CN215519428U - Bidirectional oblique crossing combined spoke type tension cable truss system - Google Patents
Bidirectional oblique crossing combined spoke type tension cable truss system Download PDFInfo
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- CN215519428U CN215519428U CN202021910508.2U CN202021910508U CN215519428U CN 215519428 U CN215519428 U CN 215519428U CN 202021910508 U CN202021910508 U CN 202021910508U CN 215519428 U CN215519428 U CN 215519428U
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Abstract
The utility model discloses a bidirectional diagonal combination spoke type tension cable truss system which comprises a bidirectional diagonal cable truss combination, a double-layer inner ring cable combination, a single-layer outer ring pressing beam and diagonal floor support columns. The bidirectional oblique cable truss assembly is formed by intersecting and converging oblique cable trusses along an annular forward group and an annular reverse group and sharing a vertical strut, and has great torsional rigidity; the double-layer inner ring stay cable assembly comprises an upper inner ring cable, a lower inner ring cable, an inner ring stay bar and an inner ring stay cable, wherein the stay cable is used for modeling a curved surface of the roof; the single-layer outer ring pressing beam is in a pressed state and is arranged along the boundary of the outer ring in a whole circle; the oblique floor support column provides vertical support for the roof cable truss system. The utility model is based on the cooperative mode of a spoke type tension self-balancing system consisting of a bidirectional oblique cable truss, an inner ring cable and an outer ring compression beam, and is supported on an oblique floor support column, and the components form a module which is clear, has clear force transmission, has the characteristics of high torsional rigidity and high bearing capacity, and has wider application range.
Description
Technical Field
The utility model belongs to the technical field of structural engineering, and particularly relates to a bidirectional oblique crossing combined spoke type tension cable truss system.
Background
The cable-rod-beam membrane system is a novel rigid-flexible combined space long-span structure system, and a stress mode with a specific initial geometric form and integral bearing rigidity is formed by the prestress arrangement of cable and membrane flexible members and the supporting action of rod and beam rigid members. The roof structure has light dead weight and large span, has the stress rationality of the structure and the artistic expressive force of building modeling, and is widely applied to large-span space roof structure systems such as stadiums and the like.
The tension self-balancing system is an important space large span structure form, and a self-balancing structure form is formed by combining a tension member and a boundary compression rigid member according to a certain rule. The system fully utilizes the high strength performance of the inhaul cable on the premise of reducing the dead weight as much as possible, and realizes the structural spanning of a super-large span space. Meanwhile, as the self-balancing system is adopted, the stress modes of the structure are self-integrated, and the influence of side thrust does not exist on the structure boundary, thus bringing great convenience and choice for the design and form of the vertical supporting structure.
The spoke type cable truss system is a typical tension self-balancing system, is originated from a spoke form of a bicycle, connects an inner ring cable and an outer ring pressure beam through cable truss or cable arch units radially arranged according to a certain angle, and applies prestress to form an initial shape and bearing rigidity. The cable trusses are generally arranged in a radial mode, are connected in an annular mode without connection or through lateral supports, and are relatively weak in overall torsional rigidity. Therefore, the reasonable and effective arrangement form of the cable truss is an important factor for ensuring the bearing performance and the implementation feasibility of the cable truss.
The spoke type cable truss arrangement in the bidirectional skew combination mode can effectively solve the important problem of weak torsional rigidity. The integral stress mode is formed by the common support rods at the intersection of the inclined radial cable trusses and the planes which are bilaterally and symmetrically arranged. The combined form has higher torsional rigidity, but also has the problems of more node intersection members, complex connection structure, complex system stress, high construction stretch-draw forming requirement and the like, and the reasonable and effective form structure and the construction stretch-draw scheme are also important factors for ensuring the bearing performance of the combined form.
In addition, the integral curved surface modeling of the roof can be realized in the form of an inner ring guy cable or an outer ring compression beam with a curve structure, and the local roof modeling can be processed in the structural forms of local cable arches, arc beam supports and the like.
In summary, it is necessary to research a form and a design method of a bidirectional diagonal combination spoke type tension self-balancing cable truss system to be suitable for a roof structure system and a bearing of a large-span light complex curved space building with an inner opening.
SUMMERY OF THE UTILITY MODEL
The utility model aims to provide a bidirectional oblique crossing combined spoke type tension cable truss system, which can realize the design and bearing of a roof structure system of a large-span light complex curved surface space building with an inner opening.
The structural system has clear component modules and reasonable structure, effectively accords with the design principle of a whole tensioning self-balancing stress mode, fully exerts the integral rigidity and lighter self-weight of the structural system, realizes the great torsional rigidity of the system through a bidirectional skew cable truss combination mode sharing the vertical stay bars, realizes the curved surface modeling of the system by adjusting and controlling the space curve of the inner ring through the length of the stay cables of the inner ring, and achieves the modeling and functions of a large-span (the span is not less than 100 meters) light complex curved surface space roof building.
The design idea of the utility model is based on the effective combination and the integral stress mode of the bidirectional diagonal cable truss:
firstly, respectively arranging a forward group and a reverse group of oblique cable trusses at a certain included angle along the whole ring circumferential direction, and forming a bidirectional oblique cable truss assembly with great integral torsional rigidity in a form of crossing, converging and sharing a vertical strut; secondly, two ends of the cable truss are respectively connected with a double-layer inner ring inhaul cable assembly with the inner side being pulled and a single-layer outer ring compression beam with the outer side being compressed to form a tension self-balancing integral stress system, and the tension self-balancing integral stress system is vertically supported on the oblique crossing landing support column; and finally, on the premise of giving the initial rigidity of the initial prestress formed structural system, the overall bearing performance of the structural system is guaranteed through nonlinear analysis, and collapse damage is avoided.
In order to achieve the above objects and other related objects, the utility model adopts the technical scheme that:
a bidirectional oblique crossing combined spoke type tension self-balancing cable truss system comprises a bidirectional oblique crossing cable truss combination, a double-layer inner ring cable combination, a single-layer outer ring pressing beam and oblique crossing floor supporting columns.
The bidirectional oblique cable truss assembly is formed by intersecting and converging forward group oblique cable trusses and reverse group oblique cable trusses which are arranged along the annular direction at a certain included angle, and the vertical support rods are shared by the groups of cable trusses to form a central support framework with great integral torsional rigidity; the double-layer inner ring inhaul cable assembly comprises an upper inner ring cable, a lower inner ring cable, a stay bar and a stay cable, wherein the upper inner ring cable and the lower inner ring cable are pulled, and the stay cable provides possibility for the curved surface modeling of the roof; the single-layer outer ring pressing beam is arranged along the boundary of the outer ring in a whole circle, has a larger section relative to the member and mainly bears the axial pressure; the oblique floor support column is located below the outer ring pressing beam and provides vertical support for a roof tensioning self-balancing cable truss system. The utility model is based on the synergistic action mode of a spoke type tension self-balancing system consisting of a bidirectional oblique cable truss, an inner ring cable and an outer ring compression beam, and through the vertical support of an oblique floor support column, the components form a module which is definite, the force transmission is clear, and the utility model has the characteristics of high integral rigidity and high bearing capacity and wider application range.
Furthermore, the forward group and the reverse group of oblique cable trusses both use single cable trusses arranged in an oblique radial direction as basic units, and the single oblique radial cable trusses of the forward group and the reverse group are arranged in a matched mode to respectively form a clockwise and anticlockwise rotating oblique radial plane arrangement cable truss system; the plane included angle between a single-truss inclined radial cable truss and the inner ring stay cable is generally 30-60 degrees, so that the connection structure of the stay cable nodes is facilitated; the circumferential distance of the cable trusses is gradually increased due to the radial arrangement of the cable trusses, the circumferential distance of each oblique cable truss at the inner ring stay is controlled to be 5-10 m, and the distance corresponding to the outer ring compression beam is 10-20 m. Furthermore, the included angles between the forward group oblique cable trusses and the reverse group oblique cable trusses and the inner ring cables are 41 degrees, the forward group oblique cable trusses and the reverse group oblique cable trusses are arranged in a crossed and symmetrical mode, and the total number of the oblique radial cable trusses is 36.
Furthermore, the single oblique radial cable truss is composed of an upper radial cable, a lower radial cable and a vertical strut. The intersection positions of all planes of the forward group diagonal cable truss and the reverse group diagonal cable truss are connected in a common vertical support rod mode, and an integral stress system with extremely high torsional rigidity is formed. Furthermore, the number of the vertical support rods in the single inclined radial cable truss is 6 except the end part of the outer ring pressure beam; for a single inclined radial cable truss, the vertical supporting rods can be arranged in an encrypted manner, and are not limited to the position of the plane intersection of the whole system.
Furthermore, the single inclined radial cable truss and the double-layer inner ring cable assembly are connected in a shared vertical stay bar mode, namely the inner ring end vertical stay bar of the cable truss and the vertical stay bar of the double-layer inner ring cable assembly are shared members. The outer ring ends of the single oblique radial cable trusses are converged into a single node and connected with the outer ring pressing beam.
Furthermore, the section change forms of the single inclined radial cable trusses are basically consistent, but the specific curve positioning is different, which is caused by the space curve positioning of the double-layer inner ring cable assembly, and the complicated curved surface modeling of the large-span roof is formed. The pulling force of the pulling cable of the oblique cable truss relative to the pulling cable of the inner ring is generally smaller, the cross section of the corresponding pulling cable is also relatively smaller, and the diameter of the corresponding pulling cable is generally 50 mm-100 mm.
Furthermore, the double-layer inner ring stay cable assembly can be arranged in a space curve form with height difference change, the process is realized by adjusting the length of the stay cable to control the quadrilateral shape change of a single grid, the stay cable is arranged along the short diagonal of the quadrilateral and is in a pulled state, and the grid can be further thickened when the stay cable is stressed greatly. Because the connection node of the single-truss inclined radial cable trusses of the forward group and the reverse group at the double-layer inner ring cable assembly has a vertical height difference, the plane intersection position of the upper radial cable and the lower radial cable actually has a height difference, and the upper end and the lower end of the vertical stay bar respectively take the midpoint positions of the corresponding upper radial cable and the lower radial cable for averaging and consideration.
Furthermore, the stress of the inner ring stay cable is generally larger in all the stay cables, the section of the corresponding stay cable is also relatively larger, and the diameter of the stay cable is generally 100 mm-200 mm. The arrangement of the stay cables enables the inner ring stay cable to form a space curve form with a fixed shape by a series of triangular meshes.
Furthermore, part of key inhaul cable components are in the form of length-adjustable components, the length of the inhaul cable components is extended or compressed through the connection of the rotating sleeve, the initial prestress of the inhaul cable components is controlled, so that the initial rigidity and the initial shape of a system which can be subsequently loaded are generated, and the prestress value of the inhaul cable components is obtained through conversion of length changes displayed by measuring section data.
Further, the outer ring compression beam is arranged along the outer ring boundary in a whole circle, mainly bears the action of axial compression, and is generally set as a reinforced concrete ring beam with higher compressive strength. The section of the outer ring compression beam is generally rectangular, and the height of the section is 1000 mm-2000 mm. The connection of the guy cable and the outer ring pressing beam is processed in a pre-buried anchor plate mode.
Furthermore, the oblique floor support columns are connected by a series of single inverted triangular steel grid structures arranged annularly to form an integral vertical support system. The single-frame inverted triangular steel mesh consists of inclined columns, transverse beams and inclined support members, the shape of the steel mesh is regular triangle, the cross section of each steel mesh member is a box-shaped steel pipe or a circular pipe, and the cross section size is 400-800 mm. The lower end of the steel grid is fixedly supported on a foundation or is connected to a basement column in a switching mode, and the upper end of the steel grid vertically supports the tension self-balanced cable truss roof system through the anti-seismic spherical hinge support. And thickening the node plate at the supporting node and arranging an inner baffle plate for strengthening the node.
Furthermore, because the outer ring pressing beam, the cable truss and the inner ring stay cable form a tension self-balancing system, the oblique crossing floor support column has no lateral force effect, and only the vertical support needs to be considered during design.
Furthermore, the oblique crossing floor support column is an optimal scheme, and can be changed into a curved steel grid structure according to the building shape, so that the composition and the assembly mode of each part of the spoke type tension cable truss system are not influenced.
The bidirectional oblique crossing combined spoke type tension cable truss system can be applied to design and bearing of a roof structure system of a large-span light complex curved surface space building with an inner opening, and the large-span complex space building is a large-space public civil building with the span not less than 100 meters and meeting the special building function and shape.
The utility model has the following beneficial effects:
the bidirectional diagonal combination spoke type tension cable truss system provided by the utility model has a reasonable structure, can realize the design and bearing of a large-span complex curved surface space building roof structure system with an inner opening, and fully exerts the advantages of high torsional rigidity, high bearing capacity and no side thrust of the diagonal combination cable truss system. The structure system takes a single oblique radial cable truss as a basic unit, and is formed into a whole by arranging a forward group and a reverse group of oblique cable trusses along the circumferential direction, and intersecting and converging the oblique cable trusses and sharing a vertical support rod; connect in inner ring cable, outer loop pressure roof beam through both ends and constitute the whole atress mode of stretch-draw self-balancing to through the skew ground support column vertical braces that falls to the ground, can reach under the prerequisite that alleviates the dead weight as far as possible, stride across very big space span. Based on nonlinear limit bearing performance analysis, the structure of the utility model 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. The structural system has clear component modules, clear force transmission, large torsional rigidity of the whole system and high bearing capacity, and has wide application prospect in a large-span complex space building roof structural system.
Drawings
The above advantages of the present invention will become more apparent and more readily appreciated from the detailed description set forth below when taken in conjunction with the drawings, which are intended to be illustrative, not limiting, of the utility model and in which:
fig. 1a to 1e are respectively a schematic structural diagram, a forward group diagonal cable truss, a reverse group diagonal cable truss, a double-layer inner ring cable assembly, a single-layer outer ring pressing beam and a diagonal floor support column of an embodiment of the bidirectional diagonal combined spoke type tension cable truss system of the utility model.
FIG. 2 is a top plan view of an embodiment of the spoke-type tension cable truss system of the present invention, shown schematically at cut A-A in FIG. 1 a;
FIG. 3 is a cross-sectional elevation view of an embodiment of the spoke-type tension cable truss system of the present invention, namely a schematic view taken at B-B in FIG. 1 a;
FIG. 4 is a right side view of a cross section of an embodiment of the spoke type guyed truss system of the present invention, which is a schematic view of the cross section C-C in FIG. 1 a;
FIG. 5 is a D-D cross-sectional view of a reverse group of single radial cable trusses of FIG. 2;
FIG. 6 is a cross-sectional view taken along line E-E of a single radial cable truss of FIG. 2;
FIG. 7a is a schematic structural view of the double-layer inner ring cable assembly of FIG. 1d, and FIGS. 7b to 7c are respectively a front view taken along section F-F and a right view taken along section G-G of FIG. 7 a;
FIG. 8a is an H-H cut-away elevation view of the diagonal floor support column of FIG. 1e, and FIG. 8b is a schematic illustration of the shock-resistant ball hinge support configuration at support node 17 at the upper end of the diagonal floor support column of FIG. 8 a;
FIG. 9 is a schematic view of the configuration of the variable length adjustable cable member;
fig. 10 is a flow chart of the assembly of the components of the embodiment of the spoke type tension cable truss system of the utility model.
In the drawings, the reference numerals denote the following components:
1. radial cables are arranged on the forward group of the skew cable trusses; 2. the lower radial cables of the diagonal cable truss are arranged in the forward direction; 3. diagonal cable truss vertical struts; 4. the reverse group of oblique cable trusses is provided with radial cables; 5. reversely grouping lower radial cables of the skew cable truss; 6. an upper inner ring cable; 7. a lower inner ring cable; 8. an inner ring vertical stay bar; 9. an inner ring stay cable; 10. the lowest locating point of the inner ring curve; 11. the highest positioning point of the inner ring curve; 12. an outer ring pressing beam; 13. an outer ring intersection node of the skew cable truss; 14. oblique floor support column oblique column; 15. a cross beam of the oblique floor support column; 16. diagonal floor support column diagonal bracing; 17. the support node at the upper end of the oblique floor support column; 18. the lower end support node of the oblique floor support column; 19. positioning a central point; 20. an anti-seismic spherical hinge support; 21. a node stiffener; 22. an adjustable cable member segment; 23. the cable measuring section can be adjusted; an adjustable cable sleeve; 25. adjustable cable connected node.
Detailed Description
The technical scheme of the bidirectional diagonal combined spoke type tension cable truss system is described in detail below with reference to specific embodiments and accompanying drawings.
The examples described herein are specific embodiments of the present invention, are intended to be illustrative and exemplary in nature, and are not to be construed as limiting the scope of the utility model. In addition to the embodiments described herein, those skilled in the art will be able to employ other technical solutions which are obvious based on the disclosure of the claims and the specification of the present application, and these technical solutions include technical solutions which make any obvious replacement or modification for the embodiments described herein.
The drawings in the present specification are schematic views to assist in explaining the concept of the present invention, and schematically show the respective shapes and the mutual relationship thereof. It is noted that the drawings are not necessarily to the same scale so as to clearly illustrate the structures of the various elements of the embodiments of the utility model. Like reference numerals are used to indicate like.
As shown in fig. 1a to 1e and fig. 2 and 3, the spoke type tension cable truss system of the present invention includes a bidirectional diagonal cable truss assembly, a double-layer inner ring tension cable assembly, a single-layer outer ring compression beam, and diagonal floor support columns. The bidirectional oblique cable truss assembly is formed by intersecting and converging a forward group of oblique cable trusses (shown in figure 1b) and a reverse group of oblique cable trusses (shown in figure 1c) which are arranged along the annular direction at a certain included angle, and the vertical stay bars 3 of the oblique cable trusses correspond to the forward group of oblique cable trusses and the reverse group of oblique cable trusses for sharing, so that a central support framework with extremely high integral torsional rigidity is formed; the double-layer inner ring inhaul cable assembly (the inner ring part in figure 1 d) comprises an upper inner ring cable, a lower inner ring cable, an inner ring stay bar and an inner ring stay cable, wherein the upper inner ring cable and the lower inner ring cable are pulled, and the inner ring space curve form is controlled by adjusting the length of the stay cable so as to realize the curved surface modeling of the roof system; the single-layer outer ring pressing beam (the outer ring part in figure 1 d) is arranged along the boundary of the outer ring in a whole circle, has a larger section relative to the member and mainly bears the axial pressure; the oblique floor support column (shown in figure 1e) is positioned below the outer ring pressing beam, and provides vertical support for a self-balancing cable truss system for roof tensioning through the spherical hinge support.
Specifically, as shown in fig. 1b, the forward group of oblique cable trusses is composed of a series of single oblique radial cable trusses which are arranged around a central positioning point 19 in a clockwise planar rotation array manner, and includes an upper radial cable 1 of the forward group of oblique cable trusses, a lower radial cable 2 of the forward group of oblique cable trusses, and an oblique cable truss vertical strut 3.
As shown in fig. 1c, the reverse group diagonal cable truss is composed of a series of single radial cable trusses which are arranged in a counterclockwise plane rotation array around a central positioning point 19, and includes an upper radial cable 4 of the reverse group diagonal cable truss, a lower radial cable 5 of the reverse group diagonal cable truss, and a vertical strut 3 of the diagonal cable truss.
As shown in fig. 1a and 2, single oblique radial cable trusses of forward-group and reverse-group oblique cable trusses are arranged in pairs, and the vertical support rods 3 of the oblique cable trusses are located at the plane crossing positions and are in a shared state; the plane included angles between the single radial cable trusses of the forward group and the single radial cable trusses of the reverse group and the inner ring cables are preferably 30-60 degrees, the preferred schemes are symmetrically arranged, and the bidirectional oblique cable truss combination formed by the crossed and converged modes has the advantages of being convenient for cable node connection structure and integral torsional rigidity formation. In the embodiment, the included angles between the forward group oblique cable trusses and the reverse group oblique cable trusses and the inner ring cables are 41 degrees, the forward group oblique cable trusses and the reverse group oblique cable trusses are arranged in a crossed and symmetrical mode, and the total number of the oblique radial cable trusses is 36.
As shown in FIG. 2, the circumferential distance of the crossed junction nodes of the oblique cable trusses is gradually increased due to the radial arrangement of the oblique cable trusses, the circumferential distance of the adjacent single oblique radial cable trusses at the inner ring cables is controlled to be 5 m-10 m, and the distance corresponding to the outer ring pressure beam is 10 m-20 m.
As shown in fig. 5 and 6, the single oblique radial cable truss is composed of an upper radial cable 1 of the forward group oblique cable truss or an upper radial cable 4 of the reverse group oblique cable truss, a lower radial cable 2 of the forward group oblique cable truss or a lower radial cable 5 of the reverse group oblique cable truss, and an oblique cable truss vertical strut 3. The cross positions (figure 2) of all planes of the diagonal cable trusses of the forward group and the reverse group are connected in a mode of sharing the vertical stay rods 3 of the diagonal cable trusses to form an integral stress system with extremely high torsional rigidity. In the embodiment, the number of the vertical support rods in a single inclined radial cable truss is 6 except the end part of the outer ring pressure beam; for a single inclined radial cable truss, the vertical supporting rods can be arranged in an encrypted manner, and are not limited to the position of the plane intersection of the whole system.
As shown in fig. 1a, 5 and 6, the single inclined radial cable truss and the double-layer inner ring guy cable assembly (fig. 7a) are connected in a form of a shared inner ring vertical stay 8, that is, the inner ring end vertical stay of the cable truss and the inner ring vertical stay of the double-layer inner ring guy cable assembly are shared members. The outer ring ends of the single oblique radial cable trusses are converged into an outer ring convergence node 13 of the oblique cable trusses, and are hinged with the outer ring pressing beam 12 through anchor plates.
As shown in fig. 5 and 6, the sectional change forms of the single inclined radial cable trusses are basically consistent, but the specific curve forms are different, which are caused by the space curve positioning (the inner ring curve lowest positioning point 10 and the inner ring curve highest positioning point 11) of the double-layer inner ring cable assembly, and form a complex curved surface modeling of the large-span roof (fig. 3 and 4). The pulling force of the pulling cable of the oblique cable truss relative to the pulling cable of the inner ring is generally smaller, the cross section of the corresponding pulling cable is also relatively smaller, and the diameter of the corresponding pulling cable is generally 50 mm-100 mm.
As shown in fig. 1d and fig. 7a to 7c, the double-layer inner ring guy cable assembly is composed of an upper inner ring guy 6, a lower inner ring guy 7, an inner ring vertical stay 8 and an inner ring stay 9, wherein the upper inner ring guy cable and the lower inner ring guy cable are in a tensioned state. The double-layer inner ring stay cable combination body can be arranged in a space curve form with height difference change, the process is realized by adjusting the length of the inner ring stay cable 9 to control the quadrilateral shape change of a single grid, the stay cable is arranged along the short diagonal of the quadrilateral and is in a pulled state, and the grid can be further thickened when the stay cable is stressed greatly.
As shown in fig. 1a and 2, because a vertical height difference exists between a connecting vertical stay 8 and a corresponding end node of a double-layer inner ring cable assembly of a forward group and a reverse group of single oblique radial cable trusses, a height difference also exists between plane intersection positions of an upper radial cable 1 of the forward group oblique cable truss or a reverse group oblique cable truss 4 of the forward group oblique cable truss or a lower radial cable 2 of the forward group oblique cable truss or a reverse group oblique cable truss 5 of the forward group oblique cable truss, and the upper end and the lower end of the oblique cable truss vertical stay 3 respectively take the midpoint positions corresponding to the upper radial cable 1 or 4 and the lower radial cable 2 or 5 for averaging consideration.
As shown in fig. 7a, the pulling force applied to the upper inner ring cable 6 and the lower inner ring cable 7 of the double-layer inner ring cable assembly is generally greater in all the cables, and the cross section of the corresponding cable is also relatively greater, and the diameter is generally 100mm to 200 mm. The arrangement of the inner ring stay cable 9 enables the inner ring stay cable to form a space curve form with a fixed shape by a series of triangular meshes.
As shown in fig. 9, as a preferable scheme, part of the key cable members are in the form of length-adjustable members, and are composed of an adjustable cable member section 22, an adjustable cable measuring section 23, an adjustable cable sleeve 24 and an adjustable cable connecting node 25. The length of the inhaul cable component is extended or compressed through the rotation of the adjustable inhaul cable sleeve 24, the initial prestress of the inhaul cable component is controlled, so that the initial rigidity and the initial shape of a subsequent system capable of bearing are generated, and the prestress numerical value of the inhaul cable component is obtained through conversion of the length change displayed by the data of the adjustable inhaul cable measuring section 23.
As shown in fig. 1d, the single-layer outer ring compression beam is arranged along the outer ring boundary in a complete circle, mainly bears the axial compression effect, and is generally set as a reinforced concrete ring beam with higher compressive strength. Preferably, the cross section of the outer ring pressing beam 12 is generally rectangular, and the height of the cross section is 1000mm to 2000 mm. The guy cable and the outer ring pressure beam 12 of the diagonal cable truss are connected and processed in the form of an embedded anchor plate at the outer ring intersection node 13 of the diagonal cable truss.
As shown in fig. 1e and 8a, the oblique floor support columns are connected by a series of single inverted triangular steel grid structures arranged annularly to form an integral vertical support system, and are supported on a single-layer outer ring pressing beam 12 to provide vertical support for a roof tensioning self-balancing cable truss system. The single inverted triangular steel mesh consists of oblique floor support column oblique columns 14, oblique floor support column cross beams 15 and oblique floor support column oblique supports 16, and the mesh is in a regular triangle shape. Preferably, the section of the steel member is generally a box-shaped steel pipe or a round steel pipe, and the size of the section is 400-800 mm. The outer ring pressure beam is generally in a planar circular or elliptical form (fig. 8a) to fully develop its axial pressure bearing capability.
As shown in fig. 1e and fig. 8 a-8 b, a support node 18 at the lower end of an oblique floor support column of a single inverted triangular steel grid is fixedly supported on a foundation or is connected to a basement column in a transferring manner, and a support node 17 at the upper end of the oblique floor support column vertically supports a tension self-balanced oblique cable truss roof system through an anti-seismic spherical hinge support 20. The supporting node plate is thickened and provided with a node stiffening plate 21 for node reinforcing treatment. In this embodiment, the lower end of each single-truss inverted triangular mesh is a single support node, the upper end of each single-truss inverted triangular mesh is three support nodes, and the two side nodes at the upper end of each single-truss inverted triangular mesh are connected with each other.
As shown in fig. 1a and 1e, because the oblique cable truss assembly, the double-layer inner ring cable assembly and the single-layer outer ring compression beam form a tension self-balancing system, the oblique floor support column does not have a side thrust effect, and only the vertical support needs to be considered during design, which provides convenience for lightening and small section of the vertical support member.
As shown in fig. 8a, the inclined floor support column of the present invention, which is formed by a single inverted triangular steel grid structure, is preferably changed into a curved steel grid structure according to the architectural shape, which does not affect the composition and assembly of the components of the spoke type tension cable truss system of the present invention.
As shown in fig. 10, the assembling process of the specific components of the bidirectional skew combined spoke type tension cable truss system of the present invention is as follows:
(1) the method comprises the following steps that a forward group diagonal cable truss basic unit is formed by an upper radial cable 1 of the forward group diagonal cable truss, a lower radial cable 2 of the forward group diagonal cable truss and a vertical stay rod 3 of the diagonal cable truss, and the forward group diagonal cable truss is formed by rotating an array based on a central positioning point 19;
(2) the reverse group diagonal truss basic unit is composed of a reverse group diagonal truss upper radial cable 4, a reverse group diagonal truss lower radial cable 5 and a diagonal truss vertical strut 3, and the reverse group diagonal truss is composed of a rotary array based on a central positioning point 19;
(3) crossing and converging the forward group diagonal cable trusses and the reverse group diagonal cable trusses in the steps (1) and (2) to jointly form a central support framework with extremely high torsional rigidity; wherein the diagonal cable truss vertical stay bar 3 is shared by the corresponding forward group and the reverse group; the adjustable inhaul cable member consists of an adjustable inhaul cable member section 22, an adjustable inhaul cable measuring end 23, an adjustable inhaul cable sleeve 24 and an adjustable inhaul cable connecting node 25, and the inhaul cable prestress is controlled by adjusting the length;
(4) the double-layer inner ring inhaul cable combination body is connected with the inner ring end of the cable truss and consists of an upper inner ring cable 6, a lower inner ring cable 7, an inner ring vertical stay bar 8 and an inner ring stay cable 9; the inner ring stay cable bears the tensile force, and the inner ring vertical stay bar 8 is also a vertical stay bar at the end part of the inner side of the cable truss;
(5) the curve shape of the double-layer inner ring stay cable assembly is controlled through the length adjustment of the inner ring stay cable 9, and typical positioning points comprise an inner ring curve lowest positioning point 10 and an inner ring curve highest positioning point 11;
(6) the oblique cable truss is converged into an outer ring convergence node 13 of the oblique cable truss at the outer ring end and is anchored on an outer ring pressing beam 12 through an anchor plate, and the outer ring pressing beam bears the pressure action;
(7) the oblique crossing floor support column consists of an oblique crossing floor support column oblique column 14, an oblique crossing floor support column cross beam 15 and an oblique crossing floor support column oblique strut 16, is positioned below the bidirectional oblique crossing cable truss system, and is provided with an anti-seismic spherical hinge support 20 reinforced by a node stiffening plate 21 at a support node 17 at the upper end of the oblique crossing floor support column so as to vertically support the bidirectional oblique crossing cable truss system, and is fixedly supported on a basement roof beam at a support node 18 at the lower end of the oblique crossing floor support column.
Compared with the defects of the prior art, the bidirectional skew combined spoke type tensioned cable truss system provided by the utility model is based on a tensioned self-balancing integral stress mode formed by bidirectional crossing and converging of the skew cable trusses of the forward group and the reverse group and connecting the end parts of the skew cable trusses to the inner ring cables and the outer ring compression beams, and can span a very large space span on the premise of reducing self weight as much as possible by vertically supporting through the skew floor supporting columns. The structural system has clear component modules and clear force transmission, effectively accords with the design principle of integral stress and bearing mode, has large torsional rigidity and high bearing capacity, and can realize the design and bearing of a complex large-span space roof structural system which relates to a large span (the span is not less than 100 meters) and meets the requirements of special building shapes and functions. Based on nonlinear ultimate bearing performance analysis, the advantages of high integral rigidity and high bearing performance of the bidirectional oblique crossing combined spoke type tension cable truss system can be further ensured by controlling the integral performances such as integral deformation rigidity, stress ratio bearing and the like.
The present invention is not limited to the above embodiments, and any other products in various forms can be obtained by the teaching of the present invention, but any changes in the shape or structure thereof, which are the same as or similar to the technical solutions of the present invention, fall within the protection scope of the present invention.
Claims (8)
1. A bidirectional diagonal combination spoke type tension cable truss system is characterized by comprising a bidirectional diagonal cable truss combination, a double-layer inner ring cable combination, a single-layer outer ring pressing beam and diagonal floor supporting columns;
the bidirectional diagonal cable truss assembly is formed by intersecting and converging forward group diagonal cable trusses and reverse group diagonal cable trusses which are arranged along the circumferential direction at a certain included angle, and a central support framework is formed by sharing vertical support rods; the double-layer inner ring stay cable assembly comprises an upper inner ring cable, a lower inner ring cable, a vertical stay bar and a stay cable, and an inner ring curve is controlled through the stay cable to realize the curved surface modeling of the roof; the single-layer outer ring pressing beam is arranged along the outer ring boundary in a whole circle; the oblique crossing floor support column is positioned below the single-layer outer ring pressing beam and provides vertical support for a roof tensioning self-balancing cable truss system.
2. The spoke-type tensioned cable truss system of the bidirectional skew combination as claimed in claim 1, wherein the diagonal trusses of the forward group and the reverse group are respectively composed of a series of single radial trusses which are arranged in a clockwise and anticlockwise planar rotation array around a central positioning point (19); the forward group diagonal cable truss comprises an upper radial cable (1) of the diagonal cable truss, a lower radial cable (2) of the forward group diagonal cable truss and a vertical stay rod (3) of the diagonal cable truss, and the reverse group diagonal cable truss comprises an upper radial cable (4) of the reverse group diagonal cable truss, a lower radial cable (5) of the reverse group diagonal cable truss and a vertical stay rod (3) of the diagonal cable truss, wherein the vertical stay rod (3) of the diagonal cable truss is in a shared state between the forward group diagonal cable truss and the reverse group diagonal cable truss; the included angles of the planes of the single oblique radial cable trusses of the forward group and the reverse group and the inner ring stay cables are both 30-60 degrees, and the single oblique radial cable trusses and the inner ring stay cables are arranged in a crossed symmetrical pair mode; the inner ring spacing of the adjacent single cable trusses in the same direction is 5-10 m, and the outer ring spacing is 10-20 m.
3. The spoke type guy cable truss system of the bidirectional skew combination of claim 2, wherein the single radial guy cable truss is connected to the double-layer inner ring guy cable combination body by the common inner ring vertical stay bar (8) at the inner ring end, and is converged into the outer ring convergent node (13) at the outer ring end and anchored to the outer ring compression beam (12); the specific form of the section of a single oblique radial cable truss is determined by an inner-loop curve lowest positioning point (10) and an inner-loop curve highest positioning point (11), the upper end node position of an oblique cable truss vertical stay bar (3) is the midpoint position of an upper radial cable (1) of a corresponding forward group oblique cable truss and an upper radial cable (4) of a reverse group oblique cable truss, and the lower end node position of the oblique cable truss vertical stay bar (3) is the midpoint position of a lower radial cable (2) of the corresponding forward group oblique cable truss and a lower radial cable (5) of the reverse group oblique cable truss; the guy cables of the diagonal cable truss are generally round steel with the diameter of 50 mm-100 mm, and the vertical stay bars (3) of the diagonal cable truss can be arranged in an encrypted manner according to the rigidity requirement of a system.
4. The spoke-type tension cable truss system of the bidirectional skew combination according to claim 1, wherein the double-layer inner ring cable assembly is composed of an upper inner ring cable (6), a lower inner ring cable (7), an inner ring vertical stay bar (8) and an inner ring stay cable (9), the inner ring stay cable (9) is arranged along a short diagonal of a quadrilateral, and the length of the inner ring stay cable (9) is adjusted to realize an inner ring space curve form with altitude difference change; the upper inner ring cable (6) and the lower inner ring cable (7) of the double-layer inner ring cable assembly are round steel with the diameter of 100-200 mm.
5. The spoke-type tension cable truss system of the bidirectional skew combination of claim 1, wherein a part of the inner ring stay cables and the radial cables of the cable truss are in the form of variable-length adjustable components, and each component comprises an adjustable cable component section (22), an adjustable cable measuring section (23), an adjustable cable sleeve (24) and an adjustable cable connecting node (25); the length of the inhaul cable component is extended or compressed through the rotation of the adjustable inhaul cable sleeve (24) so as to control the initial prestress of the inhaul cable component and generate the initial system rigidity, and the prestress value is obtained through conversion of the length change displayed by the adjustable inhaul cable measuring section (23).
6. The spoke-type tension cable truss system of the bidirectional skew combination as claimed in claim 1, wherein the single-layer outer ring compression beam is a reinforced concrete ring beam; the section of the outer ring pressing beam (12) is rectangular 1000 mm-2000 mm; the guy cable of the oblique cable truss is connected with an outer ring pressure beam (12) at an outer ring intersection node (13) in a pre-buried anchor plate mode; the outer ring pressure beam is in a plane circular or oval form so as to fully exert the axial pressure bearing performance of the outer ring pressure beam.
7. The spoke-type tensioned cable truss system combined in a bidirectional oblique crossing manner as claimed in claim 1, wherein the oblique crossing floor support columns are formed by connecting a group of annularly arranged single inverted triangular steel grid structures, are positioned below a single-layer outer ring pressing beam (12), and provide vertical support for the tensioned self-balancing cable truss system; the single-frame inverted triangular steel grid consists of oblique floor support pillar oblique columns (14), oblique floor support pillar cross beams (15) and oblique floor support pillar oblique supports (16), the cross section of the component is a box-shaped steel pipe or a circular steel pipe, and the cross section is 400-800 mm.
8. The spoke type guy cable truss system combined in a bidirectional oblique manner as claimed in claim 1, wherein a support node (18) at the lower end of an oblique floor support column of a single inverted triangular steel grid is fixedly supported on a foundation or is transferred to a basement column, and a support node (17) at the upper end of the oblique floor support column provides vertical support through an anti-seismic spherical hinge support (20); the supporting node plate is thickened and provided with a node stiffening plate (21) for node reinforcement; the oblique crossing floor support column does not have the side thrust effect, and only the vertical support needs to be considered during design.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114776035A (en) * | 2022-06-21 | 2022-07-22 | 北京市建筑工程研究院有限责任公司 | Construction method of oblique spoke type cable truss structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114776035A (en) * | 2022-06-21 | 2022-07-22 | 北京市建筑工程研究院有限责任公司 | Construction method of oblique spoke type cable truss structure |
| CN114776035B (en) * | 2022-06-21 | 2022-09-13 | 北京市建筑工程研究院有限责任公司 | Construction method of oblique spoke type cable truss structure |
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