CN112482554A - Large-space slab column-seismic wall structure supported by V-shaped tree-shaped wall column and application - Google Patents
Large-space slab column-seismic wall structure supported by V-shaped tree-shaped wall column and application Download PDFInfo
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
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Abstract
本发明涉及V形树状墙柱支撑的大空间板柱‑抗震墙结构，包括V形树状墙柱组合、悬吊钢柱、空心楼板和底部大跨层的中部预应力大跨弧板；所述V形树状墙柱组合为竖向抗侧力主体构件，以由根部墙和枝部柱组成的V形树状墙柱为基本单元，包括X向树状墙柱和Y向树状墙柱，共同构成竖向中心支撑构架，V形树状墙柱组合支撑空心楼板。本发明的有益效果是：本发明提供的V形树状墙柱支撑的大空间板柱‑抗震墙结构，其结构体系构造合理，可以实现内部大空间的少柱大跨竖向支撑及特殊墙柱造型复杂建筑的结构体系设计及承载，充分发挥树状墙柱支撑大空间板柱‑抗震墙体系的高整体抗侧刚度、高承载性能、大空间功能优点。
The invention relates to a large space slab-column-seismic wall structure supported by a V-shaped tree-shaped wall column, comprising a V-shaped tree-shaped wall-column combination, a suspended steel column, a hollow floor slab, and a central prestressed large-span arc slab with a large-span floor at the bottom; The V-shaped tree-shaped wall column is combined as a vertical lateral force resistance main component, and the V-shaped tree-shaped wall column composed of the root wall and the branch column is used as the basic unit, including the X-direction tree-shaped wall column and the Y-direction tree-shaped wall. The columns together form the vertical center support frame, and the V-shaped tree-shaped wall column combination supports the hollow floor slab. The beneficial effects of the present invention are as follows: the large-space slab-column-seismic wall structure supported by the V-shaped tree-shaped wall column provided by the present invention has a reasonable structural system structure, and can realize vertical support with few columns and large spans and special walls in a large interior space. The structural system design and load bearing of buildings with complex column shapes give full play to the advantages of high overall lateral stiffness, high load-bearing performance and large space functions of the large-space slab-column-seismic wall system supported by tree-like wall columns.
Description
Technical Field
The invention belongs to the technical field of structural engineering, and particularly relates to a large-space slab column-seismic wall structure supported by V-shaped tree-shaped wall columns.
Background
The slab column-earthquake-resistant wall system is a structural system which is formed by jointly bearing vertical and horizontal actions by a beamless floor slab, columns and earthquake-resistant walls, has the advantages of effectively reducing floor height, reducing earthquake effect, facilitating pipeline installation and the like due to smaller self height of structural members, and is mainly applied to large public buildings such as libraries, art houses and the like which have higher requirements on large floor space and building modeling.
In a traditional slab-column earthquake-resistant wall system, due to span requirements, earthquake-resistant walls and columns are generally large in size and large in number, vertical supporting forms are arranged in a single mode, and utilization of large space functions is still insufficient. In order to fully embody the large space function and the vertical support modeling image of the building, the wall and the column of the slab column-earthquake-resistant wall system are combined and optimized into a unified tree-shaped wall column support, and the structure is an effective novel structure form.
The plate column-seismic wall system supported by the tree-shaped wall columns takes the V-shaped tree-shaped wall columns as main lateral force resisting components, has great integral lateral stiffness, is connected with the top end of a branch part column and a middle hollow floor slab with a relatively large span and a corner overhanging hollow floor slab through a suspension steel column, and can avoid the influence on the spatial arrangement of a building as much as possible by using a slender steel column, thereby realizing the large space and the modeling design function of the building. Therefore, the design and arrangement scheme of the reasonable and effective tree-shaped wall column and the suspension steel column is an important factor for ensuring the bearing performance and the implementation feasibility of the tree-shaped wall column and the suspension steel column.
In order to reduce the dead weight of the structure, the floor bearing system is generally a hollow floor slab, columns are connected through hidden beams with the same height as the floor slab so as to enhance the rigidity of the whole structure, and suspension steel columns for hanging the hollow floor slab mainly bear the axial tension effect. Therefore, the reasonable and effective design of the connecting node form of the suspension steel column and the hollow floor slab is also an important factor for ensuring the bearing performance of the suspension steel column and the hollow floor slab.
In addition, when the plate column-earthquake-resistant wall system supported by the tree-shaped wall column relates to a local large-span column-free space, the arrangement of the prestressed large-span arc plates and the end support beams is an effective solution. The structural system has the problems of complex node connection structure, complex component assembly, complex system stress performance, large-span arc plate comfort level treatment and the like, and the reasonable and effective plate column-seismic wall system form design and assembly scheme of the tree-shaped wall column support is also an important factor for ensuring the bearing performance and normal use of the system.
In summary, it is necessary to research a form and a design method of a large-space slab column-seismic wall structure supported by V-shaped tree-shaped wall columns to be suitable for a structural system and a bearing of a building with a large internal space, a small number of columns, a large span and a complicated special wall column model.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a V-shaped tree-shaped wall column supporting large-space slab column-seismic wall structure which is suitable for small-column large-span vertical support in large internal space and a structural system and bearing of a special wall column modeling complex building.
The large-space slab column-seismic wall structure supported by the V-shaped tree-shaped wall column comprises a V-shaped tree-shaped wall column combination, a suspension steel column, a hollow floor slab and a middle prestressed large-span arc slab with a large span layer at the bottom; the V-shaped tree-shaped wall column combination is a vertical lateral force resisting main body component, the V-shaped tree-shaped wall column consisting of a root wall and branch part columns is used as a basic unit, the V-shaped tree-shaped wall column comprises an X-direction tree-shaped wall column and a Y-direction tree-shaped wall column, a vertical central supporting framework is formed together, and the V-shaped tree-shaped wall column combination supports the hollow floor slab; the suspension steel column is an auxiliary vertical component and comprises a middle suspension steel column and corner suspension steel columns, the top end of the branch part column is connected with the hollow floor slabs with the non-large span layer through the middle suspension steel column, and the top end of the branch part column is connected with the hollow floor slabs on two sides of the large span layer at the bottom through the corner suspension steel columns; the hollow floor slab is a floor bearing main body component and comprises a non-large-span layer hollow floor slab and two side hollow floor slabs of a bottom large-span layer, wherein the non-large-span layer hollow floor slab is positioned above the two side hollow floor slabs of the bottom large-span layer and a middle prestressed large-span arc slab of the bottom large-span layer; the middle prestressed large-span arc plate of the bottom large-span layer is a floor bearing auxiliary component and is positioned in the middle area of the bottom large-span layer, and the two sides of the middle prestressed large-span arc plate of the bottom large-span layer are anchored on the end part of the large-span arc plate at the inner side end parts of the hollow floor slabs at the two sides of the bottom large-span layer so as to form a large-span arc plate shape and a functional space.
Preferably, the method comprises the following steps: the V-shaped arborescent wall column combination is based on a central positioning point, the X-direction arborescent wall columns in the middle of the structure and the Y-direction arborescent wall columns on two sides are arranged in a longitudinal (Y-direction) array mode, X-direction arborescent wall column basic units are arranged in a transverse (X-direction) mode, Y-direction arborescent wall column basic units are arranged in a longitudinal (Y-direction) mode, and a central support framework of bidirectional orthogonal vertical anti-side component arrangement is formed.
Preferably, the method comprises the following steps: the bottom of a single V-shaped tree-shaped wall column is a linear anti-seismic wall, the wall thickness is 400-800mm, namely the bottom is a plate column-anti-seismic wall structure; the upper part of a single V-shaped tree-shaped wall column is branched into two inclined columns, the bottom ends of the inclined columns are supported on the root wall end hidden columns at the two ends of the bottom linear anti-seismic wall, the cross section of each inclined column is (400) mm multiplied by 800mm, and the upper part is of a plate column structure.
Preferably, the method comprises the following steps: root wall end embedded columns are arranged at two ends of the I-shaped anti-seismic wall, and root wall distribution ribs are arranged on the wall body; the inclined column is provided with branch column longitudinal bars and branch column stirrups; the transition range of the linear earthquake-resistant wall and the inclined column is reinforced by connecting longitudinal bars in an overlapping manner and encrypting stirrups.
Preferably, the method comprises the following steps: the suspension steel columns are used for connecting the top ends of the branches of the V-shaped tree-shaped wall columns and the hollow floors of the lower floors, and comprise middle suspension steel columns used for reducing the larger column distance of the middle hollow floors of the non-large span floors and corner suspension steel columns used for avoiding the corner large-span cantilever floors with unfavorable stress, and the reduced column distance is preferably less than or equal to 10 m.
Preferably, the method comprises the following steps: the suspension steel column mainly bears the axial tension effect, is generally a circular steel tube section to fully utilize the tensile strength of steel, and simultaneously reduces the influence on the large space function of a building as much as possible, the section diameter is 200-300mm, the wall thickness is 12-18mm, and the influence can be ignored during the calculation of the lateral stiffness because the section of the suspension steel column is generally smaller than that of a V-shaped tree-shaped wall column.
Preferably, the method comprises the following steps: the connection nodes of the suspension steel columns and the hollow floor slabs at the two sides of the non-large span floor and the bottom large span floor are connected in an embedded connection mode through upper outer ring plates of the suspension steel column nodes, lower outer ring plates of the suspension steel column nodes and stiffening ribs of the suspension steel column nodes; the height of the ring plate connecting node is smaller than the thickness of the hollow floor slab, the distance between the upper outer ring plate of the suspension steel column node and the lower outer ring plate of the suspension steel column node and the top and bottom of the hollow floor slab is not less than 75mm, the height of the ring plate connecting node is preferably (h-75 x 2) mm, wherein h is the thickness of the hollow floor slab; the stiffening rib of the suspension steel column node is positioned between the upper outer ring plate of the suspension steel column node and the lower outer ring plate of the suspension steel column node.
Preferably, the method comprises the following steps: the wall columns of all the floors are connected through the X-direction hidden beams of the hollow floor slab and the Y-direction hidden beams of the hollow floor slab which are orthogonal in the two directions so as to enhance the rigidity of the whole structure, the width of the hidden beams is that at least 100mm is added to each of the two sides of the width of the V-shaped tree-shaped wall column, and the height of the hidden beams is equal to the thickness of the hollow floor slab; the non-large-span hollow floor slab and the hollow floor slabs on two sides of the bottom large-span layer are of box body hollow structures, and comprise a box body part of the hollow floor slab and a solid part of the hollow floor slab, so that effective bearing is guaranteed, and dead weight is reduced; the reinforcing steel bar of the hollow floor slab comprises stressed longitudinal bars positioned at the top or the bottom of the slab and connecting stirrups positioned at the solid part.
Preferably, the method comprises the following steps: when the middle prestressed large-span arc plate of the bottom large-span layer is suitable for the middle of a bottom floor with a column-free large space function, the middle prestressed large-span arc plate of the bottom large-span layer is anchored and supported on the support beam at the end part of the large-span arc plate through the anchorage device at the end part of the prestressed arc plate, and the large-span space dimension is 15m-25 m; the middle prestressed large-span arc plate of the bottom large-span layer is in a solid floor form, and the thickness of the middle prestressed large-span arc plate is 200-300 mm; the large span arc plate end support beam is in a wide flat beam form to provide enough rigidity for anchoring and pulling deformation, and the cross section dimension is (1500-.
Preferably, the method comprises the following steps: the middle prestressed large-span arc plate of the bottom large-span layer is connected with an end anchorage of the prestressed arc plate through a prestressed steel strand of the prestressed arc plate so as to fully utilize the higher tensile strength of the steel strand, and anti-cracking U-shaped ribs of the prestressed arc plate are uniformly distributed on the middle prestressed large-span arc plate of the bottom large-span layer so as to prevent the concrete of the large-span arc plate from being cracked under pressure; the outer side end of the support beam at the end part of the large span arc plate is fixed through an end anchorage of the prestressed arc plate.
Preferably, the method comprises the following steps: the bidirectional arrangement form of the V-shaped tree-shaped wall column and the arrangement of the suspension steel columns can be properly adjusted according to the requirements of building modeling and functional space and span, and the composition and assembly mode of each part of the novel building structure can not be influenced.
The assembling method of the plate column-seismic wall structure supported by the V-shaped tree-shaped wall column comprises the following steps:
s1, forming an X-direction tree-shaped wall column basic unit by the root wall of the X-direction tree-shaped wall column and the branch part columns of the X-direction tree-shaped wall column, and arranging the X-direction tree-shaped wall column basic unit along a longitudinal (Y-axis) array to obtain two groups of X-direction tree-shaped wall column lateral force resisting members in the middle of the V-shaped tree-shaped wall column combined structure;
s2, forming a Y-direction tree-shaped wall column basic unit by the root wall of the Y-direction tree-shaped wall column and the branch part columns of the Y-direction tree-shaped wall column, and arranging the Y-direction tree-shaped wall column basic unit along a longitudinal (Y-axis) array to obtain two groups of Y-direction tree-shaped wall column lateral force resisting components on two sides of the V-shaped tree-shaped wall column combined structure;
s3, the tree-shaped wall columns generated in the steps S1 and S2 form a vertical supporting central framework together, the end part of the root wall is provided with a hidden column at the end of the root wall, and the wall body is provided with distribution ribs of the root wall; the branch part column is provided with branch part column longitudinal ribs and branch part column stirrups, and the lower end of the branch part column is supported on the hidden column at the wall end of the root part;
s4, hanging the top ends of the middle suspension steel column and the corner suspension steel column on the suspension steel column connecting nodes at the top ends of the branch columns of the tree-shaped wall column; the connecting node is in an outer ring plate embedding mode and consists of an upper outer ring plate of the suspension steel column node, a lower outer ring plate of the suspension steel column node and a stiffening rib of the suspension steel column node;
s5, setting the main floor structure as a hollow floor slab, wherein the hollow floor slab comprises a box body part of the hollow floor slab, a solid part of the hollow floor slab, stressed longitudinal bars of the hollow floor slab and connecting stirrups of the hollow floor slab, and the hollow floor slab comprises a non-large-span hollow floor slab and two side hollow floor slabs with large-span floors at the bottom;
s6, arranging an X-direction hidden beam of the hollow floor slab and a Y-direction hidden beam of the hollow floor slab which are orthogonally arranged in two directions between the wall columns of the hollow floor slab to enhance the integral rigidity of the structure; respectively fixing the lower ends of the middle suspension steel column and the corner suspension steel column on the hidden beam of the hollow floor slab;
s7, when a large space function is required in the middle of the bottom layer, arranging a middle prestressed large-span arc plate of the bottom large-span layer, wherein the main tensile steel bar is a prestressed steel strand of the prestressed arc plate, and uniformly arranging anti-cracking U-shaped steel bars of the prestressed arc plate on the middle prestressed large-span arc plate of the bottom large-span layer to prevent the prestressed large-span arc plate from cracking due to compression;
s8, anchoring the two side ends of the middle prestressed large-span arc plate of the bottom large-span layer on the end support beam of the large-span arc plate through the end anchorage of the prestressed arc plate to form an end connection node of the prestressed arc plate.
The V-shaped arborescent wall column supported large-space slab column-seismic wall structure is applied to the design and bearing of a few-column large-span vertical support in an internal large space and a structural system of a special wall column modeling complex building, wherein the large space refers to a few-column vertical support large-span building space (large-space public civil building space) with the span of not less than 10 meters.
The invention has the beneficial effects that:
1. the V-shaped arborescent wall column supported large-space slab column-earthquake-resistant wall structure provided by the invention has a reasonable structure system, can realize the design and bearing of a few-column large-span vertical support of an internal large space and a structural system of a special wall column modeling complex building, and fully exerts the advantages of high integral lateral stiffness, high bearing performance and large space function of the arborescent wall column supported large-space slab column-earthquake-resistant wall system.
2. The large space slab column-seismic wall structure system supported by the V-shaped tree-shaped wall column takes the V-shaped tree-shaped wall column support as a vertical lateral force resisting basic unit, and a central support framework with great lateral rigidity is formed by arranging the V-shaped tree-shaped wall column support in a bidirectional orthogonal array at the middle and two sides; the integral stress mode of connecting and hanging the hollow floor slab, the prestressed large-span arc floor slab and the anchor support of the end support beam through the suspension steel column can achieve the function of large-space building on the premise of reducing the dead weight as much as possible.
3. Based on the analysis of the ultimate bearing performance, the structure of the invention is convenient to control through indexes such as integral rigidity (deformation value control), bearing capacity (stress ratio control) and the like, so as to further ensure the reasonability and effectiveness of an integral structure system.
4. The large-space slab column-seismic wall structure system supported by the V-shaped tree-shaped wall columns provided by the invention has the advantages of definite component modules, clear force transmission, high rigidity of the whole system, high bearing capacity and unique shape, and has wide application prospect in the structure system of a large-space, few-column, large-span vertical support and a special wall column structure complex building.
Drawings
Fig. 1 is a schematic structural diagram of the present invention (wherein, fig. 1a-1e are respectively a schematic overall diagram of a large space slab-seismic wall structure supported by a V-shaped tree-shaped wall column of the present invention, a schematic diagram of a tree-shaped wall column, a schematic diagram of a suspended steel column, a schematic diagram of a hollow floor slab, and a schematic diagram of a prestressed large span arc slab);
FIG. 2 is a plan view of the large space slab-column-seismic wall structure of the present invention, i.e., a schematic view taken at A-A in FIG. 1 a;
FIG. 3 is a front view of the large space slab-column-seismic wall structure of the present invention, i.e., a schematic view taken at B-B in FIG. 1 a;
FIG. 4 is a right side view of the large space slab-column-seismic wall structure of the present invention, i.e., a schematic view taken at C-C in FIG. 1 a;
FIG. 5 is a schematic cross-sectional view and reinforcing bars of a single V-shaped tree-shaped wall column (wherein FIGS. 5a and 5b are a schematic cross-sectional view and reinforcing bars of the X-direction and Y-direction tree-shaped wall column in FIG. 1a, respectively);
fig. 6 is a schematic view of a suspended steel column connection node (where fig. 6a is a schematic view of the connection node of the suspended steel column of fig. 1a with a hollow floor slab, and fig. 6b is a schematic view of a D-D cut-away of the connection node of fig. 6 a);
FIG. 7 is a schematic cross-sectional view of the hollow floor structure of FIG. 1 a;
FIG. 8 is a schematic view of the pre-stressed large span arc plate configuration and end construction of FIG. 1 a;
fig. 9 is a flow chart of component assembly of the large space slab-column-seismic wall structure.
Description of reference numerals: 1-X direction tree-shaped wall column root wall; branch part columns of the 2-X direction tree-shaped wall columns; the root wall of the 3-Y direction tree-shaped wall column; branch columns of the 4-Y direction tree-shaped wall column; 5-suspending a steel column in the middle; 6-hanging steel columns at corners; 7-non-large span hollow floor slab; 8-hollow floor slabs at two sides of the bottom large span layer; 9-a support beam at the end part of the large span arc plate; 10-middle prestressed large span arc plate of bottom large span layer; 11-X direction hidden beam of hollow floor slab; 12-Y-direction hidden beams of the hollow floor slab; 13-suspension steel column connecting nodes; 14-connecting the end parts of the prestressed arc plates with nodes; 15-root wall end embedded column; 16-distributing ribs on the root wall; 17-branch column longitudinal bar; 18-limb column stirrup; 19-upper outer ring plate of suspension steel column node; 20-lower outer ring plates of the suspended steel column nodes; 21-stiffening ribs suspending steel column nodes; 22-box section of hollow floor slab; 23-solid part of hollow floor slab; 24-stressed longitudinal bars of the hollow floor slab; 25-connecting stirrups of the hollow floor slab; 26-an end anchorage for a prestressed arc plate; 27-prestressed steel strands of prestressed arc plates; 28-anti-crack U-shaped ribs of the prestressed arc plate; 29-central anchor point.
Detailed Description
The present invention will be further described with reference to the following examples. The following examples are set forth merely to aid in the understanding of the invention. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
The large-space slab column-seismic wall structure system component supported by the V-shaped tree-shaped wall column is definite in module composition and clear in force transmission, effectively accords with the design principle of integral stress and bearing mode, gives full play to the larger lateral stiffness of the integral structure system, supports the framework based on the V-shaped tree-shaped wall column center, and is combined with a structure system in which a suspension steel column is connected with a hollow floor slab, so that the complex building shape and function of large-space small-column large-span vertical support are realized.
The design idea of the invention is based on V-shaped tree-shaped wall column support and combines a large-space slab column-earthquake-resistant wall integral stress mode that a suspension steel column is connected with a hollow floor slab: firstly, a V-shaped tree-shaped wall column support is used as a vertical lateral force resisting basic unit, and a central support framework with great overall lateral force resisting rigidity is formed by arranging bidirectional orthogonal arrays at the middle part and two sides; secondly, the top end of the branch part column, the middle hollow floor slab of the non-large span layer and the corner overhanging hollow floor slab are connected through the suspending steel column, so that the functions of few columns, large space and modeling of the building are realized; then, the function of the large-span column-free curved surface space in the middle of the bottom floor is realized by arranging and connecting the prestressed large-span arc plate and the end support beam; and finally, through ultimate bearing performance analysis and control of system deformation, component stress and the like, the integral stress bearing performance of the structural system is guaranteed, and irreversible damage is avoided.
Example one
As shown in fig. 1a to 1e and fig. 2 to 4, the V-shaped tree-shaped wall column supported large space slab column-seismic wall structure includes a V-shaped tree-shaped wall column combination, a suspension steel column, a hollow floor slab and a prestressed large span arc slab. The V-shaped tree-shaped wall column combination (figure 1b) is a vertical lateral force resisting main body component, a V-shaped tree-shaped wall column support consisting of a root wall and branch part columns is taken as a basic unit, and the V-shaped tree-shaped wall column support comprises an X-direction tree-shaped wall column and a Y-direction tree-shaped wall column which jointly form a vertical central support framework in bidirectional orthogonal arrangement; the suspension steel columns (shown in figure 1c) are auxiliary vertical components, and comprise a middle suspension steel column and a corner suspension steel column which are respectively used for connecting the top end of the branch part column, the non-large span layer middle hollow floor slab and the corner suspension hollow floor slab; the hollow floor slab (figure 1d) is a floor bearing main body component and comprises a whole hollow floor slab with a non-large-span floor at the upper part and local hollow floor slabs at two sides of a large-span floor at the bottom part, so that a floor bearing system is formed; the prestressed large-span arc slab (figure 1e) is a floor bearing auxiliary component, is positioned in the middle area of the bottom large-span layer, is provided with prestress and is anchored and supported on the support beams at the end parts of two sides to form an arc floor modeling and functional space of a large-span space.
As shown in fig. 1b and fig. 2, the V-shaped tree-shaped wall column assembly uses a V-shaped tree-shaped wall column composed of a root wall (a root wall 1 of an X-direction tree-shaped wall column, a root wall 3 of a Y-direction tree-shaped wall column), branch columns (a branch column 2 of an X-direction tree-shaped wall column, a branch column 4 of a Y-direction tree-shaped wall column) as a basic unit, uses a central positioning point 29 as a structural plane center, and adopts Y-direction (longitudinal) array arrangement at the middle part and two sides of the structure to form a central supporting framework of bidirectional orthogonal vertical anti-side member arrangement. In the structure of this example, two sets of X-direction and two sets of Y-direction tree-shaped wall posts are provided at the middle and both sides, respectively, with a pitch of 8.8m, and a total of 12 (X-direction) and 6 (Y-direction) V-shaped tree-shaped wall post basic units are provided.
As shown in fig. 5a-5b, the floor range of the bottom of a single V-shaped tree-shaped wall column is a linear seismic wall, the wall thickness is 400-800mm, i.e., the bottom is a slab column-seismic wall structure system; the upper floor range of the V-shaped tree-shaped wall column is branched into two inclined columns, the bottom ends of the inclined columns are supported on the concealed columns at the two ends of the linear anti-seismic wall, the cross section dimension of the inclined columns is (400-plus-800) multiplied by 800mm, namely the upper part is a plate column structure system.
As shown in fig. 5a-5b, root wall end embedded columns 15 are arranged at two ends of a linear anti-seismic wall at the bottom of a single V-shaped tree-shaped wall column, and root wall distribution ribs 16 are arranged on a wall body; the upper part of the V-shaped tree-shaped wall column is arranged by reinforcing bars according to the inclined concrete column, and comprises branch column longitudinal bars 17 and branch column stirrups 18; the transition range of the earthquake-proof wall and the concrete inclined column is connected by longitudinal bars in an overlapping way and is reinforced by the reinforced stirrups.
As shown in fig. 1c and 3-4, the suspension steel columns are used for connecting the top ends of the branch part columns of the V-shaped tree-shaped wall column and the hollow floor slab of the lower floor, and comprise middle suspension steel columns 5 and corner suspension steel columns 6. The middle suspension steel column 5 can effectively reduce the larger column spacing of the structural non-large span layer middle hollow floor slab, and the reduced column spacing is less than or equal to 10 m; the steel column 6 is hung at the corner part, so that the floor is not stressed disadvantageously and is not cantilevered greatly.
As shown in fig. 3 and 4, the top end hanging point of the hanging steel column is the hanging steel column connecting node 13 positioned at the top end of the branch column, and the bottom end connecting part of the corner hanging steel column 6 is the hollow floor slabs 8 at two sides of the bottom large span layer; when the middle prestressed large-span arc plate 10 of the bottom large-span floor is arranged, the connection position of the bottom ends of the middle suspension steel columns 5 is the middle part of the first floor (namely the upper floor of the bottom large-span floor) of the non-large-span floor hollow floor slab 7.
As shown in fig. 3 and 4, the suspension steel column mainly bears the axial tension effect, and the steel column with the circular tube section steel section is adopted to fully utilize the tensile strength of steel materials, so that the influence of the steel column on the large space function of the building is reduced as much as possible; the cross section diameter of the suspension steel column is 200-300mm, and the wall thickness is 12-18 mm. Since the section of the suspended steel column is generally much smaller than that of the V-shaped tree-shaped wall column, the influence of the suspended steel column can be ignored when calculating the lateral stiffness.
As shown in fig. 6, the suspension steel columns are generally circular pipe section steel sections, and the connection nodes of the suspension steel columns and the hollow floor slab are processed by an embedded connection method of outer ring plates (upper outer ring plate 19 of the suspension steel column nodes, lower outer ring plate 20 of the suspension steel column nodes) and stiffening ribs (stiffening ribs 21 of the suspension steel column nodes). The height of the ring plate connecting node is smaller than the thickness of the hollow floor slab, the distance between the upper outer ring plate and the lower outer ring plate and the top and the bottom of the hollow floor slab is not less than 75mm, namely the height of the ring plate connecting node is (h-75 x 2) mm, wherein h is the thickness of the hollow floor slab (the hollow floor slab 7 with a non-large span layer and the hollow floor slabs 8 on two sides with a large span layer at the bottom).
As shown in fig. 1d and fig. 2 to fig. 4, the hollow floor slab is a floor bearing system, and includes a whole upper hollow floor slab 7 with a non-large span floor and two side hollow floor slabs 8 with a large span floor at the bottom. The wall columns of each floor plane are reinforced with the rigidity of the whole structure through the X-direction hidden beams 11 of the hollow floor slabs and the Y-direction hidden beams 12 of the hollow floor slabs, the width of the hidden beams is generally that at least 100mm is added on two sides of the width of the tree-shaped wall columns respectively, and the height of the hidden beams is equal to the thickness of the hollow floor slabs.
As shown in fig. 7, the hollow floor slab is in the form of a hollow box structure, and comprises a box part 22 of the hollow floor slab and a solid part 23 of the hollow floor slab, so as to ensure that the dead weight of the structure is reduced as much as possible while the structure is effectively loaded. The reinforcing steel bar arrangement of the hollow floor slab comprises a stressed longitudinal bar (stressed longitudinal bar 24 of the hollow floor slab) positioned at the top or the bottom of the slab and a connecting stirrup (connecting stirrup 25 of the hollow floor slab) positioned at a solid part.
As shown in fig. 1e and fig. 3, when the function of the large space without columns is needed in the middle of the bottom floor, the middle prestressed large-span arc plate 10 of the bottom large-span floor is arranged, and the end anchorage 26 of the prestressed arc plate is used for anchoring the prestressed large-span arc plate on the end support beams 9 of the large-span arc plates on two sides for processing, wherein the size of the large-span space is generally 15m-25 m.
As shown in FIG. 3, the middle prestressed large span arc plate 10 of the bottom large span layer is a solid floor with a thickness of 200 and 300 mm. The large span arc plate end support beam 9 adopts a wide flat beam to provide enough rigidity for anchoring and pulling deformation, and the section dimension is generally (1500-.
As shown in fig. 8, the node structure largely corresponds to the location where the end of the pre-stressed arc plate connects to the node 14. The prestressed steel bars of the middle prestressed large-span arc plate 10 of the bottom large-span layer are prestressed steel strands 27 of the prestressed arc plate so as to fully utilize the higher tensile strength of the prestressed steel strands; anti-cracking U-shaped ribs 28 of the prestressed arc plates are arranged at intervals to prevent the floor concrete from being cracked under pressure; the outer end of the large span arc plate end support beam 9 is fixed with prestressed steel strands through prestressed arc plate end anchorage 26.
The bidirectional arrangement form of the V-shaped tree-shaped wall column and the arrangement of the suspension steel columns can be properly adjusted according to the requirements of building shapes and functional spaces and spans, and the composition and the assembly mode of all parts of the plate column-earthquake-resistant wall structure system supported by the V-shaped tree-shaped wall column cannot be influenced.
Example two
As shown in fig. 9, the concrete assembly process of the plate column-seismic wall structure supported by the V-shaped tree-shaped wall column is as follows:
s1, forming an X-direction tree-shaped wall column basic unit by the root wall 1 of the X-direction tree-shaped wall column and the branch part column 2 of the X-direction tree-shaped wall column, and arranging the X-direction tree-shaped wall column basic unit along a longitudinal (Y-axis) array to obtain two groups of X-direction tree-shaped wall column lateral force resisting members in the middle of the structure;
s2, forming a Y-direction tree-shaped wall column basic unit by the root wall 3 of the Y-direction tree-shaped wall column and the branch part column 4 of the Y-direction tree-shaped wall column, and arranging the Y-direction tree-shaped wall column basic unit along the longitudinal direction (Y axis) in an array manner to obtain two groups of Y-direction tree-shaped wall column lateral force resisting members on two sides of the structure;
s3, the tree-shaped wall columns generated in the steps S1 and S2 form a vertical supporting central framework together, the end part of the root wall is provided with a root wall end embedded column 15, and the wall body is provided with root wall distribution ribs 16; the branch part column is provided with a branch part column longitudinal rib 17 and a branch part column stirrup 18, and the lower end of the branch part column is supported on the root wall end hidden column 15;
s4, hanging the top ends of the middle suspension steel column 5 and the corner suspension steel column 6 on the suspension steel column connecting nodes 13 at the top ends of the branch columns of the tree-shaped wall column; the connecting node is in an outer ring plate embedding mode and consists of an upper outer ring plate 19 of a suspension steel column node, a lower outer ring plate 20 of the suspension steel column node and a stiffening rib 21 of the suspension steel column node;
s5, setting the main floor structure as a hollow floor slab, wherein the main floor slab consists of a box body part 22 of the hollow floor slab, a solid part 23 of the hollow floor slab, stressed longitudinal bars 24 of the hollow floor slab and connecting stirrups 25 of the hollow floor slab, and the main floor slab comprises a non-long-span hollow floor slab 7 and two side hollow floor slabs 8 with long-span floors at the bottom;
s6, arranging an X-direction hidden beam 11 of the hollow floor slab and a Y-direction hidden beam 12 of the hollow floor slab which are orthogonally arranged in two directions between the wall columns of the hollow floor slab to enhance the integral rigidity of the structure; the lower ends of the middle suspension steel column 5 and the corner suspension steel column 6 are respectively fixed on the hidden beam of the hollow floor slab;
s7, when a large space function is required in the middle of the bottom layer, arranging a middle prestressed large-span arc plate 10 of the bottom large-span layer, wherein the main tensile steel bar is a prestressed steel strand 27 of the prestressed arc plate, and uniformly arranging anti-cracking U-shaped steel bars 28 of the prestressed arc plate on the middle prestressed large-span arc plate 10 of the bottom large-span layer to prevent the prestressed large-span arc plate from cracking due to compression;
s8, anchoring the two side ends of the middle prestressed large-span arc plate 10 of the bottom large-span layer on the large-span arc plate end support beam 9 through the end anchorage 26 of the prestressed arc plate to form the end connection node 14 of the prestressed arc plate.
EXAMPLE III
The invention also provides application of the V-shaped tree-shaped wall column supported large-space slab column-seismic wall structure in the structural system design and bearing of a small-column large-span vertical support and special wall column modeling complex building in an internal large space, wherein the large space is a large-space public civil building space with the span of not less than 10 meters.
Compared with the defects of the prior art, the large-space slab-column-seismic wall structure supported by the tree-shaped wall columns, provided by the invention, has the advantages that the V-shaped tree-shaped wall column support is used as a vertical lateral force resisting basic unit, the central support framework with the extremely high lateral force resisting rigidity is formed by the bidirectional orthogonal array arrangement, and the integral stress mode that the suspended hollow floor slab, the prestressed large-span arc slab and the end support beam anchor support are connected through the suspended steel column is adopted, so that the large-space building function can be realized on the premise that the dead weight is reduced as much as possible and the integral rigidity is ensured. The structural system has clear component modules and clear force transmission, effectively accords with the design principle of integral stress and bearing mode, and can realize the design and bearing of the structural system of a large-space, few-column, large-span vertical support and a special wall column modeling complex building. Based on the ultimate bearing performance analysis, the high integral rigidity and high bearing capacity of the large-space slab column-earthquake-resistant wall structure supported by the V-shaped tree-shaped wall column can be further ensured by controlling the integral performances such as integral deformation rigidity, stress ratio bearing and the like, and the large-space slab column-earthquake-resistant wall structure has the advantage of unique shape.
Claims (10)
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