CN110983967A

CN110983967A - Bridge deck continuous process

Info

Publication number: CN110983967A
Application number: CN201911383159.5A
Authority: CN
Inventors: 王清泉; 苏庆田; 邓青儿; 曾明根; 吴冲; 曹沛; 陈文超; 陈何峰; 赵炜; 王小平; 吕沛文
Original assignee: Architecture Design and Research Institute of Tongji University Group Co Ltd
Current assignee: Architecture Design and Research Institute of Tongji University Group Co Ltd
Priority date: 2019-12-27
Filing date: 2019-12-27
Publication date: 2020-04-10
Anticipated expiration: 2039-12-27
Also published as: CN110983967B

Abstract

The bridge deck continuous method provided by the invention divides the bridge deck continuous structure into an A-type structure and a B-type structure according to the length of the unbonded layer. The A-type structure is suitable for the bridge with short length of the non-adhesive layer, and the B-type structure is suitable for the bridge with long length of the non-adhesive layer. A first longitudinal steel bar is arranged inside the main beam bridge deck slab, and the first longitudinal steel bar partially extends out of the main beam bridge deck slab and extends into a cast-in-place bridge deck continuous section, namely a central bridge deck slab in the second section; a second longitudinal steel bar is arranged in the second section, and the first longitudinal steel bar is fixedly connected with the second longitudinal steel bar; the central bridge deck and/or the main beam bridge deck are fixedly connected with the main beam through the shear nails. The bridge deck continuous method has the advantages of mature manufacturing process, simple structure, convenient construction, low cost and good economic benefit.

Description

Bridge deck continuous process

Technical Field

The invention relates to the technical field of bridge structures, in particular to a bridge deck continuous method.

Background

In the middle and small-span roads and municipal bridges with various and wide areas, simple-supported girder bridges are widely applied due to the characteristics of low manufacturing cost, simple design, definite stress, convenient construction and the like, and occupy very important positions in modern bridge structure types in China, the structural forms mainly comprise simple-supported concrete hollow slab girders, small box girders, T girders and the like, and in recent years, the composite structure bridges such as the simple-supported steel plate composite girders and the simple-supported channel-shaped steel girder composite girders are rapidly popularized along with the industrial development of bridges and culverts. But the expansion joints of the simply supported beams are more, so that the integrity of the bridge deck is reduced, and the vehicle jumps at the expansion joints, thereby influencing the speed, safety and comfort of driving; the expansion joint is easy to damage due to the repeated action of bearing the dynamic load of the automobile for a long time, is difficult to maintain and needs to be replaced frequently.

In order to overcome the above problems, the best approach is to reduce or even eliminate the expansion joints, and the common method is to continue the bridge deck and the structure. The method has the advantages that the structure is continuously realized by converting the simply supported beam bridge into the continuous beam bridge or the rigid frame beam bridge, the construction process is complex, the prefabrication and assembly rate is reduced, the construction period is long, the manufacturing cost is high, and the method is contrary to the current quick construction idea.

The bridge deck continuously refers to a structure that two adjacent simply supported beam bridge decks or bridge deck pavement parts are connected into a whole to replace expansion joints, and the method reserves a simply supported stress system of the structure and can provide continuous lanes for driving, so that the stability and the comfort of driving are ensured. The continuous bridge deck structure is convenient to construct and low in manufacturing cost. The continuous method is widely applied, and the specific structural form is continuously improved, so that the method is more.

1. Existing bridge deck continuous construction forms

Domestic traditional bridge floor is mostly bridge deck pavement in succession, divide into articulated formula bridge floor continuous, just connect formula bridge floor continuous and the continuous three kinds of forms of pull rod formula bridge floor according to the atress characteristic at the continuous position of bridge floor with it. Among them, the pull-rod type bridge deck is most commonly used in series. The pull rod type bridge deck is continuously provided with separation seams at the bridge deck pavement and bridge deck continuous positions, and the separation seams are staggered with the beam slab expansion joints, so that the effect of stress release is achieved; the connecting reinforcing steel bars and the concrete in the continuous area of the bridge deck adopt an unbonded structural form, so that the internal force generated by the relative displacement of the beam body can be transmitted, and the direct stress of the continuous concrete of the bridge deck is avoided. In addition, the contact part between the bridge deck and the beam slab is isolated by a non-adhesive layer (generally a rubber layer) so as to weaken the connection between the bridge deck and the main beam, reduce the bending rigidity of the bridge deck and reduce the negative bending moment at the bridge deck continuous part, and the structure is more in practical application at present.

The continuous bridge deck structure in Europe and America is usually used in a simply supported steel-concrete composite beam, and is characterized in that a bridge deck of a steel-concrete composite beam bridge is made into a continuous expansion joint at the beam end so as to cancel a pier top expansion device, so that the application is popularized, and the unbonded bridge deck continuous structure (Debond Link Slab) is mainly used: the bending rigidity of the continuous section of the bridge deck plate is reduced by arranging the unbonded section with a certain length at the expansion joint of the bridge, which is separated from the main beam, so that the stress borne by the continuous structure of the bridge deck plate is relieved. Similar to the rigid connection type bridge deck pavement continuous structure, some bridge decks are also provided with pre-cutting seams at two continuous ends or in the middle.

2. Current research situation in related fields at home and abroad

1) Research on bridge deck continuous design theory and method

In the design and calculation of deck continuous constructions, the european and american countries generally consider deck continuous structures as part of the deck slab (deck pavement). In Japan, bridge deck seamless technology is adopted to avoid the defects of the expansion joint device, and the technology is divided into four types, namely main beam continuous technology, bridge deck continuous technology, beam continuous technology and bridge deck continuous technology, wherein the bridge deck continuous technology is equivalent to the domestic simple-supported beam bridge deck continuous technology. In the Canadian bridge specification, 0.3 percent of reinforcing bars are taken as an empirical design method, namely, calculation is not needed in the design, and only limited geometric requirements are met. The 3.6.2 suggestions in the general Specification for designing bridges and culverts of highways and first-level highways in China are that structures are suitable for porous beam (plate) bridges on expressways and first-level highways

And continuous, bridge deck continuous can be adopted in a combined way, but specific structural design ideas and calculation methods are not specified.

In order to research the reason of continuous diseases of the bridge deck, a plurality of scholars at home and abroad carry out theoretical and experimental researches on the continuous stress mechanism of the bridge deck. In 1995, Caner and proposed a DLS bridge deck continuous construction concept, which avoided the bridge deck from continuously acting directly on the girder by providing a length of unbonded section at the bridge expansion joints that was detached from the girder; in 2003-2009, students such as Li, Okeil, Wing and Ulku successively perform experimental research and theoretical analysis on DLS bridge decks; in 2013, Alexander and the like continuously perform fatigue test research on the bridge deck, and find that the continuous concrete of the bridge deck has larger cracks under the action of cyclic load under the action of negative bending moment generated by rotation and upwarp of a main beam. Meanwhile, a large number of domestic scholars also carry out a large number of theoretical and experimental researches on the problem of bridge deck continuous cracking diseases, and Matford at highway management department of Shanghai city proposes a method for analyzing and designing the power element of a bridge deck continuous simply-supported girder bridge in 1989; the internal force analysis of the simply supported inclined beam bridge deck continuous plate is put forward on the basis of the former thought of the traffic bureau of Yongjia county in Zhejiang province in 1992; the chen etiquette published a stress analysis on the elastically supported decking in 1993. In 2004, the Changta gulf bridge is used as a background in the Changta gulf bridge in the areas of smoothness, Zhongfu and the like, research work of 'continuous process and performance improvement of simply supported bridge deck' is developed, and deformation and stress of a continuous structure of the simply supported bridge deck under the action of automobile load, beam deformation and environmental temperature are analyzed by adopting a structural mechanics method; in 2011, Shenqingchuan carries out mechanical analysis on two common bridge deck continuous structural forms of a rigid connection type and a pull rod type and variants thereof, and calculates the stress conditions of the bridge deck continuous structures in different forms under the actions of live load, temperature change, braking force, load combination thereof and the like of a vehicle by adopting a structural mechanical method and a spatial finite element numerical analysis method; in 2014, Wanggang and the like analyze the continuous stress performance and the failure mechanism of the bridge deck through finite element simulation, and provide an arch-shaped bridge deck continuous structure aiming at the essential cause of the failure and then further pass test verification; in 2017, a stress solving formula of a bridge deck continuous structure under the combined action of automobile live load and temperature effect is deduced by adopting a structural mechanics method and ABAQUS finite element software is used for verifying the deduced stress formula by taking a certain engineering example as an example. In 2018, Hu Ka Xue et al analyzed the fatigue properties of different materials (ordinary concrete and ultra-high toughness cement-based material (UHTC)) and continuous bridge deck construction under reinforcing bars through fatigue tests of 3 continuous bridge deck construction nodes.

2) Improvement research on continuous bridge deck structure

Aiming at the continuous cracking diseases of the bridge deck, a plurality of scholars provide improvement measures for the traditional continuous structure of the bridge deck, and the improvement measures can be summarized into the following two types: one type is structural improvement and the other type is replacement of the deck continuous material.

In the improvement of the construction, in 1998, Cancer and Zia proposed to saw a shallow slot in the concrete surface at the continuous center of the deck and to fill it with a sealant, to alleviate the concrete cracks in other parts by local cracks, which was later commonly used in the continuous construction of the deck; in 2010, Panzhiyan and the like propose an implanted bridge deck continuous structure with a drainage measure, and a rubber layer implanted with steel bars is used as a bridge deck pad of a continuous part, so that the effects of dispersing stress and slowing down concrete cracking are achieved, but the structure has higher requirements on a construction process, and the durability of the device can be influenced by the fatigue aging of rubber. In 2014, Wanggang et al, Zhejiang university concluded the cause as the longitudinal displacement, rotational deformation and uneven settlement of a simply supported beam according to the continuous damage characteristics of the bridge deck, and proposed a structure for supporting the continuous seam of the bridge deck by using an arch stiffening steel plate according to the characteristics of the arch foot of an arch structure that the tensile vault bears the positive bending moment, so as to improve the continuous stress of the bridge deck, and later in 2017, Wangcuan spring carries out deep research, and proposes a continuous structure of a flat bridge deck, and by arranging a slidable polytetrafluoroethylene support, the tensile stress continuously borne by the bridge deck is reduced, and the continuous diseases of the bridge deck are prevented.

In the aspect of material improvement, in 2003, people of Wangliming, Guohao and the like propose that polypropylene fiber concrete (PFRC) is applied to continuous bridge deck, and the toughness, impermeability, frost resistance and fatigue resistance of the continuous bridge deck structure in use are enhanced by utilizing the characteristics of the PFRC which is greatly deformed and does not crack; then the ECC material is widely applied to bridge deck continuity due to higher strength and larger ductility, and in 2003, Li et al find that DLS bridge deck continuity adopting the ECC material has better crack resistance and durability through model tests; in 2005, Keoleia et al analyzed the continuous comprehensive energy consumption for constructing ECC bridge decks; in 2008, Kendall and Keoleian continuously perform performance tests on ECC bridge decks; in 2009, the Shunzhi Qian and the like continuously perform theoretical analysis on an ECC bridge deck, and all think that the material can increase the continuous service cycle of the bridge deck and reduce the maintenance cost; in 2008, saber.a proposed the use of Fiber Reinforced Plastic (FRP) at the continuous bridge deck structure, and performed a lot of tests and finite element simulations, and the results showed that the use of FRP material not only reduced the bending moment and corner at the beam end, but also significantly reduced the damage degree of the continuous bridge deck section.

The traditional pull rod type bridge deck pavement continuous structure is more effective in improving the stress of bridge deck continuous concrete and improving the durability of a bridge deck compared with a rigid connection type and a hinged connection type theoretically, and because the pull rod connecting reinforcing steel bars and the bridge deck continuous concrete are unbonded, the pulling force on the pull rod connecting reinforcing steel bars can not be transmitted to the concrete, but because the construction is poor and the durability of unbonded materials is poor, the effect of 'unbonded' can not be actually achieved. The pulling force that transmits on the continuous concrete of bridge floor relies on bridge floor continuous steel bar and bridge floor pavement reinforcing bar net can't resist, and concrete fracture easily takes place at the continuous position of bridge floor, causes the in-service use in-process, and the continuous concrete fracture of bridge floor and rainwater infiltration problem are serious, and bridge floor continuous structure has just produced the disease of different degrees such as concrete fracture to some bridges even do not operate full one year to the driving smoothness nature of bridge has been influenced. The failure of the continuous construction of the bridge deck pavement of the pull rod type is caused by the complication and idealization of the construction design, and essentially the inherent defects of structural strength and deformation absorption capacity after the failure of the connecting steel bars is degenerated into a rigid structure are reflected in that: 1) the bridge deck continuous structure is thin in thickness, and a large number of reinforcing bars cannot be arranged, so that the structural strength is low; 2) the length of the non-bonding part of the bridge deck is randomly set, and most of the non-bonding parts are short, so that the rigidity of the bridge deck pavement continuous structure is high, the adaptability to the deformation of the beam end is low, and the stress is high; 3) the stress of the end part of the continuous structure is concentrated, but the strength is weak, the continuous structure is released by adopting a pre-cutting seam structure at two ends or in the middle, and the edge-biting damage is easy to occur.

For the improvement of the traditional bridge deck pavement continuous structure, some methods or structures are too complex, and the price is expensive and difficult to realize; even some measures have slight improvement effects, and thus the problem cannot be solved fundamentally. For example, the structural form of high-performance materials such as high-performance concrete, FRP and the like is limited to high manufacturing cost and is difficult to popularize and apply in the near term; the problems of complex process, easy aging of rubber and poor durability exist in the implantable structure; the novel structures such as the arch-shaped reinforced concrete composite structure and the steel plate composite structure are adopted, the construction process is complex, the manufacturing cost is high, the problem of edge gnawing damage caused by the arrangement of the separation seams at the two ends is inevitable, and the actual use effect is yet to be tested.

The simply supported steel-concrete composite beam bridge has smaller rigidity than a concrete beam bridge under the same span, the beam end corner is larger under the action of live load, and the stress of a continuous structure is more unfavorable.

For the DLS structure suitable for simply supported steel-concrete composite beam bridge, the main problem lies in: 1) the continuous structure of the bridge deck is separated from the steel beam by air or rubber, and the upper flange of the steel beam is easily corroded due to the influence of bridge deck seepage water and the like, but the corrosion prevention coating maintenance cannot be carried out due to the limitation of the structure, so that the durability problem exists; 2) when the continuous structure of the bridge deck is longer and invades or exceeds the position of the support, on one hand, the longitudinal rigidity is weakened more, on the other hand, the transverse rigidity of the end beam is greatly weakened to influence the overall performance of the combined beam bridge because the common steel-concrete combined beam is changed into a steel beam with the reduced beam height; 3) the continuous bridge deck structure needs to be supported by a template in the cast-in-place process, and the construction speed is low. The DLS bridge deck continuous structure adopting the ECC high-performance material has high manufacturing cost, and the problems of corrosion prevention of the top edge of the steel beam, weakening of integral rigidity and low construction speed still exist.

Disclosure of Invention

In view of the above, it is necessary to provide a bridge deck continuous method aiming at the problems of complicated structure, inconvenient construction, high cost and the like existing in the conventional bridge deck continuous structure.

The above purpose is realized by the following technical scheme:

a bridge deck continuation method comprising the steps of:

s10, determining the length L and the thickness hc of the unbonded layer at the continuous part of the bridge deck according to the bridge span, and determining the length and the thickness of the continuous structure of the bridge deck according to the length L and the thickness hc:

the structure is of an A-type structure, and one end of the girder close to the bent cap is straight;

the structure is of a B-type structure, one end of the girder end of the main girder, which is close to the cover girder, is bent downwards, and the position and the depth of the downward bending are determined according to the length L and the thickness hc;

s30, prefabricating the girder bridge deck, reserving a first longitudinal steel bar in the girder bridge deck to enable the first longitudinal steel bar to protrude out of the girder bridge deck, forming a reserved groove between two girder bridge decks after the girder is erected, and enabling the reserved first longitudinal steel bar to be located in the reserved groove; forming a span joint between the adjacent girder ends or between the girder end and the capping beam;

s50, laying an unbonded layer in the preformed groove, arranging a second longitudinal steel bar in the preformed groove, and fixedly connecting the second longitudinal steel bar with the reserved first longitudinal steel bar;

and S70, pouring in the reserved groove to form a central bridge deck, and finishing the continuous bridge deck structure to finish the continuous bridge deck structure.

In one embodiment, the types of the bent cap in the step S10 include an inverted T bent cap and a flat bent cap; for the inverted T-shaped capping beam, two cross seams are formed by the end of the adjacent main beam and the inverted T-shaped capping beam, and the two cross seams are covered by the non-adhesive layer; for flat-head bent caps, a span is formed between the ends of adjacent main beams.

In one embodiment, in step S30, a shear pin is disposed on the main beam, a mounting structure is reserved at a corresponding position on the deck slab of the main beam, the mounting structure includes a hole and a groove, and the mounting structure is poured after being sleeved on the shear pin, so as to complete the fixed connection between the deck slab of the main beam and the main beam.

In one embodiment, between step S30 and step S50, the method further includes:

s40, for the A-type structure, arranging elongated shear nails on the main beam at the end of the reserved groove close to the bridge deck of the main beam;

for the B-type structure, stirrups are arranged at the end parts of the reserved grooves close to the bridge deck of the main beam.

In one embodiment, between step S30 and step S50, the method further includes:

s35, laying a hard material layer on the cross seam so that the hard material layer covers the cross seam, wherein the hard material layer comprises a stainless steel plate.

In one embodiment, the first longitudinal rebar and the second longitudinal rebar each comprise at least two layers of rebar structures.

In one embodiment, the unbonded layer has a length in the longitudinal direction of 3% to 6% of the bridge span.

In one embodiment, the connection mode among the first longitudinal steel bar, the second longitudinal steel bar and the connecting assembly comprises one or more of welding, ring buckle connection and sleeve butt joint.

In one embodiment, when the girder bridge deck is manufactured in step S30, the area of the top surface of the girder bridge deck that needs to be covered by the non-adhesive layer is smooth and flat, and the area covered by the non-adhesive layer is not required to be roughened.

In one embodiment, the material of the non-adhesive layer is rubber or other low elastic modulus material.

In one embodiment, in step S30, the girder bridge deck may be prefabricated and then installed with the girder, or may be formed by pouring after the girder is installed.

In one embodiment, the deck continuation method may be applied to a composite structural bridge or a concrete bridge.

In one embodiment, the deck continuation method may be applied to a bridge having a concrete leveling layer or a bridge not provided with a concrete leveling layer.

The invention has the beneficial effects that:

Drawings

Fig. 1 to 3 are schematic structural views of a bridge deck continuous structure applied to a B-type structure of a flat head capping beam according to an embodiment of the present invention;

fig. 1 is a schematic structural diagram of a second section of internal steel bars which are not laid and not poured; FIG. 2 is a schematic structural view of the second section of internal rebar after being laid but without being poured; FIG. 3 is a schematic structural diagram of a second section of internal reinforcing steel bars after being laid and poured;

fig. 4 to 6 are schematic structural views of a bridge deck continuous structure applied to an a-type structure of an inverted T-shaped capping beam according to an embodiment of the present invention;

fig. 4 is a schematic structural diagram of a second section of internal reinforcing steel bars which are not laid and not poured; FIG. 5 is a schematic structural view of the second section of internal rebar after being laid but without being poured; FIG. 6 is a schematic structural view of a second section of internal reinforcement bars laid and poured;

fig. 7 to 9 are schematic structural views of a bridge deck continuous structure applied to a B-type structure of an inverted T-shaped capping beam according to an embodiment of the present invention;

fig. 7 is a schematic structural diagram of a second section of internal reinforcing steel bars which are not laid and not poured; FIG. 8 is a schematic structural view of the second section of internal rebar after it has been laid but without it being poured; fig. 9 is a schematic structural diagram of the second section of internal reinforcing steel bars after being laid and poured.

Wherein:

an inverted-T capping beam 101; a flat-head capping beam 102; a main beam 200; a main girder bridge deck 300; a first stage 301; a second step section 302; a step section 303; a first longitudinal rebar 310; transverse reinforcing bars 320; a shear pin 330; the shear pins 331 are lengthened; a stirrup 340; a central bridge deck 400; a second longitudinal reinforcement 410; an adhesive-free layer 500; a hard material layer 510; a cross-seam 600; and (5) paving 900.

Detailed Description

In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below by way of embodiments with reference to the accompanying drawings. 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 numbering of the components themselves, such as "first", "second", etc., is used herein only to distinguish between the objects depicted and not to have any sequential or technical meaning. The term "connected" and "coupled" when used in this application, unless otherwise indicated, includes both direct and indirect connections (couplings). In the description of the present invention, it is to be understood that the terms "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", and the like, indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and thus, are not to be construed as limiting the present invention.

In the present invention, unless otherwise expressly stated or limited, the first feature "on" or "under" the second feature may be directly contacting the first and second features or indirectly contacting the first and second features through an intermediate. Also, a first feature "on," "over," and "above" a second feature may be directly or diagonally above the second feature, or may simply indicate that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature may be directly under or obliquely under the first feature, or may simply mean that the first feature is at a lesser elevation than the second feature.

The invention provides a bridge deck continuous structure which comprises a support foundation consisting of a main beam and a capping beam, a bridge deck paved on the support foundation and pavement paved on the bridge deck. Wherein, the bridge floor divides into first section and second section according to the region, through crisscross reinforcing bar fixed connection each other between the central bridge panel on girder decking on the first section and the second section, central bridge panel passes through coupling assembling and girder fixed connection, is provided with the unbonded layer between central bridge panel and the bent cap. And one end of the main beam close to the cover beam bends downwards to extend to form a stepped structure, so that the bridge deck has higher thickness, the longitudinal and transverse rigidity of the steel-concrete composite beam end is ensured, the structural bearing capacity of the main beam is basically not damaged, the corrosion problem of the top surface of the steel beam is avoided, and the safety of the main structure of the steel-concrete composite beam is ensured to the maximum extent.

Specifically, as shown in fig. 1 to 3, a bridge deck section of a bridge including a continuous bridge deck structure is divided into a second section located at a middle position and first sections located at both sides of the second section according to regions, the first section is used for installing a girder bridge deck 300, and the second section is used for forming a center bridge deck 400 by cast-in-place. One end of a main beam 200 of the bridge deck continuous structure, which is close to the cover beam, bends downwards to form a ladder structure, correspondingly, a main beam bridge deck 300 is also of a ladder type and comprises a first ladder section 301, a second ladder section 302 and a connecting section 303, wherein the second ladder section 302 is relatively close to the cover beam, the second ladder section 302 is lower than the first ladder section 301, and the connecting section 303 connects the first ladder section 301 and the second ladder section 302; the top surface of the second step section 302 and the top surface of the capping beam are at the same level, and the first longitudinal reinforcing bars 310 are protruded from the connection section 303. The downwardly curved step structure serves two purposes: firstly, the bridge is ensured to have enough longitudinal rigidity and transverse rigidity, and the strength of the main beam 200 is ensured to be enough to resist the action of transverse force such as earthquake and the like; and secondly, the ladder structure forms a structure similar to a groove body, so that bottom die support is provided for the continuous second section pouring of the bridge floor, and the corrosion problem of the top of the steel beam is avoided. In addition, the non-adhesive layer 500 is laid under the central deck slab 400 in such a manner as to prevent the deck continuous structure from being directly acted upon by the main girder 200 or the cap girder. .

In one embodiment, the main girder bridge deck 300 is provided with a first longitudinal reinforcement 310 inside, and the first longitudinal reinforcement 310 partially extends out of the main girder bridge deck 300 and extends into the second section; a central bridge deck 400 is laid at the second section, second longitudinal steel bars 410 are arranged in the central bridge deck 400, and the first longitudinal steel bars 310 are fixedly connected with the second longitudinal steel bars 410; the center deck 400 and/or the main beam deck 300 are fixedly connected to the main beam 200 by shear studs 330. Central bridge panel

The girder bridge deck 300 may be prefabricated in advance, connected with the girder 200 through a shear pin group, and then installed on the capping beam; the main girder bridge deck 300 may also be formed by pouring after the main girder 200 is installed on the capping beam, and the connection between the main girder 200 and the main girder bridge deck 300 is completed by uniformly distributed shear nails or other connection structures.

The first longitudinal steel bar 310 is extended out of the connection section 303 of the main girder bridge deck 300, the second longitudinal steel bar 410 is preset at the second section, the second longitudinal steel bar 410 and the first longitudinal steel bar 310 are fixedly connected, then the second section is poured to form the central bridge deck 400, and the connection between the central bridge deck 400 and the main girder bridge deck 300 is completed through the fixed connection between the first longitudinal steel bar 310 and the second longitudinal steel bar 410.

A plurality of groups of shear nails 330 are arranged on the top surface of the main beam 200, correspondingly, a plurality of groove/hole mounting structures are reserved at corresponding positions of the main beam deck 300, the main beam deck 300 is poured in the groove/hole mounting structures after being mounted in place, and the shear nails 330 in the groove/hole are fixedly connected with the main beam deck 300 through the condensed concrete to complete the connection between the main beam deck 300 and the supporting foundation.

Further, in order to enhance the connection strength between the main girder bridge deck 300 and the central bridge deck 400, a reinforcing connector, which may be a conventional connection structure such as a stirrup 340, is disposed between the first longitudinal steel bar 310 and the second longitudinal steel bar 410. To facilitate installation of the reinforcing connectors, the reinforcing connectors may be placed in the slots/holes for casting the connecting shear nails 330, cast with the shear nails 330 and connected to the main beam deck 300, and then cast with the second longitudinal reinforcing bars 410 and connected to the central deck 400. The reinforced connecting structure may be fixedly connected to the first longitudinal reinforcing bars 310 in advance, and then cast together with the second longitudinal reinforcing bars 410. Taking the stirrup 340 as an example, the stirrup 340 is located in a hole/groove for installing the shear pin 330, the first longitudinal steel bar 310 and the second longitudinal steel bar 410 are both located inside the stirrup 340, and the stirrup 340, the first longitudinal steel bar 310, the second longitudinal steel bar 410 and the concrete are poured to form a steel-concrete structure.

In one embodiment, as shown in fig. 7 to 9, the capping beam is an inverted T capping beam 101, a certain distance is left between an end surface of each main beam 200 and the inverted T capping beam 101 to form a cross seam 600, the top surface of the main beam 200 close to the inverted T capping beam 101 is lower than the top surface of the inverted T capping beam 101, two sides of the inverted T capping beam 101 are respectively formed with a structure similar to a trough, the second step 302 of the first section is arranged in the trough structure, the height of the top surface of the second step 302 is equal to that of the top surface of the inverted T capping beam 101, and a certain distance is also left between an end surface of the second step 302 and the inverted T capping beam 101 to form the cross seam 600.

In one embodiment, the capping beam is a flat-head capping beam 102, the main beam 200 is positioned above the flat-head capping beam 102, and the main beam 200 is supported by a support on the flat-head capping beam 102, and a certain distance is left between the end surfaces of the two main beams 200 to form a span 600. The ladder structures of the two main beams 200 close to the position of the cross seam 600 form a structure similar to a groove body, the second ladder sections 302 of the two main beam bridge panels 300 are all positioned in the groove body structure, and a certain distance is reserved between the end faces of the two second ladder sections 302 to form the cross seam 600.

The most significant difference between the flat-top bent cap 102 and the inverted-T bent cap 101 is that the top portion of the inverted-T bent cap 101 separates the two first sections and the two main beams 200 and forms two cross-gaps 600, so that the inverted-T bent cap 101 and the second step sections 302 of the two first sections together serve as the bottom mold support of the second section.

In one embodiment, in order to avoid the direct contact between the unbonded layer 500 and the external environment through the cross-seam 600 or the insufficient strength of the unbonded layer 500 at the cross-seam 600 due to the cross-seam 600, the hard material layer 510 is added to the cross-seam 600, the hard material layer 510 covers the cross-seam 600, the unbonded layer 500 covers a relatively complete surface by arranging the hard material layer 510, the contact between the unbonded layer 500 and the external environment is avoided, and the unbonded layer 500 is better supported. It should be noted that the hard material layer 510 may be a thin stainless steel plate, or may be other common engineering materials, such as a metal plate, a high polymer plate, etc., which can perform a good isolation function and meet the load-bearing requirement of continuous concrete pouring on the bridge deck.

In one embodiment, the first longitudinal reinforcing bars 310 and the second longitudinal reinforcing bars 410 each include at least two or more layers of reinforcing bar structures to increase the strength of the continuous structure of the deck. For the main girder bridge deck 300, one or more horizontal steel bar structures are arranged on the first step 301 and the second step 302, since the bridge deck of the connecting section 303 extends in a generally inclined manner, in order to ensure that the connecting section 303 has sufficient strength, a steel bar structure with the same inclination angle as that of the connecting section 303 is generally added at the position, and the inclined steel bar structure is fixedly connected with the horizontal steel bar structures in the first step 301 and the second step 302 to provide sufficient strength.

In any of the above embodiments, the transverse reinforcing bars 320 are arranged on the basis of the first longitudinal reinforcing bars 310 and the second longitudinal reinforcing bars 410. The first longitudinal steel bar 310, the second longitudinal steel bar 410, the transverse steel bar 320 and the connecting assembly are connected with each other by welding, ring-buckle connection, sleeve butt joint and the like.

The present invention also provides a deck continuous structure suitable for the inverted T cap beam 101 as shown in fig. 4 to 6. Unlike the previous embodiment, the end of the main beam 200 near the inverted-T capping beam 101 does not extend downward, and the top surface of the main beam 200 is at the same height as the top surface of the inverted-T capping beam 101. The bridge deck is divided into a first section and a second section according to regions, the main girder bridge deck 300 on the first section and the central bridge deck 400 on the second section are fixedly connected through mutually staggered reinforcing steel bars, the main girder bridge deck 300 and the central bridge deck 400 are fixedly connected with the main girder 200 through the shear nails 330, and the non-adhesive layer 500 is arranged between the central bridge deck 400 and the cover beam. Wherein the shear nails 330 between the central deck slab 400 and the main girders 200 include normal shear nails and lengthened shear nails 331 to reinforce the end bearing capacity and crack resistance of the deck continuous structure.

The invention also provides a bridge deck continuous method, which comprises the following steps:

s10, determining the length L and the thickness hc of the unbonded layer at the continuous part of the bridge deck according to the bridge span, and determining the lengths of the second section and the first section according to the length L and the thickness hc;

determining the bridge deck continuous structure according to the length L and the thickness hc:

the A-shaped structure, the bridge deck of the main beam and one end of the main beam close to the bent cap are straight,

the structure is of a B-type structure, the main beam bridge deck and one end of the main beam close to the cover beam bend downwards and extend, and the position and the depth of the downward bending are determined according to the length L and the thickness hc;

s30, manufacturing a main beam bridge deck, reserving a first longitudinal steel bar in the main beam bridge deck to enable the first longitudinal steel bar to protrude out of the main beam bridge deck, fixedly connecting the main beam bridge deck and a main beam, then installing the main beam and the main beam bridge deck on a cover beam, completing the transverse connection of the main beam and the main beam bridge deck, forming a reserved groove between the two main beam bridge decks, and enabling the reserved first longitudinal steel bar to be located in the reserved groove; forming a spanning seam between the two main beams or between the main beam and the cover beam;

and S70, pouring in the reserved groove to form a central bridge deck to finish the continuous structure of the bridge deck.

The step S10 is used for classifying the continuous bridge deck structure, determining the length L and the thickness hc of an unbonded layer at the continuous part of the bridge deck according to the grain robbery span, and determining the structural type of the continuous bridge deck structure according to the length L and the thickness hc of the unbonded layer, wherein the shorter length L is suitable for an A-type structure, and the longer length L is suitable for a B-type structure. The bridge deck continuous structure with the A-shaped structure has the advantages that the girder bridge deck and the girder are not bent, the top surfaces of the girder bridge deck and the central bridge deck are positioned on the same plane, and the bridge deck continuous structure is suitable for bridges with smaller span and shorter length L without a bonding layer; the bridge deck continuous structure is of a B-type structure, one ends of a girder bridge deck and a girder close to a cover beam bend downwards to extend, the girder bridge deck is divided into a first step section, a second step section and a connecting section due to the downward bending, the top surface of the first step section is as high as the top surface of a poured central bridge deck, the top surface of the second step section is as high as the bottom surface of the poured central bridge deck, and two girder bridge decks are butted to form a reserved groove for pouring the central bridge deck on the next step.

In step S10, the bent caps are classified according to their types, and the bent caps may be inverted T bent caps or flat bent caps. For the flat-head capping beam and the inverted-T capping beam, the most obvious difference between the flat-head capping beam and the inverted-T capping beam is that the part of the inverted-T capping beam positioned at the top is separated by two first sections and two main beams, and two cross seams are formed, so that the inverted-T capping beam and a second step section of the two first sections are jointly used as a bottom die support of a second section; and two main beams and the inverted T-shaped cover beam form two cross seams, and the same non-adhesive layer covers the two cross seams at the same time.

In the steps S30 and S50, when the first longitudinal steel bar or the second longitudinal steel bar is laid, the transverse steel bars are simultaneously bound to form a criss-cross steel bar structure, so as to improve the strength of the reinforced concrete structure.

The first embodiment is as follows:

the present embodiment provides a bridge deck continuous structure suitable for the flat-head capping beam 102, which adopts the above B-type structure, and specifically includes a support foundation consisting of the main beam 200 and the capping beam, a bridge deck laid on the support foundation, and a pavement 900 laid on the bridge deck. The bridge deck is divided into a first section and a second section according to the region, the main beam bridge deck 300 on the first section and the central bridge deck 400 on the second section are fixedly connected through mutually staggered reinforcing steel bars, the central bridge deck 400 is fixedly connected with the main beam 200 through a connecting assembly, and an unbonded layer 500 is arranged between the central bridge deck 400 and the cover beam. One end of the main beam 200 close to the cover beam bends downwards to extend to form a ladder structure, correspondingly, the main beam bridge deck 300 is also in a ladder shape and comprises a first step section 301, a second step section 302 and a connecting section 303, wherein the second step section 302 is relatively close to the cover beam, the second step section 302 is lower than the first step section 301, and the connecting section 303 is connected with the first step section 301 and the second step section 302; the top surface of the second step section 302 and the top surface of the capping beam are at the same level, and the first longitudinal reinforcing bars 310 extend from the connecting section 303 and into the second section.

The second section is internally laid with a second longitudinal steel bar 410, and the first longitudinal steel bar 310 and the second longitudinal steel bar 410 are fixedly connected into a whole in a welding mode. The second longitudinal reinforcing bars 410 have a double-layered reinforcing bar structure, and the first longitudinal reinforcing bars 310 include a three-layered reinforcing bar structure, wherein the reinforcing bar structure of the top layer is located only in the first step 301; the reinforcing steel bar structure at the middle layer is long in length and is simultaneously positioned in the first step section 301, the connecting section 303 and the second step section 302; the steel bar structure of the bottom layer is located in the second step section 302 and the connecting section 303, the steel bar structure located in the connecting section 303 is arranged in an inclined mode, and the inclined angle is the same as that of the connecting section 303.

A plurality of groups of shear nails 330 are arranged on the top surface of the main beam 200, correspondingly, a plurality of grooves are reserved at corresponding positions of the main beam deck slab 300, the main beam deck slab 300 is installed in place and poured in the grooves, and the shear nails 330 in the grooves are fixedly connected with the main beam deck slab 300 through the condensed concrete, so that the connection between the main beam deck slab 300 and the supporting foundation is completed. A stirrup 340 is arranged on the second step section 302 near the connecting section 303, and the first longitudinal steel bar 310 is sleeved with the stirrup 340.

The non-adhesive layer 500 is arranged at the bottom of the second section, the length of the non-adhesive layer is 3% -6% of the span of the bridge, a stainless steel plate is arranged between the non-adhesive layer 500 and the span seam 600, the non-adhesive layer 500 and the span seam 600 are isolated by the stainless steel plate, and the non-adhesive layer 500 is made of rubber or other low-elasticity-modulus materials.

Example two:

the embodiment provides a deck continuous method of a B-shaped structural deck continuous structure suitable for a flat-head capping beam in the first embodiment, which specifically comprises the following steps:

s10, for the flat-head capping beam, determining the length L and the thickness hc of the unbonded layer at the continuous part of the bridge deck according to the bridge span, determining the lengths of the second section and the first section according to the length L and the thickness hc, and selecting a B-type structure:

s30, manufacturing a girder bridge deck, wherein the area of the top surface of the girder bridge deck, which needs to be covered by the non-adhesive layer, is smooth and flat, and the area, which does not need to be covered by the non-adhesive layer, is chiseled; reserving a first longitudinal steel bar in the main girder bridge deck to enable the first longitudinal steel bar to protrude out of the main girder bridge deck; the main beam is provided with a shear nail, a mounting structure is reserved at a corresponding position on the bridge deck of the main beam, the mounting structure comprises a hole and a groove, the mounting structure is poured after being sleeved on the shear nail to complete the fixed connection of the bridge deck of the main beam and the main beam, then the main beam and the bridge deck of the main beam are mounted on the cover beam and complete the transverse connection of the main beam and the bridge deck of the main beam, a reserved groove is formed between the bridge decks of the two main beams, and a reserved first longitudinal steel bar is positioned in the reserved groove; forming a spanning seam between the two main beams or between the main beam and the cover beam;

s35, laying a stainless steel plate on the cross seam to enable the stainless steel plate to cover the cross seam;

s40, arranging stirrups at the reserved first longitudinal steel bars;

Example three:

the embodiment provides a bridge deck continuous structure suitable for inverted T bent cap, which adopts the above B-shaped structure, and specifically comprises a support foundation consisting of a main beam and a bent cap, a bridge deck laid on the support foundation and a pavement laid on the bridge deck. Wherein, the bridge floor divides into first section and second section according to the region, through crisscross reinforcing bar fixed connection each other between the central bridge panel on girder decking on the first section and the second section, central bridge panel passes through coupling assembling and girder fixed connection, is provided with the unbonded layer between central bridge panel and the bent cap. One end of the main beam, which is close to the cover beam, bends downwards to extend to form a ladder structure, and correspondingly, the main beam bridge deck is also in a ladder shape and comprises a first ladder section, a second ladder section and a connecting section, wherein the second ladder section is relatively close to the cover beam, the second ladder section is lower than the first ladder section, and the connecting section is connected with the first ladder section and the second ladder section; the top surface of the second step section and the top surface of the cover beam are at the same horizontal height, and the first longitudinal steel bar extends out of the connecting section and into the second section. Leave the certain distance between every girder terminal surface and the bent-over roof beam and stride the seam in order to form, the girder is close to the top surface that the bent-over roof beam is less than the top surface of bent-over roof beam, respectively form a structure that is similar to the cell body in the both sides of bent-over roof beam, the second bench of first section sets up in this cell body structure, and second bench top surface and bent-over roof beam top surface height equal, second bench terminal surface and bent-over roof beam also leave the certain distance and stride the seam in order to form.

And a second longitudinal steel bar is laid in the second section, and the first longitudinal steel bar and the second longitudinal steel bar are fixedly connected into a whole in a welding mode. The second longitudinal steel bar is provided with a double-layer steel bar structure, the first longitudinal steel bar comprises a three-layer steel bar structure, and the steel bar structure at the top layer is only positioned in the first step; the reinforcing steel bar structure of the middle layer is long and is positioned in the first step section, the connecting section and the second step section simultaneously; the steel bar structure of bottom is located second bench and linkage segment, and is located the steel bar structure slope arrangement of linkage segment, and the inclination is the same with the inclination of linkage segment.

The top surface of the main beam is provided with a plurality of groups of shear nails, correspondingly, a plurality of grooves are reserved at corresponding positions of the bridge deck of the main beam, the bridge deck of the main beam is installed in place and poured in the grooves, and the shear nails in the grooves are fixedly connected with the bridge deck of the main beam through the condensed concrete to complete the connection of the bridge deck of the main beam and the supporting foundation. Being close to junction section department on the second step section, being provided with the stirrup, first longitudinal reinforcement is located to the stirrup cover.

The non-adhesive layer is arranged at the bottom of the second section, the length of the non-adhesive layer is 3% -6% of the span of the bridge, a stainless steel plate is arranged between the non-adhesive layer and the span, the non-adhesive layer and the span are separated by the stainless steel plate, and the non-adhesive layer is made of rubber or other low-elasticity-modulus materials.

The technical features of the above embodiments can be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the above embodiments are not described, but should be considered as the scope of the present specification as long as there is no contradiction between the combinations of the technical features.

The above-mentioned embodiments only express several embodiments of the present invention, and the description thereof is more specific and detailed, but not construed as limiting the scope of the present invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.

Claims

1. A bridge deck continuation method, comprising the steps of:

s30, manufacturing main beam bridge decks, reserving a first longitudinal steel bar in the main beam bridge decks to enable the first longitudinal steel bar to protrude out of the main beam bridge decks, forming a reserved groove between the two main beam bridge decks after a main beam is erected, and enabling the reserved first longitudinal steel bar to be located in the reserved groove; forming a span joint between the adjacent girder ends or between the girder end and the capping beam;

and S70, pouring in the reserved groove to form a central bridge deck plate, and finishing the continuous structure of the bridge deck.

2. The bridge deck continuation method of claim 1, wherein the cap beams in step S10 include inverted T cap beams and flat head cap beams; for the inverted T-shaped capping beam, two cross seams are formed by the end of the adjacent main beam and the inverted T-shaped capping beam, and the two cross seams are covered by the non-adhesive layer; for flat-head bent caps, a span is formed between the ends of adjacent main beams.

3. The bridge deck continuous method according to claim 1, wherein in step S30, the main beam is provided with shear nails, corresponding positions on the deck slab of the main beam are reserved with mounting structures, the mounting structures comprise holes and grooves, and the mounting structures are cast after being sleeved on the shear nails, so as to complete the fixed connection between the deck slab of the main beam and the main beam.

4. The bridge deck continuation method of claim 1, further comprising, between step S30 and step S50:

5. Bridge deck continuation method according to any one of claims 1 to 4, further comprising, between step S30 and step S50:

and S35, laying a hard material layer on the seam crossing so that the hard material layer covers the seam crossing.

6. A bridge deck continuation method according to any one of claims 1 to 4, wherein said first longitudinal rebars and said second longitudinal rebars each comprise at least two layers of rebar structure.

7. A bridge deck continuous process according to any one of claims 1 to 4 wherein the unbonded layer has a length in the longitudinal direction of from 3% to 6% of the bridge span.

8. A bridge deck continuation method according to any one of claims 1 to 4 wherein said first longitudinal rebars, said second longitudinal rebars, said connection means between said connection assemblies comprise one or more of welding, snap-fit connection, sleeve butt joint.

9. The bridge deck continuation method according to any one of claims 1 to 4, wherein when the girder bridge deck is fabricated in step S30, the top surface of the girder bridge deck is required to be smooth and flat in the area covered with the non-adhesive layer without roughening the area covered with the non-adhesive layer.

10. A bridge deck continuous process according to any one of claims 1 to 4 wherein the unbonded layer material is rubber or other low modulus of elasticity material;

in step S30, the girder bridge deck may be prefabricated in advance and then installed with the girder, or may be formed by pouring after the girder is installed;

the bridge deck continuous method can be applied to a composite structure bridge or a concrete bridge;

the bridge deck continuous method can be applied to bridges with concrete leveling layers or bridges without concrete leveling layers.