CN110409305B - Anti-cracking construction equipment and construction method for hogging moment area of continuous composite beam bridge and beam bridge - Google Patents
Anti-cracking construction equipment and construction method for hogging moment area of continuous composite beam bridge and beam bridge Download PDFInfo
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- CN110409305B CN110409305B CN201910640837.5A CN201910640837A CN110409305B CN 110409305 B CN110409305 B CN 110409305B CN 201910640837 A CN201910640837 A CN 201910640837A CN 110409305 B CN110409305 B CN 110409305B
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- 238000010276 construction Methods 0.000 title claims abstract description 64
- 239000002131 composite material Substances 0.000 title claims abstract description 49
- 238000005336 cracking Methods 0.000 title claims abstract description 40
- 238000004873 anchoring Methods 0.000 claims abstract description 55
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 49
- 239000010959 steel Substances 0.000 claims abstract description 49
- 230000000149 penetrating effect Effects 0.000 claims abstract description 40
- 238000000034 method Methods 0.000 claims abstract description 19
- 238000010008 shearing Methods 0.000 claims abstract description 14
- 230000006835 compression Effects 0.000 claims description 11
- 238000007906 compression Methods 0.000 claims description 11
- 238000013461 design Methods 0.000 claims description 4
- 238000000926 separation method Methods 0.000 claims description 4
- 239000004744 fabric Substances 0.000 claims description 3
- 239000006260 foam Substances 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims 2
- 238000005266 casting Methods 0.000 abstract 1
- 230000000694 effects Effects 0.000 description 11
- 230000008569 process Effects 0.000 description 8
- 238000005452 bending Methods 0.000 description 7
- 230000009471 action Effects 0.000 description 6
- 230000002265 prevention Effects 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 5
- 239000003795 chemical substances by application Substances 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 230000007774 longterm Effects 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 239000004035 construction material Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000012856 packing Methods 0.000 description 2
- 238000012546 transfer Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000002301 combined effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 238000006467 substitution reaction 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
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The invention discloses anti-cracking construction equipment and method for a hogging moment area of a continuous composite beam bridge and the beam bridge. The construction equipment comprises a pull-out-resistant shearing-resistant connecting piece, an anchoring piece, a inhaul cable and a penetrating jack. The anti-pulling shearing-free connecting piece is arranged at the top of the steel girder in the hogging moment area; when casting the hogging moment district concrete roof at the top of hogging moment district girder steel, set up the anchor assembly of taking the cable at the length direction both ends of hogging moment district concrete roof, the perforating jack sets up between the anchor assembly at the length direction both ends of hogging moment district concrete roof, wherein, the other end of the cable on the anchor assembly of one of both ends is connected with the one end of perforating jack, the other end of the cable on the anchor assembly of the other end of both ends is connected with the other end of perforating jack, the perforating jack is used for exerting the pulling force to the cable, with leading-in compressive stress to hogging moment district concrete roof, avoid hogging moment district concrete roof fracture, the construction is simple, and is with low costs, equipment repeatedly usable.
Description
Technical Field
The invention relates to the technical field of beam bridge structural engineering, in particular to anti-cracking construction equipment and method for a hogging moment area of a continuous composite beam bridge and the beam bridge.
Background
As shown in fig. 1, a typical three-span continuous composite girder bridge is formed by a concrete slab 300 and a steel girder 200, which are connected to form a whole through a shear connector 400, the shear connector 400 can transmit the shear force between the interface of the steel girder 200 and the concrete slab 300, and ensure the cooperative deformation of the two, so that the concrete slab 300 is pressed and the steel girder 200 is in a tensile state when the combined action acts on a positive bending moment, the mechanical properties of the two materials are fully exerted, and the structural rigidity and the bearing capacity are improved.
However, as shown in fig. 2, which is an internal force diagram of the continuous bridge shown in fig. 1 under typical working conditions, it can be seen that, although the midspan is under the action of a positive bending moment, the composite girder bridge is subjected to a significant negative bending moment near the support 100, at this time, the concrete slab 300 is in tension, the steel girder 200 is under a compressive adverse state, and the concrete slab 300 is likely to crack due to excessive tensile stress, which affects the durability of the structure.
At present, in order to solve the problem of cracking in a hogging moment area of a continuous combined girder bridge, two main modes exist, one mode is to apply prestress to a concrete slab in the hogging moment area, and the tensile stress generated during the operation of the girder bridge is counteracted by introducing certain compressive stress, but as the concrete slab in the hogging moment area and a steel girder form a combined effect through a shear connector, the deformation of the concrete slab under the prestress is restrained by the steel girder, at the moment, the introduction degree of the prestress is very low, and a great part of prestress is born by the steel girder, so that a lot of prestress bundles are often required to be configured to meet the design requirement, the construction cost is increased, and the construction period is prolonged. In addition, a certain number of anti-pulling and non-shearing connectors are arranged on the upper edge of the steel beam in the hogging moment area, and the connectors can release the constraint between the steel beam and the concrete slab, so that the concrete slab under the hogging moment effect cannot generate tensile stress along with the deformation of the steel beam, and all the prestress can be applied to the concrete slab when the prestress is applied.
The adoption of the prestress can prevent the hogging moment concrete slab from cracking, but the construction cost is increased, the construction period is longer, and the prestress process is more complex; the combination effect of the hogging moment concrete slab and the steel beam can be released by arranging the anti-pulling shearing-resistant connecting piece, but additional compressive stress can not be provided to counteract the tensile stress generated by the concrete slab under shrinkage and temperature load, and the hogging moment concrete slab still can crack. Therefore, there is a need for a crack prevention technique that is less costly, simpler to construct, and more rapid to construct, prevents cracking of hogging moment concrete slabs, and improves durability of the structure.
Disclosure of Invention
The present invention aims to solve at least one of the technical problems existing in the prior art. Therefore, the invention aims to provide the anti-cracking construction equipment for the hogging moment area of the continuous composite beam bridge, which not only can introduce sufficient compressive stress for the concrete top plate in the hogging moment area to prevent the concrete top plate in the hogging moment area from cracking, but also has the advantages of low cost, simple and rapid construction, no additional construction cost in the construction process, and repeated use of the construction equipment.
According to an embodiment of the first aspect of the invention, the anti-cracking construction equipment for the hogging moment area of the continuous composite girder bridge comprises:
the anti-pulling and anti-shearing connecting piece is used for being arranged at the top of the steel girder in the hogging moment area of the continuous composite girder bridge;
when a hogging moment area concrete roof is poured at the top of the hogging moment area steel girder on which the anti-pulling shearing-free connecting piece is arranged, the anchoring pieces are correspondingly arranged at two ends of the hogging moment area concrete roof in the length direction respectively, and the lower parts of the anchoring pieces are used for anchoring in the hogging moment area concrete roof;
the upper part of the anchoring piece is connected with one end of the inhaul cable;
And when the concrete top plate in the hogging moment area is molded, the penetrating jack is arranged between the anchoring pieces at the two ends of the concrete top plate in the length direction of the concrete top plate in the hogging moment area, wherein the other end of the inhaul cable on one of the anchoring pieces at the two ends of the concrete top plate in the length direction of the hogging moment area is connected with one end of the penetrating jack, the other end of the inhaul cable on the anchoring piece at the other end of the concrete top plate in the length direction of the hogging moment area is connected with the other end of the penetrating jack, and the penetrating jack is used for applying tension to the inhaul cable so as to enable the concrete top plate in the hogging moment area to be axially deformed under the compression.
According to the anti-cracking construction equipment for the hogging moment area of the continuous composite girder bridge, when the anti-cracking construction equipment is used, a certain number of anti-pulling shearing-free connecting pieces are arranged at the top of a steel beam of the hogging moment area, then the concrete top plate of the hogging moment area is cast at the top of the steel beam of the hogging moment area, anchoring pieces with inhaul cables are respectively arranged at two ends of the concrete top plate of the hogging moment area in the length direction while the concrete top plate of the hogging moment area is cast, after the concrete top plate of the hogging moment area is molded, the other ends of the inhaul cables on the anchoring pieces at the two ends of the concrete top plate of the hogging moment area are correspondingly connected with the two ends of a penetrating jack respectively, the penetrating jack is loaded, tension is applied to the inhaul cables, the tension is transmitted to the anchoring pieces, and an axial compression effect is formed on the concrete top plate of the hogging moment area, at the moment, the concrete top plate of the hogging moment area and the steel beam of the hogging moment area are connected through the anti-shearing-free connecting pieces, and the deformation of the concrete top plate of the hogging moment area in the hogging moment area can not be restrained under the axial compression effect of the axial force. The axial force of the concrete top plate in the hogging moment area can be directly controlled by changing the pulling force of the penetrating jack, so that the axial deformation of the concrete top plate in the hogging moment area is further controlled, the deformation is directly related to the axial compressive stress level of the concrete top plate in the hogging moment area in the later period, and if the axial deformation is large, the compressive stress reserve of the concrete top plate in the hogging moment area is higher.
According to the anti-cracking construction equipment for the hogging moment area of the continuous composite girder bridge, provided by the embodiment of the invention, sufficient compressive stress can be introduced into the concrete top plate in the hogging moment area, so that the tensile stress possibly generated in the use process of the bridge of the concrete top plate in the hogging moment area can be counteracted, the bridge deck is ensured to be in a compressed state under the long-term load effect under the condition that no prestress rib is configured, the cracking of the concrete top plate in the hogging moment area is prevented, and the durability of the bridge structure is truly improved. Moreover, the construction equipment is low in cost, the construction is simpler and quicker, the additional construction cost is not required to be increased in the construction process, and the anchoring piece, the inhaul cable and the penetrating jack can be reused.
According to one embodiment of the first aspect of the present invention, the pull-out resistant and shear resistant connector comprises a screw, a nut, and a low elastic mold wrapping member, wherein one end of the screw is connected with the nut, and the low elastic mold wrapping member wraps the screw.
According to a further embodiment of the first aspect of the present invention, the radial thickness of the low elastic mold package is determined according to the calculated slip amount, and the diameter of the nut is sized to prevent separation and lifting between the hogging moment region concrete roof and the hogging moment region steel girder.
According to a further embodiment of the first aspect of the present invention, the low-elastic-modulus wrapping member is a wrapping member made of foam, sponge or cloth.
According to one embodiment of the first aspect of the present invention, the anchor includes an end plate, a peg or a reinforcing bar provided on a lower surface of the end plate, and a connection lug provided on an upper surface of the end plate, the peg being located in the hogging-moment-zone concrete roof when the anchor is anchored to the hogging-moment-zone concrete roof, the connection lug being located above the hogging-moment-zone concrete roof, the connection lug being for connection with one end of the cable.
According to a further embodiment of the first aspect of the present invention, the connection lug plate is provided with a mounting hole for connection with one end of the cable.
According to a further embodiment of the first aspect of the invention, the studs or the bars are welded to the end plates, the number and the gauge of the studs or bars being determined according to the design tension of the cable.
The second aspect of the invention provides an anti-cracking construction method for a hogging moment area of a continuous composite girder bridge.
According to the embodiment of the second aspect of the invention, the anti-cracking construction method for the hogging moment area of the continuous composite girder bridge comprises the following steps:
s1: arranging a plurality of anti-pulling and non-shearing connectors at the top of the steel girder in the hogging moment area of the continuous composite girder bridge;
s2: while pouring a hogging moment area concrete top plate on the top of the hogging moment area steel girder, on which the anti-pulling shearing-free connecting piece is arranged, anchoring pieces are correspondingly arranged at two ends of the hogging moment area concrete top plate in the length direction, the lower parts of the anchoring pieces are anchored in the hogging moment area concrete top plate, and the upper parts of the anchoring pieces are positioned above the hogging moment area concrete top plate; connecting one end of a inhaul cable with the upper part of the anchoring piece;
S3: after the concrete top plate in the hogging moment area is molded, a penetrating jack is arranged between the anchoring pieces at the two ends of the concrete top plate in the hogging moment area in the length direction, the other end of the inhaul cable on the anchoring piece at one of the two ends of the concrete top plate in the hogging moment area in the length direction is connected with one end of the penetrating jack, and the other end of the inhaul cable on the anchoring piece at the other end of the concrete top plate in the hogging moment area in the length direction is connected with the other end of the penetrating jack;
S4: applying tension to the inhaul cable through the penetrating jack, so that the concrete top plate in the hogging moment area is pressed to axially deform;
S5: maintaining the pulling force exerted by the penetrating jack on the inhaul cable, and pouring concrete slabs in other areas except the hogging moment area;
S6: and after the concrete plates in other areas are molded, releasing the pulling force exerted by the penetrating jack on the inhaul cable, and removing the penetrating jack and the anchoring piece.
According to one embodiment of the second aspect of the invention, the hogging-moment region concrete top slab is doped with an expanding agent to compensate for shrinkage of the hogging-moment region concrete top slab.
According to the anti-cracking construction method for the hogging moment area of the continuous composite girder bridge, disclosed by the invention, the introduction of the axial stress of the concrete slab in the hogging moment area can be realized, a certain compressive stress reserve is provided for the bridge deck of the hogging moment area during bridge formation, and the compressive stress level can be controlled through construction, so that the shrinkage, the temperature change and the tensile stress generated under moving load of the concrete roof in the hogging moment area can be effectively counteracted. In addition, the technology does not need to additionally increase the consumption of construction materials, and the anchoring piece, the inhaul cable and the penetrating jack adopted in construction can be reused, so that the construction cost is reduced, and the construction is simple and rapid.
The third aspect of the present invention also provides a girder bridge.
According to the beam bridge of the embodiment of the third aspect of the invention, the beam bridge is obtained by adopting the construction method for preventing the continuous combined beam bridge hogging moment area from cracking according to any one embodiment of the second aspect of the invention.
Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.
Drawings
The foregoing and/or additional aspects and advantages of the invention will become apparent and may be better understood from the following description of embodiments taken in conjunction with the accompanying drawings in which:
fig. 1 is a schematic structural view of a typical continuous composite girder bridge of the prior art.
FIG. 2 is an internal force diagram of the continuous composite girder bridge shown in FIG. 1 under typical operating conditions.
FIG. 3 is a schematic illustration of one step of the method of constructing a continuous composite girder bridge hogging moment region crack prevention according to the second aspect of the present invention.
FIG. 4 is a second schematic view of the steps of the method for constructing a continuous composite girder bridge with hogging moment areas for preventing cracking according to the second aspect of the present invention.
FIG. 5 is a three-dimensional schematic view of a method for constructing a hogging moment area anti-cracking construction of a continuous composite girder bridge according to a second aspect of the present invention.
FIG. 6 is a four schematic views showing the steps of a method for constructing a continuous composite girder bridge hogging moment region crack prevention according to a second aspect of the present invention.
FIG. 7 is a fifth schematic illustration of the steps of the method of the present invention for crack prevention construction in the hogging moment region of a continuous composite girder bridge.
FIG. 8 is a six schematic views showing the steps of a method for constructing a continuous composite girder bridge hogging moment region crack prevention according to a second aspect of the present invention.
Fig. 9 is a schematic structural view of a pull-out and shear-resistant connector in the anti-cracking construction equipment for the hogging moment area of the continuous composite girder bridge according to the first aspect of the invention.
Fig. 10 is a schematic view of the structure of an anchor in the construction equipment for preventing cracking in the hogging moment region of the continuous composite girder bridge according to the first aspect of the present invention.
Reference numerals:
low-elastic-modulus wrapping piece 13 of screw 11 and nut 12 of anti-pulling shearing-resistant connecting piece 1
Mounting hole 231 of lug plate 23 is connected to stud 22 of end plate 21 of anchor 2
Dragline 3
Center jack 4
Steel beam 5 in hogging moment area
Concrete roof 6 in hogging moment region
Detailed Description
Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to like or similar elements or elements having like or similar functions throughout. The embodiments described below by referring to the drawings are illustrative only and are not to be construed as limiting the invention.
An apparatus for preventing cracking in the hogging moment region of a continuous composite girder bridge according to an embodiment of the first aspect of the present invention will be described with reference to fig. 7.
As shown in fig. 7, the anti-cracking construction equipment for the hogging moment area of the continuous composite girder bridge according to the embodiment of the first aspect of the invention comprises a pull-out and shear-proof connecting piece 1, an anchor 2, a guy cable 3 and a penetrating jack 4. The anti-pulling shearing-free connecting piece 1 is arranged at the top of a steel girder 5 in a hogging moment area of the continuous composite girder bridge; when a hogging moment area concrete roof 6 is poured at the top of a hogging moment area steel beam 5 on which the anti-pulling shearing-free connecting piece 1 is arranged, anchoring pieces 2 are correspondingly arranged at two ends of the hogging moment area concrete roof 6 in the length direction respectively, and the lower parts of the anchoring pieces 2 are used for anchoring in the hogging moment area concrete roof 6; the upper part of the anchoring piece 2 is connected with one end of the inhaul cable 3; when the concrete top plate 6 in the hogging moment area is molded, the perforating jack 4 is arranged between the anchoring pieces 2 at two ends of the concrete top plate 6 in the hogging moment area in the length direction, wherein the other end of the inhaul cable 3 on the anchoring piece 2 at one end of the concrete top plate 6 in the hogging moment area in the length direction is connected with one end of the perforating jack 4, the other end of the inhaul cable 3 on the anchoring piece 2 at the other end of the concrete top plate 6 in the hogging moment area in the length direction is connected with the other end of the perforating jack 4, and the perforating jack 4 is used for applying pulling force to the inhaul cable 3 so as to enable the concrete top plate 6 in the hogging moment area to be axially deformed under pressure.
Specifically, the anti-pulling and anti-shearing connector 1 is used for being arranged on the top of the steel girder 5 in the hogging moment area of the continuous composite girder bridge. It can be understood that the number of the anti-pulling shearing-resistant connecting pieces 1 arranged at the top of the hogging moment area steel beam 5 is a certain number, so that the restraint between the hogging moment area steel beam 5 and the hogging moment area concrete roof 6 can be released, the hogging moment area concrete roof 6 under the hogging moment effect can not generate tensile stress along with the deformation of the hogging moment area steel beam 5, the introduction degree of the compressive stress of the hogging moment area concrete roof 6 in the construction process can be improved, and the whole compressive stress can be applied to the hogging moment area concrete roof 6 in advance.
When the hogging moment area concrete roof 6 is poured at the top of the hogging moment area steel girder 5 on which the anti-pulling shearing-free connecting piece 1 is arranged, the anchoring pieces 2 are correspondingly arranged at the two ends of the hogging moment area concrete roof 6 in the length direction respectively, and the lower parts of the anchoring pieces 2 are used for anchoring in the hogging moment area concrete roof 6. It can be appreciated that the anchors 2 are respectively arranged at two ends of the concrete roof 6 in the hogging moment area in the length direction while the concrete roof 6 in the hogging moment area is poured, so that on one hand, the anchors 2 are convenient to anchor and arrange, and on the other hand, the anchors 2 are beneficial to transmitting the pulling force of the inhaul cable to the concrete roof 6 in the hogging moment area, and an axial compression effect is formed on the concrete roof 6 in the hogging moment area.
The upper part of the anchor 2 is connected with one end of the inhaul cable 3. It will be appreciated that tension can be transferred to the anchor 2 by the cable 3.
When the concrete roof 6 in the hogging moment area is molded, the perforating jack 4 is arranged between the anchoring pieces 2 at two ends of the concrete roof 6 in the length direction of the hogging moment area, wherein the other end of the inhaul cable 3 on the anchoring piece 2 at one end of the two ends of the concrete roof 6 in the length direction of the hogging moment area is connected with one end of the perforating jack 4, the other end of the inhaul cable 3 on the anchoring piece 2 at the other end of the concrete roof 6 in the length direction of the hogging moment area is connected with the other end of the perforating jack 4, and the perforating jack 4 is used for applying pulling force to the inhaul cable 3 so as to enable the concrete roof 6 in the hogging moment area to be axially deformed under pressure. It will be appreciated that when the jack 4 is loaded, the cable 3 will be tightened, tension is applied to the cable 3, the cable 3 will transfer tension to the anchor 2, the anchor 2 will transfer tension to the hogging moment area concrete roof 6, and an axial compression effect is formed on the hogging moment area concrete roof 6, at this time, since the hogging moment area concrete roof 6 and the hogging moment area steel beam 5 are connected through the anti-shearing connection member 1, the hogging moment area steel beam 5 will not restrict the deformation of the hogging moment lack concrete roof 6, and therefore the hogging moment area concrete roof 6 will generate obvious axial deformation under the action of the axial force. By changing the tensile force of the penetrating jack 4, the axial force of the concrete top plate 6 in the hogging moment area can be directly controlled, and further the axial deformation of the concrete top plate 6 in the hogging moment area is controlled, the deformation is directly related to the axial compressive stress level of the concrete top plate 6 in the hogging moment area in the later period, and if the axial deformation is large, the compressive stress reserve of the concrete top plate 6 in the hogging moment area is higher.
According to the anti-cracking construction equipment for the hogging moment area of the continuous composite girder bridge, when the anti-cracking construction equipment is used, a certain number of anti-pulling shearing-free connecting pieces 1 are arranged on the top of a steel beam 5 of the hogging moment area, then a concrete roof 6 of the hogging moment area is cast on the top of the steel beam 5 of the hogging moment area, the concrete roof 6 of the hogging moment area is cast, simultaneously, two ends of the concrete roof 6 of the hogging moment area in the length direction are respectively provided with an anchor piece 2 of a cable 3, after the concrete roof 6 of the hogging moment area is molded, the other ends of the cable 3 on the anchor pieces 2 at the two ends of the concrete roof 6 of the hogging moment area in the length direction are respectively connected with two ends of a penetrating jack 4, tension is loaded on the penetrating jack 4, tension is applied to the cable 3, the tension is transferred to the anchor piece 2 by the cable 3, the tension is transferred to the concrete roof 6 of the hogging moment area by anchoring, and an axial compression effect is formed on the concrete roof 6 of the hogging moment area, at the moment, and at the moment, the concrete roof 6 of the hogging moment area is connected with the two ends of the concrete roof 6 in the hogging moment area in the length direction, and the hogging moment area is not restrained by the anti-shearing-free connecting pieces 1, and the other ends of the concrete roof 6 can deform under the action of the hogging moment area. By changing the tensile force of the penetrating jack 4, the axial force of the concrete top plate 6 in the hogging moment area can be directly controlled, and further the axial deformation of the concrete top plate 6 in the hogging moment area is controlled, the deformation is directly related to the axial compressive stress level of the concrete top plate 6 in the hogging moment area in the later period, and if the axial deformation is large, the compressive stress reserve of the concrete top plate 6 in the hogging moment area is higher.
Therefore, the anti-cracking construction equipment for the hogging moment area of the continuous composite beam bridge can introduce sufficient compressive stress to the concrete top plate 6 in the hogging moment area, so that the tensile stress possibly generated by the concrete top plate 6 in the hogging moment area in the using process of the bridge can be counteracted, the bridge deck is ensured to be in a pressed state under the long-term load effect under the condition that no prestress rib is configured, the cracking of the concrete top plate 6 in the hogging moment area is prevented, and the durability of the bridge structure is truly improved. Moreover, the construction equipment has low cost, the construction is simpler and quicker, the additional construction cost is not required to be increased in the construction process, and the anchoring piece 2, the inhaul cable 3 and the penetrating jack 4 can be reused.
As shown in fig. 9, according to an embodiment of the first aspect of the present invention, the pull-out resistant shear connector 1 includes a screw 11, a nut 12, and a low-elastic-modulus wrapping member 13, wherein one end of the screw 11 is connected to the nut 12, and the low-elastic-modulus wrapping member 13 wraps around the screw 11. Therefore, the restraint between the hogging moment area steel beam 5 and the hogging moment area concrete roof 6 is released, the hogging moment area concrete roof 6 under the action of the hogging moment cannot generate tensile stress along with the deformation of the hogging moment area steel beam 5, the introduction degree of the compressive stress of the hogging moment area concrete roof 6 in the construction process can be improved, and all the compressive stress can be applied to the hogging moment area concrete roof 6 in advance.
Alternatively, the low-elastic mold packing member 13 may be a packing member made of foam, sponge, or cloth.
According to a further embodiment of the first aspect of the present invention, the radial thickness of the low elastic modulus wrapping 13 is determined according to the calculated slip amount of the concrete roof 6 in the hogging moment region, and it is understood that the slip amount herein refers to the deformation amount of the concrete roof 6 in the hogging moment region in the axial direction. Therefore, the anti-pulling shearing-free connecting piece 1 can be accurately controlled to achieve the expected sliding capacity. The nuts 12 are sized in diameter to prevent separation and lifting between the hogging moment section concrete roof 6 and the hogging moment section steel beams 5. That is, the diameter of the nut 12 needs to be large enough to avoid separation and lifting between the hogging moment region concrete roof 6 and the hogging moment region steel girder 5, and to improve durability of the bridge structure.
As shown in fig. 10, according to an embodiment of the first aspect of the present invention, the anchor 2 includes an end plate 21, a peg 22 or a reinforcing bar provided on a lower surface of the end plate 21, and a connection lug 23 provided on an upper surface of the end plate 21, the peg 22 being located in the hogging moment region concrete roof 6 when the anchor 2 is anchored to the hogging moment region concrete roof 6, the connection lug 23 being located above the hogging moment region concrete roof 6, the connection lug 23 being for connection with one end of the cable 3. It will be appreciated that the peg 22 is located in the hogging moment region concrete roof 6 and that tension can be transferred to the hogging moment region concrete roof 6 by the peg 22 to create an axial compression effect on the hogging moment region concrete roof 6. The connecting lug plate 23 is located above the concrete top plate 6 in the hogging moment area, and the connecting lug plate 23 is used for being connected with one end of the inhaul cable 3, and the inhaul cable 3 is simple and convenient to install.
As shown in fig. 10, according to a further embodiment of the first aspect of the present invention, the connection lug plate 23 may be provided with a mounting hole 231, through which the connection lug plate 231 may be connected with one end of the cable 3, and the installation is simple and convenient.
According to a further embodiment of the first aspect of the present invention, the studs 22 or the reinforcing bars are welded on the end plate 21, and the number and the specification of the studs 22 or the reinforcing bars are determined according to the design tension of the guy wires 3, so that the materials of the studs 22 or the reinforcing bars can be saved, and the construction is facilitated.
The second aspect of the invention provides an anti-cracking construction method for a hogging moment area of a continuous composite girder bridge.
A method of constructing a continuous composite girder bridge hogging moment region crack according to an embodiment of the present invention will be described with reference to fig. 3 to 8.
The anti-cracking construction method for the hogging moment area of the continuous composite girder bridge according to the second aspect of the invention comprises the following steps:
S1: as shown in fig. 3, a plurality of anti-pulling and non-shearing connectors 1 are arranged at the top of the steel girder 5 in the hogging moment area of the continuous composite girder bridge, so that the combined action of the steel girder 5 in the hogging moment area and the concrete roof 6 in the hogging moment area can be released, and the two cannot cooperatively deform, and therefore, the deformation of the concrete roof 6 in the hogging moment area cannot be restrained by the steel girder 5 in the hogging moment area.
S2: as shown in fig. 4, while pouring a hogging moment region concrete roof 6 on the top of a hogging moment region steel beam 5 on which the shearing-resistant connecting piece 1 is arranged, respectively arranging anchoring pieces 2 at two ends of the hogging moment region concrete roof 6 in the length direction, wherein the lower parts of the anchoring pieces 2 are anchored in the hogging moment region concrete roof 6, and the upper parts of the anchoring pieces 2 are above the hogging moment region concrete roof 6; one end of the cable 3 is connected to the upper portion of the anchor 2 for introducing compressive stress.
S3: as shown in fig. 5, after the negative bending moment region concrete roof 6 is formed, a penetrating jack 4 is provided between the anchors 2 at both ends in the longitudinal direction of the negative bending moment region concrete roof 6, the other end of the stay cable 3 on the anchor 2 at one of the both ends in the longitudinal direction of the negative bending moment region concrete roof 6 is connected to one end of the penetrating jack 4, and the other end of the stay cable 3 on the anchor 2 at the other of the both ends in the longitudinal direction of the negative bending moment region concrete roof 6 is connected to the other end of the penetrating jack 4 for introducing compressive stress.
S4: as shown in fig. 6, the pull force is applied to the guy cable 3 by the jack 4, so that the concrete roof 6 in the hogging moment area is compressed and axially deformed, that is, the pull force is applied to the guy cable 3 on two sides by the jack 4, and is transferred to the concrete roof 6 in the hogging moment area through the anchor 2 at one end of the guy cable 3, and the deformation of the concrete roof 6 in the hogging moment area is not constrained by the steel girder 5 in the hogging moment area because the concrete roof 6 in the hogging moment area is connected with the steel girder 5 in the anti-pulling shearing connection 1, so that all the pull force applied by the jack 4 is completely introduced into the concrete roof 6 in the hogging moment area, and a certain axial deformation occurs.
S5: as shown in fig. 7, the pulling force applied to the cable 3 by the jack 4 is maintained, and concrete slabs in other areas than the hogging moment area are poured. It will be appreciated that the hogging moment region concrete roof 6 is still in compression while the concrete slab is poured on both sides of the hogging moment region.
S6: as shown in fig. 8, after the concrete slab in other areas is formed, the pulling force applied to the guy cable 3 by the penetrating jack 4 is released, and the penetrating jack 4 and the anchor 2 are removed. It will be appreciated that upon release of the tension applied by the jack 4 to the guy wires 3, the hogging moment region concrete roof 6 in compression will undergo axial elongation to return to its original shape, but as the formed concrete slab has been poured on both sides, the axial elongation of the hogging moment region concrete roof 6 is constrained so as to remain in compression after the jack is withdrawn.
According to the anti-cracking construction method for the hogging moment area of the continuous composite girder bridge, disclosed by the invention, the introduction of the axial stress of the concrete slab in the hogging moment area can be realized, a certain compressive stress reserve is provided for the bridge deck plate in the hogging moment area during bridge formation, and the compressive stress level can be controlled through construction, so that the shrinkage, the temperature change and the tensile stress generated under moving load of the concrete roof plate 6 in the hogging moment area can be effectively counteracted. In addition, the technology does not need to additionally increase the consumption of construction materials, and the anchoring piece 2, the inhaul cable 3 and the penetrating jack 4 adopted in construction can be reused, so that the construction cost is reduced, and the construction is simple and rapid.
According to an embodiment of the second aspect of the present invention, in step S2, the hogging-moment section concrete top plate 6 is doped with an expanding agent to compensate for shrinkage of the hogging-moment section concrete top plate, that is, by adding an appropriate expanding agent to the hogging-moment section concrete top plate 6, the shrinkage rate of the hogging-moment section concrete top plate 6 is reduced, thereby achieving shrinkage of the hogging-moment section concrete top plate 6, which is advantageous for keeping the bridge deck of the continuous composite girder bridge under long-term load.
According to a further embodiment of the second aspect of the present invention, in step S5, when pouring the concrete slab in the area other than the hogging moment area, a suitable expansion agent may be added to the concrete slab to compensate for shrinkage of the concrete slab.
The third aspect of the present invention also provides a girder bridge.
According to the girder bridge of the third aspect of the present invention, the girder bridge is obtained by adopting the construction method for preventing cracking in the hogging moment area of the continuous composite girder bridge according to any one of the embodiments of the second aspect of the present invention.
In the description of the present specification, reference to the terms "one embodiment," "some embodiments," "illustrative embodiments," "examples," "specific examples," or "some examples," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiments or examples. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
While embodiments of the present invention have been shown and described, it will be understood by those of ordinary skill in the art that: many changes, modifications, substitutions and variations may be made to the embodiments without departing from the spirit and principles of the invention, the scope of which is defined by the claims and their equivalents.
Claims (10)
1. The utility model provides a continuous composite beam bridge hogging moment district prevents construction equipment that ftractures which characterized in that includes:
the anti-pulling and anti-shearing connecting piece is used for being arranged at the top of the steel girder in the hogging moment area of the continuous composite girder bridge;
when a hogging moment area concrete roof is poured at the top of the hogging moment area steel girder on which the anti-pulling shearing-free connecting piece is arranged, the anchoring pieces are correspondingly arranged at two ends of the hogging moment area concrete roof in the length direction respectively, and the lower parts of the anchoring pieces are used for anchoring in the hogging moment area concrete roof;
the upper part of the anchoring piece is connected with one end of the inhaul cable;
And when the concrete top plate in the hogging moment area is molded, the penetrating jack is arranged between the anchoring pieces at the two ends of the concrete top plate in the length direction of the concrete top plate in the hogging moment area, wherein the other end of the inhaul cable on one of the anchoring pieces at the two ends of the concrete top plate in the length direction of the hogging moment area is connected with one end of the penetrating jack, the other end of the inhaul cable on the anchoring piece at the other end of the concrete top plate in the length direction of the hogging moment area is connected with the other end of the penetrating jack, and the penetrating jack is used for applying tension to the inhaul cable so as to enable the concrete top plate in the hogging moment area to be axially deformed under the compression.
2. The continuous composite girder bridge hogging moment area anti-cracking construction equipment according to claim 1, wherein the anti-pulling shearing-free connecting piece comprises a screw, a nut and a low elastic die wrapping piece, one end of the screw is connected with the nut, and the low elastic die wrapping piece is wrapped on the screw.
3. The construction equipment for preventing cracking in a hogging moment region of a continuous composite girder bridge according to claim 2, wherein the radial thickness of the low elastic modulus wrapping member is determined according to the calculated slip amount, and the diameter of the nut is sized to prevent separation and lifting between the concrete roof in the hogging moment region and the steel girder in the hogging moment region.
4. The construction equipment for preventing cracking in a hogging moment area of a continuous composite girder bridge according to claim 2, wherein the low elastic modulus wrapping member is made of foam, sponge or cloth.
5. The apparatus of claim 1, wherein the anchor comprises an end plate, a peg or a steel bar provided on a lower surface of the end plate, and a connection lug provided on an upper surface of the end plate, the peg being positioned in the hogging moment region concrete roof when the anchor is anchored to the hogging moment region concrete roof, the connection lug being positioned above the hogging moment region concrete roof, the connection lug being for connection with one end of the cable.
6. The construction equipment for preventing cracking in a hogging moment region of a continuous composite girder bridge according to claim 5, wherein the connecting ear plate is provided with a mounting hole for connecting with one end of the inhaul cable.
7. The construction equipment for preventing cracking in a hogging moment region of a continuous composite girder bridge according to claim 5, wherein the peg or the reinforcing steel bar is welded on the end plate, and the number and the specification of the peg or the reinforcing steel bar are determined according to the design tension of the inhaul cable.
8. The anti-cracking construction method for the hogging moment area of the continuous composite girder bridge is characterized by comprising the following steps of:
s1: arranging a plurality of anti-pulling and non-shearing connectors at the top of the steel girder in the hogging moment area of the continuous composite girder bridge;
s2: while pouring a hogging moment area concrete top plate on the top of the hogging moment area steel girder, on which the anti-pulling shearing-free connecting piece is arranged, anchoring pieces are correspondingly arranged at two ends of the hogging moment area concrete top plate in the length direction, the lower parts of the anchoring pieces are anchored in the hogging moment area concrete top plate, and the upper parts of the anchoring pieces are positioned above the hogging moment area concrete top plate; connecting one end of a inhaul cable with the upper part of the anchoring piece;
S3: after the concrete top plate in the hogging moment area is molded, a penetrating jack is arranged between the anchoring pieces at the two ends of the concrete top plate in the hogging moment area in the length direction, the other end of the inhaul cable on the anchoring piece at one of the two ends of the concrete top plate in the hogging moment area in the length direction is connected with one end of the penetrating jack, and the other end of the inhaul cable on the anchoring piece at the other end of the concrete top plate in the hogging moment area in the length direction is connected with the other end of the penetrating jack;
S4: applying tension to the inhaul cable through the penetrating jack, so that the concrete top plate in the hogging moment area is pressed to axially deform;
S5: maintaining the pulling force exerted by the penetrating jack on the inhaul cable, and pouring concrete slabs in other areas except the hogging moment area;
S6: and after the concrete plates in other areas are molded, releasing the pulling force exerted by the penetrating jack on the inhaul cable, and removing the penetrating jack and the anchoring piece.
9. The method for constructing a continuous composite girder bridge hogging moment region for preventing cracking according to claim 8, wherein the hogging moment region concrete top plate is doped with an expanding agent to compensate for shrinkage of the hogging moment region concrete top plate.
10. A girder bridge obtained by the construction method for preventing cracking in the hogging moment region of the continuous composite girder bridge according to claim 8 or 9.
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Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20100073448A (en) * | 2008-12-23 | 2010-07-01 | (주)삼현피에프 | Continuation structure of prestressed concrete girder bridge |
| CN206109961U (en) * | 2016-09-29 | 2017-04-19 | 石家庄铁道大学 | Steel concrete combination and continuous box girder bridge of coincide dual function |
| CN206956519U (en) * | 2017-07-17 | 2018-02-02 | 山西省交通科学研究院 | A kind of steel box girder bridge pave-load layer pre-stress system |
| CN107806187A (en) * | 2017-11-29 | 2018-03-16 | 华南理工大学 | A kind of resistance to plucking not shearing resistance WELDING STUDS |
| CN107829499A (en) * | 2017-11-29 | 2018-03-23 | 华南理工大学 | A kind of resistance to plucking not shearing resistance WELDING STUDS overcoat foam strip machine and its manufactured WELDING STUDS |
| CN108914778A (en) * | 2018-07-24 | 2018-11-30 | 福州大学 | The method that the concrete slab of a kind of pair of combination beam top flange applies precompression |
| CN208201610U (en) * | 2018-03-16 | 2018-12-07 | 广州市市政工程设计研究总院 | A kind of steel-concrete part bondbeam |
| CN108951419A (en) * | 2018-09-26 | 2018-12-07 | 清华大学 | The crack resistence at the continuous position of freely-supported combined system composite beam bridge support floorings constructs |
| CN210797280U (en) * | 2019-07-16 | 2020-06-19 | 清华大学 | Anti-cracking construction equipment for hogging moment area of continuous composite beam bridge |
-
2019
- 2019-07-16 CN CN201910640837.5A patent/CN110409305B/en active Active
Patent Citations (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20100073448A (en) * | 2008-12-23 | 2010-07-01 | (주)삼현피에프 | Continuation structure of prestressed concrete girder bridge |
| CN206109961U (en) * | 2016-09-29 | 2017-04-19 | 石家庄铁道大学 | Steel concrete combination and continuous box girder bridge of coincide dual function |
| CN206956519U (en) * | 2017-07-17 | 2018-02-02 | 山西省交通科学研究院 | A kind of steel box girder bridge pave-load layer pre-stress system |
| CN107806187A (en) * | 2017-11-29 | 2018-03-16 | 华南理工大学 | A kind of resistance to plucking not shearing resistance WELDING STUDS |
| CN107829499A (en) * | 2017-11-29 | 2018-03-23 | 华南理工大学 | A kind of resistance to plucking not shearing resistance WELDING STUDS overcoat foam strip machine and its manufactured WELDING STUDS |
| CN208201610U (en) * | 2018-03-16 | 2018-12-07 | 广州市市政工程设计研究总院 | A kind of steel-concrete part bondbeam |
| CN108914778A (en) * | 2018-07-24 | 2018-11-30 | 福州大学 | The method that the concrete slab of a kind of pair of combination beam top flange applies precompression |
| CN108951419A (en) * | 2018-09-26 | 2018-12-07 | 清华大学 | The crack resistence at the continuous position of freely-supported combined system composite beam bridge support floorings constructs |
| CN210797280U (en) * | 2019-07-16 | 2020-06-19 | 清华大学 | Anti-cracking construction equipment for hogging moment area of continuous composite beam bridge |
Non-Patent Citations (1)
| Title |
|---|
| 抗拔不抗剪连接新技术及其应用;聂建国等;《土木工程学报》;全文 * |
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