CN114657887B - Construction method of prefabricated slab crack-resistant structure in hogging moment area of composite beam bridge - Google Patents
Construction method of prefabricated slab crack-resistant structure in hogging moment area of composite beam bridge Download PDFInfo
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- CN114657887B CN114657887B CN202210406099.XA CN202210406099A CN114657887B CN 114657887 B CN114657887 B CN 114657887B CN 202210406099 A CN202210406099 A CN 202210406099A CN 114657887 B CN114657887 B CN 114657887B
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- bridge
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- shear pin
- slab
- hogging moment
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- 238000010276 construction Methods 0.000 title claims abstract description 17
- 239000002131 composite material Substances 0.000 title claims abstract description 13
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 68
- 239000010959 steel Substances 0.000 claims abstract description 68
- 239000004567 concrete Substances 0.000 claims abstract description 21
- 238000005336 cracking Methods 0.000 claims abstract description 8
- 239000003822 epoxy resin Substances 0.000 claims abstract description 8
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 8
- 229920000647 polyepoxide Polymers 0.000 claims abstract description 8
- 238000000034 method Methods 0.000 claims description 6
- 238000005520 cutting process Methods 0.000 claims description 5
- 238000005536 corrosion prevention Methods 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 3
- 238000005266 casting Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- 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
-
- 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
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a construction method of an anti-cracking structure of a precast slab in a hogging moment area of a composite girder bridge, which comprises the following steps: selecting a prefabricated plate and a combination scheme of the combined bridge; hoisting the steel girder in place; rubber strips are paved on two sides of the top plate of the steel girder, a prefabricated modular bridge deck is hoisted to be in place, a shear pin groove is formed in the modular bridge deck, the shear pin groove is positioned above the top plate of the steel girder, and the modular bridge deck can slide along the bridge direction for a certain distance; applying temporary vertical fixing measures at the positions of the shear pin grooves to prevent the precast slab from unsteading in a non-horizontal plane, and tensioning the prestressed steel bundles on the precast slab in the hogging moment area; after tensioning is completed, injecting epoxy resin mortar between the rubber strips; and pouring a transverse wet joint and a shear pin groove between precast slabs in the hogging moment area, and dismantling temporary vertical fixing measures after the strength of the micro-expansive concrete reaches the requirement to finish the construction of bridge decks in the hogging moment area. The invention ensures that the tensioning prestress is not transmitted to the steel girder as much as possible, and improves the prestress tensioning effect.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a construction method of a prefabricated slab crack-resistant structure in a hogging moment area of a composite beam bridge.
Background
The steel-concrete composite girder bridge has the characteristics of small mass, large rigidity, simple construction and the like, but due to the difference of two materials of the continuous composite girder bridge, the problems of tensile damage and the like of a concrete bridge deck plate can occur in a hogging moment area, particularly, the cracking of the concrete bridge deck plate can lead water and harmful substances in the external environment to invade into concrete cracks, accelerate the corrosion of steel bars and steel beams in a concrete slab, and finally lead to the reduction of structural rigidity and the remarkable reduction of bearing capacity and durability. In order to avoid cracking problem in the hogging moment area of the composite girder bridge, the aim of cracking resistance is achieved by effectively applying prestress to the precast concrete slab in the hogging moment area.
Disclosure of Invention
Aiming at the problems, the invention aims to provide a construction method of a prestressed precast slab crack-resistant structure in a hogging moment area of a composite girder bridge.
In order to achieve the above purpose, the following technical scheme is provided:
a construction method of a prefabricated slab crack-resistant structure in a hogging moment area of a composite beam bridge comprises the following steps:
1) Selecting a precast slab with corresponding anti-cracking capacity and a structural scheme of precast slab combination according to the stress degree of the hogging moment section of the combined beam bridge, and defining the arrangement and connection modes of various precast slabs;
2) Prefabricating a steel girder and a modular bridge deck of the combined bridge, and hoisting the steel girder into position;
3) Rubber strips are paved on two sides of a top plate of the steel girder, a prefabricated modular bridge deck is hoisted to be in place, a shear nail groove is formed in the modular bridge deck, the shear nail groove is located above the top plate of the steel girder, the modular bridge deck can slide along the bridge for a certain distance, the sliding distance is determined by the reserved distance between the shear nail groove and the shear nail, if the prefabricated plate is in direct contact with the steel girder, the prestress can be transferred to the steel girder due to the adhesion force of the two, the prefabricated plate and the steel girder are separated by the rubber strips, which is equivalent to the fact that the prefabricated plate and the steel girder are almost separated, the prestress is mostly applied to the prefabricated plate, the utilization efficiency of the prestress is improved, and the shear deformation along the bridge exists between the prefabricated plate and the steel girder, so that the compressive stress applied after the steel beam of the prefabricated plate is tensioned acts on the prefabricated plate as much as possible;
4) Applying a temporary vertical fixing measure at the position of the shear force nail groove, wherein the temporary vertical fixing measure is positioned above the precast slab and is connected with the steel main beam at the same time, so that the precast slab is prevented from being unstable in a non-horizontal plane, and a prestress steel beam on the precast slab in a hogging moment area is tensioned;
5) After tensioning is completed, injecting epoxy resin mortar between the rubber strips through small holes at the side edges of the rubber strips;
6) Pouring transverse wet joints among precast slabs in the hogging moment area by adopting micro-expansion concrete;
7) And pouring the micro-expansion concrete into the shear nail groove, and dismantling the temporary vertical fixing measure after the strength of the micro-expansion concrete reaches more than 90% and the elastic modulus reaches 100%, so as to finish the construction of the bridge deck in the hogging moment area.
Further, the temporary vertical fixing measure comprises I-steel, a shear pin and a lengthening shear pin are arranged in the shear pin groove, one end of the lengthening shear pin vertically penetrates through the I-steel, the shear pin groove is fixedly connected with the top plate of the steel girder, the other end of the lengthening shear pin is fixed by adopting a nut, and the I-steel is horizontally pressed at the upper opening of the shear pin groove.
Further, the temporary vertical fixing measure further comprises skids, wherein the skids are arranged on two sides above the shear pin grooves, and the I-steel is horizontally arranged above the skids on two sides and is intersected with the skids.
Further, the prefabricated plate in step 1) comprises an A-type prefabricated plate panel, a B-type prefabricated plate panel and a C-type prefabricated plate panel, wherein the A-type prefabricated plate panel is a middle-position common prefabricated plate panel, the B-type prefabricated plate panel is an anchor plate with a tooth block, the C-type prefabricated plate panel is an end anchor plate, all three types of prefabricated plates are reserved with prestressed steel beam pore channels, a short-beam prestressed steel beam post-tensioning method is tensioned to the anchor plate of the B-type prefabricated plate panel, and a long-beam prestressed steel beam is tensioned to the tail end of the C-type prefabricated bridge panel.
Further, the length of the longitudinal bridge section of the precast slab is 2-3 m, and the transverse bridge is designed according to the bridge width and combining the transportation and hoisting capabilities to consider whether the section design is needed or not; the modular deck slab is suitable for the combined bridge with the span of more than 40 m.
Further, the epoxy resin mortar injected into the rubber strip is flush with the rubber strip, so that the adhesion between the modular bridge deck and the steel girder is ensured.
Further, the nut and the top surface of the I-steel are reserved for 1-2mm, when the strength of micro-expansion concrete in the shear pin groove reaches 90% and the age reaches more than 7 days, after the temporary vertical fixing measure is removed, the exposed part of the upper end of the lengthened shear pin is cut, the residual height after cutting is not more than 10mm, and the exposed residual part is subjected to corrosion prevention treatment, so that the casting of the later upper layer is facilitated.
Compared with the prior art, the invention has the beneficial effects that:
1) The temporary vertical fixing measure is arranged to ensure the stability of the precast slab in the tensioning process, ensure the close connection of the bridge deck and the steel girder, prevent non-horizontal instability, and simultaneously provide a downward pressure for pouring the shear pin grooves so that the bridge deck and the steel girder are tightly attached after pouring;
2) According to the invention, the rubber strips are arranged, so that the precast slab is prevented from being in direct contact with the steel girder, and a certain translation of the precast slab relative to the steel girder is ensured before tensioning, so that the prestress in the tensioning process is not transferred to the steel girder as much as possible, and the prestress tensioning effect is improved.
Drawings
FIG. 1 is a schematic perspective view of a shear pin groove without casting micro-expansive concrete;
FIG. 2 is a schematic view of the three-dimensional structure of the present invention after assembly and casting;
FIG. 3 is a schematic view of a shear pin slot configuration of the present invention;
FIG. 4 is a schematic view of the construction of a class A preformed bridge deck in accordance with the present invention;
FIG. 5 is a schematic view of the structure of a B-type prefabricated deck slab according to the present invention;
FIG. 6 is a schematic view of the structure of a class C preformed bridge deck in accordance with the present invention;
fig. 7 is a schematic view showing a structural scheme of the prefabricated panel assembly according to the present invention.
In the figure: 1. a steel main beam; 2. a rubber strip; 3. a transverse wet seam; 4. a shear pin slot; 41. shear nails; 5. temporary vertical fixing measures; 51. i-steel; 52. a skid; 53. lengthening the shear pin; 6. and (5) prefabricating the plate.
Detailed Description
The present invention will be further described with reference to the drawings and examples of the specification, wherein the examples are intended to be illustrative only and not to be limiting of the invention, and wherein all other examples are intended to be within the scope of the invention as defined by the appended claims.
Example 1
1) According to the structural scheme of the prefabricated plates 6 and the prefabricated plate 6 combination with corresponding anti-cracking capacity, the arrangement modes of the A-type prefabricated plate panel, the B-type prefabricated plate panel and the C-type prefabricated plate panel are determined, the longitudinal bridge section length of the prefabricated plate 6 is 2-3 m, the arrangement mode of the prefabricated plate 6 is shown in fig. 7, the A-type prefabricated plate panel is a middle-position common prefabricated plate panel shown in fig. 4, the B-type prefabricated plate panel is an anchor plate with a tooth block shown in fig. 5, the C-type prefabricated plate panel is an end anchor plate shown in fig. 6, all three types of prefabricated plates are reserved with prestressed steel beam pore channels, a short-beam prestressed steel beam post-tensioning method is used for tensioning the anchor plate of the B-type prefabricated plate panel, and a long-beam prestressed steel beam is tensioned to the tail end of the C-type prefabricated bridge panel;
2) Prefabricating a steel girder 1 of a combined girder bridge and a modular bridge deck plate in the step 1), and hoisting the steel girder 1 in place;
3) Rubber strips 2 are paved on two sides of the top plate of the steel girder 1, a prefabricated modular bridge deck is hoisted to be in place, a shear pin groove 4 is formed in the modular bridge deck, as shown in fig. 3, shear pins 41 and lengthened shear pins 53 are arranged in the shear pin groove 4, the lower ends of the shear pins 41 are fixedly connected with the top plate of the steel girder 1, the shear pin groove 4 is positioned above the top plate of the steel girder 1, the modular bridge deck can slide along the bridge for a certain distance, and the size of the slidable distance is determined by the arrangement of the shear pins 41;
4) As shown in fig. 1, a temporary vertical fixing measure 5 is applied to the position of a shear pin groove 4, the temporary vertical fixing measure 5 comprises an I-shaped steel 51 and a skid 52, the skid 52 is arranged on two sides above the shear pin groove 4, the I-shaped steel 51 is horizontally arranged above the skid 52 on two sides and vertically crossed with the skid 52, one end of a lengthened shear pin 53 sequentially passes through the I-shaped steel 51, the shear pin groove 4 is fixedly connected with a top plate of a steel girder 1, the other end of the lengthened shear pin 53 is fixed by adopting a nut, a gap of 1-2mm is reserved between the nut and the upper end surface of the I-shaped steel 51, the precast slab 6 is prevented from being unstable in a non-horizontal plane in the tensioning process, a prestress steel strand on a hogging moment area precast slab 6 is anchored on a B-type precast slab panel and a C-type precast slab panel after being tensioned, and a prestress steel strand stress resisting part of the precast bridge slab panel is in a vehicle load, temperature change, shrinkage of a concrete material and other factors in a normal bridge passing stage are generated, so that an anti-cracking effect is achieved;
5) After tensioning is completed, injecting epoxy resin mortar between the rubber strips 2 through small holes at the side edges of the rubber strips 2; injecting epoxy resin mortar until the epoxy resin mortar is flush with the rubber strips 2, and ensuring close fitting between the modular bridge deck and the steel girder 1;
6) Pouring a transverse wet joint 3 between precast slabs 6 in a hogging moment area by adopting micro-expansion concrete, as shown in figure 2;
7) The shear nail groove 4 is poured by micro-expansion concrete, and the precast slab 6 and the steel main beam 1 are jointly stressed through the shear nails 41 and the micro-expansion concrete poured into the shear nail groove 4 to form a combined structure; and after the strength of the micro-expansive concrete reaches more than 90%, removing the temporary vertical fixing measure 5 after the elastic modulus reaches 100%, cutting the exposed part of the upper end of the lengthened shear nail 53, wherein the residual height after cutting is not more than 10mm, and carrying out corrosion prevention treatment on the exposed residual part to finish the construction of the bridge deck in the hogging moment area.
Claims (4)
1. The construction method of the prefabricated slab crack-resistant structure in the hogging moment area of the composite beam bridge is characterized by comprising the following steps of:
1) Selecting a precast slab (6) with corresponding anti-cracking capacity and a structural scheme of the precast slab (6) combination according to the stress degree of the hogging moment section of the combined beam bridge, and determining the arrangement and connection modes of various precast slabs (6);
2) The steel main beam (1) of the prefabricated combined beam bridge and the modular bridge deck are hoisted into position;
3) Rubber strips (2) are paved on two sides of a top plate of the steel girder (1), a modular bridge deck is hoisted and prefabricated to be in place, a shear force nail groove (4) is formed in the modular bridge deck, the shear force nail groove (4) is positioned above the top plate of the steel girder (1), and the modular bridge deck can slide along the bridge direction for a certain distance;
4) Applying a temporary vertical fixing measure (5) at the position of the shear pin groove (4), wherein the temporary vertical fixing measure (5) is positioned above the precast slab (6) and is connected with the steel main beam (1) at the same time, so that the precast slab (6) is prevented from unsteading in a non-horizontal plane, and a prestress steel beam on the precast slab (6) in a hogging moment area is tensioned;
5) After tensioning is completed, injecting epoxy resin mortar between the rubber strips (2) through small holes at the side edges of the rubber strips (2);
6) Pouring a transverse wet joint (3) between precast slabs (6) in a hogging moment area by adopting micro-expansion concrete;
7) Pouring the shear nail groove (4) by using micro-expansion concrete, and dismantling the temporary vertical fixing measure (5) after the strength of the micro-expansion concrete reaches more than 90% and the elastic modulus reaches 100%, so as to finish the construction of the bridge deck in the hogging moment area;
the temporary vertical fixing measure (5) comprises an I-steel (51), a shear pin (41) and a lengthened shear pin (53) are arranged in the shear pin groove (4), one end of the lengthened shear pin (53) vertically penetrates through the I-steel (51), the shear pin groove (4) is fixedly connected with a top plate of the steel girder (1), the other end of the lengthened shear pin is fixed by a nut, and the I-steel (51) is horizontally pressed at the upper opening of the shear pin groove (4);
the temporary vertical fixing measure (5) further comprises skids (52), wherein the skids (52) are arranged on two sides above the shear pin grooves (4), and the I-shaped steel (51) is horizontally arranged above the skids (52) on two sides and is crossed with the skids (52);
reserving 1-2mm between the nut and the top surface of the I-steel (51), cutting the exposed part of the upper end of the lengthened shear pin (53) after the temporary vertical fixing measure (5) is removed when the micro-expansion concrete strength in the shear pin groove (4) reaches 90% and the age reaches more than 7 days, and carrying out corrosion prevention treatment on the exposed rest after the cutting, wherein the rest height is not more than 10 mm.
2. The construction method of the prefabricated slab crack-resistant structure in the hogging moment area of the composite girder bridge is characterized in that the prefabricated slab (6) in the step 1) comprises an A-type prefabricated slab panel, a B-type prefabricated slab panel and a C-type prefabricated slab panel, wherein the A-type prefabricated slab panel is a middle-position common prefabricated slab panel, the B-type prefabricated slab panel is an anchor slab with a tooth block, the C-type prefabricated slab panel is an end anchor slab, all three types of prefabricated slabs are reserved with prestressed steel beam pore channels, a short-beam prestressed steel beam post-tensioning method is used for tensioning the anchor slab of the B-type prefabricated slab panel, and a long-beam prestressed steel beam is tensioned to the tail end of the C-type prefabricated bridge slab.
3. The construction method of the prefabricated slab crack-resistant structure in the hogging moment area of the composite girder bridge is characterized in that the length of a longitudinal bridge section of the prefabricated slab (6) is 2-3 m; the modular deck slab is suitable for the combined bridge with the span of more than 40 m.
4. The construction method of the precast slab crack-resistant structure in the hogging moment area of the composite girder bridge is characterized in that epoxy resin mortar injected into the rubber strip (2) is flush with the rubber strip (2), so that the modular bridge deck is tightly attached to the steel main girder (1) after concrete is poured into the shear pin groove (4).
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210406099.XA CN114657887B (en) | 2022-04-18 | 2022-04-18 | Construction method of prefabricated slab crack-resistant structure in hogging moment area of composite beam bridge |
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| CN202210406099.XA CN114657887B (en) | 2022-04-18 | 2022-04-18 | Construction method of prefabricated slab crack-resistant structure in hogging moment area of composite beam bridge |
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| CN114657887A CN114657887A (en) | 2022-06-24 |
| CN114657887B true CN114657887B (en) | 2024-04-02 |
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| CN116024907B (en) * | 2023-01-10 | 2023-11-14 | 中交第四航务工程勘察设计院有限公司 | Port steel-concrete composite beam for improving crack resistance of bridge deck and construction method thereof |
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| CN111455856A (en) * | 2020-04-17 | 2020-07-28 | 浙江省交通规划设计研究院有限公司 | Construction method for applying prestress on bridge deck in hogging moment area of steel-concrete composite bridge |
| CN113502740A (en) * | 2021-06-22 | 2021-10-15 | 中铁长江交通设计集团有限公司 | Novel distributed small hole groove for prefabricated bridge deck of steel-concrete composite beam |
| CN114016370A (en) * | 2021-12-09 | 2022-02-08 | 安徽省交通规划设计研究总院股份有限公司 | 'hysteresis type' narrow steel box composite beam and construction method thereof |
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2022
- 2022-04-18 CN CN202210406099.XA patent/CN114657887B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
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| JPH07268808A (en) * | 1994-04-01 | 1995-10-17 | Nippon Doro Kodan | Bridge precast floor slab and partial replacement method thereof |
| JP2016211202A (en) * | 2015-05-07 | 2016-12-15 | 三井住友建設株式会社 | Concrete floor slab |
| JP2017197999A (en) * | 2016-04-28 | 2017-11-02 | 株式会社ピーエス三菱 | Construction method of concrete slab for elevated road |
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| CN113502740A (en) * | 2021-06-22 | 2021-10-15 | 中铁长江交通设计集团有限公司 | Novel distributed small hole groove for prefabricated bridge deck of steel-concrete composite beam |
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