CN111622378A - Ductility-based masonry structure anti-seismic performance evaluation method under action of sequence type earthquake - Google Patents

Ductility-based masonry structure anti-seismic performance evaluation method under action of sequence type earthquake Download PDF

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CN111622378A
CN111622378A CN202010492645.7A CN202010492645A CN111622378A CN 111622378 A CN111622378 A CN 111622378A CN 202010492645 A CN202010492645 A CN 202010492645A CN 111622378 A CN111622378 A CN 111622378A
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ductility
coefficient
masonry structure
earthquake
seismic
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CN111622378B (en
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张永群
许清风
冷予冰
张富文
郑士举
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Shanghai Building Science Research Institute Co Ltd
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E04B2/02—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls built-up from layers of building elements
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92—Protection against other undesired influences or dangers
    • E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
    • E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
    • G01M7/00—Vibration-testing of structures; Shock-testing of structures
    • G01M7/02—Vibration-testing by means of a shake table
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
    • G06F17/10—Complex mathematical operations
    • G06F17/15—Correlation function computation including computation of convolution operations

Abstract

The invention discloses a ductility-based masonry structure anti-seismic performance evaluation method under the action of a sequence type earthquake, which comprises the following steps of: s1, analyzing the ductility requirement of the masonry structure under the action of the sequence type earthquake; s2, determining the seismic capacity of the masonry structure; and S3, evaluating the seismic performance of the masonry structure under the action of the sequence type earthquake. The method considers the influence of aftershock action, can more accurately realize the evaluation of the structure response, and obtains the ductility requirement of the masonry structure under the action of the sequence type earthquake according to the characteristic of the damage of the weak layer of the multi-layer masonry structure on the basis of the non-iterative equivalent linearization method.

Description

Ductility-based masonry structure anti-seismic performance evaluation method under action of sequence type earthquake
Technical Field
The invention relates to the technical field of earthquake resistance evaluation, in particular to a masonry structure earthquake resistance evaluation method based on ductility under the action of a sequence earthquake.
Background
Masonry structures are one of the main building forms in China as a long-history structural form. The masonry material is convenient to obtain, low in manufacturing cost and has the characteristics of good durability, fire resistance, heat insulation, heat preservation and the like, so that the masonry structure is still one of the building structure forms of China at present and in a quite long time in the future, and is widely applied to village and town construction particularly. But the masonry structure has heavy self weight, low tensile strength and shear strength and poor ductility, and is very easy to be fragile and damaged under the action of earthquake. Research shows that under the action of earthquake, the earthquake damage of the masonry structure is more serious compared with that of other structures, and the damage of the damaged structure subjected to the main earthquake can be further aggravated by the aftershock effect, so that the damage and collapse risks of the masonry structure under the action of the sequence type earthquake are more obvious.
Earthquake damage data show that a strong earthquake often accompanies a series of aftershocks after the occurrence of the earthquake. Because the time interval between the main aftershocks is short, the damaged structure after the main shock cannot be repaired before the aftershock is experienced again, so that the damage is further aggravated and even collapsed. At present, the existing earthquake-proof design specifications of China and most of the earthquake-proof specifications of the world mainly consider the effect of single main earthquake, and corresponding regulations on the dangerousness of main and aftershock sequence type earthquakes to the structure are not provided, so that the earthquake-proof performance of the masonry structure under the action of the sequence type earthquake needs to be researched.
Disclosure of Invention
The method for evaluating the seismic performance of the masonry structure based on ductility under the action of the sequence type earthquake mainly solves the technical problems in the prior art, and therefore the method for evaluating the seismic performance of the masonry structure based on ductility is provided, wherein the influence of aftershock on the ductility of the structure is considered, iteration is avoided in the analysis process, the calculation efficiency is high, and the accuracy is guaranteed.
The technical problem of the invention is mainly solved by the following technical scheme:
the invention provides a ductility-based masonry structure earthquake resistance evaluation method under the action of a sequence earthquake, which comprises the following steps of:
s1, analyzing the ductility requirement of the masonry structure under the action of the sequence type earthquake;
s2, determining the seismic capacity of the masonry structure;
and S3, evaluating the seismic performance of the masonry structure under the action of the sequence type earthquake.
Further, in the step S1, the ductility requirement analysis process of the masonry structure is as follows:
s11, calculating yield strength coefficient ξ of each layer of the multilayer masonry structure according to the shear weak layer damage mechanismiCalculating the strength reduction coefficient R of the weak layer to be 1/ξi,min；
S12, determining the basic period T of the structure0,e；
S13, determining the relative intensity gamma of aftershock according to the basic period T of the structure0,eCalculating the effective ductility coefficient mu of the structure according to the strength reduction coefficient R of the weak layer;
s14, determining the effective elastic period T according to the effective ductility coefficient mu of the structureeff；
S15, judging the effective elastic period TeffExcellent period of harmony site TgAnd calculating a structural damping reduction coefficient B;
s16, calculating the yield spectrum displacement S of the equivalent single-degree-of-freedom system according to the structural damping reduction coefficient BdyAnd elastic-plastic spectral shift Sd；
S17 yield spectrum displacement S according to equivalent single-degree-of-freedom systemdyAnd elastic-plastic spectral shift SdCalculating the ductility requirement mu of the equivalent single-degree-of-freedom system;
s18, calculating the ductility demand mu of the structural weak layer according to the ductility demand mu of the equivalent single-degree-of-freedom system1。
Further, in the step S11, the yield strength coefficient ξ of each layer of the masonry structureiThe calculation formula of (2) is as follows:
Figure BDA0002521658960000021
wherein n is the total floor, α is the horizontal earthquake influence coefficient, and rhoiCalculating the area rate of the seismic wall in the direction for the ith layer; rho'iThe area ratio of the seismic wall in the direction orthogonal to the calculated direction is calculated; lambda [ alpha ]gA conversion coefficient of a unit area gravity load representative value; f. of2,iThe strength of the i-th layer of masonry mortar.
Further, the structure basic period T in the step S120,eThe calculation formula of (2) is as follows:
T0,e＝0.02(H+1.2)
wherein H is the height of the house.
Further, the formula for calculating the structural effective ductility coefficient μ in step S13 is:
Figure BDA0002521658960000022
wherein gamma is the relative intensity of aftershock; a is0～a5Is a fitting parameter; t is0,eIs a basic period of the structure; and R is the strength reduction coefficient of the weak layer.
Further, the effective elastic period T in the step S14effThe calculation formula of (2) is as follows:
Figure BDA0002521658960000031
in the formula, T0,eIs a basic period of the structure; μ is the structural effective ductility coefficient.
Further, the calculation formula of the damping reduction coefficient B in step S15 is as follows:
Figure BDA0002521658960000032
in the formula, T0,eIs a basic period of the structure; mu is the structural effective ductility coefficient; t iseffEffective elastic cycle; t isgThe method is a remarkable period of the field.
Further, in the step S16Yield spectrum shift SdyAnd elastic-plastic spectral shift SdpThe calculation formulas are respectively as follows:
Figure BDA0002521658960000033
Figure BDA0002521658960000034
wherein g is the acceleration of gravity; t is0,eIs a basic period of the structure; b is damping reduction coefficient; r is the strength reduction coefficient of the weak layer; t iseffEffective elastic period, α horizontal seismic influence coefficient.
Further, the ductility requirement μ of the equivalent single degree of freedom system in step S17 is calculated as:
Figure BDA0002521658960000035
in the formula, SdyIs the yield spectrum shift; sdpIs the elastic-plastic spectral shift.
Further, in the step S18, for the irregular structure, assuming that the plastic displacement of the whole structure is completely generated by the weak layer, the ductility requirement μ of the weak layer of the structure1The calculation formula of (2) is as follows:
Figure BDA0002521658960000036
Figure BDA0002521658960000037
in the formula, mu is the ductility requirement of an equivalent single-degree-of-freedom system; phi is a ductility coefficient conversion coefficient;his a matrix height coefficient; and n is the total floor.
Further, in step S18, for a more regular structure, assuming that the structural plastic displacement is mostly generated by the weak layer and the small part is generated by the adjacent layer of the weak layer, the ductility requirement μ of the weak layer of the structure is satisfied1The calculation formula of (2) is as follows:
Figure BDA0002521658960000041
Figure BDA0002521658960000042
in the formula, mu is the ductility requirement of an equivalent single-degree-of-freedom system; phi is a ductility coefficient conversion coefficient;his a matrix height coefficient; and n is the total floor.
Further, the analyzing and determining the seismic capacity of the masonry structure comprises the following steps:
s21, classifying the masonry structures according to the classes of the anti-seismic measures;
s22, determining ductility coefficient capability [ mu ] of various masonry structures under different performance levels1]。
Further, in step S21, the method for classifying the masonry structure according to the earthquake-resistant measure category includes:
the A type measures are that the ring beam is arranged according to the current standard requirement, but the constructional column is not arranged;
the type B measures are that besides the ring beam is arranged according to the current standard requirement, the following parts are provided with constructional columns: the cross wall and the outer longitudinal wall at the staggered floor part, the inner wall and the outer wall at the large room, two sides of a larger opening, four corners of a building and an elevator room, and the upper end and the lower end of an inclined stair section of a stair correspond to the wall body;
the class C measures meet the requirements of the class B measures, and besides, the following parts are provided with constructional columns: the joints of the inner transverse walls and the outer longitudinal walls on the other side of the staircases are 12-15 m apart or the joints of the unit transverse walls and the outer longitudinal walls;
the D type measures meet the requirements of the B type measures, and besides, the following parts are provided with constructional columns: separating the joint of the axis of the transverse wall and the outer wall and the joint of the gable and the inner longitudinal wall;
the class E measures meet the requirements of the class B measures, and the following parts are provided with constructional columns: the junction of the axis of the inner wall and the outer wall, the junction of the axis of the inner longitudinal wall and the axis of the transverse wall and the local smaller wall buttress of the inner wall.
Further, in step S3, the formula for evaluating the seismic performance of the masonry structure under the action of the sequence type earthquake is as follows:
μ1≤[μ1]
in the formula, mu1Meeting the ductility requirement of a structural weak layer; [ mu ] of1]The elastoplastic displacement ductility limit for each performance level.
The invention has the beneficial effects that: the method considers the influence of aftershock action, can more accurately realize the evaluation of the structure response, and obtains the ductility requirement of the masonry structure under the action of the sequence type earthquake according to the characteristic of the damage of the weak layer of the multi-layer masonry structure on the basis of the non-iterative equivalent linearization method.
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In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a flow chart of the method for evaluating the seismic performance of a masonry structure based on ductility under the action of a sequence type earthquake;
FIG. 2 is a specific flowchart of the ductility-based masonry structure seismic performance evaluation method under the action of the sequence type earthquake.
Detailed Description
The preferred embodiments of the present invention will be described in detail below with reference to the accompanying drawings so that the advantages and features of the present invention can be more easily understood by those skilled in the art, and the scope of the present invention will be more clearly and clearly defined.
Referring to fig. 1-2, the method for evaluating seismic performance of a masonry structure based on ductility under the action of a sequence type earthquake comprises the following steps:
s1, analyzing the ductility requirement of the masonry structure under the action of the sequence type earthquake;
s2, determining the seismic capacity of the masonry structure;
and S3, evaluating the seismic performance of the masonry structure under the action of the sequence type earthquake.
Specifically, in step S1 of the present invention, the ductility requirement analysis process of the masonry structure is as follows:
s11, calculating yield strength coefficient ξ of each layer of the multilayer masonry structure according to the shear weak layer damage mechanismiCalculating the strength reduction coefficient R of the weak layer to be 1/ξi,min；
S12, determining the basic period T of the structure0,e；
S13, determining the relative intensity gamma of aftershock according to the basic period T of the structure0,eCalculating the effective ductility coefficient mu of the structure according to the strength reduction coefficient R of the weak layer;
s14, determining the effective elastic period T according to the effective ductility coefficient mu of the structureeff；
S15, judging the effective elastic period TeffExcellent period of harmony site TgAnd calculating a structural damping reduction coefficient B;
s16, calculating the yield spectrum displacement S of the equivalent single-degree-of-freedom system according to the structural damping reduction coefficient BdyAnd elastic-plastic spectral shift Sd；
S17 yield spectrum displacement S according to equivalent single-degree-of-freedom systemdyAnd elastic-plastic spectral shift SdCalculating the ductility requirement mu of the equivalent single-degree-of-freedom system;
s18, calculating the ductility demand mu of the structural weak layer according to the ductility demand mu of the equivalent single-degree-of-freedom system1。
In step S11 of the present invention, the yield strength coefficient ξ of each layer of masonry structureiThe calculation formula of (2) is as follows:
Figure BDA0002521658960000061
wherein n is the total floor, α is the horizontal earthquake influence coefficient, and rhoiIs an ith layer meterCalculating the area rate of the directional seismic wall; rho'iThe area ratio of the seismic wall in the direction orthogonal to the calculated direction is calculated; lambda [ alpha ]gA conversion coefficient of a unit area gravity load representative value; f. of2,iThe strength of the i-th layer of masonry mortar.
Wherein, the earthquake-resistant wall area ratio of the ith layer in the calculation direction is: floor height 1/2 is the ratio of wall area to single story building area in that direction. The conversion coefficient of the unit area gravity load representative value is 0.012N/mm2As a reference, λg＝gE/0.012。
Specifically, the structure basic period T in step S120,eThe calculation formula of (2) is as follows:
T0,e＝0.02(H+1.2)
wherein H is the height of the house.
The calculation formula of the structural effective ductility coefficient μ in step S13 of the present invention is:
Figure BDA0002521658960000062
wherein gamma is the relative intensity of aftershock; a is0～a5Is a fitting parameter; t is0,eIs a basic period of the structure; and R is the strength reduction coefficient of the weak layer. Preferably, the fitting parameter a of the present invention0～a5The values of (a) are shown in the following table:
parameter(s) a0 a1 a2 a3 a4 a5
Class I field 9.68 0.57 0.86 -0.79 10.83 0.02
Class II arena 9.97 0.98 0.71 -0.84 13.21 0.01
Class III arena 11.49 0.77 1.03 -0.95 10.93 0.04
Class IV field 9.95 0.55 0.66 -0.81 13.25 0.01
Effective elastic period T in step S14 of the present inventioneffThe calculation formula of (2) is as follows:
Figure BDA0002521658960000063
in the formula, T0,eIs a basic period of the structure; μ is the structural effective ductility coefficient.
The calculation formula of the damping reduction coefficient B in the step S15 of the invention is as follows:
Figure BDA0002521658960000071
in the formula, T0,eIs a basic period of the structure; mu is the structural effective ductility coefficient; t iseffEffective elastic cycle; t isgThe method is a remarkable period of the field.
Yield spectrum shift S in step S16 of the present inventiondyAnd elastic-plastic spectral shift SdpThe calculation formulas are respectively as follows:
Figure BDA0002521658960000072
Figure BDA0002521658960000073
wherein g is the acceleration of gravity; t is0,eIs a basic period of the structure; b is damping reduction coefficient; r is the strength reduction coefficient of the weak layer; t iseffEffective elastic period, α horizontal seismic influence coefficient.
The ductility requirement mu calculation formula of the equivalent single degree of freedom system in the step S17 is as follows:
Figure BDA0002521658960000074
in the formula, SdyIs the yield spectrum shift; sdpIs the elastic-plastic spectral shift.
In step S18 of the present invention, for irregular structures, the ductility requirement μ of the structural weak layer is assumed to be given that the plastic displacement of the entire structure is entirely caused by the weak layer1The calculation formula of (2) is as follows:
Figure BDA0002521658960000075
Figure BDA0002521658960000076
in the formula, mu is the ductility requirement of an equivalent single-degree-of-freedom system; phi is a ductility coefficient conversion coefficient;his a matrix height coefficient; and n is the total floor.
In step S18 of the present invention, for a more regular structure, assuming that the structural plastic displacement is mostly generated by the weak layer and the small part is generated by the adjacent layer of the weak layer, the ductility requirement μ of the structural weak layer1The calculation formula of (2) is as follows:
Figure BDA0002521658960000077
Figure BDA0002521658960000081
in the formula, mu is the ductility requirement of an equivalent single-degree-of-freedom system; phi is a ductility coefficient conversion coefficient;his a matrix height coefficient; and n is the total floor.
In the invention, the step of analyzing and determining the seismic capacity of the masonry structure comprises the following steps:
s21, classifying the masonry structures according to the classes of the anti-seismic measures;
s22, determining ductility coefficient capability [ mu ] of various masonry structures under different performance levels1]。
Specifically, in step S21, the method for classifying the masonry structure according to the earthquake-resistant measure category is as follows:
the A type measures are that the ring beam is arranged according to the current standard requirement, but the constructional column is not arranged;
the type B measures are that besides the ring beam is arranged according to the current standard requirement, the following parts are provided with constructional columns: the cross wall and the outer longitudinal wall at the staggered floor part, the inner wall and the outer wall at the large room, two sides of a larger opening, four corners of a building and an elevator room, and the upper end and the lower end of an inclined stair section of a stair correspond to the wall body;
the class C measures meet the requirements of the class B measures, and besides, the following parts are provided with constructional columns: the joints of the inner transverse walls and the outer longitudinal walls on the other side of the staircases are 12-15 m apart or the joints of the unit transverse walls and the outer longitudinal walls;
the D type measures meet the requirements of the B type measures, and besides, the following parts are provided with constructional columns: separating the joint of the axis of the transverse wall and the outer wall and the joint of the gable and the inner longitudinal wall;
the class E measures meet the requirements of the class B measures, and the following parts are provided with constructional columns: the junction of the axis of the inner wall and the outer wall, the junction of the axis of the inner longitudinal wall and the axis of the transverse wall and the local smaller wall buttress of the inner wall.
Specifically, in step S22, the ductility factor capability [ mu ] of various types of masonry structures at different performance levels1]As shown in the following table:
Figure BDA0002521658960000082
in step S3, the formula for evaluating the seismic performance of the masonry structure under the effect of the sequence type earthquake is as follows:
μ1≤[μ1]
in the formula, mu1Meeting the ductility requirement of a structural weak layer; [ mu ] of1]The elastoplastic displacement ductility limit for each performance level.
In conclusion, the method considers the influence of the aftershock effect, can more accurately realize the evaluation of the structural response, and obtains the ductility requirement of the masonry structure under the action of the sequence type earthquake according to the characteristic of the damage of the weak layer of the multi-layer masonry structure on the basis of the non-iterative equivalent linearization method.
The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that are not thought of through the inventive work should be included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope defined by the claims.

Claims (14)

1. A ductility-based masonry structure earthquake resistance evaluation method under the action of a sequence type earthquake is characterized by comprising the following steps:
s1, analyzing the ductility requirement of the masonry structure under the action of the sequence type earthquake;
s2, determining the seismic capacity of the masonry structure;
and S3, evaluating the seismic performance of the masonry structure under the action of the sequence type earthquake.
2. The method for evaluating seismic performance of a masonry structure based on ductility under a sequence type earthquake as claimed in claim 1, wherein in step S1, the ductility requirement analysis process of the masonry structure is as follows:
s11, calculating yield strength coefficient ξ of each layer of the multilayer masonry structure according to the shear weak layer damage mechanismiCalculating the strength reduction coefficient R of the weak layer to be 1/ξi,min；
S12, determining the basic period T of the structure0,e；
S13, determining the relative intensity gamma of aftershock according to the basic period T of the structure0,eCalculating the effective ductility coefficient mu of the structure according to the strength reduction coefficient R of the weak layer;
s14, determining the effective elastic period T according to the effective ductility coefficient mu of the structureeff；
S15, judging the effective elastic period TeffExcellent period of harmony site TgAnd calculating a structural damping reduction coefficient B;
s16, calculating the yield spectrum displacement S of the equivalent single-degree-of-freedom system according to the structural damping reduction coefficient BdyAnd elastic-plastic spectral shift Sd；
S17, according to an equivalent single degree of freedom systemYield spectrum shift SdyAnd elastic-plastic spectral shift SdCalculating the ductility requirement mu of the equivalent single-degree-of-freedom system;
s18, calculating the ductility demand mu of the structural weak layer according to the ductility demand mu of the equivalent single-degree-of-freedom system1。
3. The method for evaluating the seismic performance of a masonry structure based on ductility under the action of a sequence earthquake according to claim 2, wherein in the step S11, the yield strength coefficient ξ of each layer of the masonry structureiThe calculation formula of (2) is as follows:
Figure FDA0002521658950000011
wherein n is the total floor, α is the horizontal earthquake influence coefficient, and rhoiCalculating the area rate of the seismic wall in the direction for the ith layer; rho'iThe area ratio of the seismic wall in the direction orthogonal to the calculated direction is calculated; lambda [ alpha ]gA conversion coefficient of a unit area gravity load representative value; f. of2,iThe strength of the i-th layer of masonry mortar.
4. The method for evaluating seismic performance of a ductile masonry structure under a sequence type earthquake as recited in claim 3, wherein said step S12 is performed according to a basic period T of the structure0,eThe calculation formula of (2) is as follows:
T0,e＝0.02(H+1.2)
wherein H is the height of the house.
5. The method for evaluating seismic performance of a masonry structure based on ductility under sequential earthquake action according to claim 4, wherein the formula for calculating the effective ductility coefficient μ of the structure in the step S13 is as follows:
Figure FDA0002521658950000021
wherein gamma is the relative intensity of aftershock; a is0～a5Is a fitting parameter; t is0,eIs a basic period of the structure; and R is the strength reduction coefficient of the weak layer.
6. The method for evaluating seismic performance of a masonry structure based on ductility under sequential seismic action according to claim 5, wherein the effective elastic period T in step S14effThe calculation formula of (2) is as follows:
Figure FDA0002521658950000022
in the formula, T0,eIs a basic period of the structure; μ is the structural effective ductility coefficient.
7. The method for evaluating the seismic performance of a ductile masonry structure under the action of a sequence type earthquake according to claim 6, wherein the damping reduction coefficient B in the step S15 is calculated according to the formula:
Figure FDA0002521658950000023
in the formula, T0,eIs a basic period of the structure; mu is the structural effective ductility coefficient; t iseffEffective elastic cycle; t isgThe method is a remarkable period of the field.
8. The method for evaluating seismic performance of a masonry structure based on ductility under sequential seismic action according to claim 7, wherein the yield spectrum displacement S16 isdyAnd elastic-plastic spectral shift SdpThe calculation formulas are respectively as follows:
Figure FDA0002521658950000024
Figure FDA0002521658950000025
wherein g is the acceleration of gravity; t is0,eIs a structural baseThe current period; b is damping reduction coefficient; r is the strength reduction coefficient of the weak layer; t iseffEffective elastic period, α horizontal seismic influence coefficient.
9. The method for evaluating the seismic performance of a masonry structure based on ductility under the action of a sequence earthquake as recited in claim 8, wherein the ductility requirement mu of the equivalent single degree of freedom system in step S17 is calculated by the following formula:
Figure FDA0002521658950000031
in the formula, SdyIs the yield spectrum shift; sdpIs the elastic-plastic spectral shift.
10. The method for evaluating seismic performance of a masonry structure based on ductility under sequential earthquake action according to claim 9, wherein in step S18, for irregular structures, assuming that plastic displacement of the whole structure is completely generated by weak layers, ductility requirement μ of weak layers of the structure is provided1The calculation formula of (2) is as follows:
Figure FDA0002521658950000032
Figure FDA0002521658950000033
in the formula, mu is the ductility requirement of an equivalent single-degree-of-freedom system; phi is a ductility coefficient conversion coefficient;his a matrix height coefficient; and n is the total floor.
11. The method for evaluating seismic performance of a masonry structure based on ductility under sequential seismic action according to claim 9, wherein in step S18, for a more regular structure, assuming that structural plastic displacement is mostly generated by weak layers and a small part is generated by adjacent layers of the weak layers, the ductility requirement μ of the weak layers of the structure is1Is calculated byComprises the following steps:
Figure FDA0002521658950000034
Figure FDA0002521658950000035
in the formula, mu is the ductility requirement of an equivalent single-degree-of-freedom system; phi is a ductility coefficient conversion coefficient;his a matrix height coefficient; and n is the total floor.
12. The method for evaluating seismic performance of a masonry structure based on ductility under the effect of a sequence type earthquake according to claim 10 or 11, wherein the analyzing and determining the seismic capacity of the masonry structure comprises the following steps:
s21, classifying the masonry structures according to the classes of the anti-seismic measures;
s22, determining ductility coefficient capability [ mu ] of various masonry structures under different performance levels1]。
13. The method for evaluating seismic performance of a masonry structure based on ductility under sequential earthquake action according to claim 12, wherein in step S21, the masonry structure is classified according to seismic measure categories by:
the A type measures are that the ring beam is arranged according to the current standard requirement, but the constructional column is not arranged;
the type B measures are that besides the ring beam is arranged according to the current standard requirement, the following parts are provided with constructional columns: the cross wall and the outer longitudinal wall at the staggered floor part, the inner wall and the outer wall at the large room, two sides of a larger opening, four corners of a building and an elevator room, and the upper end and the lower end of an inclined stair section of a stair correspond to the wall body;
the class C measures meet the requirements of the class B measures, and besides, the following parts are provided with constructional columns: the joints of the inner transverse walls and the outer longitudinal walls on the other side of the staircases are 12-15 m apart or the joints of the unit transverse walls and the outer longitudinal walls;
the D type measures meet the requirements of the B type measures, and besides, the following parts are provided with constructional columns: separating the joint of the axis of the transverse wall and the outer wall and the joint of the gable and the inner longitudinal wall;
the class E measures meet the requirements of the class B measures, and the following parts are provided with constructional columns: the junction of the axis of the inner wall and the outer wall, the junction of the axis of the inner longitudinal wall and the axis of the transverse wall and the local smaller wall buttress of the inner wall.
14. The method for evaluating the seismic performance of a masonry structure based on ductility under the action of a sequence earthquake according to claim 12, wherein in step S3, the seismic performance of the masonry structure under the action of the sequence earthquake is evaluated by the following formula:
μ1≤[μ1]
in the formula, mu1Meeting the ductility requirement of a structural weak layer; [ mu ] of1]The elastoplastic displacement ductility limit for each performance level.
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