CN115758542B - Space multi-ribbed steel girder floor system analysis method - Google Patents
Space multi-ribbed steel girder floor system analysis method Download PDFInfo
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Abstract
The invention discloses a method for analyzing a spatial multi-ribbed steel girder floor system, which comprises the steps of carrying out bearing capacity analysis, deformation analysis, stability analysis and comfort analysis on the spatial multi-ribbed steel girder floor system under the action of vertical load and horizontal load of the floor; the space multi-ribbed steel beam floor system comprises a plurality of layers of panels, and a cross-layer inclined plate is arranged between adjacent panels and/or interval panels; a plurality of swinging columns are arranged between the adjacent panels and/or the interval panels and between the panels and the embedded ends; the panel comprises a multi-ribbed steel beam and a steel plate; the horizontal plane of the spatial multi-ribbed steel girder floor system is divided into horizontal areas of anti-side force structures, and the areas of the horizontal areas of the anti-side force structures, which are communicated in the vertical direction of the spatial multi-ribbed steel girder floor system, are the anti-side force structures; by adopting the scheme, the space multi-ribbed steel girder floor system has enough bearing capacity, rigidity, stability and comfortableness under the action of the vertical load and the horizontal load of the floor through a series of analysis steps.
Description
Technical Field
The invention relates to the technical field of building stress analysis, in particular to a spatial multi-ribbed steel girder floor system analysis method.
Background
When a large number of cross-layer inclined plates and floors are not clear in concept in the aspect of building functions, the floor system can be considered to be used as a component part of a space structure to bear vertical load and also participate in resisting earthquake. The current specifications do not provide clear performance design requirements for floor systems; in addition, during structural modeling analysis, the number of units forming the floor system is large, the workload of finite element analysis is large, and a complete analysis design method is needed for the steel structure floor system.
Disclosure of Invention
The invention aims to solve the defects, and aims to provide the analysis method for the spatial multi-ribbed steel girder floor system.
The invention is realized by the following technical scheme:
the method for analyzing the spatial multi-ribbed steel girder floor system is characterized in that the spatial multi-ribbed steel girder floor system is subjected to bearing capacity analysis, deformation analysis, stability analysis and comfort analysis under the action of the vertical load and the horizontal load of the floor.
Further optimized, the space multi-ribbed steel beam floor system comprises a plurality of layers of panels, and a cross-layer inclined plate is arranged between adjacent panels and/or interval panels; a plurality of swinging columns are arranged between the adjacent panels and/or the interval panels and between the panels and the embedded ends; the panel comprises a multi-ribbed steel beam and a steel plate;
the horizontal plane of the spatial multi-ribbed steel girder floor system is divided into horizontal areas of anti-side force sub-structures, and the anti-side force sub-structures are communicated up and down in the spatial multi-ribbed steel girder floor system;
in the lateral force resisting structure, a plurality of vertical members are arranged between adjacent panels and/or interval panels, and each vertical member comprises a cross-layer inclined plate, an inclined strut and a swinging column;
the space multi-ribbed steel girder floor system is characterized in that a frame supporting cylinder is vertically arranged in the space multi-ribbed steel girder floor system, and the frame supporting cylinder and the anti-side force sub-structure are respectively arranged at two ends of the space multi-ribbed steel girder floor system according to structural calculation requirements.
Further optimizing, when the bearing capacity analysis is carried out under the lasting design condition and the short design condition, the multi-ribbed steel beam floor system adopts beam unit simulation, and the design meets gamma 0 S is less than or equal to R, wherein gamma 0 S is the effect design value of the action combination, which is the structure importance coefficient; r is the design value of resistance of the structure or member. The steel plate is simulated by adopting a shell unit, strength control is carried out by adopting a VonMises yield criterion, and the design meets gamma 0 σ M F is less than or equal to f; in gamma 0 For structural importance factor, sigma M Designing an effect value for the Von Mises stress action combination; f material strength design value.
Further optimizing, the multi-ribbed steel beam adopts beam unit simulation, and also needs to carry out bearing capacity analysis under the earthquake action of different levels:
in the small-vibration elastic design, the small-vibration elastic design meets the requirement that S is less than or equal to R/gamma RE Wherein S is an effect design value, R is a resistance design value of the structure or member, and gamma RE The vibration resistance adjustment coefficient is the bearing capacity;
s is less than or equal to R when the medium and large earthquake is not yielding, wherein S is a standard combined effect value, and R is a resistance value calculated according to a material standard value;
in the middle-large earthquake elasticity design, S is less than or equal to R/gamma RE The method comprises the steps of carrying out a first treatment on the surface of the Wherein S is an effect design value without an earthquake-resistant level adjustment coefficient, R is a resistance design value, and gamma RE The load bearing capacity is the vibration resistance adjustment coefficient.
Further optimizing, simulating the steel plate by adopting a shell unit, analyzing the bearing capacity under the earthquake working condition, and controlling the strength by adopting a VonMIses yield criterion to meet sigma M F is less than or equal to sigma M For Von Mises stress, the effect under basic combination is adopted in elastic analysis, and the effect under standard combination is adopted in medium-large earthquake unyielding analysis; f is the material strength, and is adopted in elasticity analysisAnd the material yield strength is adopted in the medium-large earthquake non-yield analysis of the material strength design value.
And further optimizing, and setting an effect minimum value principle when the shearing resistance in the space multi-ribbed steel girder floor system is checked, so that the space multi-ribbed steel girder floor system is ensured to have enough shearing resistance bearing capacity in the plane. The calculated shearing force in the space multi-ribbed steel girder floor system is recorded as V 1 The calculated shearing forces of the anti-side force sub-structures at the two ends of the space multi-ribbed steel beam floor system at the floor are respectively recorded as V A And V B The smaller value of the calculated shearing force of the lateral force resisting substructures at the two ends is recorded as V 2 (V 2 =min{V A ，V B -V) above 1 、V 2 And (3) taking the larger value as an effect value of the shear bearing capacity check calculation in the spatial multi-ribbed steel girder floor system.
Further optimizing, defining an interlayer deformation index D=deltau/H during deformation analysis, wherein deltau is the displacement difference between the top and the bottom of the vertical member, H is the length of the vertical member, and controlling the interlayer deformation D of the floor system under the action of large earthquake to be less than 1/50.
Further optimizing, defining an in-plane deformation index theta= (u) during deformation analysis 3 -u 1 ) In the formula, u 3 -u 1 And the displacement difference between two points in the horizontal direction panel is L, the distance between the two points is L, and the in-plane deformation theta of the floor system under the action of large earthquake is controlled to be less than or equal to 1/400.
Further optimizing, and controlling a second-order effect coefficient eta of the spatial multi-ribbed steel girder floor system during stability analysis Ⅱ ≤0.25，η Ⅱ The buckling analysis of the integral structure of the spatial multi-ribbed steel girder floor system is adopted to analyze the reciprocal of critical load, and the reciprocal is eta Ⅱ When the weight of the floor system is less than or equal to 0.1, adopting first-order elasticity analysis for the floor system; when 0.1 < eta Ⅱ When the weight of the structural member is less than or equal to 0.25, adopting a direct analysis method, considering P-delta, P-delta and initial geometric defects, adopting the lowest-order buckling mode of the structure for the initial geometric defect distribution of the structure, wherein the maximum value of the defects takes the value according to the structural deformation under the span 1/300 of the floor system or the gravity load representative value, and the initial defects of the structural member can be considered according to the equivalent geometric defects or the equivalent uniform load. .
Further optimizing, in the comfort analysis, if the ratio of the structural span to the section height of the spatial multi-ribbed steel beam floor system exceeds a first threshold value and the structural acceleration response under the artificial excitation exceeds a second threshold value, setting a vibration damping device to perform vibration damping control; when the structural span and the section height are larger and the structural acceleration response is larger under the excitation of a person, a vibration damping device is required to be arranged for vibration damping control, the first threshold value and the second threshold value are required to be determined according to the existing practical situation, and the vibration damping control is not limited.
Compared with the prior art, the invention has the following advantages and beneficial effects:
the invention provides a method for analyzing a spatial multi-ribbed steel girder floor system.
Drawings
In order to more clearly illustrate the technical solutions of the exemplary embodiments of the present invention, the drawings that are needed in the examples will be briefly described below, it being understood that the following drawings only illustrate some examples of the present invention and therefore should not be considered as limiting the scope, and that other related drawings may be obtained from these drawings without inventive effort for a person skilled in the art. In the drawings:
FIG. 1 is a schematic view of a spatial multi-ribbed steel girder flooring system according to one embodiment of the present invention;
FIG. 2 is a schematic view of the construction of a space multi-ribbed steel girder flooring system in accordance with one embodiment of the present invention;
FIG. 3 is a schematic diagram of an anti-lateral force structure according to an embodiment of the present invention;
FIG. 4 is a top plan view of a panel of an exemplary weak floor system according to one embodiment of the present invention;
FIG. 5 is a schematic view of three connection of a rocking column according to one embodiment of the present invention;
FIG. 6 is a schematic diagram illustrating a structural force transfer analysis of an embodiment of the present invention;
FIG. 7 is a schematic diagram illustrating structural analysis of a system of spatial multi-ribbed steel girder floors according to one embodiment of the present invention;
FIG. 8 is a schematic view of a system for constructing a space multi-ribbed steel beam floor system in accordance with one embodiment of the present invention;
FIG. 9 is a graph showing the interlayer deformation index of a wobble post according to one embodiment of the present invention;
FIG. 10 is a schematic view of the displacement calculation points in a typical weak floor system according to one embodiment of the present invention;
FIG. 11 is a schematic diagram illustrating a system stability analysis of a spatial multi-ribbed steel girder floor system according to one embodiment of the present invention;
fig. 12 is a schematic view of vibration damping control of a spatial multi-ribbed steel girder floor system according to an embodiment of the present invention.
In the drawings, the reference numerals and corresponding part names:
1-space multi-ribbed steel beam floor system, 11-panel, 2-swing column, 3-side force resisting structure, 31-cross-layer sloping plate, 32-diagonal brace, 4-universal hinged support, 5-pin shaft, 6-frame support cylinder, 7-multi-ribbed steel beam and 8-steel plate.
Detailed Description
For the purpose of making apparent the objects, technical solutions and advantages of the present invention, the present invention will be further described in detail with reference to the following examples and the accompanying drawings, wherein the exemplary embodiments of the present invention and the descriptions thereof are for illustrating the present invention only and are not to be construed as limiting the present invention.
Example 1
The embodiment 1 provides a space structure system of a swinging column, which is shown in fig. 1 to 12 and comprises a space rib steel girder floor system 1;
the space multi-ribbed steel beam floor system 1 comprises a plurality of layers of panels 11, and a cross-layer inclined plate is arranged between adjacent panels 11 and/or interval panels 11; the number of the swinging columns is several, and the swinging columns 2 are arranged between the adjacent panels 11 and/or the interval panels 11 and between the panels 11 and the embedded ends;
the horizontal area of the anti-side force sub-structure 3 is divided on the horizontal plane of the space multi-ribbed steel girder floor system 1, and the anti-side force sub-structure 3 is communicated up and down in the space multi-ribbed steel girder floor system 1;
in the lateral force resisting substructure 3, a plurality of vertical members are provided between adjacent panels 11 and/or between the spacing panels 11, and each vertical member includes a cross-layer sloping plate 31, a diagonal brace 32 and a swing post 2.
Compared with the prior art, when a large number of cross-layer inclined plates 31 and slim structural columns are required to be designed for building functions, the structural system is not established under the action of horizontal force because the horizontal force is not born by the anti-side force structure, so that the requirements of building schemes cannot be met, the scheme provides a swing column space structural system, aiming at the building with a large number of cross-layer inclined plates 31 and slim swing columns 2, the anti-side force substructure 3 and the space rib steel girder floor system 1 can be combined to resist the horizontal force together according to the structural requirements, and the anti-side force substructure 3+space rib steel girder floor system 1+swing column 2 structural system is formed, and the current national standard is not listed in the structural type, and the application of the structural system is blank. In a specific scheme, the space structure system comprises a space multi-ribbed steel girder floor system 1, swing columns 2 and an anti-side force structure 3, wherein, as shown in figure 2, the space multi-ribbed steel girder floor system 1 comprises a plurality of layers of panels 11, and a plurality of swing columns 2 are arranged between two adjacent side panels 11, between one or more layers of panels 11 at intervals and between the panels 11 and an embedded end, so that a space building of the space multi-ribbed steel girder floor system 1+the swing columns 2 structure system is formed; in order to resist horizontal force, an anti-side force sub-structure 3 is further provided, as shown in fig. 3, the anti-side force sub-structure 3 is constructed and arranged according to building functions and structural anti-side requirements, in a specific construction and arrangement process, a horizontal area of the anti-side force sub-structure 3 needs to be divided into a horizontal area on a horizontal plane, and the horizontal area of the anti-side force sub-structure 3 is a structure formed by all members in a vertical direction, namely a range penetrating from top to bottom, namely the anti-side force sub-structure 3, in the area, a plurality of vertical members are arranged between adjacent panels 11 and/or interval panels 11, each vertical member further comprises a cross-layer inclined plate 31, inclined struts 32 and swing columns 2, namely in the area, a cross-layer inclined plate 31 is arranged between the adjacent panels 11, and a plurality of inclined plates and swing columns 2 are arranged, so that the anti-side force sub-structure 3 is constructed by the cross-layer inclined plates 31, the inclined struts 32, the swing columns 2 and the panels 11.
In the concrete stress analysis process, the force transmission path of the structure is as follows under the action of vertical load: the load acts on the space rib steel girder floor system 1, the load in the relevant range of the space rib steel girder floor system 1 is transferred to each vertical component, the vertical components transfer the load to the embedded end, the vertical arrangement of the swing columns 2 can be discontinuous, and when the vertical arrangement of the swing columns 2 is discontinuous, the vertical load transferred from the upper part is required to be transferred to other vertical components through the column bottom space rib steel girder floor system 1 and then transferred to the embedded end. The elevation of the spatial multi-ribbed steel beam floor system 1 and the gradient of the cross-layer inclined plate 31 can be adjusted according to the requirements of building functions, the concept of a structural layer is abandoned, and the spatial multi-ribbed steel beam floor system 1 and the vertical members form a whole to bear force jointly, so that the load is transmitted to the embedded end from top to bottom.
The space multi-ribbed steel girder floor system 1 not only bears vertical load, but also forms an anti-side force system of the structure under the action of horizontal force together with the anti-side force structure 3. Under the action of horizontal load, the anti-side force structure 3 and the space multi-ribbed steel beam floor system 1 form a whole to work together, and horizontal force is transmitted to the embedded end from top to bottom according to the building floor.
Referring to fig. 2, in the present embodiment, a frame support cylinder 6 is provided in combination with a building function, the frame support cylinder 6 is connected to an embedded end, and the frame support cylinder 6 is a steel structure frame support cylinder with an embedded end continuing upwards; wherein the frame support cylinder 6 can also resist horizontal force and form a lateral force resisting system under the action of the horizontal force together with the lateral force resisting sub-structure 3.
In this embodiment, an energy-dissipating damper is disposed in the frame support cylinder 6.
Referring to fig. 8, in this embodiment, the panel 11 includes a steel structure multi-ribbed steel beam 7 and a steel plate 8; the spatial multi-ribbed steel girder floor system 1 can be composed of multi-ribbed steel girders 7+ hot-rolled steel plates 8. The bearing capacity and rigidity conditions of the spatial multi-ribbed steel beam floor system 1 can bear vertical loads of floors, horizontal loads, and stability and comfort.
Referring to fig. 5, in the embodiment, the space multi-ribbed steel beam floor system 1 is fixed to the embedded end through a plurality of swing posts 2, and the swing posts 2 are connected to the embedded end through universal hinge supports 4.
Referring to fig. 5, in this embodiment, the rocking column 2 and the panel 11 are connected by a pin 5 or a variable cross section.
Example 2
The embodiment 2 is further optimized based on the embodiment 1, and provides a space multi-ribbed steel girder floor system analysis method, which specifically comprises the following steps:
the building has 5 layers on the ground, 3 layers on the ground, 23.75m house height, 6275 square meters building area and commercial main functions. The structural system adopts a structural system of a frame supporting cylinder 6+supporting, an inclined plate and a swinging column 2, lateral force resistant vertical members adopt a steel structure frame supporting cylinder 6+supporting and inclined plate, the rest vertical members of the building only bear vertical static load by adopting a steel structure swinging column 2, and the floor system consists of a steel structure multi-ribbed steel beam 7 and a hot rolled thin steel plate 8; the building is rectangular plane, the dimension (length x width) of the outline axis is 96.6x35.7 m, the length-width ratio is 2.7< [6.0], and the aspect ratio is 0.67< [6.5]. The embedded part is a basement top plate, the basement adopts a reinforced concrete structure, and the steel structure frame support cylinder 6 continues to adopt a reinforced concrete shear wall cylinder body at the corresponding position of the basement.
The construction space multi-ribbed steel beam floor system 1 is composed of multi-ribbed steel beams 7+ hot rolled thin steel plates 8, as shown in figure 1, the multi-ribbed distance is 1050mm, and the construction space multi-ribbed steel beam floor system is composed of a plurality of cross-layer inclined plates and flat plates in space. The spatial multi-ribbed steel girder floor system 1 needs to have enough bearing capacity, rigidity, stability and comfort under the action of the vertical load and the horizontal load of the floor.
As shown in fig. 7, the analysis of the present engineering space rib steel girder floor system 1 mainly comprises four aspects, namely: load bearing capacity analysis, deformation analysis, stability analysis, and comfort analysis.
Analysis of bearing capacity
The bearing capacity analysis of the space rib steel girder floor system 1 comprises the following steps: analyzing bearing capacity under the static force action and the multi-earthquake action; in addition, the engineering also adopts medium-earthquake elasticity, large-earthquake unyielding earthquake-resistant performance analysis to the space rib steel girder floor system 1.
The spatial multi-ribbed steel beam floor system 1 has the same analytical calculation method as that of a common floor beam under the action of static load, and the steel plate 8 is simulated by adopting a shell unit and intensity control by adopting a VonMIses yield criterion, namely gamma 0 σ M F (wherein gamma) 0 For structural importance factor, sigma M Designing a value for the effect of the Von Mises stress and the effect combination; f material strength design value).
The space rib steel girder floor system 1 should have enough bearing capacity under the earthquake action, and performance analysis under the earthquake action of different levels is often needed in the design.
The multi-ribbed steel beam 7 is modeled according to beam units and controlled according to bending resistance and shearing resistance respectively, and is the same as the common floor beam analysis and calculation method, and the calculation flow is as follows:
when the small earthquake elasticity is designed, S is less than or equal to R/gamma RE (wherein S is the effect design value, R is the material strength design value, gamma RE For the load bearing force damping adjustment factor).
And S is less than or equal to R when the medium and large earthquake is not yielding, wherein S is a standard combined effect value, and R is a resistance value calculated according to a material standard value. When the elastic design of medium and large earthquake is performed, S is less than or equal to R/gamma RE (wherein S is an effect design value without an earthquake-resistant rating adjustment coefficient, R is a material strength design value, and gamma RE For the load bearing force damping adjustment factor).
The sheet 8 is simulated using a shell element and intensity controlled using the Vonmises yield criterion, i.e. sigma M F (wherein sigma) M The stress is Von Mises stress, the effect under basic combination is adopted in elastic analysis, and the effect under standard combination is adopted in medium-large earthquake unyielding analysis; f is the material strength, the material strength design value is adopted in the elastic analysis, and the material yield strength is adopted in the medium-large earthquake non-yielding analysis).
For aspect ratio comparisonLarge weak floor system, and the calculated shearing force in the weak floor system is recorded as V 1 The calculated shearing forces of the anti-side force structures at the two ends of the weak floor system at the floor are respectively recorded as V A And V B The smaller value of the calculated shearing force of the two-end lateral-resistance force substructure is recorded as V 2 (V 2 =min{V A ，V B -V) above 1 、V 2 As an effect value of the weak floor system and performing a shear test to ensure that the floor system has sufficient in-plane shear capacity. The multi-ribbed steel beam 7 is modeled according to beam units and is controlled according to bending resistance and shearing resistance respectively, and the multi-ribbed steel beam is the same as the common floor beam in analysis and calculation method; the sheet 8 is simulated using a shell element and intensity controlled using the Vonmises yield criterion, i.e. sigma M F (wherein sigma) M The stress is Von Mises stress, the effect under the standard combination is adopted in the middle-large earthquake non-yielding analysis, and the effect under the basic combination is adopted in the elastic analysis; f is the material strength, the material yield strength is adopted in the middle-large earthquake non-yielding analysis, and the material strength design value is adopted in the elastic analysis).
Deformation analysis
The spatial multi-ribbed steel beam floor system 1 needs to have enough in-plane rigidity, so that the floor system is prevented from being partially collapsed under the action of a large earthquake, horizontal force transmission and coordinated deformation capacity failure are caused, the weak floor system with a large length-width ratio needs to be deformed and controlled, and for the weak floor system, side force resistant members or substructures are often arranged at two ends of the weak floor system, and vertical members only bear vertical loads in the range of the weak floor system.
As shown in fig. 9, a deformation index d=Δ is defined u and/H (the ratio of the displacement difference between the top and the bottom of the vertical member to the length of the column is shown in figure 3), and controlling D to be less than or equal to 1/50 according to the analysis result of the large-vibration elastoplasticity time course so as to ensure that the floor system does not locally collapse.
As shown in fig. 4, an in-plane deformation index θ= (u) is defined 3 -u 1 ) and/L, controlling theta to be less than or equal to 1/400 under the action of large earthquake, ensuring that the floor system has enough rigidity and keeps an elastic working state.
According to the structural top floor system, dmax is 1/241, the maximum value of theta is 1/807, under the action of a large earthquake, the displacements of each point (S1-S7) in the length direction of the floor system shown in FIG. 10 are linearly distributed once at each time interval point of the input earthquake wave, the bending deformation of the floor is small, and the rigidity in the floor is sufficient.
Stability analysis
The spatial multi-ribbed steel beam floor system 1 needs to have enough out-of-plane rigidity, in order to avoid the overall instability of the floor system due to the in-plane pressure under strong shock, stability analysis is needed to be carried out on the floor system with larger in-plane axial force, as shown in fig. 11, 13 weak plate strips which can generate out-of-plane instability are selected in total, buckling analysis is carried out, and the second-order effect coefficient eta is calculated Ⅱ Control of the second order effect coefficient eta of the floor system Ⅱ Not more than 0.25 as eta Ⅱ When the weight of the floor system is less than or equal to 0.1, adopting first-order elasticity analysis for the floor system; when 0.1 < eta Ⅱ And when the temperature is less than or equal to 0.25, adopting a direct analysis method, and considering the P-delta, the P-delta and the initial geometric defects of the structure.
Each weak plate area eta of the construction floor system Ⅱ Maximum is 0.18, the analysis is carried out by adopting a direct method, the initial geometrical defect distribution of the structure adopts the lowest-order buckling mode of the structure, the maximum defect value is taken as 1/300 of the span of the floor system, and the comprehensive defect representative value of the component is taken as 1/350. The maximum normal stress of the rib beam of the floor system is 139MPa, the maximum shear stress is 44.5MPa, and the maximum Von Mises stress of the floor is 107MPa, which are all smaller than the resistance value.
Comfort analysis
The comfort problem of floor system under the excitation of human body can become the control index of the design of the space rib steel beam floor system 1, the design process of the space rib steel beam floor system 1 must be considered, and measures should be taken to control vibration reduction when necessary, as shown in figure 12, the ratio L/h of the structural span and the section height of the floor system reaches 40, the first vibration mode frequency of the structural vertical vibration is 1.88Hz through calculation and analysis, and the uncontrolled vertical acceleration of the structure under the excitation of human body is 3.05m/s 2 The comfort requirement was not met, vibration damping control was performed using a tuned mass damper TMD (Tuned Mass Damper), and the TMD parameters are shown in table 1.
TABLE 1 TMD parameters
| TMD quality (kg) | TMD vibration frequency (Hz) | Spring rate (kN/m) | Damper travel (mm) | Quantity (number) |
| 750 | 1.8849 | 105 | 20 | 3 |
The foregoing description of the embodiments has been provided for the purpose of illustrating the general principles of the invention, and is not meant to limit the scope of the invention, but to limit the invention to the particular embodiments, and any modifications, equivalents, improvements, etc. that fall within the spirit and principles of the invention are intended to be included within the scope of the invention.
Claims (5)
1. The analysis method of the spatial multi-ribbed steel girder floor system is characterized in that under the action of the vertical load and the horizontal load of the floor, the spatial multi-ribbed steel girder floor system is subjected to bearing capacity analysis, deformation analysis, stability analysis and comfort analysis;
the space multi-ribbed steel girder floor system (1) comprises a plurality of layers of panels (11), and a cross-layer inclined plate (31) is arranged between adjacent panels (11) and/or interval panels (11); a plurality of swinging columns (2) are arranged between the adjacent panels (11) and/or the interval panels (11) and between the panels (11) and the embedded ends; the panel (11) comprises a multi-ribbed steel beam (7) and a steel plate (8); the horizontal plane of the space multi-ribbed steel girder floor system (1) is divided into horizontal areas of side-resisting force sub-structures (3), and the side-resisting force sub-structures (3) are communicated up and down in the space multi-ribbed steel girder floor system (1); in the lateral force resisting substructure (3), a plurality of vertical members are arranged between adjacent panels (11) and/or interval panels (11), and each vertical member comprises a cross-layer inclined plate (31), inclined struts (32) and swing columns (2); a frame support cylinder (6) is vertically arranged in the space multi-ribbed steel girder floor system (1), and the frame support cylinder (6) and the lateral force resisting sub-structure (3) are respectively arranged at two ends of the space multi-ribbed steel girder floor system (1) according to structural calculation requirements;
in the analysis of the bearing capacity, the design meets the requirement gamma for the persistent design condition and the transient design condition 0 S is less than or equal to R, wherein gamma 0 S is the effect design value of the action combination, and R is the resistance design value of the structure or the component; the multi-ribbed steel beam (7) is modeled according to beam units and is controlled according to bending resistance and shearing resistance respectively; the steel plate (8) is modeled according to a shell unit, and strength control is carried out by adopting a VonMIses yield criterion: gamma ray 0 σ M F is less than or equal to f, wherein gamma 0 For structural importance factor, sigma M The effect design value of the stress action combination of the Von Mises is given, and f is the material strength design value;
to the earthquake design condition, the multi-ribbed steel beam (7) is modeled according to beam units and respectively controlled according to bending resistance and shearing resistance, and bearing capacity analysis is carried out under the earthquake action of different levels: in the small-vibration elastic design, the small-vibration elastic design meets the requirement that S is less than or equal to R/gamma RE Wherein S is an effect design value, R is a material strength design value, and gamma RE The vibration resistance adjustment coefficient is the bearing capacity; s is less than or equal to R when the medium and large earthquake is not yielding, wherein S is a standard combined effect value, and R is a resistance value calculated according to a material standard value; in the middle-large earthquake elasticity design, S is less than or equal to R/gamma RE The method comprises the steps of carrying out a first treatment on the surface of the Wherein S is an effect design value without an anti-seismic grade adjustment coefficient, R is a material strength design value, and gamma RE The vibration resistance adjustment coefficient is the bearing capacity; the steel plate (8) is modeled according to a shell unit, and strength control is carried out by adopting a VonMIses yield criterion: sigma (sigma) M F is less than or equal to sigma M For Von Mises stress, the effect under basic combination is adopted in elastic analysis, and the effect under standard combination is adopted in medium-large earthquake unyielding analysis; f is the material strength, the material strength design value is adopted in the elastic analysis, and the material yield strength is adopted in the medium-large earthquake non-yielding analysis;
when the in-plane shearing resistance checking algorithm of the space multi-ribbed steel girder floor system (1) is carried out, setting an effect minimum value principle, and ensuring that the space multi-ribbed steel girder floor system (1) has enough in-plane shearing resistance bearing capacity; the calculated shearing force in the plane of the space multi-ribbed steel beam floor system (1) is recorded as V 1 The calculated shearing forces of the lateral force resisting sub-structures (3) at the two ends of the space multi-ribbed steel beam floor system (1) at the floor are respectively recorded as V A And V B The smaller value of the calculated shearing force of the lateral force resisting substructures (3) at the two ends is recorded as V 2 (V 2 =min{V A ，V B -V) above 1 、V 2 As an effect value of the in-plane shear bearing capacity of the spatial multi-ribbed steel girder floor system (1).
2. The method for analyzing the floor system of the spatial multi-ribbed steel beam according to claim 1, wherein the deformation analysis is characterized in that an interlayer deformation index d=Δu/H is defined, wherein Δu is a displacement difference between the top and the bottom of the vertical member, H is the length of the vertical member, and the interlayer deformation D < 1/50 of the floor system under the action of a large earthquake is controlled.
3. The method for analyzing a spatial multi-ribbed steel beam floor system of claim 1, wherein an in-plane deformation index θ= (u) is defined during the deformation analysis 3 -u 1 ) In the formula, u 3 -u 1 Is the displacement difference between two points in the horizontal direction panel (11), L is the distance between two points, and the large shock is controlledThe deformation theta in the system surface of the downstairs is less than or equal to 1/400.
4. A method for analyzing a spatial multi-ribbed steel girder flooring system according to claim 1, wherein the second order coefficient of effect η of the spatial multi-ribbed steel girder flooring system (1) is controlled during the stability analysis Ⅱ ≤0.25，η Ⅱ The buckling analysis of the integral structure of the spatial multi-ribbed steel girder floor system is adopted to analyze the reciprocal of critical load, and the reciprocal is eta Ⅱ When the weight of the floor system is less than or equal to 0.1, adopting first-order elasticity analysis for the floor system; when 0.1 < eta Ⅱ When the weight of the structural member is less than or equal to 0.25, adopting a direct analysis method, taking P-delta, P-delta and structural initial geometric defects into consideration, wherein the structural initial geometric defects are distributed in a structural lowest-order buckling mode, the maximum value of the defects takes the value according to structural deformation under the 1/300 of the span of a floor system or the gravity load representative value, and the structural member initial defects are designed according to the equivalent geometric defects or the equivalent uniform load.
5. The method for analyzing the floor system of the spatial multi-ribbed steel beam according to claim 1, wherein in the comfort analysis, if the ratio of the structural span to the section height of the spatial multi-ribbed steel beam floor system (1) exceeds a first threshold value and the structural acceleration response under the human excitation exceeds a second threshold value, a vibration damping device is required to perform vibration damping control.
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