CN110747737A - Cable-stayed bridge cable tower separated steel anchor box structure and construction method thereof - Google Patents
Cable-stayed bridge cable tower separated steel anchor box structure and construction method thereof Download PDFInfo
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- CN110747737A CN110747737A CN201910978237.XA CN201910978237A CN110747737A CN 110747737 A CN110747737 A CN 110747737A CN 201910978237 A CN201910978237 A CN 201910978237A CN 110747737 A CN110747737 A CN 110747737A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Abstract
The invention discloses a cable-stayed bridge cable tower separated steel anchor box structure and a construction method thereof, relating to the technical field of bridge engineering and comprising the following steps: the concrete cable tower is provided with a cavity with a cross-shaped cross section and comprises two transverse bridge tower walls and two longitudinal bridge tower walls; the steel anchor box comprises a plurality of steel anchor box segments, wherein each steel anchor box segment is anchored with a plurality of pairs of stay cables and is sequentially arranged in a cavity from bottom to top, each steel anchor box segment comprises two main tension plates and two end plates, the two end plates are arranged in the transverse bridge direction and are respectively connected with the tower wall in the transverse bridge direction, the two main tension plates are arranged in the longitudinal bridge direction, and the two adjacent ends of the tension plates are respectively connected with the tower wall in the longitudinal bridge direction. According to the cable-stayed bridge cable tower separated steel anchor box structure, the steel anchor box sections and the concrete cable tower are connected into a steel-concrete combined structure to bear force together; the annular prestressed tendons or the longitudinal and transverse prestressed tendons do not need to be arranged on the wall of the concrete tower, and the steel anchor box segments bear more horizontal force and unbalanced force and transmit vertical force to the concrete cable tower.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a cable-stayed bridge cable tower separated steel anchor box structure and a construction method thereof.
Background
The cable tower structure of the cable-stayed bridge is an important stressed structure which uniformly transmits the local concentrated force of a cable to a tower column. According to the factors such as the arrangement of the guy cables, the number and the shape of the guy cables, the tower shape, the structure and the like, the concrete forms of anchoring the existing guy cables in the concrete tower column comprise cross anchoring, hoop prestress or longitudinal and transverse prestress anchoring, steel anchor beam anchoring and steel anchor box anchoring.
The cross anchoring is that the guy cable on the two sides of the tower column is anchored on the solid section of the tower column after crossing the axis of the tower column, and the guy cable is anchored by utilizing a sawtooth groove or a sawtooth convex groove bracket on the tower wall entity, and the anchoring structure is commonly used for the tower column with the solid section.
The method is characterized in that the hollow tower column wall is anchored by hoop prestress or longitudinal and transverse prestress, namely a guy cable is anchored on a convex block on the inner side of the hollow tower column wall, and the hoop plane prestress or the longitudinal and transverse plane prestress is arranged in an anchoring area to balance the tensile stress generated on the tower wall.
When the steel anchor beam is anchored, the inhaul cable is anchored on the anchor blocks at two ends of the steel anchor beam, and the steel anchor beam is supported on the bracket convex block at the inner side of the transverse wall of the hollow tower column. The steel anchor beam is used as an independent anchoring member, the horizontal component force of the guy cables on two sides is balanced by the steel anchor beam, but the concrete of the tower column can still be subjected to tensile cracking due to the unbalanced horizontal component force, so that prestressed ribs need to be arranged in a cable tower anchoring area, and certain requirements are imposed on the inner space of the tower column.
When the existing steel anchor box is anchored, the steel anchor box bears larger pulling force, the concrete tower wall bears larger pressure and less pulling force, the stress action is more complex, concrete in an anchoring area is easy to crack, prestressed tendons still need to be arranged, and the requirement on installation precision is higher for field high-altitude operation.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a cable-stayed bridge cable tower separated steel anchor box structure and a construction method thereof, which can give full play to the tensile strength of a main tension plate and avoid the generation of large tensile stress on the tower wall of a concrete cable tower.
The invention provides a cable-stayed bridge cable tower separated steel anchor box structure in a first aspect, which comprises:
the concrete cable tower is provided with a cavity with a cross-shaped cross section and comprises two transverse bridge tower walls which are oppositely arranged and a longitudinal bridge tower wall which is connected with the two transverse bridge tower walls;
the steel anchor box comprises a plurality of steel anchor box sections, and the steel anchor box sections are sequentially arranged in the cavity from bottom to top, each steel anchor box section comprises two main tension plates which are oppositely arranged and end plates which are connected with the two main tension plates, the two end plates are arranged in the transverse bridge direction and are respectively connected with the transverse bridge direction tower wall, the two main tension plates are arranged in the longitudinal bridge direction, and the adjacent two ends of the two main tension plates are respectively connected with the longitudinal bridge direction tower wall;
the ratio of the thickness of the part of the longitudinal bridge tower wall which is not connected with the main tension plate to the thickness of the main tension plate is 2.0 to 3.0 times of the ratio of the steel elastic modulus of the main tension plate to the concrete elastic modulus of the cable tower;
the length of the longitudinal bridge tower wall connected with the main tension plates is configured to be 0.8-1.2 times of the distance between the two main tension plates;
the thickness of the transverse bridging tower wall is configured to be 0.7-1.0 times of the distance between the two main tension plates.
Based on the first aspect, in a possible embodiment, the steel anchor box segments are not connected with each other, a rubber cushion layer is arranged between the adjacent steel anchor box segments, and the upper end surface and the lower end surface of the part of the main tension plate, which is connected with the longitudinal bridge to the tower wall, are inclined downwards and are consistent with or close to the inclined direction of the stay cable.
Based on the first aspect, in a possible embodiment, the steel anchor box segment is combined with the connecting part of the concrete pylon through a shear key, wherein the shear key is one or two combination of a PBL shear key and a shear nail.
Based on the first aspect, in a possible embodiment, a plurality of stay cable anchor chambers for anchoring the stay cables are fixed at both ends of the steel box section.
Based on the first aspect, in a possible embodiment, each steel anchor box segment is provided with a plurality of pairs of stay cables.
Based on the first aspect, in a possible embodiment, the stay cable anchor compartment comprises a main force transfer plate located in the connection area of the main tension plate and the longitudinal bridge pylon wall.
In a possible embodiment based on the first aspect, the two transverse bridges are provided with holes for the stay cables to pass through, the end plate is provided with holes having the same axis as the holes, and the holes are formed at positions corresponding to the stay cable anchor chambers.
Based on the first aspect, in a possible embodiment, a working and maintenance space is formed between the longitudinal bridge tower wall and the opposite main tension plates, a stair or an elevator is arranged, the upper end and the lower end of each main tension plate, which is not connected with the longitudinal bridge tower wall, are provided with openings, and the openings of two adjacent main tension plates are matched to form a passage for entering and exiting the working and maintenance space.
The invention provides a construction method of a cable-stayed bridge cable tower separated steel anchor box structure based on the cable-stayed bridge cable tower, which comprises the following steps:
prefabricating a plurality of steel anchor box sections, wherein each steel anchor box section is assembled by two main tension plates and two end plates and is welded and fixed;
a certain amount of guiding and positioning section steel is fixed at the top end of the steel anchor box segment at intervals;
hoisting a plurality of steel anchor box segments from bottom to top in sequence; when each steel anchor box segment is fixed, two end plates are arranged along the transverse bridge direction and are respectively connected with the tower wall in the transverse bridge direction, and two main tension plates are arranged along the longitudinal bridge direction and are respectively connected with part of the tower wall in the longitudinal bridge direction;
the steel anchor box segment is combined with the connecting part of the concrete cable tower through a shear connector.
Based on the second aspect, in a possible embodiment, when a plurality of steel anchor box segments are hoisted sequentially from bottom to top, the previous fixed steel anchor box segment is used as a guiding, positioning and supporting foundation, a rubber strip is adhered to the top end of the steel anchor box segment, the next steel anchor box segment is hoisted, templates are synchronously arranged, corresponding concrete for the transverse bridge tower wall segment and concrete for the longitudinal bridge tower wall segment are poured, and after the concrete is well combined with the steel anchor box segment, the next steel anchor box segment is continuously hoisted upwards and fixed.
Compared with the prior art, the invention has the advantages that:
(1) compared with the steel anchor box structure in the existing engineering, the cable-stayed bridge cable tower separated steel anchor box structure has the advantages that a plurality of steel anchor box segments and a concrete cable tower are connected to form a steel-concrete combined structure to bear force together; in the longitudinal direction of the bridge, the thickness ratio of the part of the tower wall of the longitudinal direction of the bridge, which is not connected with the main tension plate, to the main tension plate is set, the mechanical characteristics of steel and concrete materials are fully considered, the tensile strength of the main tension plate is exerted, larger tensile stress generated from the longitudinal direction of the bridge to the tower wall is avoided, namely, no annular prestressed rib or longitudinal and transverse prestressed ribs need to be arranged on the concrete tower wall, more horizontal force and unbalanced force are born by the steel anchor box segments, and vertical force is transmitted to the concrete cable tower.
(2) According to the cable-stayed bridge cable tower separated steel anchor box structure, the steel anchor box sections are convenient to process and manufacture, the length and the weight of the sections can be flexibly designed, and the hoisting and the fixing are convenient; in the construction process, the steel anchor box segment can also be used as an inner side part template of the concrete cable tower, so that the construction of a cable tower anchoring area is facilitated, and the construction period is greatly shortened.
(3) The upper end surface and the lower end surface of the part of the main tension plate connected with the transverse bridge to the tower wall are inclined downwards and are consistent with or close to the inclined direction of the stay cables, a plurality of pairs of stay cables can be arranged in each steel anchor box section to shorten the distance between the stay cables, the arrangement of the stay cables on the concrete cable tower is relatively compact, the height of an anchoring area is shortened, and the anchoring efficiency of the stay cables is improved.
Drawings
FIG. 1 is a schematic diagram of a cable-stayed bridge cable tower separated steel anchor box structure in the embodiment of the invention;
FIG. 2 is a schematic cross-sectional view taken along line A-A of FIG. 1;
fig. 3 is a schematic structural elevation view of a steel anchor box segment in an embodiment of the present invention.
In the figure: the method comprises the following steps of 1-concrete cable tower, 11-cavity, 2-transverse bridge tower wall, 3-longitudinal bridge tower wall, 4-steel anchor box section, 41-main tension plate, 42-end plate, 43-shear key, 44-hole, 5-stay cable anchor chamber, 51-main force transmission plate, 6-stay cable, 7-rubber cushion layer, 8-guiding positioning section steel, a-thickness of the part, which is not connected with the main tension plate, of the longitudinal bridge tower wall, delta-thickness of the main tension plate, b-thickness of the transverse bridge tower wall, c-length of the connection of the longitudinal bridge tower wall and the main tension plate, and d-distance between the two main tension plates.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples.
Referring to fig. 1 and 2, an embodiment of the present invention provides a cable-stayed bridge cable tower separated steel anchor box structure, which includes a concrete cable tower 1 and a plurality of steel anchor box segments 4, wherein the steel anchor box segments 4 are used for anchoring a stay cable 6, and meanwhile, the steel anchor box segments 4 and an outer-wrapped concrete cable tower 1 form a combined structure to jointly bear the cable force of the stay cable 6.
The concrete pylon 1 has a cavity 11 with a cross-shaped cross section, and the concrete pylon 1 comprises two transverse bridge walls 2 and two longitudinal bridge walls 3. The two transverse bridge tower walls 2 are oppositely arranged, and two ends of each transverse bridge tower wall 2 are respectively combined with the end parts of the two adjacent longitudinal bridge tower walls 3.
The steel anchor box is composed of the plurality of steel anchor box sections 4, and the plurality of steel anchor box sections 4 are sequentially arranged in the cross-shaped cavity 11 from bottom to top in the vertical direction. The steel anchor box section 4 comprises two main tension plates 41 arranged oppositely and two end plates 42 arranged oppositely, and two ends of each main tension plate 41 are fixedly connected with the ends of the two adjacent end plates 42 respectively. Two end plates 42 are arranged in the transverse direction and are respectively fixedly connected with the transverse direction tower wall 2, two main tension plates 41 are arranged in the longitudinal direction and are respectively fixedly connected with the longitudinal direction tower wall 3 near two ends.
In this embodiment, the concrete tower 1 is made of concrete by casting, the main tension plates 41 and the end plates 42 of the steel anchor box segments 4 are made of steel, and the main tension plates 41 and the end plates 42 are welded and fixed.
The ratio of the thickness a of the portion of the longitudinal bridge tower wall 3 not connected to the main tension plate 41 to the thickness δ of the main tension plate 41 is 2.0 to 3.0 times the ratio of the steel elastic modulus of the main tension plate 41 to the concrete elastic modulus of the pylon 1. Here, the steel elastic modulus of the main tension plate 41 is the elastic modulus of the steel material constituting the main tension plate 41, and the concrete elastic modulus of the pylon 1 is the concrete elastic modulus of the pylon 1. When the ratio of the thickness a of the longitudinal bridge tower wall 3 to the thickness delta of the main tension plate 41 meets the range, the horizontal tension force generated when the stay cable 6 is tensioned does not cause the longitudinal bridge tower wall 3 to generate too large tension stress, that is, the design requirements can be met only by arranging common reinforcing steel bars and controlling cracks without arranging prestressed tendons in the longitudinal stress direction.
When the thickness b of the transverse bridge tower wall 2 is too small, under the action of the cable force of the stay cable 6, the transverse bridge tower wall 2 can generate larger tensile stress; when the thickness b of the lateral tower wall 2 is too large, the construction cost increases. In the present embodiment, the thickness b of the transverse bridging tower wall 2 is configured to be 0.7 to 1.0 times the distance d between the two main tension plates 41. When the thickness b of the transverse bridge tower wall 2 meets the range, under the action of the cable force of the stay cable 6, the transverse bridge tower wall 2 does not generate large tensile stress, namely, prestress does not need to be configured in the transverse stress direction, the design requirement can be met only by configuring common steel bars and controlling the width of a crack, and the construction cost is low.
In addition, the length c of the connecting part of the longitudinal bridge tower wall 3 and the main tension plates 41 of the steel anchor box section 4 is not too small, and the connecting length c is configured to be 0.8-1.2 times of the distance d between the two main tension plates 41, so that the connecting distance c meets the requirement of longitudinal force transmission.
Compared with the steel anchor box structure in the existing engineering, the steel anchor box structure of the embodiment has the advantages that the plurality of steel anchor box segments 4 and the concrete cable tower 1 are connected to form a steel-concrete combined structure to bear force together; in the longitudinal direction of the bridge, the thickness ratio of the part of the tower wall of the longitudinal direction of the bridge, which is not connected with the main tension plate, to the main tension plate is set, the mechanical characteristics of steel and concrete materials are fully considered, the tensile strength of the main tension plate is exerted, larger tensile stress generated from the longitudinal direction of the bridge to the tower wall is avoided, namely, no annular prestressed tendons or longitudinal and transverse prestressed tendons are required to be arranged on the concrete tower wall, more horizontal force and unbalanced force are born by the steel anchor box section 4, and vertical force is transmitted to the concrete cable tower 1.
Referring to fig. 3, the portion of the main tension plate 41 connected to the vertical bridge pylon wall 3 is inclined downward, and the upper and lower end surfaces of the connected portion are aligned with or close to the inclination direction of the stay cables 6.
Preferably, the steel anchor box sections 4 are not connected with each other, and the rubber cushion layer 7 is arranged between the adjacent steel anchor box sections 4, so that leakage can not be caused during concrete pouring, and the sections of the steel anchor box can be stressed independently. The steel anchor box segment 4 is joined to the connecting portion of the concrete pylon 1 by shear keys 43. That is, the main tension plate 41 and the connecting portion of the longitudinal tower wall 3 are joined by the shear key 43, and the end plate 42 and the lateral tower wall 2 are also joined by the shear key 43. The shear bond 43 is one or two of a PBL shear bond and a shear nail, the steel anchor box segment 4 is connected with the concrete cable tower 1 through the shear bond 43 to form a steel-concrete combined structure, the steel anchor box segment 4 bears more horizontal force and unbalanced force, and the concrete cable tower 1 bears the vertical force transmitted by the steel anchor box segment 4.
In this embodiment, the vertical size and weight of each steel anchor box segment 4 can be flexibly set according to the hoisting weight of the construction machine or the number of stay cables.
In this embodiment, a plurality of stay cable anchor chambers 5 for anchoring stay cables 6 are fixed to both ends of the steel anchor box segment 4, and the stay cable anchor chambers 5 at both ends are arranged along the longitudinal bridge direction. Preferably, a plurality of stay cable anchor chambers 5 are fixed at two ends of each steel anchor box section 4, namely, each steel anchor box section 4 can be provided with a plurality of pairs of stay cables 6 so as to shorten the distance between the stay cables 6 and facilitate the arrangement of the stay cables 6 on the concrete cable tower 1 to be relatively compact.
In this embodiment, the stay cable anchor room 5 includes a main force transmission plate 51, two ends of the main force transmission plate 51 are respectively connected to the main tension plates 41 at two sides, and the main force transmission plate 51 is located in a range where the main tension plates 41 are connected to the tower wall 3 of the longitudinal bridge, and transmits the cable force of the stay cable 6 to the steel anchor box segment 4 through the main force transmission plate 51. The length c of the connection ensures that the main force transmission plate 51 of the stay cable anchor chamber 5 is in this region while the longitudinal force transmission requirement is met.
In this embodiment, holes for the stay cables 6 to pass through are formed in both the two transverse tower walls 2, and the end plates 42 are formed with holes having the same axis as the holes, and the positions of the holes correspond to the positions of the stay cable anchor chambers 5. The end of the stay cable 6 passes through the hole of the tower wall 2 and the hole of the end plate 42 in sequence, and then is anchored in the stay cable anchor chamber 5.
In order to meet the requirements of construction, overhaul and operation, an elevator or a stair can be arranged between the longitudinal bridge tower wall 3 and the opposite main tension plate 41.
In this embodiment, an operation and maintenance space is provided between the longitudinal axial tower wall 3 and the main tension plate 41 opposite thereto, a stair or an elevator is provided, openings 44 are correspondingly provided at the upper and lower ends of the portion of the main tension plate 41 not connected to the longitudinal axial tower wall 3, and the openings 44 of two adjacent main tension plates 41 cooperate to form a passage for passing in and out of the steel anchor box and the operation and maintenance space.
The embodiment of the invention also provides a construction method based on the cable-stayed bridge cable tower separated steel anchor box structure, which comprises the following steps:
s1, prefabricating a plurality of steel anchor box sections 4; each steel anchor box segment 4 is assembled from two main tension plates 41 and two end plates 42 and welded. Wherein, when the steel anchor box section 4 is prefabricated in a factory, the stay cable anchor chamber 5 can be simultaneously fixed in the steel anchor box section 4.
In order to ensure the hoisting alignment of a plurality of steel anchor box sections 4, guide positioning section steels 8 are fixed at intervals on the top ends of the prefabricated steel anchor box sections 4. Preferably, the guide positioning section steel 8 is disposed at the top corners of the main tension plate 41 and the end plate 42.
S2, sequentially hoisting a plurality of steel anchor box segments 4 from bottom to top, and simultaneously erecting a mold and pouring corresponding outer concrete cable towers 1 to form a transverse bridge tower wall 2 and a partial longitudinal bridge tower wall 3. When each steel anchor box segment 4 is fixed, two end plates 42 are arranged along the transverse bridge and are respectively fixedly connected with the transverse bridge to the tower wall 2, two main tension plates 41 are arranged along the longitudinal bridge, and two ends, close to each other, of each main tension plate 41 are respectively fixedly connected with part of the longitudinal bridge to the tower wall 3. Wherein the steel anchor box segment 4 is combined with the connecting part of the concrete tower 1 through a shear key 43.
In this embodiment, after the first steel anchor box segment 4 is hoisted, a formwork corresponding to the outer side and the inner side of the concrete cable tower wall can be set up, and then two transverse bridgewise tower wall segments arranged oppositely outside the steel anchor box segment 4 and part of the concrete of the longitudinal bridgewise tower wall segment connected with the transverse bridgewise tower wall segments are poured, so as to complete the fixation of the steel anchor box segment 4. The part of the longitudinal pylon wall segment is a part connected with the tension plate 41 of the main steel anchor box segment 4.
And then, taking the current steel anchor box segment 4 as a guiding, positioning and supporting foundation, continuously hoisting upwards and fixing the steel anchor box segment 4, finishing the fixation of all the steel anchor box segments 4, and forming a transverse bridge tower wall 2 and a part of a longitudinal bridge tower wall 3.
In this embodiment, the portions of the two longitudinal pylon walls 3 not connected to the main tension plate 41 may be poured after the stay cables are tensioned, that is, after all the steel anchor box segments 4 are fixed, it is ensured that most of the horizontal force of the stay cables 6 is borne by the steel anchor box segments 4.
In the construction process, the plurality of steel anchor box segments 4 are sequentially hoisted from bottom to top, so that the steel anchor box segments 4 can be used as inner side templates of the concrete cable tower. Specifically, the former fixed steel anchor box section 4 is used as a guiding, positioning and supporting foundation, a rubber pad is adhered to the top end of the section, temporary connection is arranged, the next steel anchor box section 4 is hoisted, the hoisted steel anchor box section 4 is used as an inner side portion formwork, formworks corresponding to outer side concrete tower walls and inner side concrete tower walls are set up, then outer side tower wall section concrete is poured, after the steel anchor box section 4 is combined with the corresponding outer side tower wall section, the temporary connection is removed, the next steel anchor box section 4 is continuously hoisted upwards and fixed, and the process is repeated. After construction, adjacent steel anchor box sections 4 are not fixedly connected.
Wherein, the ratio of the thickness a of the part of the longitudinal bridge tower wall 3 which is not connected with the main tension plate 41 to the thickness delta of the main tension plate 41 is 2.0-3.0 times of the ratio of the elastic modulus of steel which forms the main tension plate 41 to the elastic modulus of concrete which forms the cable tower 1; the thickness b of the transverse bridging tower wall 2 is configured to be 0.7-1.0 times the distance d between the two main tension plates 41; the length c of the longitudinal pylon wall 3 adjoining the main tension plates 41 is configured to be 0.8 to 1.2 times the distance d between two main tension plates 41.
The construction method of the embodiment is suitable for the steel anchor box structure; when the stay cable of the cable-stayed bridge is tensioned, more horizontal force and unbalanced force can be borne by the multi-section separated steel anchor box sections, vertical force is transmitted to the wall of the concrete tower, the mechanical characteristics of steel and concrete materials are fully considered, the tensile strength of the main tension plate of the steel anchor box sections is exerted, great tensile stress generated to the tower wall by a longitudinal bridge is avoided, and complex construction caused by arrangement of hoop prestress or longitudinal and transverse prestress of the cable tower is avoided.
The present invention is not limited to the above-described embodiments, and it will be apparent to those skilled in the art that various modifications and improvements can be made without departing from the principle of the present invention, and such modifications and improvements are also considered to be within the scope of the present invention. Those not described in detail in this specification are within the skill of the art.
Claims (10)
1. The utility model provides a cable-stay bridge cable-tower disconnect-type steel anchor case structure which characterized in that, it includes:
the concrete cable tower (1) is provided with a cavity (11) with a cross-shaped cross section, and the concrete cable tower (1) comprises two transverse bridge tower walls (2) which are oppositely arranged and a longitudinal bridge tower wall (3) which is connected with the two transverse bridge tower walls (2);
the steel anchor box comprises a plurality of steel anchor box sections (4) which are sequentially arranged in the cavity (11) from bottom to top, wherein each steel anchor box section (4) comprises two main tension plates (41) which are oppositely arranged and end plates (42) which are connected with the two main tension plates (41), the two end plates (42) are arranged in the transverse bridge direction and are respectively connected with the transverse bridge tower wall (2), the two main tension plates (41) are arranged in the longitudinal bridge direction, and the adjacent two ends of each main tension plate are respectively connected with the longitudinal bridge tower wall (3);
the ratio of the thickness of the longitudinal bridge tower wall (3) to the thickness of the main tension plate (41) at the part which is not connected with the main tension plate (41) is 2.0-3.0 times of the ratio of the steel elastic modulus of the main tension plate (41) to the concrete elastic modulus of the cable tower (1);
the length of the longitudinal bridge tower wall (3) connected with the main tension plate (41) is configured to be 0.8-1.2 times of the distance between the two main tension plates (41);
the thickness of the transverse bridging tower wall (2) is configured to be 0.7-1.0 times of the distance between the two main tension plates (41).
2. The cable-stayed bridge cable tower separated steel anchor box structure as claimed in claim 1, wherein: the steel anchor box sections (4) are not connected with each other, a rubber cushion layer (7) is arranged between the adjacent steel anchor box sections (4), and the main tension plate (41) and the upper end surface and the lower end surface of the part, connected with the tower wall (3), of the longitudinal bridge are inclined downwards and are consistent with or close to the inclined direction of the stay cable (6).
3. The cable-stayed bridge cable tower separated steel anchor box structure as claimed in claim 1, wherein: the steel anchor box segment (4) is combined with the connecting part of the concrete cable tower (1) through a shear key (43), and the shear key (43) is one or two of a PBL shear key and a shear nail.
4. The cable-stayed bridge cable tower separated steel anchor box structure as claimed in claim 1, wherein: and a plurality of stay cable anchor chambers (5) for anchoring the stay cables (6) are fixed at both ends of the steel anchor box section (4).
5. The cable-stayed bridge cable tower separated steel anchor box structure as claimed in claim 4, wherein: each steel anchor box segment (4) is provided with a plurality of pairs of stay cables (6).
6. The cable-stayed bridge cable tower separated steel anchor box structure as claimed in claim 4, wherein: the stay cable anchor chamber (5) comprises a main force transmission plate (51), and the main force transmission plate (51) is positioned in the connection range of the main tension plate (41) and the longitudinal bridge tower wall (3).
7. The cable-stayed bridge cable tower separated steel anchor box structure as claimed in claim 4, wherein: holes for the stay cables (6) to pass through are formed in the two transverse bridge tower walls (2), holes which are the same as the axes of the holes are formed in the end plates (42), and the positions of the holes correspond to the positions of the stay cable anchor chambers (5).
8. The cable-stayed bridge cable tower separated steel anchor box structure as claimed in claim 1, wherein: an operation and maintenance space is arranged between the longitudinal axial tower wall (3) and the main tension plates (41) which are opposite, openings (44) are formed in the upper end and the lower end of each main tension plate (41) which is not connected with the longitudinal axial tower wall (3), and the openings (44) of two adjacent main tension plates (41) are matched to form a passage for passing in and out of the operation and maintenance space.
9. A construction method of a cable-stayed bridge cable tower separated steel anchor box structure based on claim 1 is characterized by comprising the following steps:
prefabricating a plurality of steel anchor box sections (4), wherein each steel anchor box section (4) is assembled by two main tension plates (41) and two end plates (42) and is welded and fixed; guiding and positioning section steel (8) is fixed at the top end of the steel anchor box segment (4) at intervals;
sequentially hoisting a plurality of steel anchor box sections (4) from bottom to top, wherein when each steel anchor box section (4) is fixed, two end plates (42) are arranged along the transverse bridge direction and are respectively connected with the transverse bridge direction tower wall (2), and two main tension plates (41) are arranged along the longitudinal bridge direction and are respectively connected with part of the longitudinal bridge direction tower wall (3);
the steel anchor box segment (4) is combined with the connecting part of the concrete cable tower (1) through a shear key (43).
10. The construction method according to claim 9, wherein: when a plurality of steel anchor box sections (4) are hoisted from bottom to top in sequence, the former fixed steel anchor box section (4) is used as a guiding and positioning supporting foundation, rubber pads are pasted on the top ends of the sections, the next steel anchor box section (4) is hoisted, templates are synchronously arranged, corresponding concrete for the sections of the transverse bridge tower wall and the longitudinal bridge tower wall is poured, and after the concrete is well combined with the steel anchor box sections (4), the next steel anchor box section (4) is continuously hoisted upwards and fixed.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111254827A (en) * | 2020-02-24 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Stay cable and bridge tower anchoring structure and manufacturing method |
| CN113585069A (en) * | 2021-08-23 | 2021-11-02 | 浙江数智交院科技股份有限公司 | Cable-stayed bridge cable tower end anchoring device and construction method |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111254827A (en) * | 2020-02-24 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Stay cable and bridge tower anchoring structure and manufacturing method |
| CN111254827B (en) * | 2020-02-24 | 2021-08-27 | 中铁二院工程集团有限责任公司 | Stay cable and bridge tower anchoring structure and manufacturing method |
| CN113585069A (en) * | 2021-08-23 | 2021-11-02 | 浙江数智交院科技股份有限公司 | Cable-stayed bridge cable tower end anchoring device and construction method |
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