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TB 10001-2016: Code for design of railway earth structure
TB 10001-2016
INDUSTRY STANDARD OF THE
PEOPLE’S REPUBLIC OF CHINA
UDC
P TB 10001-2016
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
Table of Contents
Foreword ... 8 
1 General ... 11 
2 Terms and symbols ... 12 
2.1 Terms ... 12 
2.2 Symbols ... 16 
3 Basic requirements ... 17 
3.1 Elevation of subgrade shoulder ... 17 
3.2 Shape and width of formation surface ... 19 
3.3 Subgrade stability and settlement control criteria ... 29 
3.4 Deformation observation and evaluation ... 36 
3.5 Design service life ... 37 
4 Design load ... 37 
4.1 General provisions ... 37 
4.2 Main force ... 39 
4.3 Additional force ... 47 
4.4 Special forces ... 48 
5 Engineering materials ... 48 
5.1 General provisions ... 48 
5.2 Filler ... 48 
5.3 Stone ... 54 
5.4 Concrete ... 55 
5.5 Cement mortar ... 56 
5.6 Steel ... 58 
5.7 Geosynthetics ... 59 
6 Subgrade bed ... 62 
6.1 General provisions ... 62 
6.2 Subgrade bed structure ... 62 
6.3 Embankment subgrade bed ... 64 
6.4 Subgrade bed for cutting ... 65 
6.5 Compaction criteria of subgrade bed ... 66 
6.6 Treatment measures of subgrade bed ... 68 
7 Embankment ... 68 
7.1 General provisions ... 68 
7.2 Filler and filling requirements ... 69 
7.3 Compaction criteria ... 70 
7.4 Slope form and slope rate ... 72 
8 Cutting ... 73 
8.1 General provisions ... 73 
8.2 Soil cuttings ... 73 
8.3 Rock cutting... 74 
9 Transition section ... 75 
9.1 General provision ... 75 
9.2 Transition section between subgrade and abutment ... 76 
9.3 Transition section between subgrade and lateral structure ... 78 
9.4 Transition section between embankment and cutting ... 80 
9.5 Transition section between cutting and tunnel ... 81 
10 Ground treatment ... 82 
10.1 General provisions ... 82 
10.2 Main technical requirements ... 83 
10.3 Common measures ... 85 
11 Retaining structure ... 86 
11.1 General provisions ... 86 
11.2 Main design principles ... 87 
11.3 Types of common retaining structure and scope of application ... 89 
12 Subgrade protection ... 90 
12.1 General provisions ... 90 
12.2 Plant protection ... 90 
12.3 Skeleton protection ... 91 
12.4 Physical slope protection (wall) ... 92 
12.5 Hole-window slope protection (wall) ... 93 
12.6 Anchor framed girder slope protection ... 93 
12.7 Shotcrete (mortar) slope protection ... 94 
12.8 Gabion protection ... 94 
12.9 Protection net ... 95 
12.10 Geosynthetics protection ... 95 
12.11 Subgrade plane protection in wind and sand and snow damage areas ... 96 
12.12 Thermal insulation of subgrade ... 98 
13 Water prevention and drainage of subgrade ... 99 
13.1 General provisions ... 99 
13.2 Surface water ... 100 
13.3 Groundwater ... 104 
14 Reconstruction of railway subgrade for existing line and addition of second
line ... 108 
14.1 General provisions ... 108 
14.2 Reconstruction of subgrade of existing line ... 110 
14.3 Addition of subgrade for a second line ... 113 
14.4 Reconstruction, reinforcement, utilization of existing structures ... 114 
15 Borrow (spoil) area and earthwork allocation ... 115 
15.1 General provisions ... 115 
15.2 Borrow area ... 116 
15.3 Spoil area (heap) ... 116 
15.4 Reclamation and protection of borrow (spoil) area ... 117 
15.5 Earthwork allocation ... 118 
16 Subgrade interface design ... 118 
16.1 General provisions ... 118 
16.2 Safety protection facilities ... 119 
16.3 Cable trough ... 120 
16.4 Others ... 120 
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 ... 150 
Code for design of railway earth structure
1 General
1.0.1 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
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.
2.1.6 Width of formation surface
The horizontal distance between the outer edges of the subgrade shoulders on
both sides of the formation surface.
2.1.7 Subgrade bed
Subgrade superstructure below the elevation of subgrade that is significantly
affected by train loads. The subgrade bed consists of a surface layer and a
bottom layer.
2.1.8 Lateral structure
A collective term of such structures as culverts, frame bridges, rigid-frame
bridges (steel-structure bridges) which cross the railway subgrade.
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.
2.1.11 Settlement evaluation
According to the settlement observation data, combined with the geological
conditions and ground treatment measures, the process of comprehensively
2.1.20 Permeable soil
Giant grain soil and coarse grain soil (except fine sand) which has fine grain
soil content of less than 10% and permeability coefficient greater than 1 x 10-5
m/s.
2.1.21 Geosynthetics
A general term for various types of materials based on synthetic polymers used
in civil engineering.
2.1.22 Optimum moisture content
The moisture content corresponding to the peak point on the relationship curve
between the dry density and the moisture content obtained by the compaction
test.
2.1.23 Ground treatment
Technical measures taken to improve the bearing capacity of the foundation
and improve its deformation or permeability.
2.1.24 Granular column composite foundation
Composite foundation which uses sand piles, sand gravel piles and gravel piles
for vertical reinforcement.
2.1.25 Flexible pile composite foundation
Composite foundation which uses flexible pile for vertical reinforcement.
2.1.26 Rigid pile composite foundation
Composite foundation which uses friction-type rigid pile for vertical
reinforcement.
2.1.27 Retaining structure
Structures which support the lateral earth pressure or resistance to soil sliding.
2.1.2 Stability factor of slope
In slope stability analysis, the ratio of the sliding force (moment) of the soil along
a sliding surface to the sliding force (moment).
2.1.29 Revetment, slope protection
Protective engineering for preventing weathering, peeling, slipping, scouring of
the roadbed slope (gentle than 1:1.0).
addition of the second line shall be determined at the feasibility study
stage based on years of operation and water disaster.
3.1.2 The elevation of the shoulders of riverbanks and bench land
embankments shall be greater than the sum of the designed flood level, the
height of the backwater (including backwater caused by the opening of the river
or the building, the super-high water level of the river bay), the high wave
invasion or the partial flush of the oblique flow, the height due to riverbed
deposition, the safe height. Among them, it shall take the larger of the wave
invasion height and the oblique current partial upsurge.
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. When the design water level calculated according to the prescribed
flood frequency is lower than the normal high-water level of the reservoir, use
the normal high-water level of the reservoir as the design water level.
3.1.4 For coastal embankments, when no wave barrier wall is provided on the
top, the elevation of shoulder shall be greater than the sum of the designed tidal
water level, wave invasion height (wave climbing height), safe height, etc.;
when a wave barrier wall is provided, the elevation of shoulder shall be greater
than sum of design high tidal level and safe height.
3.1.5 For the subgrade of the higher groundwater level or groundwater area,
the elevation of shoulder shall be greater than the sum of the highest
groundwater level or the highest ground area water level, the strong rise of
capillary water, the safe height.
3.1.6 The elevation of the shoulder of the subgrade in the seasonal frozen soil
area shall be greater than the sum of the groundwater level before freezing or
the surface water level before freezing, the strong rise of capillary water, the
depth of harmful frost heave, the safe height.
3.1.7 The elevation of the shoulder of the saline soil subgrade shall be greater
than the sum of the highest groundwater level or the highest surface area water
level, the strong rise of capillary water, the depth of strong influence of
evaporation, the safe height. When there is seasonal freezing damage to the
saline soil subgrade, the elevation of shoulder shall be calculated separately
according to the provisions of clause 3.1.6 of this code and this clause,
whichever is greater.
3.1.8 When the subgrade adopts measures such as lowering the water level
and setting capillary water partitions, the elevation of the shoulder may not be
subject to the restrictions specified in clause 3.1.5 to 3.1.7 of this code.
3.1.9 The safe height in clauses 3.1.2 ~ 3.1.7 of this code should be 0.5 m.
mXs - The empirical correction factor for the settlement of the underlying layer,
which is related to the foundation conditions, load strength, loading rate, etc.;
S2 - Calculated value of the settlement of the underlying layer (m).
3.3.9 The calculation of foundation settlement shall meet the following
requirements:
1 The calculated depth of the compression layer of the high-speed railway
and ballast-less track’s foundation is determined by the additional stress
which is 0.1 times the self-weight stress; the calculated depth of the
compression layer of the other railway’s foundations is determined by the
additional stress which is 0.2 times the self-weight.
2 If there is still a soft soil layer below the calculated depth, it shall
continuously increase the calculated depth.
3 In the calculation of the settlement of the double track foundation, the track
load can be designed as a double line; the train load should be designed
as a single line.
3.4 Deformation observation and evaluation
3.4.1 Subgrade of high-speed railway and ballast-less track railway shall be
subjected to settlement evaluation. The heavy-load railway, ballasted track
railway with design speed of 200 km/h and in such sections as in soft soil and
collapsible loess should be subject to foundation settlement evaluation.
3.4.2 Subgrade deformation observation shall focus on the observation of
formation surface settlement and foundation settlement. During the filling period
of the embankment of the soft soil section, it shall also observe the horizontal
displacement of the slope foot of the subgrade, control the filling rate, ensure
the subgrade stability.
3.4.3 The...