CN112627377A - Vibration and shock double-control structure for timber structure ancient building along subway line and design method - Google Patents
Vibration and shock double-control structure for timber structure ancient building along subway line and design method Download PDFInfo
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- CN112627377A CN112627377A CN202011491500.1A CN202011491500A CN112627377A CN 112627377 A CN112627377 A CN 112627377A CN 202011491500 A CN202011491500 A CN 202011491500A CN 112627377 A CN112627377 A CN 112627377A
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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
- 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
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
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- 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
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Abstract
The invention provides a vibration and shock double-control structure of an ancient building with a wood structure along a subway line and a design method thereof. The control structure comprises a vibration isolation layer between the bottom of an ancient wooden structure building and a platform foundation and a damper arranged above a purlin and connected with a column, wherein the vibration isolation layer comprises a underpinning chassis (5) positioned at the bottom of the building, a vibration isolation support (4) and a vibration isolation support chassis (6) positioned above the platform foundation and used for supporting the vibration isolation support; meanwhile, based on numerical analysis, the invention provides a set of complete and feasible design method for optimally configuring the vibration isolation support and the damper. The double-control structure and the design method can effectively reduce the influence of subway vibration and meet the requirement of earthquake-resistant protection of wooden structure historic buildings.
Description
Technical Field
The invention belongs to the technical field of engineering vibration reduction and earthquake resistance, and particularly relates to a control structure and a design method for simultaneously improving the vibration reduction and earthquake resistance of a wooden structure ancient building.
Background
The wooden structure ancient architecture has important historical, cultural and other values, and although the wooden structure ancient architecture is found to have excellent earthquake-resistant performance through research, the architecture still has different degrees of damage in recent earth earthquakes. Meanwhile, with the acceleration of the urbanization process, the construction of public transportation such as urban subways is gradually increased, and compared with the probability of strong vibration such as earthquake, the wood structure ancient buildings at the periphery of the urban transportation network are influenced by the vibration of the subways more frequently, the occurrence time is longer, and the structural safety and the normal use of the wood structure ancient buildings are seriously influenced. At present, most ancient buildings are only reinforced in an earthquake-resistant mode, the traditional reinforcing and transformation measures are adopted, the structural integrity is enhanced, the earthquake resistance of the structure is improved, the structural rigidity is inevitably increased, the dynamic response of the structure is increased, the influence of subway vibration on the buildings cannot be reduced, and meanwhile the appearance shape and the interior decoration of the buildings can be influenced inevitably.
Therefore, in order to protect the wooden ancient architecture and make it revive, it is necessary to provide a new technical measure to simultaneously solve the problems of reducing the vibration of the subway and strengthening the earthquake.
Disclosure of Invention
In order to make up for the technical defects, the invention provides a vibration and shock double-control structure and a design method for a wood structure ancient building along a subway line, which are used for reducing the adverse effects of subway operation and unexpected earthquakes on the wood structure ancient building.
According to one aspect of the invention, a vibration and earthquake double-control structure for an ancient building with a wood structure along a subway is provided, which comprises: the vibration isolation device comprises a damper (3), a vibration isolation support (4), a underpinning chassis (5) and a vibration isolation support chassis (6);
the vibration isolation support (4) is positioned between the underpinning chassis (5) and the vibration isolation support chassis (6), and the underpinning chassis, the underpinning chassis and the vibration isolation support chassis form a vibration isolation layer together to support an upper structure comprising the wooden ancient building;
the damper (3) is positioned at the upper part of a wood purlin (7) of the wood structure ancient building (1) and is arranged between the wood purlin (7) and a wood column (8) of the wood structure ancient building (1).
Preferably, the vibration isolation support (4) is a lead rubber support.
Preferably, the underpinning chassis (5) is a rigid chassis consisting of underpinning beams and transverse and longitudinal secondary beams, the underpinning beams are arranged along the wall body between the bearing columns, and the transverse and longitudinal secondary beams are arranged between the underpinning beams.
Preferably, the center of stiffness of the vibration isolation layer coincides with the center of mass of the superstructure.
Preferably, the damper is a viscous damper.
According to another aspect of the invention, a design method of a vibration and earthquake double-control structure of an ancient building with a wood structure along a subway is provided, which comprises the following steps:
(a) establishing a finite element numerical model of the whole structure on the assumption of a preliminary arrangement scheme of the vibration isolation supports;
(b) applying static load, carrying out static analysis on the whole structure, calculating the support reaction force of each fulcrum at the vibration isolation support, and primarily selecting the effective section area of the vibration isolation support;
(c) adjusting the rigidity of the vibration isolation support, carrying out modal analysis on the whole structure, and calculating the fundamental frequency of each order of vibration mode and the vibration mode mass participation coefficient of the whole structure;
(d) applying a vibration load, verifying whether the structural vibration response meets a vibration tolerance value, if not, changing the arrangement scheme of the vibration isolation supports, repeating the steps (a) to (d), and if so, performing the step (e);
(e) and (4) carrying out rare earthquake checking calculation, checking whether the deformation of each layer of the structure meets an allowable value, if not, adding a viscous damper, repeating the steps (a) to (e), and carrying out vibration control checking calculation and earthquake response checking calculation again until the whole structure meets the comprehensive requirements of vibration reduction and earthquake resistance.
Preferably, the whole structure of step (a) comprises a wood structure ancient building and a vibration isolation layer, and the modeling adopts finite element structure analysis software ANSYS.
Preferably, the static load of the step (b) comprises model dead weight load, roof dead weight load, live load of floor and roof, and the effective cross-sectional area of the vibration isolation support is determined according to the maximum vertical stress allowable value of the vibration isolation support.
Preferably, the natural frequency of the whole structure calculated in the step (c) is to avoid the main frequency of the subway ground vibration, and the participation coefficient of the whole vibration mode mass is maximized.
Preferably, the vibration load applied in the step (d) is obtained by adopting a structure field actual measurement numerical value or calculating by adopting a subway train-track-tunnel-soil layer vibration analysis model.
Preferably, the seismic waves in the step (e) are selected according to the defense intensity of the ancient building location, the field category and the design seismic grouping, the strong seismic records are not less than two groups, and the artificial simulation seismic waves are not less than one group.
Preferably, the allowable deformation value in step (e) includes an interlayer displacement angle limit, a vibration isolation support lateral deformation limit and a vibration isolation support tensile stress limit.
Preferably, the viscous damper of step (e) is arranged in principle as follows: the viscous damper is preferably arranged at the joint where the lateral deformation between the structural layers is the largest, and the viscous damper is arranged in the transverse direction and the longitudinal direction in a bidirectional mode so as to improve the torsion resistance of the whole structure under the action of an earthquake.
Preferably, the design method further comprises optimizing the selection of the vibration isolation mount and the viscous damper according to the parameters determined in the steps (a) to (e).
The invention adopts the scheme of arranging the vibration isolation layer on the basis of the wooden structure ancient building to carry out integral vibration isolation on the building, arranges the viscous damper between the wooden column and the wooden column, enhances the damping characteristic, forms the vibration isolation layer, comprehensively considers the vibration action and the requirements of earthquake-proof reinforcement, realizes the requirements of double vibration control and double vibration control of the wooden structure ancient building along the subway, establishes a set of complete and feasible quantitative analysis vibration-proof double control technology, can simultaneously meet the requirements of subway vibration control operation and earthquake-proof reinforcement, and has the following advantages:
1. the vibration isolation layer has small horizontal rigidity, is used for a wood structure with weak upper structure rigidity, and has good vibration isolation effect;
2. the viscous damper increases structural damping, dissipates more seismic energy by means of inelastic deformation of damping material materials, and improves the seismic performance on the premise of not changing the dynamic characteristics of the original structure.
3. The product production process and the engineering application thereof are mature, the performance is stable, and the replacement and the maintenance are convenient;
4. the appearance and the interior decoration of the original building are not basically changed.
Drawings
Some specific embodiments of the invention will be described in detail hereinafter, by way of illustration and not limitation, with reference to the accompanying drawings. The same reference numbers in the drawings identify the same or similar elements or components. Those skilled in the art will appreciate that the drawings are not necessarily drawn to scale. The objects and features of the present invention will become more apparent in view of the following description taken in conjunction with the accompanying drawings, in which:
FIG. 1 is a schematic structural diagram of a vibration and earthquake double-control structure of a wood structure historic building according to an embodiment of the invention;
fig. 2 is a flow chart of a design method for vibration damping and earthquake resistance of the double-control structure according to the embodiment of the invention.
Description of reference numerals:
1, wooden ancient architecture; 2, high platform base; 3, a damper;
4 lead core rubber support; 5 underpinning the chassis; 6 vibration isolation support base plate;
7, wood purlin; 8, wood columns;
Detailed Description
The following detailed description of the embodiments of the present invention is provided with reference to the accompanying drawings, but the present invention is not limited thereto.
Fig. 1 is a schematic structural diagram of a wood structure ancient building vibration and earthquake double-control structure according to an embodiment of the invention. Referring to fig. 1, the vibration and shock double control structure of the embodiment may include a wood structure ancient building 1, a high platform foundation 2, a vibration isolation layer between the wood structure ancient building and the high platform foundation, and a damper 3.
The vibration isolation layer can comprise a lead core rubber support 4, a underpinning chassis 5 and a vibration isolation support chassis 6 and is used for supporting an upper structure comprising the wooden structure ancient building; the center of stiffness of the isolation layer may coincide with the center of mass of the superstructure to reduce torsional effects. The underpinning chassis 5 may be a rigid chassis consisting of underpinning beams and transverse and longitudinal secondary beams (not shown); the underpinning beams are arranged along the wall body between the bearing columns, and the transverse secondary beams and the longitudinal secondary beams are arranged between the underpinning beams. The vibration isolation mount 4 may be, for example, a rubber mount, a sliding mount, a composite mount, or the like, and is preferably a lead rubber mount. The vibration isolation bearing chassis 6 may be, for example, a reinforced concrete foundation, which is provided on the plateau base 2.
The damper 3 is arranged at a corresponding position above the main structure column 7 and is arranged between the wood column 8 and the wood column 7, preferably, the damper is a viscous damper, and the dynamic characteristic of the original structure is prevented from being changed. In addition, the arrangement of the damper needs to keep the original symmetry of the wooden ancient architecture, and the difference between the mass center and the rigidity center is reduced.
According to the embodiment of the invention, according to the characteristics of the wooden ancient building, when the rigid tray is constructed at the bottom of the building, the place without obstacles in the room can be cut open, and the tray can be underpinned when encountering the places with obstacles such as columns, walls and the like.
The wall body can be mainly underpinned by adopting the technology of sectional digging and sectional pouring, and the main construction steps are as follows: firstly, excavating along the wall in sections, then erecting a template and placing a reinforcement cage, then pouring in sections, and finally underpinning the wall onto a reinforced concrete underpinning beam after the strength of the wall is formed.
The column can be underpinned by matching a hoop with a jack, and the main construction steps are as follows: firstly, installing a hoop and a steel beam underpinning device on a wooden column, installing a jack below the underpinned steel beam, pressurizing and jacking the hoop by the jack, then pouring a tray secondary beam under the column, unloading the jack after the strength of the tray secondary beam is formed, and finally naturally underpinning the wooden column to the secondary beam of the tray.
In addition, the underpinning chassis can be used for pouring the floor slab to be used as the indoor ground of the wooden structure ancient building.
Fig. 2 is a flow chart of a design method for vibration damping and earthquake resistance of the double-control structure according to the embodiment of the invention. Referring to fig. 2, the method for designing the vibration and shock double-control structure of the historic building of the wood structure along the subway line according to the embodiment may include the following specific steps:
(a) assuming a preliminary arrangement scheme of the vibration isolation support, a wood structure ancient building overall structure model is established by adopting ANSYS, column purlin members and underpinning chassis in the model are simulated by adopting beam units, a wall body is simulated by adopting shell units, tenon-and-mortise joints simplify nonlinear spring units, and the vibration isolation support can be simplified into a combination unit formed by connecting springs, spring sliders and dampers in the horizontal direction in parallel and a vertical linear spring unit.
(b) Applying static load, wherein the static load is the sum of constant load and 0.5 times of active load, carrying out static analysis on the whole structure to obtain the support reaction force of each fulcrum at the vibration isolation support, then obtaining the vertical average pressure stress of the vibration isolation support by the effective area of the support reaction force/vibration isolation support, and meeting the requirement that the value is less than the pressure stress limit value of the vibration isolation support of the historic building by 12MPa, thereby preliminarily determining the effective area of the vibration isolation support. The static load can comprise model dead load, roof dead load, and live load of floor and roof.
(c) And repeatedly adjusting the rigidity of the vibration isolation support, continuously optimizing the horizontal and vertical rigidity of the vibration isolation support, then performing modal analysis, and calculating the fundamental frequency of each order of vibration mode and the vibration mode mass participation coefficient of the whole structure, so that the natural vibration frequency of the whole structure avoids the main frequency of subway ground vibration as much as possible, and the mass participation coefficient of the vertical modal whole structure model is ensured to be more than 50%. The primary frequency may be determined by actual measurement, simulation, or prior art literature and will not be described in detail herein.
(d) Applying vibration load, calculating the vibration speed across the top column tops of the two main shafts in the horizontal direction, ensuring that the obtained vibration speed is not higher than 0.18mm/s (national key cultural relic protection unit), 0.25mm/s (provincial cultural relic protection unit) and 0.29mm/s (city cultural relic protection unit) respectively according to the protection level of the wooden ancient architecture, if not, changing the arrangement scheme of the vibration isolation support, and repeating the steps (a) to (d).
If the subway near the wooden ancient building runs, the vibration load can be obtained through field actual measurement; if the subway is not opened, a subway train-track-tunnel-soil layer vibration analysis model can be adopted to predict the vibration load of the free ground surface.
(e) The method comprises the following steps of performing rare earthquake analysis on the whole structure by adopting a time-course analysis method, checking interlayer displacement of the structure, horizontal displacement of a vibration isolation layer and tensile stress of the vibration isolation support, ensuring that the maximum interlayer displacement angle of each layer of the structure is less than 1/30, the maximum horizontal deformation of the vibration isolation support is less than the smaller of 0.55 times of the effective diameter of the vibration isolation support and 3 times of the total thickness of a rubber layer, and ensuring that the tensile stress of the vibration isolation support is not easy to occur and is not more than 1MPa when a few vibration isolation supports have tensile stress; if not, adding a viscous damper, preferably arranging at the joint with the largest lateral deformation between the structural layers, carrying out transverse and longitudinal bidirectional arrangement, then repeating the steps (a) to (e), and carrying out vibration control checking calculation and earthquake response checking calculation again, so that the integral structure meets the comprehensive requirements of vibration reduction and earthquake resistance.
The selection of seismic waves is related to the fortification intensity of the place where the building is located, the field category and the design of seismic grouping, at least two groups of strong seismic records and one group of artificial simulation seismic waves are set, and the difference of the average reaction spectrum curve of a plurality of groups of waves on the main vibration mode period point of the corresponding structure is not more than 20% compared with the curve obtained by the array type decomposition reaction spectrum method.
It should be further noted that the viscous damper is added at a corresponding node in the finite element model through the damper unit, and if the final deformation of the structure after the viscous damper is added cannot be estimated, a damper can be preset, the number and the position of the dampers can be continuously adjusted, and then the structure is calculated.
(f) And preferably, the vibration isolation support and the viscous damper are selected according to the relevant parameters of the vibration isolation support and the viscous damper determined in the steps.
The above-mentioned contents are only for the purpose of more clearly explaining the technical solution of the present invention, and are not to be limited to the present invention, and the modifications of the technical solution of the present invention by the common general knowledge of the skilled in the art are also within the scope of the present invention.
Claims (14)
1. The utility model provides a two accuse structures of timber structure ancient building shake along subway, its characterized in that includes: the vibration isolation device comprises a damper (3), a vibration isolation support (4), a underpinning chassis (5) and a vibration isolation support chassis (6);
the vibration isolation support (4) is positioned between the underpinning chassis (5) and the vibration isolation support chassis (6) and forms a vibration isolation layer together to support an upper structure comprising the wooden ancient building (1);
the damper (3) is positioned at the upper part of a wood purlin (7) of the wood structure ancient building (1) and is arranged between the wood purlin (7) and a wood column (8) of the wood structure ancient building (1).
2. The vibration and shock double control structure of the historic building with the underground wood structure along the subway line according to claim 1, wherein the vibration isolation support (4) is a lead core rubber support.
3. The dual-vibration control structure for the historic building with the wood structure along the subway line as claimed in claim 1, wherein the underpinning chassis (5) is a rigid chassis consisting of underpinning beams and transverse and longitudinal secondary beams, the underpinning beams are arranged along the wall body between the bearing columns, and the transverse and longitudinal secondary beams are arranged between the underpinning beams.
4. The dual vibration control structure for the historic building with the underground wood structure along the subway line as claimed in claim 1, wherein the rigidity center of the vibration isolation layer is consistent with the mass center of the upper structure.
5. The dual-vibration-control structure for the historic building with the wood structure along the subway line as claimed in claim 4, wherein the damper is a viscous damper.
6. A design method of a vibration and earthquake double-control structure of a timber structure ancient building along a subway line is characterized by comprising the following steps:
(a) establishing a finite element numerical model of the whole structure on the assumption of a preliminary arrangement scheme of the vibration isolation supports;
(b) applying static load, carrying out static analysis on the whole structure, calculating the support reaction force of each fulcrum at the vibration isolation support, and primarily selecting the effective section area of the vibration isolation support;
(c) adjusting the rigidity of the vibration isolation support, carrying out modal analysis on the whole structure, and calculating the fundamental frequency of each order of vibration mode and the vibration mode mass participation coefficient of the whole structure;
(d) applying a vibration load, verifying whether the structural vibration response meets a vibration tolerance value, if not, changing the arrangement scheme of the vibration isolation supports, repeating the steps (a) to (d), and if so, performing the step (e);
(e) and (4) carrying out rare earthquake checking calculation, checking whether the deformation of each layer of the structure meets an allowable value, if not, adding a viscous damper, repeating the steps (a) to (e), and carrying out vibration control checking calculation and earthquake response checking calculation again until the whole structure meets the comprehensive requirements of vibration reduction and earthquake resistance.
7. The design method of claim 6, wherein the monolithic structure of step (a) comprises a wood structure historic building and a vibration isolation layer, and modeling uses a finite element structure analysis software ANSYS.
8. The design method according to claim 6, wherein the static load of the step (b) comprises model dead weight load, roof dead weight load, live load of floor and roof, and the effective cross-sectional area of the vibration isolation support is determined according to the maximum vertical stress tolerance of the vibration isolation support.
9. The design method according to claim 6, wherein the natural vibration frequency of the whole structure calculated in step (c) is to avoid the main frequency of subway ground vibration and ensure the maximization of the whole vibration mode mass participation coefficient.
10. The design method according to claim 6, wherein the vibration load applied in step (d) is calculated by using a structure field measured value or a subway train-track-tunnel-soil layer vibration analysis model.
11. The design method of claim 6, wherein the seismic waves of step (e) are selected according to the fortification intensity of the ancient building location, the field category and the design seismic grouping, and the strong seismic records are not less than two groups, and the artificial simulation seismic waves are not less than one group.
12. The design method of claim 6, wherein said allowable deformation values of step (e) include an inter-layer displacement angle limit, an isolation mount lateral deformation limit, and an isolation mount tensile stress limit.
13. The design method of claim 6, wherein the viscous damper arrangement principle of step (e) is: the viscous damper is preferably arranged at the joint where the lateral deformation between the structural layers is the largest, and the viscous damper is arranged in the transverse direction and the longitudinal direction in a bidirectional mode so as to improve the torsion resistance of the whole structure under the action of an earthquake.
14. The design method of claim 6, further comprising optimizing the selection of the isolation mount and viscous damper based on the parameters determined in steps (a) - (e).
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113958015A (en) * | 2021-10-14 | 2022-01-21 | 北京市建筑设计研究院有限公司 | Structural system for double control of structural vibration and earthquake and design method |
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