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GB 50191-2012: PDF in English
GB 50191-2012
NATIONAL STANDARD OF THE
PEOPLE’S REPUBLIC OF CHINA
UDC
P GB 50191-2012
Code for Seismic Design of Special Structures
ISSUED ON: MAY 28, 2012
IMPLEMENTED ON: OCTOBER 01, 2012
Issued by: Ministry of Housing and Urban-Rural Development;
General Administration of Quality Supervision, Inspection and
Quarantine.
Table of Contents
Foreword ... 8
1 General Provisions ... 12
2 Terms and Symbols ... 13
2.1 Terms ... 13
2.2 Symbols ... 14
3 Basic Requirements ... 17
3.1 Category and Criterion for Seismic Precaution of Special Structures ... 17
3.2 Earthquake Strong Motion ... 17
3.3 Site and Base ... 17
3.4 Structural System and Seismic Design Requirements ... 19
3.5 Structural Analysis ... 22
3.6 Nonstructural Components ... 23
3.7 Materials and Construction ... 23
4 Site, Soil and Foundation ... 26
4.1 Site ... 26
4.2 Foundations on Soil ... 29
4.3 Liquefaction Soil ... 30
4.4 Seismic Subsidence of Soft Soil ... 34
4.5 Pile Foundations ... 36
4.6 Seismic Stability of Slope ... 38
5 Earthquake Action and Seismic Checking for Structures ... 40
5.1 General Requirement ... 40
5.2 Horizontal Earthquake Action ... 44
5.3 Vertical Earthquake Action ... 48
5.4 Checking for Strength ... 49
5.5 Checking for Deformation ... 51
6 Reinforced Concrete Frame-bent Structures ... 53
6.1 General Requirement ... 53
6.2 Essentials in Calculation ... 58
6.3 Details for Frame ... 66
6.4 Details for Frame-walls ... 72
6.5 Details for Bents ... 75
7 Steel Frame-bent Structure ... 83
7.1 General Requirement ... 83
7.2 Essentials in Calculation ... 83
7.3 Modification of Seismic Action Effect on Structure ... 85
7.4 Seismic Checking for Beam, Column and Joint... 86
7.5 Seismic Checking for Connections of Structural Components ... 91
7.6 Seismic Design for the Braces ... 97
7.7 Details for Steel Frame Bent Structures ... 107
8 Steel Structures for Boilers ... 112
8.1 General Requirement ... 112
8.2 Essentials in Calculation ... 113
8.3 Details for Steel Structure Boilers ... 116
9 Silo ... 118
9.1 General Requirement ... 118
9.2 Essentials in Calculation ... 119
9.3 Details for Silos ... 123
10 Shaft Headframe ... 128
10.1 General Requirement ... 128
10.2 Essentials in Calculation ... 129
10.3 Details for Reinforced Concrete Headframe ... 132
10.4 Details for Steel Headframe ... 133
11 Shaft Tower ... 135
11.1 General Requirement ... 135
11.2 Essentials in Calculation ... 137
11.3 Details for Reinforced Concrete Shaft Tower ... 141
11.4 Details for Steel Shaft Tower ... 142
12 Hyperbolic Cooling Tower ... 143
12.1 General Requirement ... 143
12.2 Essentials in Calculation ... 143
12.3 Details for Hyperbolic Cooling Tower ... 145
13 Television Tower ... 151
13.1 General Requirement ... 151
13.2 Essentials in Calculation ... 151
13.3 Details for Television Tower ... 154
14 Foundation of Petrochemical Tower-type Equipment ... 157
14.1 General Requirement ... 157
14.2 Essentials in Calculation ... 157
14.3 Details for Foundation of Petrochemical Tower-type Equipment ... 158
15 Foundation of Coke Oven ... 160
15.1 General Requirement ... 160
15.2 Essentials in Calculation ... 160
15.3 Details for Foundation of Coke Oven ... 162
16 Belt-conveyor Corridor ... 164
16.1 General Requirement ... 164
16.2 Essentials in Calculation ... 165
16.3 Details for Belt-conveyor Corridor ... 168
17 Pipe Support Framework ... 172
17.1 General Requirement ... 172
17.2 Essentials in Calculation ... 172
17.3 Details for Pipe Support Framework ... 176
18 Concentration Tank ... 179
18.1 General Requirement ... 179
18.2 Essentials in Calculation ... 179
18.3 Details for Concentration Tank ... 183
19 Foundation of Atmospheric Vertical Cylindrical Tank ... 186
19.1 General Requirement ... 186
19.2 Essentials in Calculation ... 186
19.3 Details for Foundation of Atmospheric Vertical Cylindrical Tank ... 187
20 Foundation of Spherical Tank ... 189
20.1 General Requirement ... 189
20.2 Essentials in Calculation ... 189
20.3 Details for Foundation of Spherical Tank ... 192
21 Foundation of Horizontal Equipment ... 193
21.1 General Requirement ... 193
21.2 Essentials in Calculation ... 193
21.3 Details for Foundation of Horizontal Equipment ... 193
22 Structure of Blast Furnaces System ... 195
22.1 General Requirement ... 195
22.2 Blast Furnace ... 195
22.3 Hot-blast Stove ... 198
22.4 Dust Collector and Washing Tower ... 201
23 Tailing Dam ... 203
23.1 General Requirement ... 203
23.2 Essentials in Calculation ... 204
23.3 Details for Tailing Dam ... 205
24 Cableway Support Framework ... 206
24.1 General Requirement ... 206
24.2 Essentials in Calculation ... 206
24.3 Details for Cableway Support Framework ... 209
25 Retaining Structure ... 210
25.1 General Requirement ... 210
25.2 Calculation of Seismic Earth Pressure ... 210
25.3 Essentials in Calculation ... 212
25.4 Details for Retaining Structure ... 212
Appendix A The Earthquake Intensity, Basic Acceleration of Ground Motion and
Design Earthquake Groups of Main Cities in China ... 213
Appendix B Determination of Shear-wave Velocity of Soil Layer ... 232
Appendix C Computational Condition of Plane Frame-bent Structure and
Modified Coefficient of Spatial Seismic Action Effect ... 234
Appendix D Seismic Design for the Core Zone of Column-beam Joint of Frames
... 243
Appendix E Simple Seismic Calculation of Wind Resisting Column for Gable
Wall ... 246
Appendix F Calculation of Lateral Displacement Stiffness and Internal Force of
Steel Bracing Members ... 249
Appendix G Lateral Displacement Stiffness of Props for Column-supported RC
Square Silo with Beams ... 258
Appendix H Displacement of Coke Oven Subjected to Unit Horizontal Force 260
Appendix J Calculation of Horizontal Seismic Action on Corridor ... 264
Appendix K Simplified Calculation for the Earthquake-induced Liquefaction
Discrimination of Tailing Dam ... 267
Appendix L Basic Requirements for Seismic Time-history Analysis of Tailing
Dam ... 269
Appendix M Seismic Stability Analysis of Tailing Dam ... 270
Appendix N Seismic Earth Pressure with Relative Displacement between Wall
and Soil ... 272
Explanation of Wording in This Code ... 276
List of Quoted Standards ... 277
1 General Provisions
1.0.1 This code is formulated with a view to implementing the national laws and
regulations on the seismic protection and disaster mitigation and the prevention-first
policy so that the special structures can relieve seismic damage after seismic
fortification to avoid casualties or complete loss of use function and minimize economic
loss.
1.0.2 This code is applicable to seismic design of special structures at the area with
Intensity 6 ~ Intensity 9 seismic precautionary intensity.
1.0.3 The seismic precautionary objective for the special structures, subjected to the
seismic design according to this code, within 50-year design service life: the main
structure shall not be damaged or not required to be repaired and may continue in
service in case of being suffered from the frequent earthquakes below seismic
precautionary intensity of this area; the damaged structure may continue in service
after general repair in case of being suffered from precautionary earthquake equivalent
to seismic precautionary intensity of this area; the integral collapse shall be avoided in
case of being suffered from the rare earthquake higher than seismic precautionary
intensity of this area.
1.0.4 The special structures with Intensity 6 or above seismic precautionary
intensity must be subjected to seismic design.
1.0.5 The seismic precautionary intensity and the design parameters of ground
motion must be determined according to the documents (graphic documents)
approved and issued by the national authority and adopted according to the
approval documents.
1.0.6 The seismic precautionary intensity shall adopt the basic seismic intensity in the
current national standard "Seismic Ground Motion Parameter Zonation Map of China"
GB 18306 or the intensity corresponding to the design basic acceleration value of
ground motion in this code. The engineering site subjected to the seismic safety
evaluation should be subjected to seismic fortification according to approved seismic
precautionary intensity or the design parameters of ground motion.
1.0.7 The seismic design of special structures shall meet not only the requirements
stipulated in this code, but also the provisions of the related current national standards.
2 Terms and Symbols
2.1 Terms
2.1.1 Basic seismic intensity
The seismic intensity that may be met at general site conditions with a probability over
10% within a term of 50 years, which is equivalent to the seismic intensity once in 475
years.
2.1.2 Seismic precautionary intensity
The seismic intensity approved by national authority as the seismic precautionary basis
of an area, generally using basic seismic intensity.
2.1.3 Seismic precautionary criterion
The standard for judging the seismic precautionary requirements, which is dependent
on the seismic precautionary intensity or the design parameters of ground motion and
the seismic precautionary category of special structures.
2.1.4 Earthquake action
The dynamic action of structure caused by ground motion, including horizontal
earthquake action and vertical earthquake action.
2.1.5 Design parameters of ground motion
The seismic acceleration-time curve (speed and displacement), the response spectrum
of acceleration, and the peak acceleration used in seismic design.
2.1.6 Design basic acceleration of ground motion
The design value of seismic acceleration exceeding the probability of 10% during the
50-year design reference period.
2.1.7 Characteristic period of ground motion
The period value corresponding to the starting point of the descending branch reflecting
such factors as the earthquake magnitude, epicentral distance and site class in the
seismic influence coefficient curve used for the seismic design.
2.1.8 Seismic influence coefficient
The assembly average of the ratio between the maximum acceleration reaction and
gravity acceleration of single-particle elastic system under the earthquake action.
2.1.9 Site
The place where the engineering groups with similar response spectrum features are
located.
2.1.10 Seismic concept design of special structures
The design process of making the process arrangement and structural selection for the
special structures and of determining detailed constructions, based on the design
fundamental design principles and design concept obtained from the past experiences
in earthquake disasters and projects.
2.1.11 Seismic action effect
Internal force (shear-force, bending moment, axial force and torsion moment, etc.) or
deformation (linear displacement and angular displacement, etc.) of the structure under
the earthquake action.
2.1.12 Modified coefficient of seismic action effect
The coefficient for modification of seismic action effect in the structure or components
design influenced by the simplification of structural calculation model and redistribution
of elastic-plastic internal force or other factors.
2.1.13 Modified coefficient of seismic bearing capacity
The coefficient for modifying the design section bearing capacities, which are specified
in different codes for the design of material structures, into the design seismic bearing
capacity in the seismic checking of structural components sections, as there are
differences in the static force, seismic design reliability and seismic performance
between different components.
2.1.14 Seismic measures
The seismic design excluding the earthquake action calculation and resistance
calculation, including basic requirements of seismic design, details of seismic design
and seismic measures of soil and foundation.
2.1.15 Details of seismic design
All the detailed requirements that must be taken for the structural and nonstructural
parts according to seismic concept design principles, requiring no calculation generally.
2.2 Symbols
2.2.1 Action and action effect
FEk and FEvk -- Characteristic value for total horizontal and vertical earthquake action
of the structure;
GE and Geq -- Representative value of structure (component) gravity load and total
equivalent gravity load in earthquake;
wk -- Characteristic value of wind load;
SE -- Seismic action effect (bending moment, axial force, shear-force, stress and
deformation);
S -- Fundamental combination of seismic action effect and other load effects;
Sk -- Effect of action or characteristic value of load;
M -- Bending moment;
N -- Axial force;
V -- Shear-force;
p -- Pressure on bottom of foundation;
u -- Lateral displacement;
θ -- Displacement angle of structural layers.
2.2.2 Material properties and resistance
K -- Stiffness of structure (component);
R -- Bearing capacity of structural component;
f, fk, fE -- Design value, characteristic value and seismic design value of various
material strength (including the bearing capacity of soil) respectively;
E -- Elasticity modulus of the material;
[θ] -- Displacement angle limit of structural layers.
2.2.3 Geometric parameters
A -- Sectional area of component;
As -- Sectional area of rebar;
B -- Total width of structure;
H -- Total height of structure, or the column height;
L -- Total length of structure (unit);
a -- Distance;
as and 'sa -- Minimal distance from the force concurrence point of all longitudinal
tensile and compressive reinforcements to the margin of section;
b -- Sectional width of component;
d -- Depth or thickness of soil layer, or diameter of rebars;
h -- Height of calculation structural layers or sectional height of component;
l -- Component length or span;
t -- Seismic wall thickness, structural layers floor slab thickness, steel plates
thickness, time.
2.2.4 Calculation coefficient
a -- Horizontal seismic influence coefficient;
amax -- Maximum value of horizontal seismic influence coefficient;
avmax -- Maximum value of vertical seismic influence coefficient;
γG, γE, γw -- Partial coefficient of action;
γRE -- Modified coefficient of seismic bearing capacity;
ζ -- Damping ratio;
ε -- Structure type coefficient;
δ -- Basic vibration mode coefficient of structure;
η -- Increase or modified coefficient of seismic action effect (internal force and
deformation);
λ -- Slenderness ratio, proportionality coefficient, correction coefficient and
shear-span ratio of component;
ξy -- Yield strength coefficient of structure (component);
ρ -- Ratio of reinforcement, ratio, coupling coefficient;
φ -- Stability coefficient of compressive component;
φ -- Combination value coefficient and influence coefficient.
2.2.5 Others
T -- Fundamental period of structure;
N -- Penetration blow count;
IlE -- Liquification index;
Xji -- Vibration mode coordinate of displacement (relative displacement of the ith
mass of the jth vibration mode in x direction);
Yji -- Vibration mode coordinate of displacement (relative displacement of the ith
mass of the jth vibration mode in y direction);
n -- Total number, such as number of structural layers, particles, rebar, span, etc.;
vse -- Equivalent shear-wave velocity of soil layer;
φji -- Vibration mode coordinate of rotation (relative displacement of the ith particle of
the jth vibration mode in rotating direction);
avoided; active seismic measures shall be taken if it is impossible to be avoided.
3.3.2 It is forbidden to construct Class A and Class B special structures on the
hazardous section determined by the comprehensive evaluation. The Class C
special structures shall not be constructed thereon.
3.3.3 If the engineering site is of Class I, it is still allowed to adopt details of seismic
design for Classes A and B special structures according to the requirements of local
seismic precautionary intensity and adopt details of seismic design for the Class C
special structures according to the requirements one grade less than the local seismic
precautionary intensity, however, as for the seismic precautionary intensity 6, the
details of seismic design shall be adopted according to the local seismic precautionary
intensity.
3.3.4 If the engineering site is of Class III or IV, in the areas where the design basic
acceleration of ground motion is 0.15g or 0.30g, unless otherwise stated in this code,
the details of seismic design should be taken according to the requirements of special
structures belonging to each seismic precautionary category respectively for basic
acceleration of 0.20g (Intensity 8) and 0.40g (Intensity 9).
3.3.5 The design of soil and foundation shall meet the following requirements:
1 Foundation of one same structural unit should not be built on the soil with
entirely different features.
2 The same structural unit should not adopt natural foundation and pile
foundation at the same time; if different types of foundations are adopted or the buried
depth of foundation is different obviously, corresponding measures shall be taken at the
relevant positions of foundation and superstructure according to the differential
settlement of these two parts of soils and foundations under earthquake and the
analysis result on the structural response.
3 Where the liquefaction soil, soft clay, newly filled soil or extremely non-uniform
soil are available within the range of major bearing stratum of the soils, appropriate
measures shall be taken according to the degree of differential settlement of soils or
other adverse effects under the earthquake.
3.3.6 Design of engineering site and soil and foundation at the mountain area shall
meet the following requirements:
1 The survey on the engineering site in mountainous areas shall provide slop
stability evaluation and prevention and treatment scheme suggestions; the side slope
project in compliance with the seismic precautionary requirements shall be set up
based on the geologic and topographical conditions and operation requirements.
2 The slope design shall meet the requirements of the current national standard
GB 50330, "Technical Code for Building Slope Engineering"; and the relevant friction
angle shall be corrected according to the precautionary intensity in stability checking.
3 The special structures foundation nearby the side slope shall be subjected to
seismic stability design. The distance shall be sufficiently reserved at the edge of
special structures foundation and soil or highly-weathered rocky side slope and
determined depending on the seismic precautionary intensity; moreover, the measures
shall be taken to protect the soil and foundation against damage in the earthquake.
3.4 Structural System and Seismic Design Requirements
3.4.1 The design of special structures shall make the plan, elevation and vertical
profile regular. The irregular special structures shall be provided with the strengthening
measures as required; the extremely irregular special structures shall be subjected to
special research and demonstration and then be provided with particular strengthening
measures; the severely irregular structural design scheme shall not be adopted.
3.4.2 The structural system of special structures shall be determined after
comprehensive comparison in technology, economy and service conditions according
to factors like process and function requirements, seismic precautionary category,
seismic precautionary intensity, structure height, site conditions, soil, structural material
and construction; design of seismic isolation and energy dissipation may be adopted in
case of Intensity 8 and Intensity 9.
3.4.3 The structural system shall meet the following requirements:
1 Clear calculation diagram and reasonable earthquake action transition ways
shall be provided.
2 The integral structure shall be protected against loss of the seismic capacity or
the bearing capacity on the gravity loads due to the damage of partial structure or
components.
3 Seismic bearing capacity, deformability and seismic energy dissipation ability in
conformity with this code shall be provided.
4 The measures shall be taken at the weak position to improve seismic capacity.
3.4.4 The structural system should meet the following requirements:
1 Enough seismic precautionary lines should be arranged.
2 The reasonable distribution of stiffness and bearing capacity should be
provided to avoid the excessive stress concentration or plastic deformation
concentration arising from the weak positions formed due to partial weakening or
abrupt changes.
3 The cantilever structure with heavy deadweight should not be adopted.
4 The structure should have similar dynamic characteristics in the directions of
two main axes.
3.4.5 The plane layout of lateral-resisting structure of special structures should be
regular and symmetrical and the structure should change uniformly along vertical lateral
displacement stiffness and the section dimension and material strength of vertical
lateral-force-resisting components should be dwindled away upwards and the abrupt
change of lateral displacement stiffness and bearing capacity of lateral-resisting
structure should be avoided.
The seismic design of irregular special structures shall meet the relevant
provisions of 3.4.7 in this code.
3.4.6 The plane and vertical irregularity of the special structure body and its member
layout shall meet the following requirements:
1 The concrete structure, steel structure and steel-concrete structure, having any
plan irregular type listed in Table 3.4.6-1 or horizontal irregular types listed in Table
3.4.6-2 or any similar irregular types, shall be regarded as irregular special structures.
situation, and the position with large torsion shall be adjusted by local
amplified coefficient of internal force.
2 The special structures in plan regularity and vertical irregularity shall adopt
three-dimensional computation model, the seismic shear-force of storeys with small
stiffness shall be multiplied by an amplified coefficient not less than 1.15, the weak
layers shall be subjected to elastic-plastic deformation analysis according to the
relevant regulations of this code and also shall meet the following requirements:
1) If the vertical lateral-force-resisting component is discontinuous, the seismic
internal force transferred through this component to the horizontal transfer
component shall be multiplied by an amplified coefficient of 1.25~2.0
according to the intensity, type, stress condition and physical dimension,
etc. of the horizontal transfer component.
2) In case of the irregularity of lateral displacement stiffness, the lateral
displacement stiffness ratio between adjacent layers shall comply with
those specified in the relevant chapters of this code based on the structure
type;
3) In case of the abrupt change of bearing capacity of the structural layers, the
shear capacity of the lateral-force-resisting structure at the weak layers
shall not be less than 65% of that of the adjacent upper layer.
3 The special structures in plan irregularity and vertical irregularity shall conform
to the requirements at a degree not below than those in the first and second items
depending on the irregular type number.
3.4.8 The special structures with complex shape and extremely irregular plan and
elevation may be provided with the seismic joint at the proper position as required.
3.4.9 The seismic joint shall be left with adequate width according to the seismic
precautionary intensity, category of structural material, structure type, height and height
difference of structural units, and the superstructure on both sides of the seismic joint
shall be separated completely.
3.4.10 To set expansion joint and settlement joint, their width shall comply with the
requirements on seismic joint.
3.4.11 The structural components shall meet the following requirements:
1 The masonry structures shall be arranged with reinforced concrete ring beams,
constructional columns and core columns as required or be adopted with reinforced
masonry, etc.
2 As for the concrete structural component, the section dimension and
arrangement of longitudinal stressed rebar and stirrup shall be controlled.
3 The prestressed concrete component shall be equipped with non-prestressed
rebar.
4 The section dimension of steel structure component shall be controlled.
5 The concrete floor slab and roof of multi-layer special structures should adopt
the cast-in-situ concrete slab. When adopting the precast concrete floor slab and roof,
the measures to ensure the integral connection between each precast slab shall be
taken.
3.4.12 The connection between components of the structure shall meet the following
requirements:
1 The joint failure of component shall not occur before that of its connecting
component.
2 Anchorage failure of embedded parts shall not occur before that of the
connecting piece.
3 The connections of fabricated structural components shall ensure the integrality
of the structure.
4 The prestressed rebar of prestressed concrete component should be anchored
beyond the joint core zone.
3.4.13 The support system of special structures shall ensure the integrity and stability
of the structure in case of the earthquake and the reliable transfer of the horizontal
earthquake action.
3.5 Structural Analysis
3.5.1 The analysis for internal force and deformation of the structures on special
structures shall be carried out according to the frequent earthquake action. In this
analysis, it may be assumed that the structure and its components are working at
elastic state, so that the analysis of internal force and deformation may be carried out in
the linear static/dynamic method.
3.5.2 The special structures shall be subjected to elastic-plastic deformation analysis
under the rare earthquake action according to the relevant requirements of this code
when they are irregular and weak at some obvious positions and might be damaged
seriously in case of earthquake. The elastic-plastic static analysis or elastic-plastic time
history analyzing method may be adopted depending on the structural feature.
Where the specific provisions are specified in this code, the simplified methods
calculating elastic-plastic deformations of the structures may be adopted.
3.5.3 When the gravity additional bending moment of structure under earthquake
action is greater than 10% of the original bending moment, the influence of gravity
second-order effect shall be taken into consideration.
3.5.4 In seismic analysis of structure, each structural layer shall be determined as the
stiff, semi-stiff or flexible diaphragm according to the defo......
......
| Standard ID | GB 50191-2012 (GB50191-2012) | | Description (Translated English) | Code for seismic design of special structures | | Sector / Industry | National Standard | | Classification of Chinese Standard | P15 | | Classification of International Standard | 91.120.25 | | Word Count Estimation | 450,468 | | Older Standard (superseded by this standard) | GB 50191-1993 | | Quoted Standard | GB 50007; GB 50010; GB 50011; GB 50017; GB 50135; GB 50204; GB 50223; GB 50330; GB/T 5313; GB 18306 | | Drafting Organization | China Metallurgical Construction Research Institute Ltd. | | Administrative Organization | Ministry of Housing and Urban-Rural Development | | Regulation (derived from) | Ministry of Housing and Urban-Rural Development Bulletin No.1392 | | Summary | This standard applies to seismic intensity of 6 degrees -9 degrees regional seismic design of structures. |
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