CN216891925U - Wave form steel web combination case girder construction based on arch structure atress - Google Patents

Abstract

The utility model provides a corrugated steel web plate combined box girder structure based on stress of an arch structure, which comprises a plurality of piers, wherein pier top cross beams are arranged on the piers, adjacent pier top cross beams are connected through an arched concrete bottom plate, the concrete bottom plate comprises a plurality of precast concrete plates which are sequentially connected, the precast concrete plates are connected in series through prestressed steel hinge lines, and the prestressed steel hinge lines penetrate through steel hinge line channels to extend out and are fixed on the corresponding pier top cross beams. According to the utility model, the prefabricated concrete plates are connected by the pull belts and are integrally hoisted to the pier top cross beam, the construction of the one-span arched concrete bottom plate can be completed by one-time hoisting, a large number of complex temporary supporting devices are not needed, the construction process is simpler and more convenient, the construction cost is saved, and the application prospect is good.

Description

Corrugated steel web composite box girder structure based on arch structure

technical field

The utility model relates to a corrugated steel web composite box girder structure based on the stress of an arch structure.

Background technique

The corrugated steel web composite box girder bridge has higher beam height at the fulcrum and lower beam height at the mid-span. For the construction of the concrete floor with a certain linear change, hanging basket construction or cast-in-place bracket is usually used. The construction of the hanging basket or the cast-in-situ support of the support requires form support, which greatly increases the difficulty of form support, which not only affects the overall project progress, but also causes quality problems such as leakage of slurry and leakage of reinforcement after the concrete floor is poured due to the problem of formwork assembly. At the same time, unreasonable vibration is likely to occur during concrete pouring, large air bubbles cannot be completely discharged, and the outer surface of the concrete floor will cause a honeycomb surface, which not only affects the aesthetics of the bridge, but also fails to meet the design requirements. The construction method of cast-in-place supports is affected by the construction environment, and cannot be applied to some bridges with larger spans.

A large number of temporary facilities such as special supports are required in the construction process of the arched bridge, which makes the construction process too complicated, increases the construction cost, and affects the progress of the project.

SUMMARY OF THE INVENTION

In view of this, the purpose of the present utility model is to propose a corrugated steel web composite box girder structure and construction method based on the stress of the arch structure, so as to solve the problems existing in the above technical solutions.

The utility model adopts the following scheme to realize: A corrugated steel web composite box girder structure based on the stress of an arch structure, including a plurality of bridge piers, pier top beams are installed on the bridge piers, and arched concrete is passed between the adjacent pier top beams. The bottom plate is connected, and the concrete bottom plate includes a plurality of prefabricated concrete slabs connected in sequence, and each prefabricated concrete slab is connected in series by a prestressed steel hinge line, and the through-steel hinge channel of the prestressed steel hinge line extends out and is fixed to the corresponding pier on the top beam.

Further, the precast concrete slabs are provided with a number of prestressed holes penetrating the precast concrete slabs in the bridge direction, the prestressed holes on the adjacent precast concrete slabs are in one-to-one correspondence, and the corresponding prestressed holes are connected to each other to form steel hinges. Line channel, the prestressed steel hinge wire is arranged in the steel hinge line channel, the two ends of the prestressed steel hinge line extend through the steel hinge line channel and are anchored on the corresponding pier top beam, and the prestressed hole is connected to the prestressed steel hinge. The hinged voids are filled with cement mortar.

Further, at least one pull strap is installed on the concrete base plate, and each concrete base plate and the pull strap are detachably connected.

Further, the lower surface of the precast concrete slab along the bridge direction is longer than the upper surface.

Further, a concrete shear key is set between the joints of the adjacent precast concrete slabs. The concrete shear key can adopt a trapezoidal or rounded trapezoid section, and the height of the concrete shear key should be greater than the maximum aggregate particle size of the concrete. 2 times and less than 35mm; the ratio of the height of the concrete shear key to its average width is taken as 1:2.

Further, an inclined interface plane is provided on the side of the beam on the top of the pier corresponding to the connection end of the precast concrete bottom plate, and the inclined interface plane is perpendicular to the axis of the precast concrete bottom plate, and the corresponding prestressed steel strands on both sides of the beam are provided with anchorage points.

Further, the prefabricated concrete slab is a reinforced concrete structure, the left and right sides of the prefabricated concrete slab are embedded with corrugated steel webs of a certain height, and the distance between the bottom surface of the pier top beam and the lowest point of the prefabricated concrete bottom plate is not less than 0.5 m.

Further, the prefabricated concrete slabs include a number of prefabricated side-by-side concrete base plates connected in sequence from left to right, and the front and rear adjacent prefabricated side-by-side concrete base plates are connected by prestressed steel hinge lines to form side-by-side concrete floor ribs, and between the left and right adjacent side-by-side concrete floor ribs. Connected by transverse prestressed or wet joints, and connected in sequence along the transverse bridge direction, the outer sides of the side-by-side concrete floor ribs on both sides are pre-embedded with corrugated steel webs.

Compared with the prior art, the utility model has the following beneficial effects: by connecting the prefabricated concrete slabs with the tension straps and hoisting them integrally to the pier top beam, the construction of the one-span arched concrete floor can be completed by one hoisting without requiring a large number of complicated The temporary support device, the construction process is simpler, the engineering cost is saved, and the utility model has a good application prospect.

Description of drawings

Fig. 1 is the concrete slab structure schematic diagram of the present utility model;

Fig. 2 is the structural schematic diagram of the utility model before hoisting and connecting the concrete plate;

3 is a schematic diagram of the structure of the concrete slab during hoisting of the utility model;

Fig. 4 is the structural schematic diagram of the finished hoisting concrete slab of the present invention;

5 is a schematic structural diagram of a pier top beam of the present invention;

Figure 6 is a schematic structural diagram of the utility model after the corrugated steel web is installed;

7 is a schematic structural diagram of the utility model after the roof construction is completed;

8 is a schematic diagram of the rib structure of a concrete bottom plate on one side of hoisting according to Embodiment 2 of the present utility model;

Fig. 9 is the top view of the rib of the concrete bottom plate on one side of hoisting according to the second embodiment of the utility model;

10 is a schematic diagram of the rib structure of the hoisting intermediate concrete bottom plate according to Embodiment 2 of the present utility model;

Fig. 11 is the top view of the rib of the middle concrete floor in the hoisting of the second embodiment of the utility model;

FIG. 12 is a schematic structural diagram of the concrete base plate after hoisting according to Embodiment 2 of the present utility model.

In the figure: 1- Concrete bottom plate; 2- Pre-embedded corrugated steel web; 3- Concrete roof plate; 4- Prestressed hole; 5- Tension belt; 6- Pier top beam; Plane; 9-corrugated steel web; 10-side-by-side concrete floor ribs.

Detailed ways

The present utility model will be further described below in conjunction with the accompanying drawings and embodiments.

It should be noted that the following detailed description is exemplary and intended to provide further explanation of the application. Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.

It should be noted that the terminology used herein is for the purpose of describing specific embodiments only, and is not intended to limit the exemplary embodiments according to the present application. As used herein, unless the context clearly dictates otherwise, the singular is intended to include the plural as well, furthermore, it is to be understood that when the terms "comprising" and/or "including" are used in this specification, it indicates that There are features, steps, operations, devices, components, and/or combinations thereof.

As shown in Figures 1-7, this embodiment provides a corrugated steel web composite box girder structure based on the stress of an arch structure, including a number of bridge piers (not shown), on which a pier top beam 6 is installed, adjacent to The pier top beams are connected by an arched concrete base plate 1, and the concrete base plate includes a number of prefabricated concrete slabs connected in sequence, and each prefabricated concrete slab is connected in series by prestressed steel hinge lines (not shown), and the prestressed concrete slabs are connected in series. The through-steel hinge channel of the steel hinge line extends out and is fixed on the corresponding pier top beam.

In the present embodiment, the precast concrete slab is provided with a number of prestressed holes 4 which penetrate the precast concrete slab in the bridge direction, the prestressed holes on the adjacent precast concrete slabs are in one-to-one correspondence, and the corresponding prestressed holes are mutually The connection forms a steel hinge channel, the prestressed steel hinge is arranged in the steel hinge channel, and both ends of the prestressed steel hinge extend through the steel hinge channel and are anchored on the corresponding pier top beam, and the prestressed holes Cement mortar is poured into the voids with prestressed steel hinges.

In this embodiment, at least one pull strap 5 is installed on the concrete base plate, and each concrete base plate and the pull strap are detachably connected. The device adopts three pull straps, and the pull strap can be rotated and removed.

In this embodiment, for the sake of reasonable design, the precast concrete slabs are inclined to a certain extent on both sides along the bridge, that is, the length of the lower surface of the precast concrete slab along the bridge is greater than the length of the upper surface.

In this embodiment, a concrete shear key 7 is arranged between the joints of the adjacent precast concrete slabs. The concrete shear key can adopt a trapezoidal or rounded trapezoid section, and the height of the concrete shear key should be greater than the maximum concrete height. 2 times the aggregate particle size and less than 35mm; the ratio of the height of the concrete shear bond to its average width is taken as 1:2.

In this embodiment, an inclined interface plane 8 is provided on the side of the beam on the top of the pier corresponding to the connection end of the precast concrete base plate, and the inclined interface plane is perpendicular to the axis of the precast concrete base plate, and the corresponding prestressed steel strands on both sides of the beam are provided with The anchor point, the end of the prestressed steel strand is anchored on the anchor point, and the distance between the bottom surface of the pier top beam and the lowest point of the precast concrete bottom plate is not less than 0.5m.

In this embodiment, the prefabricated concrete slab is a reinforced concrete structure, and the left and right sides of the prefabricated concrete slab are pre-embedded with corrugated steel webs 2 of a certain height.

In this embodiment, the upper part of the embedded corrugated steel web 2 is welded with a corrugated steel web 9, and the top of the area enclosed between the top of the adjacent pier top beam and the corresponding corrugated steel webs on both sides passes through the concrete roof 3 closed.

Example 2: Referring to Figures 8-12, since it is difficult to directly hoist the entire concrete floor, the concrete floor is prefabricated in half-width or in blocks. It is divided into side-by-side concrete floor ribs, and each concrete floor rib is hoisted in sequence from one side until the construction of the concrete floor is completed. Others are the same as in Example 1. It is suitable for a composite box girder bridge with a wider concrete floor, and reduces the difficulty of hoisting. The prefabricated side-by-side concrete floors in the horizontal direction are connected by prestressed steel hinge lines to form side-by-side concrete floor ribs 10. The side-by-side concrete floor ribs adjacent to the left and right (that is, in the transverse bridge direction) are connected in turn along the transverse bridge direction, and the side-by-side concrete floor ribs on both sides. The outer side of the embedded corrugated steel web. A construction method of a corrugated steel web composite box girder structure based on the stress of an arch structure:

Step 1: Construction of the substructure of the bridge: tie the steel bars of the piers and abutments, pour the concrete of the piers and abutments, and perform maintenance;

Step 2: Prefabrication of concrete floor slabs: Assemble the formwork according to the size of the divided concrete slabs, bind the steel bars of the prefabricated concrete slabs, embed the prestressed pipes and some highly corrugated steel webs, pour concrete, and perform maintenance;

Step 3: Construction of the pier top beam: with the pier as the support, install the pier top beam bracket and formwork, bind the steel bars, install the prestressed pipes, pour the concrete, and carry out maintenance;

Step 4: Concrete floor construction: transport the prefabricated concrete floor slabs to the vicinity of the bridge, install the prefabricated concrete floor slabs in sequence on the construction platform by positioning, and attach the pull straps to the top surface of the prefabricated concrete floor slabs and connect them, using a crane to carry out The overall hoisting, the concrete bottom plate forms an arch, and the arched concrete bottom plate is installed on the beam on the top of the pier;

Step 5: Prestressed construction: insert prestressed steel strands in the concrete floor, and stretch the prestressed steel strands to complete the anchorage;

Step 6: Construction of the corrugated steel web: Weld the corrugated steel web and the corrugated steel web embedded in the concrete bottom plate by welding;

Step 7: Concrete roof construction: use the corrugated steel web and the concrete bottom plate as supports, set up the formwork on the corrugated steel web, and pour the concrete roof;

Step 8: Bridge deck pavement and ancillary works construction.

In this embodiment, in step 3, when there is a support on the top of the bridge pier, the support needs to be installed first, and temporary consolidation measures are used to consolidate the pier top beam and the bridge pier, and after the construction of the main structure of the bridge is completed, the temporary Consolidation measures to support the bridge superstructure through bearings. In step 4, the transverse bridge of the concrete floor is installed in blocks, and the concrete floor is composed of side-by-side concrete floor ribs, and the ribs of the concrete floor are connected by transverse prestressed connections or wet joints.

The utility model prefabricates the arched bottom plate of the corrugated steel web composite girder bridge in sections, installs the prefabricated concrete bottom plate slabs in sequence on the construction platform by positioning, and attaches the tie straps to the top surface of the prefabricated concrete bottom plate slab and connects them. The overall hoisting is carried out, and the arched concrete floor is installed on the pier top beam, which can effectively improve the erection efficiency of the arched concrete floor of the corrugated steel web composite box girder bridge, and ensure the assembly quality of the concrete floor plate. Application prospect The construction process is simpler, the engineering cost is saved, and the utility model has a good application prospect.

Unless otherwise stated in any of the technical solutions disclosed in the above-mentioned utility model, if it discloses a numerical range, then the disclosed numerical range is the preferred numerical range, and any person skilled in the art should understand: the preferred numerical range is only It is a numerical value with obvious or representative technical effect among many practicable numerical values. Since the numerical values are too numerous to be exhaustive, only some numerical values are disclosed in the present invention to illustrate the technical solutions of the present invention, and the above-mentioned numerical values shall not constitute a limitation on the protection scope of the present invention.

If words such as "first" and "second" are used herein to define components, those skilled in the art should know that the use of "first" and "second" is only for the convenience of describing components The above terms have no special meaning unless otherwise stated.

If the present invention discloses or involves parts or structural parts that are fixedly connected to each other, then, unless otherwise stated, fixed connection can be understood as: detachable fixed connection (for example, using bolts or screws), can also be understood as : Non-removable fixed connection (such as riveting, welding), of course, the mutual fixed connection can also be replaced by a one-piece structure (for example, using a casting process to integrally form) (except that it is obviously impossible to use an integral forming process).

In addition, any of the above-mentioned technical solutions disclosed in the present utility model is used to represent positional relationships such as "vertical", "horizontal", "upper", "lower", "front", "rear", "left", The orientation or positional relationship indicated by "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", etc. is based on the orientation or positional relationship shown in the drawings, and is only for the purpose of It is convenient to describe this patent, rather than indicating or implying that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, so it cannot be construed as a limitation on this patent, and any technical solutions disclosed in the above-mentioned present utility model The terms used to denote a shape as used in <RTI ID=0.0></RTI>

Any component provided by the present invention may be assembled from a plurality of individual components, or may be a single component manufactured by an integral molding process.

Finally it should be noted that: the above embodiment is only used to illustrate the technical scheme of the present invention and not to limit it; although the present invention has been described in detail with reference to the preferred embodiment, those of ordinary skill in the art should understand: still The specific embodiments of the present invention can be modified or some technical features can be equivalently replaced; without departing from the spirit of the technical solutions of the present invention, all of them should be included in the scope of the technical solutions claimed in the present invention.

Claims (8)

1. The utility model provides a wave form steel web combination box girder structure based on arch structure atress, includes a plurality of piers, installs the pier top crossbeam on the pier, connects through arched concrete bottom plate between the adjacent pier top crossbeam, a serial communication port, concrete bottom plate includes a plurality of precast concrete plates that connect gradually, through prestressing force hinge line polyphone between each precast concrete plate, on the steel hinge line passageway that runs through of prestressing force hinge line stretched out and was fixed in corresponding pier top crossbeam.

2. The corrugated steel web combination box girder structure based on arch structure stress as claimed in claim 1, wherein the precast concrete slabs are provided with a plurality of prestressed holes penetrating through the precast concrete slabs in the bridge direction, the prestressed holes of adjacent precast concrete slabs are in one-to-one correspondence, each corresponding prestressed hole is connected with each other to form a steel strand channel, the prestressed steel strand is arranged in the steel strand channel, both ends of the prestressed steel strand extend through the steel strand channel and are anchored on the corresponding pier top beams, and cement mortar is poured into the prestressed hole and the prestressed steel strand gap.

3. The arched structure stress-based corrugated steel web composite box girder structure of claim 2, wherein at least one drawstring is installed on the concrete bottom plate, and each concrete bottom plate is detachably connected with the drawstring.

4. An arch stress based corrugated steel web composite box girder structure according to claim 3, wherein the lower surface of the precast concrete slab in the bridge direction is longer than the upper surface.

5. The corrugated steel web combination box girder structure based on arch structure stress as claimed in claim 4, wherein a concrete shear key is arranged between the joints of the adjacent precast concrete plates, the concrete shear key can adopt a trapezoidal or rounded trapezoid cross section, and the height of the concrete shear key is more than 2 times of the maximum aggregate grain size of the concrete and less than 35 mm; the ratio of the height of the concrete shear key to the average width thereof was taken to be 1: 2.

6. The arched structure stress-based corrugated steel web combination box girder structure according to claim 5, wherein the connection ends of the pier top beam side parts corresponding to the precast concrete bottom plates are provided with inclined boundary planes perpendicular to the precast concrete bottom plate axis, and the beam side parts are provided with anchoring points corresponding to the prestressed steel strands.

7. The arched structure stress-based corrugated steel web combined box girder structure of claim 6, wherein the precast concrete slab is of a reinforced concrete structure, the corrugated steel webs with a certain height are pre-embedded in the left side and the right side of the precast concrete slab, and the distance between the bottom surface of the pier top beam and the lowest point of the precast concrete bottom plate is not less than 0.5 m.

8. The corrugated steel web combination box girder structure based on arch structure stress of claim 7, wherein the precast concrete slabs comprise a plurality of precast side-by-side concrete bottom plates which are sequentially connected from left to right, the precast side-by-side concrete bottom plates which are adjacent from front to back are connected through a prestressed steel hinge line to form side-by-side concrete bottom plate ribs, the left and right adjacent side-by-side concrete bottom plate ribs are connected through transverse prestress or wet joints, and are sequentially connected along a transverse bridge direction, and the corrugated steel webs are pre-buried at the outer sides of the side-by-side concrete bottom plate ribs on both sides.

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