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Engineering Construction Standard Full-text Information System
National Standard of the People's Republic of China
GB50260-96
Code for design of seismic of electrical installations
1996-09-02
State Bureau of Technical Supervision
Ministry of Construction of the People's Republic of China
Engineering Construction Standard Full-text Information System
1997-03-01
Jointly Issued
Engineering Construction Standard Full-text Information System
National Standard of the People's Republic of China
Code for design of seismic of electrical installations
installations
GB50260-96
Editor department: Ministry of Electric Power Industry of the People's Republic of ChinaApproval department: Ministry of Construction of the People's Republic of ChinaImplementation date: March 1, 1997
Engineering Construction Standard Full Text Information System
Engineering Construction Standard Full Text Information System
Notice on the release of the national standard
"Code for Seismic Design of Power Facilities" Jianbiao [1996] 528
According to the requirements of the State Planning Commission's document No. 305 (1984), the "Code for Seismic Design of Power Facilities" jointly formulated by the Ministry of Electric Power Industry and relevant departments has been reviewed by relevant departments. The "Code for Seismic Design of Power Facilities" GB50260-96 is now approved as a mandatory national standard and will be implemented from March 1, 1997. The Ministry of Electric Power Industry is responsible for the management of this standard, the Northwest Electric Power Design Institute of the Ministry of Electric Power Industry is responsible for the specific interpretation, and the Standard and Quota Research Institute of the Ministry of Construction is responsible for the publication and distribution.
Ministry of Construction of the People's Republic of China
September 2, 1996
Full-text Information System of Engineering Construction Standards
Full-text Information System of Engineering Construction Standards
Main Symbols
Chapter 1
Chapter 2
Chapter 3
Chapter 4
Chapter 5
Section 1
Section 2
Section 3
Section 4
Section 5
Section 6
Section 1
Section 2
Section 3
Section 4| |tt||Section 5
Chapter 7
Appendix 1
Earthquake Action
Site Selection and Overall Layout
Electrical Facilities
General Provisions
Design Method
Seismic Calculation
Seismic Strength Verification Test
Layout of Electrical Facilities
Power Communication
Seismic Requirements for the Installation Design of Electrical Facilities·Buildings and Structures of Thermal Power Plants and Substations-General Provisions
Main Plant
Main Control Building, Distribution Equipment Building
Coal Transport Trestle
Substation Frame and Equipment Support
· (20)
(27)
(28)
(28)
Explanation of terms used in this code for transmission line towers, microwave towers and their foundations
Additional explanation·
Engineering Construction Standard Full-text Information System
(33)
Engineering Construction Standard Full-text Information System
Main symbols
Actions and action effects
FE—Standard value G of the total horizontal seismic action on the structure. ———Representative value of equivalent total gravity load of structure (equipment) S——Earthquake effect (bending moment, axial force, shear force, stress and deformation), or its basic combination with other load effects
M——Bending moment
N——Axial force
Resistance and material properties
R——Design value of bearing capacity of structure (equipment) components K——Stiffness of structure (equipment) components
Otot——Total stress generated by earthquake action and other loads%——Destructive stress of equipment or materials
Geometric parameters
H. —Height of center of gravity of electrical facility system
I. Moment of inertia of section
d. —Outer diameter of porcelain bushing glue-fitting part
he Height of porcelain bushing and flange glue-fitting
t. —Calculation coefficient of the gap distance between the flange and the porcelain bushing
——Structural coefficient
Engineering Construction Standard Full-text Information System
Engineering Construction Standard Full-text Information System
VRE———Bearing capacity seismic adjustment coefficient
X——Relative horizontal displacement of mass point i in the jth vibration mode in the X directionY——Relative horizontal displacement of mass point i in the jth vibration mode in the Y directionα——Horizontal seismic influence coefficient
Camx——Maximum value of horizontal seismic influence coefficientA site index
——Contribution coefficient of average shear modulus to site indexMa
Contribution coefficient of cover soil thickness to site index Others
α——Time course of ground motion horizontal acceleration T—System (structure) natural vibration period
0——System (structure) natural vibration circular frequency
Engineering Construction Standard Full Text Information System
Engineering Construction Standard Full Text Information System
Chapter 1 General
Article 1.0.1 This specification is formulated to implement the principle of "prevention first" in earthquake work in the engineering design of power facilities, so that power facilities can reduce earthquake damage after seismic fortification, and minimize casualties and economic losses. Article 1.0.2 This specification is applicable to the seismic design of the following new and expanded power facilities 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 600MW. 2. Relevant electrical facilities of hydropower plants with a single unit capacity of 10MW and above. 3. Power facilities of substations with voltages of 110KV to 500KV. 4. Transmission line towers and foundations with voltages of 110KV to 500KV. 5. Power communication microwave towers and foundations. Note: ① The power facilities referred to in this specification include thermal power plants, substations, buildings, structures and electrical facilities of transmission lines, as well as relevant electrical facilities of hydropower plants; but do not include chimneys, cooling towers, general pipelines and their supports.
② The electrical facilities referred to in this specification include electrical equipment, communication equipment of the power system, electrical devices and connecting conductors, and other relevant electrical facilities of hydropower plants, and refer to electrical facilities installed in and on the dam.
Article 1.0.3 The electrical facilities in the power facilities designed in accordance with this specification shall not be damaged and can continue to be used when they are affected by an earthquake equivalent to or below the design intensity; when they are affected by a rare earthquake with an estimated intensity higher than the design intensity, they shall not be seriously damaged and can be restored to use after repair.
Article 1.0.4 The buildings and structures of power facilities designed in accordance with this code shall not be damaged or need no repair and may continue to be used when affected by a frequent earthquake with a lower intensity than the design intensity of the area; may be damaged when affected by an earthquake with an intensity equal to the design intensity of the area, but may continue to be used after repair or without repair; and shall not collapse or endanger life or cause serious damage to the electrical facilities that cannot be repaired when affected by a rare earthquake with a higher intensity than the estimated design intensity of the area. Article 1.0.5 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 provisions: 1. Those that meet any of the following provisions are important power facilities: 1. Thermal power plants with a single unit capacity of 300MW and above or a planned capacity of 800MW and above,
2. Self-provided power plants of industrial and mining enterprises where power outages will cause serious damage to important equipment or endanger personal safety
3. Hydropower plants with a design capacity of 750MW and above; 4. 330KV, 500KV substations, 500KV line large span towers; 5. Communication facilities of the power system that must not be interrupted; 6. Other important power facilities that must ensure normal power supply during earthquakes approved by the competent ministry (commission).
Other power facilities other than important power facilities are general power facilities. Article 1.0.6 Buildings in power facilities can be divided into three categories according to their importance and shall comply with the following provisions:
1. Main buildings in important power facilities and power supply buildings in national lifeline projects are Class I buildings.
2. Main buildings in general power facilities and buildings with continuous production and operation equipment, as well as public buildings and important material warehouses are Class II buildings. 3. Secondary buildings other than Class I and Class II buildings are Class III buildings. Article 1.0.7. The seismic fortification intensity of power facilities can adopt the basic earthquake intensity specified in the current "China Earthquake Intensity Zoning Map". The electrical facilities in important power facilities can be increased by 1 degree according to the fortification intensity, but will not be increased when the fortification intensity is 8 degrees or above. Note: In this code, "seismic fortification intensity is 6 degrees, 7 degrees, 8 degrees, 9 degrees", referred to as "6 degrees, 7 degrees, 8 degrees, 9 degrees". Article 1.0.8 In addition to complying with the current national standard "Code for Seismic Design of Buildings", the seismic design of various types of buildings shall also comply with the following provisions: Class I buildings: When the magnitude is 6, unless otherwise specified in this code, no earthquake action calculation is required (excluding power engineering construction standard full-text information system
engineering construction standard full-text information system
facilities that the state stipulates must increase the fortification by 1 degree in the 6-degree area; the main buildings in important power facilities, and communication buildings where communications must not be interrupted, etc., unless otherwise specified in this code, seismic measures can be taken according to 7 degrees. When the magnitude is 7, 8 or 9, the earthquake action should be calculated according to the fortification intensity; when the magnitude is 7 or 8, the seismic structural measures shall be taken according to the specific provisions of this code, Earthquake-resistant measures may be taken according to the design intensity increased by 1 degree.
2. The calculation of earthquake action and earthquake-resistant measures for Class II buildings shall be considered according to the design intensity.
3. The earthquake action of Class III buildings shall be calculated according to the design intensity, and earthquake-resistant measures may be considered according to the design intensity reduced by 1 degree, but no reduction is required when the intensity is 6. Article 1.0.9 When the important long-span towers and foundations of overhead power transmission lines need to be increased by 1 degree, approval shall be obtained from the competent department. Article 1.0.10 In addition to the implementation of this code, the earthquake-resistant design of electrical facilities and structures in power facilities shall also comply with the provisions of the current national standards; for buildings in power facilities, their earthquake-resistant design shall be implemented in accordance with the current national standard "Code for Seismic Design of Buildings" in addition to the implementation of this code.
Engineering Construction Standard Full-text Information System
Engineering Construction Standard Full-text Information System
Chapter 2 Site
Article 2.0.1 Construction sites can be divided into favorable, unfavorable and dangerous areas in accordance with the current national standard "Code for Seismic Design of Buildings". Article 2.0.2 Site assessment, when the thickness of the covering soil layer is greater than 20m, the average shear modulus of the soil layer within a depth of 20m below the ground surface shall be taken; when the thickness of the covering soil layer is less than or equal to 20m, the average shear modulus of the soil layer within the actual thickness range shall be taken. The average shear modulus of the site soil layer shall be calculated according to the following formula: Zava
·10-3
-average shear modulus of the site soil layer (MPa); Gsm
d——the i-th layer of soil Thickness (m);
Y——density of the i-th layer of soil (KN/m);
Vsl——shear wave velocity of the i-th layer of soil (m/s);n——number of layers of the covering layer;
——gravity acceleration, which can be taken as 9.81m/s.
Article 2.0.3 The site index can be calculated according to the average shear modulus of the soil layer at the site where the power facilities are located and the thickness of the site covering layer, according to the following formula: When the average shear modulus of the site soil layer is greater than 500MPa or the thickness of the covering layer is not greater than 5m, the site index can be 1.0.
μYgig+yad
(1—e-6.6(Gsm—30)·10-3
μ(0(When Gm<30MPa =When)
Je-0.5(dow—5)2.10-3
【0（When d.>80m）
Engineering Construction Standard Full-text Information System
Engineering Construction Standard Full-text Information System
In the formula, μ is the site index;
y. is the weight coefficient of the influence of the site soil layer stiffness on the seismic effect, which can be 0.7; the weight coefficient of the influence of the thickness of the site cover on the seismic effect can be 0.Ya
Site soil layer stiffness index;
-site cover layer thickness index;
Site cover layer thickness (m), which can be the distance from the ground to the top surface of the soil layer with a shear modulus greater than 500MPa or a shear wave velocity greater than 500m/s. Article 2.0.4 Site classification can be divided into hard site, medium hard site, medium soft site and soft site according to the site index, and shall comply with the provisions of Table 2.0.4. Site classification
Hard site
1.0≥>0.80
Medium hard site
0.80≥μ>0.35bZxz.net
Medium soft site
0.35≥μ>0.05
Soft site
Article 2.0.5 Site geological survey shall be divided into favorable, unfavorable and dangerous areas for power facilities in the survey report, and the site cover thickness, soil shear wave velocity and rock and soil seismic stability (landslide, collapse, etc.) evaluation of the power facilities shall be provided, as well as liquefaction identification, liquefaction grade, liquefaction depth and other data for liquefied foundation. The site of the power facility should have the measured shear wave velocity of the foundation soil layer and the density data of the soil layer; the thickness of the site cover layer can be determined by collecting data and analyzing it. Engineering Construction Standard Full Text Information System
Engineering Construction Standard Full Text Information System
Chapter 3 Earthquake Action
Article 3.0.1 This chapter applies to electrical facilities and power structures such as transmission line towers and microwave towers in power facilities. The seismic action and structural seismic verification of buildings in power facilities shall be carried out in accordance with the current national standard "Code for Seismic Design of Buildings". Article 3.0.2 The seismic action of power facilities shall be determined according to the following principles: 1. The seismic verification of power facilities can calculate the horizontal seismic action separately in the two horizontal axis directions. The horizontal seismic action in each direction shall be borne entirely by the lateral force resisting components in that direction. 2. For structures with uneven mass and stiffness and asymmetric properties, the torsional effect of horizontal seismic action shall be taken into account.
3. When the intensity is 8 and 9, the vertical seismic action should be verified for long span towers and long span facilities and long cantilever structures.
Article 3.0.3 The electrical facilities and power structures in the power facilities can be subjected to seismic analysis by using the bottom shear method and the vibration mode decomposition response spectrum method respectively according to the relevant provisions of this code; however, the electrical facilities can still be calculated by the static design method and the dynamic design method or the time history analysis method.
Article 3.0.4 The seismic influence coefficient for calculating the seismic action should be determined based on the site index, the site characteristic period and the natural vibration period of the structure. The characteristic period of the site is calculated according to the following formula:
Tg0.65—0.45μa4
T. One characteristic period is determined by calculating the site index; where
u——site index, calculated according to formula (2.0.3). (3.0.4)
Article 3.0.5 The earthquake influence coefficient (Figure 3.0.5) can be calculated according to the following formula: 1. When 02. Site assessment: when the thickness of the covering soil layer is greater than 20m, the average shear modulus of the soil layer within a depth of 20m below the surface shall be taken; when the thickness of the covering soil layer is less than or equal to 20m, the average shear modulus of the soil layer within the actual thickness range shall be taken. The average shear modulus of the site soil layer shall be calculated according to the following formula: Zava
·10-3
-average shear modulus of the site soil layer (MPa); Gsm
d——thickness of the i-th soil layer (m);
Y——density of the i-th soil layer (KN/m);
Vsl——shear wave velocity of the i-th soil layer (m/s); n——number of layers of the covering layer;
-gravity acceleration, which can be taken as 9.81m/s.
Article 2.0.3 The site index can be calculated according to the average shear modulus of the soil layer at the site where the power facilities are located and the thickness of the site cover layer according to the following formula: When the average shear modulus of the site soil layer is greater than 500MPa or the thickness of the cover layer is not greater than 5m, the site index can be 1.0.
μYgig+yad
(1—e-6.6(Gsm—30)·10-3
μ(0(when Gm<30MPa)
Je-0.5(dow—5)2. 10-3
【0（When d.>80m）
Engineering Construction Standard Full Text Information System
Engineering Construction Standard Full Text Information System
In the formula, μ is the site index;
y. is the weight coefficient of the influence of the site soil layer stiffness on the seismic effect, which can be 0.7; the weight coefficient of the influence of the thickness of the site cover layer on the seismic effect can be 0.Ya
Site soil layer stiffness index;
-site cover layer thickness index;
Site cover layer thickness (m), which can be the distance from the ground to the top surface of the soil layer with a shear modulus greater than 500MPa or a shear wave velocity greater than 500m/s. No. 2.0 .4 Site classification can be divided into hard site, medium hard site, medium soft site and soft site according to the site index, and shall comply with the provisions of Table 2.0.4. Site classification
Hard site
1.0≥>0.80
Medium hard site
0.80≥μ>0.35
Medium soft site
0.35≥μ>0.05
Soft site
Article 2.0.5 Site geological survey shall be divided into favorable, unfavorable and dangerous areas for power facilities in the survey report, and the site cover thickness, soil shear wave velocity and rock and soil seismic stability (landslide, collapse, etc.) evaluation of the power facilities shall be provided, as well as Provide data such as liquefaction identification, liquefaction grade, and liquefaction depth for liquefied foundations. The site of the power facility should have the measured shear wave velocity of the foundation soil layer and the density data of the soil layer; the thickness of the site cover layer can be determined by collecting data and analyzing it. Engineering Construction Standard Full-text Information System
Engineering Construction Standard Full-text Information System
Chapter 3 Earthquake Actions
Article 3.0.1 This chapter applies to electrical facilities and power transmission line towers, microwave towers and other power structures in power facilities. The seismic action and structural seismic verification of buildings in power facilities shall be carried out in accordance with the current national standard "Code for Seismic Design of Buildings". Article 3.0.2 The seismic action of power facilities shall be based on the following principles Determination: 1. The seismic verification of power facilities can calculate the horizontal seismic action in two horizontal axis directions. The horizontal seismic action in each direction should be borne by the lateral force resisting members in that direction. 2. For structures with uneven mass and stiffness and asymmetry, the torsional effect of horizontal seismic action should be taken into account.
3. When the degree is 8 and 9, the vertical seismic action should be verified for long span towers and long span facilities and long cantilever structures.
Article 3.0.3 The electrical facilities and power structures in the power facilities can be subjected to seismic analysis by the bottom shear method and the vibration mode decomposition response spectrum method respectively according to the relevant provisions of this code; however, the electrical facilities can still be calculated by the static design method and the dynamic design method or the time history analysis method.
Article 3.0.4 The seismic influence coefficient for calculating the seismic action should be determined based on the site index, the site characteristic period and the natural vibration period of the structure. The characteristic period of the site is calculated as follows:
Tg0.65—0.45μa4
T. A characteristic period is determined by calculating the site index; where
u is the site index, calculated according to formula (2.0.3). (3.0.4)
Article 3.0.5 The earthquake influence coefficient (Figure 3.0.5) can be calculated according to the following formula: 1. When 02. Site assessment: when the thickness of the covering soil layer is greater than 20m, the average shear modulus of the soil layer within a depth of 20m below the surface shall be taken; when the thickness of the covering soil layer is less than or equal to 20m, the average shear modulus of the soil layer within the actual thickness range shall be taken. The average shear modulus of the site soil layer shall be calculated according to the following formula: Zava
·10-3
-average shear modulus of the site soil layer (MPa); Gsm
d——thickness of the i-th soil layer (m);
Y——density of the i-th soil layer (KN/m);
Vsl——shear wave velocity of the i-th soil layer (m/s); n——number of layers of the covering layer;
-gravity acceleration, which can be taken as 9.81m/s.
Article 2.0.3 The site index can be calculated according to the average shear modulus of the soil layer at the site where the power facilities are located and the thickness of the site cover layer according to the following formula: When the average shear modulus of the site soil layer is greater than 500MPa or the thickness of the cover layer is not greater than 5m, the site index can be 1.0.
μYgig+yad
(1—e-6.6(Gsm—30)·10-3
μ(0(when Gm<30MPa)
Je-0.5(dow—5)2. 10-3
【0（When d.>80m）
Engineering Construction Standard Full Text Information System
Engineering Construction Standard Full Text Information System
In the formula, μ is the site index;
y. is the weight coefficient of the influence of the site soil layer stiffness on the seismic effect, which can be 0.7; the weight coefficient of the influence of the thickness of the site cover layer on the seismic effect can be 0.Ya
Site soil layer stiffness index;
-site cover layer thickness index;
Site cover layer thickness (m), which can be the distance from the ground to the top surface of the soil layer with a shear modulus greater than 500MPa or a shear wave velocity greater than 500m/s. No. 2.0 .4 Site classification can be divided into hard site, medium hard site, medium soft site and soft site according to the site index, and shall comply with the provisions of Table 2.0.4. Site classification
Hard site
1.0≥>0.80
Medium hard site
0.80≥μ>0.35
Medium soft site
0.35≥μ>0.05
Soft site
Article 2.0.5 Site geological survey shall be divided into favorable, unfavorable and dangerous areas for power facilities in the survey report, and the site cover thickness, soil shear wave velocity and rock and soil seismic stability (landslide, collapse, etc.) evaluation of the power facilities shall be provided, as well as Provide data such as liquefaction identification, liquefaction grade, and liquefaction depth for liquefied foundations. The site of the power facility should have the measured shear wave velocity of the foundation soil layer and the density data of the soil layer; the thickness of the site cover layer can be determined by collecting data and analyzing it. Engineering Construction Standard Full-text Information System
Engineering Construction Standard Full-text Information System
Chapter 3 Earthquake Actions
Article 3.0.1 This chapter applies to electrical facilities and power transmission line towers, microwave towers and other power structures in power facilities. The seismic action and structural seismic verification of buildings in power facilities shall be carried out in accordance with the current national standard "Code for Seismic Design of Buildings". Article 3.0.2 The seismic action of power facilities shall be based on the following principles Determination: 1. The seismic verification of power facilities can calculate the horizontal seismic action in two horizontal axis directions. The horizontal seismic action in each direction should be borne by the lateral force resisting members in that direction. 2. For structures with uneven mass and stiffness and asymmetry, the torsional effect of horizontal seismic action should be taken into account.
3. When the degree is 8 and 9, the vertical seismic action should be verified for long span towers and long span facilities and long cantilever structures.
Article 3.0.3 The electrical facilities and power structures in the power facilities can be subjected to seismic analysis by the bottom shear method and the vibration mode decomposition response spectrum method respectively according to the relevant provisions of this code; however, the electrical facilities can still be calculated by the static design method and the dynamic design method or the time history analysis method.
Article 3.0.4 The seismic influence coefficient for calculating the seismic action should be determined based on the site index, the site characteristic period and the natural vibration period of the structure. The characteristic period of the site is calculated as follows:
Tg0.65—0.45μa4
T. A characteristic period is determined by calculating the site index; where
u is the site index, calculated according to formula (2.0.3). (3.0.4)
Article 3.0.5 The earthquake influence coefficient (Figure 3.0.5) can be calculated according to the following formula: 1. When 00.3) calculation. (3.0.4)
Article 3.0.5 The earthquake influence coefficient (Figure 3.0.5) can be calculated according to the following formula: 1. When 00.3) calculation. (3.0.4)
Article 3.0.5 The earthquake influence coefficient (Figure 3.0.5) can be calculated according to the following formula: 1. When 0
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