CN112227216A - Triangular area cable buckling and sling combined construction method for steel diagonal bracing continuous rigid frame bridge - Google Patents
Triangular area cable buckling and sling combined construction method for steel diagonal bracing continuous rigid frame bridge Download PDFInfo
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- CN112227216A CN112227216A CN202011196977.7A CN202011196977A CN112227216A CN 112227216 A CN112227216 A CN 112227216A CN 202011196977 A CN202011196977 A CN 202011196977A CN 112227216 A CN112227216 A CN 112227216A
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Abstract
The application relates to a triangular area buckling cable and sling combined construction method of a steel diagonal bracing continuous rigid frame bridge, which relates to the technical field of rail transit bridge engineering and comprises the following steps: s1: prefabricating each lower chord beam segment of the steel diagonal brace; completing the construction of the concrete pier stud and the two pier stud brackets; s2: constructing an initial section of an upper chord beam of the concrete box girder bridge floor; installing a vertical upper chord beam temporary buckling tower above the initial section, and respectively installing hanging baskets for hanging and casting the rest upper chord beam sections at two sides of the initial section of the upper chord beam; s3: pouring the upper chord beam sections in pairs; tensioning the upper chord temporary buckle cable; mounting a lower-chord temporary sling, and hanging and mounting a lower-chord beam segment; s4: until the triangular area is folded. According to the combined construction method for the buckling rope and the sling of the triangular area, the construction temporary structure is simplified, the construction steps are optimized, the workload of site construction is reduced, the construction difficulty is reduced, and the construction period is shortened.
Description
Technical Field
The application relates to the technical field of rail transit bridge engineering, in particular to a triangular area cable buckling and sling combined construction method of a steel diagonal bracing continuous rigid frame bridge.
Background
At present, in order to adapt to different rigid frame bridge structures and surrounding environments when a continuous rigid frame bridge is constructed, common construction methods of the continuous rigid frame bridge generally include a bracket construction method and a cantilever construction method, but the method is only suitable for the situation that the span of the continuous rigid frame bridge is small. For a large-span hollow rigid frame bridge, a support construction method needs to cast a lower chord and then an upper chord, the construction period is long, and a large number of temporary supports need to be consumed. The upper chord bridge deck and the lower chord beam of the cantilever construction method have long cantilevers, so that the structure cannot bear the construction state of a large cantilever independently in the construction process, and the construction of the hollow rigid frame bridge is generally completed by adopting corresponding auxiliary facilities.
In the related art, construction is generally performed by adopting a buckling-cable support combined construction method and a double buckling-cable method, wherein the buckling-cable support combined construction method is a method for constructing a support in a triangular area by combining a lower-chord buckling cable and an upper-chord hanging basket cantilever. The double-buckle cable construction method is a method that the bridge deck and the lower chord beam are both constructed by adopting hanging baskets, and cantilever pouring is assisted by corresponding tension of the stayed-cable buckle cable.
However, when the support is removed by the buckling cable support combined construction method, a bridge structure system is changed, constant-load creep secondary stress is generated, the stress on the bridge structure is very unfavorable, the requirements on the position and the strength of the support are strictly controlled, the construction control difficulty is increased, and the construction period is long. In the double-buckle cable construction method, because the lower chord box girder obliquely walks on the top surface of the girder, a novel hanging basket meeting the slope change and anchoring requirements of the box girder needs to be designed, and the formwork erecting-disassembling process of the lower chord box girder is complicated and the concrete consumption is large; meanwhile, in the construction of a triangular area, as the lower chord beam section is lengthened, the included angle between the inhaul cable and the box girder is reduced, the axial force is applied to the lower chord by increasing the cable buckling force to eliminate the tensile stress generated by the self weight of the beam section, and the upper chord beam and the lower chord beam are in a high stress level state under the influence of the tensile force, so that certain influence is caused on the structure safety, and meanwhile, the utilization rate of the inhaul cable is greatly reduced.
Disclosure of Invention
The embodiment of the application provides a triangular area buckling cable and sling combined construction method of a steel diagonal bracing continuous rigid frame bridge, wherein the steel diagonal bracing is prefabricated in advance, so that a construction temporary structure is simplified, construction steps are optimized, the workload of site construction is reduced, the construction difficulty is reduced, and the construction period is shortened.
The application provides a triangular region buckling cable and sling combined construction method of a steel diagonal bracing continuous rigid frame bridge, wherein the steel diagonal bracing continuous rigid frame bridge comprises a plurality of concrete pier columns, a concrete box girder bridge floor and a plurality of pairs of steel diagonal bracing rods, one end of each pair of steel diagonal bracing rods is symmetrically obliquely fixed on two sides of a longitudinal bridge of one concrete pier column, and the other end of each pair of steel diagonal bracing rods is fixed on the lower surface of the concrete box girder bridge floor; and each pair of the steel diagonal brace rods, the concrete pier stud and the concrete box girder bridge floor form a triangular area, and the construction method is characterized by comprising the following steps of:
s1: prefabricating each lower chord beam segment of the steel diagonal brace; completing the construction of the concrete pier stud and two pier stud brackets at two sides of the concrete pier stud longitudinal bridge;
s2: constructing an initial section of an upper chord beam of a concrete box girder bridge floor on the top end face of the concrete pier stud; installing a vertical upper chord beam temporary buckling tower above the initial section, and installing hanging baskets for hanging and casting the rest upper chord beam sections on two sides of the initial section of the upper chord beam respectively, wherein the hanging baskets can move;
s3: the two hanging baskets synchronously move section by section in the direction far away from the two sides of the initial section, and the upper chord beam sections are poured in pairs; the upper chord beam temporary buckling tower is used as a support, and upper chord temporary buckling ropes are tensioned in pairs for the upper chord beam sections formed by pouring; the upper chord beam segment is used as a support, a lower chord temporary sling is installed, and a lower chord beam segment is hung and installed;
s4: and (4) completing the triangular area folding of the upper chord beam section and the lower chord beam section.
In some embodiments, in step S2, building a pier top bracket above two of the pier stud brackets, and constructing an initial section of the upper chord beam of the concrete box girder deck, the initial section being located directly above the pier top bracket and the concrete pier stud; in step S3, the pier top bracket is removed while tensioning the first pair of upper chord temporary lanyards.
In some embodiments, in step S3, when the remaining upper chord girder segments are symmetrically cantilever-cast to both sides of the longitudinal bridge based on the initial segment, each pair of the symmetrically cantilever-cast upper chord girder segments is tensioned with the plurality of first prestressed tendons.
In some embodiments, the steel diagonal strut comprises a steel-concrete joint section and a standard section; in step S1, before constructing two pier stud brackets, a lower chord beam bracket needs to be erected, and the lower chord beam bracket is fixed to the concrete pier stud; in step S3, a steel-concrete joint section is respectively installed at the two pier stud brackets using the lower chord beam bracket as a support, and the lower chord beam bracket is removed.
In some embodiments, in step S3, the plurality of second prestressed tendons are tensioned to fix the steel-concrete segment and the concrete pier stud when the steel-concrete segment is installed.
In some embodiments, step S3 is further divided into the following steps:
s301: pouring a first pair of upper chord beam sections at two sides of the initial section by using hanging baskets at two sides of the current upper chord beam;
s302: the lower chord beam bracket is used as a support, and two steel-concrete joint sections are respectively arranged at the two pier stud brackets; after the joint of the two steel-concrete joint sections and the pier stud bracket meets the design strength, the lower chord beam bracket is disassembled;
s303: when the concrete strength of the first pair of upper chord beam segments meets 90% of the design requirement; continuously moving the hanging baskets on the two sides forwards to the end part in the longitudinal bridge direction, and continuously performing suspension casting construction on the next pair of upper chord beam sections; simultaneously, correspondingly tensioning a pair of upper chord temporary buckling ropes by each pair or two pairs of upper chord beam sections;
s304: and tensioning each section of the lower-chord temporary sling installation steel diagonal brace on the basis of the upper chord beam section.
In some embodiments, pre-pressing is required both when erecting the bottom chord brackets and when installing the cradle.
In some embodiments, each section of the standard section of the steel diagonal brace comprises at least 4 lifting lugs for facilitating hanging.
In some embodiments, the upper chord beam segment is erected and steel bars are bound before the rest of the upper chord beam segments are constructed by hanging and casting with the hanging baskets.
In some embodiments, in step S4, when the last lower chord beam segment of the steel diagonal brace is close to the upper chord beam segment of the concrete box girder bridge deck; removing a bottom basket of the hanging basket, lowering the bottom basket to a position below the last lower chord beam section, erecting a mould and binding reinforcing steel bars; and pouring concrete at the closure part, and stretching the last pair of upper chord temporary buckling ropes to complete the construction of the triangular area when the concrete meets the design strength.
The beneficial effect that technical scheme that this application provided brought includes:
the embodiment of the application provides a combined construction method of a triangular region buckling cable and a sling of a steel diagonal bracing continuous rigid frame bridge, wherein each lower chord beam segment of a prefabricated steel diagonal bracing is directly installed during construction of the triangular region, so that the workload of site construction of the bridge is reduced, the construction difficulty is reduced, and the construction period is shortened; meanwhile, the steel diagonal brace does not shrink and creep, so that the stress performance of the bridge structure is improved, and the technical problem that the crossing capacity of the hollow continuous rigid frame bridge is limited is solved; in the aspect of installation of the upper chord beam segment and the lower chord beam segment, the upper chord beam segment directly depends on the upper chord beam temporary buckling tower and the upper chord temporary buckling rope for temporary fixation, the lower chord beam segment directly uses the upper chord beam segment as a basis and is fixed through the lower chord temporary sling, all structures are fully utilized, the temporary structure building is few, only the upper chord beam temporary buckling tower needs to be installed, the upper chord temporary buckling rope and the lower chord temporary sling are added, the triangular area installation efficiency is further greatly improved, the application range is wide, and the economic value is high.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a flowchart of a triangle-area buckle cable and sling combined construction method provided by an embodiment of the present application;
fig. 2 is a schematic construction diagram of an initial section of an upper chord beam and a pier stud bracket according to an embodiment of the present disclosure;
FIG. 3 is a schematic construction view of a middle section of an upper chord beam and a steel-concrete joint section provided by an embodiment of the application;
fig. 4 is a construction schematic diagram of a first pair of upper-chord temporary buckle cables and a first pair of lower-chord temporary sling cables provided by the embodiment of the application;
FIG. 5 is a schematic construction view of a last upper chord beam section and a last lower chord beam section according to an embodiment of the present disclosure;
FIG. 6 is a schematic construction diagram of triangular region folding according to an embodiment of the present disclosure;
FIG. 7 is a schematic mid-span construction view of two sides of a triangular area according to an embodiment of the present application;
fig. 8 is a schematic structural diagram of a steel diagonal brace provided in an embodiment of the present application;
FIG. 9 is a schematic cross-sectional view of a steel diagonal strut provided in accordance with an embodiment of the present application;
fig. 10 is a schematic sectional view of a steel diagonal strut provided in an embodiment of the present application;
fig. 11 is a schematic view of a triangular area, an edge-span cast-in-place section, a mid-span closure section and an edge-span closure section of a rigid frame bridge provided in an embodiment of the present application;
reference numerals: 100. concrete pier studs; 200. a concrete box girder deck; 300. a steel diagonal brace; 101. pier stud bracket; 61. a lower chord bracket; 62. a pier top support;
2. hanging a basket; 3. temporarily buckling the tower; 41. a temporary string is added; 42. a lower-chord temporary sling; 5. a first pre-stressing tendon; 61. a lower chord bracket; 62. a pier top support; 7. a second tendon;
301. a steel-concrete joint section; 8. a pressure-bearing steel plate; 9. hanging basket bottom blue; 10. a steel-concrete web; 11. a steel-concrete top plate; 12. a steel-concrete bottom plate; 13. a steel-concrete stiffener; 14. a shear connector;
302. a standard section; 15. a standard web; 16. a standard top plate; 17. a standard backplane; 18. a standard stiffener; 19. a standard separator plate; 20. a manhole; 21. lifting lugs;
22. a side span support cast-in-place section; 23. a midspan closure section; 24. and (4) spanning and closing the sections.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
As shown in fig. 6 and 10, the steel diagonal bracing continuous rigid frame bridge comprises a plurality of concrete piers 100, a concrete box girder deck 200 and a plurality of pairs of steel diagonal bracing rods 300; the concrete box girder deck 200 is continuous, and is disposed above the plurality of concrete piers 100. Each pair of steel diagonal braces 300 is obliquely and symmetrically arranged on two sides of the longitudinal bridge direction of one concrete pier stud 100. One end of each steel diagonal brace 300 is fixed to one concrete pier 100, and the other end is fixed to the lower surface of the concrete box girder deck 200. Each steel diagonal brace 300 forms a triangular area with the concrete pier stud 100 and the concrete box girder bridge deck 200. The triangular region is divided into an upper chord beam constituting the concrete box girder deck 200 and a lower chord beam constituting the steel diagonal brace 300.
As shown in fig. 1, the present application discloses an embodiment of a triangle-area buckling rope and sling combined construction method of a steel diagonal bracing continuous rigid frame bridge, the triangle-area buckling rope and sling combined construction method of the present application comprises the following steps:
s1: prefabricating each lower chord beam segment of the steel diagonal brace 300 to prepare for subsequent assembly construction; completing the construction of the concrete pier stud 100 and two pier stud brackets 101 at two sides of the longitudinal bridge of the concrete pier stud 100; the concrete pier 100 and the two pier stud brackets 101 are constructed according to a conventional construction method. Preferably, the construction of the concrete pier 100 is performed by a creeping formwork construction method.
S2: constructing an initial section of an upper chord beam of the concrete box girder bridge deck 200 on the top end face of the concrete pier stud 100; after the initial section construction is completed, the rest upper chord beam sections are cast and molded in pairs section by section on two sides of the initial section on the basis of the initial section.
The tower 3 is temporarily buckled to vertical upper chord beam above the initial segment, and the tower 3 can provide temporary support to provide a foundation for subsequent suspension of similar stay cables. And two sides of the initial section of the upper chord beam are respectively provided with a hanging basket 2 for hanging and casting the rest sections of the upper chord beam. The hanging baskets 2 are changed along with the change of the pouring construction position, and the two hanging baskets 2 move synchronously to take the concrete pier stud 100 as the symmetry axis symmetry and be located at the two ends of all the upper chord beam sections all the time.
S3: the two hanging baskets 2 synchronously move section by section in the direction far away from the two sides of the initial section, and the upper chord beam sections are poured in pairs; each time one or two pairs of upper chord beam segments are cast, a pair of upper chord temporary lanyards 41 need to be tensioned. The upper chord beam temporary buckle tower 3 is used as a support for the upper chord temporary buckle cable 41, one end of the upper chord beam temporary buckle tower 3 is fixed, and the other end of the upper chord beam section is fixed.
Meanwhile, lower chord temporary slings 42 are arranged below the upper chord beam sections formed by casting, and the lower chord beam sections of the steel diagonal brace 300 are hung and installed in pairs. When the upper chord beam segment is poured and the lower chord beam segment is installed, the upper chord beam segment and the lower chord beam segment are both poured in pairs, and the two sides of the triangular area are always kept balanced.
S4: until the upper chord beam segment of the concrete box girder bridge deck 200 and the lower chord beam segment of the steel diagonal brace 300 complete the triangular area folding.
As shown in fig. 2, in one embodiment, step S2 further includes erecting a pier top support 62 above the two pier stud brackets, completing the construction of the initial section of the upper chord beam on the top end surfaces of the pier top support 62 and the concrete pier stud 100, wherein the length of the initial section in the longitudinal bridge direction is greater than that of the concrete pier stud 100, and the initial section is located above the pier top support 62 and the concrete pier stud 100.
In step S3, when tensioning the first pair of upper chord temporary lanyards 41, the first pair of upper chord temporary lanyards 41 can bear the weight of the entirety of the upper chord beam segments, removing the pier top bracket 62.
As shown in fig. 3, in step S3, when symmetrically cantilever-casting the remaining upper chord girder segments to both sides of the longitudinal bridge based on the initial segment, each pair of symmetrical cantilever-casting upper chord girder segments requires to stretch a plurality of first prestressed tendons 5, and the plurality of first prestressed tendons 5 are used for enhancing the connection strength between the upper chord girder segments, reducing the overall creep of the rigid frame bridge, and improving the spanning capability of the rigid frame bridge.
As shown in fig. 3 and 8, the steel diagonal brace 300 includes a standard segment 302 in the middle and steel-concrete segments 301 at both ends of the standard segment 302, respectively. The reinforced concrete segment 301 is primarily used to better transition from steel structure to concrete structure, making the connection more secure. In step S1, before constructing the two pier stud brackets 101, the lower chord member bracket 61 is also erected, and the lower chord member bracket 61 is the two pier stud brackets 101 for supporting the cast concrete pier 100. In step S3, the lower chord member bracket 61 is removed by installing the steel-concrete joint sections 301 at the two pier stud brackets 101, respectively, for transition from the concrete structural connection to the steel structural connection, using the lower chord member bracket 61 as a support. Then, the lower-chord beam segment is suspended and installed by means of the lower-chord temporary slings 42 fixed to the upper-chord beam segment.
As shown in fig. 3, in step S3, when the steel-concrete segment 301 is installed, the plurality of second prestressed tendons 7 are tensioned to fix the steel-concrete segment 301 and the concrete pier 100. The plurality of second pre-stressing tendons 7 enable the steel-concrete joint section 301 to be connected with the concrete pier 100 more firmly.
Further, step S3 is further divided into the following steps:
s301: pouring a first pair of upper chord beam sections at two sides of the initial construction section by using two hanging baskets 2;
s302: two steel-concrete joint sections 301 are respectively arranged at the two pier stud brackets 101 by taking the lower chord beam bracket 61 as a support; after the joint of the two steel-concrete joint sections 301 and the pier stud bracket 101 meets the design strength, the lower chord beam bracket 61 is removed;
s303: when the concrete strength of the first pair of upper chord beam segments meets 90% of the design requirement; the hanging baskets 2 on the two sides are continuously moved forwards to the longitudinal bridge end parts of the first pair of upper chord beam sections, and the next pair of upper chord beam sections are continuously constructed in a suspension casting manner; simultaneously, correspondingly tensioning a pair of upper chord temporary buckling ropes 41 by each pair or two pairs of upper chord beam sections;
s304: on the basis of the upper chord beam segment, the lower chord temporary sling 42 is tensioned to install each segment of the steel diagonal brace 300.
Preferably, after the lower chord bracket 61 is erected and the cradle 2 is installed, pre-pressing is needed, so that the lower chord bracket 61 and the cradle 2 are more stable.
Before the hanging basket 2 is used for hanging and casting the rest upper chord beam sections, the upper chord beam sections are required to be subjected to formwork erection and steel bar binding.
As shown in fig. 9, each upper chord section of the standard section 302 of the steel diagonal brace 300 preferably contains at least 4 lifting lugs 21 for facilitating hanging. Preferably, each upper chord beam segment comprises a standard top plate 16, a standard bottom plate 17 and two standard webs 15, the standard top plate 16, the standard bottom plate 17 and the two standard webs 15 enclose to form a first rectangular cavity, the first rectangular cavity is long-strip-shaped, and two sides of the first rectangular cavity are through; a plurality of standard partition plates 19 are arranged in the first rectangular cavity, the plurality of standard partition plates 19 are arranged along the length direction of the first rectangular cavity, and a manhole 20 is formed in each standard partition plate 19, so that workers can conveniently pass through the standard partition plates, and the manufacturing and maintenance of the steel diagonal brace 300 are facilitated. The lifting lugs 21 are arranged on the outer walls of the standard top plate 16, the standard bottom plate 17 or the two standard web plates 15 corresponding to the standard partition plate 19, so that the steel diagonal brace 300 is prevented from being deformed by tension.
Furthermore, a plurality of standard partition plates 19 are arranged at equal intervals along the length direction of the first rectangular cavity, and the standard partition plates 19 are connected with the standard top plate 16, the standard bottom plate 17 and the two standard webs 15 through four-side fillet welds, so that the connection is firm and reliable. The standard spacer 19 prevents excessive distortion and out-of-plane deformation of the steel diagonal strut 300.
Reinforced concrete joint section 301 contains reinforced concrete roof 11, reinforced concrete bottom plate 12, pressure-bearing steel sheet 8 and two reinforced concrete webs 10, reinforced concrete roof 11, reinforced concrete bottom plate 12, pressure-bearing steel sheet 8 and two reinforced concrete webs 10 enclose to close and form second rectangle cavity, the opening of the both sides of second rectangle cavity is penetrating, pressure-bearing steel sheet 8 divides second rectangle cavity concrete side and steel structure side, both sides opening size is unchangeable, concrete side and steel structure side all are one side opening, and opening opposite direction. The reinforced concrete top plate 11, the reinforced concrete bottom plate 12, the pressure-bearing steel plate 8 and the two reinforced concrete webs 10 on the concrete side are provided with a plurality of shear connectors 14.
As shown in fig. 5, 6 and 7, when the last lower chord beam segment of the steel diagonal brace 300 is close to the upper chord beam segment of the concrete box girder deck 200 (see fig. 5) in step S4; dismantling the cradle bottom basket 9 of the cradle 2, lowering the cradle bottom basket 9 to the position below the last lower chord beam section (the lower chord beam section with the highest height), erecting a mold and binding reinforcing steel bars; and pouring concrete at the closure part, and stretching the last pair of upper chord temporary buckle cables 41 to complete stable hollow triangular area construction when the concrete meets the design strength.
As shown in fig. 11, further, after the construction of the triangular space is completed, the side-span scaffold cast-in-place section 22, the mid-span closure section 23 and the side-span closure section 24 of the rigid frame bridge are constructed by a conventional construction method.
According to the combined construction method for the buckling cable and the sling in the triangular area, each lower chord beam segment of the prefabricated steel diagonal brace 300 is directly installed during construction in the triangular area, so that the workload of site construction of a bridge is reduced, the construction difficulty is reduced, construction materials such as concrete are saved, and the construction period is shortened; meanwhile, the steel inclined stay bars cannot shrink and creep, the stress performance of the bridge structure is improved, and the technical problem that the span capacity of the hollow continuous rigid frame bridge is limited is solved.
In the aspect of installation of the upper chord beam segment and the lower chord beam segment, the upper chord beam segment is temporarily fixed by directly depending on the upper chord beam temporary buckling tower and the upper chord temporary buckling rope, the lower chord beam segment is directly fixed by taking the upper chord beam segment as a basis and using the lower chord temporary sling, all structures are fully utilized, the number of temporary devices is small, only the upper chord beam temporary buckling tower 3 needs to be installed, and the upper chord temporary buckling rope and the lower chord temporary sling are added, so that the triangular area installation efficiency is further greatly improved, the application range is wide, and the economic value is high.
The steel diagonal brace 300 of the application adopts segmental prefabrication and assembly, and is compared with the traditional hollow bridge cast-in-place, the construction efficiency is obviously improved, and the quality is reliable.
Compared with a buckling rope combined support construction method and a double buckling rope method, the lower-chord temporary sling rope force vertically transferred is flexibly adjusted, and the stress performance of the lower-chord temporary sling rope in the construction process is greatly improved.
Compared with a traditional double-buckling-rope method, the triangular area buckling-rope sling combined construction method has the advantages that the upper chord beam section is directly utilized for hoisting the lower chord beam section as a construction platform, the vertical lower chord temporary sling 42 is adopted for anchoring connection, the lower chord novel hanging basket adaptive to the slope change of the box girder is omitted, the triangular area construction only needs one set of common hanging basket for upper chord beam section suspension casting construction, the site formwork erecting-disassembling process is reduced, the construction speed is high, the temporary structure engineering quantity is saved, and the construction cost is reduced.
Compared with a buckling cable combined support construction method, the buckling cable and sling combined construction method for the triangular area has the advantages that buckling cable and sling combined construction is adopted in the hollow triangular area, the phenomenon that a bridge structure stress system is changed due to support dismantling of the triangular area is avoided, the upper chord beam section is constructed by adopting hanging baskets 2 to perform cantilever pouring and matching with the upper chord temporary buckling cables 41, the anchoring distance on the temporary buckling towers 3 is small on the premise that the upper chord temporary buckling cables 41 meet requirements of anchor head arrangement and tensioning space, and a large vertical component force can be obtained. The vertical load of the upper chord beam segment is transferred to the upper chord beam segment through the lower chord temporary sling 42, and the downward part bending moment of the upper chord beam segment is finally borne by the temporary buckling tower. Each upper chord temporary buckle cable 41 has the largest possible inclination angle, the efficiency of the upper chord temporary buckle cable 41 is maximized, the using amount of the upper chord temporary buckle cable 41 is obviously reduced, meanwhile, the vertical lower chord temporary sling 42 is convenient to adjust and optimize the stress state of the structure in the construction process, and the control of the internal force and deformation of the structure is facilitated.
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
It is noted that, in the present application, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. A triangular region buckling rope sling combined construction method of a steel diagonal bracing continuous rigid frame bridge is characterized in that the steel diagonal bracing continuous rigid frame bridge comprises a plurality of concrete pier columns (100), a concrete box girder bridge floor (200) and a plurality of pairs of steel diagonal bracing rods (300), one end of each pair of steel diagonal bracing rods (300) is symmetrically obliquely fixed on two sides of a longitudinal bridge of one concrete pier column (100), and the other end of each pair of steel diagonal bracing rods is fixed on the lower surface of the concrete box girder bridge floor (200); and each pair of the steel inclined supporting rods (300), the concrete pier stud (100) and the concrete box girder bridge floor (200) form a triangular area, and the combined construction method of the buckling rope and the sling of the triangular area comprises the following steps:
s1: prefabricating each lower chord beam segment of a steel diagonal strut (300); completing the construction of the concrete pier stud (100) and two pier stud brackets (101) at two sides of the concrete pier stud (100) in the longitudinal bridge direction;
s2: constructing an initial section of an upper chord beam of a concrete box girder bridge deck (200) on the top end face of the concrete pier stud (100); a vertical upper chord beam temporary buckling tower (3) is installed above the initial section, hanging baskets (2) used for hanging and casting the rest upper chord beam sections are respectively installed on two sides of the initial section of the upper chord beam, and the hanging baskets (2) can move;
s3: the two hanging baskets (2) synchronously move section by section in the direction far away from the two sides of the initial section, and the upper chord beam sections are poured in pairs; the upper chord beam temporary buckle tower (3) is used as a support, and upper chord temporary buckle cables (41) are tensioned in pairs for the upper chord beam sections formed by pouring; the upper chord beam segment is used as a support, a lower chord temporary sling (42) is installed, and the lower chord beam segment is hung and installed;
s4: and (4) completing the triangular area folding of the upper chord beam section and the lower chord beam section.
2. The triangular-area buckling-rope and sling combined construction method of the steel diagonal bracing continuous rigid frame bridge, according to claim 1, is characterized in that:
in step S2, building a pier top bracket (62) above the two pier stud brackets, and constructing an initial section of an upper chord beam of the concrete box girder bridge floor (200), wherein the initial section is located right above the pier top bracket (62) and the concrete pier stud (100);
in step S3, the pier top bracket (62) is removed while tensioning the first pair of upper chord temporary lanyards (41).
3. The triangular-area buckling-rope and sling combined construction method of the steel diagonal bracing continuous rigid frame bridge, according to claim 1, is characterized in that:
in step S3, when the remaining upper chord girder segments are symmetrically cantilever-cast to both sides of the longitudinal bridge based on the initial segment, each pair of upper chord girder segments is symmetrically cantilever-cast, and a plurality of first prestressed tendons (5) are tensioned.
4. The triangular-area buckling-rope and sling combined construction method of the steel diagonal bracing continuous rigid frame bridge, according to claim 1, is characterized in that: the steel diagonal strut (300) comprises a steel-concrete joint section (301) and a standard section (302);
in step S1, before constructing two pier stud brackets (101), a lower chord beam bracket (61) needs to be erected, and the lower chord beam bracket (61) is fixed to the concrete pier stud (100);
in step S3, the steel-concrete joint sections (301) are respectively installed at the two pier stud brackets (101) by using the lower chord bracket (61) as a support, and the lower chord bracket (61) is removed.
5. The triangular-area buckling-rope and sling combined construction method of the steel diagonal bracing continuous rigid frame bridge, according to claim 4, is characterized in that:
in step S3, when the steel-concrete segment (301) is installed, the plurality of second prestressing tendons (7) are tensioned to fix the steel-concrete segment (301) and the concrete pier stud (100).
6. The delta buckle-cable and sling combined construction method of the steel diagonal bracing continuous rigid frame bridge, according to claim 4, wherein the step S3 is further divided into the following steps:
s301: pouring a first pair of upper chord beam sections at two sides of the initial section by using hanging baskets (2) at two sides of the current upper chord beam;
s302: the lower string beam bracket (61) is used as a support, and two steel-concrete joint sections (301) are respectively installed at the two pier stud brackets (101); after the joint of the two steel-concrete joint sections (301) and the pier stud bracket (101) meets the design strength, the lower chord beam bracket (61) is detached;
s303: when the concrete strength of the first pair of upper chord beam segments reaches 90% of the design requirement; the hanging baskets (2) on the two sides are continuously moved forwards to the end part of the longitudinal bridge direction, and the next pair of upper chord beam sections are continuously constructed in a suspension pouring mode; simultaneously, tensioning a pair of upper chord temporary buckling ropes (41) by each pair or two pairs of upper chord beam sections correspondingly;
s304: on the basis of the upper chord beam segment, tensioning the lower chord temporary sling (42) and installing each segment of the steel diagonal brace (300).
7. The triangular-area buckling-rope and sling combined construction method of the steel diagonal bracing continuous rigid frame bridge, according to claim 4, is characterized in that: when the lower chord beam bracket (61) is erected and the hanging basket (2) is installed, pre-pressing is needed.
8. The triangular-area buckling-rope and sling combined construction method of the steel diagonal bracing continuous rigid frame bridge, according to claim 4, is characterized in that: each section of the standard section (302) of the steel diagonal brace (300) at least comprises 4 lifting lugs convenient for hanging.
9. The triangular-area buckling-rope and sling combined construction method of the steel diagonal bracing continuous rigid frame bridge, according to claim 1, is characterized in that: before the other upper chord beam sections are constructed by hanging and pouring the hanging baskets (2), the upper chord beam sections are required to be subjected to formwork erection and steel bar binding.
10. The triangular-area buckling-rope and sling combined construction method of the steel diagonal bracing continuous rigid frame bridge, according to claim 1, is characterized in that:
in step S4, when the last lower chord girder segment of the steel diagonal brace (300) is close to the upper chord girder segment of the concrete box girder bridge floor (200); dismantling a cradle bottom basket (9) of the cradle (2), lowering the cradle bottom basket (9) to the position below the last lower chord beam section, erecting a mould and binding reinforcing steel bars; and pouring concrete at the closure part, and stretching the last pair of upper chord temporary buckle cables (41) when the concrete meets the design strength to finish the construction of the triangular area.
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