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GB 50260-2013: Code for seismic design of electrical installations
Status: Valid GB 50260: Evolution and historical versions
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Code for seismic design of electrical installations
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GB 50260-2013
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Code for design of seismic of electrical installations
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Basic data | Standard ID | GB 50260-2013 (GB50260-2013) | | Description (Translated English) | Code for seismic design of electrical installations | | Sector / Industry | National Standard | | Classification of Chinese Standard | P15 | | Classification of International Standard | 91.120.25 | | Word Count Estimation | 110,134 | | Older Standard (superseded by this standard) | GB 50260-1996 | | Quoted Standard | GB 50011, GB 50223, GB 18306 | | Regulation (derived from) | Ministry of Housing and Urban Notice No. 1632 | | Issuing agency(ies) | Ministry of Housing and Urban-Rural Development of the People's Republic of China; General Administration of Quality Supervision, Inspection and Quarantine of the People's Republic of China | | Summary | This standard applies to seismic intensity 6 degrees to 9 degrees area construction, expansion and renovation of the seismic design of power facilities following: a unit capacity of 12MW ~ 1000MW thermal power plant power facilities. Two or more unit capa | GB 50260-2013: Code for seismic design of electrical installations---This is a DRAFT version for illustration, not a final translation. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.) will be manually/carefully translated upon your order.
1 General
1.0.1 In order to implement the "Law of the People's Republic of China on Earthquake Prevention and Disaster Mitigation", implement the policy of "focusing on prevention and combining defense with rescue", so that after the earthquake-resistant fortification of the power facilities, the earthquake damage to the power facilities can be reduced, casualties can be avoided, and the economic loss, formulate this specification.
1.0.2 This code is applicable to the seismic design of the following power facilities newly built, expanded and reconstructed in areas with seismic fortification intensity of 6 to 9 degrees.
1 Power facilities of thermal power plants with a single unit capacity of 12MW to 1000MW.
2 Relevant electrical facilities of hydroelectric power plants with a unit capacity of 10MW and above.
3 Electric power facilities in AC power transmission and transformation projects with a voltage level of 110kV ~ 750kV.
4 Power facilities in DC power transmission and transformation projects with a voltage level of ±660kV and below.
5 Power communication microwave tower and its foundation.
1.0.3 Newly built, rebuilt and expanded power facilities must meet the seismic fortification requirements.
1.0.4 The electrical facilities in the power facilities designed according to this code should not be damaged when they are affected by an earthquake equivalent to or below the seismic fortification intensity of the local area; When affected by a rare earthquake with corresponding intensity, it should not be seriously damaged, and it can be restored to use after repair.
1.0.5 When the buildings (structures) of power facilities designed according to this code are affected by frequent earthquakes lower than the local seismic fortification intensity, the main structure can continue to be used without damage or repair; When affected by the fortification earthquake equivalent to the seismic fortification intensity of this area, damage may occur, but it can continue to be used after general repairs or no repairs; when it is affected by rare earthquakes higher than the corresponding seismic fortification intensity of this area, It should not collapse or cause life-threatening serious damage.
1.0.6 Power facilities shall be divided into important power facilities and general power facilities according to their importance and characteristics of earthquake resistance, and shall comply with the following regulations.
1 Those that meet one of the following conditions are important power facilities.
1) Thermal power plants with a single unit capacity of 300MW or above or a planned capacity of 800MW or above;
2) Self-provided power plants of industrial and mining enterprises where power failure will cause serious damage to important equipment or endanger personal safety;
3) Hydroelectric power plants with a design capacity of 750MW and above;
4) 220kV hub substation, 330kV～750kV substation, 330kV and above converter station, 500kV～750kV line large-span tower, ±400kV and above line large-span tower;
5) Communication facilities of the power system that cannot be interrupted;
6) Approved by the competent ministry (committee), other important power facilities that must ensure normal power supply during an earthquake.
2 Other power facilities except important power facilities are general power facilities.
1.0.7 Buildings (structures) in power facilities are divided into three categories according to their importance, and should meet the following requirements.
1 Among the important power facilities, the main buildings (structures) of the power plant and the power supply buildings (structures) of the power transmission and transformation project are the key fortification category, referred to as Category B for short.
2 The main buildings (structures) of general power facilities, buildings (structures) with continuous production and operation equipment, public buildings (structures) and important material warehouses are standard fortification categories, referred to as Category C.
3 Secondary buildings (structures) other than Category B and C are moderately fortified, referred to as Category D.
1.0.8 The seismic fortification parameters or intensity of electric power facilities must be determined according to the documents (maps) approved and issued by the state.
1.0.9 The seismic fortification intensity or ground motion parameters of power facilities shall be determined according to the relevant provisions of the current national standard "Zoning Map of Seismic Motion Parameters in China" GB 18306.For engineering sites that have been evaluated for seismic safety in accordance with relevant regulations, seismic fortification shall be carried out according to the approved seismic fortification design ground motion parameters or corresponding intensities. The electrical facilities in the important power facilities can be fortified according to the seismic fortification intensity increased by 1 degree, but the seismic fortification intensity is 9 degrees and above will not be increased.
1.0.10 The anti-seismic fortification standards of buildings (structures) of each anti-seismic fortification category shall comply with the relevant provisions of the current national standard GB 50223 "Standards for Seismic Fortification Classification of Construction Engineering".
1.0.11 When the important large-span towers and foundations of overhead power transmission lines need to be fortified by one degree, experts should be organized to review and report to the competent unit for approval.
1.0.12 The anti-seismic design of electrical facilities and buildings (structures) in power facilities shall not only comply with the provisions of this code, but also comply with the relevant current national standards.
2 Terminology and symbols
2.1 Terminology
2.1.1 Seismic precautionary intensity
The seismic intensity approved as the basis for an area's seismic fortification according to the authority stipulated by the state. Under normal circumstances, the seismic intensity is taken to exceed the probability of 10% within 50 years.
2.1.2 venue site
Engineering population locations with similar response spectrum characteristics. Its scope is equivalent to the plane area of the factory area, residential area and natural village or not less than 1.0km2.
2.1.3 earthquake action
Structural dynamic action caused by ground motion, including horizontal earthquake action and vertical earthquake action.
2.1.4 Design basic acceleration of ground motion
The seismic acceleration value with a probability of exceeding 10% in the 50-year design reference period is the seismic acceleration value for general construction engineering seismic design.
2.1.5 design characteristic period of ground motion
In the seismic influence coefficient curve used for seismic design, the period value corresponding to the starting point of the descending section reflecting factors such as earthquake magnitude, epicentral distance and site type is referred to as the characteristic period.
2.1.6 Seismic measures
Seismic design content other than seismic action calculation and resistance calculation, including seismic structural measures.
2.1.7 details of seismic design
According to the principle of seismic conceptual design, there is generally no need to calculate the various detailed requirements that must be adopted for each part of the structure and non-structure.
2.1.8 Natural frequency natural frequency
The frequency of free vibration depends only on the physical properties of the structure itself (mass, stiffness and damping).
2.1.9 time history curve time history curve
The relationship curves of physical quantities such as acceleration, velocity, and displacement with time are called acceleration, velocity, and displacement time-history curves, respectively.
2.1.10 sine beat
A continuous sine wave of a certain frequency modulated by a lower frequency sine wave. The duration of a sine beat is half a period of the modulating frequency.
2.2 Symbols
2.2.1 Function and effect.
Fji——the standard value of horizontal seismic action of j mode type i particle;
FEK—standard value of the total horizontal seismic action of the structure;
Fi—standard value of horizontal seismic action of particle i;
Fn—additional horizontal seismic action on the top;
Gi, Gj——respectively represent the gravity load concentrated on the mass point i, j;
Geq——Structure (equipment) equivalent total gravity load representative value;
SE —Earthquake action effect (bending moment, axial force, shear force, stress and deformation);
S——the basic combination of earthquake action effect and other load effects;
Sk ——the effect of action and load standard value;
SEk—the effect of the standard value of horizontal earthquake action;
Sj ——horizontal seismic action effect of mode j;
M - bending moment;
N - axial force;
V——shear force generated by earthquake action.
2.2.2 Resistance and material properties.
Ec - the modulus of elasticity of the porcelain bushing;
Kce—bending stiffness of the porcelain bushing;
R—design value of structural (equipment) component bearing capacity;
K——Stiffness of structural (equipment) member;
σtot—total stress caused by earthquake action and other loads;
σv——the failure stress of the equipment or material.
2.2.3 Geometric parameters.
H0 - the height of the center of gravity of the electrical facility system;
h—height from the bottom of the calculated section;
Hi, Hj——respectively, the calculated heights of i and j particles;
hc - the height of the ceramic bushing and the flange;
Ic——section moment of inertia;
dc——the outer diameter of the cemented part of the porcelain casing;
Lc — length of beam element;
te - the gap distance between the flange and the porcelain bushing.
2.2.4 Calculation coefficient.
ζ—structural damping ratio;
γ——attenuation index;
η1—the adjustment coefficient of the descending slope of the straight-line descending segment in the seismic influence coefficient curve;
η2——damping adjustment coefficient;
γRE——Seismic adjustment coefficient of bearing capacity;
α —horizontal earthquake influence coefficient;
αmax——Maximum value of horizontal earthquake influence coefficient (period T=0 value, 0.40αmax corresponds to no amplification of rigid structure dynamics).
2.2.5 Others.
ao—design basic seismic acceleration;
g - acceleration of gravity;
a—horizontal acceleration of ground motion time history;
as—the maximum horizontal acceleration of the ground motion time history;
T——system (structure) natural vibration period;
f——the fundamental frequency of the system (structure) in the test direction;
Tg - characteristic period;
Tp—the time interval between each beat of the sine beat;
Xji——the relative horizontal displacement in the X direction of the j-mode i particle;
Yji——the relative horizontal displacement in the Y direction of the j-mode i particle.
3 venues
3.0.1 According to the current national standard "Code for Seismic Design of Buildings" GB 50011, the project site can be divided into favorable, general, unfavorable and dangerous sections.
3.0.2 The category classification of the project site shall be based on the equivalent shear wave velocity of the soil layer and the thickness of the site covering layer.
3.0.3 The measurement of the shear wave velocity of the soil layer on the site shall comply with the relevant provisions of the current national standard "Code for Seismic Design of Buildings" GB 50011.
3.0.4 The determination of the covering layer thickness of the project site shall meet the following requirements.
1 In general, it shall be determined according to the distance from the ground to the top surface of the soil layer whose shear wave velocity is greater than 500m/s and the shear wave velocity of each underlying rock and soil layer is not less than 500m/s.
2 When there is a soil layer whose shear wave velocity is 2.5 times greater than that of the upper soil layers 5m below the ground, and the shear wave velocity of this layer and the underlying layers of rock and soil are not less than 400m/s, the The distance to the top surface of the soil layer is determined.
3 Boulders and lenses with shear wave velocity greater than 500m/s shall be regarded as the surrounding soil layer.
4 The hard interlayer of volcanic rock in the soil layer shall be regarded as a rigid body, and its thickness shall be deducted from the covering soil layer.
3.0.5 The equivalent shear wave velocity of the soil layer shall be calculated according to the following formula.
where. vse — ± layer equivalent shear wave velocity (m/s);
d0——Calculated depth (m), take the smaller value of the overburden thickness and 20m;
t—the propagation time (s) of the shear wave between the surface and the calculated depth;
di——the thickness of the i-th soil layer within the calculation depth range (m);
vsi——the shear wave velocity of the i-th soil layer within the calculated depth range (m/s);
n——The number of stratifications of the soil layer within the calculation depth range.
3.0.6 The project site category shall be divided into four categories according to the equivalent shear wave velocity of the soil layer and the thickness of the site cover layer according to Table 3.0.6, of which category I is divided into two subcategories I0 and I1.When reliable shear wave velocity and overburden thickness are available and their values are near the boundary of the site category listed in Table 3.0.6, it shall be allowed to determine the design characteristic period used for earthquake action calculation by interpolation method.
2 For structures with asymmetrical mass and stiffness, the torsional reflection under horizontal earthquake action shall be included.
3 When the seismic fortification intensity is 8 degrees or 9 degrees, the vertical seismic action shall be checked for long-span facilities and long cantilever structures.
5.0.2 The static method, bottom shear method, mode decomposition response spectrum method or time history analysis method can be used for seismic analysis of electrical facilities.
5.0.3 The seismic influence coefficient of earthquake action shall be determined according to the relevant provisions of the current national standard "Zoning Map of Seismic Motion Parameters in China" GB 18306, site category, structure natural vibration period, damping ratio and Article 1.0.9 of this code. And should meet the following requirements.
1 The maximum value of the horizontal earthquake influence coefficient should be adopted according to the design basic seismic acceleration according to Table 5.0.3-1, and the design basic seismic acceleration should be taken according to the current national standard "Zoning Map of Earthquake Motion Parameters in China" GB 18306 to obtain the peak value of earthquake motion at the location of the electrical facilities acceleration.
2 The characteristic period of the horizontal earthquake influence coefficient should be determined according to the current national standard "Zoning Map of Seismic Motion Parameters in China" GB 18306 to obtain the characteristic period of the response spectrum of the electrical facility location, and adjusted according to the site type; or according to the national standard "Code for Seismic Design of Buildings" GB 50011 The design earthquake grouping and site category according to the location of electrical facilities shall be adopted according to Table 5.0.3-2.For example, the characteristic period is increased by 0.05s when calculating according to rare earthquakes.
Note. The seismic influence coefficient used for structures with a period greater than 6.0s should be specially studied.
The maximum value of horizontal earthquake influence coefficient
Characteristic period value (s)
5.0.4 For the cities where the seismic subdivision has been compiled or the site where the seismic safety assessment of the project site is carried out, the corresponding seismic influence coefficient shall be adopted according to the approved design ground motion parameters.
5.0.5 The shape parameters of the earthquake influence coefficient curve of earthquake action shall meet the following requirements.
1 For Category II sites, the calculation of the shape parameters of the seismic influence coefficient curve (Fig. 5.0.5) of earthquake action shall meet the following requirements.
1) Straight up segment, the segment whose period is less than 0.1s;
2) Horizontal segment, the segment from 0.1s to the characteristic period;
3) The descending section of the curve, from the characteristic period to 5 times the characteristic period;
4) Straight-line descending section, from 5 times the characteristic period to 6s section;
5) The seismic influence coefficient curve is expressed by the following formula.
In the formula. α——earthquake influence coefficient;
αmax——maximum value of seismic influence coefficient;
Tg - characteristic period;
T - the natural vibration period of the structure;
ζ——structural damping ratio;
γ——attenuation index;
η1——decline slope adjustment coefficient of the straight-line descending section, when the calculated value η1< 0, η1 should be taken as 0;
η2——damping adjustment coefficient, when the calculated value η2< 0.55, η2 should be taken as 0.55.
Earthquake influence coefficient curve
Figure 5.0.5 Earthquake influence coefficient curve
2 For other types of sites, the shape parameter of the seismic influence coefficient curve for calculating the earthquake action is determined by the following formula.
αs = η3α (5.0.5-5)
In the formula. αs—seismic influence coefficient of different types of sites;
α——seismic influence coefficient value calculated according to formula (5.0.5-1);
η3——The site adjustment coefficient of the maximum value of the seismic influence coefficient, which shall meet the requirements in Table 5.0.5.
Maximum value of earthquake influence coefficient Site adjustment factor
5.0.6 When the bottom shear force method is used to calculate the horizontal seismic action of the structure (Figure 5.0.6), the standard value of the total horizontal seismic action of the structure and the standard value of the horizontal seismic action of each particle shall be calculated according to the following formula.
Calculation diagram of structural horizontal earthquake action
Figure 5.0.6 Calculation diagram of structural horizontal earthquake action
1 The standard value of the overall horizontal seismic action of the structure shall be calculated according to the following formula.
FEK =α1Geq (5.0.6-1)
In the formula. FEK — standard value of the overall horizontal seismic action of the structure;
α1——horizontal earthquake influence coefficient corresponding to the basic natural vibration period of the structure, which shall be adopted according to Article 5.0.5 of this code;
Geq——The equivalent total gravity load of the structure, the representative value of the total gravity load should be taken for a single mass point, and 85% of the representative value of the total gravity load can be taken for multiple mass points.
2 The standard value of horizontal seismic action of each particle shall be calculated according to the following formula.
In the formula. Fi—standard value of horizontal seismic action of particle i;
Gi, Gj——respectively represent the representative values of gravity loads concentrated on mass points i and j;
Hi, Hj——respectively, the calculated heights of i and j particles;
δn—coefficient of additional seismic action at the top, which may meet the requirements in Table 5.0.6.
Additional seismic action coefficient at the top
Note. T1 is the basic natural vibration period of the structure.
3 The additional horizontal seismic action on the top shall be calculated according to the following formula.
In the formula. △Fn——additional horizontal seismic action on the top, which shall meet the requirements in Table 5.0.6.
5.0.7 When the mode shape decomposition response spectrum method is used, the number of mode modes selected shall ensure that the participating mass reaches at least 90% or more of the total mass. Earthquake action and action effects shall meet the following requirements.
1 The standard value of the horizontal seismic action of the j mode mode i particle of the structure shall be determined according to the following formula.
In the formula. Fji ——the standard value of the horizontal seismic action of j mode mode i particle;
αj ——horizontal earthquake influence coefficient corresponding to the natural vibration period of mode j, which shall be adopted according to Article 5.0.5 of this code;
γj —participation coefficient of j mode shape;
Xji——horizontal relative displacement of particle i in mode j;
Gi——the representative value of the gravity load of the i particle, which shall include all the dead loads, the gravity load of the fixed equipment and other gravity loads attached to the particle.
2 When the period ratio of adjacent mode shapes is less than 0.9, the horizontal earthquake action effect (bending moment, shear force, axial force and deformation) of each mode shape shall be calculated according to the following formula.
In the formula. SEk—horizontal earthquake action effect;
Sj——horizontal earthquake action effect of mode j.
3 When the period ratio of adjacent mode shapes is greater than 0.9, the horizontal seismic action effects (bending moment, shear force, axial force and deformation) of each mode shape shall be calculated according to the following formula.
In the formula. SEk—horizontal earthquake action effect.
Sj, Sk—respectively j, k mode seismic action effect;
ζj, ζk—respectively the damping ratios of j and k mode shapes;
ρjk—coupling coefficient between j mode and k mode;
λT——The ratio of the natural vibration period of the k-mode to the j-mode.
6 electrical facilities
6.1 General provisions
6.1.1 Principles of seismic design of electrical facilities.
1 The electrical facilities in important power facilities are of high importance and high cost in the power system, and their system has a high center of gravity and large mass. Therefore, when the fortification intensity is specified to be 7 degrees or above, seismic design should be carried out.
2 According to the situation of earthquake damage in our country, when electrical facilities of 220kV and below are subjected to earthquakes with an earthquake intensity of 8 degrees and above, there will be examples of earthquake damage, so it is stipulated that seismic design should be carried out. According to the statistical data after the Wenchuan earthquake, the 220kV double-break SF6 circuit breaker and the 110kV oil-less circuit breaker toppled over or the ceramic column fractured more seriously, and the 220kV single-break SF6 circuit breaker broke relatively less, such as two 252kV double-break SF6 breakers in An County All six phases of the circuit breaker were broken. Three phases of the double-break oil-poor circuit breaker in the Yuanmenba 126kV substation in Anxian County were broken. However, only one phase of the two single-break 252kV circuit breakers in the same substation collapsed. The damage rate was much lower than that of the double-break circuit breaker. The isolating switches of 220kV and below are less damaged in the surrounding areas except for the area where the seismic intensity of the epicenter exceeds the fortification intensity of the equipment. Therefore, for substations of 220kV and below, medium-sized layouts can be used in 8-degree areas, single-break SF6 type circuit breakers are used, and suspension installations are used for hard buses.
3 For the electrical facilities installed on the second floor and above inside the house and on the elevated platform outside the house, since the building (structure) has amplifying effect on the acceleration value of the ground motion, it is stipulated that the seismic design should be carried out when the fortification intensity is 7 degrees and above.
6.1.2 Electrical equipment and communication equipment should be selected according to the fortification intensity
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