CN114657887A - Construction method of precast slab anti-cracking structure in hogging moment area of combined beam bridge - Google Patents
Construction method of precast slab anti-cracking structure in hogging moment area of combined beam bridge Download PDFInfo
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- CN114657887A CN114657887A CN202210406099.XA CN202210406099A CN114657887A CN 114657887 A CN114657887 A CN 114657887A CN 202210406099 A CN202210406099 A CN 202210406099A CN 114657887 A CN114657887 A CN 114657887A
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- bridge
- precast slab
- slab
- steel
- precast
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- 238000010276 construction Methods 0.000 title claims abstract description 19
- 238000005336 cracking Methods 0.000 title claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 60
- 239000010959 steel Substances 0.000 claims abstract description 60
- 239000004567 concrete Substances 0.000 claims abstract description 21
- 239000003822 epoxy resin Substances 0.000 claims abstract description 7
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 7
- 229920000647 polyepoxide Polymers 0.000 claims abstract description 7
- 238000004873 anchoring Methods 0.000 claims description 6
- 238000000034 method Methods 0.000 claims description 5
- 238000005260 corrosion Methods 0.000 claims description 4
- 238000005452 bending Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 3
- 239000002131 composite material Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007797 corrosion Effects 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
- 239000002023 wood Substances 0.000 description 1
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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
Abstract
The invention discloses a construction method of a precast slab anti-cracking structure in a hogging moment area of a combined beam bridge, which comprises the following steps: selecting a precast slab and a combination scheme of the combined bridge; hoisting the steel girder in place; rubber strips are laid on two sides of a top plate of the steel main beam, a prefabricated modular deck slab is hoisted in place, a shear nail groove is formed in the modular deck slab and is located above the top plate of the steel main beam, and the modular deck slab can slide for a certain distance along the bridge direction; applying a temporary vertical fixing measure at the position of the shear nail groove to prevent the precast slab from generating non-horizontal plane instability and stretching a prestressed steel beam on the precast slab in the hogging moment area; after tensioning is finished, injecting epoxy resin mortar between the rubber strips; and pouring transverse wet joints and shear nail grooves between the precast slabs in the hogging moment area, and dismantling the temporary vertical fixing measures after the strength of the micro-expansion concrete meets the requirement to complete the construction of the bridge deck slab in the hogging moment area. The invention ensures that the tension prestress is not transmitted to the steel girder as far as possible, thereby improving the prestress tension effect.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a construction method of a precast slab anti-cracking structure of a hogging moment area of a combined beam bridge.
Background
The steel-concrete composite beam 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 beam bridge, the problem that a concrete bridge deck is damaged by tension in a hogging moment area can occur, particularly, water and harmful substances in the external environment are caused to invade into concrete cracks due to the cracking of the concrete bridge deck, the corrosion of steel bars and steel beams in the concrete slab is accelerated, and finally, the structural rigidity is reduced, and the bearing capacity and the durability are obviously reduced. In order to avoid the cracking problem of the hogging moment area of the combined beam bridge, the aim of cracking is fulfilled by effectively applying prestress on 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 an anti-cracking structure of a prestressed precast slab in a hogging moment area of a combined beam bridge.
In order to achieve the purpose, the following technical scheme is provided:
a construction method of a precast slab anti-cracking structure of a hogging moment area of a combined beam bridge comprises the following steps:
1) selecting precast slabs with corresponding crack resistance and a precast slab combination structural scheme 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;
2) prefabricating a steel main beam and a modulus type bridge deck of the combined beam bridge, and hoisting the steel main beam in place;
3) rubber strips are laid on two sides of a steel girder top plate, a prefabricated modular deck slab is hoisted in place, a shear nail groove is formed in the modular deck slab and is located above the steel girder top plate, the modular deck slab can slide for a certain distance along the bridge direction, the sliding distance is determined by the reserved distance between the shear nail groove and a shear nail, if the prefabricated slab is in direct contact with the steel girder, the prestress can be transmitted to the steel girder due to the bonding force of the prefabricated slab and the steel girder, the prefabricated slab and the steel girder are separated by the rubber strips, the prefabricated slab and the steel girder are almost separated, most of the prestress is applied to the prefabricated slab, the utilization efficiency of the prestress is improved, the prefabricated slab and the steel girder are allowed to be subjected to shear deformation along the bridge direction, and the compressive stress applied to the prefabricated slab after the prefabricated slab is tensioned is applied to the prefabricated slab as much as possible;
4) applying a temporary vertical fixing measure at the position of the shear 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 on a non-horizontal plane, and a prestressed steel beam on the precast slab in a negative bending moment area is tensioned;
5) after tensioning is finished, injecting epoxy resin mortar between the rubber strips from the small holes on the side edges of the rubber strips;
6) pouring transverse wet joints among the precast slabs in the hogging moment area by adopting micro-expansive concrete;
7) and pouring micro-expansion concrete into the shear nail groove, and removing the temporary vertical fixing measures after the strength of the micro-expansion concrete reaches over 90% and the elastic modulus reaches 100% to finish the construction of the bridge deck in the hogging moment area.
Furthermore, the temporary vertical fixing measures comprise I-shaped steel, a shear nail and a lengthened shear nail are arranged in a shear nail groove, one end of the lengthened shear nail vertically penetrates through the I-shaped steel and the shear nail groove to be fixedly connected with the steel girder top plate, the other end of the lengthened shear nail is fixed by a nut, and the I-shaped steel is horizontally pressed at the upper opening of the shear nail groove.
Furthermore, the temporary vertical fixing measures further comprise skids, the skids are arranged on two sides above the shear nail groove, and the I-steel is horizontally arranged above the skids on the two sides and is crossed with the skids.
Further, the precast slabs in the step 1) comprise a type A precast slab panel, a type B precast slab panel and a type C precast slab panel, wherein the type A precast slab panel is a common precast slab panel at the middle position, the type B precast slab panel is an anchoring plate with a toothed block, the type C precast slab panel is an end anchoring plate, prestressed steel beam channels are reserved in the three precast slabs, a short prestressed steel beam is tensioned to the anchoring plate of the type B precast slab panel by a tensioning method, and a long prestressed steel beam is tensioned to the tail end of the type C precast bridge panel.
Furthermore, the length of the longitudinal bridge direction section of the prefabricated slab is 2-3 m, and the transverse bridge direction is designed into sections according to the bridge width and in combination with the transportation and hoisting capacity; the modular bridge deck is suitable for a span combined bridge with the diameter of more than 40 m.
Furthermore, epoxy resin mortar injected into the rubber strips is flush with the rubber strips, so that the modular bridge deck and the steel girder are tightly attached.
Furthermore, the nut and the top surface of the I-shaped steel are reserved for 1-2mm, after the strength of micro-expansive concrete in the shear nail 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 nail is cut off, the residual height after cutting is not more than 10mm, and the exposed residual part is subjected to anti-corrosion treatment, so that later-stage upper-layer face pouring is facilitated.
Compared with the prior art, the invention has the beneficial effects that:
1) the temporary vertical fixing measures are arranged to ensure the stability of the prefabricated slab in the tensioning process, ensure that the bridge deck is tightly connected with the steel girder, prevent non-horizontality instability, and provide downward pressure for the pouring of the shear nail groove so that the bridge deck and the steel girder are more tightly attached after pouring;
2) according to the invention, the rubber strips are arranged, so that the direct contact between the precast slab and the steel main beam is avoided, a certain translation of the precast slab relative to the steel main beam is ensured before tensioning, the prestress in the tensioning process is not transmitted to the steel main beam as far as possible, and the prestress tensioning effect is improved.
Drawings
FIG. 1 is a schematic perspective view of a non-shear groove filled with micro-expansive concrete according to the present invention;
FIG. 2 is a schematic perspective view of the assembled and cast structure of the present invention;
FIG. 3 is a schematic view of a shear groove configuration of the present invention;
FIG. 4 is a schematic structural diagram of a class A prefabricated bridge deck according to the present invention;
FIG. 5 is a schematic structural diagram of a B-type prefabricated bridge deck according to the present invention;
FIG. 6 is a schematic structural diagram of a class C prefabricated bridge deck according to 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 groove; 41. shear nails; 5. temporary vertical fixing measures; 51. i-shaped steel; 52. wood padding; 53. lengthening the shear nails; 6. provided is a prefabricated slab.
Detailed Description
The present invention will be further described with reference to the drawings and examples, and it is to be understood that the described embodiments are merely illustrative of some embodiments, rather than all embodiments, and that all other embodiments, which can be derived by one of ordinary skill in the art without inventive faculty, based on the embodiments of the present invention, are within the scope of the present invention.
Example 1
1) Selecting precast slabs 6 and precast slabs and skid 52 with corresponding crack resistance according to the stress degree of the hogging moment section of the combined beam bridge, wherein the skid 52 is arranged at two sides above the shear nail groove 4, the I-steel 51 is horizontally arranged above the skid 52 at two sides and is vertically crossed with the skid 52, one end of a lengthened shear nail 53 sequentially penetrates through the I-steel 51, the shear nail groove 4 and a top plate of a steel main beam 1 to be fixedly connected, the other end of the lengthened shear nail is fixed by adopting a nut, a gap of 1-2mm is reserved between the nut and the upper end surface of the I-steel 51 to prevent the precast slabs 6 from generating non-horizontal instability in the tensioning process, a prestressed steel strand on the hogging moment area 6 is tensioned, the prestressed steel strand is anchored on a B-type precast slab panel and a C-type precast slab panel after being tensioned, and the deck slab is prestressed to resist the tensile stress generated by factors such as vehicle load, temperature change and concrete material shrinkage of a part of the subsequent bridge in the normal traffic stage, the crack resistance is realized;
5) after tensioning is finished, injecting epoxy resin mortar between the rubber strips 2 from the small holes on the side edges of the rubber strips 2; injecting epoxy resin mortar to be flush with the rubber strips 2, and ensuring that the modular bridge deck and the steel main beam 1 are tightly attached;
6) pouring transverse wet joints 3 between the precast slabs 6 in the hogging moment area by using micro-expansive concrete, as shown in FIG. 2;
7) micro-expansion concrete is poured into the shear nail groove 4, and micro-expansion concrete is poured between the precast slab 6 and the steel main beam 1 through the shear nails 41 and the shear nail groove 4 to form a combined structure to bear force together; and (3) after the strength of the micro-expansion concrete reaches over 90 percent and the elastic modulus reaches 100 percent, removing the temporary vertical fixing measure 5, cutting off the exposed part at the upper end of the lengthened shear nail 53, wherein the residual height after cutting is not more than 10mm, and performing anti-corrosion treatment on the exposed residual part to finish the construction of the bridge deck in the hogging moment area.
Claims (7)
1. A construction method of a precast slab anti-cracking structure of a hogging moment area of a combined beam bridge is characterized by comprising the following steps:
1) selecting a prefabricated slab (6) with corresponding anti-cracking capacity and a structural scheme of the combination of the prefabricated slabs (6) according to the stress degree of the hogging moment section of the combined beam bridge, and determining the arrangement and connection modes of various prefabricated slabs (6);
2) prefabricating a steel main beam (1) of the combined beam bridge and a modulus type bridge deck, and hoisting the steel main beam (1) in place;
3) rubber strips (2) are laid on two sides of a top plate of a steel main beam (1), a prefabricated modular deck slab is hoisted in place, a shear nail groove (4) is formed in the modular deck slab, the shear nail groove (4) is located above the top plate of the steel main beam (1), and the modular deck slab can slide for a certain distance along the bridge direction;
4) applying a temporary vertical fixing measure (5) at the position of the shear nail 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 generating non-horizontal instability, and a prestressed steel beam on the precast slab (6) in a negative bending moment area is tensioned;
5) after tensioning is finished, injecting epoxy resin mortar between the rubber strips (2) from small holes on the side edges of the rubber strips (2);
6) pouring transverse wet joints (3) between the precast slabs (6) in the hogging moment area by adopting micro-expansion concrete;
7) and pouring micro-expansion concrete into the shear nail groove (4), and removing the temporary vertical fixing measure (5) after the strength of the micro-expansion concrete reaches over 90% and the elastic modulus reaches 100%, thereby completing the construction of the bridge deck in the hogging moment area.
2. The construction method of the precast slab anti-cracking structure of the hogging moment region of the combined beam bridge as claimed in claim 1, wherein the temporary vertical fixing means (5) comprises an i-steel (51), the shear nail groove (4) is internally provided with the shear nail (41) and the lengthened shear nail (53), one end of the lengthened shear nail (53) vertically penetrates through the i-steel (51) and the shear nail groove (4) to be fixedly connected with the top plate of the steel main beam (1), the other end is fixed by a nut, and the i-steel (51) is horizontally pressed at the upper opening of the shear nail groove (4).
3. The construction method of the precast slab anti-crack structure of the hogging moment area of the combined beam bridge as claimed in claim 2, wherein the temporary vertical fixing means (5) further comprises skids (52), the skids (52) are arranged at both sides above the shear nail groove (4), and the i-steel (51) is horizontally arranged above the skids (52) at both sides and crosses the skids (52).
4. The construction method of the precast slab anti-cracking structure in the hogging moment area of the combined beam bridge as claimed in claim 1, wherein the precast slabs (6) in the step 1) comprise a type A precast slab panel, a type B precast slab panel and a type C precast slab panel, the type A precast slab panel is a common precast slab panel at the middle position, the type B precast slab panel is an anchoring slab with a tooth block, the type C precast slab panel is an end anchoring slab, prestressed steel beam ducts are reserved in all three types of precast slabs, a short prestressed steel beam is tensioned to the anchoring slab of the type B precast slab panel by a tensioning method, and a long prestressed steel beam is tensioned to the tail end of the type C precast bridge panel.
5. The construction method of the precast slab anti-cracking structure of the hogging moment area of the combined beam bridge as claimed in claim 4, wherein the length of the precast slab (6) in the longitudinal bridge direction is 2-3 m; the modular bridge deck is suitable for a span combined bridge with the diameter of more than 40 m.
6. The construction method of the precast slab anti-crack structure of the hogging moment area of the combined beam bridge as claimed in claim 1, wherein the epoxy resin mortar injected into the rubber strip (2) is flush with the rubber strip (2) so as to ensure that the modulus type bridge deck and the steel main beam (1) are tightly attached after concrete is poured into the shear nail groove (4).
7. The construction method of the precast slab anti-crack structure of the hogging moment area of the combined beam bridge as claimed in claim 2 or 3, wherein 1-2mm is reserved between the nut and the top surface of the i-steel (51), after the strength of the micro-expansive concrete in the shear nail groove (4) reaches 90% and the age reaches more than 7 days, the exposed part of the upper end of the lengthened shear nail (53) is cut off after the temporary vertical fixing measure (5) is removed, the remaining height after cutting does not exceed 10mm, and the exposed remaining part is subjected to anti-corrosion treatment.
Priority Applications (1)
| 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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| 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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| CN114657887A true CN114657887A (en) | 2022-06-24 |
| CN114657887B CN114657887B (en) | 2024-04-02 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116024907A (en) * | 2023-01-10 | 2023-04-28 | 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 |
Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN107700345A (en) * | 2017-10-17 | 2018-02-16 | 青海省高等级公路建设管理局 | A kind of wet seam anticorrosion construction method of steel-concrete combination beam and purposes |
| JP6334802B1 (en) * | 2017-12-18 | 2018-05-30 | 黒沢建設株式会社 | Precast PC slab connection structure and connection method |
| CN210216120U (en) * | 2019-05-17 | 2020-03-31 | 安徽省交通控股集团有限公司 | Temporary locking device for bridge deck and steel beam |
| 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 |
-
2022
- 2022-04-18 CN CN202210406099.XA patent/CN114657887B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN107700345A (en) * | 2017-10-17 | 2018-02-16 | 青海省高等级公路建设管理局 | A kind of wet seam anticorrosion construction method of steel-concrete combination beam and purposes |
| JP6334802B1 (en) * | 2017-12-18 | 2018-05-30 | 黒沢建設株式会社 | Precast PC slab connection structure and connection method |
| CN210216120U (en) * | 2019-05-17 | 2020-03-31 | 安徽省交通控股集团有限公司 | Temporary locking device for bridge deck and steel beam |
| 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 |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116024907A (en) * | 2023-01-10 | 2023-04-28 | 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 |
| 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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| CN114657887B (en) | 2024-04-02 |
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