CN113882238A - Long-span top-supporting cable-aided beam-arch composite rigid-frame bridge and its construction method - Google Patents
Long-span top-supporting cable-aided beam-arch composite rigid-frame bridge and its construction method Download PDFInfo
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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
- E01D4/00—Arch-type bridges
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed bridges
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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
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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
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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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
- E01D19/16—Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables
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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
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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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
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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
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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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
- E01D21/10—Cantilevered erection
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
- E01D2101/285—Composite prestressed concrete-metal
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Abstract
本发明公开一种大跨度上承式索辅梁拱组合刚构桥，包括空心桥墩、上弦箱梁、上支承上弦箱梁的下弦箱拱、位于空心桥墩和上弦箱梁正上方的索塔以及沿索塔分布于上弦箱梁和下弦箱拱汇合相交形成的梁拱结合段区域的斜拉索，所述上弦箱梁、下弦箱拱和空心桥墩相交成梁拱三角区，所述上弦箱梁在梁拱三角区由空心桥墩和拱上立柱支承，所述空心桥墩与边跨和中跨的下弦箱拱的拱脚相交，所述拱上立柱在立面上垂直于下弦箱拱均布；从结构体系、受力机理方面提高桥梁结构的承载效率，克服常规混凝土刚构桥通常出现的开裂及下挠问题，进一步拓展混凝土刚构桥的跨越能力，具有结构受力性能优异、性价比高、养护方便等优点。
The invention discloses a long-span top-supporting cable-assisted beam-arch composite rigid frame bridge, comprising a hollow pier, a top chord box girder, a bottom chord box arch supporting the top chord box girder, a cable tower located directly above the hollow pier and the top chord box girder, and The stay cables are distributed along the cable tower in the beam-arch junction area formed by the intersection of the upper chord box girder and the lower chord box arch. The beam arch triangle area is supported by hollow piers and upper arch columns, the hollow piers intersect with the arch feet of the lower chord box arches of the side span and the middle span, and the arch upper columns are evenly distributed on the façade perpendicular to the lower chord box arch; Improve the bearing efficiency of the bridge structure from the aspects of the structural system and the force mechanism, overcome the cracking and downward deflection of conventional concrete rigid-frame bridges, and further expand the spanning capacity of the concrete rigid-frame bridge. Easy maintenance and so on.
Description
Technical Field
The invention relates to the field of bridge engineering, in particular to a long-span deck type cable-auxiliary beam arch combined rigid frame bridge which combines a deck arch, a continuous rigid frame bridge and a partial cable-stayed bridge and fully exerts the advantages of a combined structure system.
Background
The deck type reinforced concrete arch bridge is a bridge structure system with thrust, and is widely applied by virtue of the advantages of economic manufacturing cost, beautiful shape, large spanning capacity and the like. The long-span through-put type reinforced concrete arch bridge is mainly suitable for mountainous areas or mountain city construction environments, the generated huge thrust needs harder, more complete and higher-pressure-resistant-intensity rocks to serve as a bearing layer of an arch springing foundation, and when the geological condition of a bridge position is poor, the long-span through-put type reinforced concrete arch bridge cannot be adopted.
The traditional prestressed concrete continuous rigid frame bridge is also a main bridge type suitable for a mountainous area or mountain city construction environment, but the bridge type is often suitable for the condition that the span of a main span does not exceed 200 m. When the prestressed concrete continuous rigid frame bridge develops to a larger span, the strength of the concrete is almost completely consumed by the dead weight because of the overlarge dead weight, and the defects of midspan downwarping, girder cracking and the like are very easy to occur in service, so that the development of the bridge type spanning capability is limited.
The reasonable bridge span application range of the traditional prestressed concrete short-tower cable-stayed bridge is between 150m and 280 m. In terms of structural stress, the short-tower cable-stayed bridge mainly takes a beam as a main part and takes a cable as an auxiliary part, the main beam bears most of load, and about 70 percent of stay cables only bear about 30 percent of the supporting action of the total load. The inclined angle of the stay cable of the short-tower cable-stayed bridge is relatively small, so that the component force of the stay cable on a bridge main body is small, the provided vertical component force is limited, the vertical component force generated by the stay cable is smaller than that of a cable-stayed bridge of a dense cable system, the axial pressure and the negative bending moment of the root of the main beam can be increased, and the section near the consolidation part of the pier and the tower beam of the main beam needs to be enlarged.
Because single structural systems such as the traditional deck reinforced concrete arch bridge, the prestressed concrete continuous rigid frame bridge and the short-tower cable-stayed bridge have certain limitations on the mechanical property, the prospect of development to a larger span is limited. Compared with the traditional single bridge structure system, the combined structure system can give full play to respective advantages.
Therefore, based on the design concept of structural system combination, a novel through beam-arch combined rigid frame bridge with larger spanning capacity, more efficient stress, better economy and quicker construction is developed.
Disclosure of Invention
In view of the above, the invention aims to provide a large-span deck-type cable-auxiliary beam arch combined rigid frame bridge, which improves the bearing efficiency of a bridge structure from the aspects of a structural system and a stress mechanism, overcomes the problems of cracking and downwarping of the rigid frame bridge, further expands the spanning capability of the concrete rigid frame bridge, and has the advantages of excellent structural stress performance, high cost performance, convenience in maintenance and the like.
The invention discloses a large-span upper-bearing type cable-auxiliary beam-arch combined rigid frame bridge, which comprises a hollow pier (3), an upper chord box beam (1), a lower chord box arch (2) for supporting the upper chord box beam (1), a cable tower (4) positioned right above the hollow pier (3) and the upper chord box beam (1) and stay cables (8) distributed in a beam-arch combination section (13) area formed by converging and intersecting the upper chord box beam (1) and the lower chord box arch (2) along the cable tower, wherein the upper chord box beam (1), the lower chord box arch (2) and the hollow pier (3) are intersected to form a beam-arch triangular area, the vertical surface of the upper chord box beam (1) is supported by the hollow pier (3) and an upper arch upright column (5) in the beam-arch triangular area, the hollow pier (3) is intersected with arch feet of the lower chord box arch (2) of a side span and a middle span, and the upper arch upright columns (5) are uniformly distributed on the lower chord box arch;
furthermore, the arch upright post (5) is an embedded steel reinforced framework wrapped by reinforced concrete, and the steel reinforced framework extends into a beam-arch joint section (13), a hollow pier (3) and a pier-arch joint section (34) formed by intersecting lower chord arch feet of a side span and a midspan;
further, the hollow pier (3) is of a variable cross-section structure with a small upper part and a large lower part;
further, the upper chord box girder (1) comprises a box girder top plate (111), a box girder bottom plate (121) and a box girder web plate (302), and longitudinal prestressed steel beams (113) are arranged in the box girder top plate (111), the box girder bottom plate (121) and the box girder web plate (302);
furthermore, box girder top plate reinforcing transverse ribs (112) are arranged in the centers of the bottom edges of the box girder top plates (111) along the longitudinal bridge direction, box girder bottom plate reinforcing transverse ribs (122) are arranged in the centers of the top edges of the box girder bottom plates (121) along the longitudinal bridge direction, and web transverse connections (305) are formed by connecting box girder webs (302) along the transverse bridge direction;
furthermore, a cantilever top plate reinforcing longitudinal beam (115) is arranged at a cantilever length position of a box girder top plate (111) which is about 1/3 away from a cantilever end, a UHPC prefabricated inclined strut (131) is arranged at an intersection position of the cantilever top plate reinforcing longitudinal beam (115) and a box girder top plate reinforcing transverse rib (112), the UHPC prefabricated inclined strut (131) is connected with the box girder top plate reinforcing transverse rib (112) and a box girder bottom plate (121) through a prefabricated inclined strut UHPC cast-in-place connecting joint (132), and is aligned with the box girder top plate reinforcing transverse rib (112) and the box girder bottom plate reinforcing transverse rib (122) in a longitudinal bridge direction, and the spacing is consistent;
further, the embedded steel pipe concrete strong skeleton of the lower chord box arch (2) is of a truss structure and comprises embedded stiff skeleton upper chord steel pipes (201), embedded stiff skeleton lower chord steel pipes (202), embedded stiff skeleton vertical web members (203) and embedded stiff skeleton diagonal web members (204), the embedded stiff skeleton upper chord steel pipes (201) and the embedded stiff skeleton lower chord steel pipes (202) are arranged in parallel along the longitudinal bridge, the embedded stiff skeleton vertical web members (203) and the embedded stiff skeleton diagonal web members (204) are fixedly connected between the embedded stiff skeleton upper chord steel pipes (201) and the embedded stiff skeleton lower chord steel pipes (202) which are parallel along the longitudinal bridge, the embedded stiff skeleton upper chord steel pipes (201) and the embedded stiff skeleton lower chord steel pipes (202) along the transverse bridge are fixedly connected to form embedded stiff skeleton upper flat couplings (205), and the embedded stiff skeleton lower chord steel pipes (202) along the transverse bridge are fixedly connected to form embedded stiff skeleton lower flat couplings (206), an embedded stiff framework transverse connection (208) is connected between the embedded stiff framework upper flat connection (205) and the embedded stiff framework lower flat connection (206);
furthermore, UHPC is adopted as the material of the connecting node for the cast-in-place connecting joint between the UHPC precast diagonal brace rod (131) and the box girder top plate reinforcing transverse rib (112) and the box girder bottom plate (121), the beam column connecting section (15), the lower chord arch and the arch upper upright post connecting section (25).
The invention discloses a construction method of a large-span deck cable-auxiliary beam arch combined rigid frame bridge, which comprises the following steps:
a, constructing a pile foundation (7) and a bearing platform (6);
b, constructing the hollow pier (3) by climbing formwork, wherein the pier arch joint section (34) is constructed by a lower chord arch pier arch joint section cast-in-place bracket (801) and a lower chord arch pier arch joint section cast-in-place bracket arc section formwork support system (802);
c, continuing creeping formwork construction on the hollow pier (3) above the pier arch combination section (34), installing a strong framework section of the lower chord box arch (2), symmetrically and synchronously performing cantilever cast-in-place construction on the section concrete of the lower chord box arch (2) by utilizing the inverted triangular suspended casting hanging basket (804) of the lower chord arch, and moving the inverted triangular suspended casting hanging basket (804) of the lower chord box arch to the next suspended casting section after the concrete of the first suspended casting section of the lower chord box arch (2) reaches the strength;
d, mounting a pier beam cable tower joint section (14) on the top of the hollow pier (3), and casting a cast-in-place bracket and a template system on the pier top, and casting the pier beam cable tower joint section (14) on site; after the 3 rd suspension casting section concrete of the lower chord box arch (2) reaches the strength, tensioning a first temporary buckle cable (805) of the lower chord arch;
e, after the construction of a pier beam cable tower combined section (14) above the pier top of the hollow pier (3) is completed, installing a triangular suspended casting hanging basket (803) standard section of an upper chord box girder, and symmetrically and synchronously constructing upper cantilever sections section by cantilever;
f, continuously symmetrically and synchronously constructing the suspended casting sections of the upper chord beam section and the lower chord box arch (2), and performing cable hanging and tensioning on 1 section of the suspended casting section of the lower chord box arch (2) after the temporary buckle cable (805) of the lower chord arch lags behind the suspended casting section of the lower chord box arch (2); climbing formwork construction cable towers (4);
step g, when the suspended casting section of the lower chord box arch (2) and the standard section of the upper chord beam are constructed to the position of the upper arch upright post (5), the upper arch upright post (5) is installed, and UHPC cast-in-place joints of the beam-column combination section (15) and the lower chord arch and upper arch upright post combination section (25) are poured;
h, after the upper chord box girder (1) is constructed to the stay cable anchoring area section, installing and tensioning the stay cable (8) corresponding to the section after the construction of each upper chord box girder (1) is finished;
i, repeating the step f to the step h, constructing an upper chord box girder (1), a lower chord box arch (2) and an arch upper upright post (5) section by section until the upper chord box girder (1) and the lower chord box arch (2) are converged; installing a locking wedge block, and tightly combining the upper chord box girder (1), the lower chord box arch (2) and the locking wedge block to form a stable triangular stress structure in advance;
j, completing the construction of the beam-arch joint section (13), and symmetrically and synchronously constructing the conventional beam sections (12) to two sides;
step k, dismantling the triangular suspended casting hanging basket (803) of the upper chord box girder, closing the side span by using the side span bracket, closing the middle span by using the inverted triangular suspended casting hanging basket (804) of the lower chord arch, and tensioning the longitudinal prestressed steel beam (307) of the bottom plate of the conventional beam section and the longitudinal prestressed steel beam (308) of the web plate of the conventional beam section;
step l, dismantling a lower chord arch inverted triangle suspension casting hanging basket (804), symmetrically dismantling a lower chord arch temporary buckle cable (805), a lower chord arch pier arch combination section cast-in-place bracket (801) and a lower chord arch pier arch combination section cast-in-place bracket arc section template supporting system (802), and completing the construction of a main structure of the bridge;
further, hollow pier (3), mound arch linkage segment (34), cable tower (4) adopt the cast in place construction, the part hollow pier (3) between mound arch linkage segment (34) and mound roof beam cable tower linkage segment (14) is utilized in lower chord case arch (2) to support the cantilever atress of the interim knot cable of lower chord arch (805) auxiliary construction stage, adopt symmetry, install strong skeleton and cantilever pouring construction in step, go up chord case roof beam (1) and adopt symmetry, synchronous cantilever pouring construction, post (5) symmetry, synchronous installation on the arch.
The invention has the beneficial effects that: the large-span deck cable-auxiliary beam arch combined rigid frame bridge disclosed by the invention has the advantages of improving the bearing efficiency of a bridge structure from the aspects of a structural system and a stress mechanism, overcoming the problems of cracking and downwarping of the rigid frame bridge, further expanding the spanning capability of the concrete rigid frame bridge, along with excellent structural stress performance, high cost performance, convenience in maintenance and the like.
Drawings
The invention is further described below with reference to the following figures and examples:
fig. 1 is a floor plan view of a deck-type cable-auxiliary beam arch combined rigid frame bridge according to an embodiment of the present invention;
FIG. 2 is a cross-sectional layout view of a deck cable-auxiliary beam arch composite rigid frame bridge according to an embodiment of the present invention;
FIG. 3 is a three-dimensional perspective axial view of a deck cable-auxiliary arch composite rigid frame bridge according to an embodiment of the present invention;
FIG. 4 is a schematic structural system diagram of a deck cable-auxiliary beam arch combined rigid frame bridge according to an embodiment of the present invention;
fig. 5 is a schematic view of a stress mechanism of a structural system of a cable-auxiliary beam-arch combined rigid frame bridge according to an embodiment of the present invention;
fig. 6 is a typical cross-sectional view of an anchor cable area of an upper chord beam of a deck-type cable-auxiliary beam arch combined rigid frame bridge according to an embodiment of the present invention;
fig. 7 is a vertical arrangement view of a lower chord arch of a deck cable-auxiliary beam arch combined rigid frame bridge according to an embodiment of the invention;
FIG. 8 is a cross-sectional view of a lower chord arch of a through-put open-cell web-girder arch composite rigid frame bridge according to an embodiment of the present invention;
FIG. 9 is a typical cross-sectional layout view of a conventional beam segment of a deck cable-assisted beam arch composite rigid frame bridge according to an embodiment of the present invention;
fig. 10 is a schematic three-dimensional structure diagram of a beam-arch joint section of a deck cable-auxiliary beam-arch combined rigid frame bridge according to an embodiment of the invention;
fig. 11 is a schematic step view of a construction method of a deck cable-auxiliary beam arch combined rigid frame bridge according to an embodiment of the present invention;
fig. 12 is a schematic view of a triangular space construction method of a deck cable-auxiliary beam arch combined rigid frame bridge according to an embodiment of the invention.
Wherein the figures include the following reference numerals: 1-upper chord box girder, 2-lower chord box arch, 3-pier, 4-cable tower, 5-upper arch upright post, 6-bearing platform, 7-pile foundation, 8-stay cable, 12-conventional beam section, 13-beam arch joint section, 14-pier beam cable tower joint section, 15-beam column joint section, 25-lower chord arch and upper arch upright post joint section, 34-pier arch joint section, 41-swivel cable saddle, 111-box girder top plate box girder, 112-box girder top plate reinforcement transverse rib, 113-top plate longitudinal prestress steel beam, 114-longitudinal prestress steel beam anchorage, 115-box girder top plate cantilever reinforcement longitudinal beam, 116-cable girder anchor block, 121-box girder bottom plate, 122-box girder bottom plate reinforcement transverse rib, 123-bottom plate longitudinal prestress steel beam, 131-UHPC prefabricated diagonal brace, 132-prefabricated diagonal brace UHPC connecting joint, 201-pre-embedded stiff framework upper chord steel pipe, 202-pre-embedded stiff framework lower chord steel pipe, 203-embedded stiff framework vertical web member, 204-pre-buried stiff framework diagonal web member, 205-pre-buried stiff framework upper flat joint, 206-pre-buried stiff framework lower flat joint, 207-pre-buried stiff framework node plate, 208-pre-buried stiff framework transverse joint, 209-pre-buried stiff framework transverse joint plate, 210-pre-buried stiff framework transverse joint plate, 211-pre-buried stiff framework steel pipe inner poured concrete, 212-stiff framework outer wrapped concrete, 301-conventional beam section bottom plate, 302-conventional beam section web plate, 303-conventional beam section middle web plate reinforced vertical rib, 304-conventional beam section bottom plate reinforced transverse rib, 305-conventional beam section web plate transverse joint, 306-conventional beam section web plate transverse joint UHPC cast-in-place connecting joint, 307-conventional beam section bottom plate longitudinal prestress steel bundle and 308-conventional beam section longitudinal web plate prestress steel bundle.
Detailed Description
The large-span upper-bearing type cable-auxiliary beam-arch combined rigid frame bridge comprises a hollow pier 3, an upper chord box beam 1, a lower chord box arch 2 for supporting the upper chord box beam 1, a cable tower 4 positioned right above the hollow pier 3 and the upper chord box beam 1, and stay cables 8 distributed in a beam-arch joint section 13 region formed by converging and intersecting the upper chord box beam 1 and the lower chord box arch 2 along the cable tower, wherein the upper chord box beam 1, the lower chord box arch 2 and the hollow pier 3 intersect to form a beam-arch triangular region, the upper chord box beam 1 is supported by the hollow pier 3 and an upper arch upright post 5 in the beam-arch triangular region, the hollow pier 3 intersects with arch feet of the lower chord box arch 2 in an edge span and a mid span, and the upper arch upright posts 5 are uniformly distributed on a vertical surface perpendicular to the lower chord box arch 2; a bearing platform 6 is fixedly connected between the hollow pier 3 and the pile foundation 7, the upper chord box girder 1 and the lower chord box arch 2 are converged and intersected to form a girder arch joint section 13, and a conventional girder section 12 is arranged between the girder arch joint section 13 positioned at the side span and the end part of the upper chord girder and between the girder arch joint sections 13 positioned at the mid-span; a cable tower 4 is arranged right above the hollow bridge pier 3 and the upper chord box girder 1; pier beam and cable tower joint sections 14 are arranged between the hollow pier 3 and the upper chord box girder 1 as well as the cable tower 4, beam column joint sections 15 are arranged between the upper chord box girder 1 and the upper arch upright post 5, lower chord arch and upper arch upright post joint sections 25 are arranged between the lower chord box arch 2 and the upper arch upright post 5, the hollow pier 3 is intersected with lower chord arch springing of the side span and the midspan to form pier arch joint sections 34, the upper chord box girder 1, the lower chord box arch 2, the hollow pier 3 and the upper arch upright post 5 are solidified in pairs, the cable tower 4 is solidified with the hollow pier 3 and the upper chord box girder 1, and stay cables 8 are arranged between the cable tower 4 and the upper chord box girder 1 as well as the conventional girder sections 12 to jointly form a beam-upper bearing type arch-partial stayed-combined continuous rigid frame system. The bottom edge of the end of the side span beam is provided with a longitudinal movable support. The lower chord box arch 2 and the upper arch upright post 5 are symmetrically arranged along the central line of the hollow pier 3, and arc-shaped chamfers are arranged in transition areas of the beam arch joint section 13, the pier beam cable tower joint section 14, the beam column joint section 15, the lower chord arch and upper arch upright post joint section 25 and the pier arch joint section 34. The bottom edge line shape of the conventional beam section 12 and the beam arch combining section is consistent with the bottom edge line shape of the lower chord box arch 2, and the vertical surface is in an arch shape. The upper chord box girder 1 adopts a straight web single-box multi-chamber structure, has equal girder height and unchanged web height, the pier top section is provided with a diaphragm girder, and the bottom of the pier top section is provided with a pier girder cable tower combination section 14 which is fixedly connected with the hollow pier 3 and the cable tower 4. In the embodiment, the deck arch and rigid frame bridge structure system is combined, the mechanical characteristics of the arch, beam and short tower inclined pull structure system are fully utilized, the advantages of the combined structure system are fully exerted, the bearing efficiency and structural rigidity of the structure are obviously improved, and the maximum spanning capacity of the structure is improved by at least 1.8-2.5 times. The formed stress system of 'no thrust-self balance' ensures that the bridge foundation mainly bears vertical force, thereby reducing the scale of the foundation. The bridge is particularly suitable for the construction environment of mountainous areas or mountainous urban bridges, particularly bridge positions which are poor in geological conditions and cannot meet the requirements of large-span arch bridges, short-tower cable-stayed bridges, beam-arch combined rigid frame bridges and continuous rigid frames.
In this embodiment, the arch upright post 5 is an embedded steel reinforced skeleton wrapped with reinforced concrete, and the steel reinforced skeleton extends into a beam-arch joint section 13, a hollow pier 3 and a pier-arch joint section 34 formed by intersecting lower chord arch feet of a side span and a mid span; the strong section steel framework and the reinforced concrete wrapped outside form an SRC structure together, and the arch upright posts 5 are prefabricated in a factory. During site construction, high-performance concrete is poured into steel pipes of the strong framework, templates are erected outside the strong framework, and outer-coated concrete is poured in a segmented and layered mode, and after the concrete is solidified and stressed, the concrete is poured into the steel pipes in the strong framework, the outer-coated reinforced concrete and the steel pipes form an SRC structure together. The bearing capacity of the structure is exerted together, and after the concrete is solidified and formed, the stiff skeleton is filled and wrapped by the concrete, so that the compression and bending stability of the stiff skeleton is enhanced, and the rigidity, the strength and the seismic ductility of the bridge are obviously improved. Compared with a simple reinforced concrete box arch structure, the lower chord arch adopts a combined structure of a steel pipe inner concrete pouring strong skeleton and an outer reinforced concrete wrapping structure, the wall thickness and the section area are effectively reduced, and the consumption of concrete materials and the self weight of the structure are reduced.
In this embodiment, the hollow pier 3 is a variable cross-section structure with a small top and a large bottom; has larger bending rigidity to resist unbalanced thrust of the side span and the middle span lower chord arch under the action of variable load. The main pier, the lower chord arch and the upper chord beam form a stable triangular frame structure, the arranged stay cables not only effectively reduce the negative bending moment and the shearing force of the upper chord beam, but also can actively adjust the internal force and the long-term downwarping deformation of the structure, thereby avoiding the downwarping and cracking of the structure caused by the late creep of the large-span concrete structure to the maximum extent.
In this embodiment, the upper chord box girder 1 includes a box girder top plate 111, a box girder bottom plate 121 and a box girder web 302, and the box girder top plate 111, the box girder bottom plate 121 and the box girder web 302 are all provided with longitudinal prestressed steel bundles 113; longitudinal prestressed steel beam corrugated pipelines are arranged in the top plate, the bottom plate and the web plate of the upper chord box girder 1 and the conventional girder section 12 and are connected through longitudinal prestressed steel beams, and a longitudinal prestressed steel beam anchorage device 114 is arranged at the end part of each cantilever section for tensioning and anchoring and providing a pre-compressive stress so as to counteract the horizontal thrust generated by the lower chord box arch 2 and the tensile stress generated on the cross section of the girder body by the self weight of the structure, the vehicle load and the like. The lower chord box arch 2, the hollow pier 3 and the cable tower 4 bear pressure, the upper arch upright post 5 corresponding to the stay cable and cable beam anchoring block 116 bears tension, the rest of the upper arch upright posts 5 bear pressure, horizontal thrust generated by the lower chord box arch 2 is resisted and balanced by the stay cables 8 and longitudinal prestressed steel beams 113 arranged in a top plate, a bottom plate and a web plate of the upper chord box beam 1 and the conventional beam section 12, a thrust-free self-balancing stress system is formed, the conventional beam section 12 is bent mainly between the beam arch combining section 13 positioned on the side span and the end part of the upper chord beam and between the beam arch combining section 13 positioned on the middle span, and the beam-upper bearing arch-partial stay cable combined stress system is formed. The central line of the cable tower 4 is positioned at the transverse midpoint of the bridge, and the cable tower 4 and the stay cable 8 are arranged between the lane anti-collision guardrails of the separation belt in the middle of the bridge deck in the transverse bridge direction. The cable tower 4 is of a common reinforced concrete structure, and a cable saddle 41 is arranged in an anchoring area of the cable tower and is used as a steering and force transmission structure on the cable tower in the stay cable. Each pair of stay cables 8 and swivel cable saddles 41 are symmetrically arranged along the centerline of the cable tower 4 in the cross-bridge direction at the intersection of the box girder top plate 111 and the box girder central web of the corresponding section of the stay cable anchoring area of the upper chord box girder 1 and the conventional girder section 12.
In this embodiment, box girder top plate reinforcing transverse ribs 112 are arranged at the bottom edges of the box girder top plates 111 along the center of the longitudinal bridge direction, box girder bottom plate reinforcing transverse ribs 122 are arranged at the top edges of the box girder bottom plates 121 along the center of the longitudinal bridge direction, and web transverse links 305 are formed by connecting box girder webs 302 along the transverse bridge direction; the upper chord box girder 1 and the conventional girder section 12 both adopt common high-performance concrete, the bottom edge of the top plate 111 of each suspension casting section box girder is provided with a box girder top plate reinforcing transverse rib 112 along the center of the longitudinal bridge direction, and the top edge of the bottom plate 121 of each suspension casting section box girder is provided with a box girder bottom plate reinforcing transverse rib 122 along the center of the longitudinal bridge direction.
In this embodiment, the cantilever top plate reinforcing longitudinal beam 115 is disposed at a cantilever length position of the box girder top plate 111 which is about 1/3 away from the cantilever end, the UHPC prefabricated diagonal brace 131 is disposed at an intersection position of the cantilever top plate reinforcing longitudinal beam 115 and the box girder top plate reinforcing transverse rib 112, the UHPC prefabricated diagonal brace 131 is connected with the box girder top plate reinforcing transverse rib 112 and the box girder bottom plate 121 through the prefabricated diagonal brace UHPC cast-in-place connecting joint 132, and is aligned with the box girder top plate reinforcing transverse rib 112 and the box girder bottom plate reinforcing transverse rib 122 in the longitudinal bridge direction, and the spacing is consistent.
In the embodiment, the embedded steel pipe concrete strong framework of the lower chord box arch 2 is a truss structure and comprises an embedded stiff framework upper chord steel pipe 201, an embedded stiff framework lower chord steel pipe 202, an embedded stiff framework vertical web member 203 and an embedded stiff framework diagonal web member 204, the embedded stiff framework upper chord steel pipe 201 and the embedded stiff framework lower chord steel pipe 202 are arranged in parallel along the longitudinal bridge direction, an embedded stiff framework vertical web member 203 and an embedded stiff framework diagonal web member 204 are fixedly connected between the embedded stiff framework upper chord steel pipe 201 and the embedded stiff framework lower chord steel pipe 202 which are parallel along the longitudinal bridge direction, an embedded stiff framework upper parallel connection 205 is formed by fixedly connecting the embedded stiff framework upper chord steel pipes 201 along the transverse bridge direction, an embedded stiff framework lower parallel connection 206 is formed by fixedly connecting the embedded stiff framework lower chord steel pipes 202 along the transverse bridge direction, an embedded stiff framework transverse connection 208 is connected between the embedded stiff framework upper flat connection 205 and the embedded stiff framework lower flat connection 206.
In this embodiment, the cast-in-place connection joints between the UHPC prefabricated diagonal brace 131 and the box girder top plate reinforcing transverse rib 112 and the box girder bottom plate 121, the beam-column joint section 15, and the lower chord arch and arch upright column joint section 25 all adopt UHPC as the material of the connection node. The UHPC material is used for the cast-in-place joint of the connecting node member, the material consumption is less, the structure is simple, the construction period is shortened, the strength of the connecting section is enhanced, and the structural design concept of 'strong nodes and weak members' is met, so that the defects that the structural safety and the durability of the connecting node of the rigid frame arch are reduced due to easy cracking are obviously improved.
The construction method of the large-span deck cable-auxiliary beam arch combined rigid frame bridge comprises the following steps:
step a, constructing a pile foundation 7 and a bearing platform 6;
b, constructing the hollow pier 3 by climbing formwork, wherein the pier arch joint section 34 is constructed by a lower chord arch pier arch joint section cast-in-place bracket 801 and a lower chord arch pier arch joint section cast-in-place bracket arc section formwork support system 802;
c, continuing creeping formwork construction on the hollow pier 3 above the pier arch combination section 34, installing a lower chord box arch 2 strong framework section, symmetrically and synchronously performing cantilever cast-in-place construction on the lower chord box arch 2 section concrete by using a lower chord arch inverted triangle suspension casting hanging basket 804, and moving the lower chord arch inverted triangle suspension casting hanging basket 804 to the next suspension casting section after the first suspension casting section concrete of the lower chord box arch 2 reaches the strength;
d, mounting a pier beam cable tower joint section 14 cast-in-place bracket and a template system at the top of the hollow pier 3, and casting the pier beam cable tower joint section 14 on site; after the 3 rd suspension casting section concrete of the lower chord box arch 2 reaches the strength, tensioning the first pair of temporary buckling ropes 805 of the lower chord arch;
step e, after the construction of the pier beam cable tower combined section 14 above the top of the hollow pier 3 is completed, installing the upper chord box girder triangular suspension casting hanging basket 803 standard section, and symmetrically and synchronously constructing the upper cantilever sections section by section through cantilevers;
f, continuously symmetrically and synchronously constructing the upper chord beam segment and the lower chord box arch 2 suspended casting segment, and suspending and tensioning 1 segment of the lower chord arch 2 suspended casting segment after the temporary buckle cable 805 of the lower chord arch; climbing formwork construction cable towers 4;
step g, when the suspended casting section of the lower chord box arch 2 and the standard section of the upper chord beam are constructed to the position of the upper arch upright post 5, the upper arch upright post 5 is installed, and UHPC cast-in-place joints of the beam-column combination section 15 and the lower chord arch and upper arch upright post combination section 25 are poured;
h, after the upper chord box girder 1 is constructed to the stay cable anchoring area section, installing and tensioning the stay cable 8 corresponding to the section after the construction of each upper chord box girder 1 is completed;
step i, repeating the step f to the step h, constructing the upper chord box girder 1, the lower chord box arch 2 and the arch upper upright post 5 section by section until the upper chord box girder 1 and the lower chord box arch 2 are converged; installing a locking wedge block, and tightly combining the upper chord box girder 1, the lower chord box arch 2 and the locking wedge block to form a stable triangular stress structure in advance;
step j, completing the construction of the beam-arch joint section 13, and symmetrically and synchronously constructing the conventional beam sections 12 to two sides;
step k, dismantling the triangular suspended casting hanging basket 803 of the upper chord box girder, closing the side span by using the side span bracket, closing the middle span by using the inverted triangular suspended casting hanging basket 804 of the lower chord arch, and tensioning the longitudinal prestressed steel beam 307 of the bottom plate of the conventional beam section and the longitudinal prestressed steel beam 308 of the web plate of the conventional beam section;
step l, dismantling the inverted triangular suspended casting hanging basket 804 of the lower chord arch, symmetrically dismantling the temporary buckle cables 805 of the lower chord arch, the cast-in-place bracket 801 of the combination section of the lower chord arch pier arch and the cast-in-place bracket arc-shaped section formwork supporting system 802 of the combination section of the lower chord arch pier arch, and completing the construction of the main structure of the bridge.
In this embodiment, the hollow pier 3, the pier-arch joint section 34 and the cable tower 4 are constructed by cast-in-place, the lower chord box arch 2 supports the cantilever stress of the lower chord arch temporary buckle 805 in the auxiliary construction stage by utilizing the hollow pier 3 between the pier-arch joint section 34 and the pier-beam cable tower joint section 14, the strong framework and the cantilever casting construction are symmetrically and synchronously installed, the upper chord box beam 1 is constructed by symmetrical and synchronous cantilever casting, and the arch upright posts 5 are symmetrically and synchronously installed.
Compared with the prior art, the long-span deck cable-auxiliary beam arch combined rigid frame bridge has the following beneficial effects:
(1) the deck arch and rigid frame bridge structure system is combined, the mechanical characteristics of the arch, beam and short tower inclined pull structure system are fully utilized, the advantages of the combined structure system are fully exerted, the bearing efficiency and structural rigidity of the structure are obviously improved, and the maximum spanning capacity of the structure is improved by at least 1.8-2.5 times. The formed stress system of 'no thrust-self balance' ensures that the bridge foundation mainly bears vertical force, thereby reducing the scale of the foundation. The bridge is particularly suitable for the construction environment of mountainous areas or mountainous urban bridges, particularly bridge positions which are poor in geological conditions and cannot meet the requirements of large-span arch bridges, short-tower cable-stayed bridges, beam-arch combined rigid frame bridges and continuous rigid frames.
(2) The main pier is a variable cross-section hollow pier below the arch pier joint section, and has high bending rigidity to resist unbalanced thrust of the side span and the mid-span lower chord arch under the action of variable load. The main pier, the lower chord arch and the upper chord beam form a stable triangular frame structure, the arranged stay cables not only effectively reduce the negative bending moment and the shearing force of the upper chord beam, but also can actively adjust the internal force and the long-term downwarping deformation of the structure, thereby avoiding the downwarping and cracking of the structure caused by the late creep of the large-span concrete structure to the maximum extent.
(3) The lower chord arch adopts an embedded steel tube concrete strong framework, high-performance concrete is poured into a steel tube, a template is erected outside the strong framework, and outer-coated concrete is poured in a segmented and layered mode, after the high-performance concrete is solidified and stressed, the concrete is poured into the steel tube in the strong framework, the outer-coated reinforced concrete and the steel tube form an SRC structure together, the bearing capacity of the structure is exerted together, and after the lower chord arch is solidified and formed, the stiff framework is filled and wrapped by the concrete, so that the buckling stability of the stiff framework is enhanced, and the rigidity, the strength and the anti-seismic ductility of the bridge are obviously improved. Compared with a simple reinforced concrete box arch structure, the lower chord arch adopts a combined structure of a steel pipe inner concrete pouring strong skeleton and an outer reinforced concrete wrapping structure, the wall thickness and the section area are effectively reduced, and the consumption of concrete materials and the self weight of the structure are reduced.
(4) The UHPC material is used for the cast-in-place joint of the connecting node member, the material consumption is less, the structure is simple, the construction period is shortened, the strength of the connecting section is enhanced, and the structural design concept of 'strong nodes and weak members' is met, so that the defects that the structural safety and the durability of the connecting node of the rigid frame arch are reduced due to easy cracking are obviously improved.
Finally, the above embodiments are only for illustrating the technical solutions of the present invention and not for limiting, although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions may be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all of them should be covered in the claims of the present invention.
Claims (10)
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