CN219175478U - Suspension cable-stay cable combined type high-level conversion high-rise structure - Google Patents
Suspension cable-stay cable combined type high-level conversion high-rise structure Download PDFInfo
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- CN219175478U CN219175478U CN202320261608.4U CN202320261608U CN219175478U CN 219175478 U CN219175478 U CN 219175478U CN 202320261608 U CN202320261608 U CN 202320261608U CN 219175478 U CN219175478 U CN 219175478U
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Abstract
The utility model relates to a suspension cable-stay cable combined high-level conversion high-level structure, which comprises: a steel support-core tube cable tower base, a middle suspension cable-suspension column-main beam structure, two side stay cables-main beam structures, a horizontal inclined support and an upper frame structure; the steel support-core tube cable tower base is located at the left end part and the right end part, the middle suspension cable-suspension column-main beam structure is located in a middle large-span area, the two-side stay cable-main beam structure is located in two-side overhanging areas, the horizontal inclined support is located at the floor where the middle lowest height position of the middle support suspension cable is located, and the upper frame structure is located above the middle support suspension cable. The beneficial effects of the utility model are as follows: the method realizes the effective transitional connection and system design bearing of the high-rise building structure with the large-span space at the bottom and large overhangs at the two sides, and has the advantages of large conversion span of the bottom space, large conversion overhangs and high side rigidity resistance.
Description
Technical Field
The utility model belongs to the technical field of structural engineering, and particularly relates to a suspension cable-stay cable combined high-level conversion high-level structure which is suitable for a large-span large-cantilever high-level structure, wherein the span of a large-span conversion area is not less than 50 meters, and the cantilever of two sides of a large-cantilever finger is not less than 20 meters.
Background
The suspension cable structure and the stay cable structure are an integral system which is formed by taking a steel cable as a main stressed member and combining a building roof structure, and the suspension cable structure has the advantages of light dead weight, large span, high bearing capacity and the like. The structural span is an important factor for judging the mechanical properties of the system.
The suspension cable of the suspension cable structure mainly bears tension, so that the maximum tensile strength of the steel cable can be effectively exerted, and the suspension cable lower hanging floor structure is formed through the suspension cable and the suspension column structure so as to realize super-large span high-level conversion of the high-rise structure. Under the action of vertically and uniformly distributed loads on the floor, the suspension cable is generally in a downward parabolic shape, and the conversion structure of the suspension cable is corresponding to a floor with different height, so that the suspension cable is greatly different from the traditional high-level conversion, and the requirements on the rationality and the effectiveness of the structure and the form of the suspension cable-suspension column-main beam are high.
The stay cable of the stay cable structure mainly bears the tensile force and can also exert the extremely high tensile strength of the steel cable. Different from the suspension cable structure, the suspension cable is inclined to one side through the unilateral, can realize not only the long-span conversion structure, also can realize the long-span structure of encorbelmenting, but the cable end atress is concentrated and great, and the anchoring requirement is high, and is high to the requirement of rationality and the validity of suspension cable-girder structure and form.
When the suspension cable-stay cable combined system is used for high-level conversion of a high-rise structure, the bearing of an upper frame structure also can influence the stress and deformation of the stay cable, and the influence is not negligible during construction loading simulation, so that a reasonable and effective overall system structural scheme and design simulation analysis are required to be used normally.
In addition, the combined type high-level conversion high-level structure system also has the problems of complex node connection structure, complex component constitution, bearing performance, rigidity and the like, and the problems make the rationality and the effectiveness of the design and the constitution scheme of the suspension cable-stay cable combined type high-level conversion high-level structure difficult to guarantee, thereby influencing the bearing performance and the normal use of the suspension cable-stay cable combined type high-level conversion high-level structure system.
In summary, it is necessary to study a form of a suspension cable-stayed cable combined high-level conversion high-level structure, so as to be suitable for effective transitional connection of high-level conversion complex-modeling high-level building structures with large-span space at the bottom and large overhanging at two sides.
Disclosure of Invention
The utility model aims to overcome the defects in the prior art and provides a suspension cable-stayed cable combined high-level conversion high-level structure.
The suspension cable-stay cable combined high-level conversion high-level structure comprises: a steel support-core tube cable tower base, a middle suspension cable-suspension column-main beam structure, two side stay cables-main beam structures, a horizontal inclined support and an upper frame structure;
the steel support-core tube cable tower bases are positioned at the left and right side ends, each steel support-core tube cable tower base comprises 2 floor core tube shear walls and 2 floor steel support trusses, and the 2 floor steel support trusses in each steel support-core tube cable tower base are respectively arranged at two sides of the 2 floor core tube shear walls;
the middle suspension cable-suspension column-main beam structure is positioned in a large middle span area, and comprises a middle support suspension cable, a middle lower suspension column and a middle floor main beam, wherein two ends of the middle support suspension cable are respectively fixed at the tops of two steel support-core tube cable tower bases to form a core support framework, and the middle support suspension cable is connected with the middle floor main beam through the middle lower suspension column to form a floor gravity support system;
the two-side stay cable-main beam structure is positioned in the two-side overhanging region, the two-side stay cable-main beam structure comprises two-side stay cables and two-side floor main beams, the high ends of the two-side stay cables are fixed at different heights of the steel support-core tube cable tower base, and the low ends are connected to the two-side floor main beams;
the horizontal inclined support is positioned on a floor where the middle support suspension cable is positioned at the middle lowest height position, and comprises 2 groups of cross steel beams which are longitudinally arranged;
the upper frame structure is positioned above the middle supporting suspension rope and comprises an upper frame structure lifted by the middle suspension rope-suspension column-main beam structure and an upper frame structure lifted by the stay ropes-main beam structure at two sides.
As preferable: the ground core tube shear wall in the left steel support-core tube cable tower base consists of a cable tower base X-direction shear wall I and a cable tower base Y-direction shear wall I, and the ground core tube shear wall in the right steel support-core tube cable tower base consists of a cable tower base X-direction shear wall II and a cable tower base Y-direction shear wall II; the steel support-core tube cable tower base is characterized in that a 2-truss floor steel support truss in the left steel support-core tube cable tower base is a first steel support truss of the cable tower base, a 2-truss floor steel support truss in the right steel support-core tube cable tower base is a second steel support truss of the cable tower base, and the first steel support truss of the cable tower base and the second steel support truss of the cable tower base are composed of steel support truss vertical posts, steel support truss cross beams and steel support truss diagonal braces.
As preferable: the thickness of the floor core tube shear wall is 400-800 mm, the floor core tube shear wall is L-shaped, U-shaped or cylindrical, the floor steel support truss is of a plane truss structure, and the inclined strut of the steel support truss is in a herringbone, crossed or single inclined strut form; the vertical column of the steel support truss is in a box-shaped or circular section, and the section size is 600-1000 mm; the steel support truss cross beam is H-shaped or box-shaped in section, and the section height is 500-800 mm; the steel support truss diagonal bracing is of an H-shaped section, and the section height is 300-500 mm.
As preferable: two ends of the middle supporting suspension cable are connected to the tops of the two steel supporting-core tube cable tower bases through a suspension cable fixed connection end I and a suspension cable fixed connection end II respectively; the middle lower hanging suspension column is hung below the middle supporting suspension rope through a suspension column top connecting node, and the middle lower hanging suspension column is rigidly connected with the middle floor main beam through a suspension column middle connecting node and a suspension column bottom connecting node to form a floor gravity supporting system; the middle support suspension cable is a steel strand inhaul cable, and the diameter of the section is 100-200mm; the curve form of the middle support suspension cable is parabolic, and the inclination angle is 15-45 degrees.
As preferable: the high ends of the stay cables on two sides are fixed at different heights of the steel support-core tube cable tower base through stay cable high-end connecting nodes; the low ends of the two side stay cables are connected to the floor girders at the two sides through the low end connecting joints of the stay cables, and the floor girders at the two sides are positioned at high-position conversion bottom layers corresponding to the heights of the low ends of the stay cables at the two sides in the suspension cable-suspension column-girder structure; the two side stay cables are obliquely arranged, the bottom ends of the two side stay cables pull the overhanging part of the corridor truss structure, and the top ends of the two side stay cables are connected in an anchoring way by adopting anchoring nodes; the cross section of the member of the stay cables at two sides is a steel strand stay cable, and the diameter of the cross section is 60-150 mm; the inclined angle of the stay cable is 30-60 degrees.
As preferable: the middle support suspension cable and the stay cables on two sides comprise cable member sections, cable measuring sections, cable adjusting sections and cable anchoring ends; the inhaul cable anchoring end comprises an inhaul cable anchoring end backing plate and an inhaul cable anchoring end anchor; the cable anchoring end is respectively provided with an anchoring end encryption reinforcing steel bar and an anchoring end stiffening baffle at the concrete anchoring position of the middle span and the steel structure anchoring positions of the two side spans.
As preferable: the horizontal inclined support comprises 2 groups of cross steel beams which are longitudinally arranged, and node stiffening plates are arranged at the horizontal inclined support nodes; the upper frame structure includes steel columns and steel beam members.
The beneficial effects of the utility model are as follows:
1) The suspension cable-stay cable combined type high-level conversion high-level structure provided by the utility model has reasonable structure system structure, can realize effective transitional connection and system design bearing of the high-level conversion complex-modeling high-level building structure with large-span space at the bottom and large overhung sides, and fully plays the advantages of the high-level conversion complex-modeling building structure with large-space conversion at the bottom, high lateral rigidity and large overhung sides of the combined type high-level conversion high-level structure.
2) The suspension cable-stay cable combined high-level conversion high-rise structure uses a steel support-core tube cable tower base and a middle suspension cable-suspension column-main beam structure to be combined into a core support framework, vertical support of floor frame structures of large overhanging areas on two sides and strengthening of overall lateral torsional rigidity are respectively realized through the stay cable-main beam structures on two sides and horizontal inclined supports, an upper floor gravity structure system is realized through an upper frame structure to form an overall stress mode, and the high-level conversion complex building shape and functions of large-space conversion at the bottom, high lateral resistance and large overhanging on two sides can be realized while dead weight is lightened and bearing performance is ensured.
3) The component of the suspension cable-stay cable combined high-level conversion high-rise structure has the advantages of clear component modules, clear force transmission, large conversion span of the bottom space of the whole system, large conversion overhanging, high side rigidity resistance, attractive high-level conversion connection building modeling, and wide application prospect in the high-level conversion complex modeling high-rise building structure system with large bottom space and large overhanging at two sides.
Drawings
FIG. 1 is a schematic structural view of a combined high-level switching high-level structure of the present utility model (wherein FIG. 1a is a schematic structural view of a cable-stayed cable combined high-level switching high-level structure, FIG. 1b is a schematic structural view of a steel support-core tube cable tower base, FIG. 1c is a schematic structural view of a middle cable-suspension column-main beam, FIG. 1d is a schematic structural view of two-side stayed cables-main beam, FIG. 1e is a schematic structural view of a horizontal diagonal support, and FIG. 1f is a schematic structural view of an upper frame);
FIG. 2 is a schematic plan view of the combined high-level conversion high-level structure taken along line A-A in FIG. 1 a;
FIG. 3 is a schematic front view of the combined high-level switching high-level structure taken along line B-B in FIG. 1 a;
FIG. 4 is a schematic side view of the combined high level transition high level structure taken along line C-C in FIG. 2;
FIG. 5 is a schematic view of the construction of a variable length adjustable cable member;
FIG. 6 is a schematic view of a steel truss node construction of a steel support-core drum cable tower foundation or horizontal diagonal support (where FIG. 6a is a steel truss node with vertical web members and FIG. 6b is a steel truss node without vertical web members);
fig. 7 is a schematic view of the construction of the cable anchoring node (wherein fig. 7a is a schematic view of anchoring to a concrete member and fig. 7b is a schematic view of anchoring to a section steel member).
Reference numerals illustrate: the cable tower foundation X-direction shear wall 1, the cable tower foundation Y-direction shear wall 2, the cable tower foundation X-direction shear wall two 3, the cable tower foundation Y-direction shear wall two 4, the cable tower foundation steel support truss one 5, the cable tower foundation steel support truss two 6, the steel support truss upstand 7, the steel support truss crossbeam 8, the steel support truss diagonal bracing 9, the middle support suspension cable 10, the middle lower hanging suspension column 11, the middle floor girder 12, the suspension cable fixed connection end one 13, the suspension cable fixed connection end two 14, the suspension column top connection node 15, the suspension column middle connection node 16, the suspension column bottom connection node 17, the two side suspension cables 18, the two side floor girders 19, the suspension cable high-end connection node 20, the suspension cable low-end connection node 21, the horizontal diagonal bracing 22, the upper frame structure 23, the node stiffening plate 24, the cable member segment 25, the cable measurement segment 26, the cable adjustment segment 27, the cable anchor end pad 28, the cable anchor end anchor 29, the anchor end encryption point 30, the anchor end stiffening partition 31 and the center positioning point 32.
Detailed Description
The utility model is further described below with reference to examples. The following examples are presented only to aid in the understanding of the utility model. It should be noted that it will be apparent to those skilled in the art that modifications can be made to the present utility model without departing from the principles of the utility model, and such modifications and adaptations are intended to be within the scope of the utility model as defined in the following claims.
As an embodiment, as shown in fig. 1-7, a suspension cable-stayed cable combined high-level conversion high-level structure, as shown in fig. 1a, includes: a steel support-core tube cable tower base, a middle suspension cable-suspension column-main beam structure, two side stay cables-main beam structures, a horizontal inclined support 22 and an upper frame structure 23;
as shown in fig. 1b, the steel support-core tube cable tower base is positioned at the left end and the right end of the suspension cable-suspension cable combined high-level conversion high-level structure and is respectively composed of 2 floor core tube shear walls of a middle span and 2 floor steel support trusses of two side spans, and the steel support-core tube cable tower base is a support cable tower base of a suspension cable in a large-span area in the middle and suspension cables in overhanging areas at two sides;
as shown in fig. 1b and fig. 2-4, the ground core tube shear wall comprises 2 ground core tube shear walls on the left side and 2 ground core tube shear walls on the right side by taking a center positioning point 32 as a center; each of the left-side ground core tube shear walls consists of a cable tower base X-direction shear wall 1 and a cable tower base Y-direction shear wall 1, and each of the right-side ground core tube shear walls consists of a cable tower base X-direction shear wall two 3 and a cable tower base Y-direction shear wall two 4.
As shown in fig. 1b and fig. 2-4, the floor steel support truss takes the center positioning point 32 as the center, and comprises a first steel support truss of a 2-truss cable tower base on the left side and a second steel support truss of the 2-truss cable tower base on the right side; each steel support truss of the cable tower base consists of a steel support truss vertical post 7, a steel support truss cross beam 8 and a steel support truss diagonal brace 9.
As shown in fig. 1b and fig. 2-4, the shear wall of the floor core tube and the floor steel support truss jointly form a vertical lateral force resistant core support framework, and the top of the vertical lateral force resistant core support framework is used as a cable end supporting and anchoring end of a middle large-span suspension cable; the thickness of the shear wall is 400-800 mm. In this embodiment, the shear wall has a thickness of 600mm.
As shown in fig. 1b and fig. 2-4, the shear wall of the floor core tube is formed in an L-shaped, U-shaped, cylindrical and other forms, so that the lateral rigidity of the shear wall is effectively improved; the floor steel support truss is in a plane truss structure, and the form of the steel support truss diagonal braces 9 can be a herringbone, a crossed form and a single diagonal brace; the vertical column 7 of the steel support truss is a box-shaped circular section, and the section size is 600-1000 mm; the steel support truss cross beam 8 is of an H-shaped or box-shaped cross section, and the height of the cross section is 500-800 mm; the steel support truss diagonal bracing 9 is of an H-shaped section, and the section height is 300-500 mm. In the embodiment, the left side ground core tube shear wall is an inner opening U-shaped core tube, the right side ground core tube shear wall is an outer opening U-shaped core tube, the form of the steel support truss diagonal bracing 9 is a herringbone, the vertical column section of the steel support truss is a box, and the section size is 600mm.
As shown in fig. 1c, the middle suspension cable-suspension column-main beam structure is located in a middle large-span region, and is composed of a middle support suspension cable 10, a middle lower suspension column 11 and a middle floor main beam 12, wherein two ends of the middle support suspension cable 10 are fixed on the top of a steel support-core tube cable tower base, and form a core support framework with the steel support-core tube cable tower base;
as shown in fig. 1c and fig. 2-4, the middle support suspension cable 10 presents a parabolic curve shape under the action of vertical load, and meets the reasonable requirement of stress performance under the action of multipoint concentrated force; the two ends of the middle support suspension cable 10 are connected to the top of the vertical lateral force resistant core support framework through a suspension cable fixed connection end I13 and a suspension cable fixed connection end II 14.
As shown in fig. 1c and fig. 2-4, the middle lower suspension post 11 is located below the middle support suspension rope 10, is suspended on the middle support suspension rope 10 through a post top connection node 15, and is rigidly connected with the middle floor main beam 12 through a post middle connection node 16 and a post bottom connection node 17 to form a floor gravity support system below the middle support suspension rope 10.
As shown in fig. 1c and fig. 2-4, the suspension cable-suspension column-main beam structure and the steel support-core tube cable tower base together form a core support framework.
As shown in fig. 1c and fig. 2-4, the middle support suspension cable 10 is a steel strand cable, and the section diameter is 100-200mm; the suspension cable is parabolic in curve form, and the inclination angle is 15-45 degrees. In this embodiment, the cross-sectional diameter of the central support suspension wire 10 is 150mm.
As shown in fig. 1d, the two-side stay cable-main beam structure is located in two-side overhanging regions, and is composed of a plurality of two-side stay cables 18 and two-side floor main beams 19 which are arranged at intervals, the high ends of the two-side stay cables 18 are fixed at different heights of the steel support-core tube cable tower base, and the low ends are connected to the two-side floor main beams 19 of the conversion bottom layer;
as shown in fig. 1d and fig. 2-4, the high ends of the stay cables 18 on two sides are fixed at different heights of the steel support-core tube cable tower base through stay cable high-end connecting nodes 20; the lower ends of the two side stay cables 18 are connected to the two side floor girders 19 of the high-level transition floor at the height of the lower ends of the two side stay cables 18 corresponding to the suspension cable-suspension column-girder structure through stay cable lower end connection nodes 21.
As shown in fig. 1d and fig. 2-4, the two side stay cables 18 are in inclined tension arrangement, and the bottom ends of the two side stay cables 18 pull the overhanging part of the corridor truss structure, so that the overhanging length of the corridor truss structure is enough to meet the requirement of building functions; the top ends of the stay cables 18 on the two sides are connected in an anchoring way by adopting an anchoring node.
As shown in fig. 1d and fig. 2-4, the stay cables 18 on two sides are steel strand stay cables, and the section diameter is 60-150 mm; the inclined angle of the stay ropes 18 at both sides is 30-60 deg.. In this embodiment, the steel strand stay cables are high vanadium cables, the cross-sectional diameter of the stay cables 18 on both sides is 80mm, and the inclination angle of the stay cables 18 on both sides is 40 °.
As shown in fig. 1c-1d, 3 and 5, the middle support suspension cable 10 and the two side stay cables 18 are arranged as adjustable cables to facilitate the application of cable pretension in the construction stage and the cable tension correction in the maintenance stage; the adjustable inhaul cable comprises an inhaul cable component section 25, an inhaul cable measuring section 26, an inhaul cable adjusting section 27 and an inhaul cable anchoring end; the cable anchorage structure includes a cable anchorage backing plate 28 and a cable anchorage anchor 29.
As shown in fig. 1c-1d, 3 and 7a-7b, the cable anchoring end is divided into a concrete anchoring end of a middle-span floor core tube shear wall and steel structure anchoring ends of floor steel support trusses of two side spans, and the cable anchoring ends are respectively reinforced by arranging an anchoring end encryption steel bar 30 and an anchoring end stiffening baffle 31; the concrete anchoring end can be further reinforced by arranging section steel inside the shear wall of the floor core tube and converting the section steel into a steel structure anchoring end.
As shown in fig. 1e, the horizontal diagonal brace 22 is located at the floor where the mid-span lowest height position of the central support suspension cable 10 is located, and is composed of 2 groups of intersecting steel beams arranged along the longitudinal direction, so as to enhance the lateral resistance and torsional rigidity of the overall structure;
as shown in fig. 1e, 2, and 6a-6b, the horizontal diagonal bracing 22 is reinforced at the node by a node stiffener 24.
As shown in fig. 1f, the upper frame structure 23 is located above the middle support suspension cable 10, i.e. above the high-level shift structure, and includes an upper frame structure in which the middle suspension cable-suspension column-main beam structure is lifted and an upper frame structure in which the two-side stay cable-main beam structure is lifted.
As shown in fig. 1f and fig. 2 to 4, the upper frame structure 23 includes steel columns and steel beam members; the cross section of the member of the steel column is box-shaped, and the height of the cross section is 400-600 mm; the section of the steel beam is H-shaped, and the section height is 400-600 mm. In the embodiment, the section of the steel column is box-shaped, and the section of the steel beam is H-shaped.
The cantilever cable-stayed cable combined high-level conversion high-rise structural system component has definite modules, clear force transmission, accords with the design principle of integral stress and bearing mode, fully plays the large-space conversion and high lateral force resistance of the bottom of the integral structural system, forms a core support framework based on the combination of a steel support-core tube cable tower base and a middle cantilever cable-suspension column-main beam structure, respectively realizes the vertical support of the floor frame structure of the large cantilever areas at two sides and the reinforcement of the torsional rigidity of the integral lateral resistance through the two-side stayed cable-main beam structure and the horizontal inclined support 22, realizes the structural system of the gravity structural system of the upper floor through the upper frame structure, and realizes the large-span space at the bottom and the high-level conversion complex-modeling high-rise building structure and function of the large cantilever at two sides.
The number of steel support-core tube cable towers bases at each end, the number of steel support trusses, the span of a middle suspension cable, the parabolic function form, the number of hanging layers under a suspension column, the span of overhanging regions of stay cables-main beam structures at two sides and the horizontal inclined support arrangement mode can be properly adjusted according to the requirements of building modeling, functional space, large space span at the bottom and boundary conditions, and the composition and the formation mode of each part of the suspension cable-stay cable combined type high-level conversion high-level structure are not influenced.
Compared with the defects of the prior art, the suspension cable-suspension cable combined type high-level conversion high-rise structure is based on the combination of a steel support-core tube cable tower base and a middle suspension cable-suspension column-main beam structure to form a core support framework, vertical support of a floor frame structure of a large overhanging region on two sides and strengthening of overall lateral torsional rigidity are respectively realized through a suspension cable-main beam structure on two sides and a horizontal inclined support, an upper floor gravity structure system is realized through lifting an upper frame structure, an overall stress mode is formed, and complex building modeling and functions of high-level conversion of large overhanging on two sides and a large bottom space can be realized. The structural system component has definite modules, clear force transmission, accords with the design principle of integral stress and bearing mode, and can realize effective transitional connection and system design bearing of high-rise building structures with large-space conversion at the bottom and high-position conversion with large overhanging on two sides. Based on load bearing performance analysis, the combined complex modeling advantages of large space conversion, high side resistance and large overhanging at two sides of the suspension cable-stayed cable combined high-level conversion high-level structure can be further ensured through overall performance control such as component stress, deformation rigidity, torsional cycle ratio and the like.
The application of the suspension cable-stay cable combined high-level conversion high-level structure in effective transition connection and system design bearing of a high-level conversion complex-modeling high-level building structure with a large span space at the bottom and large overhangs at two sides is that the span of a conversion area is not less than 50m and the overhangs at two sides of the large overhangs are not less than 20 m; based on the combination of a steel support-core tube cable tower base and a middle suspension cable-suspension column-main beam structure as a main body structure, and the combined type high-rise structure overall stress mode of large overhanging region floor support and overall side-torsion-resistant reinforcement is respectively realized through a two-side stay cable-main beam structure and a horizontal inclined support 22: firstly, combining a steel support-core tube cable tower base and a middle suspension cable-suspension column-main beam structure to form a core support framework; secondly, the vertical support of the floor frame structure of the large overhanging region at the two sides and the reinforcement of the lateral torsion resistance of the whole system are respectively realized through stay cables-main beam structures at the two sides and horizontal inclined supports 22; then, the upper frame structure of the suspension cable-suspension column-main beam structure and the stay cable-main beam structure are arranged to be lifted up, so that the high-level conversion high-rise building structure modeling of the upper floor gravity structure system is realized; finally, through load bearing performance analysis, the stress, the overall rigidity and the torsion resistance of the component are controlled, and the overall stress load bearing performance of the structural system is ensured.
Claims (7)
1. The utility model provides a suspension cable-suspension cable combination formula high-order conversion high-rise structure which characterized in that includes: a steel support-core tube cable tower base, a middle suspension cable-suspension column-main beam structure, two side stay cables-main beam structures, a horizontal inclined support (22) and an upper frame structure (23);
the steel support-core tube cable tower bases are positioned at the left and right side ends, each steel support-core tube cable tower base comprises 2 floor core tube shear walls and 2 floor steel support trusses, and the 2 floor steel support trusses in each steel support-core tube cable tower base are respectively arranged at two sides of the 2 floor core tube shear walls;
the middle suspension cable-suspension column-main beam structure is positioned in a large middle span area, the middle suspension cable-suspension column-main beam structure comprises a middle supporting suspension cable (10), a middle lower suspension column (11) and a middle floor main beam (12), two ends of the middle supporting suspension cable (10) are respectively fixed at the tops of two steel supporting-core tube cable tower bases to form a core supporting framework, and the middle supporting suspension cable (10) is connected with the middle floor main beam (12) through the middle lower suspension column (11) to form a floor gravity supporting system;
the two-side stay cable-main beam structure is positioned in the two-side overhanging region, the two-side stay cable-main beam structure comprises two-side stay cables (18) and two-side floor main beams (19), the high ends of a plurality of two-side stay cables (18) are fixed at different heights of the steel support-core tube cable tower base, and the low ends are connected to the two-side floor main beams (19);
the horizontal inclined support (22) is positioned on a floor where the mid-span lowest height position of the middle support suspension cable (10) is positioned, and the horizontal inclined support (22) comprises 2 groups of cross steel beams which are longitudinally arranged;
the upper frame structure (23) is positioned above the middle supporting suspension rope (10) and comprises an upper frame structure of which the middle suspension rope-suspension column-main beam structure is lifted and an upper frame structure of which the stay ropes-main beam structures at two sides are lifted.
2. The suspension cable-stay cable combination high-level transition high-level structure according to claim 1, wherein: the ground core tube shear wall in the left steel support-core tube cable tower base consists of a cable tower base X-direction shear wall I (1) and a cable tower base Y-direction shear wall I (2), and the ground core tube shear wall in the right steel support-core tube cable tower base consists of a cable tower base X-direction shear wall II (3) and a cable tower base Y-direction shear wall II (4); the steel support-core tube cable tower base is characterized in that a 2-truss floor steel support truss in the left side is a cable tower base steel support truss I (5), a 2-truss floor steel support truss in the right side is a cable tower base steel support truss II (6), and the cable tower base steel support truss I (5) and the cable tower base steel support truss II (6) are composed of steel support truss vertical posts (7), steel support truss cross beams (8) and steel support truss diagonal braces (9).
3. The suspension cable-stay cable combination high-level transition high-level structure according to claim 2, wherein: the thickness of the floor core tube shear wall is 400-800 mm, the floor core tube shear wall is L-shaped, U-shaped or cylindrical, the floor steel support truss is of a plane truss structure, and the form of a steel support truss diagonal brace (9) is a herringbone, cross or single diagonal brace; the steel support truss vertical column (7) is of a box-shaped or circular section, and the section size is 600-1000 mm; the steel support truss cross beam (8) is of an H-shaped or box-shaped section, and the section height is 500-800 mm; the steel support truss diagonal bracing (9) is of an H-shaped section, and the section height is 300-500 mm.
4. The suspension cable-stay cable combination high-level transition high-level structure according to claim 1, wherein: two ends of the middle support suspension cable (10) are connected to the tops of two steel support-core tube cable tower bases through a suspension cable fixed connection end I (13) and a suspension cable fixed connection end II (14) respectively; the middle lower hanging column (11) is hung below the middle supporting suspension rope (10) through a hanging column top connecting node (15), and the middle lower hanging column (11) is rigidly connected with the middle floor main beam (12) through a hanging column middle connecting node (16) and a hanging column bottom connecting node (17) to form a floor gravity supporting system; the middle support suspension cable (10) is a steel strand inhaul cable, and the section diameter is 100-200mm; the curve form of the middle support suspension cable (10) is parabolic, and the inclination angle is 15-45 degrees.
5. The suspension cable-stay cable combination high-level transition high-level structure according to claim 1, wherein: the high ends of the stay cables (18) on two sides are fixed at different heights of the steel support-core tube cable tower base through stay cable high-end connecting nodes (20); the lower ends of the two side stay cables (18) are connected to the two side floor girders (19) through stay cable lower end connection nodes (21), and the two side floor girders (19) are positioned at high-level conversion bottom layers corresponding to the lower ends of the two side stay cables (18) in the suspension cable-suspension column-girder structure; the two side stay cables (18) are obliquely arranged, the bottom ends of the two side stay cables (18) pull the overhanging parts of the corridor truss structure, and the top ends of the two side stay cables (18) are connected in an anchoring manner by adopting anchoring nodes; the cross section of the component of the stay cables (18) at two sides is a steel strand stay cable, and the diameter of the cross section is 60-150 mm; the inclined angle of the stay cable is 30-60 degrees.
6. The suspension cable-stay cable combination high-level transition high-level structure according to claim 1, wherein: the middle support suspension cable (10) and the stay cables (18) on two sides comprise a cable member section (25), a cable measuring section (26), a cable adjusting section (27) and a cable anchoring end; the cable anchoring end comprises a cable anchoring end backing plate (28) and a cable anchoring end anchor (29); the cable anchoring end is respectively provided with an anchoring end encryption reinforcing steel bar (30) and an anchoring end stiffening baffle (31) at the concrete anchoring position of the middle span and the steel structure anchoring positions of the two side spans.
7. The suspension cable-stay cable combination high-level transition high-level structure according to claim 1, wherein: the horizontal diagonal bracing (22) comprises 2 groups of cross steel beams which are longitudinally arranged, and node stiffening plates (24) are arranged at the nodes of the horizontal diagonal bracing (22); the upper frame structure (23) includes steel columns and steel beam members.
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| CN202320261608.4U CN219175478U (en) | 2023-02-10 | 2023-02-10 | Suspension cable-stay cable combined type high-level conversion high-rise structure |
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| CN202320261608.4U CN219175478U (en) | 2023-02-10 | 2023-02-10 | Suspension cable-stay cable combined type high-level conversion high-rise structure |
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