CN101831867B - Steel-concrete combination section structure of steel main tower or steel main arch - Google Patents
Steel-concrete combination section structure of steel main tower or steel main arch Download PDFInfo
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- CN101831867B CN101831867B CN2010101685756A CN201010168575A CN101831867B CN 101831867 B CN101831867 B CN 101831867B CN 2010101685756 A CN2010101685756 A CN 2010101685756A CN 201010168575 A CN201010168575 A CN 201010168575A CN 101831867 B CN101831867 B CN 101831867B
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Abstract
The invention discloses a steel-concrete combination section structure of a steel main tower or steel main arch, comprising a steel main tower and a concrete structure, wherein a shearing force stud is arranged between the connector end part of the main tower and the connector end part of the concrete structure, the connector end part of the main tower is provided with a steel main tower pressure-bearing steel plate, a concrete core is arranged in the section of the steel main tower, which is close to the connector end, so as to form a transition section transiting from the steel main tower to the concrete structure, the shape of the section of the connector end part of the main tower is smaller than that of the section of the connector end part of the concrete structure, one section of the steel main tower is embedded in the concrete structure, an extended limb extending outwards along the section shape is arranged on the embedded section of the steel main tower, and the extended limb is a rectangular or trapezoidal stiffening steel plate and is provided with a shearing force stud. The invention ensures that the steel main tower is embedded in the concrete structure with reasonable depth on the basis of remarkably enhancing the stress performance of the steel-concrete combination section and solves the technical problem of poor fatigue resistance of the steel-concrete combination section in the prior art.
Description
Technical field
The present invention relates to a kind of structure of steel-concrete adapter section, relate in particular to the structure of the steel-concrete adapter section of a kind of cable stayed bridge, suspension bridge steel king-tower or arch bridge steel main arch.
Background technology
When cable stayed bridge, suspension bridge king-tower adopt the steel king-tower, when the arch bridge main arch adopts the steel main arch, cable stayed bridge, suspension bridge steel king-tower and concrete towers boots or concrete bearing platform jointing section or arch bridge steel main arch and concrete saddle jointing section both be the steel-concrete adapter section.King-tower for all steel, the steel king-tower directly is connected with the concrete structure on basis, because the difference of steel-concrete adapter section two layers of material character, rigidity, intensity are undergone mutation at this, how adapter section transmits powerful axle power and shearing, the hard and soft smooth-going transition of implementation structure, is the vital key technology of adapter section.The internal force (axle power, shearing and moment of flexure) and the distortion of the various loads generations of transmission that therefore the steel-concrete adapter section should be able to be smooth, and have good antifatigue and durability.The connected mode that steel king-tower steel-concrete adapter section is commonly used has the combination of bolt anchoring method and steel king-tower implantation or two kinds of methods.The force-transmission mechanism of this dual mode is slightly different, and the bolt anchoring method mainly is by bearing plate the compressive stress of steel king-tower to be passed to concrete structure comparatively equably; And imbed rule is mainly sheared steel king-tower stress by steel king-tower steel plate and concrete interaction with concrete form power transmission, usually adopt the shearing connector in this mode.
At present, the main pattern of the steel-concrete adapter section of steel king-tower implantation is the technical scheme that a kind of total cross-section connects fill concrete as depicted in figs. 1 and 2.For the power of steel king-tower 1 being passed to the cross section of whole concrete structure (being arranged in the place, below at figure boundary interface), fill concrete 3 in the section scope of whole steel king-tower 1, and shearing peg 4 is set in steel king-tower 1, it is clear and definite to utilize this total cross-section to connect its Stress Transfer of fill concrete technical scheme, but stiffness variation is rapid, the shearing peg 4 that is provided with in the shearing transmission depends steel king-tower 1, owing to can arrange that the position of shearing peg is limited in the steel king-tower cross section, therefore, the number of shearing peg 4 less (Reference numeral 4 shows the distribution situation of shearing peg among Fig. 1 and Fig. 2), shear resistance is lower, need to rely on increase the steel king-tower and imbed the degree of depth of concrete structure and strengthen its shear resistance, and unconfined increase length of embedment be unreasonable also be uneconomic.
Summary of the invention
At above-mentioned prior art, the invention provides the structure of the steel-concrete adapter section of a kind of steel king-tower or steel main arch.The present invention is by being provided with outstanding leg and increasing the shearing peg in steel king-tower side, it is reasonable to make the steel king-tower imbed the degree of depth of concrete structure on the basis of the stress performance that significantly improves the steel-concrete adapter section, thereby solved the technical problem of steel-concrete adapter section fatigue resistance difference in the prior art, and having established technical foundation for the design of similar structures from now on, the present invention has very important realistic meaning.Among the present invention mentioned to " outstanding leg " be meant: be positioned at the concrete structure of steel-concrete adapter section, enlarge the structure of putting more energy into of steel king-tower and concrete structure contact surface.
In order to solve the problems of the technologies described above, the technical scheme that the present invention is achieved is: the structure of the steel-concrete adapter section of steel king-tower or steel main arch comprises steel king-tower and concrete structure, be provided with connector between the joint end of described steel king-tower and the joint end of described concrete structure, the joint end of described steel king-tower is provided with steel king-tower pressure-bearing steel plate, described connector comprises the shearing peg, be provided with in one section of close tip side on the described steel king-tower and fill out core concrete, thereby form one and carry out the transition to the changeover portion of concrete structure from the steel king-tower, the section configuration of the joint end of described steel king-tower is less than the section configuration of the joint end of described concrete structure, described steel king-tower has one section to be embedded in the described concrete structure, on the steel king-tower of buried section, be provided with along the outward extending outstanding leg of its section configuration, described outstanding leg is rectangle or the trapezoidal steel plate of putting more energy into, and described outstanding leg is provided with the shearing peg.
The structure of the steel-concrete adapter section of steel king-tower of the present invention or steel main arch, wherein, described steel king-tower is cable stayed bridge, suspension bridge steel king-tower or arch bridge steel main arch; Described concrete structure is concrete towers boots, concrete bearing platform or concrete saddle.
A best-of-breed technology scheme of the present invention is: with the PBL that is provided with X, the distribution of Y direction that described shearing peg intersects, the area of the described PBL that distributes is greater than the distribution area of the above shearing peg of steel king-tower.Be vertically arranged with prestressed strand and/or finish rolling deformed bar along the joint end of described steel king-tower and the joint end of described concrete structure, described prestressed strand and/or finish rolling deformed bar are through the joint end of described changeover portion and described concrete structure, described prestressed strand and/or finish rolling deformed bar one end are anchored on the described steel king-tower pressure-bearing steel plate, and the other end is anchored in the described concrete structure.
Compared with prior art, the invention has the beneficial effects as follows:
(1) because the steel king-tower pressure-bearing steel plate of the steel king-tower joint end in the steel-concrete adapter section structure of the present invention adopts steel plate, therefore, can guarantee effectively that axial force transmission evenly reaches the requirement of prestressed strand and/or finish rolling deformed bar anchoring;
(2) connector of steel-concrete adapter section of the present invention adopts the combining form of shearing peg+PBL, adopts the connector of this structure to carry out the shearing transmission, can improve the shear strength of adapter section;
(3) steel-concrete adapter section of the present invention, steel king-tower wherein is provided with the outstanding leg outside tower, adopt the combining form of shearing peg+PBL to carry out the shearing transmission on this outstanding leg, increased the quantity of steel king-tower section shear peg and PBL, shearing peg and concrete bonding surface have been increased, not only further strengthened shear resistance, the anti-cracking concrete ability is improved, reliability of structure is significantly strengthened, and can reduce the degree of depth that the steel king-tower is imbedded concrete structure, make this scheme have more reasonability;
(4) steel-concrete adapter section of the present invention, wherein, be provided with prestressed strand and/or finish rolling deformed bar vertically and through described steel king-tower joint end and described concrete joint cephalic par, adopt powerful prestressed strand and finish rolling deformed bar to be used, can resist the moment of flexure that mobile load produces effectively.
To sum up, steel-concrete adapter section of the present invention can be widely used in the steel king-tower and the concrete structure (that is: concrete towers boots or concrete bearing platform) of various cable stayed bridges, suspension bridge, and the adapter section of arch bridge steel arch ring and concrete arch springing, solve the technical barrier of steel-concrete adapter section fatigue resistance difference in the prior art, can significantly improve the stress performance of adapter section.
Description of drawings
Fig. 1 be in the prior art a kind of steel-concrete in conjunction with the vertical structure schematic diagram of pattern;
Fig. 2 is the section structure schematic diagram of steel-concrete adapter section shown in Figure 1;
Fig. 3 is the vertical structure schematic diagram of an optimum implementation of steel-concrete adapter section of the present invention;
Fig. 4 is the section structure schematic diagram of steel-concrete adapter section shown in Figure 3.
Among the figure:
1---steel king-tower 2---concrete structure 3---is filled out core concrete 4,71---shearing peg
5---prestressed strand and/or finish rolling deformed bar 6---PBL 7---outstanding legs
8---steel king-tower pressure-bearing steel plate 9---changeover portion
The specific embodiment
Below in conjunction with the drawings and specific embodiments the present invention is done to describe in further detail.
As shown in Figure 3 and Figure 4, the structure of the steel-concrete adapter section of a kind of steel king-tower of the present invention or steel main arch comprises steel king-tower 1 and concrete structure 2, and described steel king-tower 1 is cable stayed bridge, suspension bridge steel king-tower or arch bridge steel main arch; Described concrete structure 2 is not both concrete towers boots, concrete bearing platform or concrete saddle according to bridge type.Be provided with connector between the joint end of described steel king-tower 1 and the joint end of described concrete structure 2, the joint end of described steel king-tower 1 is provided with steel king-tower pressure-bearing steel plate 8, this steel king-tower pressure-bearing steel plate 8 adopts steel plate to make, its thickness is 60 to 100mm, can guarantee effectively that axial force transmission evenly reaches the requirement of prestressed strand and/or finish rolling deformed bar anchoring; Described connector comprises shearing peg 4 and/or PBL6, be provided with in one section of close tip side on the described steel king-tower 1 and fill out core concrete 3, thereby form one and carry out the transition to the changeover portion 9 of concrete structure from the steel king-tower, the section configuration of the joint end of described steel king-tower 1 is less than the section configuration of the joint end of described concrete structure 2, described steel king-tower 1 has one section to be embedded in the described concrete structure 2, on the steel king-tower 1 of buried section, be provided with along the outward extending outstanding leg 7 of its section configuration, described outstanding leg 7 is rectangle or the trapezoidal steel plate of putting more energy into, and described outstanding leg 7 is provided with shearing peg 71.
An optimum implementation of the present invention, as shown in Figure 4, adopt the combining form of shearing peg+PBL to carry out the shearing transmission on this outstanding leg 7, that is: with described shearing peg 4,71 intersect be provided with X, the PBL6 that the Y direction distributes, distribute the area of described PBL6 greater than steel king-tower 1 the above shearing peg 4,71 distribution area, thereby increased the quantity of steel king-tower section shear peg and PBL, shearing peg and concrete bonding surface have been increased, not only further strengthened shear resistance, the anti-cracking concrete ability is improved, its reliability of structure significantly strengthens, and can reduce the degree of depth that the steel king-tower is imbedded concrete structure, therefore, this scheme has more reasonability;
Be vertically arranged with prestressed strand and/or finish rolling deformed bar 5 along the joint end of described steel king-tower 1 and the joint end of described concrete structure 2 among the present invention, described prestressed strand and/or finish rolling deformed bar 5 are through the joint end of described changeover portion 9 and described concrete structure 2, described prestressed strand and/or finish rolling deformed bar 5 one ends are anchored on the described steel king-tower pressure-bearing steel plate 8, and the other end is anchored in the described concrete structure 2.Adopt powerful prestressed strand and finish rolling deformed bar to be used, can resist the moment of flexure that mobile load produces effectively.
Be to utilize the design scheme of optimum implementation of the present invention below to the two rope face steel deck cable stayed bridges of a double tower.
The footpath of striding of this bridge is arranged as 150+450+150m, the wide 37m of bridge.King-tower adopts the steel king-tower, and steel king-tower and base concrete cushion cap connected mode adopt the technical scheme of most preferred embodiment among the present invention, and concrete form is: steel king-tower post stretches into down tower pier 4m, and pours into the C50 concrete in the above 4m scope of tower pier down in steel king-tower post.On the wallboard of steel king-tower post buried section and web, open φ 60mm circular hole, wear φ 25mm HRB335 reinforcing bar and form the PBL shear connector with the concrete that enters this hole, in the above 4m scope of Xia Tadun steel king-tower post inner surface by 20cm * 20cm Φ 22 * 170mm socket cap weldering nail is set at interval, the shearing that is produced during jointly the king-tower pressurized by both is delivered on the basis uniformly with the form of concrete compression.Because the steel king-tower tilts at the bottom of the tower on same horizontal plane, it is also inhomogeneous to cause it to imbed down tower pier part, stressed more even for making, the PBL shear connector adopts fan-shaped arrangement form in the design.The tensile stress that king-tower tension or be subjected to produces when curved is then born by the prestressed strand that is anchored between main pier cushion cap and the steel king-tower post, adds finish rolling deformed bar simultaneously to reduce the inhomogeneities of precompression.Arrangement form is: arrangement prestress steel bundle and finish rolling deformed bar totally 22 rows symmetrically and evenly in the following tower pier, 6 of every rows.Wherein at steel king-tower top root edge 3 rows, 19 φ s15.20 prestressed strands are set respectively, 16 middle rows are finish rolling deformed bar.Prestressed strand and finish rolling deformed bar all are parallel to steel king-tower center line, have both guaranteed that pre-applied force made the body of the tower uniform-compression, are beneficial to PBL shear connector even layout betwixt again.Prestressed reinforcement and finish rolling deformed bar anchored end are crisscross arranged on the horizontal plane of the above 1.5m in cushion cap bottom surface, and the stretch-draw end is arranged on the plane of tower pier end face 4m under the interior distance of king-post.
Although top invention has been described in conjunction with figure; but the present invention is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment only is schematic; rather than it is restrictive; those of ordinary skill in the art is under enlightenment of the present invention; under the situation that does not break away from aim of the present invention, can also make a lot of distortion, these all belong within the protection of the present invention.
Claims (4)
1. the structure of the steel-concrete adapter section of steel king-tower or steel main arch, comprise steel king-tower (1) and concrete structure (2), be provided with connector between the joint end of the joint end of described steel king-tower (1) and described concrete structure (2), the joint end of described steel king-tower (1) is provided with steel king-tower pressure-bearing steel plate (8), described connector comprises shearing peg (4), be provided with in one section of the upward close tip side of described steel king-tower (1) and fill out core concrete (3), thereby form one and carry out the transition to the changeover portion (9) of concrete structure from the steel king-tower, the section configuration of the joint end of described steel king-tower (1) is less than the section configuration of the joint end of described concrete structure (2), it is characterized in that, described steel king-tower (1) has one section to be embedded in the described concrete structure (2), on the steel king-tower of buried section, be provided with along the outward extending outstanding leg of its section configuration (7), described outstanding leg (7) is rectangle or the trapezoidal steel plate of putting more energy into, and described outstanding leg (7) is provided with shearing peg (71).
2. according to the structure of the steel-concrete adapter section of described steel king-tower of claim 1 or steel main arch, it is characterized in that: described steel king-tower (1) is cable stayed bridge, suspension bridge steel king-tower or arch bridge steel main arch; Described concrete structure (2) is concrete towers boots, concrete bearing platform or concrete saddle.
3. according to the structure of the steel-concrete adapter section of described steel king-tower of claim 1 or steel main arch, it is characterized in that: with the PBL (6) that is provided with X, the distribution of Y direction that described shearing peg (4,71) intersects, the area of the described PBL (6) that distributes is greater than the distribution area of the above shearing peg of steel king-tower (1) (4,71).
4. according to the structure of the steel-concrete adapter section of claim 1 or 2 or 3 described steel king-towers or steel main arch, it is characterized in that: be vertically arranged with prestressed strand and/or finish rolling deformed bar (5) along the joint end of described steel king-tower (1) and the joint end of described concrete structure (2), described prestressed strand and/or finish rolling deformed bar (5) are through the joint end of described changeover portion (9) and described concrete structure (2), described prestressed strand and/or finish rolling deformed bar (5) one ends are anchored on the described steel king-tower pressure-bearing steel plate (8), and the other end is anchored in the described concrete structure (2).
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| Application Number | Priority Date | Filing Date | Title |
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| CN2010101685756A CN101831867B (en) | 2010-05-11 | 2010-05-11 | Steel-concrete combination section structure of steel main tower or steel main arch |
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| CN2010101685756A CN101831867B (en) | 2010-05-11 | 2010-05-11 | Steel-concrete combination section structure of steel main tower or steel main arch |
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| CN101831867B true CN101831867B (en) | 2011-05-04 |
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| CN102505633A (en) * | 2011-11-08 | 2012-06-20 | 同济大学 | Steel structure-concrete combined bridge tower structure |
| CN110886223A (en) * | 2019-11-06 | 2020-03-17 | 中国铁路设计集团有限公司 | Construction method for concreting steel-concrete combined tower and concrete box girder |
| CN111648245A (en) * | 2020-05-21 | 2020-09-11 | 中交二公局第二工程有限公司 | Ultra-large area grouting construction method for cable-stayed bridge reinforced concrete combined section |
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| JP2004211334A (en) * | 2002-12-27 | 2004-07-29 | Ps Mitsubishi Construction Co Ltd | Reinforcing structure of steel bridge pier joint part |
| JP2005002594A (en) * | 2003-06-10 | 2005-01-06 | Dps Bridge Works Co Ltd | Structure of joint between corrugated steel web and concrete floor slab in corrugated steel web pc bridge |
| JP4691690B2 (en) * | 2004-10-05 | 2011-06-01 | 独立行政法人土木研究所 | Joint structure and joining method of pedestal |
| CN201648968U (en) * | 2010-05-11 | 2010-11-24 | 天津市市政工程设计研究院 | Novel steel-concrete combination section structure of main steel tower or main steel arch |
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Address after: 300051 No. 239, Yingkou Road, Heping District, Tianjin Patentee after: Tianjin municipal engineering design and Research Institute Co.,Ltd. Address before: 300051 No. 239, Yingkou Road, Heping District, Tianjin Patentee before: TIANJIN MUNICIPAL ENGINEERING DESIGN & Research Institute |