CN110674595B - Displacement-based masonry structure anti-seismic performance evaluation method - Google Patents
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Abstract
The invention discloses a masonry structure anti-seismic performance evaluation method based on displacement, which comprises the following steps: calculating the structural maximum interlayer elastic-plastic displacement capacity of each performance level according to different anti-seismic measure categories; calculating the yield displacement requirement delta of the structural weak layer of the masonry structure y And elastoplastic displacement requirement delta p (ii) a According to the maximum elastoplasticity displacement capacity of each performance level obtained by comparison and calculation and the maximum interlayer elastoplasticity displacement requirement obtained by calculation, the seismic performance of the masonry structure is determined.
Description
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 displacement.
Background
The students at home and abroad generally consider that the masonry structure is the oldest building structure, but at the same time, the masonry structure is a building structure which has least mastered on the material and the structural performance by people so far. Due to the highly non-linear and discrete nature of masonry material properties, masonry structure designs often have a number of empirical components and only some simple mechanical analysis is performed on them. In the past, the study on the seismic performance of masonry structures focuses on the bearing capacity, and less attention is paid to the deformation capacity, the energy consumption capacity, the ductility and the like. An important understanding of the theory of seismic performance is that the seismic performance of a structure under moderate to high earthquakes is primarily dependent on the deformability of the structure rather than the load-bearing capacity. How to analyze, design and evaluate masonry structures by adopting performance-based earthquake-resistant theory has a plurality of problems to be researched.
Internationally, many research achievements exist on a performance-based earthquake resistance analysis method for masonry structures, particularly on static elastoplasticity analysis. Since the 80 s of the last century, especially since this century, many scholars in europe and other countries (australia, new zealand, mexico, pakistan, etc.) have discovered important shortcomings of masonry structure seismic design methods, and have conducted a great deal of intensive and systematic research work on seismic performance of multi-storey masonry structures using performance-based seismic design ideas, including the following: 1) Modern new masonry materials and their structural properties; 2) Important parameters such as deformation, energy consumption, ductility, structural performance coefficients and the like are verified again through a low-cycle repeated load test and a vibration table test of the system; 3) The mechanism of the anti-seismic bearing capacity and the destruction of the connecting beam (the window top wall) in the plane of the non-reinforced brick wall; 4) The internal force of each wall limb is redistributed and ultra-strong during elastic-plastic deformation, and the effectiveness of the elastic calculation method is evaluated; 5) The out-of-plane seismic calculation of brick walls and a local collapse mechanism caused by flexible floor systems; 6) Reasonable values of the interlayer displacement angle limit value, the displacement ductility coefficient and the structural performance coefficient; 7) Bending and shear failure mechanisms, influencing factors and whole process simulation methods; 8) An equal generation frame or macro unit calculation model and a static elastoplasticity analysis method (pushover method); 9) Vulnerability analysis based on pushover analysis, and the like.
The seismic analysis method of the masonry structure based on elastic calculation has important theoretical defects, and the seismic analysis of the masonry structure by adopting a static elastic-plastic method (pushover method) has obvious advantages. The structural static elastoplasticity analysis method can be divided into an equivalent linearization method represented by ATC 40 and EC 8 and a displacement correction coefficient method represented by FEMA 356 and the like. An important difference between the two is: the former adopts secant rigidity of an elastic-plastic structure, and the latter adopts elastic effective rigidity corresponding to the elastic-plastic structure. Although there is still a great deal of controversy about which stiffness should be adopted, both methods are processes for solving the elasto-plastic displacement requirement of a multi-degree-of-freedom system, and an iterative method is required.
Disclosure of Invention
In order to find a more effective implementation scheme, the invention provides a masonry structure anti-seismic performance evaluation method based on displacement, the method is high in calculation efficiency, meanwhile, the calculation accuracy is kept, and the problems in the background technology can be effectively solved.
In order to achieve the purpose, the invention discloses a masonry structure anti-seismic performance evaluation method based on displacement, which comprises the following steps:
calculating the elastic-plastic displacement capacity between the maximum layers of the structure at each performance level according to different anti-seismic measure categories;
calculating the yield displacement requirement delta of the structural weak layer of the masonry structure y And elastoplastic displacement requirement delta p ；
And determining the seismic performance of the masonry structure according to the maximum elastoplasticity displacement capacity of each performance level obtained by comparison and calculation and the maximum interlayer elastoplasticity displacement requirement obtained by calculation.
Preferably, the step of calculating the yield displacement requirement deltay and the elastoplasticity displacement requirement deltap of the structural weak layer of the masonry structure comprises the following steps:
s01, calculating yield strength coefficient xi of each floor according to a shearing weak layer damage mechanism of the multi-layer masonry structure i Determining the resistance reduction coefficient R = 1/xi of the structure i,min ；
Step S02, according to the basic period T of the structure 0,e Calculating the effective elastic period T of the structure eff And effective damping ratio ζ eff ；
Step S03, according to the effective elastic period T eff And effective damping ratio ζ eff Calculating a damping reduction coefficient B and an elastoplasticity displacement increase coefficient C of the structural displacement;
step S04, calculating an equivalent single self according to the obtained damping reduction coefficient B and the elastoplastic displacement increase coefficient CYield spectrum shift S of degree system dy And elastic-plastic spectral shift S dp ；
S05, determining a structural matrix height coefficient according to the first matrix, and calculating the yield displacement requirement delta of the structural weak layer y And elastoplastic displacement requirement delta p 。
Preferably, the yield strength coefficient ξ of each floor in the step S01 i The calculation process of (2) is as follows:
wherein ξ i The yield strength coefficient of the floor of the i floor, n is the total number of structural layers, alpha is the earthquake influence coefficient of rare or fortifying intensity earthquake, rho i The wall ratio in the direction calculated for the i-layer (the ratio of the wall area in the direction to the single-layer building area at the floor height of 1/2) and the wall ratio in the direction orthogonal to the calculated direction are ρ' i ，λ g Is a conversion coefficient (in 0.012N/mm) of the unit area gravity load representative value 2 As a reference, λ g ＝g E /0.012)，f 2,i The strength of the i-layer masonry mortar is shown, and i is the number of the floors of the masonry structure building.
Preferably, the structure basic period T in the step S02 0,e Effective elastic period T eff And effective damping ratio ζ eff The calculation formulas of (A) and (B) are respectively as follows:
T 0,e ＝0.02(H+1.2)
wherein H is the height of the houseDegree (m), T g For a period of excellence in the field, ζ 0 Is the structural elastic viscous damping coefficient.
Preferably, the damping reduction coefficient B and the elasto-plastic displacement increase coefficient C in step S03 are respectively calculated by the following formulas:
preferably, the yield spectrum displacement S in the step S04 dy And elastic-plastic spectral shift S dp The calculation formulas are respectively as follows:
wherein g is the gravitational acceleration.
Preferably, in the step S05, the yield displacement requirement δ of the structural weak layer y The calculation formula is as follows:
wherein h is the height of the weak layer, and gamma is h The vibration mode height coefficient.
Preferably, the elasto-plastic displacement requirement δ p The calculation process of (2) is as follows:
for an irregular multi-layer masonry structure, assuming that the plastic displacement of the whole structure is completely generated by a weak layer, the elastic-plastic displacement requirement of the weak layer is
δ p ＝δ y +(S dp -S dy )；
For a more regular multi-storey masonry structure, the requirement of the elastic-plastic displacement of a weak layer is that the plastic displacement of the whole structure is mostly generated by the weak layer and the small part is generated by the adjacent layer of the weak layer
Preferably, the specific judgment mode for determining the seismic performance of the masonry structure according to the maximum elastoplasticity displacement capability of each performance level obtained by comparison calculation and the maximum interlayer elastoplasticity displacement requirement obtained by calculation is as follows:
the seismic performance of the masonry structure can be determined by a formula:
δ p ≤[θ]·h
in the formula, [ theta ] represents the limit of the elastic-plastic interlayer displacement angle for each performance level.
Preferably, masonry structures are divided into five categories according to the seismic action categories:
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 joint of the inner transverse wall and the outer longitudinal wall at the other side of the staircase is 12-15 m away or the joint of the unit transverse wall and the outer longitudinal wall;
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.
Compared with the prior art, the masonry structure anti-seismic performance evaluation method based on displacement has the following beneficial effects:
on the basis of a non-iterative equivalent linearization method based on the maximum displacement point equivalent period, the invention establishes the existing masonry structure displacement-based earthquake resistance evaluation method according to the characteristics of the damage of the weak layers of the multi-layer masonry structure.
Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.
Drawings
The above and/or additional aspects and advantages of the present invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:
FIG. 1 is a schematic view of the overall working flow of the seismic performance evaluation method of the present invention;
FIG. 2 is a schematic diagram of the specific evaluation process of the seismic performance evaluation method of the present invention.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the drawings are illustrative only and should not be construed as limiting the invention.
Referring to fig. 1 and 2, the present invention discloses a masonry structure earthquake resistance evaluation method based on displacement, which is characterized by comprising the following steps:
calculating the elastic-plastic displacement capacity between the maximum layers of the structure at each performance level according to different anti-seismic measure categories;
the maximum interlayer displacement angle of the structure can represent different performance levels of the structure, and different earthquake-resistant measures have great influence on the earthquake-resistant performance of the masonry structure. Accordingly, masonry structures are classified into five categories according to the seismic measures categories:
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 joint of the inner transverse wall and the outer longitudinal wall at the other side of the staircase is 12-15 m away or the joint of the unit transverse wall and the outer longitudinal wall;
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 E type measures meet the requirements of the B type measures, and besides, constructional columns are arranged at the following positions: 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.
The maximum interlaminar displacement angles of the masonry structure for the different performance levels are shown in table 1.
Table 1 masonry structure performance levels
Calculating the yield displacement requirement delta of the structural weak layer of the masonry structure y And elastoplastic displacement requirement delta p ；
The specific process comprises the following steps:
s01, calculating yield strength coefficient xi of each floor according to a shearing weak layer damage mechanism of the multi-layer masonry structure i Determining the resistance reduction coefficient R = 1/xi of the structure i,min ；
The yield strength coefficient xi of each floor in the step S01 i The calculation process of (2) is as follows:
wherein ξ i The yield strength coefficient of the floor of the i floor, n is the total number of structural layers, alpha is the earthquake influence coefficient of rare or fortifying intensity earthquake, rho i The wall ratio in the direction calculated for the i-layer (the ratio of the wall area in the direction to the single-layer building area at the floor height of 1/2) and the wall ratio in the direction orthogonal to the calculated direction are ρ' i ，λ g Is a conversion coefficient (in 0.012N/mm) of the unit area gravity load representative value 2 As a reference, λ g ＝g E /0.012)，f 2,i The strength of the masonry mortar of the i layer is shown, and the i is the floor number of the masonry structure building.
Step S02, according to the basic period T of the structure 0,e Calculating the effective elastic period T of the structure eff And effective damping ratio ζ eff ；
The basic period T of the structure in the step S02 0,e Effective elastic period T eff And effective damping ratio ζ eff The calculation formulas of (A) and (B) are respectively as follows:
T 0,e ＝0.02(H+1.2)
wherein H is the house height (m), T g For a period of excellence in the field, ζ 0 Is the structural elastic viscous damping coefficient.
Step S03, according to the effective elastic period T eff And effective damping ratio ζ eff Calculating damping reduction coefficient B and elastoplastic displacement increase system of structural displacementA number C;
in the step S03, the calculation formulas of the damping reduction coefficient B and the elastoplasticity displacement increase coefficient C are respectively as follows:
step S04, calculating the yield spectrum displacement S of the equivalent single-degree-of-freedom system according to the obtained damping reduction coefficient B and the elastoplastic displacement increase coefficient C dy And elastic-plastic spectral shift S dp ；
The yield spectrum displacement S in the step S04 dy And elastic-plastic spectral shift S dp The calculation formulas are respectively as follows:
wherein g is the acceleration of gravity.
Step S05, determining a structural matrix height coefficient according to the first matrix, and calculating the yield displacement requirement delta of the structural weak layer y And elastoplastic displacement requirement delta p 。
In the step S05, the yield displacement requirement δ of the structural weak layer y The calculation formula is as follows:
wherein h is the weak layer height, gamma h The mode height coefficient is shown.
Elasto-plastic displacement requirement delta p The calculation process of (2) is as follows:
for an irregular multilayer masonry structure, the plastic displacement of the whole structure is completely generated by a weak layer, and the elastic-plastic displacement requirement of the weak layer is
δ p ＝δ y +(S dp -S dy )；
For a more regular multi-layer masonry structure, assuming that the plastic displacement of the whole structure is mostly generated by a weak layer and a small part is generated by an adjacent layer of the weak layer, the elastic-plastic displacement requirement of the weak layer is
And determining the seismic performance of the masonry structure according to the maximum elastoplasticity displacement capacity of each performance level obtained by comparison and calculation and the maximum interlayer elastoplasticity displacement requirement obtained by calculation.
The concrete judgment mode for determining the earthquake resistance of the masonry structure according to the maximum elastoplasticity displacement capability of each performance level obtained by comparison calculation and the maximum interlayer elastoplasticity displacement requirement obtained by calculation is as follows:
determining the seismic performance of the masonry structure through a formula:
δ p ≤[θ]·h
in the formula, [ theta ] represents the limit of the elastic-plastic interlayer displacement angle for each performance level.
The foregoing is only a partial embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and decorations can be made without departing from the principle of the present invention, and these modifications and decorations should also be regarded as the protection scope of the present invention.
Claims (8)
1. A masonry structure anti-seismic performance evaluation method based on displacement is characterized by comprising the following steps:
calculating the structural maximum interlayer elastoplasticity displacement capacity of each performance level according to different earthquake-resistant measure categories;
calculating the yield displacement requirement delta of the structural weak layer of the masonry structure y And elastoplastic displacement requirement delta p (ii) a The method comprises the following steps:
s01, calculating yield strength coefficient xi of each floor according to a shearing weak layer damage mechanism of the multi-layer masonry structure i Determining the resistance reduction coefficient R = 1/xi of the structure i,min ；
Step S02, according to the basic period T of the structure 0,e Calculating the effective elastic period T of the structure eff And effective damping ratio ζ eff ；
Step S03, according to the effective elastic period T eff And effective damping ratio ζ eff Calculating a damping reduction coefficient B and an elastoplasticity displacement increase coefficient C of the structural displacement;
step S04, calculating the yield spectrum displacement S of the equivalent single-degree-of-freedom system according to the obtained damping reduction coefficient B and the elastoplastic displacement increase coefficient C dy And elastic-plastic spectral shift S dp ；
S05, determining a structural matrix height coefficient according to the first matrix, and calculating the yield displacement requirement delta of the structural weak layer y And elastoplastic displacement requirement delta p ；
Determining the seismic performance of the masonry structure according to the maximum elastoplasticity displacement capacity of each performance level obtained by comparison and calculation and the maximum interlayer elastoplasticity displacement requirement obtained by calculation; the specific judgment method is as follows:
determining the seismic performance of the masonry structure through a formula:
δ p ≤[θ]·h
wherein [ theta ] represents the limit value of the elastoplastic interlayer displacement angle for each performance level.
2. The method for evaluating the earthquake-resistant performance of the masonry structure based on the displacement as claimed in claim 1, wherein the yield strength coefficient ξ of each floor in the step S01 i The calculation process of (2) is as follows:
wherein ξ i Is a layer iThe coefficient of the yield strength of the floor, n is the total number of layers of the structure, alpha is the earthquake influence coefficient of rare or fortifying intensity earthquake, rho i Calculating the wall ratio of the direction for the i layers, the ratio of the wall area of the direction to the single-layer building area at the height 1/2 of the floor, and the wall ratio of the direction orthogonal to the calculated direction are rho' i ，λ g Is a conversion coefficient (in 0.012N/mm) of the unit area gravity load representative value 2 As a reference, λ g ＝g E /0.012)，f 2,i The strength of the i-layer masonry mortar is shown, and i is the number of the floors of the masonry structure building.
3. The method for evaluating the seismic performance of a masonry structure based on displacement according to claim 2, wherein the basic period T of the structure in the step S02 0,e Effective elastic period T eff And effective damping ratio ζ eff The calculation formulas of (A) and (B) are respectively as follows:
T 0,e ＝0.02(H+1.2)
wherein H is the house height (m), T g For a period of excellence in the field, ζ 0 Is the structural elastic viscous damping coefficient.
4. The method for evaluating the seismic performance of the masonry structure based on displacement according to claim 3, wherein the damping reduction coefficient B and the elastoplasticity displacement increase coefficient C in the step S03 are respectively calculated by the following formulas:
5. the method for evaluating the seismic performance of a masonry structure based on displacement according to claim 4, wherein the yield spectrum displacement S in the step S04 dy And elastic-plastic spectral shift S dp The calculation formulas are respectively as follows:
wherein g is the acceleration of gravity.
6. The method for evaluating the seismic performance of a masonry structure based on displacement according to claim 5, wherein in the step S05, the yield displacement requirement delta of the weak layer of the structure is y The calculation formula is as follows:
wherein h is the weak layer height, gamma h The mode height coefficient is shown.
7. The method of claim 6, wherein the elasto-plastic displacement requirement δ is used for evaluating the seismic performance of the masonry structure p The calculation process of (2) is as follows:
for an irregular multilayer masonry structure, the plastic displacement of the whole structure is completely generated by a weak layer, and the elastic-plastic displacement requirement of the weak layer is
δ p ＝δ y +(S dp -S dy )；
For a more regular multi-layer masonry structure, assuming that the plastic displacement of the whole structure is mostly generated by a weak layer and a small part is generated by an adjacent layer of the weak layer, the elastic-plastic displacement requirement of the weak layer is
8. The method for evaluating the seismic performance of the masonry structure based on the displacement according to claim 1, wherein the masonry structure is divided into five types according to the seismic measure categories:
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 joint of the inner transverse wall and the outer longitudinal wall at the other side of the staircase is 12-15 m away or the joint of the unit transverse wall and the outer longitudinal wall;
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 wall buttress of the inner wall.
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| CN110990935B (en) * | 2019-12-24 | 2023-02-28 | 上海市建筑科学研究院有限公司 | Masonry structure anti-seismic performance evaluation method based on ductility |
| CN111340377B (en) * | 2020-02-28 | 2023-05-09 | 交通运输部天津水运工程科学研究所 | Method for evaluating collapse resistance of bottom irregular masonry structure |
| CN111400913B (en) * | 2020-03-17 | 2023-06-30 | 上海市建筑科学研究院有限公司 | Masonry structure displacement response evaluation method under sequential earthquake action |
| CN111401747B (en) * | 2020-03-17 | 2023-05-19 | 上海市建筑科学研究院有限公司 | Method for analyzing vulnerability of masonry structure under sequential earthquake action |
| CN111680349B (en) * | 2020-06-03 | 2023-02-28 | 上海市建筑科学研究院有限公司 | Method for analyzing vulnerability of masonry structure to out-of-plane damage earthquake |
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