CN115758542A - Spatial multi-ribbed steel beam floor system analysis method - Google Patents
Spatial multi-ribbed steel beam floor system analysis method Download PDFInfo
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Abstract
The invention discloses a method for analyzing a space ribbed steel beam floor system, which comprises the steps of carrying out bearing capacity analysis, deformation analysis, stability analysis and comfort analysis on the space ribbed steel beam floor system under the action of vertical load and horizontal load of a floor; the space ribbed steel beam floor system comprises a plurality of layers of panels, and a cross-layer inclined plate is arranged between every two adjacent panels and/or between every two adjacent spaced panels; a plurality of swing columns are arranged between the adjacent panels and/or the spacing panels and between the panels and the embedded ends; the panel comprises a ribbed steel beam and a steel plate; a horizontal area of a lateral force resisting substructure is divided on the horizontal plane of the space ribbed steel beam floor system, and the area, which penetrates through the horizontal area of the lateral force resisting substructure in the vertical direction of the space ribbed steel beam floor system, is a lateral force resisting substructure; this scheme of adoption through a series of analysis steps, makes the dense rib girder steel floor system in space possess sufficient bearing capacity, rigidity, stability and travelling comfort under floor vertical load and horizontal load effect.
Description
Technical Field
The invention relates to the technical field of building stress analysis, in particular to a spatial multi-ribbed steel beam floor system analysis method.
Background
When a large number of cross-floor inclined plates are required to be designed on the function of the building, and the concept of the floor is unclear, the floor system can be considered as a component of a space structure, so that the floor system not only bears vertical load, but also participates in earthquake resistance. The current specification does not provide clear performance design requirements for a floor system; in addition, during structural modeling analysis, the number of units forming a floor system is large, the workload of finite element analysis is large, and a set of complete analysis design method is urgently needed for a steel structure floor system.
Disclosure of Invention
The invention aims to solve the defects and provides the analysis method of the space ribbed steel beam floor system.
The invention is realized by the following technical scheme:
a method for analyzing a space ribbed steel beam floor system is characterized in that under the action of vertical loads and horizontal loads of a floor, bearing capacity analysis, deformation analysis, stability analysis and comfort analysis are carried out on the space ribbed steel beam floor system.
Further optimizing, the space ribbed steel beam floor system comprises a plurality of layers of panels, and cross-layer inclined plates are arranged between the adjacent panels and/or the spacing panels; a plurality of swing columns are arranged between the adjacent panels and/or the spacing panels and between the panels and the embedded ends; the panel comprises a ribbed steel beam and a steel plate;
a horizontal area of a lateral force resisting substructure is divided on the horizontal plane of the space floor system, and the lateral force resisting substructure is vertically communicated with the space floor system;
in the lateral force resisting substructure, a plurality of vertical members are arranged between adjacent panels and/or spacing panels, and each vertical member comprises a cross-layer inclined plate, an inclined strut and a swinging column;
frame supporting cylinders are vertically arranged in the space ribbed steel beam floor system, and the frame supporting cylinders and the lateral force resisting substructures are respectively arranged at two ends of the space ribbed steel beam floor system according to structural calculation requirements.
Further optimization, when the bearing capacity analysis is carried out on the multi-ribbed steel beam floor system under the lasting design condition and the transient design condition, the multi-ribbed steel beam is simulated by adopting a beam unit, and the design meets the requirement of gamma 0 R is less than or equal to S and gamma in the formula 0 For the structural importance coefficient, S is the effect design value of the action combination; r is the resistance design value of the structure or the component. The steel plate is simulated by 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 the formula of gamma 0 Is a structural importance coefficient, σ M Design values for the effect of Von Mises stress action combinations; f material strength design value.
Further optimize, the close rib girder steel adopts the beam unit simulation, still needs to carry out bearing capacity analysis under different levels seismic action:
when the small-vibration elasticity is designed, the small-vibration elasticity design meets the condition that S is less than or equal to R/gamma RE Wherein S is a design value for the effect, R is a design value for the resistance of the structure or the component, and gamma RE The shock resistance adjustment coefficient of the bearing capacity;
when the design is in medium and large shock proof, S is less than or equal to R, wherein S is a standard combination effect value, and R is a resistance value calculated according to a standard value of a material;
satisfies the condition that S is less than or equal to R/gamma in the middle and large earthquake elastic design RE (ii) a Wherein S is the design value of the effect without shock resistance grade adjustment coefficient, R is the design value of the resistance, and gamma is RE The shock resistance adjustment coefficient of the bearing capacity.
Further optimization, the steel plate is simulated by adopting shell units, bearing capacity analysis is carried out under the earthquake working condition, strength control is carried out by adopting a VonMISES yield criterion, and the requirement of sigma is met M F is less than or equal to f, wherein sigma is M For the Von Mises stress, the effect under the basic combination is adopted during the elastic analysis, and the effect under the standard combination is adopted during the medium and large earthquake unconformable analysis; f is the material strength, the design value of the material strength is adopted during the elasticity analysis, and the material yield strength is adopted during the medium-large vibration unconversion analysis.
Further optimizing, when the in-plane shearing resistance checking calculation of the space ribbed steel beam floor system is carried out, a minimum effect value-taking principle is set, and the space ribbed steel beam floor system is ensured to have enough in-plane shearing resistance bearing capacity. Recording the in-plane calculated shear force of the space ribbed steel beam floor system as V 1 And the calculated shearing forces of the lateral force resisting substructures at the two ends of the space ribbed steel beam floor system on the floor are respectively recorded as V A And V B The smaller value of the calculated shearing force of the lateral force resisting substructure at the two ends is recorded as V 2 (V 2 ＝min{V A ，V B }) taking the above V 1 、V 2 The larger value of (2) is used as an effect value of the checking calculation of the shearing bearing capacity in the floor system surface of the space ribbed steel beam.
And further optimizing, during deformation analysis, defining an interlayer deformation index D = delta u/H, wherein delta u is the displacement difference between the top and the bottom of the vertical component, H is the length of the vertical component, and controlling the interlayer deformation D of the floor system to be less than 1/50 under the action of a large earthquake.
Further preferably, in the deformation analysis, an in-plane deformation index θ = (u) is defined 3 -u 1 ) L, in the formula, u 3 -u 1 Is the displacement difference between two points in the horizontal panel, L is twoThe distance between the points controls the deformation theta in the floor system surface under the action of large earthquake to be less than or equal to 1/400.
Further optimizing, controlling the second-order effect coefficient eta of the spatial ribbed steel beam floor system during stability analysis Ⅱ ≤0.25，η Ⅱ The reciprocal of the critical load is analyzed by adopting the buckling of the integral structure of the spatial multi-ribbed steel beam floor system, when eta Ⅱ When the elastic modulus is less than or equal to 0.1, the floor system adopts first-order elasticity analysis; when 0.1 < eta Ⅱ When the value is less than or equal to 0.25, a direct analysis method is adopted, P-delta and initial geometric defects are considered, the distribution of the initial geometric defects of the structure adopts the lowest-order buckling mode of the structure, the maximum value of the defects is taken according to the 1/300 value of the span of the floor system or the structural deformation under the representative value of the gravity load, and the initial defects of the component can be considered according to equivalent geometric defects or equivalent uniformly distributed loads. .
Further optimizing, in comfort analysis, if the ratio of the structural span to the section height of the spatial ribbed steel beam floor system exceeds a first threshold and the structural acceleration response under human excitation exceeds a second threshold, setting a vibration damping device for vibration damping control; that is, when the ratio of the structural span to the sectional height is large and the structural acceleration response under artificial excitation is large, a damping device needs to be arranged for damping control, and the first threshold and the second threshold need to be determined according to the existing practical situation, which is not limited here.
Compared with the prior art, the invention has the following advantages and beneficial effects:
the invention provides a method for analyzing a space ribbed steel beam floor system, which adopts the scheme that the space ribbed steel beam floor system has enough bearing capacity, rigidity, stability and comfort under the action of vertical load and horizontal load of a floor through a series of analysis steps.
Drawings
In order to more clearly illustrate the technical solutions of the exemplary embodiments of the present invention, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and that for those skilled in the art, other related drawings can be obtained from these drawings without inventive effort. In the drawings:
FIG. 1 is a schematic structural view of a spatial ribbed steel beam floor system according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of a spatial ribbed steel beam floor system according to an embodiment of the present invention;
FIG. 3 is a schematic structural diagram of a lateral force resisting substructure according to an embodiment of the present invention;
FIG. 4 is a top plan view of a panel of a typical weak floor system in accordance with one embodiment of the present invention;
FIG. 5 is a schematic view of three connection of a rocking post according to an embodiment of the present invention;
FIG. 6 is a schematic diagram of structural force transfer analysis according to an embodiment of the present invention;
FIG. 7 is a schematic structural analysis diagram of a spatial ribbed steel beam floor system according to an embodiment of the present invention;
FIG. 8 is a schematic view of a spatial multi-ribbed steel beam floor system according to an embodiment of the present invention;
FIG. 9 is a schematic diagram illustrating an inter-layer deformation index of a rocking post according to an embodiment of the present invention;
FIG. 10 is a schematic diagram of a displacement calculation point in a typical weak floor system according to an embodiment of the present invention;
FIG. 11 is a schematic view of a spatial multi-ribbed steel beam floor system stability analysis according to an embodiment of the present invention;
fig. 12 is a schematic view of damping control of a spatial ribbed steel beam floor system according to an embodiment of the present invention.
Reference numbers and corresponding part names in the drawings:
1-space ribbed steel beam floor system, 11-panel, 2-swinging column, 3-side force resisting substructure, 31-cross-layer inclined plate, 32-inclined strut, 4-universal hinged support, 5-pin shaft, 6-frame supporting cylinder, 7-ribbed steel beam and 8-steel plate.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining the present invention and are not meant to limit the present invention.
Example 1
The embodiment 1 provides a space structure system of a rocking column, as shown in fig. 1 to 12, comprising a space ribbed steel beam floor system 1;
the space ribbed steel beam floor system 1 comprises a plurality of layers of panels 11, and cross-layer inclined plates are arranged between every two adjacent panels 11 and/or every two adjacent spaced panels 11; the number of the swing columns is multiple, and the swing columns 2 are arranged between the adjacent panels 11 and/or the spacing panels 11 and between the panels 11 and the embedded ends;
a horizontal area of a lateral force resisting substructure 3 is divided on the horizontal plane of the space floor system 1, and the lateral force resisting substructure 3 is communicated with the space floor system 1 from top to bottom;
in the lateral force resisting substructure 3, a plurality of vertical members are arranged between adjacent panels 11 and/or spacing panels 11, and the vertical members include a cross-layer inclined plate 31, an inclined strut 32 and a swinging column 2.
Compared with the prior art, when a large number of cross-floor inclined plates 31 and fine structural columns need to be designed for building functions, because horizontal force is not borne by a lateral force resisting structure, a structural system is not established under the action of the horizontal force, and the requirements of a building scheme cannot be met. In the specific scheme, the space structure system comprises a space ribbed steel beam floor system 1, swing columns 2 and a side force resisting substructure 3, wherein as shown in fig. 2, the space ribbed steel beam 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 the embedded ends, so that a space building of the space ribbed steel beam floor system 1+ swing column 2 structure system is formed; in order to resist horizontal force, a lateral force resisting substructure 3 is further provided, as shown in fig. 3, the lateral force resisting substructure 3 is constructed and arranged according to building functions and structural lateral force resisting requirements, in a specific construction and arrangement process, firstly, a horizontal area of the lateral force resisting substructure 3 needs to be divided on a horizontal plane, the horizontal area of the lateral force resisting substructure 3 is a structure formed by all members in a range penetrating from top to bottom in the vertical direction, namely, the lateral force resisting substructure 3, in the area, a plurality of vertical members are arranged between adjacent panels 11 and/or spaced panels 11, the vertical members comprise a cross-layer inclined plate 31, an inclined strut 32 and a swinging column 2, namely, in the area, a cross-layer inclined plate 31 is arranged between adjacent panels 11, and a plurality of inclined plates and swinging columns 2 are arranged, so that the lateral force resisting substructure 3 is jointly constructed by the cross-layer inclined plate 31, the inclined strut 32, the swinging columns 2 and the panels 11.
Above-mentioned structure is at concrete atress analysis in-process, under the vertical load effect, the biography power route of structure is: the load acts on the space ribbed steel beam floor system 1, the space ribbed steel beam floor system 1 transmits the load in the relevant range to each vertical component, the vertical component transmits the load to the embedded end, the vertical arrangement of the swinging column 2 can be discontinuous, and when the vertical arrangement of the swinging column 2 is discontinuous, the vertical load transmitted from the upper part needs to be converted to other vertical components through the column bottom space ribbed steel beam floor system 1 and then transmitted to the embedded end. The elevation of the spatial ribbed steel beam floor system 1 and the gradient of the cross-floor inclined plate 31 can be adjusted according to the building function requirement, the concept of structure 'floor' is abandoned, the spatial ribbed steel beam floor system 1 and the vertical members form a whole common stress, and the load is transmitted to the embedded end from top to bottom.
The space ribbed steel beam floor system 1 not only bears vertical load, but also forms a lateral force resisting system of the structure together with the lateral force resisting substructure 3 under the action of horizontal force. Under the horizontal load effect, the lateral force resisting substructure 3 and the spatial ribbed steel beam floor system 1 form overall common work, and the 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 tube 6 is disposed in combination with a building function, the frame support tube 6 is connected to the embedding end, and the frame support tube 6 is a steel structure frame support tube with the embedding end continuing upward; wherein the frame support cylinder 6 can resist horizontal force and form a lateral force resisting system together with the lateral force resisting substructure 3 under the action of the horizontal force.
In this embodiment, the frame support cylinder 6 is internally provided with an energy-consuming damper.
Referring to fig. 8, in the present embodiment, the panel 11 includes a steel-structure ribbed steel beam 7 and a steel plate 8; the space ribbed steel beam floor system 1 can be composed of ribbed steel beams 7 and hot rolled thin steel plates 8. The bearing capacity and rigidity conditions of the space ribbed steel beam floor system 1 not only need to bear vertical load of a floor, but also need to bear horizontal load, and simultaneously, the stability and the comfort are also met.
Referring to fig. 5, in this embodiment, the spatial steel girder floor system 1 is fixed to the embedded end through a plurality of swing columns 2, and the swing columns 2 and the embedded end are connected through a universal hinged support 4.
Referring to fig. 5, in the present embodiment, the swing post 2 and the panel 11 are connected by a pin 5 or a variable cross-section.
Example 2
The embodiment 2 is further optimized on the basis of the embodiment 1, and provides a method for analyzing a space ribbed steel beam floor system, which specifically comprises the following steps:
the building has 5 floors on the ground and 3 floors underground, the height of the building is 23.75m, the building area is 6275 square meters, and the building has the main function of commerce. The structural system adopts a structural system comprising a frame support cylinder 6, a support, an inclined plate and a swinging column 2, lateral force resisting vertical components adopt a steel structural frame support cylinder 6, a support and an inclined plate, the rest vertical components of the building adopt steel structural swinging columns 2 to only bear vertical static load, and a floor system consists of a steel structural ribbed steel beam 7 and a hot rolled thin steel plate 8; the building is a rectangular plane, the axial dimension (length multiplied by width) of the outer contour is 96.6 multiplied by 35.7m, the length-width ratio is 2.7< -6.0 >, and the height-width 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 supporting cylinder 6 continues to adopt a reinforced concrete shear wall cylinder body at the corresponding position of the basement.
The engineering space ribbed steel beam floor system 1 is composed of ribbed steel beams 7 and hot rolling thin steel plates 8, as shown in figure 1, the space between the ribbed steel beams is 1050mm, and the engineering space ribbed steel beam floor system is composed of a plurality of cross-layer inclined plates and flat plates in space. Space ribbed steel beam floor system 1 must possess sufficient bearing capacity, rigidity, stability and travelling comfort under floor vertical load and horizontal load effect.
As shown in fig. 7, the analysis of the engineering space ribbed steel beam floor system 1 mainly includes four aspects, namely: bearing capacity analysis, deformation analysis, stability analysis and comfort analysis.
Bearing capacity analysis
The bearing capacity analysis of the space ribbed steel beam floor system 1 comprises the following steps: analyzing the bearing capacity under the static force action and the multi-earthquake action; in addition, the engineering analyzes the performance of the spatial ribbed steel beam floor system 1 through medium-earthquake elasticity and large-earthquake unconformable earthquake resistance.
The analysis and calculation method of the ribbed steel beam 7 of the spatial ribbed steel beam floor system 1 under the action of static load is the same as that of a common floor beam, the steel plate 8 is simulated by adopting a shell unit, and the strength is controlled by adopting a VonMises yield criterion, namely gamma 0 σ M F (wherein gamma) is not more than 0 To structural importance coefficient, σ M Effect design values for Von Mises stress, effect combinations; f material strength design value).
The space ribbed steel beam floor system 1 has enough bearing capacity under the earthquake action, and performance analysis under the earthquake action of different levels is often required in the design.
The multi-ribbed steel beam 7 is modeled according to beam units and is respectively controlled according to bending resistance and shearing resistance, and the method is the same as the analysis and calculation method of a common floor beam and comprises the following calculation processes:
when the small-vibration elasticity is designed, the requirement that S is less than or equal to R/gamma is met RE (where S is a design Effect value, R is a design Material Strength value,. Gamma.) RE The load bearing capacity shock resistance adjustment factor).
Satisfies S ≦ R in medium and large shock non-yielding design (wherein S isStandard combined effect value, R is resistance value calculated as the standard value of the material). Satisfies the condition that S is less than or equal to R/gamma in the elastic design of medium and large earthquakes RE (wherein S is a design value for the effect without the adjustment coefficient of the seismic grade, R is a design value for the material strength, and gamma RE The load bearing capacity shock resistance adjustment factor).
The sheet 8 is simulated by shell units and strength controlled by the von Mises yield criterion, i.e. sigma M F (wherein 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 and large earthquake unconfined 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 unconformable analysis).
For a weak floor system with large length-width ratio, the in-plane calculated shearing force of the weak floor system is recorded as V 1 And the calculated shearing forces of the lateral force resisting substructures at the two ends of the weak floor system on 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 }) taking the above V 1 、V 2 The larger value of the shear resistance is used as the effect value of a weak floor system and the shear resistance checking calculation is carried out, so that the floor system is ensured to have enough in-plane shear bearing capacity. The multi-ribbed steel beam 7 is modeled according to the beam unit and is respectively controlled according to the bending resistance and the shearing resistance, and the method is the same as the analysis and calculation method of the common floor beam; the sheet 8 is simulated by shell units and strength controlled by the von Mises yield criterion, i.e. sigma M F (wherein sigma) M For the Von Mises stress, the effect under the standard combination is adopted during the medium and large earthquake unconfined analysis, and the effect under the basic combination is adopted during the elastic analysis; f is the material strength, the material yield strength is adopted in the middle and large-shock unconformable 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, and in order to avoid the phenomenon that the structure is locally collapsed under the action of a large earthquake, so that the floor system can transfer horizontal force and coordinate the deformation capacity to lose efficacy, deformation control needs to be carried out on a weak floor system with a large length-width ratio, and for the weak floor system, side force resisting members or substructures are often arranged at the two ends of the weak floor system, and vertical members in the range only bear vertical loads.
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 component to the length of the column, as shown in figure 3), controlling D to be less than or equal to 1/50 according to the analysis result of the large-earthquake elastic-plastic time course, and ensuring that a 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, and ensuring that the floor system surface has enough rigidity and keeps an elastic working state.
The maximum value of D of the top floor system of the structure is 1/241, the maximum value of theta is 1/807, under the action of a large earthquake, displacement of each point (S1-S7) along the length direction of the floor system shown in the figure 10 at each time travel point of input earthquake waves is linearly distributed for one time, self bending deformation in the floor surface is small, and the in-surface rigidity is enough.
Stability analysis
The spatial 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 under strong earthquake due to in-plane pressure, stability analysis needs to be carried out on the floor system with large in-plane axial force, as shown in fig. 11, 13 weak plate strips which are likely to generate out-of-plane instability are selected in total, buckling analysis is carried out, and the second-order effect coefficient eta of the weak plate strips is calculated Ⅱ Controlling second order effect coefficient eta of floor system Ⅱ Less than or equal to 0.25, when eta Ⅱ When the elastic modulus is less than or equal to 0.1, the floor system adopts first-order elasticity analysis; when 0.1 < eta Ⅱ When the value is less than or equal to 0.25, a direct analysis method is adopted, and P-delta, P-delta and structural initial geometric defects are considered.
Weak plate band eta of floor system of the project Ⅱ The maximum is 0.18, the direct method is adopted for analysis, the distribution of the initial geometric defects of the structure adopts the lowest-order buckling mode of the structure, the maximum value of the defects is taken as 1/300 of the span of a floor system, and the representative value of the comprehensive defects 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 slab is 107MPa, which are all smaller than the stress value.
Comfort analysis
The comfort problem of a floor system under artificial excitation can be a controllability index of the design of a space ribbed steel beam floor system 1, the comfort problem must be considered in the design process of the space ribbed steel beam floor system 1, measures should be taken to perform vibration reduction control 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, through calculation and analysis, the first vibration mode frequency of the vertical vibration of the structure is 1.88Hz, and the uncontrolled vertical acceleration of the structure under artificial excitation is 3.05m/s 2 When the comfort requirement is not met, damping control is carried out by adopting a frequency modulation Mass Damper (TMD), and TMD parameters are shown in a table 1.
TABLE 1TMD parameters
The above-mentioned embodiments are intended to illustrate the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are merely exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (8)
1. The method for analyzing the space ribbed steel beam floor system is characterized in that under the action of vertical loads and horizontal loads of a floor, bearing capacity analysis, deformation analysis, stability analysis and comfort analysis are carried out on the space ribbed steel beam floor system.
2. The analysis method of the spatial multi-ribbed steel beam floor system according to claim 1, wherein the spatial multi-ribbed steel beam floor system (1) comprises a plurality of layers of panels (11), and cross-layer inclined plates (31) are arranged between adjacent panels (11) and/or spacing panels (11); a plurality of swing columns (2) are arranged between the adjacent panels (11) and/or the spacing panels (11) and between the panels (11) and the embedded ends; the panel (11) comprises a ribbed steel beam (7) and a steel plate (8);
a horizontal area of the lateral force resisting substructure (3) is divided on the horizontal plane of the space floor system (1), and the lateral force resisting substructure (3) is vertically communicated with the space floor system (1);
in the lateral force resisting substructure (3), a plurality of vertical members are arranged between adjacent panels (11) and/or spacing panels (11), and each vertical member comprises a cross-layer inclined plate (31), an inclined strut (32) and a rocking column (2);
a frame supporting barrel (6) is vertically arranged in the space ribbed steel beam floor system (1), and the frame supporting barrel (6) and the lateral force resisting substructure (3) are respectively arranged at two ends of the space ribbed steel beam floor system (1) according to the structural calculation requirement.
3. The method for analyzing a floor system of a spatial ribbed steel beam as claimed in claim 1, wherein the design of the bearing capacity analysis satisfies γ for the permanent design condition and the transient design condition 0 R is less than or equal to S, the multi-ribbed steel beam (7) is modeled according to beam units and is respectively controlled according to bending resistance and shearing resistance; 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; in the formula of gamma 0 To structural importance coefficient, σ M Designing values for the effects of the combination of the Von Mises stress effects; f material strength design value.
For earthquake design conditions, the multi-ribbed steel beam (7) is modeled according to beam units and is respectively controlled according to bending resistance and shearing resistance, and bearing capacity analysis is carried out under the action of earthquakes at different levels:
when the small-vibration elasticity is designed, the small-vibration elasticity design meets the condition that S is less than or equal to R/gamma RE (ii) a Wherein S is a design value of effect, R is a design value of material strength, and gamma RE Adjusting the coefficient for the bearing capacity shock resistance;
when in the middle and large shock proof design, the S is less than or equal to R, wherein S is a standard combination effect value, and R is a resistance value calculated according to a material standard value;
satisfies the condition that S is less than or equal to R/gamma in the middle and large earthquake elastic design RE (ii) a Wherein S is the effect without shock resistance grade adjustment coefficientIn terms of the value, R is the design value of material strength, γ RE The shock resistance adjustment coefficient of 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 M F is less than or equal to f; in the formula sigma M For the Von Mises stress, the effect under the basic combination is adopted during the elastic analysis, and the effect under the standard combination is adopted during the medium and large earthquake unconfined analysis; f is the material strength, the design value of the material strength is adopted during the elasticity analysis, and the material yield strength is adopted during the medium-large vibration unconversion analysis.
4. The analysis method for the spatial multi-ribbed steel beam floor system according to claim 3, wherein a minimum effect value-taking principle is set during in-plane shear checking calculation of the spatial multi-ribbed steel beam floor system (1) to ensure that the spatial multi-ribbed steel beam floor system (1) has sufficient in-plane shear bearing capacity. Recording the in-plane calculated shear force of the space ribbed steel beam floor system (1) as V 1 The calculated shearing forces of the lateral force resisting substructures (3) at the two ends of the space ribbed steel beam floor system (1) on the floor are respectively recorded as V A And V B The smaller value of the calculated shearing force of the lateral force resisting substructure (3) at the two ends is recorded as V 2 (V 2 ＝min{V A ，V B }) taking the above V 1 、V 2 The larger value of (2) is used as an effect value of the shear bearing capacity checking calculation in the space ribbed steel beam floor system (1).
5. The method for analyzing the floor system of the space ribbed steel beam as claimed in claim 1, wherein during the deformation analysis, an interlayer deformation index D = Δ u/H is defined, wherein Δ u is a displacement difference between the top and the bottom of the vertical member, H is the length of the vertical member, and D < 1/50 of the interlayer deformation of the floor system under the action of a large earthquake is controlled.
6. The method for analyzing the floor system of the spatial ribbed steel beam as claimed in claim 1, wherein during the deformation analysis, an in-plane deformation index θ = (u) is defined 3 -u 1 ) L, in the formula, u 3 -u 1 Is horizontalThe displacement difference between two points in the direction panel (11), L is the distance between the two points, and the deformation theta in the floor system surface under the action of large earthquake is controlled to be less than or equal to 1/400.
7. The method for analyzing a spatial multi-ribbed steel beam floor system according to claim 1, wherein in the stability analysis, a second-order effect coefficient eta of the spatial multi-ribbed steel beam floor system (1) is controlled Ⅱ ≤0.25，η Ⅱ Adopting the space ribbed steel beam floor system integral structure buckling analysis of reciprocal of critical load, when eta Ⅱ When the elastic modulus is less than or equal to 0.1, the floor system adopts first-order elasticity analysis; when 0.1 < eta Ⅱ When the value is less than or equal to 0.25, a direct analysis method is adopted, P-delta and structural initial geometric defects are considered, the structural initial geometric defects are distributed in the lowest-order buckling mode of the structure, the maximum value of the defects can be taken according to 1/300 of the span of the floor system or the structural deformation under the gravity load representative value, and the component initial defects can be considered according to equivalent geometric defects or equivalent uniformly distributed loads.
8. The method for analyzing a space ribbed steel beam floor system according to claim 1, characterized in that in the comfort analysis, if the ratio of the structural span and the section height of the space ribbed steel beam floor system (1) exceeds a first threshold value and the structural acceleration response under human excitation exceeds a second threshold value, a damping device is arranged for damping control.
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