CN111472258A - Large-span suspension bridge GFRP rib precast slab combined beam bridge deck system and construction method thereof - Google Patents

Large-span suspension bridge GFRP rib precast slab combined beam bridge deck system and construction method thereof Download PDF

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Publication number
CN111472258A
CN111472258A CN202010249521.6A CN202010249521A CN111472258A CN 111472258 A CN111472258 A CN 111472258A CN 202010249521 A CN202010249521 A CN 202010249521A CN 111472258 A CN111472258 A CN 111472258A
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China
Prior art keywords
gfrp
bridge deck
ribs
cast
bridge
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CN202010249521.6A
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Chinese (zh)
Inventor
何雄君
朱安东
仵卫伟
何佳
周慧东
刘小武
曾志远
蔡旺
郭章琼
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Wuhan University of Technology WUT
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Wuhan University of Technology WUT
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Priority to CN202010249521.6A priority Critical patent/CN111472258A/en
Publication of CN111472258A publication Critical patent/CN111472258A/en
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D11/00Suspension or cable-stayed bridges
    • E01D11/02Suspension bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • E01D19/06Arrangement, construction or bridging of expansion joints
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • E01D19/12Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
    • E01D19/125Grating or flooring for bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges

Abstract

The invention discloses a bridge deck system of a GFRP (glass fiber reinforced plastic) rib precast slab combination beam of a large-span suspension bridge, which comprises steel longitudinal beams, transverse tie beams, precast bridge decks and cast-in-place concrete joints, wherein the steel longitudinal beams are arranged in parallel at intervals, two ends of each steel longitudinal beam are fixedly connected through the transverse tie beams, bolt shear keys are arranged at the top ends of the steel longitudinal beams, the precast bridge decks are erected above two adjacent steel longitudinal beams and connected through the cast-in-place concrete joints, GFRP ribs are arranged inside the precast bridge decks, the end parts of the GFRP ribs protrude out of the precast bridge decks, and the GFRP ribs reserved at the plate ends of the precast bridge decks are embedded between the bolt shear keys and are bound and lapped with the GFRP ribs in the cast-in-place concrete joints. The bridge deck system of the GFRP rib precast slab combined beam of the long-span suspension bridge and the construction method thereof can effectively reduce cracks of a concrete slab and solve the problem of durability of the bridge deck system of the cracked reinforcing steel bars exposed in a chloride environment.

Description

Large-span suspension bridge GFRP rib precast slab combined beam bridge deck system and construction method thereof
Technical Field
The invention relates to the technical field of bridge structures, in particular to a bridge deck system of a GFRP (glass fiber reinforced plastic) rib precast slab combined beam of a long-span suspension bridge and a construction method thereof.
Background
The suspension bridge is one of the bridge types which are considered preferentially by the large-span bridge due to the advantages of large spanning capacity, light weight, attractive appearance, full utilization of material strength and the like. The suspension bridge stiffening girder mainly has two forms of a steel truss girder and a flat steel box girder, and when the steel truss girder is adopted as the stiffening girder, the bridge deck system can be divided into a reinforced concrete slab bridge deck system, a steel bridge deck system and a steel concrete combined bridge deck system. In a large-span suspension bridge, a reinforced concrete slab deck system is not generally adopted; the orthotropic steel bridge deck system is widely applied, but is easy to fatigue crack; the steel concrete composite bridge deck system is characterized in that a reinforced concrete slab and a steel beam are combined together through a shear key, under the action of a positive bending moment, the concrete slab is mainly stressed, the steel beam is mainly tensioned, and the stress performance of two materials of concrete and steel can be fully exerted. However, in the bridge deck system of the continuous composite beam, the concrete slab near the fulcrum has larger tensile stress under the action of factors such as load, temperature difference and the like, the concrete in the hogging moment area is easy to crack under tension, and in addition, salt is frequently scattered for deicing in winter, the reinforcing steel bars are exposed in the chloride environment to accelerate corrosion, so that the bearing capacity and durability of the whole structure are reduced, and potential safety hazards are generated.
Generally, the solution is to apply an action to the structure to generate a pre-compressive stress in the longitudinal direction of the bridge to control cracks of a hogging moment area of a combined beam, including the jacking of a steel beam, pre-loading static load, configuration of pre-stressed tendons and the like, so that the cracking of a concrete slab in the hogging moment area can be effectively relieved, but the construction is inconvenient and the pre-stress loss exists; or the connection rigidity is weakened, and the cracking of the concrete slab is alleviated by adopting the flexible connecting piece in the hogging moment area, but the rigidity of the section of the bridge is reduced, and the structural flexibility is increased.
These conventional measures are to control the generation of cracks without considering the durability problem caused by accelerated corrosion of the steel bars after the concrete slab cracks, and the steel bars are exposed to a bad environment, especially a chloride salt environment generated by salting and deicing in winter. Aiming at the bridge deck system of the combined beam of the large-span suspension bridge, no method which can effectively reduce the crack generation of the concrete slab and solve the problem of durability of the bridge deck system of the cracked reinforcing steel bars exposed in the chlorine salt environment exists at present. Although the bridge deck system of the GFRP rib precast slab combined beam of the long-span suspension bridge does not participate in the integral structure to bear force together, which causes some waste, the worldwide technical problem that asphalt concrete pavement layers of other types of bridge deck systems are easy to damage is avoided, and the service life of the bridge is greatly prolonged.
Disclosure of Invention
The invention mainly aims to provide a bridge deck system of a GFRP (glass fiber reinforced plastic) bar precast slab combined beam of a long-span suspension bridge and a construction method thereof, aiming at effectively reducing cracks of a concrete slab and solving the problem of durability of the bridge deck system of the broken steel bars exposed in a chloride salt environment.
In order to achieve the purpose, the invention provides a bridge deck system of a GFRP (glass fiber reinforced plastic) rib precast slab composite beam of a long-span suspension bridge, which is characterized by comprising a steel longitudinal beam, a transverse tie beam, a precast bridge deck and a cast-in-place concrete joint, wherein,
many the parallel interval of longeron sets up, many the both ends of longeron are all through horizontal tie beam fixed connection, and the peg shear force key has been arranged at the top of longeron, and prefabricated decking erects in two adjacent longeron tops, connect through cast-in-place concrete seam between the two adjacent prefabricated decking, and the protruding outside prefabricated decking of stretching out of the tip that is provided with GFRP muscle and GFRP muscle in prefabricated decking inside, prefabricated decking board end is reserved GFRP muscle and is inlayed between the peg shear force key and with the GFRP muscle ligature overlap joint in the cast-in-place concrete seam, prefabricated decking and cast-in-place concrete seam are reserved GFRP muscle through the board end, the GFRP muscle in the cast-in-place concrete seam, the peg shear force key on the longeron links into whole with the girder steel.
Preferably, stiffening clapboards are fixed on two end faces of the steel longitudinal beam connected with the transverse tie beam, the transverse tie beam is bolted with the stiffening clapboards at the end part through bolts to form a segmental steel main beam, and a plurality of segmental steel main beams are connected into the steel main beam.
Preferably, a GFRP rib net formed by binding a transversely stressed GFRP rib and a longitudinally distributed GFRP rib is arranged inside the prefabricated bridge deck.
Preferably, the transverse stressed GFRP rib is provided with at least two layers, the tail end of the transverse stressed GFRP rib at the top layer is provided with a hook, and the hook bypasses the bottom end of the transverse stressed GFRP rib at the bottom layer and is inserted into the prefabricated bridge deck.
Preferably, the longitudinally distributed GFRP ribs are at least provided with three layers, the longitudinally distributed GFRP rib on the top layer is positioned below the transversely stressed GFRP rib on the top layer, the longitudinally distributed GFRP rib in the middle is positioned between the transversely stressed GFRP rib on the top layer and the transversely stressed GFRP rib on the bottom layer, and the longitudinally distributed GFRP rib on the bottom layer is positioned between the hook and the transversely stressed GFRP rib on the bottom layer.
Preferably, the longitudinally distributed GFRP bead of the bottom layer is located inside the hook.
Preferably, GFRP bars are arranged in cast-in-place concrete joints, and are formed by pouring steel fiber concrete and mixing an expanding agent.
The invention further provides a construction method based on the large-span suspension bridge GFRP rib precast slab combined beam bridge deck system, which comprises the following steps:
a plurality of steel longitudinal beams which are arranged in parallel at intervals are connected into a whole through transverse tie beams to form a segmental steel main beam, and a plurality of segmental steel main beams are connected into a steel main beam;
erecting a prefabricated bridge deck above two adjacent steel longitudinal beams, enabling the pre-reserved GFRP (glass fiber reinforced plastics) ribs at the slab ends of the prefabricated bridge deck to be embedded between the stud shear keys, installing the GFRP ribs in the cast-in-place concrete joints to enable the GFRP ribs to be bound and overlapped with the pre-reserved GFRP ribs at the slab ends of the prefabricated bridge deck, forming the cast-in-place concrete joints by the cast-in-place concrete, and forming a steel-concrete composite beam bridge deck system after moisture preservation and maintenance.
Preferably, the cast-in-place concrete is formed by the following construction process:
chiseling, vertically and washing and wetting contact surfaces of the side surfaces of the prefabricated bridge deck slab, orderly lapping GFRP (glass fiber reinforced plastic) ribs, pouring steel fiber concrete after a seam template is installed, leveling and napping to form longitudinal cast-in-place concrete seams;
and (3) adopting the same process in the transverse bridge direction, hanging a mould and pouring to form a transverse cast-in-place concrete joint, and removing a joint template after moisturizing and maintaining.
Preferably, an expanding agent is incorporated in the steel fibre concrete of the cast-in-place concrete joint to compensate for the concrete shrinkage.
Compared with the traditional reinforced concrete combined bridge deck system, the bridge deck slab prefabricated slab of the large-span suspension bridge GFRP rib provided by the invention has the advantages that the generation of negative bending moment zone cracks can be reduced by adopting the GFRP rib prefabricated bridge deck slab on the premise of no other obvious influences, so that the durability of the bridge deck system is improved; after the concrete slab cracks, GFRP (glass fiber reinforced plastic) ribs in joints of the prefabricated bridge deck and the cast-in-place concrete can resist corrosion in a bad environment, particularly a chloride salt environment formed by salt spreading and deicing in winter by virtue of excellent corrosion resistance, so that the continuous development of cracks is slowed down, and the service life of the bridge deck is prolonged; in the whole life cycle, the durability of the bridge deck system is improved, the maintenance cost is reduced, and the total economical efficiency is good. Compared with the traditional bridge deck system, the combined beam bridge deck system provided by the invention has the advantages that the weight of joints of the GFRP rib prefabricated bridge deck and the GFRP reinforced concrete is reduced, the bridge deck system can bear more loads while the self weight is reduced, and the span of a large-span suspension bridge is further increased.
Drawings
FIG. 1 is a schematic structural diagram of a section steel main beam in a bridge deck system of a GFRP rib precast slab combined beam of a long-span suspension bridge of the invention;
FIG. 2 is a schematic structural diagram of a precast bridge deck in a bridge deck system of a GFRP rib precast slab composite beam of the long-span suspension bridge of the invention;
FIG. 3 is a schematic structural diagram of a cross section of a precast bridge deck in a GFRP rib precast slab combined beam deck system of a long-span suspension bridge of the invention;
FIG. 4 is a schematic structural diagram of a longitudinal section of a prefabricated bridge deck in a bridge deck system of a GFRP rib prefabricated slab combined beam of the long-span suspension bridge of the invention;
FIG. 5 is a schematic structural diagram of a bridge deck system of a large-span suspension bridge GFRP rib precast slab combined beam after the precast bridge deck is laid;
FIG. 6 is a schematic diagram of the bridge deck system of the combined beam of the GFRP rib precast slab of the long-span suspension bridge after concrete joint pouring construction is finished.
In the figure, 1-steel stringer; 2-a transverse tie beam; 3-a stiffening partition; 4-section steel main beam; 5-stud shear key; 6-prefabricating a bridge deck; 61-top layer transverse stress GFRP rib; 62-bottom layer transverse stress GFRP rib; 63-GFRP ribs are longitudinally distributed on the top layer; 64-GFRP ribs are longitudinally distributed on the middle layer; 65-GFRP ribs are longitudinally distributed on the bottom layer; 66-reserving GFRP ribs at the plate ends; 7-cast-in-place concrete joint; 71-GFRP tendons in cast-in-place concrete joints.
The implementation, functional features and advantages of the objects of the present invention will be further explained with reference to the accompanying drawings.
Detailed Description
It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The invention provides a bridge deck system of a GFRP (glass fiber reinforced plastic) rib precast slab combined beam of a long-span suspension bridge.
Referring to fig. 1 to 6, in the preferred embodiment, the GFRP reinforced precast slab composite beam deck system for the long span suspension bridge comprises a steel longitudinal beam 1, a transverse tie beam 2, a precast bridge deck 6 and a cast-in-place concrete joint 7, wherein,
the prefabricated bridge deck comprises a plurality of (a plurality of two or more) steel longitudinal beams 1 which are arranged in parallel at intervals, two ends of each steel longitudinal beam 1 are fixedly connected through two transverse tie beams 2, a stud shear key 5 is arranged at the top end of each steel longitudinal beam 1, a prefabricated bridge deck 6 is erected above two adjacent steel longitudinal beams 1, two adjacent prefabricated bridge decks 6 are connected through a cast-in-place concrete seam 7, GFRP (glass fiber reinforced plastics) ribs are arranged inside the prefabricated bridge decks 6, the end parts of the GFRP ribs protrude out of the prefabricated bridge decks 6, GFRP ribs 66 reserved at the plate ends of the prefabricated bridge decks 6 are embedded between the stud shear keys 5 and are bound and lapped with GFRP ribs 71 in the cast-in-place concrete seams 7, the prefabricated bridge decks 6 and the cast-in-place concrete seams 7 are connected into a whole through GFRP ribs 66 reserved at the plate ends, GFRP ribs 71 in the cast-in-place concrete seams 7, the stud shear keys 5 on the steel longitudinal beams 1 and steel main beams (the steel longitudinal beams 1 and, several refers to more than two.
Specifically, referring to fig. 1, stiffening bulkheads 3 (which can be fixed by welding) are fixed on both end faces of the steel longitudinal beam 1 connected with the transverse tie beam 2, the transverse tie beam 2 is bolted with the stiffening bulkheads 3 at the end part through bolts (which can adopt high-strength bolts) to form a segmental steel main beam 4, and a plurality of segmental steel main beams are connected into a steel main beam.
Further, with combined reference to fig. 2 to 4, a GFRP rib net formed by binding transversely stressed GFRP ribs and longitudinally distributed GFRP ribs is arranged inside the prefabricated bridge deck 6.
Referring to fig. 2 to 4 in combination, in this embodiment, the lateral stressed GFRP rib is provided with at least two layers (specifically, two layers are provided in the figure), and the end of the lateral stressed GFRP rib 61 on the top layer is provided with a hook which bypasses the bottom end of the lateral stressed GFRP rib 62 on the bottom layer and is inserted into the prefabricated bridge deck 6. I.e., the lower half of the hook is located below the underlying transversely stressed GFRP rib 62.
In this embodiment, the longitudinally distributed GFRP rib is provided with at least three layers (specifically illustrated by three layers in the drawing), the longitudinally distributed GFRP rib 63 of the top layer is located below the transversely stressed GFRP rib 61 of the top layer, the longitudinally distributed GFRP rib 64 of the middle layer is located between the transversely stressed GFRP rib 61 of the top layer and the transversely stressed GFRP rib 62 of the bottom layer, and the longitudinally distributed GFRP rib 65 of the bottom layer is located between the hook and the transversely stressed GFRP rib 62 of the bottom layer.
Referring to fig. 3, the longitudinally distributed GFRP bead 65 of the bottom layer is located inside the hook. Four GFRP ribs 65 are longitudinally distributed on the bottom layer, every two GFRP ribs are in a group, and two groups of GFRP ribs are respectively positioned at two ends of the prefabricated bridge deck 6.
Furthermore, GFRP ribs are arranged in the cast-in-place concrete joints 7, and are formed by pouring steel fiber concrete and doping an expanding agent so as to compensate concrete shrinkage.
The construction process of the bridge deck system of the GFRP rib precast slab combined beam of the large-span suspension bridge is concretely explained below.
S1, longitudinally bolting the steel longitudinal beam 1 through a high-strength bolt to form a continuous structure, transversely arranging a transverse tie beam 2 on the steel longitudinal beam 1, bolting the transverse tie beam and a stiffening partition plate 3 welded at the end part of the steel longitudinal beam 1 through the high-strength bolt to form a segmental steel main beam 4, and connecting a plurality of segmental steel main beams 4 into a steel main beam in a specific connection mode as follows:
s11, the section of each steel longitudinal beam 1 is I-shaped, a stud shear key 5 is welded to the upper flange of each steel longitudinal beam, and longitudinally adjacent steel longitudinal beams 1 are spliced through high-strength bolts to form a continuous structure;
s12, arranging a steel transverse tie beam 2 between the steel longitudinal beams 1, wherein the transverse tie beam 2 is made of unequal angle steel and is connected with a stiffening clapboard 3 welded at the end part of the steel longitudinal beam 1 through a high-strength bolt to form a segmental steel main beam 4;
s13, connecting the steel girders 4 of the adjacent sections into a steel girder through the joints of the steel longitudinal beams 1, connecting the web plates and the lower flange plates at the joints of the steel longitudinal beams 1 by high-strength bolts, and welding the upper flange plates by construction site submerged arc butt welding seams.
S2, erecting a prefabricated bridge deck 6 on the segment steel main beam 4 (GFRP ribs are uniformly arranged on the prefabricated bridge deck 6 and the cast-in-place concrete joints 7, the GFRP ribs adopt epoxy resin matrixes, the outer surface of the GFRP ribs is in a thread shape, all GFRP rib bends are manufactured according to requirements in a factory and cannot be bent after leaving the factory), wherein the GFRP rib nets in the prefabricated bridge deck 6 are specifically arranged in the following mode:
s21, arranging two layers of transverse stressed GFRP (glass fiber reinforced plastic) ribs in the prefabricated bridge deck 6, and arranging hooks at the tail ends of the transverse stressed GFRP ribs 61 on the top layer to ensure that the transverse stressed GFRP ribs and concrete have enough adhesive force;
s22, the transverse stress GFRP rib 62 of the bottom layer and the longitudinally distributed GFRP ribs of the upper layer, the middle layer and the lower layer are not provided with hooks and are arranged in sequence;
s23, arranging the top-layer and middle-layer longitudinally distributed GFRP ribs on the inner sides of the transversely stressed GFRP ribs, and arranging the bottom-layer longitudinally distributed GFRP rib 65 on the outer side of the bottom-layer transversely stressed GFRP rib 62 and the inner side of the top-layer transversely stressed GFRP rib 61 in a bent hook;
and S24, binding the transverse stress GFRP rib and the longitudinal distribution GFRP rib to form a GFRP rib net, and jointly bearing the stress.
S3, binding the GFRP (glass fiber reinforced Plastic) bar 71 of the cast-in-place concrete joint 7, forming a composite beam by the prefabricated bridge deck 6, the GFRP bar 71 of the cast-in-place concrete joint 7 and the steel main beam through the stud shear keys 5, wherein the concrete connection mode is as follows:
s31, connecting the prefabricated bridge deck 6 and the cast-in-place concrete joint 7 into a whole through the reserved GFRP ribs 66 at the plate ends and the GFRP ribs 71 in the cast-in-place concrete joint 7;
s32, stud shear keys 5 are arranged on the steel longitudinal beams 1, and the prefabricated bridge deck 6 and the cast-in-place concrete joints 7 are connected with the steel longitudinal beams into a whole through the GFRP ribs 66 reserved at the plate ends, the GFRP ribs 71 in the cast-in-place concrete joints 7 and the stud shear keys 5.
And S4, forming the steel longitudinal beams 1, the transverse tie beams 2 and the prefabricated bridge deck 6 into a whole by using the cast-in-place concrete joint 7 (adding a proper amount of micro-expansion agent into the steel fiber concrete of the cast-in-place concrete joint 7 to compensate concrete shrinkage).
Compared with the traditional reinforced concrete combined bridge deck system, the GFRP rib precast slab combined beam bridge deck system of the long-span suspension bridge provided by the invention has the advantages that the generation of negative bending moment zone cracks can be reduced by adopting the GFRP ribs to precast the bridge deck 6 on the premise of no other obvious influences, so that the durability of the bridge deck system is improved; after the concrete slab cracks, the GFRP ribs 71 in the prefabricated bridge deck 6 and the cast-in-place concrete joint 7 can resist corrosion in a bad environment, particularly a chloride salt environment formed by salt spreading and deicing in winter by virtue of the excellent corrosion resistance, so that the continuous development of cracks is slowed down, and the service life of the bridge deck is prolonged; in the whole life cycle, the durability of the bridge deck system is improved, the maintenance cost is reduced, and the total economical efficiency is good. Compared with the traditional bridge deck system, the combined beam bridge deck system provided by the invention has the advantages that the weight of the GFRP rib prefabricated bridge deck 6 and the GFRP reinforced concrete joint 7 is reduced, the bridge deck system can bear more load while the self weight is reduced, and the span of a long-span suspension bridge is further increased.
The invention further provides a construction method of the bridge deck system of the GFRP rib precast slab combined beam of the large-span suspension bridge.
In the preferred embodiment, a construction method based on the GFRP rib precast slab combined beam bridge deck system of the long-span suspension bridge comprises the following steps:
step S10, connecting a plurality of steel longitudinal beams 1 which are arranged in parallel at intervals into a whole through a transverse tie beam 2 to form a segmental steel main beam 4;
step S20, erecting a prefabricated bridge deck 6 above two adjacent steel longitudinal beams 1, enabling the reserved GFRP ribs 66 at the plate end plate ends of the prefabricated bridge deck 6 to be embedded between the stud shear keys 5, installing GFRP ribs 71 in the cast-in-place concrete joints 7 to be bound and lapped with the reserved GFRP ribs 66 at the plate ends of the prefabricated bridge deck 6 to form cast-in-place concrete joints 7, and forming a steel-concrete composite beam bridge deck system after moisture preservation and maintenance.
In step S20, the cast-in-place concrete forming the cast-in-place concrete joint 7 is performed as follows:
chiseling, vertically and washing and wetting the contact surface of the side surface of the prefabricated bridge deck 6, orderly lapping GFRP (glass fiber reinforced plastic) ribs, pouring steel fiber concrete after installing a joint template, leveling and napping to form a longitudinal cast-in-place concrete joint 7;
and (3) adopting the same process in the transverse bridge direction, hanging a mould and pouring to form a transverse cast-in-place concrete joint 7, and removing a joint template after moisturizing and curing.
Further, an expanding agent is incorporated into the steel fiber concrete of the cast-in-place concrete joint 7 to compensate for concrete shrinkage.
The construction method of the bridge deck system of the GFRP rib precast slab combined beam of the large-span suspension bridge is concretely explained below.
S1, prefabricating and assembling the segment steel main beams 4 by a factory, and after the segment steel main beams are transported to a bridge location, symmetrically hoisting and assembling the segment steel main beams one by one hole from the midspan to two sides along with the stiffening truss; the prefabricated bridge deck 6 is prefabricated in a factory in blocks, wherein GFRP (glass fiber reinforced plastics) rib nets are laid according to requirements and formed by one-time pouring; the prefabricated bridge deck 6 is stored for no less than half a year, so that the concrete shrinkage is basically completed before erection, and then the prefabricated bridge deck is transported to a site for hoisting;
s2, paving 4 prefabricated bridge decks 6 in the middle of the section of the lane from two sides to the midspan by using a bridge deck crane matched with a beam conveying trolley to form a paving channel;
s3, after the channel is paved, sequentially paving prefabricated bridge decks 6 in sequence from midspan to two sides and from middle to two sides by using a bridge deck crane matched with a beam conveying trolley, and simultaneously adjusting GFRP (glass fiber reinforced plastics) ribs at the slab ends of the bridge decks;
s4, after the prefabricated bridge deck 6 is paved, arranging GFRP (glass fiber reinforced plastic) ribs 71 in the cast-in-place concrete joints 7, pouring the cast-in-place concrete joints 7, and performing moisture preservation and maintenance to form the bridge deck system of the steel-concrete composite beam.
According to the construction method provided by the invention, the steel longitudinal beam 1, the transverse tie beam 2 and the prefabricated bridge deck 6 can be prefabricated in sections by a factory and transported to a site for hoisting and assembling, so that the construction is simple and convenient, and the construction quality is easy to guarantee.
The above description is only for the preferred embodiment of the present invention and is not intended to limit the scope of the present invention, and all equivalent structural changes made by using the contents of the present specification and the drawings, or any other related technical fields, are intended to be covered by the scope of the present invention.

Claims (10)

1. A bridge deck system of GFRP (glass fiber reinforced plastic) rib precast slab combined beams of a long-span suspension bridge is characterized by comprising steel longitudinal beams, transverse tie beams, precast bridge decks and cast-in-place concrete joints, wherein,
many the parallel interval of longeron sets up, many the both ends of longeron are all through horizontal tie beam fixed connection, and the peg shear force key has been arranged at the top of longeron, and prefabricated decking erects in two adjacent longeron tops, connect through cast-in-place concrete seam between the two adjacent prefabricated decking, and the protruding outside prefabricated decking of stretching out of the tip that is provided with GFRP muscle and GFRP muscle in prefabricated decking inside, prefabricated decking board end is reserved GFRP muscle and is inlayed between the peg shear force key and with the GFRP muscle ligature overlap joint in the cast-in-place concrete seam, prefabricated decking and cast-in-place concrete seam are reserved GFRP muscle through the board end, the GFRP muscle in the cast-in-place concrete seam, the peg shear force key on the longeron links into whole with the girder steel.
2. The bridge deck system of GFRP (glass fiber reinforced plastic) rib precast slabs of a long-span suspension bridge according to claim 1, wherein stiffening clapboards are fixed on both end faces of the steel longitudinal beams connected with the transverse tie beams, the transverse tie beams are bolted with the stiffening clapboards at the end parts through bolts to form segmental steel main beams, and a plurality of segmental steel main beams are connected into the steel main beams.
3. The bridge deck system of GFRP (glass fiber reinforced plastic) rib precast slabs and combined beams of the long-span suspension bridge as claimed in claim 1, wherein GFRP rib nets formed by binding transversely stressed GFRP ribs and longitudinally distributed GFRP ribs are arranged inside the precast bridge deck slab.
4. The bridge deck system of GFRP (glass fiber reinforced plastic) rib precast slabs of a long-span suspension bridge according to claim 3, wherein the GFRP ribs subjected to transverse stress are arranged in at least two layers, the tail ends of the GFRP ribs subjected to transverse stress of the top layer are provided with hooks, and the hooks pass around the bottom ends of the GFRP ribs subjected to transverse stress of the bottom layer and are inserted into the precast bridge deck slab.
5. The bridge deck system of GFRP (glass fiber reinforced plastic) rib precast slabs of a long-span suspension bridge according to claim 3, wherein the longitudinally distributed GFRP ribs are provided with at least three layers, the longitudinally distributed GFRP ribs of the top layer are positioned below the transversely stressed GFRP ribs of the top layer, the longitudinally distributed GFRP ribs of the middle layer are positioned between the transversely stressed GFRP ribs of the top layer and the transversely stressed GFRP ribs of the bottom layer, and the longitudinally distributed GFRP ribs of the bottom layer are positioned between the hooks and the transversely stressed GFRP ribs of the bottom layer.
6. A bridge deck system of GFRP-bars precast slab combination beams of a long span suspension bridge according to claim 5, characterized in that the GFRP-bars of the bottom layer are longitudinally distributed inside the hooks.
7. A bridge deck system of GFRP-bars precast slab combination beams of large span suspension bridges according to any one of claims 1 to 6, characterized in that GFRP-bars are arranged in cast-in-place concrete joints and are formed by pouring steel fiber concrete and mixing with expanding agents.
8. A construction method of a bridge deck system of a GFRP (glass fiber reinforced plastic) rib precast slab combination beam of a long-span suspension bridge based on any one of claims 1 to 7 is characterized by comprising the following steps of:
a plurality of steel longitudinal beams which are arranged in parallel at intervals are connected into a whole through transverse tie beams to form a segmental steel main beam, and a plurality of segmental steel main beams are connected into a steel main beam;
erecting a prefabricated bridge deck above two adjacent steel longitudinal beams, enabling the pre-reserved GFRP (glass fiber reinforced plastics) ribs at the slab ends of the prefabricated bridge deck to be embedded between the stud shear keys, installing the GFRP ribs in the cast-in-place concrete joints to enable the GFRP ribs to be bound and overlapped with the pre-reserved GFRP ribs at the slab ends of the prefabricated bridge deck, forming the cast-in-place concrete joints by the cast-in-place concrete, and forming a steel-concrete composite beam bridge deck system after moisture preservation and maintenance.
9. The construction method of the GFRP bar precast slab combined beam bridge deck system of the long-span suspension bridge according to claim 8, wherein the construction process of forming the cast-in-place concrete joint by the cast-in-place concrete is as follows:
chiseling, vertically and washing and wetting contact surfaces of the side surfaces of the prefabricated bridge deck slab, orderly lapping GFRP (glass fiber reinforced plastic) ribs, pouring steel fiber concrete after a seam template is installed, leveling and napping to form longitudinal cast-in-place concrete seams;
and (3) adopting the same process in the transverse bridge direction, hanging a mould and pouring to form a transverse cast-in-place concrete joint, and removing a joint template after moisturizing and maintaining.
10. The method for constructing the GFRP steel precast slab combined beam bridge deck system of the large-span suspension bridge according to claim 8, wherein an expanding agent is doped in the steel fiber concrete of the cast-in-place concrete joint to compensate for the concrete shrinkage.
CN202010249521.6A 2020-04-01 2020-04-01 Large-span suspension bridge GFRP rib precast slab combined beam bridge deck system and construction method thereof Pending CN111472258A (en)

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