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GB 50111-2009 (GB50111-2009)

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GB 50111-2009English195 Add to Cart 0--3 minutes. Auto immediate delivery. [GB 50111-2006 Edition-2009] Code for seismic design of railway engineering GB 50111-2009 GB 50111-2009
GB 50111-2006English150 Add to Cart 0--3 minutes. Auto immediate delivery. [GB 50111-2006 Edition-2009] Code for seismic design of railway engineering GB 50111-2006 Valid GB 50111-2006


   
BASIC DATA
Standard ID GB 50111-2009 (GB50111-2009)
Description (Translated English) [GB 50111-2006 Edition-2009] Code for seismic design of railway engineering
Sector / Industry National Standard
Classification of Chinese Standard P15
Word Count Estimation 56,593


GB 50111-2009: PDF in English
GB 50111-2006 (2009)
UDC
NATIONAL STANDARD OF THE
PEOPLE'S REPUBLIC OF CHINA
P GB 50111-2006
Code for Seismic Design of Railway Engineering
(2009 Edition)
ISSUED ON. JUNE 19, 2006
IMPLEMENTED ON. DECEMBER 01, 2006
Jointly issued by. Ministry of Construction (MOC) and the General
Administration of Quality Supervision;
Inspection and Quarantine (AQSIQ) of the People's
Republic of China.
GB
Table of Contents
1 General Provisions ... 9 
2 Terms and Symbols ... 9 
2.1 Terms ... 9 
2.2 Symbols ... 10 
3 Basic Requirements of Seismic Design ... 11 
4 Site and Foundation ... 15 
5 Route ... 18 
6 Subgrade ... 18 
6.1 Checking of Seismic Strength and Stability ... 18 
6.2 Seismic Measures ... 27 
7 Bridge ... 29 
7.1 General Requirements ... 29 
7.2 Seismic Analysis Method of Pier ... 31 
7.3 Ductility Design of Reinforced Concrete Bridge Pier ... 38 
7.4 Support and Abutment ... 39 
7.5 Seismic Measures ... 40 
8 Tunnel ... 44 
8.1 Checking of Seismic Strength and Stability ... 44 
8.2 Seismic Measures ... 46 
Appendix A Shear Wave Velocity Value of Different Rock and Soil ... 48 
Appendix B Test Methods of Liquefied Soil Determination ... 49 
Appendix C Reduction Coefficient of Mechanical Indexes of Liquefied Soil ... 51 
Appendix D Natural Vibration Performance Calculation of Beam Bridge Pier ... 52 
Appendix E Simplified Method for Seismic Calculation of Beam Bridge Pier under
Low-level Earthquake ... 55 
Appendix F Simplified Calculation Method for Ductility Design of Reinforced Concrete
Pier under High-level Earthquake ... 62 
Explanation of Wording in This Code ... 65 
1 General Provisions
1.0.1 This code is formulated with a view to implementing "Law of the People's Republic of
China on Protecting Against and Mitigating Earthquake Disasters", unifying seismic design
standard of railway engineering, and meeting the performance requirements for seismic
fortification of railway engineering.
1.0.2 This code is applicable to seismic design of route, subgrade, bridge, tunnel, etc. works
of Grade I and II railway engineering of rapid transit railway, passenger dedicated line
(including intercity railway) and newly-built and renovated standard gauge mixed passenger
and freight railway in the region with a fortification intensity of Intensity 6, Intensity 7,
Intensity 8 or Intensity 9.
For the engineering with fortification intensity larger than Intensity 9 or with special
seismic requirements and new type structure, the seismic design shall be specialized.
1.0.3 Seismic fortification intensity shall be adopted according to the basic seismic intensity
specified in Appendix D of the national standard "Seismic Ground Motion Parameter
Zonation Map of China" GB 18306-2001.
1.0.4 Under general situation, seismic design may comply with ground motion parameters
specified in the national standard "Seismic Ground Motion Parameter Zonation Map of
China" GB 18306-2001.
For the region subjected to special earthquake research, the seismic design may be
carried out according to approved seismic fortification intensity or design parameters of
ground motion.
For specially important railway engineering, the site position shall be subjected to
seismic safety evaluation.
1.0.5 Seismic design shall be carried out for railway engineering according to low-level
earthquake, design earthquake and high-level earthquake.
1.0.6 Concrete structures, with durability requirements, of route, subgrade, bridge and
tunnel of rapid transit railway, passenger dedicated line (including intercity railway) and
newly-built and renovated standard gauge mixed passenger and freight railway engineering in
seismic region shall not only comply with this code, but also meet the relevant requirements
of "Temporary Regulation for Durability Design of Railway Concrete Structures" Tie Jian She
[2005] No. 157.
1.0.7 Seismic design of railway engineering shall not only comply with this code, but also
those in the current relevant ones of the nation.
2 Terms and Symbols
2.1 Terms
2.1.1 Seismic design
Engineering design for defending seismic hazard, including seismic checking and
seismic measures.
2.1.2 Seismic fortification intensity
Seismic intensity which is approved according to the authority specified by the nation as
the criterion of seismic fortification of one region.
2.1.3 Seismic peak ground acceleration
Horizontal acceleration corresponding to maximum value of seismic acceleration
response spectrum.
2.1.4 Low-level earthquake
Ground motion that the earthquake recurrence interval is 50 years.
2.1.5 Design earthquake
Ground motion that the earthquake recurrence interval is 475 years.
2.1.6 High-level earthquake
Ground motion that the earthquake recurrence interval is 2475 years.
2.1.7 Characteristic period of the seismic response spectrum
A period of the points when seismic acceleration response spectrum starts to drop.
2.1.8 Isolation technology
Adopt special components to change structure vibration characteristic and energy
consumption mechanism at some position of engineering structure so as to reduce seismic
force generated by the structure during earthquake.
2.1.9 Ductility design
Utilize nonlinear deformation capacity of engineering structure to consume seismic
energy and conduct structure seismic design.
2.1.10 Seismic fortification measures
Seismic design content except seismic action calculation and resistance calculation,
including seismic structural measures.
2.1.11 Site
Location of the engineering, with similar response spectrum characteristic.
2.2 Symbols
2.2.1 Ground motion parameters
Tg——Characteristic period of the seismic response spectrum;
Ag——Seismic peak ground acceleration;
α——Basic acceleration of horizontal earthquake.
2.2.2 Action and action effect
M0——Pier foundation top section moment;
Mmnx——Maximum bending moment of linear response of pier under high-level
earthquake;
FiwE——Horizontal earthquake hydrodynamic force in unit pier height acted on i point of
pier in water;
V0——Pier foundation top section shear force;
R0——Counter stress of bridge bearing.
2.2.3 Calculation coefficient
η——Correction coefficient of horizontal seismic action;
ηi——Amplification coefficient of horizontal seismic action along height;
4.0.5 Where the liquefied soil strata are included in the subgrade, its dynamics index may be
reduced in accordance with Appendix C of this code. The correction coefficient of allowable
bearing capacity of soil strata below liquefied soil strata shall meet the requirements of Article
4.0.4 of this code. The allowable bearing capacity of soil strata above the liquefied soil strata
shall not be corrected.
5 Route
5.0.1 The lines shall be selected at the section where the engineering geologic condition is
good and the topography is open and flat or the slopes are very easy and avoided the area
where the fault fracture zone moves recently, the subgrade of sandy soil, silty soil and soft
soil are easy to be liquefacient and the slope wash deposit is loose and thicker and the serious
debris-flow develops and such districts unfavorable to the seismic protection as unsteady cliff
and couloir, serious hillside deformation and underground cavity easy to be collapsed.
5.0.2 The lines shall keep clear of the main motional fault zone in the seismic region with
Intensity 8 and 9 seismic fortification intensity; if it is difficult to be avoided, get through it in
a narrower place; the influence of the seismic secondary disaster shall be considered
comprehensively during selection of the lines.
5.0.3 Where the lines get through the soft areas like liquefiable soil and soft soil etc., they
should be selected at the place where the ground surface has thicker non-liquefied soil strata
or duricrust strata, setting with low embankment.
5.0.4 Deep and long cutting shall not be made in the lines with soft soil nature or broken
rock strata and the unfavorable geologic structure.
5.0.5 The lines shall keep clear of unsteady cliff area or get it through the tunnel if it is
difficult to be avoided.
5.0.6 If the tunnel is built close to the mountains, it shall be moved inward; the tunnel
mouth shall not be set at the area with adverse geologic condition and easy to generate such
seismic hazard as collapse, landslide, scattering. The high-intensity seismic region should not
be set up with the short tunnel group close to the mountains.
5.0.7 The bridge shall be selected at the districts with good subgrade and stable river bank.
If the liquefiable soil strata and soft foundation are difficult to be avoided, the bridge center
line should be orthogonal to the river. The bridge height shall be controlled at the high-intense
seismic region which is passed with a simple structure form.
5.0.8 The track of the high-intense seismic region should adopt ballast track; if not, a
construction of ballastless tracks shall be selected easy to be cured and maintained.
6 Subgrade
6.1 Checking of Seismic St......