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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Publication number
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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China
Prior art keywords
concrete
box
steel
bridge
section
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Inventor
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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Priority to CN202110261724.1A priority Critical patent/CN112982139A/en
Publication of CN112982139A publication Critical patent/CN112982139A/en
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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

Abstract

The invention discloses a wide-width large-span hybrid beam short-tower cable-stayed bridge system and a construction method thereof, wherein the system comprises hybrid beams which are formed by concrete box beams and corrugated web steel box-concrete composite beams and are arranged on two sides of a transverse bridge; the concrete box girders are positioned on two sides of the middle supporting point and are cast with the bridge tower into a whole; the combined beam is positioned in the side span and the middle span; the concrete box girder and the composite girder are connected through a steel-concrete combined section; the reinforced concrete combining section is formed by pouring concrete at the combining section in a corrugated web steel box; the mixed beam is transversely connected by a middle pivot concrete beam, a truss type steel beam, an I-shaped steel beam and an end beam; a bridge deck is arranged on the bridge deck; the mixed beam is supported by the main pier and the transition pier; the hybrid beam short-tower cable-stayed bridge system has the advantages of reasonable structural design, convenient construction and good use effect, and can be used for wide and large-span bridges. The invention also discloses a matched construction method, which comprises the steps of bridge tower construction, concrete box girder construction, composite girder construction, steel-concrete combined section construction and the like, and the construction method is complete and the construction progress is fast.

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. A short-tower cable-stayed bridge system with wide and long span hybrid beams is characterized by comprising hybrid beams, wherein the hybrid beams are arranged on two sides of a transverse bridge and consist of concrete box beams, corrugated web steel box-concrete combined beams and steel-concrete combined sections;
the mixed beams are connected through a middle pivot concrete beam, a truss type steel beam, an I-shaped steel beam and an end beam;
cast-in-place bridge decks and prefabricated bridge decks are arranged on the mixed beams and the cross beams;
and the bridge tower integrated with the mixed beam is arranged at the middle supporting point concrete beam, 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 supports.
2. The system of claim 1, wherein the concrete box girders are arranged on two sides of a middle pivot, and the arrangement length L of one side is 0.22L0~0.30L0Wherein L is0The height of the maximum cantilever end of the concrete box girder is the lowest, the height of the middle fulcrum is the highest, 2-4 meters of the two sides of the middle fulcrum are equal-height sections respectively, the rest parts of the two sides of the middle fulcrum are height-changing sections, a change curve of the girder height adopts 1.5-2.0 times of parabola, the concrete box girder is a solid section in the equal-height section, a box section is in the height-changing section, and dry-mixed concrete partition plates are arranged at intervals of 3-6 meters.
3. The system of claim 1, wherein the corrugated web steel box-concrete composite beam is arranged in the side span and the mid-span, has the same height as the maximum cantilever end of the concrete box beam, and comprises a corrugated web steel box surrounded by a steel box top plate, a steel box bottom plate and a steel box corrugated web, a first-stage pouring concrete poured on the steel box top plate, a plurality of steel box partition plates arranged at intervals of 3-6 m inside the corrugated web steel box, and a bottom plate stiffening rib arranged on the steel box bottom plate.
4. The system of claim 1, wherein the system comprises: the reinforced concrete combined section is a connecting structure between the concrete box girder and the corrugated web steel box-concrete combined girder, has the same height as the maximum cantilever end of the concrete box girder, 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 H is the maximum cantilever end beam height of the concrete box beam, and the structural form of the concrete box beam is the same as that of the corrugated web steel box-concrete combined beam; the length L of the steel box-concrete box combined section2H-2H, the structural form of the composite beam is that a steel box top plate, a steel box bottom plate, a steel box corrugated web plate and a bottom plate stiffening rib in a reserved composite beam splicing section extend to a steel box-concrete box combining section and are welded with an embedded joint flat plate welded on an embedded joint vertical plate in advance, shear nails are arranged on the top surface of the steel box top plate, the top surface of the steel box bottom plate, the inner side of the steel box corrugated web plate and the embedded joint vertical plate, combining section concrete is poured in the corrugated web plate steel box and the top surface, the inside forms a section form which is the same as the maximum cantilever end of a concrete box beam, and a combining section partition plate which is the same as the concrete partition plate is poured in the middle of the steel box-concrete box combining section; the corrugated web of the steel box is a waveless straight steel plate in the joint section of the steel box and the concrete box, the vertical plate of the embedded joint is embedded in the concrete box girder, and the embedded depth L3The embedded joint flat plate is provided with a longitudinal steel bar through hole, wherein the longitudinal steel bar through hole is 0.3H-0.6H.
5. The system of claim 1, wherein the system comprises: the bridge tower is in a double-tower column type, the lower portion of the bridge tower and the outer side of the concrete box girder are poured into a whole at the middle supporting point position to form a tower girder consolidation system, and the bridge tower and the concrete box girder are supported on the main pier through supports arranged on two sides of the transverse bridge in the axial direction.
6. The system of claim 1, wherein the system comprises: the stayed cable is a double-cable-surface cable, one end of the stayed cable is connected to the bridge tower, and the other end of the stayed cable is connected to the concrete partition board of the concrete box girder on the two sides of the transverse bridge or the steel box partition board of the corrugated web steel box-concrete combined girder.
7. The system of claim 1, wherein the system comprises: the middle fulcrum concrete beam 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 at two sides in a transverse bridge mode to form a whole, and a cast-in-place bridge deck is cast on the middle fulcrum concrete beam;
the truss type steel cross beam is arranged on the concrete box girder, and the height of the truss type steel cross beam is greater than 0.6H0A height of 0.4H0~0.6H0In which H is0The beam height is the middle fulcrum of the concrete box beam; the upper chord member is connected with the upper chord member embedded rod; the lower chord is connected with the lower chord pre-embedded rod, and the upper chord pre-embedded rod and the lower chord pre-embedded rod are pre-embedded at the position of the concrete box girder corresponding to the concrete partition plate;
the H-shaped steel cross beam is arranged on the concrete box girder, and the height of the H-shaped steel cross beam is less than 0.6H0The height of the corrugated web steel box-concrete combined beam is 0.5H-0.8H, the corrugated web steel box-concrete combined beam comprises a beam top plate, a beam bottom plate, a beam web and a beam stiffening plate, wherein the beam web is connected with a beam pre-embedded plate and a beam joint plate, the beam pre-embedded plate is pre-embedded at the position of the concrete box beam corresponding to a concrete partition plate, and the beam joint plate is pre-welded at the position of the steel box corrugated web corresponding to the steel box partition plate and the joint section partition plate.
8. The system of claim 1, wherein the system comprises: the height of the end beam is 0.8H-0.9H, the end beam is arranged at the side span beam end position of the corrugated web steel box-concrete combined beam, 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 is poured at the upper part of the steel box.
9. The system of claim 1, wherein the system comprises: the prefabricated bridge deck is erected on the middle pivot concrete beam, the truss type steel beam, the I-shaped steel beam and the end beam and is connected with the cast-in-place bridge deck, the first-stage poured concrete and the top of the concrete box girder through wet joints of the bridge deck to form a whole.
10. A construction method of a wide-width large-span hybrid beam and short tower cable-stayed bridge system according to any one of claims 1 to 9, comprising:
s1, constructing a main pier and a transition pier, and installing a support;
s2, factory processing of a steel structure and a prefabricated bridge deck;
s3, constructing a bridge tower;
s4, constructing a concrete box girder cantilever;
s5, constructing a reinforced concrete joint section;
s6, hoisting and splicing the web steel box-concrete composite beam;
and S7, converting the bridge system to complete the construction of the wide-width large-span hybrid beam short-tower cable-stayed bridge system.
CN202110261724.1A 2021-03-10 2021-03-10 Wide-width large-span hybrid beam and short-tower cable-stayed bridge system and construction method thereof Pending CN112982139A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113403944A (en) * 2021-06-24 2021-09-17 中交(福州)建设有限公司 Steel-concrete torsion tower structure and construction method thereof

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113403944A (en) * 2021-06-24 2021-09-17 中交(福州)建设有限公司 Steel-concrete torsion tower structure and construction method thereof

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