with a lateral
drainage slope with a slope of not less than 4%.
8.4 Subgrade retaining and protection
8.4.1 When the design thawing depth is less than or equal to 1.0 m, the buried
depth of the retaining wall foundation shall not be less than 0.25 m below the
design thawing depth and shall not be less than 1.0 m.
8.5 Subgrade waterproof and drainage
9 Earth structure of granite weathered residual soil
9.1 General provisions
9.1.1 The engineering classification of granite weathered residual soil can be
divided according to the provisions of Appendix A.0.7 of this Code. The
following engineering characteristics and impacts shall be considered for the
subgrade.
9.1.2 The subgrade should avoid the sections where the natural slope of granite
weathered residual soil is severely eroded and collapsed, or the dangerous
rocks and boulders on slopes are developed and large in scale, and where
engineering landslides are likely to occur. When it is difficult to circumvent, it
shall choose to pass in a short distance at a position that is easy to handle; and
take reliable treatment measures.
9.2 Embankment
9.2.1 According to the factors such as soil type, particle composition, particle
size grading, the types and properties of the fillers of weathered residual soil of
granite shall be determined by testing, in combination with Table A.0.7-2 of the
appendix of this Code.
9.3 Cutting
9.3.1 When the soil quality or compactness of the surface layer of the
foundation bed of granite weathered residual soil cutting does not meet the
requirements, appropriate treatment measures shall be taken according to the
following provisions.
9.5 Subgrade waterproof and drainage
......
Source: Above contents are excerpted from the full-copy PDF -- translated/reviewed by: www.ChineseStandard.net / Wayne Zheng et al.
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