CN109881807B - Rigid-flexible combined multi-defense line control method and control structure for adjacent frame structure collapse collision - Google Patents
Rigid-flexible combined multi-defense line control method and control structure for adjacent frame structure collapse collision Download PDFInfo
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- CN109881807B CN109881807B CN201910190488.1A CN201910190488A CN109881807B CN 109881807 B CN109881807 B CN 109881807B CN 201910190488 A CN201910190488 A CN 201910190488A CN 109881807 B CN109881807 B CN 109881807B
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Abstract
The invention discloses a rigid-flexible combined multi-defense line control method and a control structure for collapse and collision of adjacent frame structures, wherein the control method comprises the following steps: arranging embedded parts at beam-column nodes of the frame structure, and vertically arranging steel cables only capable of bearing the force of the axis in two adjacent frames of the adjacent building frame structures; connecting the steel cable with the embedded part; horizontal mild steel dampers and viscous dampers are alternately arranged in the height direction between adjacent frame structures. The multi-defense-line control structure obtained by the method is easy to obtain materials, simple and convenient to construct, capable of realizing the advantage complementation of components, replaceable and beneficial to engineering application, and can consume a part of energy of external force loads such as earthquake and the like by combining the vertical flexible steel cable and the horizontal rigid damper which are arranged between the adjacent frame structures, directly reduce the dynamic response of the structure, reduce the probability of collapse of the adjacent building structures under the action of the earthquake and improve the disaster prevention and reduction capability of the urban building.
Description
Technical Field
The invention belongs to the technical field of building frame structure control, and particularly relates to a rigid-flexible combined multi-defense line control method and a control structure for collapse and collision of adjacent frame structures.
Background
Due to the shortage of land resources in cities and towns and the requirement of building a conservation-oriented society, the distance between adjacent buildings is smaller, if an earthquake occurs, the buildings bear certain external load, once one of the adjacent buildings collapses and is damaged due to the failure of a column, the adjacent buildings are likely to be impacted, the dynamic response of the adjacent buildings is obviously amplified at the impact moment, the external damage probability of the adjacent buildings such as the earthquake is increased, the earthquake damage indicates that after the adjacent buildings collide, the components at the collision positions are easily damaged locally, the overall response of the structure is amplified by many times, and the adjacent buildings collapse after collision is easily caused. In order to reduce the collision and collapse disasters of adjacent buildings caused by earthquakes and the like and improve the disaster prevention and reduction capability of cities and towns, the method has important practical significance for the collision and collapse control of the adjacent buildings. Although some studies on the collision problem of adjacent buildings are currently conducted, the following problems still remain:
(1) the collision problem of adjacent buildings does not consider collapse;
(2) collapse will have a very adverse effect on the dynamic response of neighboring buildings, but there is a lack of research on collapse control of neighboring buildings.
(3) There is a lack of multi-wire measures in the collapse collision control of adjacent buildings.
Disclosure of Invention
Aiming at the defects in the prior art pointed out in the background art, the invention provides a rigid-flexible combined multi-defense line control method and a control structure for the collapse and collision of adjacent frame structures.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
a rigid-flexible combined multi-defense line control method for collapse and collision of adjacent frame structures comprises the following steps:
(1) arranging embedded parts at beam-column joints of the frame structure;
(2) vertically arranging a steel cable which can only bear the force of an axle center in two adjacent frames of the adjacent building frame structure, wherein the allowable tension and the cross section size of the steel cable are calculated by the following formula, and further determining the diameter of the steel cable:
in the formula: t is the allowable tension of the steel cable; sμBreaking tension of steel cable, η safety factor of steel cable, and K is a specific valueThe minimum breaking tension coefficient of the structural steel cable, referred to as the minimum breaking tension coefficient for short, is equal to 0.356; d is the nominal diameter of the steel cable, and the unit is mm; f. ofμ1670MPa is taken as the nominal tensile strength of the steel cable.
(3) Connecting the steel cable with the embedded part;
(4) because the relative displacement of the adjacent frame structures is small in the early stage of the earthquake action, along with the influence of factors such as the increase of the earthquake intensity, the relative displacement is large in the subsequent stage of the earthquake action, in order to fully utilize the performance of different dampers, horizontal mild steel dampers and viscous dampers are alternately arranged between the adjacent frame structures along the height direction, and the arrangement of the dampers can reduce the collision probability of the adjacent frame structures under the earthquake action while playing the purpose of consuming the earthquake action.
Preferably, the embedded part is made of steel connecting pieces with holes, and the steel cable is connected with the embedded part through bolts.
Preferably, the steel cord is fastened to the embedment to eliminate the adverse effect of slack in the steel cord on collapse.
Preferably, in order to realize the replaceability of the post-earthquake damper, a steel member is embedded at the connecting position of the damper arranged between the adjacent frame structures, and the damper and the adjacent frame structures are connected by bolts.
The control structure of the rigid-flexible combined multi-defense line control method for realizing collapse and collision of the adjacent frame structures comprises embedded parts arranged at beam-column nodes of the frame structures, steel cables which are vertically arranged in two adjacent building frame structures and can only bear the force of an axis, and dampers arranged between the adjacent frame structures, wherein the steel cables are connected with the embedded parts, each damper comprises a horizontal soft steel damper and a viscous damper, and the horizontal soft steel dampers and the viscous dampers are alternately arranged in the height direction. After the pillar is damaged, the adjacent steel cable can play a role in force redistribution, the frame structure is prevented from instantly collapsing and being damaged due to the failure of the pillar, and the arrangement of the damper plays a role in consuming earthquake and can reduce the collision probability of the adjacent frame structure under the earthquake action.
Compared with the defects and shortcomings of the prior art, the invention has the following beneficial effects:
according to the invention, the steel cables are respectively vertically distributed on two adjacent frames of the adjacent building frame structures, so that the force redistribution is realized after certain pillars are damaged under the action of an earthquake, and the collapse probability of the frame structures is greatly reduced; on the other hand, horizontal mild steel dampers and viscous dampers are alternately arranged between the adjacent frame structures along the height direction, so that the supporting function is achieved, the danger of collision when one building structure in the adjacent structures falls to the other building structure after being damaged is controlled, a part of earthquake energy can be consumed, and the dynamic response of the structures is directly reduced. The anti-collapse and anti-collision multi-defense-line control structure adopting the vertical flexible steel cable-horizontal rigid damper is easy to obtain materials, has complementary advantages of components, is simple and convenient to construct, has replaceability, is beneficial to engineering application, is beneficial to reducing the damage probability of adjacent building structures under the action of an earthquake, further improves the disaster prevention and reduction capability of urban house buildings, and reduces the threat of the earthquake disaster to the life safety of people.
Drawings
Fig. 1 is a schematic diagram of a rigid-flexible combined multi-wire control structure for a collapse collision of adjacent frame structures according to an embodiment of the present invention.
In the figure: 1-framework structure i; 2-frame structure ii; 3-a steel cord; 4-horizontal mild steel damper; 5-viscous damper.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Referring to fig. 1, a rigid-flexible combined multi-defense line control method for adjacent frame structure collapse collision includes the following steps:
(1) and arranging embedded parts at beam-column joints of the frame structure, wherein the embedded parts are steel connecting pieces with holes.
(2) In order to enable the collapse-resisting measure to have small influence on the lateral rigidity resistance of the frame structure, the steel cables 3 which can only bear the force of the axle center are vertically distributed in two adjacent frames of the adjacent building frame structure I1 and the frame structure II 2, and after the columns are damaged, the adjacent steel cables 3 can play a role in redistributing the force, so that the frame structure is prevented from collapsing and being damaged immediately due to the failure of the columns.
In order to ensure that the load-bearing capacity of the steel cord 3 is satisfactory, the allowable tension and the cross-sectional dimension of the steel cord 3 are calculated by the following formula, and the diameter of the steel cord 3 is determined:
in the formula: t is the allowable tension of the steel cable; sμThe breaking tension of the steel cable, η the safety factor of the steel cable, K the minimum breaking tension coefficient of the steel cable with a specified structure, the minimum breaking tension coefficient for short, the value of which is equal to 0.356, D the nominal diameter of the steel cable, the unit is mm, fμ1670MPa is taken as the nominal tensile strength of the steel cable.
(3) The steel cable 3 is connected with the embedded part, the steel cable 3 is connected with the embedded part through bolts, and fastening treatment is carried out in the connection process of the steel cable 3, so that the adverse effect of looseness and collapse resistance of the steel cable 3 is eliminated.
(4) Because the relative displacement of the adjacent frame structures is small in the early stage of the earthquake action, along with the influence of factors such as the increase of the earthquake intensity, the relative displacement is large in the subsequent stage of the earthquake action, in order to fully utilize the performance of different dampers, horizontal mild steel dampers 4 and viscous dampers 5 are alternately arranged between the adjacent frame structures I1 and II 2 along the height direction, and the arrangement of the dampers plays the purpose of consuming the earthquake action and can reduce the collision probability of the adjacent frame structures under the earthquake action.
In order to realize the replaceability of the damper after the earthquake, steel members are embedded at the connecting position of the damper arranged between the adjacent frame structure I1 and the frame structure II 2, and the damper and the adjacent frame structure are connected by bolts.
A control structure of the rigid-flexible combined multi-defense line control method for realizing collapse and collision of adjacent frame structures is shown in figure 1, and comprises embedded parts arranged at beam-column nodes of the frame structures, steel cables 3 which are vertically arranged in two adjacent frames of a frame structure I1 and a frame structure II 2 and only can bear the force of an axis, and dampers arranged between the adjacent frame structures I1 and the frame structures II 2, wherein the steel cables 3 are connected with the embedded parts, the dampers comprise horizontal soft steel dampers 4 and viscous dampers 5, and the horizontal soft steel dampers 4 and the viscous dampers 5 are alternately arranged in the height direction.
In the multi-defense line control structure, after the column is damaged, the adjacent steel cable 3 can play a role in redistributing force, so that the frame structure is prevented from collapsing and being damaged immediately due to the failure of the column, and the arrangement of the damper plays a role in consuming earthquake and can reduce the collision probability of the adjacent frame structures under the earthquake action.
The technical principle of the invention is as follows: at the moment of the weak column in the frame structure being damaged under the action of earthquake, force redistribution can be carried out due to the existence of the steel cable, the sudden change adverse effect of the force is reduced, and a part of the force borne by the original column can be borne, so that the occurrence probability of frame structure collapse can be reduced or the collapse can be directly avoided. In addition, horizontal dampers arranged between adjacent frame structures can play a supporting role on one hand, so that direct contact collision of the adjacent frame structures is avoided, and on the other hand, the dampers can consume a part of seismic energy, so that the dynamic response of the structure is further reduced, and the seismic disaster is relieved.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (5)
1. A rigid-flexible combined multi-defense line control method for collapse and collision of adjacent frame structures comprises the following steps:
(1) arranging embedded parts at beam-column joints of the frame structure;
(2) in order to ensure that the bearing capacity of the steel cable can meet the requirement, the allowable tension and the cross section size of the steel cable are calculated by the following formula, and then the diameter of the steel cable is determined:
in the formula: t is the allowable tension of the steel cable; sμThe breaking tension of the steel cable, η the safety factor of the steel cable, K the minimum breaking tension coefficient of the steel cable with a specified structure, the minimum breaking tension coefficient for short, the value of which is equal to 0.356, D the nominal diameter of the steel cable, the unit is mm, fμTaking 1670MPa as the nominal tensile strength of the steel cable;
(3) connecting the steel cable with the embedded part;
(4) horizontal mild steel dampers and viscous dampers are alternately arranged between adjacent frame structures along the height direction, and the arrangement of the dampers achieves the purpose of consuming earthquake action and can reduce the collision probability of the adjacent frame structures under the earthquake action.
2. The method for rigid-flexible multi-wire control of adjacent frame structure collapse collisions according to claim 1, wherein the embedment is perforated steel connectors and the wire ropes are bolted to the embedment.
3. The method for rigid-flexible joint multi-wire control of adjacent frame structure collapse collisions according to claim 1, wherein the wire rope is fastened to the embedment when it is connected thereto.
4. The rigid-flexible combined multi-defense line control method for the collapse collision of the adjacent frame structures as claimed in claim 1, characterized in that steel members are embedded at the connecting positions of the dampers arranged between the adjacent frame structures, and the dampers and the adjacent frame structures are connected by bolts.
5. The rigid-flexible combined multi-defense line control structure for collapse and collision of adjacent frame structures is characterized by comprising embedded parts arranged at beam-column nodes of the frame structures, steel cables which are arranged in two adjacent building frame structures and close to the two frames and can only bear force along the axis in the vertical direction, and dampers arranged between the adjacent frame structures, wherein the steel cables are connected with the embedded parts, each damper comprises a horizontal soft steel damper and a viscous damper, and the horizontal soft steel dampers and the viscous dampers are alternately arranged in the height direction.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910190488.1A CN109881807B (en) | 2019-03-13 | 2019-03-13 | Rigid-flexible combined multi-defense line control method and control structure for adjacent frame structure collapse collision |
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| CN201910190488.1A CN109881807B (en) | 2019-03-13 | 2019-03-13 | Rigid-flexible combined multi-defense line control method and control structure for adjacent frame structure collapse collision |
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| CN109881807A CN109881807A (en) | 2019-06-14 |
| CN109881807B true CN109881807B (en) | 2020-07-31 |
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| CN106284642B (en) * | 2016-09-13 | 2018-05-08 | 同济大学 | With the optimum design method of particle damping lift structure collapse resistant capacity |
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Inventor after: Jing Wei Inventor after: Wang Jingxuan Inventor after: Xing Shangshang Inventor after: Li Xiaoshuang Inventor after: Liu Gongning Inventor after: Bu Yu Yue Inventor after: Huang Xiaoning Inventor before: Jing Wei Inventor before: Wang Jingxuan Inventor before: Xing Shangshang Inventor before: Li Xiaoshuang Inventor before: Liu Gongning Inventor before: Bu Yu Yue |
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Granted publication date: 20200731 Termination date: 20210313 |