Some standard content:
Industry standard of the People's Republic of China
Term standard in earthquake engineering
Term standard in earthquake engineeringJGJ/T97--95
Editing unit: China Academy of Building ResearchApproving department: Ministry of Construction of the People's Republic of ChinaEffective date: September 1996
3-4-1
Notice on Issuing the Industry Standard "Term Standard in Earthquake Engineering"
Construction Standard [1996] No. 117
Construction Committees (Construction Departments) of provinces, autonomous regions, and municipalities directly under the Central Government, Construction Committees of cities with independent planning status, and relevant departments of the State Council:
In accordance with the requirements of the former Ministry of Urban and Rural Construction and Environmental Protection's (88) Chengbiao No. 141 document, the "Term Standard in Earthquake Engineering" edited by the China Academy of Building Research has been reviewed and approved as a recommended industry standard, numbered JGJ/T97-95, and will be implemented on September 1, 1996. 3—4—2
This standard is managed and interpreted by the China Academy of Building Research, the technical unit responsible for building engineering standards of the Ministry of Construction, and is published by the Standard and Quota Research Institute of the Ministry of Construction.
Ministry of Construction of the People's Republic of China
March 7, 1996
General terms
Comprehensive terms
Engineer earthquake terms
Structural dynamics terms
3Strong earthquake observation and seismic test terms
Strong development observation terms
3.2 Seismic test terms
4Site and foundation anti-slip terms
4.1Site terms
4.2 Foundation seismic terms
5Engineering anti-slip design terms
3—44
3—4--6
...... 3--47
-4—8
—4-9
-4—10
4—10
Seismic design terms
Seismic conceptual design terms
Seismic structural design terms
Seismic calculation design terms…
Seismic hazard and disaster reduction terms
Seismic hazard terms………
6.2 Seismic residual disaster reduction terms
Appendix A
Chinese phonetic term index
-4—10
3—4—10
3---4--11
3—4—11
3—4—12
. 3—4--12
3—4—13
.......... 3-414
Appendix B Recommended English term index
......... 34-17
Appendix C Explanation of terms used in this standard
Additional explanation
Explanation of clauses
........ 34-21
3--4—21
3—43
1 General
In order to reasonably unify the basic terms for earthquake resistance in my country's engineering, 1.0.1
This standard is formulated.
1.0.2 This standard is applicable to the scientific research, investigation, design, management and other related fields of earthquake resistance in engineering.
1.0.3 For terms not listed in this standard, the terms related to earthquake resistance in various engineering terminology standards may be used.
2 General terms
2.1 Comprehensive terms
2.1.1 Earthquake engineering
Earthquake engineering
Engineering theory and practice for the purpose of reducing earthquake disasters. Earthquake engineering decision-2.1.1.1 Engineering decision-making
For a region or construction site, given the known probability of earthquake action or earthquake disasters, the best solution is selected for the earthquake fortification standards and earthquake disaster reduction measures for engineering structures from the perspective of safety and economy. Earthquake countermeasures
neasure
earthquake protective counter-Disaster reduction strategies or measures formulated for a certain earthquake disaster. 2.1.1.3 Earthquake protective measures
Various methods of reducing earthquake disasters. Including engineering and non-engineering aspects.
2.1.2 Earthquake Fortification
Earthquake Fortification
Engineering and non-engineering measures taken by various engineering structures in accordance with the specified reliability requirements for possible earthquake hazards. 2.1.2.1 Earthquake Fortification Level The unified earthquake-resistant technical requirements determined by various engineering structures in accordance with the specified reliability requirements and technical and economic levels. Earthquake Fortification Zone 2.1.2.2 Earthquake Fortification Zone
Areas where earthquake disasters may occur and earthquake-resistant measures need to be taken according to regulations.
2.1.2.3 Earthquake Fortification Zoning
Earthquake Fortification Zoning The earthquake zoning planning map for earthquake fortification is formulated based on the earthquake subdivision, the scale of cities or industrial and mining enterprises and their corresponding importance. Its content includes earthquake intensity or design ground motion distribution. 2.1.2.4 Earthquake fortification intensity The earthquake intensity approved by the state as the basis for earthquake fortification in a region. (1) Basic intensity The earthquake intensity value that may be encountered within a period of 50 years and under normal site conditions with a probability of exceeding 10%, equivalent to the intensity value of 3-4 4
once in 474 years. (2) Curred earthquake intensity The earthquake intensity value that may be encountered within a period of 50 years and under normal site conditions with a probability of exceeding 63%, equivalent to the earthquake intensity value of 50 years-once in a period of 50 years.
(3) Intensity of seldonly occurredearthquake
Intensity of seldonly occurredearthquake with a probability of 2% to 3% under normal site conditions within a 50-year period, equivalent to the seismic intensity of 1 in 1600-2500 years.
2.1.2.5 Design ground motion The earthquake parameters used in earthquake resistance design, structural response analysis and structural vibration test as the basis for seismic fortification, including peak acceleration, response spectrum, duration and acceleration time history. (1) Artificial ground motion Artificial ground motion is the synthetic ground motion generated by proportional method or numerical method to meet given geological conditions (focal mechanism, magnitude, epicentral distance) and geological (bedrock or site soil) or given earthquake vibration characteristics (response spectrum and duration, etc.).
（2）Ultimate-safe ground motion
An earthquake motion with an annual probability of exceeding 0.1% during the design reference period, with a peak acceleration of not less than 0.15g. It is generally the earthquake motion used in the design of safe shutdown of nuclear power plants.
（3）Operation-safe ground
motion
An earthquake motion with an annual probability of exceeding 2% during the design reference period, with a peak acceleration of not less than 0.075g. It is generally the earthquake motion used in the design of maintaining normal operation of nuclear power plants.
2.1.3 Ambient vibration; microtremerAmbient ground motion with very small amplitude (only a few micrometers). It is caused by natural and/or man-made factors, such as wind, sea wave traffic disturbance or mechanical vibration. It is often used to determine the dynamic characteristics of sites and engineering structures.
month predominant period
2.1.3.1 Predominant period
The period with the highest probability of occurrence in a random vibration process. Often used to describe earthquake vibrations or site characteristics.
2.1.4 Earthquake resistant behavior of structure Changes and developments in the bearing capacity, deformation capacity, energy dissipation capacity, stiffness and failure mode of structural components under earthquake action. 2.1.4.1 Ductility of structure The performance of a structure that dissipates ground energy by its own plastic deformation, thereby reducing earthquake damage. 2.1.5 Earthquake evaluation Check the design, construction quality and current status of existing projects, and evaluate their safety under the action of the ground according to the prescribed earthquake resistance requirements. Seismic strengthening for engineer Design and construction to make existing engineering structures that do not meet the earthquake resistance evaluation requirements meet the prescribed earthquake resistance standards. 2.1.6.1 Structural system strengthening-ing Add new earthquake resistance components and adjust the stiffness distribution of the structure along the height and plane to enhance the structure's resistance. 2.1.6.2 Structural member strengthening Structural member strengthening is to strengthen existing walls, beams, columns and other components. 2.1.7 Lifeline engineering is closely related to people's lives, and the damage of the earth's crust will lead to partial or complete paralysis of the city and cause secondary disasters, such as water supply, power supply, transportation, telecommunications, gas, etc.
2.2 Engineering earthquake terminology
2,2.1 Engineering geoscience
engineering seisnology
The geoscience that serves engineering construction. Including ground hazard analysis, ground zoning, seismic sub-zoning, and assessment of ground motion parameters of engineering sites.
earthquake
2.2.2 Ground membrane
The ground bumps and shakes caused by the sudden release of energy accumulated in the movement of the earth's interior or the collapse of the cavity plate in the earth's crust, which causes the rock mass to vibrate violently and propagate to the surface in the form of waves. intraplate earthquake
2.2.2.1 Intraplate earthquake
An earthquake that occurs inside a plate and is caused by the movement of a continental plate. Its locations are relatively scattered, its frequency is relatively low, its damage is large, and its focal mechanism is complex.
interplate earthquake
2.2.2.2 Interplate earthquake
An earthquake that occurs at the edge of a plate and is caused by the movement of a continental plate. Its locations are concentrated, its frequency is relatively high, its intensity is not too large, and its focal mechanism is relatively simple.
artificialy induced earth-
artificially induced earth-
earth-induced by human activities, such as industrial blasting, nuclear blasting, underground pumping, injection, mining, and reservoir storage. explosion induced earthquake (1) Explosion induced earthquake
Earth-induced by blasting, such as mining blasting and underground nuclear testing.
reservoir induced earthquake（2）reservoir induced earthquake
earthquake caused by water storage or large-scale water discharge in the reservoir area and nearby areas.
（3）mine depression earthquake mine depression earthquake caused by the collapse of the top plate of the mine goaf. 2.2.2.4seismic wave
the propagation form of the seismic motion generated when an earthquake occurs. The typical seismic waveform contains three main wave groups: P wave (longitudinal wave), S wave (transverse wave) and L wave (surface wave), the latter including Love wave, Rayleigh wave and other waves. earthquake magnitude
earth magnitude
a measure of the amount of energy released by an earthquake, usually expressed in Richter scale.
Richter's magnitude
The common logarithm of the maximum horizontal displacement amplitude (in μm) measured by a Wood-Anderson geodesic instrument at a distance of 100 km from the center of the thunderstorm. 2.2.4 Active fracture
Active fracture
A rock fracture that has been active since the Late Pleistocene and may become active again in the future. It is an important indicator of the possible location of geodynamos, and is divided into seismogenic fractures and non-seismogenic fractures.
2.2.4.1 Fracturing segment
fracturing segment
The active part of the rock fracture zone. 2.2.4.2 Surface fractureSurface fractureA fracture extending from the rock fracture zone to the surface, and also refers to the ground cracks or dislocations caused by the fracture movement at or near the surface. (1) Fracture distance
The vertical distance from a certain engineering structure, site or observation point to the surface fracture.
earthquake focus; hypocenter2.2.5 Earthquake source
The location where ground waves are generated inside the earth when the earthquake occurs. 2.2.5.1 Focal depth
The vertical distance from the source to the ground.
(1) Shallow-focus earthquake Shallow-focus earthquake The earthquake with a focal depth of 60 to 70 km. (2) Deep-focus earthquake Deep-focus earthquake The earthquake with a focal depth of more than 300 km.
2.2.6 Earthquake epicenter Theoretically, it is the vertical projection point of the earthquake source on the surface, and also refers to the place on the surface where the earthquake disaster is most serious. It is divided into on-site (macro) epicenter and instrument epicenter.
instrumental epicenter
2.2.6.1 Instrumental epicenter
The vertical projection point of the epicenter measured by the instrument on the surface. 2.2.6.2 Field epicenterfield epicenterThe location with the highest earthquake intensity. Also called macro epicenter. 2.2.6.3 Epicentral distance
epicentral distance
The distance from a certain point on the surface to the epicenter within the scope of earthquake influence. 2.2.7 Earthquake intensityThe degree of influence of an earthquake on the surface and engineering structures. 2.2.7.1 Intensity distributionintensity distributionThe distribution of earthquake intensity in various regions after the second strongest earthquake. (1) Abnormal intensityAbnormal intensityThe phenomenon of abnormal points of higher or lower intensity appearing locally in a certain intensity area.
(2) Abnormal intensity region
Intensity abnormal region
Area where many abnormal intensity points are densely packed together. The area above the intensity zone is called the high-intensity anomaly area; the area below the intensity zone is called the low-intensity anomaly area.
isoseismal; isoseism
2.2.7.2 Isoseismal lines
3-4-- 5
Lines connecting places with the same seismic intensity in the same earthquake. (1) Isoseismal map
isoseismal map
A pattern composed of isoseismal lines of different intensities in the same earthquake. The types of isoseismal maps include concentric circles, concentric ellipses or irregular shapes.
meizoseismal area
(2) Extreme area
The area with the highest intensity on the isoseismal map
felt area; area of perceptivity (3) Felt area
The geographical area where most people can feel the earthquake. Often used as the farthest boundary of the isoseismal map.
2.2.7.3 Earthquake intensity scale
carthquake intensity scale
A table listed according to the feeling of people at the time of the earthquake, the changes in the natural environment caused by the earthquake, and the degree of damage to engineering structures. It can be used as a macro basis for judging the intensity of an earthquake. earthquake prediction
2.2.8 Earthquake prediction
Based on the earthquake precursors and the laws of earthquake activity, predict the possible earthquakes in the future, including their location, time and magnitude. It is divided into four types: long-term, medium-term, short-term and emergency forecast. 2.2.9 Seismic hazard
seismic hazard
The ground vibration parameters and surface damage potential that may be encountered in a given area or site.
2.2.9.1 Potential source
potential source
In the future, there may be a source of cysts that may endanger the safety of engineering structures. When analyzing the ground hazard of a site, potential earthquake sources are divided into point sources, line sources and surface sources.
（1）Point source
point source.
A potential source where earthquake energy is concentratedly released from one point. linear source
（2）Linear source
A potential source of earthquake energy released along a fault line. (3) Area source: The extended source of ground energy released within a certain area. (4) Background earthquake is the maximum magnitude of an earthquake that occurs randomly with equal probability in the area under consideration (excluding point sources, line sources, and surface sources). 2.2.9.2 Earthquake occurrence probability The probability of earthquakes of different magnitudes occurring within a certain period of time in a certain area (1) Seismicity The temporal and spatial distribution of earthquake activities.
earthquake return period
（2） Earthquake return period
The time interval required for an earthquake to occur repeatedly in a certain area.
（3）Average annual occurrence rate
average annual occurrence rate - The ratio of the total number of earthquakes with a magnitude greater than a given lower limit occurring in a certain area to the number of statistical years.
(4) Exceedance probability
exceedance probability
The probability that the earthquake intensity exceeds a given value within a certain period of time
3—4— 6
2.2.9.3 Ground motion parameter
ground motion parameter
A parameter that represents the basic characteristics of earthquake motion, such as intensity, frequency characteristics and duration. Such as peak acceleration, peak velocity, peak displacement, response spectrum, acceleration time history, etc.
attenuation law of
ground motion
The law that the intensity of earthquake vibration decays with the increase of the distance from the source or the mean distance.
(1) Intensity attenuation law intensityattenuation The law that earthquake intensity decays with the increase of lightning center distance. (2) Seismic energy dissipation: The phenomenon in which seismic energy is transmitted through seismic waves within the earth's crust and dissipated in the form of sound, light, heat, vibration, etc. Electricity,
(3) Seismic energy absorption
seismic energy absorption
The energy released by an earthquake is converted into other forms of energy and absorbed by various substances. For example, the geomagnetic energy is converted into the kinetic energy and strain energy of the engineering structure itself.
Seismic zoning
seismic zonation
A zone of ground vibration intensity based on the results of ground hazard analysis.
Chinese seismic intensity zoning map
Chinese seismic in-
tensity zoning map
Geographical distribution map of basic seismic intensity in China. 2.2.10.2 Seismic microzoning
seismic microzoning
The distribution of seismic impacts given based on the seismic zoning map and site conditions within a small area. Also known as geographical impact zone. 2.3 Structural dynamics terms
2.3.1 Dynamic properties of structure The basic physical quantities that represent the dynamic characteristics of the structure. Generally refers to the natural period or frequency, vibration mode and damping of the structure. 2.3.1.1 Free vibration
free vibration
The vibration of a structural system when it is not affected by external factors and the damping is negligible.
matural period of vibration
2.3.1.2 Natural vibration period
The time required for the structure to complete a free vibration in a certain vibration mode. (1) Natural frequency: The number of times a structure vibrates per second when the external force no longer exists. Also called natural frequency.
fundamental period
（2） Basic period
The time required for the structure to complete one free vibration in the basic vibration mode. Also called the first natural oscillation period.
2.3.1.3Vibration mode
The deformation mode when the structure vibrates according to a certain natural vibration period. (1) Fundamental mode
fundamental mode
The vibration deformation mode corresponding to the minimum natural frequency when a multi-degree-of-freedom system or a continuum vibrates freely. Also called the first vibration mode. (2) High order mode
corresponds to the vibration deformation mode above the second order frequency (including the second order) when the multi-degree-of-freedom system and the continuum are in free vibration. 2.3.1.4 Resonance
When the interference frequency is close to the natural frequency of the structure, the amplitude increases sharply.
(1) Amplitude of vibration: The maximum change in displacement, velocity, acceleration, internal force, stress, strain, etc. when a structure vibrates. That is, the distance from the peak or trough to the horizontal axis baseline in the vibration curve. 2.3.1.5 Damped vibration: A vibration in which the amplitude gradually decreases due to energy loss caused by resistance in the vibration system.
2.3.1.6 Damping
damping
Various factors that cause the amplitude to decay over time. (1) Critical damping is the damping required to make a point on a stationary elastic system return to its original position after an initial displacement. (2) Damping ratio
The ratio of damping to critical damping, the abbreviation of critical damping ratio (3) Energy dissipation coefficientThe ratio of energy dissipation in a vibration cycle to the elastic potential energy at the large amplitude. Also known as energy dissipation coefficient, or energy dissipation ratio. 2.3.2 Degree of freedom The minimum number of independent coordinates required to determine the position of an object in space during structural calculations.
2.3.2.1 Single-degree of freedom system single-degree of freedom sys-tem
A structural system that only requires one independent coordinate. multi-degree of freedom sys-2.3.2.2 Multi-degree of freedom system
A structural system with two or more (including two) independent coordinates. 2.3.3 Lumped mass
In order to simplify the calculation, the entire mass of the structure is concentrated at a number of points at appropriate positions according to the agreed principle. The mass at these points is called lumped mass.
2.3.4 Earthquake response Earthquake vibration causes the engineering structure to produce dynamic response of internal force and deformation.
2.3.4.1 Random earthquake response
random earthquake response
Based on the random statistical characteristics of the ground disturbance, the statistical characteristics of the random response of the structural system are analyzed, such as the mean value, variance, correlation function, spectral density, etc.
2.3.4.2 Structure-liquid cou-pling vibration
When the ground is shaking, part of the liquid in the liquid storage structure moves synchronously with the structure to form additional liquid dynamic pressure, which is coupled with the elastic deformation of the structure.
3 Terminology of strong earthquake observation and earthquake resistance test
3.1 Terminology of strong earthquake observation
3.1.1 Strong motion observation
Strong motion observation
Use instruments to observe and record the movement process of the ground and underground and the response process of the engineering structure during a strong earthquake. www.bzxz.net
3.1.1.1 Strong Motion Observation Network
metwork
strong motion observation
A collection of strong motion observation stations or various types of arrays set up in a region: to meet the needs of special research and facilitate unified management. 3.1,1.2 Strong Motion Observation Array
An instrument group consisting of multiple instruments of the same or different types according to different observation purposes. Generally divided into earthquake vibration observation array and structural response observation array.
3.1.2 Strong Motion Instrument An instrument used to record earthquake vibrations during strong earthquakes. It consists of a vibration pickup system, a recording system, a control system, a trigger start system, a timing system and a power supply system.
3.1.2.1 Three-component Seismometer (Seismoscope)
A seismometer that records one vertical component and two orthogonal horizontal components of earthquake motion.
3.1.2.2 Accelerometer
Accelerograph
A major type of accelerometer used to record the acceleration history of ground motion. It is divided into optical recording accelerometer, tape recording accelerometer and digital accelerometer.
(1) Optical recording accelerometer
Celerograph
Optically recording accelerometer:-
Accelerometer that records with a mechanical optical camera system. (2) Tape recording accelerometer
Accelerograph
Accelerometer that records with magnetic tape.
Magnetic-tape recording
(3) Digital accelerometer
Digital accelerograph: An accelerometer that processes ground motion information with digital circuits and records it with a cassette tape or solid-state memory device. 3.1.2.3 Starter of accelerograph The inertial switch that is triggered by the ground itself to start the accelerograph. Also known as the trigger, it is the most critical component of the accelerograph. It is divided into horizontal starters and vertical starters.
J starting time
(1) Starting time
The time required for the accelerograph to start normal operation and start recording after receiving the earthquake signal.
triggering threshold value
(2) Triggering value
The minimum acceleration value at which the starter starts the accelerograph. 3.1.2.4 Magnification of accelerograph
3—4—7
The ratio of the amplitude recorded by the accelerometer to the amplitude of the earthquake motion. Also known as the sensitivity of the accelerometer.
3.1.2.5 Time marking.
Time marking on the accelerograph record indicating the time interval. 3.1.3 Strong motion record The whole process of earthquake vibration recorded by a strong motion recorder. 3.1.3.1 Accelerogram Accelerogram A diagram of acceleration-time history drawn from earthquake vibration records. 3.1.3.2 Data processing Before analyzing and applying the ground motion record, the process of digitizing it includes instrument calibration and baseline correction to reduce the errors caused by the deformation of recording paper or film development and the digital reading process and instrument recording distortion. (1) Baseline correction Baseline correction Correction of the baseline (zero line) of the earthquake record. 3.1.4 Ground motion Ground motion Rock and soil movement caused by the ground. 3.1,4.1 Strong ground motion Strong ground motion Strong ground motion caused by earthquake. Generally refers to the ground motion with a peak acceleration greater than 1m/s2, referred to as strong ground motion. 3.1.4.2 Free field ground motion Ground motion caused by earthquake. Does not include the impact of micro-topography, engineering structures and facility vibration feedback on ground motion. 3.1.4.3 Ground motion duration In the acceleration time history of earthquake motion, the duration of the ground motion that exceeds a certain intensity or may cause damage to engineering structures. 3.1.4.4 Ground motion intensity
The intensity of ground motion at a certain site. Expressed in terms of acceleration, velocity, displacement, macroscopic seismic intensity or spectral intensity. (1) Spectral intensity
Spectral intensity
The area enclosed by the relative velocity response spectrum curve between periods of 0.1s and 2.5s. Its value generally reflects the ground motion intensity at a certain site, also known as spectral intensity.
（2）peak acceleration
peak acceleration
The maximum absolute value of the acceleration of the ground mass during earthquake shaking.
E peak velocity
（3）peak velocity
The maximum absolute value of the velocity of the ground mass during earthquake shaking.
peak displacement
（4）peak displacement
The maximum absolute value of the displacement of the ground mass during earthquake shaking.
3.2 Terminology of earthquake resistance test
3.2.1 Earthquake resistant test
A test that uses various dynamic loading equipment to simulate actual dynamic effects on structures, components or their models, and to measure the dynamic characteristics and seismic response of the structure.
3.2.1.1 Field test
3—4- 8
in-situ test
Tests conducted on structures or soil on site. Field tests on site are generally called in-situ tests.
(1) Natural earthquake test
natural earthquake test
In areas where earthquakes frequently occur or where large earthquakes are predicted to occur in the short term, some experimental buildings are built, or capsule measuring instruments are installed on existing buildings to measure the earthquake response of the buildings
artificial earthquake test
(2) Artificial earthquake test
Using ground or underground blasting to cause earthquake vibrations, tests are conducted on ground or underground buildings to simulate natural earthquakes. 3.2.1.2Simulated ground motion test
simulated ground motion test
Using a large shaking table or computer and loader to simulate the ground motion process, a dynamic or pseudo-dynamic test on a structure or component is conducted. Pseudo dynamic test
(1) Pseudo dynamic test
A closed-loop test system is formed by connecting a computer and a loader to analyze the dynamic response measurement data in real time and feedback control the loader to simulate the actual deformation and stress of the structure during ground vibration. (2) Shaking table test
Shaking table test
Resonance test or ground response test is conducted on a structural model or a small prototype structure on a shaking table.
3.2.2 Dynamic properties measurement of structure
Measure and analyze the response curve of the structure under natural vibration or resonance conditions to determine the dynamic characteristics of the structure such as natural vibration period (or natural frequency), damping coefficient and structural vibration mode.
3.2.2.1 Free vibration test Free vibration test Test to stimulate the free vibration of the structure to determine its linear dynamic characteristics.
initial displacement test
(1) Initial displacement test
The structure is forced to produce initial deformation and then suddenly released, so that the structure is subjected to free vibration near the static equilibrium position in a plane. (2) Initial velocity test Initial velocity test The structure is subjected to free vibration by the impact force generated by the falling of a heavy object, hammering, explosion or small rocket. 3.2.2.2 Forced vibration test Test of the structure under the condition of dynamic action. (1) Eccentric mass excitation test
Rotation eccentric mass excitation test
Forced vibration test of the prototype structure using the harmonic excitation force generated by two eccentric masses rotating in opposite directions. Multiple units can be used simultaneously to achieve translational or torsional excitation. (2) Hydraulic excitation test: A test that uses an electro-hydraulic servo exciter to excite the structure to make harmonic or arbitrary wave motions.
(3) Man-excitation test: A test that synchronizes the natural vibration cycle of the human body and the building by swinging back and forth at the top of a building or a certain floor. Applicable to flexible structures with long natural vibration cycles.
3.2.2.3 Ambient (environmental) test: A test that uses ground micro-vibrations caused by environmental factors such as wind, waves, mechanical operation, and vehicle driving to determine the inherent characteristics of ground vibrations and the dynamic characteristics of engineering structures.
3.2.2.4 Dynamic parameter identification
dynamic parameter identification
cation
Use the dynamic action and response signal (or only the response signal) obtained by dynamic measurement to determine the dynamic parameters such as mass, stiffness and modal characteristics of the structural system.
pseudo static test
3.2.3 Pseudo static test
A static test of structures and components with multiple low-cycle repeated actions. It is used to simulate the stress and deformation process of structures and components in repeated vibrations during earthquakes.
3.2.3.1 Cyclic loading test
Cyclic loading test
A loading test repeated multiple times within a certain period of time. 3.2.3.2 Hysteretic curveHysteretic curveThe load-deformation curve of a structure under repeated action. It reflects the deformation characteristics, stiffness degradation and energy consumption of structures, components or rock specimens in the process of repeated stress, and is the basis for determining the restoring force model and conducting nonlinear ground response analysis. Also known as the restoring force curve.
skeleton curve
（1） Skeleton curve
The line connecting the peaks of the hysteresis curves under repeated action. Also known as the initial loading curve.
（2） Restoring force model
restoring model
A mathematical expression that reflects the relationship between restoring force and deformation by typifying the hysteresis curve.
3.2.4 Dynamic property test for soil
dynamic property test for soil Test for determining the dynamic properties of soil.
3.2.4.1 Resonant column test
resonant column test
A test that regards the cylindrical soil specimen as an elastic rod and uses the resonance method to determine its vibration frequency in order to obtain the dynamic elastic modulus of the soil. 3.2.4.2 Dynamic triaxial test dynamic triaxial test Under a given ambient pressure, a certain harmonic or random wave action is applied along the axial direction of a cylindrical soil specimen to measure its deformation and the development of pore water pressure to determine the strength parameters of the soil (including the liquefaction characteristics of saturated liquefiable soil, etc.).
shear wave velocity measure-3.2.5 Shear wave velocity test
A field test method that excites a certain location on the site and records the arrival time of the vibration signal at a certain distance to determine the propagation speed of the shear wave in the soil on the site. Including single hole method, cross-hole method, etc. 3.2.5.1 Single hole nethod A method that applies a horizontal impact force on the surface near the borehole mouth and measures the arrival time of the impact signal at different depths in the hole to determine the propagation speed of the shear wave in the rock and soil layer.
cross hole method
3.2.5.2 Cross hole method
A method of exciting and receiving signals in two adjacent boreholes to determine the propagation speed of shear waves in the rock and soil layer. 4 Site and foundation seismic terminology
4.1 Site terminology
4.1.1 Site site
The location of the engineering group, roughly equivalent to the scope of a factory area, residential area or natural village. The same type of site should have similar response spectrum characteristics.
4.1.2 Site condition site condition
The terrain, soil quality, bedrock undulation and other geological conditions in and around the site area.
4.1.3 Favorable area Favorable area Hard soil or open, flat, dense and uniform medium-hard soil, flat bedrock surface and other areas that are favorable for engineering lightning resistance.
4.1.4 Unfavourable area Unfavourable area Soft soil, liquefied soil, prominent strip-shaped hills, high and isolated hills, non-rock steep slopes, edges of river banks and slopes, soil layers with obviously uneven origin, lithology and state in plane distribution (such as river channels, fault fracture zones, buried ponds and valleys, and half-filled and half-excavated foundations), etc., which are unfavourable to the earthquake resistance of the project in terms of geology, topography and geomorphology. 5 Dangerous area
dangerous area
Areas that may cause landslides, collapses, ground subsidence, ground fissures, mud-rock flows during earthquakes, and surface dislocations on earthquake-generating fault zones, etc.
4.1.6 Site classification
Site classification
Classification of construction sites according to relevant regulations based on factors such as the thickness of the site cover layer and the stiffness of the site soil. It is used to reflect the comprehensive amplification effect of different site conditions on bedrock earthquake vibrations. 4.1.6.1 Nominal bedrock surface The rock-soil interface used in the analysis of soil response in accordance with regulations. 4.1.6.2 Thickness of site soil layer The distance from the ground to the soil layer or the top surface of hard soil where the shear wave velocity is greater than the specified value.
4.1.6.3 Site soil
Site soil
Foundation soil within the scope of the site.
type of site soil
(1) Type of site soil
The classification of site soil stiffness for determining the site category. 4.1.7Average velocity of shear.
wave in soil layer
The average value of shear wave velocity of each soil layer within the specified range below the ground, weighted by the thickness of each soil layer.
4.1.8Seismic stability of soil
The performance of the soil on the site to resist ground damage caused by earthquakes, such as ground cracks, landslides, collapses, etc.
4.1.8.1Ground crackground crack
Cracks on the ground when the ground is crushed. It is divided into tectonic ground cracks and non-tectonic ground cracks.
3—4—9
(1)Tectonic ground crack
Tectonic ground crack
Ground cracks that coincide with the direction of the Faxia fault. (2) Non-tectonic ground crack Ground cracks related to the softness of the soil layer, water content, gravity and soil collapse: also known as gravity ground cracks. 4.1.8.2 Subsidence due to earthquake Under strong earthquake action, the engineering structure or ground sinks due to the densification of the soil layer, the expansion of the plastic zone or the reduction of strength. 4.1.8.3 Mining subsidence due to earth-quake Ground collapse caused by strong earthquake and the deadweight of the rock layer in the empty area without sufficient support or after mining. 4.2 Ground failure due to earth-quake Ground failure due to earth-quake The phenomenon of loss of bearing capacity of the foundation due to landslide, uneven deformation, cracking and liquefaction of sand and silt caused by earthquake. 4.2.2 Liquefaction The phenomenon of soil changing from solid to fluid.
4.2.2.1 Liquefaction potential The potential for liquefaction to occur.
4.2.2.2 Sandboil and waterspouts When soil liquefies, the water in the soil and the sand particles are ejected to the surface.
preliminary discrimination of4.2.2.3
liquefaction preliminary discrimination
liquefaction assessment based on the geological age of the soil layer, clay content, depth of the groundwater level, thickness of the overlying non-liquefied soil layer and other easily available data.
4.2.2.4 Standard penetration test critical blow count
An empirical indicator used to judge whether the foundation soil is liquefied by the standard penetration test.
4.2.2.5 Liquefaction index
Liquefaction index
An index to measure the degree of ground damage caused by ground liquefaction.
4.2.2.6 Liquefaction grade
Class of soil liquefaction.
Grading of adverse effects of liquefaction according to liquefaction index and other indicators. 4.2.2.7 Liquefaction safety coefficient Liquefaction safety coefficient The ratio of soil liquefaction strength to seismic shear stress. Liquefaction strength
(1) Liquefaction strength
The dynamic stress e in the sample when liquefaction is achieved after a specified number of cycles
3 Liquefaction defence measures4.2.3
Measures to completely or partially eliminate liquefaction hazards based on the importance of the engineering structure and the liquefaction grade of the foundation. Including measures for the foundation and superstructure and treatment of liquefiable soil layers. Modified coefficient of seismic bearing capacity of subgrade The coefficient of adjustment to the design value of foundation bearing capacity in the seismic calculation of natural foundation.
5 Terminology of seismic design of engineering
5.1 Terminology of seismic design
5.1.1 Seismic design A professional design of engineering structures in earthquake zones. -Generally includes three aspects: seismic conceptual design, structural seismic calculation and seismic structural measures.
1 Two-stage design two-stage design
The seismic design requirement that the seismic bearing capacity of building structures should be verified under frequent earthquakes and the elastic-plastic deformation of weak parts should be verified under rare thunderstorms.
5.1.1.2 Seismic category of en.
gineering structures
Classification of seismic design based on the severity of the consequences of earthquake damage to the engineering structure and the role it should play in mitigating earthquake disasters. 5.2 Terminology of conceptual seismic design
5.2.1 Conceptual design of earthquake engineering
Basic seismic design principles and ideas based on disaster experience. Including the overall layout and detailed construction of engineering structures. 5.2.1.1 Design mear earth-quake and design far earthquake In seismic design, a classification of earthquake vibrations of the same design intensity according to the magnitude or intermediate distance. Referred to as mear earthquake and far earthquake, it is reflected by the difference in response spectra.
5.2.1.2Multi-defence system of seismic engineering
In the same project, a seismic concept design principle is to achieve the goal of seismic defense by controlling the order of destruction of each secondary component and the main structure in an earthquake.
5.2.1.3Integral behaviour of seismic structure
A seismic concept design requirement to improve the overall seismic performance of the structure by strengthening the connection between components to give full play to the bearing capacity and deformation capacity of each component.
5.2.1.4Concentration of plastic de-formation
Under the action of the ground, the elastic-plastic deformation of the weak part of the engineering structure is significantly greater than that of the adjacent parts. Strong column and weak beam
5.2.1.5Strong column and weak beam
Design requirement to make the plastic hinge of the frame structure appear at the beam end. To improve the deformation capacity of the structure and prevent collapse under strong ground action, strong shear capacity and weak bending :apacity The shear force corresponding to the bending bearing capacity of the normal section of the reinforced concrete member is lower than the design requirement of the shear bearing capacity of the inclined section of the member. To improve the seismic performance of the member itself. soft ground floor 5.2.1.7 Flexible ground floor A seismic design concept that replaces the anti-sun wall of the ground floor of the house with a ductile frame with large deformation capacity to reduce the transmission of earthquake vibrations to the upper reserve layer.
5.3 Terminology of seismic structural design
5.3.1 Earthquake resistant constructional measure Earthquake resistant constructional measure Detailed constructional measures that must be taken to improve the seismic performance of engineering structures.
5.3.1.1 Lateral resisting system Structural system for resisting horizontal earthquake action. (1) Seismic structural wall A wall used to resist horizontal ground action. Sometimes called shear wall.
￥ seismic bracing
(2) Seismic bracing
A support system used in engineering structures to bear horizontal earthquake action and enhance the overall stability of the structure. It is divided into vertical bracing and horizontal bracing. 5.3.1.2 Confined masonry
Confined masonry Masonry divided and surrounded by ring beams and structural columns to enhance the integrity of the structure and improve the deformation capacity
(1) Ring beam; tie beam A horizontal restraining member set in the wall or foundation of a masonry house to enhance the integrity of the structure and improve the deformation capacity. It is divided into reinforced concrete ring beam and reinforced brick ring beam.
(2) Constructional column; tie column A reinforced concrete vertical restraint member installed in a house to strengthen the structural integrity and improve deformation capacity. 5.3.1.3 Confined concrete Concrete that is reinforced by setting a large number of stirrups to limit lateral deformation in order to improve compressive strength and deformation capacity.
5.3.1,4 Seismic joint
A gap that divides a building into several regular units to reduce the adverse effects of irregular shapes on anti-seismic performance. 5.3.2 Base isolation; seismic isolation Measures to set isolation devices in certain parts of the structure to block the propagation of ground energy.
5.3.2.1 Friction isolation
Friction isolation
A seismic isolation method in which a horizontal sliding layer with a low friction coefficient is set between the foundation and the superstructure to block the propagation of ground shear waves and consume ground energy.
2 Ball bearing isolation5.3.2.2
Use a number of groups of balls to support the upper structure to block the propagation of ground shear waves, and take measures to restore the structure to its original position after an earthquake.steel-plate-laminated-rubber5.3.2.3
Bearing isolatior
Use rubber pads composed of rigid materials and rubber spacers to support the upper structure to extend the white vibration period of the structure and achieve the purpose of earthquake isolation.
5.3.3 Energy dissipation
Energy dissipation
Set dampers in certain parts of the structure to absorb seismic energy and reduce the seismic effects on the structure.
5.4 Terminology of seismic calculation and design
5.4.1 Seismic checking computation method
The calculation methods used in the seismic design of engineering structures are divided into static method, base shear method, vibration shape decomposition method and time history analysis method. 5.4.1.1 Static method
static method
The ratio of the maximum horizontal acceleration of seismic motion to the gravity acceleration is used as the seismic intensity coefficient, and the product of the gravity of the engineering structure and the ground capsule intensity coefficient is used as the seismic action for engineering structure design. (1) Base shear method
equivalent base shear method Based on the seismic response spectrum theory, the total shear force at the bottom of the engineering structure caused by the earthquake is equal to the horizontal seismic action of the equivalent single-particle system, and the distribution of the seismic action along the height of the structure is close to an inverted triangle, and the corresponding internal force and deformation are determined, and the method is also called pseudo-static method.
5.4.1.2 Modal analysis method
The modal analysis method is a method of using each modal mode of the structure as a generalized coordinate to calculate the corresponding structural seismic response, and then combining the structural responses corresponding to each modal mode to determine the structural seismic internal force and deformation. It is also called the modal superposition method.
(1) Modal participation coefficient The calculation coefficient that reflects the influence of a certain modal mode in the ground capsule effect on the structure.
(2) Square root of sum (SRSS) method
square root of sum
square method
The modal combination method that takes the square root of the sum of the squares of each modal response as the total response. It is also called the root mean square method.
(3) Complete quadratic combination method (CQC)
quadric combination method
complete
A method of taking the square root of the sum of the square of each modal response and the coupling terms of different modal responses as the modal combination method of the total response. 5.4.1.3 Time history method
time history method
A method of inputting earthquake acceleration records or artificial acceleration waveforms into the basic motion equation of the structure and integrating and solving them to obtain the ground response of the structure over the entire time history. The motion equation can be solved by time domain analysis or frequency domain analysis.
(1) Time domain analysis When a structure is subjected to any vibration excitation represented by a function with time as the independent variable, a vibration analysis is performed according to the time process. The excitation time process is divided into many small segments, so that the excitation of each segment is equivalent to an impulse acting on the structure, then the structural response at the end of each segment can be obtained. It is also called the step-by-step integration method. (2) Frequency domain analysis When a structure is subjected to any vibration excitation represented by a function with frequency as the independent variable, a vibration analysis is performed according to the frequency. For linear structures, the arbitrary excitation is expanded into simple harmonic components according to the frequency from zero to infinity, and the response of the structure to each component is calculated and superimposed to obtain the total response of the structure.
5.4.2 Earthquake action Earthquake action is the external dynamic action on the engineering structure caused by the earthquake. It is divided into horizontal earthquake action and vertical earthquake action. 5.4.2.1 Response spectrum
response spectrum
During a given earthquake action, the maximum displacement response, maximum velocity response or maximum acceleration response of a single particle system varies with the natural vibration period of the particle.
(1) Design response spectrum
fdesign response spectrum
The response spectrum used in the structural earthquake resistance design. (2) Floor response spectrum
floor response spectrum
For a given ground motion, the response spectrum obtained from the floor response process at a specific elevation in the structure.
(3) Characteristic period of response spectrum
The period corresponding to the starting point of the descending section of the design response spectrum curve. 5.4.2.2 Seismic influence coefficient The statistical average of the ratio of the maximum acceleration response of a single-particle elastic system under the action of the ground to the acceleration of gravity. Determined according to the ground capsule intensity, near capsule, far capsule, site category and structural natural vibration period. 5.4.3 Seismic action effect
The internal force (shear force, bending moment, axial force, torque, etc.) or deformation (linear displacement, angular displacement, etc.) generated by the structure under the action of the ground. 5.4.3.1 coefficient of seismic action effect The ratio of the seismic action effect of a structure or component to the earthquake action that produces the effect. (1) Modified coefficient of seismic action effect The coefficient used to adjust the seismic action effect in the design of a structure or component, taking into account the simplification of the structural calculation model in the earthquake resistance analysis and the redistribution of elastic-plastic internal forces or other factors. 5.4.3.2 Secondary effect of deforma-tion
The horizontal displacement of a structure or component caused by gravity and earthquake causes gravity to generate additional internal force on the structure or component; this additional internal force further affects the displacement. It is commonly known as P-△ effect. 5.4.3.3 Whipping effect Whipping effect Under the action of the ground, the amplitude of the slender protruding part on the top of a high-rise building or other building (structure) increases sharply. 5.4.3.4 Sloshing effect Under the action of an earthquake, the long-period vibration effect of the free liquid surface in an oil tank or a pool. The dynamic pressure of the liquid caused by the free movement is called covective pressure.
（1） Earthquake hydraulic pressure
Earthquake hydraulic dynamic pressure The dynamic pressure generated by water on a building or structure during an earthquake. J earthquake dynamic earth
earthquake pressure
pressure
Dynamic pressure exerted by earthquake on soil on buildings or structures. 5.4.4 E reliability of earthquake re-sistance of structure
The probability that the engineering structure can achieve the predetermined earthquake resistance function under the expected earthquake action during the design reference period. 5.4.4.1 Earthquake resistant strength of materials
The ability of materials to resist earthquake damage. Its value is the maximum stress that the material can withstand under the action of earthquake.
5.4.4.2 Seismic bearing capacity
of structure
The ability of the structure to resist strong earth action. Its value is the maximum earth action that the structure can resist under specified conditions, that is, the seismic bearing capacity of the structure.
（1） Modified coefficient of seismic bearing capacity of member In the cross-sectional anti-seismic calculation of structural members, the design values of cross-sectional bearing capacity specified in the structural design specifications for different materials are adjusted to the coefficient of the design value of seismic bearing capacity, taking into account the difference between static and seismic design reliability and the difference in the anti-seismic performance of different members.
5.4.4.3 Earthquake resistant de-
formability of structure
The maximum deformation that a structure can withstand under the action of an earthquake. 6 Earthquake hazard and disaster reduction terms
6.1 Earthquake hazard terms
6.1.1 Hazard risk
The loss caused by a certain harmful event in a certain area within a given period of time. Including casualties, material damage, interruption of social activities and environmental degradation.
6.1.1.1 Hazard
The sign of a harmful event, or the probability of a harmful event occurring in a certain area within a given period of time. Seismic risk analysis
6.1.1.2 Seismic hazard analysis
The probability analysis of the losses that may be caused by earthquakes of different intensities in a certain area within a given period of time.
Acceptable seismic risk
6.1.1.3 Acceptable seismic hazard
A safety criterion proposed for determining the seismic fortification standard of engineering structures, based on a comprehensive assessment of the service life of the structure, the expected damage to the structure when a seismic event occurs and the severity of its consequences, as well as the cost of reducing seismic disasters that the state may bear.
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