1.0.1 This specification is developed to better implement the Construction law of the People's Republic of China and the Law of the People's Republic of China and the Law of the People's Republic of China on protecting against and mitigating earthquake disasters in Guangdong, aiming at controlling the damage degree of structures under earthquake, safety and applicable, advanced technology, economy and rationality, and to avoid casualties and control economic losses after earthquake.
1.0.2 This specification is a supplement to GB 50223 Standard for classification of seismic protection of building constructions, GB 50011 Code for seismic design of buildings, JGJ 3 Technical specification for concrete structures of tall building and DBJ 15-92 Technical specification for concrete structures of tall building. In addition to this specification, the performance-based seismic design of architectural project shall also meet the relevant mandatory provisions in the current provisional codes and specifications of Guangdong.
1.0.3 On the basis of compliance with the basic requirements of national and local codes and specifications, the purpose of this specification is to provide an alternative, multi-objective and performance-based seismic analysis method for building structures, to ensure the predictable safety performance of buildings under the predicted earthquake action, and clarify the related capabilities and requirements of building structures.
1.0.4 This specification is applicable to the performance-based seismic design of constructed, renovated and expanded multi-storey and tall reinforced concrete structures in areas with seismic precautionary intensity of 6, 7 and 8 degrees.
2 Terms and symbols
2.1 Terms
2.1.1
performance-based seismic design of structure
seismic design of structure based on seismic performance objectives of structure
2.1.2
seismic performance objectives of structure
seismic performance levels of structure set for different levels of seismic ground motion
2.1.3
seismic performance levels of structure
definition of seismic performance of structure such as damage state and possibility of continued use
2.1.4
deformation limits of element
elastic-plastic displacement angle of element corresponding to damage degree and bearing capacity of element
2.1.5
seismic precautionary intensity
seismic intensity which is approved according to the authority specified by the nation as the criterion of seismic precaution of one area, generally the seismic intensity with exceeding probability of 10% within 50 years
2.1.6
seismic precautionary criterion
measure of seismic precautionary requirements which is determined by seismic precautionary intensity or design ground motion parameters and building seismic precautionary categories
2.1.7
seismic ground motion parameter zonation map
map of different seismic precautionary zones in the nation divided on the basis of the indicator of seismic ground motion parameters (indicating the degree of earthquake action with acceleration)
2.1.8
earthquake action
structural dynamic action caused by seismic ground motion including horizontal earthquake action and vertical earthquake action
2.1.9
design parameters of ground motion
ground motion acceleration (velocity and displacement) time-history curve, acceleration response spectrum and peak acceleration, etc. for seismic design
2.1.10
design basic acceleration of ground motion
design value of seismic acceleration with exceeding probability of 10% during the 50-year design reference period
2.1.11
design characteristic period of ground motion
periodic value corresponding to the start point of descending segment reflecting such factors as earthquake magnitude, epicentral distance and site category in the seismic influence coefficient curve used for seismic design (hereinafter referred to as “characteristic period”)
2.1.12
seismic measures
seismic design covering details of seismic design, except earthquake action calculation and resistance calculation
2.1.13
details of seismic design
various detail requirements that generally do not require calculation and shall be taken for structural and non-structural parts under the principle of seismic concept design
2.2 Symbols
2.2.1 Actions and effects
SGE——the representative value of gravity load effect;
SEhk——the characteristic value of horizontal earthquake action effect, which shall be multiplied by the corresponding amplification coefficient and adjustment coefficient;
SEvk——the characteristic value of vertical earthquake action effect, which shall be multiplied by the corresponding amplification coefficient and adjustment coefficient;
Swk——the characteristic value of wind load effect;
——the characteristic value of horizontal earthquake action effect, without consideration of the amplification coefficient related to seismic grade;
——the characteristic value of vertical earthquake action effect, without consideration of the amplification coefficient related to seismic grade;
Sk——the characteristic value of action and load effect;
θ——the inter-storey displacement angle;
δ——the maximum displacement angle for the element during the earthquake.
2.2.2 Material performance and resistance
C20——the concrete strength grade indicating that the characteristic value of cube strength is 20N/mm2;
Ec——the elastic modulus of concrete;
Es——the elastic modulus of steel bar;
Rd——the design value of bearing capacity of element;
Rk——the characteristic value of bearing capacity of element;
Ru——the ultimate bearing capacity of element;
fck, fc——the characteristic and design values of axial compressive strengths of concrete;
ftk, ft——the characteristic and design values of axial tension strengths of concrete
fyk——the characteristic value of general steel bar strength.
fy, f’y——the design value of tensile and compressive strength of general steel bar;
fak——the characteristic value of strength of structural steel in embedded column at the end of shear wall;
fspk——the characteristic value of strength of steel plate in shear wall;
[θ]——the inter-storey displacement angle;
[δ]——the deformation limit of the element corresponding to the allowable damage degree of the element;
ρ——the reinforcement ratio;
ρv——the stirrup ratio per unit volume for column or constrained boundary element;
ρsv——the stirrup ratio per unit area for beam.
2.2.3 Geometric parameters
A——the sectional area of the element;
Aa——the sectional area of the structural steel in the embedded column at the end of the shear wall;
Asp——the sectional area of steel plate in shear wall;
H——the total height of the structure and the height of column;
b——the sectional width of element;
h——the sectional height of element;
l——the length of shear span.
2.2.4 Calculation coefficients
α——the horizontal seismic influence coefficient;
αmax——the maximum horizontal seismic influence coefficient;
αvmax——the maximum vertical seismic influence coefficient;
γRE——the seismic adjustment coefficient of bearing capacity;
γG——the partial coefficient of gravity load;
γEh——the partial coefficient of horizontal earthquake action;
γEv——the partial coefficient of vertical earthquake action;
γw——the partial coefficient of wind load;
ψw——the coefficient for combination value of wind load;
λ——the shear span ratio ;
M——the the bending moment of the calculation section corresponding to shear force V;
h0——the effective height of section;
m——the flexural-shear ratio ;
Mn, Vn——the bending and shear bearing capacity of eccentrically stressed elements, with the average strength of steel bars and concrete taken in calculation;
——the axial pressure coefficient ;
N——the characteristic value of axial pressure under the combined action of vertical load and earthquake;
2.2.5 Others
T——the natural vibration period of the structure;
Tg——the design characteristic period of ground motion;
3 Seismic performance objectives and levels
3.0.1 On the basis of compliance with the basic requirements of national and local codes and specifications, the performance-based seismic design of structure may be carried out in a quantitative and detailed manner according to the employer's requirements for the performance of structures and elements under different levels of earthquake action, combined with the importance and complexity of the structure, and may predict the damage degree of structures and elements under earthquake with precautionary intensity and rare earthquake.
3.0.2 Performance-based seismic design of structure may be adopted for conventional building constructions, and it shall be adopted in the following situations:
1 the structural seismic design of Class A buildings, and tall buildings, large-span buildings and particularly irregular buildings that exceed the applicable scope or limit of the specification;
2 the structural seismic design of key parts and weak parts of Class B buildings, in addition to the aforementioned four types of buildings;
3 the seismic design of the whole structure or the structural seismic design of key parts and weak parts that the employer carried out for the special modeling or special post-earthquake functional requirements of the building.
3.0.3 For building constructions that meet the requirements of national and local codes and specifications on bearing capacity and stiffness, if they do not meet the requirements of some control parameters, such as torsional displacement ratio, stiffness ratio of floor, bearing capacity ratio of floor, axial compression ratio, etc., the structural seismic safety may be checked with the performance-based seismic design of structure.
Foreword ii 1 General provisions 2 Terms and symbols 3 Seismic performance objectives and levels 4 Site and ground motion parameters 4.1 Site category 4.2 Seismic influence coefficient 4.3 Ground motion parameters and ground motion records selection 5 Structural performance-based seismic design method 5.1 General requirements 5.2 Design method 6 Structural analysis method 6.1 General requirements 6.2 Elastic-plastic static analysis 6.3 Elastic-plastic dynamic analysis 7 Deformation limits 7.1 General requirements 7.2 Structural element failure criterion 7.3 Deformation index limit of structural element 7.4 Deformation index limits of structure Appendix A Seismic precautionary intensity, design basic acceleration of ground motion and design earthquake groups of main cities in Guangdong Province Appendix B Design indexes of concrete and steel Appendix C Optional ground motion records for elastic and elastic time-history analysis of structure Appendix D Elastic-plastic analysis calculation model and parameter selection of reinforced concrete structure Appendix E (Informative) Corresponding relationship between the deformation limits and damage degree for typical beams, columns and shear walls Appendix F (Informative) Failure mode classification criteria and deformation limits of steel reinforced concrete (SRC) columns and shear walls Explanation of wording in this specification List of quoted standards
1 General provisions
1.0.1 This specification is developed to better implement the Construction law of the People's Republic of China and the Law of the People's Republic of China and the Law of the People's Republic of China on protecting against and mitigating earthquake disasters in Guangdong, aiming at controlling the damage degree of structures under earthquake, safety and applicable, advanced technology, economy and rationality, and to avoid casualties and control economic losses after earthquake.
1.0.2 This specification is a supplement to GB 50223 Standard for classification of seismic protection of building constructions, GB 50011 Code for seismic design of buildings, JGJ 3 Technical specification for concrete structures of tall building and DBJ 15-92 Technical specification for concrete structures of tall building. In addition to this specification, the performance-based seismic design of architectural project shall also meet the relevant mandatory provisions in the current provisional codes and specifications of Guangdong.
1.0.3 On the basis of compliance with the basic requirements of national and local codes and specifications, the purpose of this specification is to provide an alternative, multi-objective and performance-based seismic analysis method for building structures, to ensure the predictable safety performance of buildings under the predicted earthquake action, and clarify the related capabilities and requirements of building structures.
1.0.4 This specification is applicable to the performance-based seismic design of constructed, renovated and expanded multi-storey and tall reinforced concrete structures in areas with seismic precautionary intensity of 6, 7 and 8 degrees.
2 Terms and symbols
2.1 Terms
2.1.1
performance-based seismic design of structure
seismic design of structure based on seismic performance objectives of structure
2.1.2
seismic performance objectives of structure
seismic performance levels of structure set for different levels of seismic ground motion
2.1.3
seismic performance levels of structure
definition of seismic performance of structure such as damage state and possibility of continued use
2.1.4
deformation limits of element
elastic-plastic displacement angle of element corresponding to damage degree and bearing capacity of element
2.1.5
seismic precautionary intensity
seismic intensity which is approved according to the authority specified by the nation as the criterion of seismic precaution of one area, generally the seismic intensity with exceeding probability of 10% within 50 years
2.1.6
seismic precautionary criterion
measure of seismic precautionary requirements which is determined by seismic precautionary intensity or design ground motion parameters and building seismic precautionary categories
2.1.7
seismic ground motion parameter zonation map
map of different seismic precautionary zones in the nation divided on the basis of the indicator of seismic ground motion parameters (indicating the degree of earthquake action with acceleration)
2.1.8
earthquake action
structural dynamic action caused by seismic ground motion including horizontal earthquake action and vertical earthquake action
2.1.9
design parameters of ground motion
ground motion acceleration (velocity and displacement) time-history curve, acceleration response spectrum and peak acceleration, etc. for seismic design
2.1.10
design basic acceleration of ground motion
design value of seismic acceleration with exceeding probability of 10% during the 50-year design reference period
2.1.11
design characteristic period of ground motion
periodic value corresponding to the start point of descending segment reflecting such factors as earthquake magnitude, epicentral distance and site category in the seismic influence coefficient curve used for seismic design (hereinafter referred to as “characteristic period”)
2.1.12
seismic measures
seismic design covering details of seismic design, except earthquake action calculation and resistance calculation
2.1.13
details of seismic design
various detail requirements that generally do not require calculation and shall be taken for structural and non-structural parts under the principle of seismic concept design
2.2 Symbols
2.2.1 Actions and effects
SGE——the representative value of gravity load effect;
SEhk——the characteristic value of horizontal earthquake action effect, which shall be multiplied by the corresponding amplification coefficient and adjustment coefficient;
SEvk——the characteristic value of vertical earthquake action effect, which shall be multiplied by the corresponding amplification coefficient and adjustment coefficient;
Swk——the characteristic value of wind load effect;
——the characteristic value of horizontal earthquake action effect, without consideration of the amplification coefficient related to seismic grade;
——the characteristic value of vertical earthquake action effect, without consideration of the amplification coefficient related to seismic grade;
Sk——the characteristic value of action and load effect;
θ——the inter-storey displacement angle;
δ——the maximum displacement angle for the element during the earthquake.
2.2.2 Material performance and resistance
C20——the concrete strength grade indicating that the characteristic value of cube strength is 20N/mm2;
Ec——the elastic modulus of concrete;
Es——the elastic modulus of steel bar;
Rd——the design value of bearing capacity of element;
Rk——the characteristic value of bearing capacity of element;
Ru——the ultimate bearing capacity of element;
fck, fc——the characteristic and design values of axial compressive strengths of concrete;
ftk, ft——the characteristic and design values of axial tension strengths of concrete
fyk——the characteristic value of general steel bar strength.
fy, f’y——the design value of tensile and compressive strength of general steel bar;
fak——the characteristic value of strength of structural steel in embedded column at the end of shear wall;
fspk——the characteristic value of strength of steel plate in shear wall;
[θ]——the inter-storey displacement angle;
[δ]——the deformation limit of the element corresponding to the allowable damage degree of the element;
ρ——the reinforcement ratio;
ρv——the stirrup ratio per unit volume for column or constrained boundary element;
ρsv——the stirrup ratio per unit area for beam.
2.2.3 Geometric parameters
A——the sectional area of the element;
Aa——the sectional area of the structural steel in the embedded column at the end of the shear wall;
Asp——the sectional area of steel plate in shear wall;
H——the total height of the structure and the height of column;
b——the sectional width of element;
h——the sectional height of element;
l——the length of shear span.
2.2.4 Calculation coefficients
α——the horizontal seismic influence coefficient;
αmax——the maximum horizontal seismic influence coefficient;
αvmax——the maximum vertical seismic influence coefficient;
γRE——the seismic adjustment coefficient of bearing capacity;
γG——the partial coefficient of gravity load;
γEh——the partial coefficient of horizontal earthquake action;
γEv——the partial coefficient of vertical earthquake action;
γw——the partial coefficient of wind load;
ψw——the coefficient for combination value of wind load;
λ——the shear span ratio ;
M——the the bending moment of the calculation section corresponding to shear force V;
h0——the effective height of section;
m——the flexural-shear ratio ;
Mn, Vn——the bending and shear bearing capacity of eccentrically stressed elements, with the average strength of steel bars and concrete taken in calculation;
——the axial pressure coefficient ;
N——the characteristic value of axial pressure under the combined action of vertical load and earthquake;
2.2.5 Others
T——the natural vibration period of the structure;
Tg——the design characteristic period of ground motion;
3 Seismic performance objectives and levels
3.0.1 On the basis of compliance with the basic requirements of national and local codes and specifications, the performance-based seismic design of structure may be carried out in a quantitative and detailed manner according to the employer's requirements for the performance of structures and elements under different levels of earthquake action, combined with the importance and complexity of the structure, and may predict the damage degree of structures and elements under earthquake with precautionary intensity and rare earthquake.
3.0.2 Performance-based seismic design of structure may be adopted for conventional building constructions, and it shall be adopted in the following situations:
1 the structural seismic design of Class A buildings, and tall buildings, large-span buildings and particularly irregular buildings that exceed the applicable scope or limit of the specification;
2 the structural seismic design of key parts and weak parts of Class B buildings, in addition to the aforementioned four types of buildings;
3 the seismic design of the whole structure or the structural seismic design of key parts and weak parts that the employer carried out for the special modeling or special post-earthquake functional requirements of the building.
3.0.3 For building constructions that meet the requirements of national and local codes and specifications on bearing capacity and stiffness, if they do not meet the requirements of some control parameters, such as torsional displacement ratio, stiffness ratio of floor, bearing capacity ratio of floor, axial compression ratio, etc., the structural seismic safety may be checked with the performance-based seismic design of structure.
Contents of DBJ/T 15-151-2019
Foreword ii
1 General provisions
2 Terms and symbols
3 Seismic performance objectives and levels
4 Site and ground motion parameters
4.1 Site category
4.2 Seismic influence coefficient
4.3 Ground motion parameters and ground motion records selection
5 Structural performance-based seismic design method
5.1 General requirements
5.2 Design method
6 Structural analysis method
6.1 General requirements
6.2 Elastic-plastic static analysis
6.3 Elastic-plastic dynamic analysis
7 Deformation limits
7.1 General requirements
7.2 Structural element failure criterion
7.3 Deformation index limit of structural element
7.4 Deformation index limits of structure
Appendix A Seismic precautionary intensity, design basic acceleration of ground motion and design earthquake groups of main cities in Guangdong Province
Appendix B Design indexes of concrete and steel
Appendix C Optional ground motion records for elastic and elastic time-history analysis of structure
Appendix D Elastic-plastic analysis calculation model and parameter selection of reinforced concrete structure
Appendix E (Informative) Corresponding relationship between the deformation limits and damage degree for typical beams, columns and shear walls
Appendix F (Informative) Failure mode classification criteria and deformation limits of steel reinforced concrete (SRC) columns and shear walls
Explanation of wording in this specification
List of quoted standards
