GB 50191-2012 PDF English
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GB 50191-2012: Code for seismic design of special structures---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/GB50191-2012
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.
NATIONAL STANDARD OF THE
PEOPLE’S REPUBLIC OF CHINA
Code for Seismic Design of Special Structures
Chief Development Department.
Ministry of Housing and Urban-Rural Development of the People's Republic of
China
Approval Department.
Ministry of Housing and Urban-Rural Development of the People's Republic of
China
Implementation Date.
October 1, 2012
2012 Beijing
Announcement of the Ministry of Housing and Urban-Rural
Development of People's Republic of China
No.1392
Table of Contents
Foreword... 8
1 General Provisions... 12
2 Terms and Symbols... 13
3 Basic Requirements... 17
4 Site, Soil and Foundation... 26
5 Earthquake Action and Seismic Checking for Structures... 40
6 Reinforced Concrete Frame-bent Structures... 53
7 Steel Frame-bent Structure... 83
8 Steel Structures for Boilers... 112
9 Silo... 118
10 Shaft Headframe... 128
11 Shaft Tower... 135
12 Hyperbolic Cooling Tower... 143
13 Television Tower... 151
14 Foundation of Petrochemical Tower-type Equipment... 157
15 Foundation of Coke Oven... 160
16 Belt-conveyor Corridor... 164
17 Pipe Support Framework... 172
18 Concentration Tank... 179
19 Foundation of Atmospheric Vertical Cylindrical Tank... 186
20 Foundation of Spherical Tank... 189
21 Foundation of Horizontal Equipment... 193
22 Structure of Blast Furnaces System... 195
23 Tailing Dam... 203
24 Cableway Support Framework... 206
25 Retaining Structure... 210
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.
2.2 Symbols
2.2.1 Action and action effect
FEk and FEvk -- Characteristic value for total horizontal and vertical earthquake action
of the structure;
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;
3 Basic Requirements
3.1 Category and Criterion for Seismic Precaution of Special Structures
3.2 Earthquake Strong Motion
3.3 Site and Base
3.3.1 In the selection of special structures site, the favourable section, ordinary
section, unfavorable section and hazardous section shall be evaluated
comprehensively according to the project planning, seismic activity and the relevant
material for engineering geology and seismic geology. The unfavorable section shall be
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.
3.4 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.
3.5 Structural Analysis
3.6 Nonstructural Components
3.7 Materials and Construction
4 Site, Soil and Foundation
4.1 Site
4.1.1 In the selection of special structures site, the division of favorable, ordinary,
unfavorable and hazardous sections for protection of the special structures against the
earthquake shall be in accordance with those specified in Table 4.1.1.
4.1.4 The cover layer thickness at the special structures site shall be determined
according to the following requirements.
4.1.5 The equivalent shear-wave velocity of soil layer shall be calculated according to
the following formulae.
4.2 Foundations on Soil
4.2.1 For the following special structures, the seismic capacity checking of
foundations on soil may not be carried out.
4.3 Liquefaction Soil
4.4 Seismic Subsidence of Soft Soil
4.4.1 The special structures on the soft soil in Intensities 6 and 7, when the soil and
foundation meet the relevant requirements of the current national standard "Code for
Building Foundation" GB 50007, may not consider the influence of seismic subsidence
of the soil.
4.4.2 The seismic subsidence of soft soil layer in the soil may be evaluated with the
following methods.
4.4.3 The special structures at Intensity 8 and Intensity 9, other than Class D special
structures or those under the foundation base in which the non-soft soil layer thickness
complies with those specified in Table 4.4.3,
4.6 Seismic Stability of Slope
4.6.1 For the special structures at Intensity 7, Intensity 8 and Intensity 9 and located
nearby the slope, slope top or slope toe, the seismic stability of slope and its influence
on special structures shall be determined through calculation analysis.
5 Earthquake Action and Seismic Checking for Structures
5.1 General Requirement
5.1.1 Earthquake action calculation of special structures shall meet the
following requirements.
5.1.2 The seismic calculation of various special structures shall adopt the following
methods respectively.
5.2 Horizontal Earthquake Action
5.2.1 In case of equivalent base shear method, the horizontal earthquake action
calculation diagram of the structure may be according to Figure 5.2.1; the horizontal
earthquake action and action effect shall meet the following requirements.
5.3 Vertical Earthquake Action
5.3.1 For the headframe and shaft tower, Television tower and the tube or tower
structure with similar mass and stiffness distribution, the characteristic value of the
vertical earthquake action (Figure 5.3.1) may be determined according to the following
formulae. The vertical seismic action effect of structural layers may be distributed
according to the proportion of representative value of gravity load borne by each
component;
6 Reinforced Concrete Frame-bent Structures
6.1 General Requirement
6.1.1 This Chapter is applicable to seismic design of frame and bent frame structures
which are composed of the reinforced concrete frame, frame-walls and bent frame. The
applicable maximum height hereof shall meet the requirements specified in Table 6.1.1.
6.2 Essentials in Calculation
6.3 Details for Frame
6.3.1 The section size of the beam should meet the following requirements.
6.3.2 Arrangement of the beam rebar shall meet the following requirements.
6.3.3 Longitudinal rebar arrangement of the beam and spacing of stirrup legs at the
beam end’s densified area shall meet the following requirements.
6.4 Details for Frame-walls
6.4.1 The thickness of seismic walls shall not be less than 160mm and should not be
less than 1/20 of the storey height or non-support part length, the thickness of seismic
walls for reinforced bottom part shall not be less than 200mm and should not be less
than 1/16 of the storey height or non-support part length.
7 Steel Frame-bent Structure
7.1 General Requirement
7.1.1 This Chapter is applicable to the seismic design of the frame-bent structures
which are composed of composite steel frame, composite steel frame-bracing and
single-layer steel bent-frame.
7.2 Essentials in Calculation
7.2.1 The seismic influence coefficient of frame-bent structures shall be determined in
accordance with that under frequent earthquakes as specified in Chapter 5 of this code;
The calculation of horizontal earthquake action and action effect shall be carried out.
The horizontal seismic influence coefficient hereof shall be multiplied by the damping
adjustment coefficient.
7.2.2 In the calculating of earthquake action of frame-bent structures, the calculation
of the bent-frame column, beam (or truss frame) and bracing stiffness in the model shall
meet the following requirements.
7.4 Seismic Checking for Beam, Column and Joint
7.4.1 Except for special explanations or specifications in this Chapter, the seismic
bearing capacity of all the frame-bent structures components and their joints shall be
checked in accordance with the relevant requirements of the current national standard
GB 50017 "Code for Design of Steel Structures"; the internal force of the structural
components shall adopt the combined design value counted in the seismic action
effect.
7.4.2 Checking of the overall stability for the frame beam may not be carried out for
the floor (roofing) slab on the top of the frame beam, in case of one of the following
conditions.
7.5.7 If the embedded column foot is adopted, the compressive strength of welding
nails and concrete in embedded part shall meet the following requirements.
8 Steel Structures for Boilers
8.1 General Requirement
8.1.1 This Chapter is applicable to the seismic design of supporting-type and hanging
boiler steel structures.
8.1.2 Boiler steel structures for thermal power plants, with the single machine capacity
of 300MW or above or the planned capacity of 800MW or above shall belong to Class B
special structures, and those with the single machine capacity of 300MW or below or
the planned capacity of 800MW or below shall belong to Class C special structures.
8.1.3 The boiler steel structure should be an independent structure. The plant built
closely to the boiler steel structure shall be arranged with seismic joints, and the width
of the seismic joint shall be 1.5 times the width of the seismic joint of reinforced
concrete structure.
8.2 Essentials in Calculation
8.3 Details for Steel Structure Boilers
9 Silo
9.1 General Requirement
9.1.1 This Chapter is applicable to the seismic design of the reinforced concrete, steel
and masonry silos for storing bulk materials.
9.1.3 The silo structure shall be such selected to meet the requirements below.
9.1.6 Foundations of column-bearing silos in Class III and IV sites should be ring
foundations or complete foundations, and measures to increase the integrity and
stiffness of the foundation shall be taken.
9.2 Essentials in Calculation
9.2.1 As for the silo, its seismic influence coefficient shall be determined according to
that under frequent earthquakes as specified in Chapter 5 of this code, and the
earthquake action and the action effect shall also be calculated.
9.2.3 The horizontal earthquake action of the silo shall be such calculated to meet the
requirements below.
9.2.4 When the horizontal earthquake action of the cylinder-bearing silo is calculated
with the equivalent base shear method, the seismic action effect of the column-bearing
buildings on the silo shall be multiplied by the amplified coefficient, and the value, thus
obtained, of the reinforced concrete cylinder-bearing silo and the masonry silo may
both be 4.0, and the value for the silo wall-grounding steel silo may be 3.0, but the
amplified part shall not be passed downward.
9.2.5 If the horizontal earthquake action of the column-bearing silo is calculated with
the equivalent base shear method, the requirements below shall be met.
9.2.6 In Class IV site at Intensity 8, and at Intensity 9, the additional horizontal
earthquake action caused by gravity second-order effect shall be counted for the
column-bearing silo, and the corresponding characteristic value may be calculated
according to the following formulae.
9.3 Details for Silos
......
Source: Above contents are excerpted from the full-copy PDF -- translated/reviewed by: www.ChineseStandard.net / Wayne Zheng et al.
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