CN103530443A - Method for rapidly judging continuous collapse resistance of steel-frame structure based on substructures - Google Patents
Method for rapidly judging continuous collapse resistance of steel-frame structure based on substructures Download PDFInfo
- Publication number
- CN103530443A CN103530443A CN201310438893.3A CN201310438893A CN103530443A CN 103530443 A CN103530443 A CN 103530443A CN 201310438893 A CN201310438893 A CN 201310438893A CN 103530443 A CN103530443 A CN 103530443A
- Authority
- CN
- China
- Prior art keywords
- minor structure
- column
- piece construction
- directions
- old
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Abstract
The invention discloses a method for rapidly judging the continuous collapse resistance of a steel-frame structure based on substructures. The method includes the following steps of firstly, determining the admissible collapse range of the whole structure after key columns lose effectiveness; secondly, selecting the boundary range of the substructures; thirdly, solving the spring rigidity and the corresponding load values in all directions in the middle point positions of all beam columns, connected with the rest of the whole structure, of the substructures; fourthly, judging whether the substructures collapse or not. The method has the advantages that compared with a traditional analysis method for conducting the continuous collapse resistance analysis by setting up a complex whole structure model, only a small substructure model which is simple and short in calculation time needs to be set up through the method, the continuous collapse resistance of a building structure can be rapidly and accurately evaluated, proper protective measures can be taken in advance when the continuous collapse resistance of the building structure is not enough, and the continuous collapse resistance of the building structure is improved.
Description
Technical field
The present invention relates to a kind of steel-frame structure progressive collapse-resisting performance method for rapidly judging.
Background technology
The continuous collapse of structure may be caused by many reasons, as structural key component damage etc. under wrong sequence of construction, accidental overload, earthquake or Blast Load effect.There is repeatedly the tragedy that building structure continuous collapse destroys in recent domestic, continuous collapse for fear of building structure, reduce casualties and property loss, necessary in new building structural design, and in existing building Structural Behavior Evaluation, progressive collapse-resisting performance to building structure is assessed, and then takes suitable safeguard procedures, improves its progressive collapse-resisting performance.At present, the method that structure progressive collapse-resisting Performance Evaluation is conventional is for substituting Path of Force Transfer method.The advantage of this method is that the tactile of analytic process and continuous collapse only investigated the architectural characteristic after structure generation initial damage because of irrelevant, applied widely, can be used for the continuous collapse analysis that different reasons cause.Yet when adopt substituting Path of Force Transfer method structure being carried out to the linear static(al), linear power of continuous collapse and static nonlinear analysis, the result and the actual difference that draw are larger, and may draw unsafe result; Adopt non-linear dynamic method to carry out continuous collapse while analyzing, the result drawing is comparatively accurate, but when building structure build greatly, during complex forms, counting yield is low, cannot to building structure progressive collapse-resisting performance, assess fast.
Summary of the invention
The object of the invention is to overcome the shortcoming of prior art, a kind of method that can assess steel-frame structure progressive collapse-resisting performance is quickly and accurately provided, when building structure progressive collapse-resisting performance is not enough, can take in advance suitable safeguard procedures, improve its progressive collapse-resisting performance.
The steel-frame structure progressive collapse-resisting performance method for rapidly judging that the present invention is based on minor structure, it comprises the following steps:
(1) first determining that crucial post is integrally-built after losing efficacy allows the scope of collapsing, and step is: when corner post lost efficacy, and the smaller value of 10% and 1 standard width of a room in an old-style house area adjacent with exhaustion column of the total area≤floor total area that collapses; When side column lost efficacy, the smaller value of 15% and 2 standard width of a room in an old-style house areas adjacent with exhaustion column of the total area≤floor total area that collapses; When inner post lost efficacy, the smaller value of 30% and 4 standard width of a room in an old-style house areas adjacent with exhaustion column of the total area≤floor total area that collapses;
(2) choose minor structure bounds, step is: take exhaustion column as benchmark, comprise and allow directly over the standard width of a room in an old-style house number of the scope dictates of collapsing and exhaustion column that all beam columns in the adjacent standard width of a room in an old-style house are as minor structure, minor structure border is chosen to the beam column midpoint that minor structure is connected with remaining structure in one-piece construction;
(3) ask each beam column midpoint that minor structure is connected with remaining structure in one-piece construction along spring rate and the corresponding payload values of all directions, step is: the beam column midpoint (a) minor structure being connected with remaining structure in one-piece construction all retrains as node, retrains all degree of freedom of whole nodes; (b) a certain pillar in one-piece construction is assumed to exhaustion column and removes, the minor structure that border has been retrained is carried out static nonlinear analysis, show that all Nodes are along the constraint reaction of all directions, described constraint reaction is all Nodes is remaining structure in the one-piece construction acting force to minor structure along the payload values of all directions and described constraint reaction; (c) constraint of all nodes of minor structure boundary is all removed, discharge the degree of freedom of the whole nodes of boundary, remove all loads in one-piece construction simultaneously, in minor structure, each boundary node place oppositely applies the constraint reaction of trying to achieve, and tries to achieve each boundary node along the deformation values of all directions; (d) according to the constraint reaction on each boundary node and node along the relation between the displacement of all directions, obtain on each boundary node the spring rate along all directions;
(4) whether minor structure is collapsed and judged, determination methods is: (a) remove supposition exhaustion column, and minor structure is carried out to dynamic response analysis; (b) calculate the plastic hinge corner of minor structure center pillar and beam, if plastic hinge corner surpasses 0.21, think that these posts and beam lost efficacy; (c) according to the post losing efficacy and beam, determine standard width of a room in an old-style house sum and the area collapsing; Then with step (1) in definite structure allow the scope comparison of collapsing, when damage envelope surpasses, allow that the scope of collapsing thinks that one-piece construction generation continuous collapse destroys.
Advantage of the present invention:
Traditional analytical approach need to be set up complicated one-piece construction model and carry out progressive collapse-resisting performance evaluation, and institute of the present invention extracting method only need to be set up less sub-structure model, the sub-structure model simple computation time is short, can realize the quick and precisely assessment to building structure progressive collapse-resisting performance, when building structure progressive collapse-resisting performance is not enough, can take in advance suitable safeguard procedures, improve its progressive collapse-resisting performance.
Accompanying drawing explanation
Fig. 1 (a) allowed the scope vertical view that collapses when corner post lost efficacy in the steel-frame structure progressive collapse-resisting performance method for rapidly judging based on minor structure of the present invention;
Fig. 1 (b) is the elevation drawing of the structure shown in Fig. 1 (a);
Fig. 1 (c) allowed the scope vertical view that collapses when side column lost efficacy in the steel-frame structure progressive collapse-resisting performance method for rapidly judging based on minor structure of the present invention;
Fig. 1 (d) is the elevation drawing of the structure shown in Fig. 1 (c);
Fig. 1 (e) allowed the scope vertical view that collapses when inner post lost efficacy in the steel-frame structure progressive collapse-resisting performance method for rapidly judging based on minor structure of the present invention;
Fig. 1 (f) is the elevation drawing of the structure shown in Fig. 1 (e);
Fig. 1 (g) is that the minor structure adopting when corner post lost efficacy in the steel-frame structure progressive collapse-resisting performance method for rapidly judging based on minor structure of the present invention is chosen schematic diagram;
Fig. 1 (h) is that the minor structure adopting when inner post lost efficacy in the steel-frame structure progressive collapse-resisting performance method for rapidly judging based on minor structure of the present invention is chosen schematic diagram;
Fig. 2 is minor structure boundary condition schematic diagram;
Fig. 3 (a) is No. 62 node location schematic diagram in the inventive method embodiment 1 one-piece construction;
Fig. 3 (b) is No. 62 node location schematic diagram in the inventive method embodiment 1 minor structure;
Fig. 4 is No. 62 node vertical displacement dynamic response results in the inventive method embodiment 1;
Fig. 5 (a) is the inventive method embodiment 1 one-piece construction failure mode figure;
Fig. 5 (b) is the inventive method embodiment 1 minor structure failure mode figure.
Embodiment
The inventive method is that subsctructure method is combined with alternative Path of Force Transfer method, has set up steel-frame structure progressive collapse-resisting performance fast evaluation method.
The inventive method basic ideas are as follows: given first steel-frame structure allow the scope of collapsing, and set up accordingly the selection principle of minor structure; Then based on immobile interface modal synthesis method, the analogy method of minor structure boundary condition has been proposed; Finally provide steel-frame structure continuous collapse decision criteria, on the basis of minor structure progressive collapse-resisting performance evaluation, set up one-piece construction progressive collapse-resisting performance estimating method.
Steel-frame structure progressive collapse-resisting performance method for rapidly judging based on minor structure of the present invention, it comprises the following steps: (1) first determines the rear integrally-built scope of collapsing of allowing of crucial post inefficacy, step is: when corner post lost efficacy, and the smaller value of 10% and 1 standard width of a room in an old-style house area adjacent with exhaustion column of the total area≤floor total area that collapses; When side column lost efficacy, the smaller value of 15% and 2 standard width of a room in an old-style house areas adjacent with exhaustion column of the total area≤floor total area that collapses; When inner post lost efficacy, the smaller value of 30% and 4 standard width of a room in an old-style house areas adjacent with exhaustion column of the total area≤floor total area that collapses; If Fig. 1 (a) is to as shown in Fig. 1 (f), the scope of collapsing of allowing in this method has proposed structure with reference to multinational structure progressive collapse-resisting standard and standard allowed the scope of collapsing in same floor, structure different floor gaps allow the scope of collapsing consistent with the regulation in GSA2003 guide (floor below regulation failure member and must not occur caving in without direct-connected structure with this failure member); (2) if Fig. 1 (g) is to as shown in Fig. 1 (h), choose minor structure bounds, step is: take exhaustion column as benchmark, comprise and allow directly over the standard width of a room in an old-style house number of the scope dictates of collapsing and exhaustion column that all beam columns in the adjacent standard width of a room in an old-style house are as minor structure, minor structure border is chosen to the beam column midpoint that minor structure is connected with remaining structure in one-piece construction; (3) as shown in Fig. 2, Fig. 3 (a), Fig. 3 (b), ask minor structure boundary along the spring rate of all directions and corresponding payload values, step is: the beam column midpoint (a) minor structure being connected with remaining structure in one-piece construction all retrains as node, retrains all degree of freedom of whole nodes; (b) a certain pillar in one-piece construction is assumed to exhaustion column and removes, the minor structure that border has been retrained is carried out static nonlinear analysis, show that all Nodes are along the constraint reaction of all directions, described constraint reaction is all Nodes is remaining structure in the one-piece construction acting force to minor structure along the payload values of all directions and described constraint reaction; (c) constraint of all nodes of minor structure boundary is all removed, discharge the degree of freedom of the whole nodes of boundary, remove all loads in one-piece construction simultaneously, in minor structure, each boundary node place oppositely applies the constraint reaction of trying to achieve, and tries to achieve each boundary node along the deformation values of all directions; (d) according to the constraint reaction on each boundary node and node along the relation between the displacement of all directions, obtain on each boundary node the spring rate along all directions;
(4) whether minor structure is collapsed and judged, determination methods is: (a) remove supposition exhaustion column, and minor structure is carried out to dynamic response analysis; (b) calculate the plastic hinge corner of minor structure center pillar and beam, if plastic hinge corner surpasses 0.21, think that these posts and beam lost efficacy; (c) according to the post losing efficacy and beam, determine standard width of a room in an old-style house sum and the area collapsing; Then with step (1) in definite structure allow the scope comparison of collapsing, when damage envelope surpasses, allow that the scope of collapsing thinks that one-piece construction generation continuous collapse destroys.
In the present invention, structural collapse decision criteria is: that in failure member scope surpasses the present invention, stipulates allows while collapsing scope, thinks structure generation continuous collapse.The plasticity that component failure decision criteria is stipulated with reference to GSA2003 guide is compared with corner limit value 0.21.
In the present invention, structure progressive collapse-resisting performance estimating method is according to structural collapse decision criteria herein, and after pillar removes, the structure progressive collapse-resisting performance that continuous collapse occurs is weaker than the structure that continuous collapse does not occur.For the structure that continuous collapse does not occur, after pillar removes, directly over exhaustion column node vertical displacement less, illustrate that this structure is more not easy to occur continuous collapse and destroys, structure progressive collapse-resisting performance is stronger.
Embodiment 1
Below by an embodiment, the superiority that in the present invention, the steel-frame structure progressive collapse-resisting performance fast evaluation method based on minor structure is compared with existing method is described.
Adopt respectively method of the present invention and traditional alternative Path of Force Transfer method to carry out progressive collapse-resisting performance evaluation to 2 steel frame frameworks.First designed 23 * 5 across, 5 layers of steel-frame structure A and structure B, frame column laterally and longitudinal pitch be 5m.First floor floor height is 5.5m, the 2nd high be layer by layer 4.0m, the 3rd, 4 high be layer by layer 3.5m, the 5th high be layer by layer 5.0m.Structure A, B beam column size are listed in table 1.
The beam cross-section size of table 1 structure A, B
Step 1: first determine that crucial post is integrally-built after losing efficacy and allow the scope of collapsing, step is: when corner post lost efficacy, the smaller value of 10% and 1 standard width of a room in an old-style house area adjacent with exhaustion column of the total area≤floor total area that collapses; When side column lost efficacy, the smaller value of 15% and 2 standard width of a room in an old-style house areas adjacent with exhaustion column of the total area≤floor total area that collapses; When inner post lost efficacy, the smaller value of 30% and 4 standard width of a room in an old-style house areas adjacent with exhaustion column of the total area≤floor total area that collapses;
Step 2: adopt ANSYSA finite element analysis software to set up and simplify one-piece construction model, the minor structure boundary condition imitation method proposing according to the present invention is tried to achieve the payload values of spring rate and minor structure boundary according to following steps.
Choose minor structure bounds, step is: take exhaustion column as benchmark, comprise and allow directly over the standard width of a room in an old-style house number of the scope dictates of collapsing and exhaustion column that all beam columns in the adjacent standard width of a room in an old-style house are as minor structure, minor structure border is chosen to the beam column midpoint that minor structure is connected with remaining structure in one-piece construction;
Ask minor structure boundary along the spring rate of all directions and corresponding payload values, step is: the beam column midpoint (a) minor structure being connected with remaining structure in one-piece construction all retrains as node, retrains all degree of freedom of whole nodes; (b) a certain pillar in one-piece construction is assumed to exhaustion column and removes, the minor structure that border has been retrained is carried out static nonlinear analysis, show that all Nodes are along the constraint reaction of all directions, described constraint reaction is all Nodes is remaining structure in the one-piece construction acting force to minor structure along the payload values of all directions and described constraint reaction; (c) constraint of all nodes of minor structure boundary is all removed, discharge the degree of freedom of the whole nodes of boundary, remove all loads in one-piece construction simultaneously, in minor structure, each boundary node place oppositely applies the constraint reaction of trying to achieve, and tries to achieve each boundary node along the deformation values of all directions; (d) according to the constraint reaction on each boundary node and node along the relation between the displacement of all directions, obtain on each boundary node the spring rate along all directions;
Step 3: adopt LS-DYNA finite element analysis software to set up one-piece construction model and sub-structure model.Material behavior value is as shown in table 2.
Table 2 material behavior
In table 2, σ
0for material yield intensity; E is elasticity modulus of materials; E
tfor material reinforcement modulus; PR is material Poisson ratio; C, P are the parameter in Cowper Symonds rate of strain model; FS is material failure strain.
Whether minor structure is collapsed and judged, determination methods is: (a) remove supposition exhaustion column, and minor structure is carried out to dynamic response analysis; After exhaustion column removes, the node directly over the maximum exhaustion column often that is affected in remaining structure.As shown in Fig. 3 (a) and Fig. 3 (b), this example choose exhaustion column directly over No. 62 nodes as reference mark, as shown in Figure 4, the dynamic response result of contrast sub-structure model and block mold this point after removing post.(b) calculate the beam plastic hinge corner of minor structure center pillar and beam, if plastic hinge corner surpasses 0.21, think that these posts and beam lost efficacy; (c) according to the post losing efficacy and beam, determine standard width of a room in an old-style house sum and the area collapsing; Then with step (1) in definite structure allow the scope comparison of collapsing, when damage envelope surpasses, allow that the scope of collapsing thinks that one-piece construction generation continuous collapse destroys.
Dynamic response result according to this node in this example can draw following result: for structure A, the plastic hinge corner of block mold and sub-structure model central sill does not all surpass 0.21 limit value, can think that continuous collapse does not occur structure A; In structure B, the plastic hinge corner of beam all, over 0.21 limit value, lost efficacy, and structural failure scope, more than two-layer, surpassed and allowed the scope of collapsing, and therefore can think that continuous collapse destruction has occurred structure B.Sub-structure model and block mold are basic identical to the result of calculation of beam plastic hinge corner.
In structure B, block mold and sub-structure model failure mode are as shown in Fig. 5 (a) and Fig. 5 (b).As can be seen here, while adopting the methods analyst structure A of the present invention's proposition and the progressive collapse-resisting performance of structure B, sub-structure model and block mold come to the same thing to structure progressive collapse-resisting Performance Evaluation, illustrate that minor structure scope is chosen and boundary condition imitation method is truly feasible, can to one-piece construction progressive collapse-resisting performance, assess by minor structure progressive collapse-resisting performance.
Existing alternative Path of Force Transfer method need be used LS-DYNA finite element software to set up complicated block mold to carry out continuous collapse analysis, and adopt the inventive method only need set up simplified model, carry out static analysis and draw spring rate, and set up sub-structure model and carry out continuous collapse analysis.Minor structure is the part in one-piece construction, and when complicated integral structure, minor structure size is but substantially constant, and the inventive method will significantly reduce modeling workload.Meanwhile, minor structure element number is far fewer than one-piece construction, so also must be less than one-piece construction its computing time.In this example, minor structure and one-piece construction model unit number and identical calculations instrument are as shown in table 3 below required computing time.
Block mold and sub-structure model unit number and computing time in table 3 the inventive method
Through using: under the prerequisite that can guarantee in computational accuracy, the inventive method modeling difficulty is low, and computing time is short, can really realize the rapid evaluation to structure progressive collapse-resisting performance.
Claims (1)
1. the steel-frame structure progressive collapse-resisting performance method for rapidly judging based on minor structure, is characterized in that it comprises the following steps:
(1) first determining that crucial post is integrally-built after losing efficacy allows the scope of collapsing, and step is: when corner post lost efficacy, and the smaller value of 10% and 1 standard width of a room in an old-style house area adjacent with exhaustion column of the total area≤floor total area that collapses; When side column lost efficacy, the smaller value of 15% and 2 standard width of a room in an old-style house areas adjacent with exhaustion column of the total area≤floor total area that collapses; When inner post lost efficacy, the smaller value of 30% and 4 standard width of a room in an old-style house areas adjacent with exhaustion column of the total area≤floor total area that collapses;
(2) choose minor structure bounds, step is: take exhaustion column as benchmark, comprise and allow directly over the standard width of a room in an old-style house number of the scope dictates of collapsing and exhaustion column that all beam columns in the adjacent standard width of a room in an old-style house are as minor structure, minor structure border is chosen to the beam column midpoint that minor structure is connected with remaining structure in one-piece construction;
(3) ask each beam column midpoint that minor structure is connected with remaining structure in one-piece construction along spring rate and the corresponding payload values of all directions, step is: the beam column midpoint (a) minor structure being connected with remaining structure in one-piece construction all retrains as node, retrains all degree of freedom of whole nodes; (b) a certain pillar in one-piece construction is assumed to exhaustion column and removes, the minor structure that border has been retrained is carried out static nonlinear analysis, show that all Nodes are along the constraint reaction of all directions, described constraint reaction is all Nodes is remaining structure in the one-piece construction acting force to minor structure along the payload values of all directions and described constraint reaction; (c) constraint of all nodes of minor structure boundary is all removed, discharge the degree of freedom of the whole nodes of boundary, remove all loads in one-piece construction simultaneously, in minor structure, each boundary node place oppositely applies the constraint reaction of trying to achieve, and tries to achieve each boundary node along the deformation values of all directions; (d) according to the constraint reaction on each boundary node and node along the relation between the displacement of all directions, obtain on each boundary node the spring rate along all directions;
(4) whether minor structure is collapsed and judged, determination methods is: (a) remove supposition exhaustion column, and minor structure is carried out to dynamic response analysis; (b) calculate the plastic hinge corner of minor structure center pillar and beam, if plastic hinge corner surpasses 0.21, think that these posts and beam lost efficacy; (c) according to the post losing efficacy and beam, determine standard width of a room in an old-style house sum and the area collapsing; Then with step (1) in definite structure allow the scope comparison of collapsing, when damage envelope surpasses, allow that the scope of collapsing thinks that one-piece construction generation continuous collapse destroys.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310438893.3A CN103530443A (en) | 2013-09-23 | 2013-09-23 | Method for rapidly judging continuous collapse resistance of steel-frame structure based on substructures |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310438893.3A CN103530443A (en) | 2013-09-23 | 2013-09-23 | Method for rapidly judging continuous collapse resistance of steel-frame structure based on substructures |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103530443A true CN103530443A (en) | 2014-01-22 |
Family
ID=49932450
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310438893.3A Pending CN103530443A (en) | 2013-09-23 | 2013-09-23 | Method for rapidly judging continuous collapse resistance of steel-frame structure based on substructures |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103530443A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106284642A (en) * | 2016-09-13 | 2017-01-04 | 同济大学 | Use the Optimization Design of granule damping lift structure collapse resistant capacity |
| CN108280280A (en) * | 2018-01-09 | 2018-07-13 | 河南城建学院 | A kind of progressive collapse-resisting performance method for rapidly judging |
| CN109142047A (en) * | 2018-07-05 | 2019-01-04 | 华侨大学 | A kind of test method of the anti-fall performance of collapsing of fire underbeam-sub-structure |
| CN109629613A (en) * | 2019-01-05 | 2019-04-16 | 天津大学 | A kind of shake table sub-structural test method that soil non-linearity influences |
| WO2023093874A1 (en) * | 2022-07-27 | 2023-06-01 | 深圳市城市公共安全技术研究院有限公司 | Building collapse risk assessment method and apparatus, computer device, and storage medium |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101736817A (en) * | 2009-12-30 | 2010-06-16 | 北京工业大学 | Reinforcing joint for resisting continuous collapse of beam column of steel structure and manufacturing method thereof |
| KR101220446B1 (en) * | 2012-08-29 | 2013-01-10 | 임정택 | Joint of steel structure and korean style building thereby |
-
2013
- 2013-09-23 CN CN201310438893.3A patent/CN103530443A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101736817A (en) * | 2009-12-30 | 2010-06-16 | 北京工业大学 | Reinforcing joint for resisting continuous collapse of beam column of steel structure and manufacturing method thereof |
| KR101220446B1 (en) * | 2012-08-29 | 2013-01-10 | 임정택 | Joint of steel structure and korean style building thereby |
Non-Patent Citations (1)
| Title |
|---|
| SHI YANCHAO ETAL.: "Rapid assessment of progressive collapse under blast loading", 《15TH INTERNATIONAL SYMPOSIUM ON INTERACTION OF THE EFFECTS OF MUNITIONS WITH STRUCTURES》 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106284642A (en) * | 2016-09-13 | 2017-01-04 | 同济大学 | Use the Optimization Design of granule damping lift structure collapse resistant capacity |
| CN108280280A (en) * | 2018-01-09 | 2018-07-13 | 河南城建学院 | A kind of progressive collapse-resisting performance method for rapidly judging |
| CN109142047A (en) * | 2018-07-05 | 2019-01-04 | 华侨大学 | A kind of test method of the anti-fall performance of collapsing of fire underbeam-sub-structure |
| CN109142047B (en) * | 2018-07-05 | 2024-02-27 | 华侨大学 | Device and method for testing collapse resistance of fire lower beam-slab structure |
| CN109629613A (en) * | 2019-01-05 | 2019-04-16 | 天津大学 | A kind of shake table sub-structural test method that soil non-linearity influences |
| WO2023093874A1 (en) * | 2022-07-27 | 2023-06-01 | 深圳市城市公共安全技术研究院有限公司 | Building collapse risk assessment method and apparatus, computer device, and storage medium |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Polese et al. | Damage‐dependent vulnerability curves for existing buildings | |
| CN103530443A (en) | Method for rapidly judging continuous collapse resistance of steel-frame structure based on substructures | |
| Belejo et al. | Improved modal pushover analysis in seismic assessment of asymmetric plan buildings under the influence of one and two horizontal components of ground motions | |
| Kucukler et al. | Design of laterally restrained web-tapered steel structures through a stiffness reduction method | |
| Moradi et al. | Parameterized fragility functions for controlled rocking steel braced frames | |
| Akbari et al. | Seismic fragility assessment of steel X-braced and chevron-braced RC frames | |
| Akbas et al. | Comparative study of special and ordinary braced frames | |
| Karimiyan et al. | Seismic progressive collapse assessment of 3-story RC moment resisting buildings with different levels of eccentricity in plan | |
| Porcu | Code inadequacies discouraging the earthquake-based seismic analysis of buildings | |
| Priya et al. | Non-linear pushover analysis of flat slab building by using SAP2000 | |
| Boroujeni | Evaluation of various methods of FEMA 356 compare to FEMA 440 | |
| Wu et al. | Behavior of steel moment frames with deep column sections under seismic loading | |
| Konapure et al. | Effect of p-delta action on multi-story buildings | |
| Panjwani et al. | Study of reinforced concrete beam-column joint | |
| Hakim et al. | Application of pushover analysis for evaluating seismic performance of RC building | |
| Sakharov | Dynamic model reduction in the nonlinear interaction simulation of the neighboring high-rise buildings on the soil base | |
| Sonwane et al. | Seismic performance based design of reinforced concrete buildings using nonlinear pushover analysis | |
| Jin et al. | Study on deformation performances of steel braced frame structures with random imperfections | |
| Chuang et al. | Development of PISA4SB for applications in the Taiwan school building seismic retrofit program | |
| Chang et al. | Developing Seismic Fragility Curves Using ANN Based Probabilistic Seismic Demand Models Derived from Structural Design Parameters | |
| Mosquera et al. | A sequential algorithm for minimum weight design of 2-D steel portal frames using Eurocode 3 | |
| Pathak et al. | Energy formulation for seismic collapse assessment of RCC structures: improvements in performance design | |
| Alani et al. | Nonlinear finite element study on the circular concrete filled steel tubular columns | |
| Sharma et al. | Seismic Risk Assessment of Vertically Irregular Buildings | |
| Hu et al. | Seismic Behavior of 3-Story Steel Frame Structures Subjected to Ground Motions |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20140122 |
|
| WD01 | Invention patent application deemed withdrawn after publication |