CN114108469A

CN114108469A - Reverse construction method rapid construction method for large-span prestressed cast-in-place bridge

Info

Publication number: CN114108469A
Application number: CN202111250799.6A
Authority: CN
Inventors: 赵根生; 赵健; 范鹏鹏; 郭健健; 宋杰; 迟凌云
Original assignee: Shandong Hi Speed Engineering Construction Group Co Ltd
Current assignee: Shandong Hi Speed Engineering Construction Group Co Ltd
Priority date: 2021-10-26
Filing date: 2021-10-26
Publication date: 2022-03-01

Abstract

The application relates to the field of bridge construction technology, in particular to a quick construction method for a large-span prestressed cast-in-place bridge reverse construction method, which comprises the following steps: preparing a site; lowering the open caisson while digging a groove at the designed position; constructing a pile foundation, namely erecting drilling equipment in a foundation trench defined by the open caisson, drilling holes and then pouring the pile foundation; constructing a pier stud; constructing a box girder; the box girder is provided with prestress, and the prestress comprises the procedures of box girder rib penetration, tensioning, grouting, anchor sealing and the like; constructing a platform back, binding platform back steel bars, erecting a formwork and pouring platform back concrete; excavating soil around the pier stud, and excavating the soil at the bottom of the box girder to the elevation of the bottom of the open caisson; dismantling the open caisson, and moving out of a construction site; excavating soil below the pier stud, and excavating the soil below the box girder to the designed river channel bottom elevation; constructing pile tie beams, namely constructing the pile tie beams between adjacent pile foundations; and (4) cleaning the construction site, removing sundries in the construction site and meeting the water supply requirement. The construction method has the effects of improving the construction efficiency and reducing the construction risk and the construction cost.

Description

Reverse construction method rapid construction method for large-span prestressed cast-in-place bridge

Technical Field

The application relates to the field of bridge construction technology, in particular to a quick construction method for a large-span prestressed cast-in-place bridge by a reverse construction method.

Background

The bridge is generally a building erected on rivers, lakes and seas to enable vehicles, pedestrians and the like to smoothly pass through. In order to adapt to the modern high-speed development traffic industry, bridges are also extended to be constructed to span mountain stream, unfavorable geology or meet other traffic needs, so that the buildings are convenient to pass.

At present, the traditional river channel bridge construction method is as follows: firstly, excavating a foundation pit at a position where a bridge needs to be built, wherein the foundation pit is directly used as a part of a river channel at the later stage; then, constructing supporting structures such as pile foundations, ground tie beams, piers and the like from the lower part and the upper part; and finally, constructing the box girder, and building supporting systems such as full framing scaffolds and the like before the box girder is constructed.

Aiming at the related technologies, the inventor thinks that if the distance between the box girder and the river channel is large, the construction difficulty of corresponding support systems such as scaffold erection is large, and the construction efficiency is low.

Disclosure of Invention

In order to improve the construction efficiency of the bridge, the application provides a reverse construction method rapid construction method of a large-span prestressed cast-in-place bridge.

The application provides a quick construction method of large-span prestressing force cast-in-place bridge reverse construction method adopts following technical scheme:

a reverse construction method rapid construction method of a large-span prestressed cast-in-place bridge comprises the following steps:

the method comprises the following steps: preparing a site, measuring and paying off, and leveling a construction site;

step two: lowering the open caisson while digging a groove at the designed position;

step three: constructing a pile foundation, namely erecting drilling equipment in a foundation trench defined by the open caisson, drilling holes and then pouring the pile foundation;

step four: constructing an pier column, binding steel bars, erecting a formwork and pouring pier column concrete in the open caisson;

step five: constructing a box girder, binding steel bars, erecting a formwork and pouring box girder concrete on the surface of a construction site;

step six: the box girder is provided with prestress, and the prestress comprises the procedures of box girder rib penetration, tensioning, grouting and anchor sealing;

step seven: constructing a platform back, binding platform back steel bars, erecting a formwork and pouring platform back concrete;

step eight: excavating soil around the pier stud, and excavating the soil at the bottom of the box girder to the elevation of the bottom of the open caisson;

step nine: dismantling the open caisson, and moving out of a construction site;

step ten: excavating soil below the pier stud, and excavating the soil below the box girder to the designed river channel bottom elevation;

step eleven: constructing pile tie beams, namely constructing the pile tie beams between adjacent pile foundations;

step twelve: and (4) cleaning the construction site, removing sundries in the construction site and meeting the water supply requirement.

By adopting the technical scheme, when the large-span prestressed cast-in-place bridge is constructed, the traditional process of firstly excavating soil bodies is changed, and finally excavating soil bodies are put by the process of constructing a bridge structure from bottom to top, the whole construction process saves the time for installing and disassembling the full scaffold, improves the construction efficiency, reduces the construction risk and the construction cost, and the open caisson can prevent the surrounding soil bodies from collapsing and simultaneously forms a foundation trench space.

Optionally, in the third step, a first cushion layer is further constructed on the ground of the foundation trench and used for supporting the drilling equipment.

Through adopting above-mentioned technical scheme, promoted the roughness of drilling equipment holding surface, made drilling equipment during operation more stable.

Optionally, a second cushion layer is further constructed on the surface of the construction site in the fifth step and used for forming a platform for constructing the box girder.

Through adopting above-mentioned technical scheme, promoted the roughness of case roof beam holding surface, promoted the convenience of construction case roof beam.

Optionally, the open caisson is rectangular frame-shaped and comprises four detachably spliced partition plates.

Through adopting above-mentioned technical scheme, can assemble and dismantle the open caisson, the open caisson recycling of being convenient for.

Optionally, the vertical a plurality of picture peg that is provided with of one end of baffle horizontal direction, the other end of baffle horizontal direction is vertical to be provided with a plurality of to the splint, the card can be dismantled to the picture peg and two splint of locating every centering between, wear to be equipped with the bolt that is used for restricting the picture peg to break away from splint between picture peg and the splint.

Through adopting above-mentioned technical scheme, picture peg and splint are spacing each other, make four baffles reciprocate in step, and four baffles are fixed through the bolt, when four baffles are dismantled to needs, take off the bolt, can part four baffles, and open caisson equipment dismantlement is comparatively convenient.

Optionally, the bolt is including wearing to locate the inserted bar of picture peg and splint, inserted bar top rigid coupling has the baffle, but inserted bar bottom demountable installation has the locating part that is used for restricting the inserted bar and breaks away from picture peg and splint.

Through adopting above-mentioned technical scheme, the inserted bar is worn to locate picture peg and splint for the restriction picture peg breaks away from the splint, and the locating part then is used for restricting the inserted bar and breaks away from picture peg and splint.

Optionally, an ear plate is fixedly connected to one side of the baffle, which is far away from the inserted link.

Through adopting above-mentioned technical scheme, constructor can use equipment hook otic placode such as crane to take off the inserted bar from picture peg and splint, convenient to detach open caisson.

Optionally, an external thread is arranged on the circumferential wall of the bottom of the inserted rod, the limiting member is a nut, and the nut is in threaded connection with the inserted rod.

Through adopting above-mentioned technical scheme, the nut is twisted soon on the inserted bar to the restriction inserted bar breaks away from picture peg and splint, and the nut is comparatively convenient in the use.

Optionally, the limiting member is of a rod-shaped structure and is detachably inserted into the insertion rod.

By adopting the technical scheme, the inserted bar can be limited to be separated from the clamping plate and the inserted plate by inserting the rod-shaped structure into the inserted bar.

Optionally, a plurality of clamping grooves are vertically formed in the surface of the partition plate, and the plurality of clamping grooves are arranged along the horizontal direction of the partition plate.

By adopting the technical scheme, the supporting structures such as square timber and the like can be clamped into the clamping groove, so that the supporting structure can be used as a supporting system for the pier stud template.

In summary, the present application includes at least one of the following beneficial technical effects:

1. the time for mounting and dismounting the full framing scaffold is saved in the whole construction process, the construction efficiency is improved, the construction risk and the construction cost are reduced, the open caisson can prevent the surrounding soil from collapsing, and meanwhile, a foundation trench space is formed;

2. the open caisson can be assembled and disassembled, so that the open caisson can be recycled;

3. the supporting structures such as the square timber and the like can be clamped into the clamping grooves to be used as a supporting system for the pier column template.

Drawings

Fig. 1 is a construction flowchart of an embodiment of the present application.

Fig. 2 is a schematic diagram of a bridge location according to an embodiment of the present application.

Fig. 3 is a schematic bridge structure diagram according to an embodiment of the present application.

Fig. 4 is a schematic diagram showing the spatial positions of the open caisson and the pier stud.

Fig. 5 is a schematic structural diagram of the open caisson in the embodiment of the application.

Fig. 6 is an enlarged schematic view of a portion a in fig. 5.

Fig. 7 is a schematic structural diagram of a plug in the embodiment of the present application.

Description of reference numerals: 1. sinking a well; 10. a partition plate; 100. a blade foot; 101. a card slot; 11. inserting plates; 12. a splint; 13. a bolt; 130. inserting a rod; 131. a baffle plate; 132. an ear plate; 133. a limiting member; 2. a first cushion layer; 3. pile foundations; 30. tying a beam by a pile; 4. pier studs; 5. a second cushion layer; 6. and (4) a box girder.

Detailed Description

The present application is described in further detail below with reference to figures 1-7.

The embodiment of the application discloses a quick construction method for a large-span prestressed cast-in-place bridge reverse construction method.

Referring to fig. 1, a reverse construction method for a large-span prestressed cast-in-place bridge comprises the following steps:

the method comprises the following steps: and (4) site preparation, namely, measurement and setting-out are carried out on a construction site, a construction area is determined, and the construction site is leveled.

Step two: and (3) lowering the open caisson 1, referring to fig. 2 and 3, knowing the spatial position of the open caisson 1, placing the assembled open caisson 1 at the position corresponding to the pier stud 4 in the construction site, and lowering the open caisson 1 to the elevation position of the bottom of the pier stud 4 in a way of manually matching with mechanical grooving, so that a foundation trench is formed in the open caisson 1.

Referring to fig. 4 and 5, the open caisson 1 is in a rectangular frame shape, and includes four partition plates 10 capable of being spliced in a terminating manner, and the bottom of each partition plate 10 is provided with a blade foot 100; in order to support the template of the construction pier stud 4 in the later stage, a plurality of clamping grooves 101 are vertically arranged on the surface of the partition plate 10, the clamping grooves 101 are arranged in the horizontal direction, and the clamping grooves 101 are used for accommodating square timber, so that the partition plate 10 supports the square timber in the horizontal direction.

Referring to fig. 5 and 6, a plurality of insert plates 11 and a plurality of pairs of insert plates 12 are vertically and fixedly connected to the surface of the partition plate 10; the picture peg 11 is steel right angle set square, and 11 face levels of a plurality of picture pegs and vertical arranging, a right angle limit and the 10 surperficial laminating butts of adjacent baffle of picture peg 11, and this right angle limit flushes with the 10 vertical terminal surfaces of baffle that are close to.

The plurality of pairs of clamping plates 12 are arranged at one end of the partition plate 10 far away from the inserting plate 11, the clamping plates 12 are steel right-angle triangular plates, the surfaces of the plurality of pairs of clamping plates 12 are horizontally and vertically arranged, and the horizontal distance between each clamping plate 12 and the vertical end face of the adjacent partition plate 10 is equal to the plate thickness of the partition plate 10; the inserting plates 11 are detachably inserted between the two clamping plates 12 in each pair, and the four partition plates 10 can move up and down synchronously through vertical mutual limiting of the inserting plates 11 and the clamping plates 12; one of the cathetuses 12 is in abutting engagement with the surface of the other adjacent baffle 10.

When the four partition boards 10 enclose a rectangular frame, the centers of the insert board 11 and the clamping board 12 which are overlapped with each other are collinear, and a bolt 13 is arranged on the insert board 11 and the clamping board 12 in a penetrating way, and the bolt 13 is used for limiting the insert board 11 and the clamping board 12 to be transversely separated.

Referring to fig. 6 and 7, the plug 13 includes an inserting rod 130 detachably inserted through the inserting plate 11 and the clamping plate 12, a blocking plate 131 is vertically welded to the top end of the inserting rod 130, the cross-sectional area of the blocking plate 131 is larger than that of the inserting rod 130, an ear plate 132 is fixedly connected to a side of the blocking plate 131 away from the inserting rod 130, and the ear plate 132 can be hooked by a hook of a crane, so that the inserting rod 130 can be lifted by the crane.

The peripheral wall of the bottom of the insert rod 130 is provided with an external thread, and a limiting member 133 for limiting the insert rod 130 to separate from the insert plate 11 and the clamping plate 12 is installed on the peripheral wall of the bottom of the insert rod 130, in this embodiment, the limiting member 133 is a nut, the nut is screwed on the bottom end of the insert rod 130, and in other examples, the limiting member 133 may be a nail or a rod penetrating the bottom of the insert rod 130.

Step three: constructing a pile foundation 3, pouring a first cushion layer 2 at the bottom of the foundation trench, erecting drilling equipment on the first cushion layer 2 by adopting a plain concrete layer, and pouring the pile foundation 3 in the drilled holes.

Step four; constructing the pier stud 4, binding the steel bars of the pier stud 4 and the steel bars of the pier tie beam in the open caisson 1, erecting a formwork and pouring concrete.

Step five: constructing the box girder 6, pouring a second cushion layer 5 on the surface of the construction site, wherein the second cushion layer 5 adopts a plain concrete layer, placing a support at the top of the pier stud 4, supporting the box girder 6 by the support, paving a 6 bottom template of the box girder and a 6 side template of the box girder on the second cushion layer 5, binding 6 steel bars of the box girder, and pouring 6 concrete of the box girder.

Step six: the box girder 6 is provided with prestress, the box girder 6 is provided with prestressed tendons, and operations such as tensioning, grouting, anchor sealing and the like are performed.

Step seven: constructing a platform back, binding reinforcing steel bars on the platform back, erecting a formwork and pouring concrete.

Step eight; and excavating soil around the pier stud 4, breaking the second cushion layer 5, and excavating soil at the bottom of the box girder 6 to the elevation of the bottom of the open caisson 1.

Step nine: the open caisson 1 is dismantled, the stop piece 133 is removed, the inserted rod 130 is lifted by a crane, and the four partition plates 10 are separated and taken out for the next use.

Step ten: the soil body below the pier stud 4 is dug out, breaks out the cushion layer 2, excavates the soil body below the box girder 6 to the elevation at the bottom of the design river course.

Step eleven: and (3) constructing the pile tie beams 30, excavating soil bodies between the pile foundations 3, constructing the pile tie beams 30, and finally backfilling the soil bodies.

Step twelve: and cleaning the construction site, and cleaning the template, the reinforcing steel bars and the construction waste of the construction site.

The implementation principle of the reverse construction method for the large-span prestressed cast-in-place bridge in the embodiment of the application is as follows: constructors carry out the construction of long-span bridge according to foretell construction steps, adopt open caisson 1's mode excavation foundation trench, form the construction region of construction pier stud 4, open caisson 1 can assemble can dismantle, can have enough to meet the need the use, and the excavation is again mainly accomplished at the bridge construction in the river course to the soil body, compares in original excavation soil body earlier, the mode of constructing the bridge again, has saved the time of installation and dismantlement full hall scaffold frame, has improved the efficiency of construction, has reduced construction risk and construction cost.

The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.

Claims

1. A reverse construction method rapid construction method of a large-span prestressed cast-in-place bridge is characterized in that: the method comprises the following steps:

step two: lowering the open caisson (1), and digging a groove at the designed position while lowering the open caisson (1);

step three: constructing a pile foundation (3), erecting drilling equipment in a foundation trench enclosed by the open caisson (1), drilling holes, and then pouring the pile foundation (3);

step four: constructing the pier stud (4), binding steel bars in the open caisson (1), erecting a formwork and pouring concrete of the pier stud (4);

step five: constructing a box girder (6), binding steel bars, erecting a formwork and pouring concrete of the box girder (6) on the surface of a construction site;

step six: the box girder (6) is provided with prestress, and comprises the procedures of bar penetrating, tensioning, grouting and anchor sealing of the box girder (6);

step eight: soil around the pier stud (4) is excavated, and soil at the bottom of the box girder (6) is excavated to the bottom elevation of the open caisson (1);

step nine: dismantling the open caisson (1), and moving out of a construction site;

step ten: excavating soil below the pier stud (4), and excavating the soil below the box girder (6) to the designed river channel bottom elevation;

step eleven: constructing pile tie beams (30), and constructing the pile tie beams (30) between adjacent pile foundations (3);

2. The method for quickly constructing the large-span prestressed cast-in-place bridge by the reverse construction method according to claim 1, characterized in that: and in the third step, a first cushion layer (2) is also constructed on the ground of the foundation trench and is used for supporting the drilling equipment.

3. The method for quickly constructing the large-span prestressed cast-in-place bridge by the reverse construction method according to claim 1, characterized in that: and in the fifth step, a second cushion layer (5) is further constructed on the surface of the construction site and used for forming a platform for constructing the box girder (6).

4. The method for quickly constructing the large-span prestressed cast-in-place bridge by the reverse construction method according to claim 1, characterized in that: the open caisson (1) is in a rectangular frame shape and comprises four detachably spliced partition plates (10).

5. The method for quickly constructing the large-span prestressed cast-in-place bridge by the reverse construction method according to claim 4, wherein the method comprises the following steps: the vertical a plurality of picture peg (11) that is provided with of one end of baffle (10) horizontal direction, the other end of baffle (10) horizontal direction is vertical to be provided with a plurality of to splint (12), picture peg (11) can be dismantled the card and locate between two splint (12) of every centering, wear to be equipped with between picture peg (11) and splint (12) and be used for restricting picture peg (11) and break away from bolt (13) of splint (12).

6. The method for quickly constructing the large-span prestressed cast-in-place bridge by the reverse construction method according to claim 5, wherein the method comprises the following steps: bolt (13) are including wearing to locate inserted bar (130) of picture peg (11) and splint (12), inserted bar (130) top rigid coupling has baffle (131), inserted bar (130) bottom demountable installation has locating part (133) that are used for restricting inserted bar (130) to break away from picture peg (11) and splint (12).

7. The method for quickly constructing the large-span prestressed cast-in-place bridge by the reverse construction method according to claim 6, characterized in that: one side of the baffle (131) departing from the inserted link (130) is fixedly connected with an ear plate (132).

8. The reverse construction method for the large-span prestressed cast-in-place bridge according to claim 6 or 7, characterized in that: the bottom peripheral wall of the inserted bar (130) is provided with an external thread, the limiting piece (133) is a nut, and the nut is in threaded connection with the inserted bar (130).

9. The reverse construction method for the large-span prestressed cast-in-place bridge according to claim 6 or 7, characterized in that: the limiting piece (133) is of a rod-shaped structure and can be detachably arranged on the inserting rod (130) in a penetrating mode.

10. The method for quickly constructing the large-span prestressed cast-in-place bridge by the reverse construction method according to claim 4, wherein the method comprises the following steps: a plurality of clamping grooves (101) are vertically formed in the surface of the partition plate (10), and the plurality of clamping grooves (101) are arranged along the horizontal direction of the partition plate (10).