CN215629294U - Bent cap structure and pier - Google Patents
Bent cap structure and pier Download PDFInfo
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- CN215629294U CN215629294U CN202121344528.2U CN202121344528U CN215629294U CN 215629294 U CN215629294 U CN 215629294U CN 202121344528 U CN202121344528 U CN 202121344528U CN 215629294 U CN215629294 U CN 215629294U
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Abstract
The application provides a bent cap structure and pier belongs to bridge structures building technical field. Wherein the capping beam structure comprises a precast top plate and a plurality of precast beam ribs. The prefabricated top plate is used for placing the bridge deck. The precast beam rib extends along the length direction of the precast top plate, the precast beam ribs are arranged at intervals along the width direction of the precast top plate, the precast beam rib is connected to the bottom of the precast top plate, and the precast beam rib is used for being connected with the pier stud. The pier with the bent cap structure further comprises a pier column, the bent cap structure is erected on the pier column, and the prefabricated beam ribs are connected to the pier column. The pier adopting the structure can solve the problem that the hoisting weight of the bent cap of the prefabricated structure is large, so that the pier is not limited by hoisting equipment, is beneficial to implementation and shortens the construction process on site. In addition, this kind of bent cap structure adopts vertical segmentation prefabrication, need not to build other auxiliary assembly and supports, and then is favorable to shortening the construction cycle of pier and reduces the engineering cost of pier.
Description
Technical Field
The application relates to the technical field of bridge structure buildings, in particular to a bent cap structure and a pier.
Background
With the leap-type development of bridge construction and road construction in China in recent years, the beam bridge is widely applied. The bridge pier of the bridge comprises a cover beam and a pier stud, the cover beam is erected on the pier stud, and the bridge deck of the bridge is placed on the cover beam. At present, the development of the fully-prefabricated integration of the existing beam bridge is a trend, the prefabricated and standardized bridge components are widely adopted, the bridge components are transported to a construction position to be hoisted on site, so that the construction period of the bridge is shortened, the construction cost is reduced, the economic and social benefits are improved, the prefabricated assembly technology is green and environment-friendly, the pollution is small, the disturbance to the site environment and the traffic passage can be reduced, and the influence on the production and living order is reduced. However, the capping beam of the pier in the prior art is generally prefabricated in an integral or segmented manner, the capping beam adopting the prefabricated structure is large in hoisting weight, limited by hoisting equipment and not beneficial to implementation, and the number of field construction processes and required auxiliary equipment is large, so that the construction period is not shortened and the construction cost is reduced.
SUMMERY OF THE UTILITY MODEL
The embodiment of the application provides a bent cap structure and pier to improve the longer and higher problem of engineering cost of the construction period of the pier of current bridge.
In a first aspect, embodiments of the present application provide a capping beam structure comprising a precast top plate and a plurality of precast beam ribs; the prefabricated top plate is used for placing a bridge deck; the precast beam rib follows the length direction of precast roof extends, and is a plurality of the precast beam rib follows the width direction interval of precast roof sets up, the precast beam rib connect in the bottom of precast roof, the precast beam rib is used for being connected with the pier stud.
In the technical scheme, the bent cap structure of the pier is decomposed into the prefabricated top plate and the prefabricated beam ribs, the prefabricated top plate and the prefabricated beam ribs are hoisted in batches on the construction site of the pier, then the prefabricated beam ribs are connected to the bottom of the prefabricated top plate and used for being connected with the pier stud, the function of supporting the bridge deck by the bent cap structure is achieved, the prefabricated top plate and the prefabricated beam ribs are prefabricated components with internal prestress applied, and the internal prestress processing on the bent cap structure on the site is not needed. Adopt the bent cap structure of this kind of structure to realize the prefabricated and hoist in turn of bent cap structure, the great problem of hoist and mount weight of the bent cap of prefabricated structure has been improved, thereby need not to be limited to hoisting equipment, do benefit to the implementation, and this kind of bent cap structure adopts vertical segmentation prefabrication, that is to say, erect a plurality of prefabricated beam ribs on the pier stud earlier and be connected in behind the pier stud, again with prefabricated roof connection on the prefabricated beam rib, thereby on-the-spot construction process has been shortened, and need not to build other auxiliary assembly and support, for example, scaffold frame etc., and then be favorable to shortening the construction cycle of pier and reduce the engineering cost of pier.
In addition, the bent cap structure provided by the embodiment of the application also has the following additional technical characteristics:
in some embodiments, the prefabricated top plate is provided with a plurality of connecting grooves, and the connecting grooves are arranged at intervals along the length direction of the prefabricated top plate; the precast beam rib is provided with a plurality of connecting assemblies, the connecting assemblies are arranged at intervals along the extending direction of the precast beam rib, each connecting assembly is used for being inserted into one corresponding connecting groove, and pouring pieces are filled in the connecting grooves.
In above-mentioned technical scheme, through set up a plurality of spread grooves on prefabricated roof, and set up a plurality of coupling assembling on prefabricated beam rib, coupling assembling and spread groove one-to-one, in the work progress of pier, after every coupling assembling inserts and locates the spread groove that corresponds, pack in the spread groove and pour the piece to realize being connected between prefabricated roof and the prefabricated beam rib, simple structure, the construction of being convenient for, and reliable and stable, thereby be favorable to shortening construction cycle.
In some embodiments, the top of the prefabricated top plate is provided with a plurality of support base stones; the plurality of support base stones are arranged at intervals along the length direction of the prefabricated top plate and are used for supporting the bridge deck in a matched mode.
In above-mentioned technical scheme, set up a plurality of support bed stones that are used for supporting the decking on the prefabricated roof to place the decking on the support bed stone of prefabricated roof, thereby appear damaging in the support bed stone in the later stage use only need to change or maintain the support bed stone can, in order to avoid the decking direct action on the prefabricated roof, and then can improve the life of bent cap structure and reduce the later maintenance cost. Wherein, a plurality of support base stone is along the length direction interval setting of prefabricated roof to have sufficient operating space, be convenient for operate in later stage maintenance or maintenance.
In some embodiments, a first cushion layer is disposed between the precast top panel and the precast beam rib.
In above-mentioned technical scheme, can play the effect of making level to the precast roof through set up first bed course between precast roof and precast beam rib to connect precast roof on the precast beam rib. In addition, the first cushion layer can also play a role of closing so as to seal the connecting seam between the prefabricated top plate and the prefabricated beam rib.
In some embodiments, the precast beam rib is provided with a first support portion for connection with the precast roof panel at an end of the precast roof panel in a thickness direction thereof near the precast roof panel, and a dimension of the first support portion in a width direction of the precast roof panel is larger than a dimension of the precast beam rib in the width direction of the precast roof panel; and/or one end, far away from the prefabricated top plate, of the prefabricated beam rib in the thickness direction of the prefabricated top plate is provided with a second supporting part used for being connected with the pier stud, and the size of the second supporting part in the width direction of the prefabricated top plate is larger than that of the prefabricated beam rib in the width direction of the prefabricated top plate.
In the technical scheme, the first supporting part is arranged on the precast beam rib, and the size of the first supporting part in the width direction of the precast top plate is larger than that of the precast beam rib in the width direction of the precast top plate, so that the connection area between the precast top plate and the precast beam rib can be increased by adopting the cover beam structure with the structure, the connection strength between the precast top plate and the precast beam rib is improved, and the structural strength of the cover beam structure can be improved. Through set up the second supporting part on prefabricated roof beam rib, and the size of second supporting part on the width direction of prefabricated roof beam rib is greater than the size of prefabricated roof beam rib on the width direction of prefabricated roof beam rib to adopt the bent cap structure of this kind of structure can increase the connection area between prefabricated roof beam rib and the pier stud, with the joint strength who improves between prefabricated connection and the pier stud, and then improve the stability and the bearing capacity of bent cap structure.
In some embodiments, the cap beam structure further comprises a connecting plate; the connecting plates and the prefabricated top plate are arranged at intervals along the thickness direction of the prefabricated top plate, and the plurality of prefabricated beam ribs are positioned between the connecting plates and the prefabricated top plate; the precast beam rib is in the precast roof thickness direction keep away from the one end of precast roof connect in the connecting plate, the connecting plate is used for connecting in the pier stud.
In above-mentioned technical scheme, the one end of keeping away from prefabricated roof at the precast beam rib sets up the connecting plate, and the precast beam rib connects in the connecting plate to make a plurality of precast beam ribs all connect in the pier stud through the connecting plate, the stability of the bent cap structure that adopts this kind of structure is higher, and the connection area between precast beam rib and the pier stud is great, thereby can increase the structural strength and the load-carrying capacity of bent cap structure.
In some embodiments, a reinforcing plate is connected to each adjacent two of the precast beam ribs on a side opposite to the precast top panel in the width direction, and the reinforcing plate is used for supporting the precast top panel.
In the technical scheme, the reinforcing plates used for supporting the precast top plate are connected to the side faces of the precast beam ribs, so that the load of the part, which is not supported by the precast beam ribs, of the precast top plate is transmitted to the precast beam ribs through the reinforcing plates, the reliability of the whole stress of the cover beam structure can be enhanced, the load capacity of the cover beam structure is improved, and the risk of deformation of the precast top plate in long-term use can be reduced.
In some embodiments, the capping beam structure further comprises at least one column of support plates; the row of supporting plates are arranged between every two adjacent prefabricated beam ribs and comprise a plurality of supporting plates which are arranged at intervals along the length direction of the prefabricated top plate, one ends of the supporting plates are supported on the prefabricated top plate, and the other ends of the supporting plates are connected to the two adjacent prefabricated beam ribs.
In the technical scheme, a row of supporting plates are arranged between every two adjacent precast beam ribs, the upper ends of the supporting plates are supported on the precast top plates, and the lower ends of the supporting plates are connected to the two adjacent precast beam ribs, so that the load of the part, which is not supported by the precast beam ribs, on the precast top plates is transmitted to the two adjacent precast beam ribs through the supporting plates, and the integral stress condition of the cover beam structure can be optimized. In addition, two adjacent precast beam ribs are connected into a whole through the support plate, so that the structural stability of the bent cap structure can be improved.
In a second aspect, an embodiment of the present application further provides a pier, including a pier stud and the capping beam structure; the bent cap structure is erected on the pier stud, and the prefabricated beam rib is connected to the pier stud.
In the technical scheme, the pier with the bent cap structure can improve the problem that the bent cap of the prefabricated structure is heavy in hoisting weight, so that hoisting equipment is not required, implementation is facilitated, and the construction process on site is shortened. In addition, other auxiliary equipment does not need to be built for supporting, and therefore the construction period of the bridge pier is shortened, and the construction cost of the bridge pier is reduced.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained from the drawings without inventive effort.
Fig. 1 is a schematic structural diagram of a bridge pier provided in an embodiment of the present application;
fig. 2 is a schematic structural view of a pier stud of the pier shown in fig. 1;
fig. 3 is a sectional view of a capping beam structure of the pier shown in fig. 1;
fig. 4 is a schematic view illustrating connection between embedded bars of the pier stud shown in fig. 1 and sleeves of a capping beam structure;
fig. 5 is a sectional view of a pier stud of the pier shown in fig. 1;
fig. 6 is a cross-sectional view of a pier stud of the pier shown in fig. 1 in some embodiments;
fig. 7 is a cross-sectional view of a pier stud of the pier shown in fig. 1 in further embodiments;
fig. 8 is a sectional view of a capping beam structure of the pier shown in fig. 1;
fig. 9 is a cross-sectional view of a capping beam structure of the pier shown in fig. 1 in another embodiment;
fig. 10 is a plan view of the pier shown in fig. 1;
fig. 11 is a sectional view of the pier shown in fig. 1;
fig. 12 is a partially enlarged view of a portion a of the pier shown in fig. 11;
figure 13 is a cross-sectional view of a first embodiment of a capping beam structure for a pier according to some examples of the present application;
FIG. 14 is a cross-sectional view of a second embodiment of the capping beam structure shown in FIG. 13;
FIG. 15 is a cross-sectional view of a third embodiment of the capping beam structure shown in FIG. 13;
figure 16 is a cross-sectional view of a capping beam structure for a pier according to further embodiments of the present application;
FIG. 17 is a cross-sectional view of the capping beam structure shown in FIG. 16 in another embodiment;
figure 18 is a cross-sectional view of a capping beam structure for a bridge pier according to still further embodiments of the present application;
fig. 19 is a cross-sectional view of a capping beam structure of a bridge pier according to another embodiment of the present application;
fig. 20 is a flowchart of a bridge pier construction method according to an embodiment of the present application;
fig. 21 is a flowchart of step S200 of the pier construction method shown in fig. 20;
fig. 22 is a flowchart of step S300 of the pier construction method shown in fig. 20.
Icon: 100-bridge pier; 10-pier stud; 11-embedding reinforcing steel bars; 20-capping beam construction; 21-a sleeve; 211-a perfusion port; 22-prefabricating a top plate; 221-support base stone; 222-a first stop; 223-a second stop; 224-connecting grooves; 23-prefabricating a beam rib; 231-a connecting assembly; 2311-a connecting piece; 232-a first support portion; 233-a second support; 234-a reinforcement plate; 24-casting; 25-a first cushion layer; 26-a connecting plate; 27-a support plate; 30-second cushion layer.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. The components of the embodiments of the present application, generally described and illustrated in the figures herein, can be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present application, presented in the accompanying drawings, is not intended to limit the scope of the claimed application, but is merely representative of selected embodiments of the application. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
In the description of the embodiments of the present application, it should be noted that the indication of orientation or positional relationship is based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship which is usually placed when the product of the application is used, or the orientation or positional relationship which is conventionally understood by those skilled in the art, is only for the convenience of describing the present application and simplifying the description, and does not indicate or imply that the device or element referred to must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Furthermore, the terms "first" and "second" are used merely to distinguish one description from another, and are not to be construed as indicating or implying relative importance.
Examples
The embodiment of the application provides a pier, it can improve the hoist and mount weight of current prefabricated pier great, is subject to hoisting equipment, is unfavorable for implementing, and the auxiliary assembly of site operation process and needs is more to be unfavorable for shortening construction cycle and reducing engineering cost's problem, the following concrete structure that combines the drawing to describe in detail the pier.
As shown in fig. 1, the pier 100 includes a pier stud 10 and a capping structure 20, and the capping structure 20 is erected on the pier stud 10.
Illustratively, the pier 100 is a portal pier structure, the number of the pier studs 10 is two, the two pier studs 10 are arranged at intervals along the length direction of the capping beam structure 20, and the capping beam structure 20 is erected on the two pier studs 10.
Further, as shown in fig. 2 and 3, a plurality of embedded bars 11 for butting the capping beam structure 20 are embedded in the top of the pier stud 10, a plurality of sleeves 21 are embedded in the capping beam structure 20, the sleeves 21 correspond to the embedded bars 11 one by one, and each sleeve 21 is used for inserting one embedded bar 11. As shown in fig. 4, a filling opening 211 for filling slurry is formed in the peripheral wall of the sleeve 21, slurry can be filled into the sleeve 21 through the filling opening 211, and in the construction process of the pier 100, after the bent cap structure 20 is erected on the pier stud 10 and each embedded steel bar 11 is inserted into the corresponding sleeve 21, the sleeve 21 and the embedded steel bar 11 can be poured into a whole by filling the slurry into the sleeve 21 through the filling opening 211, so that the bent cap structure 20 is connected with the pier stud 10.
Illustratively, the injection ports 211 are two, and the two injection ports 211 are arranged at intervals along the extending direction of the sleeve 21.
Illustratively, the slurry is an epoxy mortar.
Further, as shown in fig. 1, a second pad 30 is disposed between the capping beam structure 20 and the pier stud 10. The second cushion layer 30 is disposed between the capping beam structure 20 and the pier stud 10, so that the capping beam structure 20 can be leveled, and the pier stud 10 can be erected on the capping beam structure 20. In addition, the second pad 30 can also perform a sealing function to seal the connection seam between the capping beam structure 20 and the pier stud 10.
The second pad 30 is, for example, epoxy mortar or cement coated on the pier stud 10, that is, the capping beam structure 20 and the pier stud 10 are connected by a wet joint.
Optionally, the structure of the pier stud 10 is various, and for example, as shown in fig. 5, fig. 6 and fig. 7, the cross section of the pier stud 10 may be an "i" shaped structure, may also be an "i" shaped structure, and may also be a "i" shaped structure.
In this embodiment, shown in connection with fig. 1 and 8, the capping beam structure 20 comprises a precast top plate 22 and a plurality of precast beam ribs 23. The prefabricated roof panel 22 is used for placing a bridge deck. The precast beam ribs 23 extend along the length direction of the precast top plate 22, the precast beam ribs 23 are arranged at intervals along the width direction of the precast top plate 22, the precast beam ribs 23 are connected to the bottom of the precast top plate 22, the sleeves 21 are embedded in the precast beam ribs 23, and the precast beam ribs 23 are used for being connected with the pier stud 10.
The bent cap structure 20 of the pier 100 is decomposed into two parts, namely a prefabricated top plate 22 and a prefabricated beam rib 23, the prefabricated top plate 22 and the prefabricated beam rib 23 are hoisted in batches on the construction site of the pier 100, and then the prefabricated beam ribs 23 are connected to the bottom of the prefabricated top plate 22 and are used for being connected with the pier stud 10, so that the function of supporting a bridge deck by the bent cap structure 20 is realized, and the prefabricated top plate 22 and the prefabricated beam rib 23 are prefabricated components which are already applied with in-vivo prestress, so that in-vivo prestress processing on the bent cap structure 20 on the site is not needed. The pier 100 adopting the structure realizes the sectional prefabrication and batch hoisting of the capping beam structure 20, the problem of large hoisting weight of the capping beam of the prefabricated structure is solved, thereby being not limited by hoisting equipment, being beneficial to implementation, and the capping beam structure 20 of the pier 100 adopts longitudinal sectional prefabrication, namely, firstly erecting a plurality of prefabricated beam ribs 23 on the pier stud 10 and connecting the prefabricated beam ribs to the rear of the pier stud 10, and then connecting the prefabricated top plate 22 on the prefabricated beam ribs 23, thereby shortening the on-site construction process, and being not required to build other auxiliary equipment for supporting, for example, a scaffold and the like, and further being beneficial to shortening the construction period of the pier 100 and reducing the engineering cost of the pier 100.
It should be noted that the prefabricated roof 22 and the prefabricated beam ribs 23 are prefabricated structures that are prefabricated in advance, that is, prefabricated concrete structures (prefabricated concrete structures), which are abbreviated as prefabricated structures, and the prefabricated roof 22 and the prefabricated beam ribs 23 adopting the structures can better meet the requirements of green construction for land saving, energy saving, material saving, water saving, environmental protection and the like, reduce negative effects on the environment, including reducing noise, preventing dust emission, reducing environmental pollution, cleaning transportation, reducing field interference, saving water, electricity, materials and other resources and energy sources, and follow the principle of sustainable development.
Illustratively, the number of the precast beam ribs 23 is two, the two precast beam ribs 23 are arranged at intervals in the width direction of the precast top panel 22, and an in-vitro bundle may be further provided between the two precast beam ribs 23 to add in-vitro prestress. The specific structure of the external bundle can be found in the related art, and is not described in detail herein. In other embodiments, the precast beam ribs 23 may be in other numbers, for example, as shown in fig. 9, in some wider precast roof panels 22, there are three precast beam ribs 23, and the three precast beam ribs 23 are arranged at intervals in the width direction of the precast roof panel 22.
For example, the material of the precast top plate 22 and the precast beam rib 23 may be ordinary concrete or ultrahigh performance concrete.
Further, a plurality of support pads 221 are provided on the top of the prefabricated top panel 22. A plurality of support cushion stones 221 are arranged at intervals along the length direction of the prefabricated roof panel 22, and the plurality of support cushion stones 221 are used for supporting the bridge deck in a matching manner. Set up a plurality of support bed stones 221 that are used for supporting the decking on prefabricated roof 22 to place the decking on the support bed stone 221 of prefabricated roof 22, thereby appear damaging in the later stage use support bed stone 221 only need to change or maintain the support bed stone 221 can, in order to avoid the decking direct action on prefabricated roof 22, and then can improve the life of bent cap structure 20 and reduce the later maintenance cost. Wherein a plurality of support pads 221 are provided at intervals along the length direction of the prefabricated roof panel 22, so that there is enough operation space for later repair or maintenance, and the operation is facilitated. The specific structure of the support cushion 221 can be found in the related art, and is not described in detail herein.
Illustratively, as shown in fig. 8 and 10, the support cushion stones 221 are arranged in two rows, and each row of the support cushion stones 221 includes a plurality of support cushion stones 221 arranged at intervals along the length direction of the prefabricated top plate 22. In other embodiments, the support pads 221 may be in a column.
Optionally, as shown in fig. 1 and 10, a first stopper 222 and a second stopper 223 are further disposed on the precast roof panel 22, the first stopper 222 and the second stopper 223 are spaced apart from each other along the length direction of the precast roof panel 22, the height of the first stopper 222 and the height of the second stopper 223 are both higher than that of the abutment padstone 221, and the first stopper 222 and the second stopper 223 jointly define a placement groove for placing a bridge deck to prevent the bridge deck from moving laterally relative to the precast roof panel 22, so as to improve the safety of the pier 100.
Illustratively, two sets of first stoppers 222 and second stoppers 223 are arranged on prefabricated top plate 22, and two sets of first stoppers 222 and second stoppers 223 are arranged at intervals along the length direction of prefabricated top plate 22, that is, one set of first stoppers 222 and second stoppers 223 is used for placing bridge decks on the left side of the bridge, and the other set of first stoppers 222 and second stoppers 223 is used for placing bridge decks on the right side of the bridge.
Further, as shown in fig. 10, 11 and 12, the prefabricated top plate 22 is provided with a plurality of connecting grooves 224, and the connecting grooves 224 are arranged at intervals along the length direction of the prefabricated top plate 22. The precast beam rib 23 has a plurality of connection assemblies 231, the plurality of connection assemblies 231 are arranged at intervals along an extending direction of the precast beam rib 23, each connection assembly 231 is configured to be inserted into a corresponding one of the connection grooves 224, and the connection groove 224 is filled with the casting 24. Through set up a plurality of connecting grooves 224 on prefabricated roof 22, and set up a plurality of coupling assembling 231 on prefabricated beam rib 23, coupling assembling 231 and connecting groove 224 one-to-one, in pier 100's work progress, after every coupling assembling 231 inserts and locates in the connecting groove 224 that corresponds, pack in connecting groove 224 and pour piece 24, in order to realize being connected between prefabricated roof 22 and the prefabricated beam rib 23, moreover, the steam generator is simple in structure, the construction of being convenient for, and reliable and stable, thereby be favorable to shortening construction cycle.
Wherein, because there are two precast beam ribs 23, the connecting groove 224 is also two columns, each column of connecting groove 224 includes a plurality of connecting grooves 224 arranged at intervals along the length direction of the precast top plate 22, and one connecting groove 224 is provided between every two adjacent support base stones 221 in the length direction of the precast top plate 22, so as to avoid the connecting groove 224 from affecting the structural strength of the support base stones 221.
Illustratively, the casting 24 is micro-expansive concrete filled in the connecting grooves 224.
Alternatively, as shown in fig. 12, the connection assembly 231 includes a plurality of connection members 2311, one end of each connection member 2311 is connected to the precast beam rib 23, and the other end of each connection member 2311 is inserted into the connection groove 224, so that the casting member 24 can be cast outside the connection member 2311 when being filled in the connection groove 224.
Illustratively, connection 2311 is a shear pin. Of course, the structure of the connection member 2311 is not limited thereto, and in other embodiments, the connection member 2311 may be a U-shaped reinforcing bar.
Further, as shown in fig. 11 and 12, a first cushion layer 25 is provided between the precast top panel 22 and the precast beam rib 23. The precast top panel 22 can be leveled by providing the first cushion layer 25 between the precast top panel 22 and the precast beam rib 23 to facilitate the connection of the precast top panel 22 to the precast beam rib 23. In addition, the first cushion layer 25 can also play a role of closing to seal the connection seam between the precast top panel 22 and the precast beam rib 23.
Illustratively, the first cushion layer 25 is epoxy mortar or cement coated between the precast beam rib 23 and the precast top panel 22, that is, wet joint connection is used between the precast beam rib 23 and the precast top panel 22.
In some embodiments, the capping beam structure 20 may be another structure, and as shown in fig. 13, 14 and 15, the precast beam rib 23 is provided with a first support portion 232 for connection with the precast roof panel 22 at an end of the precast roof panel 22 in the thickness direction of the precast roof panel 22, and a dimension of the first support portion 232 in the width direction of the precast roof panel 22 is larger than a dimension of the precast beam rib 23 in the width direction of the precast roof panel 22. And/or one end of the precast beam rib 23, which is far from the precast roof panel 22 in the thickness direction of the precast roof panel 22, is provided with a second support part 233 for connection with the pier stud 10, and the dimension of the second support part 233 in the width direction of the precast roof panel 22 is greater than the dimension of the precast beam rib 23 in the width direction of the precast roof panel 22. By providing the first support part 232 on the precast roof beam rib 23, and the dimension of the first support part 232 in the width direction of the precast roof panel 22 is greater than the dimension of the precast roof beam rib 23 in the width direction of the precast roof panel 22, the capping structure 20 using such a structure can increase the connection area between the precast roof panel 22 and the precast beam rib 23 to improve the connection strength between the precast roof panel 22 and the precast beam rib 23, and thus can improve the structural strength of the capping structure 20. By arranging the second support parts 233 on the precast beam rib 23, and the dimension of the second support parts 233 in the width direction of the precast roof panel 22 is greater than the dimension of the precast beam rib 23 in the width direction of the precast roof panel 22, the capping beam structure 20 adopting such a structure can increase the connection area between the precast beam rib 23 and the pier stud 10, so as to improve the connection strength between the precast connection and the pier stud 10, and further improve the stability and the bearing capacity of the capping beam structure 20.
That is, in the first embodiment, as shown in fig. 13, only the first support portion 232 is provided on the precast beam rib 23 of the capping beam structure 20 of the structure.
In the second embodiment, as shown in fig. 14, only the second support portion 233 is provided on the precast beam rib 23 of the capping beam structure 20 of the structure.
In the third embodiment, as shown in fig. 15, the precast beam rib 23 of the capping beam structure 20 of this structure is provided with both the first support portion 232 and the second support portion 233.
Illustratively, there are two precast beam ribs 23.
Illustratively, the support padstones 221 are two columns.
In still other embodiments, the capping beam structure 20 may be other structures, as shown in fig. 16, and the capping beam structure 20 further includes a web 26. The connecting plates 26 and the precast roof panel 22 are arranged at intervals in the thickness direction of the precast roof panel 22, and the plurality of precast beam ribs 23 are located between the connecting plates 26 and the precast roof panel 22. The precast beam rib 23 is connected to a connection plate 26 at an end of the precast roof panel 22 away from the precast roof panel 22 in the thickness direction of the precast roof panel 22, and the connection plate 26 is used for connection to the pier stud 10.
The connecting plate 26 is arranged at one end of the precast beam rib 23 far away from the precast top plate 22, and the precast beam rib 23 is connected to the connecting plate 26, so that the precast beam ribs 23 are all connected to the pier stud 10 through the connecting plate 26, the stability of the capping beam structure 20 adopting the structure is high, and the connecting area between the precast beam rib 23 and the pier stud 10 is large, thereby increasing the structural strength and the load capacity of the capping beam structure 20.
The precast beam ribs 23 and the connecting plates 26 are of an integrated structure, and the precast beam ribs 23 and the connecting plates 26 are an integrated precast member. In other embodiments, the precast beam ribs 23 and the connecting plates 26 may be of a split structure, for example, the precast beam ribs 23 and the connecting plates 26 are precast, respectively, and then the connecting plates 26 are erected on the pillars 10 and connected to the pillars 10, and then the precast beam ribs 23 are connected to the connecting plates 26 to support the precast top plates 22.
Illustratively, as shown in fig. 16, there are two precast beam ribs 23, and the cross sections of the two precast beam ribs 23 and the connecting plate 26 are in a V-shaped structure. In other embodiments, as shown in fig. 17, the two precast beam ribs 23 and the connecting plate 26 may have a U-shaped cross section.
Illustratively, the support padstones 221 are two columns.
In still other embodiments, the capping beam structure 20 may be other structures, as shown in fig. 18, the capping beam structure 20 further comprising at least one row of support plates 27. A row of support plates 27 is arranged between every two adjacent precast beam ribs 23, each row of support plates 27 comprises a plurality of support plates 27, the plurality of support plates 27 are arranged at intervals along the length direction of the precast top plate 22, one end of each support plate 27 is supported on the precast top plate 22, and the other end of each support plate 27 is connected to the two adjacent precast beam ribs 23.
By arranging a row of support plates 27 between every two adjacent precast beam ribs 23, and the upper ends of the support plates 27 are supported by the precast top plate 22, and the lower ends are connected to the two adjacent precast beam ribs 23, the load of the part of the precast top plate 22 not supported by the precast beam ribs 23 is transferred to the two adjacent precast beam ribs 23 through the support plates 27, so that the overall stress condition of the capping beam structure 20 can be optimized. In addition, the adjacent two precast beam ribs 23 are connected as a whole by the support plate 27, so that the structural stability of the capping beam structure 20 can be improved.
Wherein, the bottom of backup pad 27 is connected with the reinforcing bar of pre-buried in precast beam rib 23 to realize that backup pad 27 connects in two adjacent precast beam ribs 23. The supporting plate 27 can be made in a cast-in-place manner or in a prefabricated manner.
Illustratively, there are two precast beam ribs 23.
Illustratively, the support chocks 221 are in a column.
In other embodiments, the capping beam structure 20 may be another structure, as shown in fig. 19, and a reinforcing plate 234 is connected to each adjacent two precast beam ribs 23 on the opposite side in the width direction of the precast roof panel 22, and the reinforcing plate 234 is used for supporting the precast roof panel 22. By connecting the reinforcing plates 234 for supporting the precast roof panel 22 to the side surfaces of the precast roof panel ribs 23, the load of the portion of the precast roof panel 22 not supporting the precast roof panel ribs 23 is transmitted to the precast roof panel ribs 23 through the reinforcing plates 234, so that the reliability of the overall stress of the capping beam structure 20 can be enhanced, the load capacity of the capping beam structure 20 is improved, and the risk of deformation of the precast roof panel 22 in long-term use can be reduced.
Optionally, each adjacent two of the reinforcement plates 234 abut each other to improve the support capability of the prefabricated top panel 22.
Illustratively, there are two precast beam ribs 23.
Illustratively, the support chocks 221 are in a column.
In addition, an embodiment of the present application further provides a construction method of a pier 100, which is applied to the pier 100 described above, and as shown in fig. 20, the construction method of the pier 100 includes:
s100: pouring the pier stud 10;
s200: erecting a plurality of precast beam ribs 23 on the pier stud 10 and connecting to the pier stud 10;
s300: the precast top panel 22 is attached to the precast beam rib 23.
In S100, the pier stud 10 is generally manufactured by a cast-in-place method, and a plurality of embedded steel bars 11 of the abutting capping beam structure 20 are embedded in the top of the pier stud 10 (as shown in fig. 2).
Further, as shown in fig. 21, S200 includes:
s210: erecting the prefabricated beam ribs 23 on the pier stud 10;
s220: inserting each embedded steel bar 11 into the corresponding sleeve 21 (as shown in fig. 4);
s230: the sleeve 21 is filled with a slurry.
Illustratively, the slurry is an epoxy mortar.
Further, as shown in fig. 22, S300 includes:
s310: erecting the prefabricated top plate 22 on the prefabricated beam rib 23;
s320: inserting each connecting assembly 231 into the corresponding connecting groove 224 (shown in connection with fig. 11 and 12);
s330: the casting 24 is filled in the connecting groove 224.
Illustratively, the casting 24 is micro-expansive concrete.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (9)
1. A capping beam structure, comprising:
the prefabricated top plate is used for placing a bridge deck; and
the prefabricated roof beam comprises a plurality of prefabricated beam ribs, the prefabricated beam ribs extend along the length direction of the prefabricated roof plate, the prefabricated beam ribs are arranged at intervals along the width direction of the prefabricated roof plate, the prefabricated beam ribs are connected to the bottom of the prefabricated roof plate, and the prefabricated beam ribs are used for being connected with the pier stud.
2. The capping beam structure of claim 1 wherein the precast top plate is provided with a plurality of connecting grooves, and the connecting grooves are arranged at intervals along the length direction of the precast top plate;
the precast beam rib is provided with a plurality of connecting assemblies, the connecting assemblies are arranged at intervals along the extending direction of the precast beam rib, each connecting assembly is used for being inserted into one corresponding connecting groove, and pouring pieces are filled in the connecting grooves.
3. The capping beam structure of claim 1 wherein the top of the precast top plate is provided with a plurality of stand-off chocks;
the plurality of support base stones are arranged at intervals along the length direction of the prefabricated top plate and are used for supporting the bridge deck in a matched mode.
4. The capping beam structure of claim 1 wherein a first cushion layer is disposed between the precast top plate and the precast beam rib.
5. A capping beam structure according to any one of claims 1 to 4 wherein the precast beam rib is provided at an end of the precast roof panel in the thickness direction thereof adjacent to the precast roof panel with a first support portion for connection with the precast roof panel, the first support portion having a dimension in the width direction of the precast roof panel greater than a dimension of the precast beam rib in the width direction of the precast roof panel; and/or
One end, far away from the prefabricated top plate, of the prefabricated beam rib in the thickness direction of the prefabricated top plate is provided with a second supporting portion used for being connected with the pier stud, and the size of the second supporting portion in the width direction of the prefabricated top plate is larger than that of the prefabricated beam rib in the width direction of the prefabricated top plate.
6. The capping beam structure of any one of claims 1 to 4 wherein the capping beam structure further comprises a connecting plate;
the connecting plates and the prefabricated top plate are arranged at intervals along the thickness direction of the prefabricated top plate, and the plurality of prefabricated beam ribs are positioned between the connecting plates and the prefabricated top plate;
the precast beam rib is in the precast roof thickness direction keep away from the one end of precast roof connect in the connecting plate, the connecting plate is used for connecting in the pier stud.
7. The capping beam structure as claimed in any one of claims 1 to 4 wherein a reinforcing plate is attached to each adjacent two of the precast beam ribs on a side opposite to the precast top plate in a width direction, the reinforcing plate being for supporting the precast top plate.
8. The capping beam structure of any one of claims 1 to 4 further comprising at least one row of support plates;
the row of supporting plates are arranged between every two adjacent prefabricated beam ribs and comprise a plurality of supporting plates which are arranged at intervals along the length direction of the prefabricated top plate, one ends of the supporting plates are supported on the prefabricated top plate, and the other ends of the supporting plates are connected to the two adjacent prefabricated beam ribs.
9. A pier, comprising:
pier studs; and
the capping beam structure of any one of claims 1 to 8 which is erected on the pier stud to which the precast beam ribs are attached.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121344528.2U CN215629294U (en) | 2021-06-16 | 2021-06-16 | Bent cap structure and pier |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202121344528.2U CN215629294U (en) | 2021-06-16 | 2021-06-16 | Bent cap structure and pier |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114575232A (en) * | 2022-04-14 | 2022-06-03 | 宁波市高等级公路建设管理中心 | Large-cantilever semi-fabricated prestressed concrete bent cap and construction process thereof |
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2021
- 2021-06-16 CN CN202121344528.2U patent/CN215629294U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114575232A (en) * | 2022-04-14 | 2022-06-03 | 宁波市高等级公路建设管理中心 | Large-cantilever semi-fabricated prestressed concrete bent cap and construction process thereof |
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