CN110924548B - Prestressed stay cable space steel frame structure damping system and prestressed stay cable design method thereof - Google Patents
Prestressed stay cable space steel frame structure damping system and prestressed stay cable design method thereof Download PDFInfo
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- E—FIXED CONSTRUCTIONS
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- 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
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- 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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- 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
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Abstract
A prestressed stay space steel frame structure shock absorption system and a prestressed stay design method thereof. The damping system of the prestressed stay cable space steel frame structure consists of a steel beam (1), a steel column (2), a floor slab (3) and a prestressed stay cable (4), wherein the steel beam (1) and the steel column (2) are connected to form a transverse or longitudinal plane frame, and the transverse plane frame and the floor slab (3) form a multi-layer or high-rise space steel frame structure; the prestressed inhaul cables (4) are arranged in the horizontal frame plane, the two prestressed inhaul cables (4) are mutually oblique to the middle point of the transverse frame plane or to the middle point of the beam column, and two ends of each prestressed inhaul cable (4) are fixed to the nodes or the middle points of the adjacent steel columns (1) and the adjacent steel beams (2) to form an X shape or a V shape respectively. According to the invention, the main characteristic dynamic response of the structure is greatly reduced by arranging the prestressed stay cable, and the anti-seismic performance of the space steel frame structure is obviously improved.
Description
Technical Field
The invention relates to the technical field of civil engineering, in particular to a prestressed stay cable space steel frame structure damping system and a prestressed stay cable design method thereof.
Background
Steel frame-support structures are a common form of existing multi-story high-rise steel structures. The common frame structure belongs to a flexible system, and the overall anti-seismic performance is insufficient. Supports are arranged among the transverse frame columns of the structure to form a steel frame-support system, and the steel frame-support system has certain bending rigidity no matter the steel frame-support system adopts rigid supports or flexible supports; no matter the support is arranged between adjacent columns and layers or between columns and layers, the support is regarded as a direct energy consumption component, and the starting point of investigation is based on the structure static performance. The existing research is that the inclined support is arranged as an energy consumption component, the material consumption of the component is large, the compression rigidity of the component is mainly utilized, and the material utilization efficiency is low; and secondly, the flexible inhaul cable is arranged to improve the structural rigidity, the starting point of the investigation is based on the static performance of the inhaul cable structure, although the static performance can reflect the anti-seismic performance of the structure to a certain extent, the static effect ignores the inertia effect of the earthquake, the earthquake effect is not directly applied to the structure as an inertia force, and the anti-seismic performance of the structure is easily overestimated to bring potential safety hazards.
Disclosure of Invention
In order to overcome the defects in the prior art or analysis of the space steel frame structure, the invention provides a prestressed cable space steel frame structure damping system and a prestressed cable design method thereof.
In order to achieve the aim, the invention provides a prestressed inhaul cable space steel frame structure damping system which comprises a steel beam, a steel column, a floor slab and a prestressed inhaul cable, wherein the steel beam and the steel column are connected to form a transverse or longitudinal plane frame, and the transverse plane frame and the floor slab form a multi-layer or high-rise space steel frame structure; the prestressed inhaul cables are arranged in the plane of the transverse frame, the two prestressed inhaul cables are mutually oblique to the middle point of the transverse frame or to the middle point of the beam column, and two ends of each prestressed inhaul cable are fixed to the nodes or the middle points of the adjacent steel columns and the adjacent steel beams to form an X shape or a V shape respectively.
Preferably, the joints of the steel beams and the steel columns are in rigid connection, hinged connection or semi-rigid connection.
In any of the above schemes, preferably, the steel beam and the steel column are made of section steel or a steel pipe concrete structure; the prestressed inhaul cable is flexible and is a high-strength prestressed steel strand, a steel wire rope or a steel wire bundle.
In any of the above aspects, it is preferred that the length to width ratio of the multi-layer or high-rise space steel framework structure is greater than 1.
In order to achieve the purpose, the invention also provides a prestressed cable design method of the prestressed cable space steel frame structure damping system, which comprises the following steps:
A. formulating a cable design principle taking dynamic displacement as a target;
B. setting a cable design control equation with characteristic response as a target:
in the formula:
Rx,max、Ry,maxrespectively is a longitudinal characteristic response peak value and a transverse characteristic response peak value of the whole multilayer or high-rise space steel frame structure;
Ix,g、Iy,glongitudinal and transverse seismic accelerations to which the multi-layer or high-rise space steel frame structure is subjected respectively comprise an acceleration peak value, frequency and duration;
Jx、Jylongitudinal and transverse integral rigidity of the multi-layer or high-rise space steel frame structure respectively;
A、εtrespectively the cross-sectional area and the initial tensile strain of the prestressed stay cable, wherein A0、εt,0Respectively corresponding to the sectional area and initial strain of the prestressed inhaul cable when the characteristic responses in the two directions are basically equal;
C. and reducing the transverse displacement peak value of the multi-layer or high-rise space steel frame structure to be close to the longitudinal displacement peak value so as to determine the prestress level and the cable sectional area of the cable.
Preferably, the cable design principle of the step a is as follows: for the multilayer or high-rise space steel frame structure with the longitudinal length slightly larger than the transverse length, the longitudinal characteristic response of the multilayer or high-rise space steel frame structure under the action of a horizontal earthquake is taken as a target, and crossed prestressed guys are arranged in the transverse plane frame to adjust the corresponding characteristic response values, so that the characteristic responses of the multilayer or high-rise space steel frame structure in two directions are basically equal, namely the deformation resistance of the multilayer or high-rise space steel frame structure under the action of the earthquake in the longitudinal direction and the transverse direction is close to each other, and the overall earthquake resistance of the multilayer or high-rise space steel frame structure is improved.
In any of the above schemes, preferably, in step B, for the multi-layer or high-rise space steel frame structure whose longitudinal length is much greater than the transverse length, the pre-stressed cables are arranged to make the characteristic responses of the multi-layer or high-rise space steel frame structure in two directions substantially equal, and the left term of the control equation can take a value according to the corresponding specification in the specification.
In any of the above solutions, it is preferable that the step C is performed by adjusting a cross-sectional area or an initial strain of the prestressed cable, that is:
firstly, assuming that the initial strain of the prestressed stay cable is kept unchanged, and then adjusting the section of the prestressed stay cable to be close to the peak value of the transverse and longitudinal seismic power displacement time course; adjusting the section of the prestressed stay cable to be basically equal to the transverse displacement peak value and the longitudinal displacement peak value, and taking the section area of the stay cable at the moment as a stay cable design parameter; or
Firstly, assuming that the sectional area of the prestressed inhaul cable is kept unchanged, then adjusting the initial strain of the prestressed inhaul cable to be close to the peak value of the displacement time course of the transverse earthquake power and the longitudinal earthquake power, and taking the initial strain of the inhaul cable at the moment as the design parameter of the inhaul cable.
In order to achieve the purpose, the invention provides an application of a prestressed inhaul cable space steel frame structure shock absorption system in constructional engineering.
In order to achieve the purpose, the invention provides an application of a prestressed cable design method of a prestressed cable space steel frame structure shock absorption system in constructional engineering.
The invention is obtained according to years of practical application practice and experience, adopts the best technical means and measures to carry out combined optimization, obtains the optimal technical effect, is not simple superposition and splicing of technical characteristics, and has obvious significance.
The invention has the beneficial effects that:
a flexible prestressed stay cable is arranged between transverse frame columns of a space steel frame, and a prestressed stay cable space steel frame structure damping system and a stay cable design method are provided. Compared with the prior common space steel frame, the damping effect of the structure is contrastively analyzed, the power response peak value of the main seismic power characteristic can be reduced by 68.3-89.1%, and the seismic performance of the space steel frame is remarkably improved. In addition, the prestressed inhaul cable space steel frame structure damping system and the inhaul cable design method have the characteristics of being green, efficient, convenient to apply and the like.
Drawings
FIG. 1 is a schematic diagram of a common multi-story high-rise steel frame structure in the prior art;
FIG. 2 is a schematic view (X-shaped) of a prestressed stay space steel frame structure shock absorbing system according to one embodiment of the present invention;
FIG. 3 is a schematic view (V-shape) of a prestressed stay space steel frame structure shock absorbing system according to another embodiment of the present invention;
FIG. 4 is a characteristic displacement time course curve in X direction and Y direction of a gumless steel structure under a small earthquake;
FIG. 5 is a characteristic displacement time course curve (X-shaped) in X and Y directions of the steel structure with the guy cable under small earthquake;
FIG. 6 is a flow chart of the determination of the prestressed cable design method of the prestressed cable space steel frame structure shock-absorbing system according to the present invention.
In the drawings, 1. steel beam; 2. a steel column; 3. a floor slab; 4. a prestressed stay cable.
Detailed Description
The technical solutions of the present application will be described in detail below with reference to the accompanying drawings and the detailed embodiments of the present application, but the following embodiments are only intended to understand the present invention, and the embodiments and features of the embodiments in the present application can be combined with each other, and the present application can be implemented in many different ways as defined and covered by the claims.
A prestressed inhaul cable space steel frame structure shock absorption system comprises a steel beam 1, a steel column 2, a floor slab 3 and a prestressed inhaul cable 4, wherein the steel beam 1 and the steel column 2 are connected to form a transverse or longitudinal plane frame, and the transverse plane frame and the floor slab 3 form a multi-layer or high-rise space steel frame structure; the prestressed guy cables 4 are in the horizontal frame plane, two prestressed guy cables 4 are mutually oblique to the middle point or the middle point of the beam column, and two ends of each prestressed guy cable 4 are fixed to the nodes or the middle points of the adjacent steel columns 1 and the adjacent steel beams 2 to respectively form an X shape (see fig. 2) or a V shape (see fig. 3).
The joints of the steel beam 1 and the steel column 2 are rigidly connected, hinged or semi-rigidly connected.
The steel beam 1 and the steel column 2 are made of profile steel or a steel pipe concrete structure; the prestressed inhaul cable 4 is flexible and is a high-strength prestressed steel strand, a steel wire rope or a steel wire bundle.
The length-width ratio of the multi-layer or high-rise space steel frame structure is larger than 1.
Referring to fig. 6, a prestressed cable design method for a prestressed cable space steel frame structure shock absorption system includes the following steps:
A. formulating a cable design principle taking dynamic displacement as a target;
B. setting a cable design control equation with characteristic response as a target:
in the formula:
Rx,max、Ry,maxrespectively is a longitudinal characteristic response peak value and a transverse characteristic response peak value of the whole multilayer or high-rise space steel frame structure, which are calculated and determined when the full load domain dynamic response analysis is carried out on the inhaul cable-free steel structure (figure 1) (figure 4);
Ix,g、Iy,glongitudinal and transverse seismic accelerations to which the multi-layer or high-rise space steel frame structure is subjected respectively comprise an acceleration peak value, frequency and duration;
Jx、Jylongitudinal and transverse integral rigidity of the multi-layer or high-rise space steel frame structure respectively;
A、εtthe cross-sectional area and the initial tensile strain of the prestressed stay 4 are respectively, wherein A0、εt,0Respectively corresponding to the sectional area and initial strain of the prestressed stay cable 4 when the characteristic responses in the two directions are basically equal;
C. and reducing the transverse displacement peak value of the multi-layer or high-rise space steel frame structure to be close to the longitudinal displacement peak value so as to determine the prestress level and the cable sectional area of the cable.
The inhaul cable design principle of the step A is as follows: for the multilayer or high-rise space steel frame structure with the longitudinal length slightly larger than the transverse length, the longitudinal characteristic response of the multilayer or high-rise space steel frame structure under the action of a horizontal earthquake is taken as a target, and crossed prestressed guys 4 are arranged in the transverse plane frame to adjust the corresponding characteristic response value, so that the characteristic responses of the multilayer or high-rise space steel frame structure in two directions are basically equal, namely the deformation resistance of the multilayer or high-rise space steel frame structure under the action of the earthquake in the longitudinal direction and the transverse direction is close to each other, and the overall earthquake resistance of the multilayer or high-rise space steel frame structure is improved.
In the step B, for the multilayer or high-rise space steel frame structure with the longitudinal length far greater than the transverse length, the characteristic responses of the multilayer or high-rise space steel frame structure in two directions are basically equal by arranging the prestressed inhaul cable 4, and the left term of the control equation can be valued according to corresponding regulations in the specification.
Step C can be achieved by adjusting the cross-sectional area or initial strain of the prestressed stay 4, that is:
firstly, assuming that the initial strain of the prestressed stay cable 4 is kept unchanged, and then adjusting the section of the prestressed stay cable 4 to be close to the peak value of the transverse and longitudinal seismic power displacement time course; the section of the prestressed stay cable 4 is adjusted to be basically equal to the peak value of the transverse displacement and the longitudinal displacement (figure 5), namely Rx,max≈Ry,maxTaking the cross section of the stay cable at the moment as a stay cable design parameter; or
Firstly, assuming that the sectional area of the prestressed cable 4 is kept unchanged, then adjusting the initial strain of the prestressed cable 4 to be close to the peak value of the time course of the transverse and longitudinal vibration force displacement (figure 5), namely Rx,max≈Ry,maxAnd taking the initial strain of the cable at the moment as a cable design parameter.
The prestressed inhaul cable space steel frame structure damping system can be applied to building engineering.
The design method of the prestressed stay cable space steel frame structure shock absorption system can be applied to building engineering.
According to the embodiment, the flexible prestressed stay cable is arranged between the transverse frame columns of the space steel frame, and the prestressed stay cable space steel frame structure damping system and the stay cable design method are provided. Compared with the prior common space steel frame, the damping effect of the structure is contrastively analyzed, the power response peak value of the main seismic power characteristic can be reduced by 68.3-89.1%, and the seismic performance of the space steel frame is remarkably improved. In addition, the prestressed inhaul cable space steel frame structure damping system and the inhaul cable design method have the characteristics of being green, efficient, convenient to apply and the like.
The foregoing is directed to preferred embodiments of the present invention, other and further embodiments of the invention may be devised without departing from the basic scope thereof, and the scope thereof is determined by the claims that follow. However, any simple modification, equivalent change and modification of the above embodiments according to the technical essence of the present invention are within the protection scope of the technical solution of the present invention.
Claims (7)
1. A prestressed inhaul cable space steel frame structure shock absorption system is characterized by comprising a steel beam (1), a steel column (2), a floor slab (3) and a prestressed inhaul cable (4), wherein the steel beam (1) and the steel column (2) are connected to form a transverse or longitudinal plane frame, and the transverse plane frame and the floor slab (3) form a multi-layer or high-rise space steel frame structure; the prestressed inhaul cables (4) are in the plane of the transverse frame, the two prestressed inhaul cables (4) are mutually oblique to the middle point of the transverse frame or to the middle point of the beam column, and two ends of each prestressed inhaul cable (4) are fixed to the nodes or the middle points of the adjacent steel columns (1) and the adjacent steel beams (2) to respectively form an X shape or a V shape; the steel beam (1) and the steel column (2) are made of profile steel or steel pipe concrete structures; the prestressed inhaul cable (4) is flexible and is a high-strength prestressed steel strand, a steel wire rope or a steel wire bundle;
the design method of the prestressed inhaul cable (4) comprises the following steps:
A. formulating a cable design principle taking dynamic displacement as a target;
B. setting a cable design control equation with characteristic response as a target:
in the formula:
Rx,max、Ry,maxrespectively is a longitudinal characteristic response peak value and a transverse characteristic response peak value of the whole multilayer or high-rise space steel frame structure;
Ix,g、Iy,glongitudinal and transverse seismic accelerations to which the multi-layer or high-rise space steel frame structure is subjected respectively comprise an acceleration peak value, frequency and duration;
Jx、Jylongitudinal and transverse integral rigidity of the multi-layer or high-rise space steel frame structure respectively;
A、εtrespectively is the cross section area and the initial tensile strain of the prestressed stay cable (4), wherein A0、εt,0Respectively corresponding to the sectional area and initial strain of the prestressed stay cable (4) when the characteristic responses in the two directions are basically equal;
C. and reducing the transverse displacement peak value of the multi-layer or high-rise space steel frame structure to be close to the longitudinal displacement peak value so as to determine the prestress level and the cable sectional area of the cable.
2. The prestressed stay cable space steel frame structure shock absorption system according to claim 1, wherein the joints of the steel beam (1) and the steel column (2) are rigidly connected, hinged or semi-rigidly connected.
3. The prestressed cable space steel frame structure shock-absorbing system as recited in claim 2, wherein said multi-layer or high-rise space steel frame structure has an aspect ratio greater than 1.
4. The prestressed stay cable space steel frame structure shock absorption system according to claim 3, wherein the stay cable design principle of the step A is as follows: for a multilayer or high-rise space steel frame structure with the longitudinal length slightly larger than the transverse length, the longitudinal characteristic response of the multilayer or high-rise space steel frame structure under the action of a horizontal earthquake is taken as a target, and crossed prestressed guys (4) are arranged in a transverse plane frame to adjust the corresponding characteristic response value, so that the characteristic responses of the multilayer or high-rise space steel frame structure in two directions are basically equal, namely the capacities of the multilayer or high-rise space steel frame structure resisting deformation under the action of the earthquake in the longitudinal direction and the transverse direction are close to each other, and the integral earthquake-resistant performance of the multilayer or high-rise space steel frame structure is improved.
5. The prestressed stay cable space steel frame structure shock absorption system according to any one of claims 1 to 4, wherein in the step B, for the multilayer or high-rise space steel frame structure with the longitudinal length far greater than the transverse length, the prestressed stay cable (4) is arranged to enable the characteristic responses of the multilayer or high-rise space steel frame structure in two directions to be substantially equal, and the left term of the control equation can be valued according to the corresponding regulation in the specification.
6. A prestressed cable space steel frame structure shock-absorbing system according to claim 5, wherein the step C can be realized by adjusting the sectional area or initial strain of the prestressed cable (4), namely:
firstly, assuming that the initial strain of the prestressed stay cable (4) is kept unchanged, and then adjusting the section of the prestressed stay cable (4) to be close to the peak value of the transverse and longitudinal seismic power displacement time course; adjusting the section of the prestressed stay cable (4) to be basically equal to the transverse and longitudinal displacement peak values, and taking the section area of the stay cable at the moment as a stay cable design parameter; or
Firstly, assuming that the sectional area of the prestressed stay cable (4) is kept unchanged, then adjusting the initial strain of the prestressed stay cable (4) to be close to the peak value of the transverse and longitudinal seismic power displacement time course, and taking the initial strain of the stay cable at the moment as the design parameter of the stay cable.
7. Use of a prestressed cable space steel frame structure shock absorbing system in building engineering, characterized in that it is a prestressed cable space steel frame structure shock absorbing system according to claims 1-6.
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