CN112982139A - Wide-width large-span hybrid beam and short-tower cable-stayed bridge system and construction method thereof - Google Patents

Wide-width large-span hybrid beam and short-tower cable-stayed bridge system and construction method thereof Download PDF

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CN112982139A
CN112982139A CN202110261724.1A CN202110261724A CN112982139A CN 112982139 A CN112982139 A CN 112982139A CN 202110261724 A CN202110261724 A CN 202110261724A CN 112982139 A CN112982139 A CN 112982139A
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concrete
box
steel
bridge
section
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CN112982139B (en
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武维宏
胡焱文
华旭东
李熙同
李子特
王瑞正
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Gansu Province Transportation Planning Survey and Design Institute Co Ltd
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Gansu Province Transportation Planning Survey and Design Institute Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D11/00Suspension or cable-stayed bridges
    • E01D11/04Cable-stayed bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • E01D19/14Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges

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Abstract

本发明公开了一种宽幅大跨混合梁矮塔斜拉桥体系及其施工方法及其施工方法,包括由混凝土箱梁、波形腹板钢箱‑混凝土组合梁组成布置于横桥向两侧的混合梁;混凝土箱梁位于中支点两侧和桥塔浇筑为一体;组合梁位于边跨和中跨跨中;混凝土箱梁和组合梁通过钢混结合段连接;钢混结合段为波形腹板钢箱内浇筑结合段混凝土形成;混合梁横向由中支点混凝土横梁、桁架式钢横梁、工字型钢横梁和端横梁连接;其上布置桥面板;混合梁由主墩和过渡墩支撑;该混合梁矮塔斜拉桥体系结构设计合理,便于施工,使用效果好,可用于宽幅大跨桥梁。同时本发明还公开了配套的施工方法,包括桥塔施工,混凝土箱梁施工、组合梁施工及钢混结合段施工等步骤,施工方法完备,施工进度快。

Figure 202110261724

The invention discloses a wide-width and large-span mixed-beam low-tower cable-stayed bridge system and a construction method and construction method thereof. The concrete box girder is located on both sides of the middle fulcrum and the bridge tower is cast as a whole; the composite beam is located in the middle of the side span and the middle span; The concrete is formed by pouring concrete in the steel box; the mixed beam is horizontally connected by the middle fulcrum concrete beam, the truss-type steel beam, the I-shaped steel beam and the end beam; the bridge deck is arranged on it; the mixed beam is supported by the main pier and the transition pier; the The hybrid girder low-tower cable-stayed bridge has a reasonable system design, is easy to construct, and has a good use effect, and can be used for wide-width and long-span bridges. At the same time, the invention also discloses a matching construction method, including the steps of bridge tower construction, concrete box girder construction, composite girder construction and steel-concrete combined section construction. The construction method is complete and the construction progress is fast.

Figure 202110261724

Description

Wide-width large-span hybrid beam and short-tower cable-stayed bridge system and construction method thereof
Technical Field
The invention relates to the technical field of bridge structures, in particular to a wide-width large-span hybrid beam and short-tower cable-stayed bridge system and a construction method thereof.
Background
The short-tower cable-stayed bridge is also called a partial cable-stayed bridge, is a structural system between a continuous beam bridge and a cable-stayed bridge, and has wider application because of the structural advantages of the continuous beam bridge and the cable-stayed bridge.
The girder of the traditional short-tower cable-stayed bridge mainly adopts a single-box single-chamber or multi-chamber concrete box-type section, and although the section can provide larger rigidity, the technical problem which is inevitable also exists:
(1) for a wide bridge, a single-box multi-chamber section is adopted, so that the volume of concrete is greatly increased, the pier top negative bending moment of the main beam is increased under the action of self weight, the stress performance of the main beam is seriously influenced, and the top surface of the pier top main beam is easy to crack.
(2) For a large-span bridge, a concrete box-shaped cross section is adopted in the span, and the span positive bending moment and the pier top negative bending moment of the main beam are greatly increased, so that a span box beam bottom plate and a middle fulcrum box beam top plate are easy to crack, the stress performance and the service performance of the main beam are seriously influenced, meanwhile, a large amount of prestressed steel bars and large-size stay cables are required to be configured due to the increase of the bending moment of the main beam, unnecessary material waste is caused, the manufacturing cost of the short-tower cable-stayed bridge is increased, and the economic performance of the short.
(3) Because of the stress characteristic of the box-shaped section of single-box single-chamber or multi-chamber concrete, short-tower cable-stayed bridge towers are mostly arranged in a central separation zone, and a central cable surface is adopted, while for wide bridges, the transverse stress of a main beam is more complicated due to the increase of the transverse width, the shear force hysteresis effect is obvious, the stress performance of the main beam is reduced, and meanwhile, because the positions of the bridge towers are limited, the structural form of the bridge towers is mostly single column towers, and the bridge towers are single in form and cannot be suitable for higher landscape requirements.
(4) The structural system of the traditional short-tower cable-stayed bridge greatly limits the development of the traditional short-tower cable-stayed bridge to the application of a wide-width large-span bridge and also limits the landscape development of the diversity of the traditional short-tower cable-stayed bridge.
Disclosure of Invention
Aiming at the technical problems of the traditional short-tower cable-stayed bridge system, the invention aims to provide the short-tower cable-stayed bridge system with the wide-width and large-span mixed beam, the construction method and the construction method thereof.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
a short-tower cable-stayed bridge system with wide and long span hybrid beams comprises hybrid beams which are arranged on two sides of a transverse bridge and are composed of a concrete box beam 1, a corrugated web steel box-concrete composite beam 2 and a steel-concrete combined section 3;
the mixed beams are connected through a middle pivot concrete beam 6, a truss type steel beam 7, an I-shaped steel beam 8 and an end beam 9;
a cast-in-place bridge deck 10 and a prefabricated bridge deck 10-1 are arranged on the mixed beam and each cross beam;
and a bridge tower 4 which is poured into a whole with the mixed beam is arranged at the middle supporting point concrete beam 6, a stay cable 5 is connected between the bridge tower 4 and the mixed beam, and the mixed beam and the bridge tower 4 are supported on a main pier 12 and a transition pier 13 through a support 14.
The concrete box girder 1 is arranged on two sides of a middle pivot, and the arrangement length L of one side is 0.22L0~0.30L0Wherein L is0For the main span of the short-tower cable-stayed bridge, the maximum cantilever end of the concrete box girder 1 is the lowest, the middle fulcrum is the highest, the two sides of the middle fulcrum are respectively provided with equal-height sections of 2-4 meters, the rest parts are height-changing sections, the change curve of the girder height adopts 1.5-2.0 times of parabola, the concrete box girder 1 is provided with a solid section in the equal-height section and a box section in the height-changing section, and a plurality of dry concretes are arranged at intervals of 3-6 metersA separator 1-1.
The corrugated web steel box-concrete combined beam 2 is arranged in a side span and a middle span and has the same height as the maximum cantilever end of a concrete box beam 1, and comprises a corrugated web steel box which is formed by enclosing a steel box top plate 2-1, a steel box bottom plate 2-2 and a steel box corrugated web 2-3, a first-stage poured concrete 10-3 poured on the steel box top plate 2-1, a plurality of steel box partition plates 2-4 arranged at intervals of 3-6 meters in the corrugated web steel box and a bottom plate stiffening rib 2-5 arranged on the steel box bottom plate 2-2.
The steel-concrete combined section 3 is a connecting structure between the concrete box girder 1 and the corrugated web steel box-concrete combined girder 2, has the same height as the maximum cantilever end of the concrete box girder 1, and comprises a reserved combined girder splicing section and a steel box-concrete box combined section; the length L of the splicing section of the reserved combination beam1The height of the concrete box girder 1 at the maximum cantilever end is 0.5H-2.5H, and the structural form of the concrete box girder is the same as that of the corrugated web steel box-concrete combined girder 2; the length L of the steel box-concrete box combined section2The structural form of the H-2H combined beam is that a steel box top plate 2-1, a steel box bottom plate 2-2, a steel box corrugated web plate 2-3 and a bottom plate stiffening rib 2-5 in a reserved combined beam splicing section extend to a steel box-concrete box combination section, and is welded with an embedded joint flat plate 3-3 which is welded on an embedded joint vertical plate 3-4 in advance, shear nails 11 are arranged on the top surface of the steel box top plate 2-1, the top surface of the steel box bottom plate 2-2, the inner side of the steel box corrugated web 2-3 and the embedded joint vertical plate 3-4, concrete 3-1 at the joint section is poured inside and on the top surface of the corrugated web steel box, the inside forms the same section form as the maximum cantilever end of the concrete box girder 1, a combination section clapboard 3-2 which is the same as the concrete clapboard 1-1 is poured in the middle of the steel box-concrete box combination section; the corrugated web plate 2-3 of the steel box is a straight steel plate without the waveform in the joint section of the steel box and the concrete box, the vertical plate 3-4 of the pre-buried joint is pre-buried in the concrete box girder 1, and the pre-buried depth L3The embedded joint flat plate 3-3 is provided with a longitudinal steel bar perforation 3-5 which is 0.3H-0.6H.
The bridge tower 4 is in a double-tower-column form, the lower part of the bridge tower 4 and the outer side of the concrete box girder 1 are poured into a whole at the middle supporting point position to form a tower girder consolidation system, and the bridge tower 4 and the concrete box girder 1 are supported on the main pier 12 through supports 14 arranged at two sides in the transverse bridge direction.
The stay cable 5 is double-cable-faced, one end of the stay cable is connected to the bridge tower 4, and the other end of the stay cable is connected to the concrete partition board 1-1 of the concrete box girder 1 on two sides in the transverse bridge direction or the steel box partition board 2-4 of the corrugated web steel box-concrete combined girder 2.
The middle fulcrum concrete beam 6 is a box-shaped cross section, two ends of the middle fulcrum concrete beam are respectively cast with the middle fulcrum position to the inner sides of the concrete box beams 1 at two sides in the transverse bridge direction to form a whole, and a cast-in-place bridge deck 10 is cast on the middle fulcrum concrete beam 6;
the truss type steel cross beam 7 is arranged on the concrete box girder 1, and the height of the truss type steel cross beam is more than 0.6H0A height of 0.4H0~0.6H0In which H is0The height of the concrete box girder 1 at the fulcrum is shown; the device comprises an upper chord 7-1, a lower chord 7-2, web members 7-3, and an upper chord 7-1 connected with an upper chord embedded rod 7-4; the lower chord 7-2 is connected with the lower chord embedded rod 7-5, and the upper chord embedded rod 7-4 and the lower chord embedded rod 7-5 are embedded in the position of the concrete box girder 1 corresponding to the concrete partition plate 1-1;
the I-shaped steel cross beam 8 is arranged on the concrete box girder 1, and the height is less than 0.6H0The height of the corrugated web steel box-concrete combined beam 2 and the steel-concrete combined section 3 is 0.5H-0.8H, and the corrugated web steel box-concrete combined beam comprises a beam top plate 8-1, a beam bottom plate 8-2, a beam web 8-3 and a beam stiffening plate 8-4, wherein the beam web 8-3 is connected with a beam embedded plate 8-5 and a beam joint plate 8-6, the beam embedded plate 8-5 is embedded in the position of the concrete box beam 1 corresponding to the concrete partition plate 1-1, and the beam joint plate 8-6 is welded on the corrugated web steel box 2-3 in advance and corresponds to the positions of the steel box partition plates 2-4 and the combined section partition plates 3-2.
The height of the end beam 9 is 0.8H-0.9H, the end beam is arranged at the side span beam end position of the corrugated web steel box-concrete composite beam 2, the steel box is surrounded by steel plates and is formed by pouring concrete in the steel box, and a cast-in-place bridge deck 10 is poured at the upper part of the steel box.
The prefabricated bridge deck 10-1 is erected on the middle pivot concrete beam 6, the truss type steel beam 7, the I-shaped steel beam 8 and the end beam 9 and is connected with the cast-in-place bridge deck 10, the primary pouring concrete 10-3 and the top of the concrete box girder 1 through a bridge deck wet joint 10-2 to form a whole.
A construction method of a wide-width large-span hybrid beam and short-tower cable-stayed bridge system comprises the following steps
The middle fulcrum of the concrete box girder 1 is a middle fulcrum section, and the rest part of the concrete box girder is divided into a plurality of standard sections; the side span beam end part of the corrugated web steel box-concrete combined beam 2 is a beam end folding section, the mid-span part is a mid-span folding section, and the rest part is divided into a plurality of standard sections; the steel-concrete combined section 3 is independently used as a construction section; the construction process of the constructed hybrid beam short-tower cable-stayed bridge comprises the following steps:
step one, constructing a lower structure: constructing a main pier 12 and a transition pier 13, and installing a support 14;
step two, steel structure and prefabricated bridge deck plate factory processing: manufacturing the corrugated web steel box-concrete composite beam 2, the steel-concrete combined section 3 steel box, the truss type steel cross beam 7 and the I-shaped steel cross beam 8 in a factory while the first step is carried out, and pouring and maintaining the prefabricated bridge deck 10-1 in the factory;
step three, bridge tower construction: erecting a temporary consolidation structure and a construction support of the bridge tower 4 on the main pier 12, and integrally casting a middle fulcrum section of the concrete box girder 1, and a middle fulcrum concrete beam 6 at the lower part of the bridge tower 4; constructing a first standard section on two sides of a fulcrum in the concrete box girder 1 by adopting a support cast-in-place method, and installing a truss type steel crossbeam 7 of the section; then hoisting the prefabricated bridge deck 10-1 of the section, and pouring a cast-in-place bridge deck 10 at the top of the middle fulcrum concrete beam 6 and a wet seam 10-2 of the bridge deck to form a construction platform of the bridge tower 4; finally constructing the upper part of the bridge tower 4 in sections until the construction is finished;
step four, constructing the concrete box girder 1 cantilever: sequentially and symmetrically pouring the rest standard sections on two sides of a fulcrum in the concrete box girder 1 by adopting a hanging basket cantilever pouring method; after the pouring of each section is finished, installing a truss type steel crossbeam 7 or an I-shaped steel crossbeam 8 of the section, then tensioning a stay cable 5 of the section, and finally hoisting a prefabricated bridge deck 10-1 of the section and pouring a wet joint 10-2 of the bridge deck; constructing each standard section of the concrete box girder 1 to the maximum cantilever end of the concrete box girder 1 one by one according to the sequence; pre-burying a vertical plate 3-4 and a flat plate 3-3 of the embedded joint when constructing the last standard section;
step five, constructing the reinforced concrete combined section 3: hoisting a steel box of the steel-concrete combined section 3 to a butt joint position of the last standard section of the concrete box girder 1, firmly welding the steel box with the embedded joint flat plate 3-3, then pouring combined section concrete 3-1 and a combined section clapboard 3-2, finally hoisting an I-shaped steel cross beam 8 of the section, prefabricating a bridge deck 10-1 and pouring a bridge deck wet joint 10-2;
hoisting and splicing the web steel box-concrete composite beam 2: sequentially hoisting and splicing each standard section of the corrugated web steel box-concrete composite beam 2 until the standard sections are in a maximum symmetrical cantilever state, after the construction of each section is finished, installing an I-shaped steel cross beam 8 of the section and a stay cable 5 for tensioning the section, hoisting a prefabricated bridge deck 10-1 of the section and pouring a wet joint 10-2 of the bridge deck; then hoisting and splicing the beam end folding section, splicing one end of the beam end folding section with the previous section, supporting the other end on a support 14 of a transition pier 13, constructing an I-shaped steel cross beam 8, an end cross beam 9, a prefabricated bridge deck 10-1 and a bridge deck wet joint 10-2 of the section in sequence, and finishing the side span folding; finally, hoisting and splicing the mid-span closure segment, constructing the I-shaped steel beam 8 of the segment, prefabricating a bridge deck 10-1 and a bridge deck wet joint 10-2 in sequence, and finishing mid-span closure;
step seven, the bridge forming system is converted: and (3) removing the temporary bridge tower consolidation structure and the construction support at the middle fulcrum, and enabling the bridge tower 4 and the mixed beam to be arranged on the support 14 of the main pier 12 in a falling mode, so that the construction of the wide-width large-span mixed beam short-tower cable-stayed bridge system is completed.
The invention has the beneficial effects that:
1. the invention is beneficial to the development of a short-tower cable-stayed bridge to a large-span bridge, the main beam adopts a mixed beam, the side span and the mid-span adopt the corrugated web steel box-concrete combined beam with equal height, the advantages of light steel quality and good performance can be fully exerted, the bearing capacity of the short-tower cable-stayed bridge span is improved, the dead weight of the main beam is reduced, the spanning capacity of the short-tower cable-stayed bridge is increased, meanwhile, the middle fulcrum and two sides adopt the concrete box beams with variable heights, and prestress can be arranged in the box beams, thereby not only ensuring the rigidity of the short-tower cable-stayed bridge, but also improving the bearing capacity of the negative bending moment area of the main beam.
2. The invention is beneficial to the development of a short-tower cable-stayed bridge to a wide bridge, the girder adopts a structural form of a bilateral girder and a crossbeam, the stress of a structural system is clear, the transverse rigidity and the torsional rigidity are better, the dead weight of the bridge cannot be excessively increased when the width of the bridge is increased, the rigidity requirement and the bearing capacity requirement of the structure can be ensured, and no unnecessary adverse effect is brought to the structure.
3. The steel-concrete combined section structure provided by the invention is simple in structure, reasonable in design, convenient to construct and easy to guarantee the construction quality. The reserved splicing section of the composite beam takes the requirements of hoisting and splicing joints of the corrugated web steel box and the concrete composite beam in sections in construction into consideration, and the length L of the reserved splicing section of the composite beam1The first-stage pouring concrete poured on the corrugated web steel box in the section in advance can effectively ensure the stability of the steel box during the construction of the reinforced concrete combined section. The steel box-concrete box combined section takes the requirements of the combination beam and the concrete box beam transition into consideration, and the length L of the steel box-concrete box combined section is long2The shear nails arranged on the steel box and the concrete at the combined section poured in the steel box can effectively and reasonably ensure the connection of the combined beam and the concrete box beam and the continuity of force transmission of the mixed beam. The vertical plates and the flat plates of the embedded joints can provide positioning and anchoring measures for construction of the steel-concrete combined section, effectively prevent the deviation of the steel box when concrete pouring and vibrating of the combined section are carried out, and meanwhile, the measures for ensuring the effective connection of the steel box and the concrete box are also taken. Embedded depth L of embedded joint vertical plate3The arrangement of the shear nails on the embedded joint can prevent the vertical plate of the embedded joint from being pulled out and ensure the stability of the connecting part. The longitudinal steel bar through holes arranged on the embedded joint flat plates are used for the longitudinal steel bars of the concrete box girder to pass through, so that the continuity of the steel box-concrete box combined section and the longitudinal steel bars in the concrete box girder is effectively ensured.
4. The invention provides a reasonable arrangement length L of a concrete box girder of a short-tower cable-stayed bridge, which is 0.22L0~0.30L0Ensuring that the concrete box girder mainly bears the negative bending moment of the structure, the corrugated web steel box-concrete combination girder mainly bears the positive bending moment of the structure, and the steel-concrete combination section is positioned at the position with the minimum bending moment of the main girderThe device ensures that the stress of the hybrid beam is clear and reasonable, thereby simplifying the structure of the hybrid beam and reducing the manufacturing cost of the short-tower cable-stayed bridge.
5. The corrugated web steel box-concrete composite beam in the side span and the mid-span has better steel bearing capacity, and the middle lower edge and the side span lower edge can be free from arranging prestress.
6. The first-stage concrete pouring on the corrugated web steel box-concrete composite beam ensures that the corrugated web steel box forms a composite beam form before hoisting, ensures the structural stability and safety in the construction process of the corrugated web steel box-concrete composite beam, and is convenient for hoisting and splicing the composite beam.
7. The bridge tower adopts two tower posts, and pour as an organic wholely with the outside of concrete box girder, the concrete box girder of cross bridge to both sides passes through well fulcrum concrete beam and connects, can arrange prestressing force in the crossbeam, the bridge tower foundation structure that the atress performance is good has been formed, can effectively guarantee the formation of tower beam consolidation system, two tower posts also provide more performance spaces for the design of bridge tower molding simultaneously, the single problem of traditional short tower cable-stay bridge single-column tower form has been solved, can greatly promote short tower cable-stay bridge's view performance.
8. The stay cable is anchored on the two girders of the two sides of the transverse bridge to form a double cable surface, so that the requirement of diversified modeling of the bridge tower can be met, and meanwhile, for the wide bridge, the transverse stress of the girder is clear, the cable force is transmitted to the cross beam and the bridge deck through the two girders, the shear force hysteresis effect is greatly reduced, and the stress performance of the girder is improved.
9. The concrete box girders are connected by truss type steel crossbeams and I-shaped steel crossbeams instead of traditional concrete crossbeams, so that the rigidity requirement of the structure can be ensured, the self weight of the structure can be reduced, the stress performance of the girder is improved, and meanwhile, the height of the truss type steel crossbeams is 0.4H0~0.6H0The height of the I-shaped steel beam is 0.5H-0.8H, and the two beams are respectively arranged on the concrete box girder and have the height larger than that of the concrete box girder0.6H0And less than 0.6H0Within the range, the requirements of the height change of the concrete box girder on the height of the cross beam can be well met, and the rigidity of the main girder is improved.
10. The truss type steel cross beam is connected with the concrete box girder through the upper chord embedded rod and the lower chord embedded rod, the I-shaped steel cross beam is connected with the concrete box girder through the cross beam embedded plate, and is connected with the corrugated web steel box-concrete combined beam through the cross beam joint plate.
11. The decking adopts the combination of prefabricated decking, the wet seam of decking and cast-in-place decking, very big having made things convenient for the construction, and the construction progress has been accelerated in the prefabricated hoist and mount of decking, and the wet seam of decking and cast-in-place decking also can fine assurance decking's performance simultaneously, and the decking is set up between the adjacent crossbeam, forms the one-way board that uses vertical atress as the owner, and the atress is more clear and more definite.
12. The whole set of complete construction method provided by the invention has the advantages of convenient and fast construction process, capability of accelerating construction progress, shortening construction period and easiness in ensuring construction quality. The truss type steel beam, the I-shaped steel beam and the corrugated web steel box-concrete combined beam are processed and manufactured in a factory, the construction quality of a steel structure is easy to guarantee, the steel structure and the concrete structure are constructed synchronously, the construction period is greatly shortened, and the construction progress is accelerated. The concrete box girder middle fulcrum section and the first standard sections on the two sides are constructed through the support frame, the construction of the cross beam and the bridge deck is completed in time, and a working platform can be provided for bridge tower construction. The other sections of the concrete box girder are constructed according to the hanging basket cantilever, and the construction process is simple and rapid. The corrugated web steel box that the reinforced concrete joint section hoisted earlier can provide the construction template for joint section concrete placement, and the structure of joint section can effectively guarantee the location and the fixed of joint section corrugated web steel box simultaneously, and corrugated web steel box is difficult for the off normal in the work progress. When the corrugated web steel box-concrete composite beam is hoisted and spliced, the length of a larger segment can be divided, the construction progress is accelerated, and the crossbeam, the bridge deck and the stay cable are constructed in time after the corrugated web steel box-concrete composite beam is hoisted and spliced, so that the structural system is stably pushed in the construction process, the use of a construction support is reduced, and the working efficiency is increased.
Drawings
FIG. 1 is an elevation view of a hybrid bridge system with a wide span and a short pylon according to an embodiment of the present invention;
FIG. 2 is a plan view of a hybrid beam-tower cable-stayed bridge system with wide span and large span according to an embodiment of the present invention;
FIG. 3 is a cross-sectional view of a bridge tower according to an embodiment of the present invention;
FIG. 4 is a cross-sectional view of a hybrid beam A-A according to an embodiment of the present invention;
FIG. 5 is a cross-sectional view of a hybrid beam B-B according to an embodiment of the present invention;
FIG. 6 is a cross-sectional view of a hybrid beam C-C according to an embodiment of the present invention;
FIG. 7 is a cross-sectional view of a hybrid beam D-D according to an embodiment of the present invention;
FIG. 8 is a cross-sectional view of a hybrid beam E-E according to an embodiment of the present invention;
FIG. 9 is an elevation view of a steel-concrete composite section according to an embodiment of the present invention;
FIG. 10 is a plan view of a steel-concrete composite section according to an embodiment of the present invention;
FIG. 11 is a sectional view of a steel-concrete composite section F-F according to an embodiment of the present invention;
FIG. 12 is a sectional view of a steel-concrete joint section G-G according to an embodiment of the present invention
Shown in the figure: 1-concrete box girder; 1-concrete spacer; 2, a corrugated web steel box-concrete composite beam; 2-1-steel box top plate; 2-steel box bottom plate; 2-3-steel box corrugated web; 2-4-steel box partition; 2-5-floor stiffeners; 3-steel-concrete combined section; 3-1-bonding section concrete; 3-2-a bonding section separator; 3-embedding a connector flat plate; 3-4-embedding a joint vertical plate; 3-5, perforating longitudinal steel bars; 4-bridge tower; 5, stay cables; 6-middle pivot concrete beam; 7-truss steel beam; 7-1 — upper chord; 7-2-lower chord; 7-3-web member; 7-4, pre-embedding a rod on the upper chord; 7-5-embedding a lower chord into a rod; 8-an I-shaped steel beam; 8-1-beam top plate; 8-2-beam bottom plate; 8-3-beam web; 8-4-beam stiffening plate; 8-5-beam embedded plates; 8-6-beam joint plate; 9-end cross member; 10-cast-in-place bridge deck slab; 10-1-prefabricating a bridge deck; 10-2-bridge deck wet joint; 10-3-pouring concrete in the first stage; 11-shear pins; 12-main pier; 13-transition pier; 14-support.
Detailed Description
The technical scheme of the invention is further explained by specific embodiments in the following with the accompanying drawings:
example 1
With reference to fig. 1-12, the span combination of the hybrid beam short-tower cable-stayed bridge of the embodiment is (150+250+150) m, i.e. the main span L of the short-tower cable-stayed bridge0The bridge deck width is 32.5m, 250m, and is arranged in a straight line.
This embodiment hybrid beam short tower cable-stayed bridge includes: the bridge comprises a mixed beam, a middle pivot concrete beam 6, a truss type steel beam 7, an I-shaped steel beam 8 and an end beam 9, a cast-in-place bridge deck 10, a prefabricated bridge deck 10-1 and a bridge deck wet joint 10-2, a bridge tower 4, a stay cable 5, a main pier 12 and a transition pier 13, wherein the mixed beam is composed of a concrete box beam 1, a corrugated web steel box-concrete combined beam 2 and a steel-concrete combined section 3 and is arranged on two sides of a transverse bridge, the middle pivot concrete beam 6, the truss type steel beam 7, the I-shaped steel beam 8 and the end beam 9 are connected with the mixed beam on two sides of the transverse bridge, the bridge tower 4 is cast with the mixed beam and each beam into a whole at the middle pivot, the stay cable. The concrete box girder 1, the corrugated web steel box-concrete combined girder 2 and the steel-concrete combined section 3 are all arranged along the longitudinal bridge direction, and the middle pivot concrete cross beam 6, the truss type steel cross beam 7, the I-shaped steel cross beam 8 and the end cross beam 9 are all arranged along the transverse bridge direction.
The concrete box girder 1 is arranged at two sides of the middle pivot, and the arrangement length L of one side is 0.26L065m, 3m for the maximum cantilever end beam height H, and the beam height H at the middle fulcrum0The height-variable beam is 10m, the two sides of the middle fulcrum are 3m sections with equal height respectively, the rest sections are height-variable sections, the change curve of the beam height adopts 1.8-order parabola, the height-variable sections are solid sections, the height-variable sections are box sections, and a concrete partition plate 1-1 is arranged at an interval of 4 m. The bottom width of the concrete box girder 1 is 3m, the top width is 3.5m, the thickness of a top plate with a box-shaped section is 50cm, the thickness of a bottom plate is changed from 70cm to 110cm according to 1.8 times of parabola, the thickness of a web plate is 60cm in the range close to the maximum cantilever end, 80cm in the range close to a middle fulcrum, and the middle part of the web plate linearly passes through the middle fulcrumAnd (7) plating.
The corrugated web steel box-concrete combined beam 2 is arranged in a side span and a middle span, the side span is 77m in length, the middle span is 104m in length, the beam height is 3m, and comprises a corrugated web steel box which is formed by enclosing 2 steel box top plates 2-1, 1 steel box bottom plates 2-2 and 2 steel box corrugated webs 2-3, first-stage poured concrete 10-3 poured on the steel box top plate 2-1, steel box partition plates 2-4 which are arranged at intervals of 4m in the corrugated web steel box, and 2 bottom plate stiffening ribs 2-5 arranged on the steel box bottom plate 2-2. The thickness of the steel box top plate is 2-1 mm and is 40mm, the thickness of the steel box bottom plate is 2-2 mm and is 55mm, the thickness of the steel box corrugated web plate is 2-3 mm and is 28mm, the thickness of the first-stage poured concrete is 10-3 mm, the height of the corrugated web plate steel box is 2750mm, the bottom width of the corrugated web plate steel box-concrete composite beam is 3m, and the top width of the corrugated web plate steel box-concrete composite beam is 3.5 m.
The steel-concrete combined section 3 is a connecting structure between the concrete box girder 1 and the corrugated web steel box-concrete combined girder 2, has a girder height of 3m, and comprises a reserved combined girder splicing section and a steel box-concrete box combined section.
Reserved length L of spliced section of composite beam1The structural form and the size of the 1.33H-4 m combined beam are the same as those of the corrugated web steel box-concrete combined beam 2.
Length L of steel box-concrete box combined section2The structure form is that a steel box top plate 2-1, a steel box bottom plate 2-2, a steel box corrugated web plate 2-3 and a bottom plate stiffening rib 2-5 in the splicing section of the reserved composite beam extend to the steel box-concrete box combination section, and is welded with an embedded joint flat plate 3-3 welded on an embedded joint vertical plate 3-4, shear nails 11 are arranged on the top surface of the steel box top plate 2-1, the top surface of the steel box bottom plate 2-2 and the inner side of the steel box corrugated web 2-3 according to the distance of 150mm, concrete 3-1 at the joint section is poured inside and on the top surface of the corrugated web steel box, the inside forms the same section form as the maximum cantilever end of the concrete box girder 1, and a joint section clapboard 3-2 which is the same as the concrete clapboard 1-1 is poured in the middle of the steel box-concrete box joint section. The corrugated web plate 2-3 of the steel box is a straight steel plate without a waveform at the joint section of the steel box and the concrete box. Shear nails 11 are arranged on the vertical plates 3-4 of the embedded joints at intervals of 150mm, and are welded with the flat plates 3-3 of the embedded joints in advance and embedded into the concrete box girder 1, wherein the embedded depth L30.4H 1.2m, pre-embedded joint plate 3-3Longitudinal steel bar through holes 3-5 are arranged on the concrete box girder 1 for the longitudinal steel bars to pass through. The thicknesses of the embedded joint flat plate 3-3 and the embedded joint vertical plate 3-4 are both 28 mm.
The bridge tower 4 is a curved bridge tower with double tower columns, the tower columns are concrete box-shaped cross sections, the lower portion of the bridge tower 4 is integrally cast with the outer sides of the concrete box girders 1 at the middle supporting point positions to form a tower girder consolidation system, the bridge tower 4 and the concrete box girders 1 are supported on main piers 12 through supports 14 arranged on two sides of a transverse bridge in the axial direction, the main piers 12 are V-shaped bridge piers and are combined with curves of the bridge tower 4 to form a flower-bud-shaped appearance structure.
The stay cables 5 are double cable surfaces, one end of each stay cable is connected to the bridge tower 4, the other end of each stay cable is connected to a concrete partition plate 1-1 of a concrete box girder 1 on two sides in the transverse direction of the bridge or a steel box partition plate 2-4 of a corrugated web steel box-concrete combined girder 2, the distance between the stay cables on the combined girder is 8m, and 96 stay cables are arranged in the full bridge.
The middle fulcrum concrete beam 6 is a box-shaped cross section, the height of the cross section is 9750mm, the width of the cross section is 6000mm, two ends of the middle fulcrum concrete beam 6 are respectively cast with the middle fulcrum to the inner sides of the concrete box beams 1 at two sides of the transverse bridge into a whole, and a cast-in-situ bridge deck plate 10 with the thickness of 250mm is cast on the middle fulcrum concrete beam 6.
The truss type steel cross beam 7 is arranged on the concrete box girder 1, and the height is more than 0.6H0In the range of 6m, the height is 0.5H0The bridge comprises 1 upper chord 7-1, 1 lower chord 7-2 and 8 web members 7-3 which are connected with the concrete box girders 1 on two sides in the transverse bridge direction through the connection of the upper chord 7-1 and the upper chord embedded rod 7-4 and the connection of the lower chord 7-2 and the lower chord embedded rod 7-5. The upper chord embedded rod 7-4 and the lower chord embedded rod 7-5 are embedded in the position, corresponding to the concrete partition plate 1-1, of the concrete box girder 1. The upper chord 7-1, the lower chord 7-2, the upper chord embedded rod 7-4 and the lower chord embedded rod 7-5 are all box-shaped sections welded by steel plates, and the web members 7-3 are made of H-shaped steel. The top width and the bottom width of the truss-type steel cross beam 7 are both 500 mm.
The I-shaped steel cross beam 8 is arranged on the concrete box girder 1, and the height is less than 0.6H0Within the range of 6m and within the range of the corrugated web steel box-concrete combined beam 2 and the steel-concrete combined section 3, the height of the corrugated web steel box-concrete combined beam is 0.7H-2.1 m, and the corrugated web steel box-concrete combined beam comprises 1 beam top plate 8-1, 1 beam bottom plate 8-2 and 1 transverse beam8-3 beam webs and 8-4 beam stiffening plates, which are connected with 8-5 beam embedded plates and 8-6 beam connector plates through 8-3 beam webs, and are connected with the concrete box beam 1, the corrugated web steel box-concrete composite beam 2 and the steel-concrete combination section 3 on two sides of the transverse bridge. The beam embedded plate 8-5 is embedded in the position of the concrete box beam 1 corresponding to the concrete partition plate 1-1. The beam joint plates 8-6 are welded to the corrugated web 2-3 of the steel box in advance at positions corresponding to the partition plates 2-4 of the steel box and the partition plates 3-2 of the joint section. The top width and the bottom width of the I-shaped steel beam 8 are both 500 mm.
The height of the end beam 9 is 0.9H 2.7m, the end beam is arranged at the end position of the side span beam, the corrugated web steel box-concrete combined beam 2 on two sides of the transverse bridge is connected, the steel box is surrounded by steel plates and is formed by pouring concrete in the steel box, and the cast-in-situ bridge deck plate 10 with the thickness of 250mm is poured at the upper part of the steel box.
The prefabricated bridge deck 10-1 is erected on the middle pivot concrete beam 6, the truss type steel beam 7, the I-shaped steel beam 8 and the end beam 9 and is connected with the cast-in-place bridge deck 10, the primary pouring concrete 10-3 and the top of the concrete box girder 1 through a bridge deck wet joint 10-2 to form a whole. The thicknesses of the prefabricated bridge deck slab 10-1, the wet joint 10-2 of the bridge deck slab, the cast-in-place bridge deck slab 10 and the primary poured concrete 10-3 are 250 mm.
The construction section of the concrete box girder 1 on one side of the bridge tower in the embodiment is divided into: the range of 5m from the middle fulcrum is a middle fulcrum section, and then the middle fulcrum section is divided into 15 standard sections according to a section of 4 m. The construction section of the corrugated web steel box-concrete composite beam 2 of the side span is divided into: the range of 29m from the beam end is an edge span beam end section, and the rest part is divided into 3 standard sections according to a section of 16 m. The construction section of the mid-span corrugated web steel box-concrete composite beam 2 is divided into: the mid-span closure segment is arranged in the range of 8m of the mid-span, and the rest part is divided into 6 standard segments according to a section of 16 m. The reinforced concrete combined section 3 is independently used as a construction section.
The construction method of the hybrid beam short-tower cable-stayed bridge comprises the following steps
The range of 5m on each side of the middle fulcrum of the concrete box girder 1 is a middle fulcrum section, and the rest part is divided into 15 standard sections according to a section of 4 m; the construction section of the corrugated web steel box-concrete composite beam 2 of the side span is divided into: the range of 29m from the beam end is the beam end folding segment, and the rest part is divided into 3 standard segments according to a section of 16 m. The construction section of the mid-span corrugated web steel box-concrete composite beam 2 is divided into: the mid-span closure segment is arranged in the range of 8m of the mid-span, and the rest part is divided into 6 standard segments according to a section of 16 m. The reinforced concrete combined section 3 is independently used as a construction section. The construction process of the hybrid beam short-tower cable-stayed bridge comprises the following steps:
step one, constructing a lower structure: constructing a main pier 12 and a transition pier 13, and installing a support 14;
step two, steel structure and prefabricated bridge deck plate factory processing: manufacturing the corrugated web steel box-concrete composite beam 2, the steel-concrete combined section 3 steel box, the truss type steel cross beam 7 and the I-shaped steel cross beam 8 in a factory while the first step is carried out, and pouring and maintaining the prefabricated bridge deck 10-1 in the factory;
step three, bridge tower construction: erecting a temporary consolidation structure and a construction support of the bridge tower 4 on the main pier 12, and integrally casting a middle fulcrum section of the concrete box girder 1, and a middle fulcrum concrete beam 6 at the lower part of the bridge tower 4; constructing a first standard section on two sides of a fulcrum in the concrete box girder 1 by adopting a support cast-in-place method, and installing a truss type steel crossbeam 7 of the section; then hoisting the prefabricated bridge deck 10-1 of the section, and pouring a cast-in-place bridge deck 10 at the top of the middle fulcrum concrete beam 6 and a wet seam 10-2 of the bridge deck to form a construction platform of the bridge tower 4; finally constructing the upper part of the bridge tower 4 in sections until the construction is finished;
step four, constructing the concrete box girder 1 cantilever: sequentially and symmetrically pouring the rest standard sections on two sides of a fulcrum in the concrete box girder 1 by adopting a hanging basket cantilever pouring method; after the pouring of each section is finished, installing a truss type steel crossbeam 7 or an I-shaped steel crossbeam 8 of the section, then tensioning a stay cable 5 of the section, and finally hoisting a prefabricated bridge deck 10-1 of the section and pouring a wet joint 10-2 of the bridge deck; constructing each standard section of the concrete box girder 1 to the maximum cantilever end of the concrete box girder 1 one by one according to the sequence; pre-burying a vertical plate 3-4 and a flat plate 3-3 of the embedded joint when constructing the last standard section;
step five, constructing the reinforced concrete combined section 3: hoisting a steel box of the steel-concrete combined section 3 to a butt joint position of the last standard section of the concrete box girder 1, firmly welding the steel box with the embedded joint flat plate 3-3, then pouring combined section concrete 3-1 and a combined section clapboard 3-2, finally hoisting an I-shaped steel cross beam 8 of the section, prefabricating a bridge deck 10-1 and pouring a bridge deck wet joint 10-2;
hoisting and splicing the web steel box-concrete composite beam 2: sequentially hoisting and splicing each standard section of the corrugated web steel box-concrete composite beam 2 until the standard sections are in a maximum symmetrical cantilever state, after the construction of each section is finished, installing an I-shaped steel cross beam 8 of the section and a stay cable 5 for tensioning the section, hoisting a prefabricated bridge deck 10-1 of the section and pouring a wet joint 10-2 of the bridge deck; then hoisting and splicing the beam end folding section, splicing one end of the beam end folding section with the previous section, supporting the other end on a support 14 of a transition pier 13, constructing an I-shaped steel cross beam 8, an end cross beam 9, a prefabricated bridge deck 10-1 and a bridge deck wet joint 10-2 of the section in sequence, and finishing the side span folding; finally, hoisting and splicing the mid-span closure segment, constructing the I-shaped steel beam 8 of the segment, prefabricating a bridge deck 10-1 and a bridge deck wet joint 10-2 in sequence, and finishing mid-span closure;
step seven, the bridge forming system is converted: and (3) removing the temporary bridge tower consolidation structure and the construction support at the middle fulcrum, and enabling the bridge tower 4 and the mixed beam to be arranged on the support 14 of the main pier 12 in a falling mode, so that the construction of the wide-width large-span mixed beam short-tower cable-stayed bridge system is completed.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.

Claims (10)

1.一种宽幅大跨混合梁矮塔斜拉桥体系,其特征在于,包括由混凝土箱梁、波形腹板钢箱-混凝土组合梁、钢混结合段组成的布置于横桥向两侧的混合梁;1. a wide-width and large-span hybrid girder low tower cable-stayed bridge system, is characterized in that, comprises and is arranged on both sides of the transverse bridge by being made up of concrete box girder, corrugated web steel box-concrete composite girder, steel-concrete composite section the hybrid beam; 所述混合梁之间通过中支点混凝土横梁、桁架式钢横梁、工字型钢横梁和端横梁连接;The mixed beams are connected by a mid-fulcrum concrete beam, a truss-type steel beam, an I-shaped steel beam and an end beam; 所述混合梁和各横梁上布置有现浇桥面板和预制桥面板;A cast-in-place bridge deck and a prefabricated bridge deck are arranged on the mixed beam and each beam; 所述中支点混凝土横梁处布置有与混合梁浇筑为一体的桥塔,桥塔与混合梁之间连接有斜拉索,混合梁和桥塔通过支座支撑于主墩和过渡墩上。A bridge tower integrally cast with the mixed beam is arranged at the concrete beam at the middle pivot point, a stay cable is connected between the bridge tower and the mixed beam, and the mixed beam and the bridge tower are supported on the main pier and the transition pier through a bearing. 2.根据权利要求1所述的一种宽幅大跨混合梁矮塔斜拉桥体系,其特征在于,所述混凝土箱梁布置于中支点两侧,单侧的布置长度L=0.22L0~0.30L0,其中L0为矮塔斜拉桥主跨跨径,所述混凝土箱梁最大悬臂端高度最低,中支点位置高度最高,中支点两侧各2~4米为等高段,其余部分为变高段,梁高变化曲线采用1.5~2.0次抛物线,混凝土箱梁在等高段内为实心截面,在变高段内为箱型截面,间隔3~6米设置若干混凝土隔板。2. A wide-width and large-span hybrid beam low-tower cable-stayed bridge system according to claim 1, wherein the concrete box girder is arranged on both sides of the middle fulcrum, and the arrangement length of one side is L= 0.22L . ~0.30L 0 , where L 0 is the main span span of the cable-stayed bridge with a low tower, the maximum cantilever end height of the concrete box girder is the lowest, the height of the middle fulcrum is the highest, and 2 to 4 meters on both sides of the middle fulcrum are equal height sections, The rest part is the variable-height section, the beam height change curve adopts 1.5-2.0 times parabola, the concrete box girder is a solid section in the equal-height section, and a box-shaped section in the variable-height section, and several concrete partitions are set at intervals of 3 to 6 meters. . 3.根据权利要求1所述的一种宽幅大跨混合梁矮塔斜拉桥体系,其特征在于,所述波形腹板钢箱-混凝土组合梁布置于边跨和中跨跨中,高度与混凝土箱梁最大悬臂端相同,包括由钢箱顶板,钢箱底板,钢箱波形腹板围成的波形腹板钢箱,浇筑在钢箱顶板上的一期浇筑混凝土,在波形腹板钢箱内部间隔3~6米设置的若干钢箱隔板,布置在钢箱底板上的底板加劲肋。3. A wide-width and large-span hybrid beam low-tower cable-stayed bridge system according to claim 1, wherein the corrugated web steel box-concrete composite beam is arranged in the middle of the side span and the middle span, and the height is It is the same as the maximum cantilever end of the concrete box girder, including the corrugated web steel box surrounded by the steel box top plate, the steel box bottom plate and the steel box corrugated web, the first-stage concrete poured on the top plate of the steel box, and the corrugated web steel box. Several steel box partitions are arranged at intervals of 3 to 6 meters inside the box, and the bottom plate stiffeners are arranged on the bottom plate of the steel box. 4.根据权利要求1所述的一种宽幅大跨混合梁矮塔斜拉桥体系,其特征在于:所述钢混结合段为混凝土箱梁和波形腹板钢箱-混凝土组合梁中间的连接构造,其高度与混凝土箱梁最大悬臂端相同,包括预留组合梁拼接段和钢箱-混凝土箱结合段两部分;所述预留组合梁拼接段长度L1=0.5H~2.5H,其中H为混凝土箱梁最大悬臂端梁高,结构形式同波形腹板钢箱-混凝土组合梁;所述钢箱-混凝土箱结合段长度L2=H~2H,其结构形式为预留组合梁拼接段内的钢箱顶板、钢箱底板、钢箱波形腹板、底板加劲肋延伸至钢箱-混凝土箱结合段,并与预先焊接在预埋接头竖板上的预埋接头平板焊接,在钢箱顶板顶面、钢箱底板顶面、钢箱波形腹板内侧和预埋接头竖板上布置有剪力钉,在波形腹板钢箱内部和顶面浇筑有结合段混凝土,内部形成与混凝土箱梁最大悬臂端相同的截面形式,在钢箱-混凝土箱结合段的中间浇筑有与混凝土隔板相同的结合段隔板;所述钢箱波形腹板在钢箱-混凝土箱结合段内为无波形的直钢板,所述预埋接头竖板预埋在混凝土箱梁内,预埋深度L3=0.3H~0.6H,所述预埋接头平板上设置有纵向钢筋穿孔。4. a kind of wide-width and large-span mixed beam low tower cable-stayed bridge system according to claim 1, is characterized in that: described steel-concrete joint section is the middle of concrete box girder and corrugated web steel box-concrete composite girder. The connection structure, whose height is the same as the maximum cantilever end of the concrete box girder, includes two parts: a reserved composite beam splicing section and a steel box-concrete box junction section; the length of the reserved composite beam splicing section L 1 =0.5H~2.5H, Among them, H is the maximum cantilever end beam height of the concrete box girder, and the structural form is the same as that of the corrugated web steel box-concrete composite beam; the length of the steel box-concrete box joint section is L 2 =H~2H, and its structural form is a reserved composite beam The steel box top plate, steel box bottom plate, steel box corrugated web plate, and bottom plate stiffeners in the splicing section extend to the steel box-concrete box joint section, and are welded with the embedded joint plate pre-welded on the embedded joint vertical plate. Shear nails are arranged on the top surface of the top plate of the steel box, the top surface of the bottom plate of the steel box, the inner side of the corrugated web of the steel box and the vertical plate of the pre-buried joint. The section form of the maximum cantilever end of the concrete box girder is the same, and the same joint section partition as the concrete partition is poured in the middle of the steel box-concrete box joint section; the steel box corrugated web is in the steel box-concrete box joint section. It is a straight steel plate without corrugation, the pre-embedded joint vertical plate is pre-embedded in the concrete box girder, the pre-embedded depth L 3 =0.3H-0.6H, and the pre-embedded joint plate is provided with longitudinal steel perforations. 5.根据权利要求1所述的一种宽幅大跨混合梁矮塔斜拉桥体系,其特征在于:所述桥塔为双塔柱形式,桥塔的下部在中支点位置与混凝土箱梁的外侧浇筑成整体,形成塔梁固结体系,桥塔和混凝土箱梁通过布置于横桥向两侧的支座支撑于主墩上。5. a kind of wide-width and large-span mixed girder low tower cable-stayed bridge system according to claim 1, is characterized in that: described bridge tower is in the form of double tower columns, and the lower part of the bridge tower is in the middle pivot position with the concrete box girder The outer side of the bridge is poured into a whole to form a tower-girder consolidation system. The bridge tower and the concrete box girder are supported on the main pier through the supports arranged on both sides of the transverse bridge. 6.根据权利要求1所述的一种宽幅大跨混合梁矮塔斜拉桥体系,其特征在于:所述斜拉索为双索面,一端连接在桥塔上,另一端连接在横桥向两侧的混凝土箱梁的混凝土隔板上或波形腹板钢箱-混凝土组合梁的钢箱隔板上。6. A wide-width and large-span mixed beam low-tower cable-stayed bridge system according to claim 1, wherein the stay cable is a double-cable plane, one end is connected to the bridge tower, and the other end is connected to the horizontal Concrete partitions of concrete box girders on both sides of the bridge or steel box partitions of corrugated web steel box-concrete composite beams. 7.根据权利要求1所述的一种宽幅大跨混合梁矮塔斜拉桥体系,其特征在于:所述中支点混凝土横梁为箱型截面,其两端分别与中支点位置横桥向两侧混凝土箱梁的内侧浇筑成整体,在中支点混凝土横梁上浇筑有现浇桥面板;7. A kind of wide-width and large-span mixed beam low-tower cable-stayed bridge system according to claim 1, characterized in that: the concrete beam at the mid-fulcrum is a box-shaped section, and its two ends are respectively connected to the mid-fulcrum position transverse bridge direction. The inner sides of the concrete box girder on both sides are poured into a whole, and the cast-in-place bridge deck is poured on the concrete beam at the middle fulcrum; 所述桁架式钢横梁布置于混凝土箱梁高度大于0.6H0的范围,其高度为0.4H0~0.6H0,其中H0为混凝土箱梁中支点处梁高;包括上弦杆,下弦杆,腹杆,上弦杆与上弦杆预埋杆连接;下弦杆与下弦杆预埋杆连接,上弦杆预埋杆、下弦杆预埋杆预埋在混凝土箱梁对应于混凝土隔板的位置;The truss-type steel beam is arranged in the range where the height of the concrete box girder is greater than 0.6H 0 , and its height is 0.4H 0 ~ 0.6H 0 , wherein H 0 is the beam height at the pivot point of the concrete box girder; including the upper chord, the lower chord, The web, the upper chord is connected with the upper chord embedded rod; the lower chord is connected with the lower chord embedded rod, the upper chord embedded rod and the lower chord embedded rod are embedded in the concrete box girder corresponding to the position of the concrete partition; 所述工字型钢横梁布置于混凝土箱梁高度小于0.6H0的范围内及波形腹板钢箱-混凝土组合梁和钢混结合段的范围内,高度为0.5H~0.8H,包括横梁顶板,横梁底板,横梁腹板,横梁加劲板,横梁腹板与横梁预埋板、横梁接头板连接,横梁预埋板预埋在混凝土箱梁对应于混凝土隔板的位置,横梁接头板预先焊接在钢箱波形腹板上对应于钢箱隔板和结合段隔板的位置。The I-shaped steel beam is arranged in the range where the height of the concrete box girder is less than 0.6H 0 and the range of the corrugated web steel box-concrete composite beam and the steel-concrete composite section, and the height is 0.5H~0.8H, including the top plate of the beam and the bottom plate of the beam , beam web, beam stiffening plate, beam web is connected with beam embedded plate and beam joint plate, beam embedded plate is embedded in the position of concrete box girder corresponding to concrete partition plate, beam joint plate is pre-welded in steel box corrugated plate The position on the web corresponds to the steel box partition and the joint segment partition. 8.根据权利要求1所述的一种宽幅大跨混合梁矮塔斜拉桥体系,其特征在于:所述端横梁高度为0.8H~0.9H,布置于波形腹板钢箱-混凝土组合梁边跨梁端位置,由钢板围成钢箱并在内部灌注混凝土形成,其上部浇筑有现浇桥面板。8 . A wide-width and large-span hybrid beam low-tower cable-stayed bridge system according to claim 1 , wherein the height of the end beam is 0.8H~0.9H, and it is arranged in the corrugated web steel box-concrete combination. 9 . The position of the beam side span and the beam end is formed by a steel box surrounded by steel plates and poured with concrete inside, and a cast-in-place bridge deck is poured on the upper part. 9.根据权利要求1所述的一种宽幅大跨混合梁矮塔斜拉桥体系,其特征在于:所述预制桥面板搭设在中支点混凝土横梁、桁架式钢横梁、工字型钢横梁和端横梁上,并通过桥面板湿接缝与现浇桥面板、一期浇筑混凝土、混凝土箱梁顶部连接形成整体。9. A wide-width and large-span mixed beam low-tower cable-stayed bridge system according to claim 1, characterized in that: the prefabricated bridge deck is erected on a mid-fulcrum concrete beam, a truss-type steel beam, an I-shaped steel beam and It is connected with the cast-in-place bridge deck, the first-stage poured concrete, and the top of the concrete box girder through the bridge deck wet joint to form a whole. 10.一种如权利要求1-9任意一项所述的一种宽幅大跨混合梁矮塔斜拉桥体系的施工方法,其特征在于,包括:10. A construction method of a wide-width and large-span hybrid beam low-tower cable-stayed bridge system as described in any one of claims 1-9, characterized in that, comprising: S1、施工主墩、过渡墩,并安装支座;S1. Construction of main pier, transition pier, and installation of supports; S2、钢结构及预制桥面板工厂加工;S2, steel structure and prefabricated bridge deck factory processing; S3、桥塔施工;S3. Bridge tower construction; S4、混凝土箱梁悬臂施工;S4. Concrete box girder cantilever construction; S5、钢混结合段施工;S5. Construction of steel-concrete joint section; S6、腹板钢箱-混凝土组合梁吊装拼接;S6, web steel box-concrete composite beam hoisting and splicing; S7、成桥体系转换,完成宽幅大跨混合梁矮塔斜拉桥体系的施工。S7. The bridge system is converted, and the construction of the wide-width and large-span mixed-beam low-tower cable-stayed bridge system is completed.
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