CN114908675B - Hollow thin-wall high pier construction method - Google Patents
Hollow thin-wall high pier construction method Download PDFInfo
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- CN114908675B CN114908675B CN202210588089.2A CN202210588089A CN114908675B CN 114908675 B CN114908675 B CN 114908675B CN 202210588089 A CN202210588089 A CN 202210588089A CN 114908675 B CN114908675 B CN 114908675B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways
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- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to the technical field of bridge construction, and discloses a hollow thin-wall high pier construction method. And then hoisting the prestress steel bundles and the corrugated pipe assembly to the bearing bracket by using hoisting equipment, so that the prestress steel bundles are suspended on the bearing bracket through the coiling section, the lower ends of the extension section and the corrugated pipe assembly extend into the supporting assembly, and the corrugated pipe assembly is fixed with the supporting assembly. And finally, supporting a pouring template and pouring concrete on the outer side of the supporting component. Through hanging prestressing force steel restraints on bearing bracket for prestressing force steel restraints are in pier shaft construction operation's top space, do not influence pier shaft construction operation's normal clear, have both improved the efficiency of construction and can ensure the operation safety again. Because the steel strand wires are not segmented, therefore can not lose the vertical prestressing force of pier, and then can ensure the construction quality of pier, and reduced the construction degree of difficulty.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a hollow thin-wall high pier construction method.
Background
The hollow thin-wall high pier is a widely adopted form in the design of the highway pier at present, and the pier body can reach higher height, and the hollow thin-wall high pier has the advantages of economical and practical structure, simple and convenient construction and general welcome.
At present, in pier beam consolidation vertical prestress construction of a hollow thin-wall high pier, a large number of steel strands with longer length are buried in a pier body as vertical prestress tendons, so that an anchoring system is formed between the steel strands and a No. 0 block. The lower anchoring ends of the vertical prestressed tendons are embedded in different height positions in the pier body in a segmented mode, corrugated pipes are sleeved outside the vertical prestressed tendons to form holes, the corrugated pipes extend to the top of the No. 0 girder to be tensioned and anchored, and grouting is conducted in the holes to finally form the pier girder consolidation effect.
Because the height of the hollow thin-wall high pier is higher, the corrugated pipe cannot be installed in place at one time, the corrugated pipe is generally sectioned in sections in the prior art, then steel strands are sleeved in sections, and the corrugated pipe is wound and connected by adopting adhesive tapes, so that the operation is complex, and the operation difficulty is high. The steel stranded wires are constructed by adopting a method of sectionally connecting or integrally dispersing on a pier body operation platform, if the steel stranded wires are connected in a sectionalized mode, the integrity of a single steel stranded wire is easily damaged, and the accumulated loss of vertical prestress during construction is large, so that the construction quality of the vertical prestress of the pier can not be ensured; if the method of scattered placement on the pier body operation platform is adopted, the steel strand occupies the pier top operation space, normal construction is interfered, the construction efficiency is low, and the safety risk is high.
Therefore, a hollow thin-wall high pier construction method is needed to solve the above problems.
Disclosure of Invention
Based on the problems, the invention aims to provide the hollow thin-wall high pier construction method, which can ensure the vertical prestress construction quality of the pier, reduce the construction difficulty, and has high construction efficiency without affecting other construction operations of the pier.
In order to achieve the above purpose, the invention adopts the following technical scheme:
a hollow thin-wall high pier construction method comprises the following steps:
coiling and bundling the steel stranded wires to form a prestress steel bundle, wherein the prestress steel bundle comprises a coiling section and an extending section;
the extension section is provided with a corrugated pipe assembly, and the corrugated pipe assembly is sleeved on the extension section;
erecting a supporting component on the top of a poured pier body section of the bridge, and erecting a bearing bracket on the supporting component;
hanging a coiled section of the prestressed steel strand onto the load-bearing bracket and fixing the bellows assembly to the support assembly;
and erecting a pouring template outside the support assembly, and pouring concrete in the pouring template to form a preset pier body section of the bridge.
As the preferable scheme of the hollow thin-wall high pier construction method, the length of the corrugated pipe assembly is adjustable, the extension length of the extension section relative to the coiling section is adjustable, and the length of the corrugated pipe assembly and the extension length of the extension section are adjusted according to the pier body height of the bridge.
As the preferable scheme of the hollow thin-wall high pier construction method, the supporting component comprises a plurality of supporting frames which are sequentially overlapped, the number of the supporting frames is adjusted according to the pier body height of the bridge, the supporting frames at the bottommost part of the supporting component are fixedly connected with the poured pier body section, the bearing support is positioned on the supporting frames at the topmost part of the supporting component, and the supporting frames can be embedded in the concrete of the preset pier body section.
As the preferable scheme of the hollow thin-wall high pier construction method, the support frame comprises a plurality of support beams and a plurality of support vertical beams, wherein a frame structure is formed by surrounding the support beams and the support vertical beams, and a diagonal bracing beam is arranged between the support beams and the support vertical beams.
As the preferable scheme of the hollow thin-wall high pier construction method, the bearing support comprises a bearing beam, a cross rod, a first support and a second support, wherein the first support and the second support are arranged at an included angle, one ends of the first support and the second support are connected with the bearing beam, the other ends of the first support and the second support are connected with the supporting component, a plurality of first supports and a plurality of second supports are arranged at intervals along the length direction of the bearing beam, a plurality of cross rods are arranged at intervals along the length direction of the bearing beam, and the cross rod is used for hanging the prestress steel bundles.
As the preferable scheme of the hollow thin-wall high pier construction method, the corrugated pipe assembly comprises a first corrugated pipe and a second corrugated pipe, the second corrugated pipe is arranged in the first corrugated pipe in a position-adjustable mode, the extension section of the prestress steel beam penetrates through the second corrugated pipe, and the first corrugated pipe and the second corrugated pipe are fixed on the positioning frame through the first locking piece.
As the preferable scheme of the hollow thin-wall high pier construction method, one end of the extension section, which extends out of the corrugated pipe assembly, is provided with an anchor ring, a spiral rib is sleeved outside the anchor ring, and the diameter of the anchor ring is larger than that of the first corrugated pipe.
As a preferable scheme of the hollow thin-wall high pier construction method, the corrugated pipe assembly is fixed on the supporting assembly through the positioning assembly, the positioning assembly comprises a positioning frame and a first locking piece, the positioning frame is fixed on the supporting assembly, and the corrugated pipe assembly is fixed on the positioning frame through the first locking piece.
As the preferable scheme of the hollow thin-wall high pier construction method, the coiling section comprises a plurality of annular rings which are coiled in sequence, every two adjacent annular rings are fixed through second locking pieces, and the second locking pieces are distributed at intervals along the circumferential direction of the annular rings.
As a preferable scheme of the hollow thin-wall high pier construction method, one end of the extension section, which extends out of the corrugated pipe assembly, is provided with an anchoring head, and the anchoring head is configured to be embedded into concrete of the preset pier body section.
The beneficial effects of the invention are as follows:
according to the hollow thin-wall high pier construction method provided by the invention, before construction, a supporting component is firstly erected on the top of a poured pier body section of a bridge, and a bearing bracket is erected on the top of the supporting component. Next, the steel strand is coiled on the ground to form a prestressed steel strand comprising coiled segments and extension segments, and the extension segments are then threaded into the bellows assembly and the bellows assembly is connected to the extension segments. And then hoisting the prestress steel beam and the corrugated pipe assembly to the bearing bracket by using hoisting equipment, so that the prestress steel beam is suspended on the bearing bracket through the coiling section, and fixing the corrugated pipe assembly and the supporting assembly. And finally, supporting a pouring template outside the supporting component, and pouring concrete in the pouring template to form a preset pier body section of the bridge.
According to the invention, the prestress steel bundles are suspended on the bearing bracket, so that the prestress steel bundles are positioned in the space above the pier body construction operation, the normal operation of the pier body construction operation is not influenced, the construction efficiency is improved, and the operation safety is ensured. Meanwhile, the steel strand is not segmented, so that the integrity of the steel strand is guaranteed, the vertical prestress of the pier cannot be lost, the construction quality of the pier can be guaranteed, and the construction difficulty is reduced.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the following description will briefly explain the drawings needed in the description of the embodiments of the present invention, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to the contents of the embodiments of the present invention and these drawings without inventive effort for those skilled in the art.
FIG. 1 is a flow chart of a hollow thin-wall high pier construction method provided by an embodiment of the invention;
FIG. 2 is a schematic view of a prestressed steel strand according to an embodiment of the present invention;
FIG. 3 is a schematic view of the installation of a support assembly and a load bearing bracket provided in an embodiment of the present invention;
FIG. 4 is a side view of FIG. 2;
FIG. 5 is an enlarged view of a portion of FIG. 4 at A;
FIG. 6 is a schematic view of the installation of a prestressed steel bundle on a support assembly and a load bearing bracket according to an embodiment of the present invention;
FIG. 7 is a first construction process diagram of a hollow thin-walled high pier provided in accordance with an embodiment of the present invention;
fig. 8 is a second construction process diagram of a hollow thin-walled high pier provided in an embodiment of the present invention.
In the figure:
1-a prestress steel tube bundle; 2-bellows assembly; 3-a support assembly; 4-a carrying bracket;
11-coiling the section; 12-extension; 13-anchor ring; 14-spiral ribs; 15-anchoring heads;
21-a first bellows; 22-a second bellows;
31-a supporting frame; 311-supporting the cross beam; 312-supporting vertical beams; 313-diagonal draw beams;
41-load beam; 42-cross bar; 43-first struts; 44-a second leg;
100-pouring pier body sections; 200-presetting pier segments.
Detailed Description
In order to make the technical problems solved by the present invention, the technical solutions adopted and the technical effects achieved more clear, the technical solutions of the embodiments of the present invention will be described in further detail below with reference to the accompanying drawings, and it is obvious that the described embodiments are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to fall within the scope of the invention.
In the description of the present invention, it should be noted that the directions or positional relationships indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Wherein the terms "first position" and "second position" are two different positions.
In the description of the present invention, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be either fixed or removable, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
As shown in fig. 1, the embodiment provides a hollow thin-wall high pier construction method, which specifically includes the following steps:
s1, coiling and bundling steel strands to form a prestress steel strand 1, wherein the prestress steel strand 1 comprises a coiling section 11 and an extension section 12;
s2, installing a corrugated pipe assembly 2 on the extension section 12, wherein the corrugated pipe assembly 2 is sleeved on the extension section 12;
s3, erecting a supporting component 3 on the top of the poured pier body section 100 of the bridge, and erecting a bearing bracket 4 on the supporting component 3;
s4, hanging the coiled section 11 of the prestress steel beam 1 on the bearing bracket 4, and fixing the corrugated pipe assembly 2 on the supporting assembly 3;
s5, supporting a pouring template outside the supporting component 3, and pouring concrete in the pouring template to form a preset pier body section 200 of the bridge.
According to the hollow thin-wall high pier construction method provided by the embodiment, before construction, the support component 3 is firstly erected on the top of the poured pier body 100 of the bridge, and the bearing bracket 4 is erected on the top of the support component 3. Next, the steel strands are coiled on the ground to form a prestressed steel bundle 1 comprising coiled sections 11 and extension sections 12, after which the extension sections 12 are threaded into the bellows assembly 2 and the bellows assembly 2 is connected to the extension sections 12. The pre-stressed steel bundle 1 is then hoisted to the carrier bracket 4 together with the bellows assembly 2 by means of a hoisting device, such that the pre-stressed steel bundle 1 is suspended from the carrier bracket 4 by means of the coiled section 11 and the bellows assembly 2 is fixed with the support assembly 3. Finally, a casting template is supported on the outer side of the supporting component 3, and concrete is cast in the casting template to form a preset pier body section 200 of the bridge.
According to the embodiment, the prestress steel beam 1 is suspended on the bearing support 4, so that the prestress steel beam 1 is located in the space above the pier body construction operation, normal operation of the pier body construction operation is not affected, the construction efficiency is improved, and the operation safety can be ensured. Meanwhile, the steel strand is not segmented, so that the integrity of the steel strand is guaranteed, the vertical prestress of the pier cannot be lost, the construction quality of the pier can be guaranteed, and the construction difficulty is reduced.
Referring to fig. 2, in the present embodiment, the length of the bellows assembly 2 is adjustable, the extension length of the extension section 12 relative to the coiled section 11 is adjustable, and the length of the bellows assembly 2 and the extension length of the extension section 12 are adjusted according to the pier height of the bridge. Specifically, before construction, the pier body is divided into a plurality of preset pier body sections 200 according to the total construction height of the pier body of the bridge, and then each preset pier body section 200 is constructed in turn, and accordingly, the extension length of the extension section 12 is adjusted according to the height of the current preset pier body 200 relative to the poured pier body section 100.
Alternatively, referring to fig. 3 to 8, the support assembly 3 includes a plurality of support frames 31 stacked in sequence, and the number of the support frames 31 is adjusted according to the pier body height of the bridge during specific construction, that is, the number of the support frames 31 is selected according to the number of the preset pier body sections 100 to be constructed. As shown in fig. 3 and 4, the support frame 31 at the bottommost part of the support assembly 3 is fixedly connected with the poured pier segment 100, and the bearing bracket 4 is located on the support frame 31 at the topmost part of the support assembly 3. After the concrete is poured, the support frame 31 can be embedded in the concrete of the preset pier segment 200, as shown in fig. 6. In this embodiment, a reinforcing bar connecting member is reserved at the top of the poured pier segment 100 of the bridge, and when the supporting frame 31 is fixed, the supporting frame 31 and the reinforcing bar connecting member are welded.
Optionally, referring to fig. 3 and 4, the supporting frame 31 includes a plurality of supporting beams 311 and a plurality of supporting vertical beams 312, where the supporting beams 311 and the supporting vertical beams 312 enclose a frame structure, and a diagonal tension beam 313 is disposed between the supporting beams 311 and the supporting vertical beams 312. That is, the entire supporting frame 31 is a truss structure, which can increase the structural strength of the preset pier segment 200 after concrete casting, and ensure the construction quality of the pier.
In this embodiment, the bellows assembly 2 is fixed on the support assembly 3 by a positioning assembly (not shown), the positioning assembly includes a positioning frame and a first locking member, the positioning frame is fixed on the support assembly 3, and the bellows assembly 2 is fixed on the positioning frame by the first locking member. The corrugated pipe assembly 2 is fixed on the positioning frame through the first locking piece, so that the corrugated pipe assembly 2 can be prevented from moving when concrete is poured, and the pouring quality of the preset pier body section 200 is ensured. Further, a plurality of positioning frames are arranged on the supporting frame 31 at intervals along the height direction, so that the corrugated pipe assembly 2 is firmly fixed. The spacing between two adjacent positioning frames can be selected according to practical needs, and for example, one positioning frame can be arranged every 30 cm.
Preferably, the positioning frame is a "groined" steel bar frame that is welded to the support frame 31. The first locking piece is an iron wire, the corrugated pipe assembly 2 is arranged in the 'well' -shaped steel bar frame in a penetrating mode, and the corrugated pipe assembly 2 is fastened on the 'well' -shaped steel bar frame through the iron wire.
Optionally, referring to fig. 2, the bellows assembly 2 includes a first bellows 21 and a second bellows 22, the second bellows 22 is adjustably disposed in the first bellows 21, the extension 12 of the prestressed steel bundle 1 is disposed in the second bellows 22, and the first bellows 21 and the second bellows 22 are both fixed on the positioning frame by a first locking member. Referring to fig. 6, when the prestressed steel bundle 1 is hung on the bearing bracket 4, the second corrugated tube 22 is positioned in the first corrugated tube 21, after the concrete at the position of the bottommost supporting frame 31 is poured (as shown in fig. 7), the second corrugated tube 22 is pulled out from the first corrugated tube 21, the whole length of the corrugated tube assembly 2 is prolonged, and then the next section of preset pier segment 200 is poured. The corrugated pipe assembly 2 is adopted in the embodiment, the purpose of lengthening the corrugated pipe assembly 2 can be achieved, the traditional construction method that the corrugated pipe is penetrated from the beginning after the steel stranded wires are segmented or the corrugated pipe is split and then wrapped with the steel stranded wires is avoided, the construction operation difficulty is reduced, and the construction efficiency can be improved.
In other embodiments, the bellows assembly 2 may also include three bellows, four bellows, etc. that overlap in proper order, and the quantity of bellows that the bellows assembly contains is decided according to the total construction height of the vertical prestressing force pier shaft of bridge, can accomplish the construction of the vertical prestressing force section of pier shaft under the circumstances that does not destroy steel strand wires and bellows, reduces the construction degree of difficulty, guarantees construction quality.
Alternatively, referring to fig. 2, an end of the extension 12 extending out of the bellows assembly 2 is provided with an anchor ring 13, the anchor ring 13 is sleeved with a spiral rib 14, and the diameter of the anchor ring 13 is larger than that of the first bellows 21. The anchor ring 13 can prevent the first corrugated pipe 21 and the second corrugated pipe 22 from being separated from the extension section 12, so that the prestressed steel bundle 1 and the corrugated pipe assembly 2 can be hoisted to the bearing bracket 4 at the same time, and the construction process is reduced. The spiral ribs 14 can play a constraint role on concrete, bear partial force, prevent the anchor ring 13 and the extension section 12 from deviating due to stress when the concrete is poured, and meanwhile, the spiral ribs 14 can increase the contact area between the anchor ring 13 and the extension section 12 and the concrete, so that the pouring quality is ensured.
Alternatively, referring to fig. 2, the prestress steel strand 1 formed by coiling the steel strand is shaped like a P, the coiled section 11 is shaped like a ring, and the extension section 12 extends along the tangential direction of the ring. Further, the winding section 11 comprises a plurality of annular rings which are wound in sequence, each two adjacent annular rings are fixed through second locking pieces, and the second locking pieces are distributed at intervals along the circumference of the annular rings. That is, the twisted steel wires are fixed by the second locking members in pairs when being wound, so that the steel wires are prevented from being scattered, and part of the second locking members are unlocked when the length of the extension section 12 is adjusted, so that the unlocked annular rings are unfolded, and the extension section 12 is prolonged.
In the embodiment, the diameter of each coiled annular ring is approximately 1m, so that the prestress steel beam 1 is convenient to hang and the occupied space is saved. The extension 12 has a predetermined length of about 10m to facilitate penetration into the bellows assembly 2. The arrangement interval of the second locking pieces on the annular ring is approximately 50cm, and the steel strand is ensured to be coiled neatly. In other embodiments, the diameter of the annular ring and the arrangement interval of the second locking members can be adjusted according to actual needs, and the present invention is not limited to the dimensions listed in this embodiment.
Preferably, the second locking member is an iron wire or the like, so long as the steel strand can be bundled and fixed.
Optionally, referring to fig. 2, the end of the extension 12 extending beyond the bellows assembly 2 is further provided with an anchor head 15, the anchor head 15 being configured to be capable of being embedded in the concrete of the pre-set pier segment 200. In this embodiment, the anchoring head 15 is in a diamond frame structure, and after the concrete is poured in the pouring template, the anchoring head 15 is embedded in the concrete, so that the contact area between the prestressed steel bundle 1 and the concrete can be increased, and the vertical prestress of the pier body can be further increased.
Optionally, referring to fig. 3 and 4, the bearing bracket 4 includes a bearing beam 41, a cross bar 42, and a first support post 43 and a second support post 44 disposed at an included angle, where one ends of the first support post 43 and the second support post 44 are connected to the bearing beam 41, and the other ends of the first support post 43 and the second support post 44 are connected to the support assembly 3, and the first support post 43 and the second support post 44 are disposed at intervals along a length direction of the bearing beam 41, and the cross bar 42 is disposed at intervals along the length direction of the bearing beam 41, and the cross bar 42 is used for hanging the prestressed steel bundle 1. In this embodiment, the cross bar 42 is perpendicular to the load beam 41 (as shown in fig. 5), and both ends thereof are cantilevered outward, so that both ends of the cross bar 42 can hang the prestressed steel bundles 1. The first support column 43 and the second support column 44 can form a triangular support structure on the support frame 31 to stably support the load beam 41, so that the prestressed steel bundle 1 can be stably hung on the cross rod 42.
Referring to fig. 4, bearing brackets 4 are respectively arranged at two opposite sides of the supporting frame 31, so that enough prestress steel bundles 1 can be hung, and the vertical prestress of the pier body after pouring is ensured to meet the construction requirement.
Preferably, the bearing beam 41, the first support 43 and the second support 44 are all made of angle steel, so that the structural strength of the bearing bracket 4 can be ensured, and the manufacturing cost is low.
The construction method of the hollow thin-wall high pier provided by the embodiment comprises the following construction steps:
referring to fig. 2, the steel strands are coiled and bundled by a second locking member to form a P-shaped prestress steel bundle 1, the extension 12 is reserved for about 10m long, the extension 12 is penetrated into a second corrugated pipe 22 of the corrugated pipe assembly 2, and an anchor ring 13, a spiral rib 14 and an anchor head 15 are fixed at one end of the extension 12 extending out of the corrugated pipe assembly 2.
When the bridge pier body is constructed to the vertical prestress to be installed, two supporting frames 31 are erected on the poured pier body 100, the first supporting frame 31 is welded with the steel bar connecting piece on the poured pier body 100, and the bearing supports 4 are erected on the second supporting frame 31 as shown in fig. 3 and 4 (the number of the supporting frames 31 is selected according to the height of the corrugated pipe assembly 2 at this time, and the height of the bearing supports 4 is ensured to enable a certain distance to be reserved between the bottom of the extension section 12 and the poured pier body 100 as shown in fig. 6). The prestressed steel bundle 1 is hoisted by using a tower crane, so that the prestressed steel bundle 1 is suspended on the cross rod 42 of the bearing bracket 4 through the coiling section 11, and meanwhile, the corrugated pipe assembly 2 and the extension section 12 extend into the first supporting frame 31, and the first corrugated pipe 21 is fixed on the first supporting frame 31 and the second supporting frame 31 through the positioning frame and the first locking piece, as shown in fig. 6. Then, a casting formwork is supported on the outer side of the first support frame 31, concrete is cast in the casting formwork (as shown in fig. 7) to form a preset pier body section 200, and the construction of the next preset pier body section 200 is performed after the current preset pier body section 200 is completed.
Referring to fig. 7 and 8, a support frame 31 (a third support frame 31) is further stacked on top of the second support frame 31, and the carrying support frame 4 is mounted on the support frame 31, part of the second locking member is released, part of the annular ring is unfolded to extend the extension section 12, the prestressed steel bundle 1 is lifted to the carrying support frame 4 at the current position by using the tower crane, and then the second corrugated tube 22 is pulled out of the first corrugated tube 21 (as shown in fig. 8), and the second corrugated tube 22 is fixed on the third support frame 31 through the positioning frame and the first locking member. And a casting template is supported on the outer side of the second supporting frame 31, concrete is cast, a next section of preset pier body section 200 is formed, and the process is circulated until the construction of the whole bridge pier body is completed.
Note that the above is only a preferred embodiment of the present invention and the technical principle applied. It will be understood by those skilled in the art that the present invention is not limited to the particular embodiments described herein, but is capable of various obvious changes, rearrangements and substitutions as will now become apparent to those skilled in the art without departing from the scope of the invention. Therefore, while the invention has been described in connection with the above embodiments, the invention is not limited to the embodiments, but may be embodied in many other equivalent forms without departing from the spirit or scope of the invention, which is set forth in the following claims.
Claims (7)
1. The construction method of the hollow thin-wall high pier is characterized by comprising the following steps of:
coiling and bundling steel strands to form a prestress steel bundle (1), wherein the prestress steel bundle (1) comprises a coiling section (11) and an extending section (12);
a corrugated pipe assembly (2) is arranged on the extension section (12), and the corrugated pipe assembly (2) is sleeved on the extension section (12);
erecting a supporting component (3) on the top of a poured pier body section (100) of the bridge, and erecting a bearing bracket (4) on the supporting component (3);
hanging a coiled section (11) of the prestress steel beam (1) on the bearing bracket (4) and fixing the corrugated pipe assembly (2) on the supporting assembly (3);
a pouring template is supported outside the supporting component (3), and concrete is poured in the pouring template to form a preset pier body section (200) of the bridge;
the length of the corrugated pipe assembly (2) is adjustable, the extension length of the extension section (12) relative to the coiling section (11) is adjustable, and the length of the corrugated pipe assembly (2) and the extension length of the extension section (12) are adjusted according to the pier body height of the bridge;
the corrugated pipe assembly (2) is fixed on the supporting assembly (3) through a positioning assembly, the positioning assembly comprises a positioning frame and a first locking piece, the positioning frame is fixed on the supporting assembly (3), and the corrugated pipe assembly (2) is fixed on the positioning frame through the first locking piece;
the corrugated pipe assembly (2) comprises a first corrugated pipe (21) and a second corrugated pipe (22), the second corrugated pipe (22) is arranged in the first corrugated pipe (21) in a position-adjustable mode, the extension section (12) of the prestress steel beam (1) is arranged in the second corrugated pipe (22) in a penetrating mode, and the first corrugated pipe (21) and the second corrugated pipe (22) are fixed on the positioning frame through the first locking piece.
2. The hollow thin-wall high pier construction method according to claim 1, wherein the supporting component (3) comprises a plurality of supporting frames (31) which are sequentially stacked, the number of the supporting frames (31) is adjusted according to the pier body height of the bridge, the supporting frames (31) at the bottommost part of the supporting component (3) are fixedly connected with the poured pier body section (100), the bearing support (4) is located on the supporting frames (31) at the topmost part of the supporting component (3), and the supporting frames (31) can be embedded in concrete of the preset pier body section (200).
3. The hollow thin-wall high pier construction method according to claim 2, wherein the supporting frame (31) comprises a plurality of supporting beams (311) and a plurality of supporting vertical beams (312), the supporting beams (311) and the supporting vertical beams (312) are surrounded to form a frame structure, and a diagonal bracing beam (313) is arranged between the supporting beams (311) and the supporting vertical beams (312).
4. The hollow thin-wall high pier construction method according to claim 1, wherein an anchor ring (13) is arranged at one end of the extension section (12) extending out of the corrugated pipe assembly (2), a spiral rib (14) is sleeved outside the anchor ring (13), and the diameter of the anchor ring (13) is larger than that of the first corrugated pipe (21).
5. The hollow thin-wall high pier construction method according to claim 1, wherein the bearing bracket (4) comprises a bearing beam (41), a cross rod (42) and a first support (43) and a second support (44) which are arranged at an included angle, one ends of the first support (43) and the second support (44) are connected with the bearing beam (41), the other ends of the first support (43) and the second support (44) are connected with the supporting component (3), a plurality of support beams are arranged at intervals along the length direction of the bearing beam (41), a plurality of cross rods (42) are arranged at intervals along the length direction of the bearing beam (41), and the cross rod (42) is used for hanging the prestressed steel bundles (1).
6. The construction method of the hollow thin-wall high pier according to any one of claims 1 to 5, wherein the coiling section (11) comprises a plurality of annular rings coiled in sequence, each two adjacent annular rings are fixed through second locking pieces, and the second locking pieces are distributed at intervals along the circumferential direction of the annular rings.
7. The hollow thin-wall high pier construction method according to any one of claims 1-5, characterized in that the end of the extension section (12) extending out of the bellows assembly (2) is provided with an anchoring head (15), the anchoring head (15) being configured to be able to be embedded in the concrete of the pre-set pier body section (200).
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|---|---|---|---|---|
| JPH08134848A (en) * | 1994-11-10 | 1996-05-28 | Ohbayashi Corp | Execution method of steel pipe-concrete composite structure pier |
| CN111335155A (en) * | 2020-04-22 | 2020-06-26 | 中铁第五勘察设计院集团有限公司 | Railway assembled hollow pier and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105113389B (en) * | 2015-09-18 | 2017-01-25 | 河海大学 | Assembled type bridge pier column member with steel-concrete composite structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH08134848A (en) * | 1994-11-10 | 1996-05-28 | Ohbayashi Corp | Execution method of steel pipe-concrete composite structure pier |
| CN111335155A (en) * | 2020-04-22 | 2020-06-26 | 中铁第五勘察设计院集团有限公司 | Railway assembled hollow pier and construction method thereof |
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| 桥梁施工的高墩施工技术;董召;;交通世界(15);全文 * |
| 粉房湾长江大桥引桥门式墩柱施工技术;何沛明;杨金勇;史国良;;桥梁建设(S1);全文 * |
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