CN114908675A - Hollow thin-wall high pier construction method - Google Patents
Hollow thin-wall high pier construction method Download PDFInfo
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- CN114908675A CN114908675A CN202210588089.2A CN202210588089A CN114908675A CN 114908675 A CN114908675 A CN 114908675A CN 202210588089 A CN202210588089 A CN 202210588089A CN 114908675 A CN114908675 A CN 114908675A
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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 hoisting the prestressed steel beam together with the corrugated pipe assembly to the bearing support by using hoisting equipment, so that the prestressed steel beam is suspended on the bearing support through the coiling section, the extension section and the lower end of the corrugated pipe assembly extend into the support assembly, and the corrugated pipe assembly and the support assembly are fixed. And finally, erecting a pouring template outside the supporting component and pouring concrete. The prestressed steel strand is hung on the bearing support, so that the prestressed steel strand is 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 can be ensured. Because the steel strand wires are not segmented, the vertical prestress of the pier cannot be lost, the construction quality of the pier can be ensured, and the construction difficulty is reduced.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a construction method of a hollow thin-wall high pier.
Background
The hollow thin-wall high pier is a form widely adopted in the design of the prior highway pier, and is generally popular due to the fact that the pier body can reach higher height, the structure is economical and practical, and the construction is simple and convenient.
At present, in the vertical prestress construction of pier beam consolidation of a hollow thin-wall high pier, a large number of steel strands with longer length are often buried in a pier body to serve as vertical prestress ribs, so that an anchoring system is formed by the vertical prestress ribs and a No. 0 block. The lower anchoring end of the vertical prestressed tendon is embedded in different height positions in the pier body in a segmented mode, the vertical prestressed tendon is sleeved with the corrugated pipe to form a hole, the corrugated pipe extends to the top of the No. 0 block beam to be tensioned and anchored, and grouting is conducted in the hole to finally form a pier beam 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, in the prior art, the corrugated pipe is usually split in sections, then steel strands are sleeved in the sections, then the corrugated pipe is wound and connected by using an adhesive tape, the operation is complex, and the operation difficulty is high. The steel strands are constructed by adopting a method of sectional connection or integral dispersion on the pier body operation platform, if the steel strands are connected by sections, the integrity of a single steel strand is easy to damage, the accumulated loss amount of vertical prestress is large during construction, and the vertical prestress construction quality of the pier cannot be ensured; if the method of scattering on the pier body operation platform is adopted, the steel strands occupy the pier top operation space, normal construction is disturbed, construction efficiency is low, and safety risk is high.
Therefore, a method for constructing a hollow thin-walled high pier is needed to solve the above problems.
Disclosure of Invention
Based on the problems, the invention aims to provide a hollow thin-wall high pier construction method, which can ensure the vertical prestress construction quality of a pier, reduce the construction difficulty, does not influence other construction operations of the pier and has high construction efficiency.
In order to achieve the purpose, the invention adopts the following technical scheme:
a construction method of a hollow thin-wall high pier comprises the following steps:
coiling and bundling the steel strands to form a prestressed steel bundle, wherein the prestressed steel bundle comprises a coiling section and an extension section;
a corrugated pipe assembly is arranged on the extension section and sleeved on the extension section;
erecting a support component on the top of a poured pier body section of the bridge, and erecting a bearing support on the support component;
hanging the coiled section of the prestressed steel beam on the bearing support, and fixing the corrugated pipe assembly on the supporting assembly;
and a pouring template is arranged outside the supporting component in a supporting mode, and concrete is poured in the pouring template to form a preset pier body section of the bridge.
As a preferable mode of the hollow thin-walled high pier construction method of the present invention, the length of the bellows assembly is adjustable, the extension length of the extension section with respect to the coil section is adjustable, and the length of the bellows assembly and the extension length of the extension section are adjusted according to the pier body height of the bridge.
As a preferable scheme of the hollow thin-wall high pier construction method, the support assembly comprises a plurality of support frames which are sequentially stacked, the number of the support frames is adjusted according to the height of the pier body of the bridge, the support frame at the bottommost part of the support assembly is fixedly connected with the poured pier body section, the bearing support is positioned on the support frame at the topmost part of the support assembly, and the support frame can be embedded in concrete of the preset pier body section.
As a preferable scheme of the construction method of the hollow thin-wall high pier, the support frame comprises a plurality of support cross beams and a plurality of support vertical beams, the plurality of support cross beams and the plurality of support vertical beams are arranged in an enclosing manner to form a frame structure, and oblique tension beams are arranged between the support cross beams and the support vertical beams.
As a preferable scheme of the construction method of the hollow thin-wall high pier, the bearing support comprises a bearing beam, a cross rod, a first pillar and a second pillar, wherein the first pillar and the second pillar are arranged at an included angle, one end of each of the first pillar and the second pillar is connected with the bearing beam, the other end of each of the first pillar and the second pillar is connected with the support assembly, a plurality of the first pillars and the second pillars are arranged at intervals along the length direction of the bearing beam, a plurality of the cross rods are arranged at intervals along the length direction of the bearing beam, and the cross rod is used for hanging the prestressed steel beam.
As a 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 manner, the extension section of the prestressed steel bundle 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 a preferable scheme of the construction method of the hollow thin-wall high pier, an anchor ring is arranged at one end of the extension section, which extends out of the corrugated pipe assembly, 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 method for constructing the hollow thin-walled high pier, the bellows assembly is fixed on the support assembly through a positioning assembly, the positioning assembly comprises a positioning frame and a first locking member, the positioning frame is fixed on the support assembly, and the bellows assembly is fixed on the positioning frame through the first locking member.
As a preferable scheme of the construction method of the hollow thin-wall high pier, the coiling section comprises a plurality of annular rings which are coiled in sequence, every two adjacent annular rings are fixed through a second locking piece, 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 capable of being embedded in concrete of the preset pier body section.
The beneficial effects of the invention are as follows:
the invention provides a construction method of a hollow thin-wall high pier, which is characterized in that a support component is firstly erected at the top of a poured pier body section of a bridge before construction, and a bearing support is erected at the top of the support component. Secondly, the steel strands are coiled and bundled on the ground to form a prestressed steel strand comprising a coiled section and an extended section, and then the extended section is threaded into the corrugated pipe assembly and the corrugated pipe assembly is connected with the extended section. Then, hoisting the prestressed steel bundle together with the corrugated pipe assembly to the bearing support by using hoisting equipment, hanging the prestressed steel bundle on the bearing support through the coiling section, and fixing the corrugated pipe assembly and the support assembly. And finally, erecting 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 prestressed steel strand is suspended on the bearing support, so that the prestressed steel strand is 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, because the steel strand is not segmented, the integrity of the steel strand is ensured, so that the vertical prestress of the pier cannot be lost, the construction quality of the pier can be ensured, and the construction difficulty is reduced.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings used in the description of the embodiments of the present invention will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the contents of the embodiments of the present invention and the drawings without creative efforts.
FIG. 1 is a flow chart of a method for constructing a hollow thin-walled high pier according to an embodiment of the present invention;
FIG. 2 is a schematic structural view of a prestressed steel strand according to an embodiment of the present invention;
FIG. 3 is a schematic illustration of the mounting of a support assembly and load bearing bracket provided by 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 the prestressed steel strands on the support assemblies and the load-bearing brackets according to the embodiment of the present invention;
fig. 7 is a first construction process diagram of the hollow thin-walled high pier provided by the embodiment of the invention;
fig. 8 is a second construction process diagram of the hollow thin-walled high pier according to the embodiment of the invention.
In the figure:
1-a prestressed steel tube bundle; 2-a bellows assembly; 3-a support assembly; 4-a load-bearing support;
11-a coil section; 12-an extension; 13-an anchor ring; 14-a spiral rib; 15-an anchoring head;
21-a first bellows; 22-a second bellows;
31-a support frame; 311-a support beam; 312-supporting vertical beams; 313-diagonal tension beams;
41-a carrier beam; 42-a cross-bar; 43-a first strut; 44-a second strut;
100-pouring pier shaft sections; 200-presetting pier body sections.
Detailed Description
In order to make the technical problems solved, technical solutions adopted and technical effects achieved by the present invention clearer, the technical solutions of the embodiments of the present invention will be described in further detail below with reference to the accompanying drawings. 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 invention.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular 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 otherwise explicitly stated or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection or a removable connection; 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 meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
As shown in fig. 1, the embodiment provides a method for constructing a hollow thin-walled high pier, which specifically includes the following steps:
s1, coiling and bundling the steel strands to form a prestressed steel bundle 1, wherein the prestressed steel bundle 1 comprises a coiling section 11 and an extending section 12;
s2, installing the corrugated pipe component 2 on the extension section 12, and sleeving the corrugated pipe component 2 on the extension section 12;
s3, erecting a support component 3 on the top of the poured pier body section 100 of the bridge, and erecting a bearing support 4 on the support component 3;
s4, hanging the coiled section 11 of the prestressed steel beam 1 on a bearing support 4, and fixing the corrugated pipe assembly 2 on a support assembly 3;
s5, arranging a pouring template outside the supporting component 3, and pouring concrete in the pouring template to form the preset pier body section 200 of the bridge.
In the construction method of the hollow thin-wall high pier provided by the embodiment, before construction, the support component 3 is firstly erected on the top of the poured pier body section 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 and bundled at the ground to form a prestressed steel bundle 1 including a coiled section 11 and an extended section 12, and then the extended section 12 is inserted into the corrugated pipe assembly 2, and the corrugated pipe assembly 2 is connected to the extended section 12. Then, hoisting the prestressed steel strand 1 together with the corrugated pipe assembly 2 to the bearing support 4 by using a hoisting device, so that the prestressed steel strand 1 is suspended on the bearing support 4 through the coiled section 11, and the corrugated pipe assembly 2 and the support assembly 3 are fixed. Finally, a pouring template is erected on the outer side of the supporting component 3, and concrete is poured in the pouring template to form the preset pier body section 200 of the bridge.
This embodiment is through hanging prestressing steel bundle 1 on bearing support 4 for prestressing steel bundle 1 is in pier shaft construction operation's top space, does not influence pier shaft construction operation's normal clear, has both improved the efficiency of construction and can ensure operation safety again. Meanwhile, the integrity of the steel strand is guaranteed because the steel strand is not segmented, so that the vertical prestress of the pier cannot be lost, the construction quality of the pier can be further guaranteed, and the construction difficulty is reduced.
Referring to fig. 2, in the present embodiment, the length of bellows assembly 2 is adjustable, the extension length of extension section 12 relative to coiled section 11 is adjustable, and the length of bellows assembly 2 and the extension length of extension section 12 are adjusted according to the pier shaft 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, then each preset pier body section 200 is constructed in sequence, and correspondingly, 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 supporting assembly 3 includes a plurality of supporting frames 31 stacked in sequence, and during the specific construction, the number of the supporting frames 31 is adjusted according to the pier body height of the bridge, that is, the number of the supporting frames 31 is selected according to the number of the preset pier body sections 100 required to be constructed. As shown in fig. 3 and 4, the support frame 31 at the bottom of the support assembly 3 is fixedly connected to the poured pier shaft section 100, and the bearing bracket 4 is located on the support frame 31 at the top of the support assembly 3. After the concrete is poured, the support frame 31 can be embedded in the concrete of the preset pier body section 200, as shown in fig. 6. In this embodiment, a reinforcing steel bar connecting piece is reserved at the top of the poured pier body section 100 of the bridge, and when the support frame 31 is fixed, the support frame 31 and the reinforcing steel bar connecting piece 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, the plurality of supporting beams 311 and the plurality of supporting vertical beams 312 enclose to form a frame structure, and a diagonal beam 313 is disposed between the supporting beams 311 and the supporting vertical beams 312. That is, the entire support frame 31 is a truss structure, which can increase the structural strength of the preset pier body section 200 after concrete pouring, and ensure the construction quality of the pier.
In this embodiment, the bellows assembly 2 is fixed to 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 to the support assembly 3, and the bellows assembly 2 is fixed to the positioning frame by the first locking member. Fix bellows subassembly 2 on positioning frame through first retaining member, bellows subassembly 2 removes when can preventing concreting, guarantees the pouring quality of predetermineeing pier shaft section 200. Further, the positioning frame is provided with a plurality of positioning frames on the supporting frame 31 at intervals along the height direction, so that the corrugated pipe assembly 2 is ensured to be fixed firmly. The distance between two adjacent positioning frames can be selected according to actual needs, and exemplarily, one positioning frame can be arranged at intervals of 30 cm.
Preferably, the positioning frame is a reinforcing steel frame shaped like a Chinese character jing, which is welded with the supporting frame 31. First retaining member is the iron wire, and bellows subassembly 2 wears to locate in "well" font steel reinforcement frame to fasten bellows subassembly 2 on "well" font steel reinforcement frame through the iron wire.
Optionally, referring to fig. 2, the corrugated pipe assembly 2 includes a first corrugated pipe 21 and a second corrugated pipe 22, the second corrugated pipe 22 is disposed in the first corrugated pipe 21 in a position-adjustable manner, the extension section 12 of the prestressed steel strand 1 is disposed in the second corrugated pipe 22, and both the first corrugated pipe 21 and the second corrugated pipe 22 are fixed to the positioning frame through a first locking member. Referring to fig. 6, when the prestressed steel bundle 1 is hung on the bearing support 4, the second corrugated pipe 22 is located in the first corrugated pipe 21, and after the concrete at the position of the bottommost supporting frame 31 is poured (as shown in fig. 7), the second corrugated pipe 22 is pulled out from the first corrugated pipe 21, the overall length of the corrugated pipe assembly 2 is extended, and then the next preset pier body segment 200 is poured. The bellows subassembly 2 of bushing type is adopted to this embodiment, can reach the purpose of lengthening bellows subassembly 2, has avoided again the tradition to pass the construction method of bellows from the beginning after segmenting the steel strand wires or cut the bellows open again parcel steel strand wires, has reduced the construction operation degree of difficulty, can improve the efficiency of construction.
In other embodiments, bellows assembly 2 also can be including three bellows, four bellows etc. of establishing in proper order, according to the total construction height of the vertical prestressing force pier shaft of bridge determine the quantity of the bellows that the bellows assembly contains, can accomplish the construction of the vertical prestressing force section of pier shaft under the condition of not destroying steel strand wires and bellows, reduce the construction degree of difficulty, guarantee construction quality.
Optionally, referring to fig. 2, the end of the extension 12 extending out of the bellows assembly 2 is provided with an anchor ring 13, the anchor ring 13 is externally 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 separating from the extension section 12, so that the prestressed steel beam 1 and the corrugated pipe assembly 2 can be simultaneously hoisted to the bearing support 4, and the construction procedures are reduced. The spiral ribs 14 can play a role in restraining concrete and bearing partial force, the anchor ring 13 and the extension section 12 are prevented from deviating due to stress when the concrete is poured, meanwhile, the spiral ribs 14 can increase the contact area of the anchor ring 13 and the extension section 12 and the concrete, and the pouring quality is guaranteed.
Alternatively, referring to fig. 2, the prestressed steel strand 1 formed by coiling the steel strand is in a "P" shape, the coiling section 11 is in a ring shape, and the extending section 12 extends along the tangential direction of the ring shape. Further, coiling section 11 is including a plurality of annular circles that coil in proper order, and every two adjacent annular circles between all fixed through the second retaining member, the circumference interval distribution that the second retaining member enclosed along the annular has a plurality ofly. That is, steel strand wires need pass through two liang of fixes of second retaining member with the annular circle of having coiled when coiling, avoids steel strand wires in disorder, unlocks partial second retaining member when adjusting the length of extension section 12 again to make the annular circle after the unblock expand, with extension section 12.
In the embodiment, the diameter of each coiled annular ring is approximately 1m, the prestressed steel bundles 1 are conveniently hung, and the occupied space is saved. The extension 12 is provided with a length of about 10m to facilitate penetration of the bellows assembly 2. The second locking member is arranged on the annular ring at intervals of approximately 50cm, so that the steel strands can be coiled neatly. In other embodiments, the diameter of the annular ring and the arrangement distance of the second locking member can be adjusted according to actual needs, and are not limited to the dimensions listed in this embodiment.
Preferably, the second locking member is a wire or the like as long as the wire can be bundled and fixed.
Optionally, referring to fig. 2, the end of the extension section 12 extending out of the bellows assembly 2 is further provided with an anchoring head 15, the anchoring head 15 being configured to be embedded in the concrete of the predetermined pier section 200. In this embodiment, the anchoring head 15 is a rhombic frame structure, and after the concrete is poured into the pouring template, the anchoring head 15 is embedded into 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 pillar 43 and a second pillar 44 that are arranged at an included angle, one end of each of the first pillar 43 and the second pillar 44 is connected to the bearing beam 41, the other end of each of the first pillar 43 and the second pillar 44 is connected to the support assembly 3, the first pillar 43 and the second pillar 44 are arranged at intervals along the length direction of the bearing beam 41, the cross bar 42 is arranged at intervals along the length direction of the bearing beam 41, and the cross bar 42 is used for hanging the prestressed steel beam 1. In this embodiment, the cross bar 42 is perpendicular to the carrier beam 41 (as shown in fig. 5), and both ends of the cross bar 42 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 carrier beam 41, so that the prestressed steel beam 1 can be stably hung on the cross bar 42.
Referring to fig. 4, the bearing supports 4 are arranged on two opposite sides of the support frame 31 to hang enough prestressed steel beams 1, so that the vertical prestress of the poured pier body can meet the construction requirements.
Preferably, the carrier beam 41, the first pillar 43 and the second pillar 44 are all made of angle steel, so that the structural strength of the carrier 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 prestressed steel bundle 1, the extension section 12 is reserved about 10m long, the extension section 12 is inserted 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 section 12 extending out of the corrugated pipe assembly 2.
When the bridge pier body is constructed to the condition that vertical prestress needs to be installed, two support frames 31 are erected on the poured pier body section 100, the first support frame 31 is welded with a steel bar connecting piece on the poured pier body section 100, and a bearing support 4 is erected on the second support frame 31 as shown in fig. 3 and 4 (at the moment, the number of the support frames 31 needs to be selected according to the height of the corrugated pipe assembly 2, and a certain distance is reserved between the bottom of the extension section 12 and the poured pier body section 100 due to the height of the bearing support 4, as shown in fig. 6). Hoisting the prestressed steel strand 1 by using a tower crane, so that the prestressed steel strand 1 is hung on the cross bar 42 of the bearing support 4 through the coiling section 11, meanwhile, the corrugated pipe assembly 2 and the extension section 12 extend into the first support frame 31, and the first corrugated pipe 21 is fixed on the first support frame 31 and the second support frame 31 through the positioning frame and the first locking piece, as shown in fig. 6. Then, a pouring template is erected outside the first support frame 31, concrete (as shown in fig. 7) is poured into the pouring template to form a preset pier body section 200, and after the current preset pier body section 200 is completed, the construction of the next preset pier body section 200 is performed.
Referring to fig. 7 and 8, a support frame 31 (a third support frame 31) is continuously stacked on top of the second support frame 31, the 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 support frame 4 at the current position by a tower crane, then the second corrugated pipe 22 is pulled out from the first corrugated pipe 21 (as shown in fig. 8), and the second corrugated pipe 22 is fixed on the third support frame 31 through the positioning frame and the first locking member. And erecting a pouring template outside the second support frame 31, and pouring concrete to form a next preset pier body section 200, and repeating the steps until the construction of the whole bridge pier body is completed.
It is to be noted that the foregoing is only illustrative of the preferred embodiments of the present invention and the technical principles employed. It will be understood by those skilled in the art that the present invention is not limited to the particular embodiments illustrated 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, although the present invention has been described in greater detail by the above embodiments, the present invention is not limited to the above embodiments, and may include other equivalent embodiments without departing from the spirit of the present invention, and the scope of the present invention is determined by the scope of the appended claims.
Claims (10)
1. A construction method of a hollow thin-wall high pier is characterized by comprising the following steps:
coiling and bundling the steel strands to form a prestressed steel bundle (1), wherein the prestressed steel bundle (1) comprises a coiling section (11) and an extension 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 support component (3) on the top of a poured pier body section (100) of the bridge, and erecting a bearing support (4) on the support component (3);
hanging the coiled section (11) of the prestressed steel bundle (1) on the bearing support (4), and fixing the corrugated pipe assembly (2) on the supporting assembly (3);
and a pouring template is arranged outside the supporting component (3) in a supporting mode, and concrete is poured in the pouring template to form a preset pier body section (200) of the bridge.
2. The hollow thin-walled high pier construction method according to claim 1, wherein the length of the bellows assembly (2) is adjustable, the extension length of the extension section (12) with respect to the coil 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 body height of the bridge.
3. The hollow thin-wall high pier construction method according to claim 2, wherein the supporting assembly (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 frame (31) at the bottommost part of the supporting assembly (3) is fixedly connected with the poured pier body section (100), the bearing support (4) is positioned on the supporting frame (31) at the topmost part of the supporting assembly (3), and the supporting frame (31) can be embedded in concrete of the preset pier body section (200).
4. The hollow thin-wall high pier construction method according to claim 3, wherein the support frame (31) comprises a plurality of support cross beams (311) and a plurality of support vertical beams (312), the plurality of support cross beams (311) and the plurality of support vertical beams (312) are enclosed to form a frame structure, and diagonal tension beams (313) are arranged between the support cross beams (311) and the support vertical beams (312).
5. The hollow thin-walled high pier construction method according to claim 2, characterized in that the bellows assembly (2) is fixed to the support assembly (3) by a positioning assembly comprising a positioning frame fixed to the support assembly (3) and a first locking member by which the bellows assembly (2) is fixed to the positioning frame.
6. The hollow thin-wall high pier construction method according to claim 5, wherein the bellows assembly (2) comprises a first bellows (21) and a second bellows (22), the second bellows (22) is arranged in the first bellows (21) in a position-adjustable manner, the extension section (12) of the prestressed steel strand (1) is arranged in the second bellows (22) in a penetrating manner, and the first bellows (21) and the second bellows (22) are fixed on the positioning frame through the first locking member.
7. The hollow thin-walled high pier construction method according to claim 6, wherein the end of the extension (12) extending out of the corrugated pipe assembly (2) is provided with an anchor ring (13), the anchor ring (13) is externally sleeved with a spiral rib (14), and the diameter of the anchor ring (13) is larger than that of the first corrugated pipe (21).
8. The hollow thin-wall high pier construction method according to claim 1, wherein the bearing support (4) comprises a bearing beam (41), a cross rod (42) and a first pillar (43) and a second pillar (44) arranged at an included angle, one end of each of the first pillar (43) and the second pillar (44) is connected with the bearing beam (41), the other end of each of the first pillar and the second pillar is connected with the support assembly (3), the first pillar (43) and the second pillar (44) are arranged at intervals along the length direction of the bearing beam (41), the cross rod (42) is arranged at intervals along the length direction of the bearing beam (41), and the cross rod (42) is used for hanging the prestressed steel beam (1).
9. The hollow thin-wall high pier construction method according to any one of claims 1 to 8, wherein the coiled section (11) comprises a plurality of annular rings coiled in sequence, and every two adjacent annular rings are fixed by a second locking piece which is distributed at intervals along the circumferential direction of the annular rings.
10. The hollow thin-wall high pier construction method according to any one of claims 1 to 8, characterized in that the end of the extension section (12) extending out of the bellows assembly (2) is provided with an anchoring head (15), and the anchoring head (15) is configured to be embedded in the concrete of the predetermined 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 |
| US20170356144A1 (en) * | 2015-09-18 | 2017-12-14 | Hohai University | Assembled type pier column member with steel-concrete composite structure |
| 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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2022
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| JPH08134848A (en) * | 1994-11-10 | 1996-05-28 | Ohbayashi Corp | Execution method of steel pipe-concrete composite structure pier |
| US20170356144A1 (en) * | 2015-09-18 | 2017-12-14 | Hohai University | Assembled type pier column member with steel-concrete composite structure |
| 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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