CN114232519B - Construction method and application of active service box girder comprehensive reinforcement system - Google Patents
Construction method and application of active service box girder comprehensive reinforcement system Download PDFInfo
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- CN114232519B CN114232519B CN202111624078.7A CN202111624078A CN114232519B CN 114232519 B CN114232519 B CN 114232519B CN 202111624078 A CN202111624078 A CN 202111624078A CN 114232519 B CN114232519 B CN 114232519B
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- 238000010276 construction Methods 0.000 title claims abstract description 29
- 230000002787 reinforcement Effects 0.000 title claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 58
- 239000010959 steel Substances 0.000 claims abstract description 58
- 238000009415 formwork Methods 0.000 claims abstract description 39
- 238000005520 cutting process Methods 0.000 claims abstract description 36
- 230000008439 repair process Effects 0.000 claims abstract description 12
- 238000007493 shaping process Methods 0.000 claims abstract description 11
- 201000010099 disease Diseases 0.000 claims description 27
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 claims description 27
- 239000011800 void material Substances 0.000 claims description 17
- 239000010410 layer Substances 0.000 claims description 13
- 238000013461 design Methods 0.000 claims description 10
- 238000005086 pumping Methods 0.000 claims description 6
- 238000004140 cleaning Methods 0.000 claims description 5
- 238000003780 insertion Methods 0.000 claims description 4
- 230000037431 insertion Effects 0.000 claims description 4
- 230000000694 effects Effects 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 239000002344 surface layer Substances 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 238000000034 method Methods 0.000 abstract description 8
- 238000009432 framing Methods 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 15
- 239000002023 wood Substances 0.000 description 5
- 230000035882 stress Effects 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 230000032683 aging Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
- 238000004826 seaming Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000013316 zoning Methods 0.000 description 1
Classifications
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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
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling 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
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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
- E01D19/04—Bearings; Hinges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention provides a construction method and application of an active tank girder comprehensive reinforcement system, wherein the tank girder adopts an integral U-shaped steel plate to assist micro-jacking, so that the tank girder is ensured not to incline and not to be locally crushed; the box girder web repairing formwork adopts a floor type opposite bracing telescopic structure system, a full framing is not needed, and the whole formwork is high in efficiency; the bent cap stop block formwork is formed by adopting a shaping square die, and the bent cap end damage repair formwork adopts a hoop type bearing box supporting system, so that the damage to the original structure is small; the method adopts sectional cutting according to the damage degree of the wet joints, utilizes a hanging formwork system to pour the concrete of the cut wet joints again, has simple formwork system structure, small damage to the bridge deck, low cost in the whole construction process and small influence on the descending vehicles of the bridge, and has better economic and technical benefits.
Description
Technical Field
The invention relates to the field of construction, in particular to a construction method and application of an active service box girder comprehensive reinforcement system, which are mainly suitable for repairing and constructing components such as an active service concrete box girder, a pier stud, a capping beam, a wet joint and the like.
Background
Since the 21 st century, the highway traffic industry in China has been vigorously developed, and bridges called highway traffic throats have also been rapidly developed. Tens of thousands of new bridges are added each year, but due to overrun transportation of road vehicles, structural aging and diseases, evolution of design standards, accidental collision and the like, a considerable part of bridges generate diseases, and the number of dangerous bridges is increased year by year. The technical state of the bridge is good or bad, which directly affects traffic safety and smoothness, further affects social benefit and economic benefit of the highway, and the damaged bridge must be treated in time.
As most of the active bridges are concrete box girder structures, various diseases such as damaged cover girders, damaged cover girder check blocks, void box girder supports, box girder web cracking holes, wet seam sinking holes and the like mainly exist, so that the bearing capacity of the active bridges cannot meet the use requirements, if the active bridges are completely dismantled and rebuilt, the necessary investment is huge, the existing traffic can be greatly influenced, and according to bridge reinforcement construction experience in China, the bridge reinforcement cost is generally less than the rebuilding cost, so that the old bridge reinforcement has better economic effect.
There are some problems in the conventional reinforcement method, such as: (1) In the lifting process of the box girder, the box girder is inclined, so that a bridge deck structural layer is damaged in a large area, and the bottom of the box girder is locally crushed due to concentrated stress; (2) The capping beam and the stop block are difficult to support, and the original structure is damaged greatly; (3) The box girder web plate needs to be erected with a full scaffold to support the template, so that the cost is high, and meanwhile, the influence on driving under the bridge is large; and (4) the wet joint is difficult to repair and the formwork is difficult to support.
Disclosure of Invention
The invention aims to provide a construction method and application of an active tank girder comprehensive reinforcement system, which can prevent the tank girder from tilting in the jacking process, reduce the damage of a bridge deck structural layer, avoid the local crushing of the tank girder, avoid the damage of the original structure in the repair process of a capping girder and a stop block, improve the formwork supporting efficiency of a tank girder web plate and a wet joint, and reduce the construction cost and the influence on the travelling crane under a bridge.
In order to achieve the above purpose, the invention adopts the following technical scheme: a construction method of an active service box girder comprehensive reinforcement system comprises the following steps:
(1) Checking and cleaning: before construction, comprehensively checking the disease position of the whole active box girder according to the design requirement, and marking in detail, and cleaning up garbage and damaged surface layers of all the diseases until fresh concrete is exposed; if the disease position is broken of the capping beam, executing the step (2)
A step (3); if the disease position is the damage of the stop block, executing the step (4); if the disease position is a support void, executing the step (5) and the step (6); if the disease positions are cracks and hollows of the box girder webs, executing the step (7) and the step (8); if the disease position is a wet joint concave cavity, executing the step (9), the step (10) and the step (11);
(2) Installing a hoop type bearing box supporting system: the annular steel plate hoop and the pier stud hoop are connected, a vertical stay bar is supported on the sector bearing box, the top of the vertical stay bar is connected with a capping beam end template, and the capping beam end template is tightly attached to the end part of the capping beam;
(3) Pouring concrete into the damaged part of the bent cap: the pumping concrete is inserted into a reserved grouting hole on a bent cap end template through a cannula, and the bent cap damage repair concrete is poured into the bent cap damage position of the end part of the bent cap through the reserved grouting hole;
(4) Pouring concrete into the damaged part of the stop block: sleeving the shaping square mould on a bent cap stop block with a broken stop block, pouring concrete into the shaping square mould, and performing maintenance work;
(5) And (3) carrying out integral micro-jacking on the box girder: filling the integral U-shaped steel plates in the void between the concrete box girder and the support, adjusting the angle to enable the integral U-shaped steel plates to 'wrap' the box girder web plate and the bottom plate of the concrete box girder, placing jacks at the bottoms of two sides of the integral U-shaped steel plates, and slightly jacking the integral U-shaped steel plates by slowly lifting the jacks at the two sides;
(6) And (3) support construction: after the concrete box girder is slightly lifted to a certain height, the original void support is removed and a new support is installed, after the new support is detected without errors, the jacks at the two sides are slowly lowered, and the concrete box girder is replaced on the newly installed support;
(7) Supporting floor type opposite supporting telescopic structure system: leveling the ground at the lower part of a box girder web plate of a part of concrete box girder with cracks and hollows, putting a backing plate on the ground, pulling an upright post, a bearing core tube, a horizontal telescopic support rod and an inclined telescopic support rod which are manufactured by a factory according to design requirements to the scene, supporting a floor type opposite-support telescopic structure system, and tightly attaching a web plate template of the floor type opposite-support telescopic structure system to the box girder web plate and opposite-support the box girder web plate;
(8) Pouring concrete into the cracks of the box girder webs: after the floor type opposite bracing telescopic structure system realizes opposite bracing on the web plate template, pumping concrete is inserted into reserved grouting holes of the web plate template through the insertion pipe, and concrete mortar is poured into cracks and hollows of the box girder web plate through the reserved grouting holes;
(9) Wet seam cutting at the damaged section: measuring paying-off marked lines according to the wet joint cutting sections, cutting a bridge deck structural layer and the wet joints which are arranged on the concrete box girder by using a cutting machine, keeping the cut surfaces smooth, and simultaneously drilling screw holes on the wet joint complete sections at two sides of the wet joint cutting sections;
(10) Installing a hanging formwork system: the hanging screw rod is connected with the hanging steel plate in advance, a wet joint template is placed on the hanging steel plate, the hanging screw rod passes through a screw hole of the wet joint complete section from bottom to top and then is fixed, and the top surface of the wet joint template is tightly attached to the bottom surface of the wet joint complete section;
(11) Wet joint cast-in-place concrete: after the hanging formwork system is installed, filling wet joint filling concrete into the gaps cut by the wet joint cutting section, and constructing a bridge deck structural layer on the wet joint filling concrete after the wet joint filling concrete strength meets the design requirement.
According to another aspect of the scheme, the active tank beam is constructed according to the construction method of the active tank beam comprehensive reinforcement system.
Compared with the prior art, the technical scheme has the following characteristics and beneficial effects:
(1) In the jacking process of the box girder, the box girder cannot incline, and the bottom of the box girder cannot be locally crushed due to concentrated stress.
(2) The box girder web repairing formwork adopts a floor type opposite bracing telescopic structure system, a full framing is not needed, the whole formwork is high in efficiency and low in cost, and the influence on driving under a bridge is small.
(3) The cover beam stop block formwork is formed by adopting the shaping square mould, slurry leakage is less in the pouring process, and the cover beam end damage repair formwork adopts the hoop type bearing box supporting system, so that the damage to the original structure is small.
(4) According to the invention, the wet joint repair is carried out by sectionally cutting according to the damage degree, the suspended formwork system is utilized to carry out formwork support on the re-poured concrete, the formwork support system is simple in structure, and the damage to the bridge deck is small.
Drawings
FIG. 1 is a block diagram of the overall reinforcement system for an active tank beam according to the present invention.
Fig. 2 is a diagram of the box girder and support void structure of the present invention.
FIG. 3 is a block diagram of the integral U-shaped steel plate micro-jacking box girder of the invention.
FIG. 4 is a schematic representation of the wet seam cutting section and full section zoning of the present invention.
FIG. 5 is a schematic view of the structure of the hollow cavity of the wet joint cut section of the present invention.
FIG. 6 is a schematic diagram of a wet seam cutting section hanging formwork system of the present invention.
Fig. 7 is a structural diagram of a box girder web formwork of the present invention.
FIG. 8 is a block diagram of a floor-standing pair-bracing telescoping structure of the present invention.
Fig. 9 is a broken structural view of the bent cap and stopper of the present invention.
Fig. 10 is a block diagram of a shaped square mold according to the present invention.
Fig. 11 is a diagram of the formwork support structure of the hoop-type load-bearing box support system of the present invention.
Wherein: 1-pier column; 2-a capping beam; 3-supporting seats; 4-a bent cap stop block; 5-concrete box girders; 6, box girder webs; 7-wet seaming; 8-bridge deck structural layer; 9-jack; 10-an integral U-shaped steel plate; 11-concave hollows; 12-filling concrete in a wet joint; 13-hanging and pulling a screw rod; 14-wet seam complete section; 15-wet seam cutting section; 16-adjusting bolts; 17-hanging and pulling a steel plate; 18-wet seam templates; 19-web templates; 20-wooden wedge; 21-a horizontal telescopic stay; 22-oblique telescopic stay bars; 23-a force-bearing core tube; 24-stand columns; 25-breaking the stop block; 26-broken capping beam; 27-shaping a square mold; 28-ring-shaped steel plate hoops; 29-fastening rib plates; 30-high-strength bolts; 31-a sector bearing box; 32-backing plate; 33-vertical stay bars; 34-reserving grouting holes; 35-repairing concrete for damaged cover beam; 36-bent cap end template
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which are derived by a person skilled in the art based on the embodiments of the invention, fall within the scope of protection of the invention.
It will be appreciated by those skilled in the art that in the present disclosure, the terms "longitudinal," "transverse," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," etc. refer to an orientation or positional relationship based on that shown in the drawings, which is merely for convenience of description and to simplify the description, and do not indicate or imply that the apparatus or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore the above terms should not be construed as limiting the present invention.
It will be understood that the terms "a" and "an" should be interpreted as referring to "at least one" or "one or more," i.e., in one embodiment, the number of elements may be one, while in another embodiment, the number of elements may be plural, and the term "a" should not be interpreted as limiting the number.
The invention relates to a hydraulic jack micro-jacking technical principle, an integral U-shaped steel plate welding technical requirement, a steel bar and steel plate welding technical requirement, a ring-shaped steel plate hoop principle, a telescopic stay rod telescopic technical principle, an operation requirement, a template supporting technical requirement, a concrete pouring construction quality standard and the like, and the invention is not further described, and mainly describes an embodiment of a structure.
The integral structure diagram of the active tank girder comprehensive reinforcement system shown in fig. 1 comprises pier columns 1, a cover girder 2, supports 3, cover girder stop blocks 4, concrete tank girders 5, tank girder webs 6, wet joints 7, bridge deck structural layers 8 and the like, wherein the cover girder 2 is placed on the pier columns 1, a plurality of supports 3 are uniformly arranged on the cover girder 2, the concrete tank girders 5 are placed on the supports 3, the concrete tank girders 5 at the edges are in abutting contact with the cover girder stop blocks 4, the concrete tank girders 5 are limited by the cover girder stop blocks 4, the wet joints 7 are arranged at the wing plate joints of the adjacent concrete tank girders 5, and the bridge deck structural layers 8 are arranged at the tops of the concrete tank girders 5.
And part of the concrete box girder 5 and the support 3 are separated from each other, the whole U-shaped steel plate 10 is used for 'sleeving' the concrete box girder 5 and is matched with the jack 9 to carry out micro-jacking restoration on the concrete box girder 5, wherein the whole U-shaped steel plate 10 is of a U-shaped structure.
The wet joint 7 is divided into a wet joint complete section 14 and a wet joint cutting section 15 arranged between the wet joint complete sections 14, a plurality of concave hollows 11 are arranged at the wet joint cutting section 15, the wet joint cutting section 15 needs to carry out wet joint recharging concrete 12 again, and the wet joint recharging concrete 12 adopts a hanging formwork system to carry out formwork.
Part of the box girder web plates 6 are provided with a plurality of cracks, the cracks on the box girder web plates 6 are filled by re-pouring concrete, the box girder web plates 6 are tightly clung to web plate templates 19, and a floor type opposite bracing telescopic structure system opposite bracing is arranged between the adjacent web plate templates 19.
The end part of the bent cap 2 is provided with a bent cap damage 26, the bent cap stop 4 is provided with a stop damage 25, the stop damage 25 is repaired by adopting a shaping square mould 27 to carry out formwork pouring concrete, and the bent cap damage repair concrete 35 is supported by adopting a hoop type bearing box supporting system.
The box girder and support void structure diagram shown in fig. 2 comprises a capping girder 2, a support 3 and a concrete box girder 5, wherein a part of the concrete box girder 5 and the support 3 are void, so that a certain gap is reserved between the concrete box girder 5 and the support 3.
The structure diagram of the integral U-shaped steel plate micro-jacking box girder is shown in fig. 3, and comprises a cover girder 2, a support 3, a concrete box girder 5, a box girder web 6, a jack 9 and an integral U-shaped steel plate 10, wherein the integral U-shaped steel plate 10 is of a U-shaped structure, the integral U-shaped steel plate 10 is filled in a void between the concrete box girder 5 and the support 3, the integral U-shaped steel plate 10 is matched with the concrete box girder 5, and the box girder web 6 and a bottom plate of the concrete box girder 5 are wrapped. The bottoms of two sides of the integral U-shaped steel plate 10 are placed on the jack 9, the jack 9 is placed on the bent cap 2, and the jack 9 on two sides slightly jacks up the integral U-shaped steel plate 10 to construct the lower support 3. The lower support 3 is constructed in a position between the two jacks 9.
Fig. 4-5 are schematic diagrams of wet joint cutting section and complete section partition, including a capping beam 2, a support 3, a concrete box beam 5, a wet joint 7, a bridge deck structural layer 8, a concave cavity 11, a wet joint complete section 14, a wet joint cutting section 15, etc., wherein the wet joint 7 is divided into the wet joint complete section 14 and the wet joint cutting section 15 according to the damage degree, a plurality of concave cavities 11 are arranged at the wet joint cutting section 15, and the wet joint cutting section 15 with the concave cavities 11 needs to be cut.
Fig. 6 shows a system structure diagram of a wet joint cutting section hanging formwork system, which comprises a wet joint filling concrete 12, a hanging screw 13, a wet joint complete section 14, a wet joint cutting section 15, an adjusting bolt 16, a hanging steel plate 17, a wet joint formwork 18 and the like, wherein the wet joint filling concrete 12 needs to be carried out again after the wet joint cutting section 15 is cut, and the wet joint filling concrete 12 adopts a hanging formwork system to carry out formwork.
Further, the hanging formwork system is composed of hanging screw rods 13, a wet joint complete section 14, adjusting bolts 16, hanging steel plates 17, a wet joint formwork 18 and the like, small holes are drilled in the wet joint complete section 14, the hanging screw rods 13 penetrate through the small holes and then are hung on the wet joint complete section 14 through the adjusting bolts 16, the hanging steel plates 17 are fixed through the two hanging screw rods 13, the wet joint formwork 18 is placed on the hanging steel plates 17, and two ends of the wet joint formwork 18 are respectively tightly attached to the bottom surface of the wet joint complete section 14 to block cavities left after the wet joint cutting section 15 is cut.
The formwork structure diagram of the floor type opposite bracing telescopic structure system is shown in fig. 7-8, and comprises a box girder web 6, web templates 19, wooden wedges 20, horizontal telescopic supporting rods 21, inclined telescopic supporting rods 22, a bearing core tube 23, upright posts 24 and the like, wherein a part of the box girder web 6 is provided with a plurality of cracks, the cracks on the box girder web 6 are filled by re-pouring concrete, the web templates 19 are tightly attached to the box girder web 6, and the floor type opposite bracing telescopic structure system opposite bracing is arranged between the adjacent web templates 19.
Further, the floor type opposite bracing telescopic structure system is composed of web templates 19, wood wedges 20, horizontal telescopic supporting rods 21, inclined telescopic supporting rods 22, a bearing core tube 23, upright posts 24 and the like, the upright posts 24 are supported on the ground, the upright posts 24 are connected with the bearing core tube 23, multiple rows of horizontal telescopic supporting rods 21 and inclined telescopic supporting rods 22 are symmetrically fixed on two sides of the bearing core tube 23, multiple wood wedges 20 are arranged on the web templates 19, and the horizontal telescopic supporting rods 21 and the inclined telescopic supporting rods 22 on two sides of the bearing core tube 23 are tightly propped against the wood wedges 20 on two sides, so that opposite bracing of the web templates 19 on two sides is realized.
The capping beam and stop block damage structure diagram shown in fig. 9 comprises a pier column 1, a capping beam 2, a support 3, a capping beam stop block 4, a concrete box beam 5, stop block damage 25, a capping beam damage 26 and the like, wherein the stop block damage 25 occurs on the capping beam stop block 4, and the capping beam damage 26 occurs on the end part of the capping beam 2.
As shown in fig. 10, the block damage 25 is repaired by formwork pouring concrete using a square shaped mold 27, the square shaped mold 27 has a shaped structure, no bottom plate or top plate, and the size of the square shaped mold is customized according to the size of the capping beam block 4.
As shown in fig. 11, the support system of the anchor ear type bearing box is a formwork structure, and the cover beam damage repair concrete 35 is formed by adopting the anchor ear type bearing box support system. The hoop type bearing box supporting system comprises a pier column 1, a wooden wedge 20, a bent cap damage 26, a ring-shaped steel plate hoop 28, a fastening rib plate 29, a high-strength bolt 30, a fan-shaped bearing box 31, a base plate 32, a vertical stay bar 33, a reserved grouting hole 34, a bent cap damage repair concrete 35, a bent cap end template 36 and the like, wherein the ring-shaped steel plate hoop 28 is of a ring-shaped separated assembly structure, the fastening rib plate 29 and the ring-shaped steel plate hoop 28 are connected into a whole, the fastening rib plate 29 is provided with a bolt hole, the high-strength bolt 30 is inserted into the bolt hole, and the ring-shaped steel plate hoop 28 is used for realizing the hoop for the pier column 1 by screwing the high-strength bolt 30.
Further, the fan-shaped bearing box 31 and the annular steel plate hoop 28 are welded and connected into a whole, the capping beam end template 36 is of an inverted L-shaped structure, the wood wedge 20 is padded at the lower part of the capping beam end template 36, the top of the vertical supporting rod 33 is tightly propped against the wood wedge 20, the backing plate 32 is padded at the lower part of the vertical supporting rod 33, the backing plate 32 is placed on the fan-shaped bearing box 31, a reserved grouting hole 34 is formed in the capping beam end template 36, and a capping beam damage repair concrete 35 is poured at the capping beam damage 26 through the reserved grouting hole 34.
The method also provides a construction method of the active service box girder comprehensive reinforcement system, which comprises the following steps:
(1) Checking and cleaning: before construction, the disease position of the whole active box girder is comprehensively checked and marked in detail according to the design requirement, a shaping square mould 27 is manufactured in advance according to the size of a capping beam stop block 4 in a factory, measurement paying-off is carried out on the position of a wet joint concave cavity 11, the wet joint 7 is divided into a wet joint complete section 14 and a wet joint cutting section 15, and garbage and damaged surface layers of all the disease positions are cleaned up until fresh concrete is exposed. If the disease position is a broken capping beam (26), executing the step (2) and the step (3); if the disease position is the stop block breakage (25), executing the step (4); if the disease position is the empty position of the support (3), executing the step (5) and the step (6); if the disease positions are cracks and hollows of the box girder web plates (6), executing the step (7) and the step (8); and if the disease position is a wet joint concave cavity (11), executing the step (9), the step (10) and the step (11).
In particular, the defect locations include, but are not limited to, cap beam breakage 26, stopper breakage 25, standoff 3 void, box beam web 6 crack and void, wet seam dent void 11. The end of the capping beam 2 is provided with a capping beam damage 26, and the inner side of the capping beam stop 4 is provided with a stop damage 25.
(2) Installing a hoop type bearing box supporting system: the annular steel plate hoop 28 is connected with the fan-shaped bearing box 31, the annular steel plate hoop 28 and the pier stud 1 are hoop-shaped, the fan-shaped bearing box 31 is provided with a vertical supporting rod 33, the top of the vertical supporting rod 33 is connected with a capping beam end template 36, and the capping beam end template 36 is tightly attached to the end part of the capping beam 2.
Specifically, the annular steel plate hoop 28 is connected with the fan-shaped bearing box 31 in advance, the annular steel plate hoop 28 is sleeved on the pier column 1, the high-strength bolt 30 is screwed down to achieve the effect that the annular steel plate hoop 28 is used for 'hooping' the pier column 1, and the vertical supporting rod 33 is supported on the fan-shaped bearing box 31 after the 'hooping' is checked for tightness. In some embodiments, the top of the vertical braces 33 bear against the wooden wedges 20 on the capping beam end forms 36.
(3) Pouring concrete into the damaged part of the bent cap: the pumping concrete is inserted into the reserved grouting holes 34 on the end templates 36 of the bent cap through the insertion pipes, and the bent cap damage repair concrete 35 is poured into the bent cap damage 26 at the end part of the bent cap 2 through the reserved grouting holes 34.
(4) Pouring concrete into the damaged part of the stop block: the shaping square mould 27 customized in advance by a factory is sleeved on the capping beam stop block 4 with the stop block breakage 25, concrete is poured into the shaping square mould 27, and maintenance work is performed.
(5) And (3) carrying out integral micro-jacking on the box girder: the factory-customized integral U-shaped steel plates 10 are stuffed in the void between the concrete box girder 5 and the support 3, the angle is adjusted to enable the integral U-shaped steel plates 10 to wrap the box girder web 6 and the bottom plate of the concrete box girder 5, the jacks 9 are arranged at the bottoms of the two sides of the integral U-shaped steel plates 10, and the integral U-shaped steel plates 10 are slightly jacked by slowly lifting the jacks 9 at the two sides, so that the integral concrete box girder 5 is slightly jacked, and the inclination and the local damage of the concrete box girder 5 are not ensured.
(6) And (3) support construction: after the concrete box girder 5 is jacked to a certain height, the original void support 3 is removed and a new support 3 is installed, after the new support 3 is detected correctly, the jacks 9 on the two sides are slowly lowered, and the concrete box girder 5 is replaced on the newly installed support 3.
(7) Supporting floor type opposite supporting telescopic structure system: leveling the ground at the lower part of a box girder web 6 of a part of a concrete box girder 5 with cracks and hollows, putting a backing plate on the ground, pulling a column 24, a bearing core tube 23, a horizontal telescopic support rod 21 and an inclined telescopic support rod 22 which are manufactured according to design requirements in a factory to the site, supporting a floor type opposite-support telescopic structure system, and tightly attaching a web template 19 of the floor type opposite-support telescopic structure system to the box girder web 6 and opposite-support the box girder web 6.
Specifically, the manner of supporting the floor type opposite supporting telescopic structure system is as follows:
The upright post 24 and the bearing core tube 23 are assembled completely on the ground, the horizontal telescopic supporting rod 21 and the inclined telescopic supporting rod 22 are arranged on the bearing core tube 23 according to the designed interval and angle, after the floor type opposite supporting telescopic structure system is detected, the whole body of the bearing core tube is erected and supported on a ground backing plate, a temporary fixing measure is adopted to fix the bearing core tube, the web plate template 19 is tightly attached to the box girder web plate 6, the supporting rod lengths of the horizontal telescopic supporting rod 21 and the inclined telescopic supporting rod 22 are adjusted, and the bearing core tube 23 is tightly propped against the wooden wedge 20 on the web plate template 19, so that the web plate template 19 of the adjacent box girder web plate 6 is supported.
(8) Pouring concrete into the cracks of the box girder webs: after the floor type opposite bracing telescopic structure system realizes opposite bracing on the web plate templates 19, pumping concrete is inserted into reserved grouting holes of the web plate templates 19 through insertion pipes, and concrete mortar is poured into cracks and hollows of the box girder webs 6 through the reserved grouting holes.
(9) Wet seam cutting at the damaged section: according to the marked line of the wet joint cutting section 15, the bridge deck structural layer 8 and the wet joint 7 which are arranged on the concrete box girder 5 are cut by a cutting machine, the cut surface is kept flat, and screw holes are drilled on the wet joint complete sections 14 at two sides of the wet joint cutting section 15.
(10) Installing a hanging formwork system: the hanging screw 13 is connected with the hanging steel plate 17 in advance, a wet joint template 18 is placed on the hanging steel plate 17, the hanging screw 13 passes through a screw hole of the wet joint complete section 14 from bottom to top and then is fixed by an adjusting bolt 16, and the length of the hanging screw 13 is adjusted by the adjusting bolt 16, so that the top surface of the wet joint template 18 is tightly attached to the bottom surface of the wet joint complete section 14.
(11) Wet joint cast-in-place concrete: after the hanging formwork system is installed, the wet joint filling concrete 12 is poured into the gap cut by the wet joint cutting section 15, and after the strength of the wet joint filling concrete 12 meets the design requirement, the bridge deck structural layer 8 is constructed on the wet joint filling concrete 12, so that the whole active box girder is comprehensively reinforced.
Noteworthy are: the construction method of the active box girder comprehensive reinforcement system is suitable for repairing and reinforcing different disease positions, wherein the disease positions of the scheme comprise, but are not limited to, cover girder damage 26, stop block damage 25, support 3 void positions, box girder web 6 cracks and holes, wet seam concave holes 11, and different repairing means are adopted for different disease positions. Executing the steps of 'installing a hoop type bearing box supporting system' and 'pouring concrete at the damaged part of the bent cap' aiming at repairing the damaged part 26 of the bent cap; executing a step of pouring concrete at the broken part of the stop block aiming at the modification of the broken part 25 of the stop block; executing the steps of 'box girder integral micro-jacking' and 'support construction' aiming at the support 3 void; aiming at the steps of 'cracks and hollows of the box girder web 6', the steps of 'supporting a floor type opposite supporting telescopic structure system' and 'pouring concrete into cracks of the box girder web' are executed; for the wet joint recessed cavity 11, the steps of "broken section wet joint cutting", "mounting hanging formwork system" and "wet joint poured concrete" are performed.
The present application is not limited to the above-mentioned preferred embodiments, and any person who can obtain other various products under the teaching of the present application can make any changes in shape or structure, and all the technical solutions that are the same or similar to the present application fall within the scope of the present application.
Claims (8)
1. The construction method of the active service box girder comprehensive reinforcement system is characterized by comprising the following steps of:
(1) Checking and cleaning: before construction, comprehensively checking the disease position of the whole active box girder according to the design requirement, and marking in detail, and cleaning up garbage and damaged surface layers of all the diseases until fresh concrete is exposed; if the disease position is a broken capping beam (26), executing the step (2) and the step (3); if the disease position is the stop block breakage (25), executing the step (4); if the disease position is the empty position of the support (3), executing the step (5) and the step (6); if the disease positions are cracks and hollows of the box girder web plates (6), executing the step (7) and the step (8); if the disease position is a wet joint concave cavity (11), executing the step (9), the step (10) and the step (11);
(2) Installing a hoop type bearing box supporting system: the annular steel plate hoop (28) is connected with the fan-shaped bearing box (31), the annular steel plate hoop (28) and the pier column (1) are hooped, a vertical supporting rod (33) is supported on the fan-shaped bearing box (31), the top of the vertical supporting rod (33) is connected with a capping beam end template (36), and the capping beam end template (36) is tightly attached to the end part of the capping beam (2);
(3) Pouring concrete into the damaged part of the bent cap: the pumping concrete is inserted into a reserved grouting hole (34) on a capping beam end template (36) through a cannula, and capping beam damage repair concrete (35) is poured into a capping beam damage (26) at the end part of the capping beam (2) through the reserved grouting hole (34);
(4) Pouring concrete into the damaged part of the stop block: sleeving a shaping square mould (27) on a capping beam stop block (4) with a stop block breakage (25), pouring concrete into the shaping square mould (27), and performing maintenance work;
(5) And (3) carrying out integral micro-jacking on the box girder: filling the integral U-shaped steel plates (10) in the void between the concrete box girder (5) and the support (3), adjusting the angle to enable the integral U-shaped steel plates (10) to 'wrap' the box girder web (6) and the bottom plate of the concrete box girder (5), placing jacks (9) at the bottoms of two sides of the integral U-shaped steel plates (10), and slightly jacking the integral U-shaped steel plates (10) by slowly lifting the jacks (9) at the two sides;
(6) And (3) support construction: after the concrete box girder (5) is slightly lifted to a certain height, the original void support (3) is removed and a new support (3) is installed, after the new support (3) is detected to be correct, jacks (9) at two sides are slowly lowered, and the concrete box girder (5) is replaced on the newly installed support (3);
(7) Supporting floor type opposite supporting telescopic structure system: leveling the ground at the lower part of a box girder web plate (6) of a part of a concrete box girder (5) with cracks and hollows, placing a backing plate on the ground, pulling a column (24), a bearing core tube (23), a horizontal telescopic support rod (21) and an inclined telescopic support rod (22) which are manufactured according to design requirements in a factory to the site, supporting a floor type opposite support telescopic structure system, and tightly attaching a web plate template (19) of the floor type opposite support telescopic structure system to the box girder web plate (6) and opposite supporting the box girder web plate (6);
(8) Pouring concrete into the cracks of the box girder webs: after the floor type opposite bracing telescopic structure system is used for opposite bracing the web plate templates (19), pumping concrete is inserted into reserved grouting holes of the web plate templates (19) through insertion pipes, and concrete mortar is poured into cracks and hollows of the box girder webs (6) through the reserved grouting holes;
(9) Wet seam cutting at the damaged section: according to the marked line of the wet joint cutting section (15) measuring paying-off, cutting a bridge deck structural layer (8) and a wet joint (7) which are arranged on a concrete box girder (5) by using a cutting machine, keeping the cut surface smooth, and simultaneously drilling screw holes on wet joint complete sections (14) at two sides of the wet joint cutting section (15);
(10) Installing a hanging formwork system: the hanging screw (13) is connected with a hanging steel plate (17) in advance, a wet joint template (18) is placed on the hanging steel plate (17), the hanging screw (13) passes through a screw hole of the wet joint complete section (14) from bottom to top and then is fixed, and the top surface of the wet joint template (18) is tightly attached to the bottom surface of the wet joint complete section (14);
(11) Wet joint cast-in-place concrete: after the hanging formwork system is installed, filling wet joint filling concrete (12) into the gaps cut by the wet joint cutting section (15), and constructing a bridge deck structural layer (8) on the wet joint filling concrete (12) after the strength of the wet joint filling concrete (12) meets the design requirement.
2. The construction method of the active tank girder comprehensive reinforcement system according to claim 1, wherein in the step (2), a ring-shaped steel plate hoop (28) is connected with a fan-shaped bearing box (31) in advance, the ring-shaped steel plate hoop (28) is sleeved on a pier column (1), a high-strength bolt (30) is screwed down to achieve the effect that the ring-shaped steel plate hoop (28) is used for 'hooping' the pier column (1), and a vertical supporting rod (33) is supported on the fan-shaped bearing box (31) after the 'hooping' is checked for tightness.
3. The construction method of the integrated reinforcement system of the active tank girder according to claim 1, wherein in the step (7), the upright post (24) and the bearing core tube (23) are assembled completely on the ground, the horizontal telescopic supporting rod (21) and the inclined telescopic supporting rod (22) are installed on the bearing core tube (23) according to designed intervals and angles, after the floor type opposite supporting telescopic structure system is detected correctly, the whole body of the floor type opposite supporting telescopic structure system is erected and supported on a ground backing plate, temporary fixing measures are adopted to fix the floor type opposite supporting telescopic structure system, the web template (19) is tightly attached to a tank girder web (6), and the supporting rod lengths of the horizontal telescopic supporting rod (21) and the inclined telescopic supporting rod (22) are adjusted to be tightly propped against a wooden wedge (20) on the web template (19).
4. The construction method of the active tank girder comprehensive reinforcement system according to claim 1, wherein the capping girders (2) are placed on pier columns (1), a plurality of supports (3) are arranged on the capping girders (2), concrete tank girders (5) are placed on the supports (3), the concrete tank girders (5) located at the edges are abutted against capping girder stop blocks (4), wet joints (7) are arranged at the connection positions of wing plates of the adjacent concrete tank girders (5), and a bridge deck structural layer (8) is arranged at the tops of the concrete tank girders (5).
5. The construction method of an active tank girder integrated reinforcing system according to claim 1, wherein a bent cap breakage (26) occurs at an end of the bent cap (2), and a stopper breakage (25) occurs on the bent cap stopper (4).
6. The construction method of the active tank girder comprehensive reinforcement system according to claim 3, wherein the upright posts (24) are supported on the ground, the plurality of upright posts (24) are connected with the bearing core tube (23), and a plurality of rows of horizontal telescopic supporting rods (21) and inclined telescopic supporting rods (22) are symmetrically fixed on two sides of the bearing core tube (23).
7. The construction method of the active tank girder comprehensive reinforcement system according to claim 1, wherein the annular steel plate hoops (28) are annular split type assembled structures, and the fastening rib plates (29) are connected with the annular steel plate hoops (28) into a whole.
8. An active tank girder, characterized in that the active tank girder is constructed by the construction method of the integrated reinforcement system for the active tank girder according to any one of claims 1 to 7.
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