Combined capping beam structure cast with concrete of multiple different materials

Abstract

The present invention discloses a combined capping beam structure cast with concrete of multiple different materials; it includes at least two column connection segments arranged on the pier; a mid-span web is provided between the two column connection segments, and capping beam cantilever webs are provided on both outer sides; internal prestressing tendons are provided in both the mid-span web and the capping beam cantilever webs; a top plate is provided at the upper end corresponding to the bridge deck of the column connection segment, the mid-span web and the capping beam cantilever web; end anchorage is provided at both ends of the top plate, and external prestressing tendons are provided between the lower part and the mid-span web and the capping beam cantilever web; the column connection segment, the top plate and the end anchorage are all cast with C50 or C60 concrete; the mid-span web and the capping beam cantilever web are cast with ultra-high performance concrete materials above UC200 and below UC500. The application of the present invention makes the precast process of capping beam construction simpler, with controllable production cost, better durability, and the weight can be significantly reduced compared with the existing capping beam.

Description

Technical Field

[0001] The present invention relates to the technical field of bent cap construction, and particularly relates to a composite bent cap structure cast with concrete of multiple different materials. Background Art

[0002] Prefabricated bent caps are widely used in bridge construction. However, the weight of the bent caps of the main viaduct with two-way six lanes usually reaches 250t - 300t, which exceeds the bearing capacity limit of a large number of route bridges.

[0003] In order to reduce the weight of prefabricated bent caps, some technicians have proposed various bent cap structure solutions such as hollow concrete bent caps, all-UHPC thin-walled bent caps, and steel-concrete composite bent caps.

[0004] Among them, the formwork design and steel bar structure of hollow concrete bent caps are very complex, and the control requirements for the production process of prefabricated components are high. The weight of all-UHPC thin-walled bent caps can be reduced by nearly 60%, but the cost of UHPC is relatively high, and relatively high requirements are put forward for the casting process.

[0005] Although the weight of the steel-concrete composite bent cap can also be reduced by about 60%, it involves the processing of steel structures and concrete structures, has relatively high requirements for the process level of the factory, and there are problems with the later anti-corrosion of steel structures.

[0006] Therefore, how to combine the need to reduce the structural weight, fully consider factors such as prefabrication process, cost, and durability, and lighten the prefabricated bent cap structure has become an urgent technical problem for those skilled in the art. Summary of the Invention

[0007] In view of the above-mentioned defects of the prior art, the present invention provides a composite bent cap structure cast with concrete of multiple different materials, aiming to make the prefabrication process simpler, the production cost controllable, the durability better, and the weight can be significantly reduced compared with the existing bent caps.

[0008] To achieve the above object, the present invention discloses a composite bent cap structure cast with concrete of multiple different materials, including at least two column connection segments arranged along the transverse bridge direction, that is, the length direction of the bent cap;

[0009] Each of the column connection segments is a columnar solid concrete structure, arranged at the upper end of the pier, and used for connecting the pier and the force-bearing structure of the bent cap;

[0010] The force-bearing structure of the bent cap includes a bent cap cantilever web, a mid-span web, and a top plate;

[0011] Each cantilever web of the capping beam is arranged at the positions corresponding to both sides of the bridge of the corresponding column connection section. One end corresponding to the inner side of the bridge is connected to the corresponding column connection section, and the other end corresponding to the outer side of the bridge is fixedly connected to the end of the corresponding top plate. The top plate is provided at the upper end corresponding to the bridge deck.

[0012] Each cantilever web of the capping beam is a thin-walled plate structure with variable wall thickness. The thickness of the rear end of the end close to the corresponding column connection section is greater than that of the other end.

[0013] A mid-span web is provided between every two adjacent column connection sections.

[0014] Each mid-span web is a thin-walled plate structure with equal wall thickness. Both ends are connected to the opposite sides of the corresponding two column connection sections. The top plate is provided at the upper end corresponding to the bridge deck.

[0015] The top plates are all located at the upper ends corresponding to the bridge deck of the corresponding column connection sections, the corresponding cantilever webs of the capping beams, and the corresponding mid-span webs. At both ends of the corresponding capping beams, which are the positions corresponding to both sides of the bridge, there are end anchorage points.

[0016] Internal prestressing tendons are provided in each cantilever web of the capping beam and each mid-span web.

[0017] External prestressing tendons are provided between the lower surface of the top plate and the corresponding cantilever web of the capping beam and the corresponding mid-span web.

[0018] Both ends of the internal prestressing tendons and the external prestressing tendons are anchored at the end anchorage points.

[0019] Each column connection section, the top plate, and each end anchorage point are all cast with C50 or C60 concrete.

[0020] Each cantilever web of the capping beam and each mid-span web are all cast with ultra-high performance concrete materials at a level above UC200 and below UC500.

[0021] Preferably, two parallel cantilever webs of the capping beam are provided on one side corresponding to the outer side of the bridge of each column connection section.

[0022] A plurality of parallel stiffening plates are provided at each bearing position on the bridge deck corresponding to the two parallel cantilever webs of the capping beam provided on the outer side of the bridge of each column connection section.

[0023] More preferably, steel bars are used to connect each capping beam cantilever web with the corresponding column connection section, with the corresponding end anchorage, with the corresponding top plate, and with each corresponding stiffening plate.

[0024] Preferably, two mutually parallel mid-span webs are provided between every two adjacent column connection sections;

[0025] Between the two mutually parallel mid-span webs between every two adjacent column connection sections, a plurality of mutually parallel stiffening plates are provided corresponding to each bearing position on the bridge deck.

[0026] More preferably, steel bars are used to connect each mid-span web with the corresponding column connection section, with the corresponding top plate, and with each corresponding stiffening plate.

[0027] More preferably, each stiffening plate is used for the deflection of the external prestressing tendons.

[0028] More preferably, each stiffening plate is cast with C50 or C60 concrete.

[0029] Preferably, the cross-sections at the bottoms of each capping beam cantilever web and each mid-span web are in a horseshoe shape with a locally enlarged thickness.

[0030] Preferably, each capping beam cantilever web and each mid-span web are cast with ultra-high performance concrete materials of UC160 or UC200 grade.

[0031] Advantages of the present invention:

[0032] The application of the present invention makes the prefabrication process of capping beams simpler, with controllable production costs, better durability, and a significant reduction in weight compared to existing capping beams.

[0033] The concept, specific structure, and technical effects of the present invention will be further described below in conjunction with the drawings to fully understand the purpose, features, and effects of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0034] Figure 1 A symmetric cross-sectional view showing a side of an embodiment of the present invention.

[0035] Figure 2 A symmetric cross-sectional view showing the top of an embodiment of the present invention.

[0036] Figure 3 Showing the present invention Figure 1 The schematic diagram of the sectional structure at AA in

[0037] Figure 4 Showing the present inventionFigure 1 Schematic diagram of the cross-sectional structure at position BB in the middle

[0038] Figure 5 Showing the present invention Figure 1 Schematic diagram of the cross-sectional structure at position CC in the middle

[0039] Figure 6 Schematic diagram showing the structure of arranging internal prestressing tendons and external prestressing tendons in an embodiment of the present invention

[0040] Figure 7 Showing the present invention Figure 6 Schematic diagram of the cross-sectional structure at position DD in the middle Detailed implementation manners

[0041] Embodiment

[0042] As Figures 1 to 7 shown, the combined capping beam structure cast by concrete of multiple different materials includes at least two column connection segments 1 arranged along the transverse direction of the bridge, that is, the length direction of the capping beam;

[0043] Each column connection segment 1 is a columnar solid concrete structure, arranged at the upper end of the pier 8, and is used for connecting the force-bearing structures of the pier and the capping beam;

[0044] The force-bearing structure of the capping beam includes the capping beam cantilever web 2, the mid-span web 3 and the top plate 4;

[0045] Each capping beam cantilever web 2 is arranged at the positions corresponding to both sides of the bridge of the corresponding column connection segment 1. One end corresponding to the inner side of the bridge is connected to the corresponding column connection segment 1, and the other end corresponding to the outer side of the bridge is fixedly connected to the end of the corresponding top plate 4 by an anchor 5. The upper end corresponding to the bridge deck is provided with a top plate 4;

[0046] Each capping beam cantilever web 2 is a thin-walled plate structure with variable wall thickness, and the thickness of the rear end of the end close to the corresponding column connection segment 1 is greater than that of the other end;

[0047] A mid-span web 3 is provided between every two adjacent column connection segments 1;

[0048] Each mid-span web 3 is a thin-walled plate structure with equal wall thickness, and both ends are connected to the opposite side surfaces of the corresponding two column connection segments 1. The upper end corresponding to the bridge deck is provided with a top plate 4;

[0049] The top plates 4 are all located at the upper ends corresponding to the bridge decks of the corresponding column connection segments 1, the corresponding capping beam cantilever webs 2 and the corresponding mid-span webs 3. The positions corresponding to both sides of the bridge, that is, the two ends of the corresponding capping beam, are end anchors 5;

[0050] Internal prestressing tendons T1 are arranged in each capping beam cantilever web 2 and each mid-span web 3;

[0051] Below the top plate 4, external prestressing tendons T2 are provided between the corresponding capping beam cantilever webs 2 and the corresponding mid-span webs 3.

[0052] Both ends of the internal prestressing tendons T1 and the external prestressing tendons T2 are anchored at the end anchorage 5.

[0053] Each column connection segment 1, top plate 4, and each end anchorage 5 are all cast with C50 or C60 concrete.

[0054] Each capping beam cantilever web 2 and each mid-span web 3 are all cast with ultra-high performance concrete materials at a level above UC200 and below UC500.

[0055] The principle that the different components of the structure of the present invention can cooperate in force is that both ultra-high performance concrete materials and ordinary concrete materials are cement-based materials, and material index parameters such as elastic modulus and Poisson's ratio are close.

[0056] The present invention utilizes the fact that the strength of ultra-high performance concrete is more than 3 times that of traditional concrete, enabling thinner webs to provide sufficient compressive bearing capacity. Taking full advantage of the fact that the shear resistance of ultra-high performance concrete is stronger than that of ordinary concrete, and even when using webs to replace solid structures, there is sufficient space to arrange shear-resistant steel bars to ensure the shear resistance.

[0057] Although the present invention uses a small amount of relatively expensive ultra-high strength concrete, it significantly reduces the consumption of ordinary concrete, making the total manufacturing cost of the structure lower than that of traditional capping beam structures. Moreover, the present invention transforms the large-volume concrete structure of the capping beam into multiple plate-like structures, which can reduce the difficulty of steel bar binding, formwork fabrication, pouring and curing, and improve the convenience of construction technology.

[0058] In some embodiments, on each side of each column connection segment 1 corresponding to the outside of the bridge, there are two parallel capping beam cantilever webs 2 provided.

[0059] Between the two parallel capping beam cantilever webs 2 provided on each side of each column connection segment 1 corresponding to the outside of the bridge, and corresponding to each bearing position 9 on the bridge deck, there are multiple parallel stiffening plates 6 provided.

[0060] In some embodiments, between each capping beam cantilever web 2 and the corresponding column connection segment 1, between it and the corresponding end anchorage 5, between it and the corresponding top plate 4, and between it and each corresponding stiffening plate 6, they are all connected by steel bars.

[0061] In some embodiments, between every two adjacent column connection segments 1, there are two parallel mid-span webs 3 provided.

[0062] Between every two adjacent column connection segments 1, multiple parallel stiffening plates 6 are provided corresponding to each bearing position 9 on the bridge deck between two parallel mid-span webs 3.

[0063] In some embodiments, each mid-span web 3 is connected to the corresponding column connection segment 1, to the corresponding top plate 4, and to each corresponding stiffening plate 6 by steel bars.

[0064] In some embodiments, each stiffening plate 6 is used for the deflection of the external prestressing tendon T2.

[0065] In practical applications, stiffening plates 6 are provided for every two parallel cantilever webs 2 of the capping beam and for every two parallel mid-span web supports 3. When the load is transferred to the top plate, no large bending moment will be generated, and most of the load is transferred to the corresponding cantilever webs 2 of the capping beam and mid-span webs 3 through the stiffening plates 6, which can make the local stress of the top plate 4 more reliable.

[0066] In some embodiments, each stiffening plate 6 is cast with C50 or C60 concrete.

[0067] In some embodiments, the cross-section at the bottom of each cantilever web 2 of the capping beam and each mid-span web 3 is in a horseshoe shape with a locally enlarged thickness.

[0068] In some embodiments, each cantilever web 2 of the capping beam and each mid-span web 3 are cast with ultra-high performance concrete materials of UC160 or UC200 grade.

[0069] In practical applications, the cantilever web 2 and the mid-span web 3 are locally enlarged at the bottom to form a horseshoe shape, which can increase the compression area.

[0070] In practical applications, through measurement, compared with the traditional prestressed concrete capping beam, the weight of the present invention can be reduced by 55%. Taking the total weight of the traditional structure as a reference value, the consumption of C50 and C60 concrete is about 27% of the traditional structure, and the ultra-high performance concrete material is about 18% of the traditional structure. Estimating the prefabrication cost according to the material consumption, it can be reduced by about 15% compared with the traditional capping beam, and it has significant economic benefits while reducing the weight.

[0071] The steel bar binding process is simple. Except for the column connection segment which is a relatively large solid structure, the others are mainly plate-shaped structures. The internal steel bars can be arranged with reference to the plate-shaped structure, and the efficiency of steel bar processing and binding is significantly improved compared with the traditional precast solid structure.

[0072] The pouring process is simple. Two types of ultra-high performance concrete components, namely the cantilever web and the mid-span web, can be poured in advance. Since they are plate-like structures, fewer measures are required to ensure the uniform distribution of internal fibers. When pouring the remaining parts of the capping beam, only the column connection section can be regarded as mass concrete, and the remaining parts are mainly plate-like structures, making it convenient for pouring and vibration.

[0073] The formwork requirements are simple. Since there is no mass concrete structure, the pressure of the concrete on the formwork during pouring is reduced, the stiffness requirement for the formwork is low, and the formwork manufacturing cost decreases.

[0074] The preferred specific embodiments of the present invention have been described in detail above. It should be understood that those of ordinary skill in the art can make many modifications and variations based on the concept of the present invention without creative work. Therefore, all technical solutions that can be obtained by those skilled in the art in the technical field of the present invention based on the concept of the present invention through logical analysis, reasoning, or limited experiments on the basis of the prior art should fall within the protection scope determined by the claims.

Claims

1. A combined capping beam structure cast with concrete of various different materials; characterized in that, It includes at least two column connection segments (1) arranged along the transverse bridge direction, that is, the length direction of the capping beam; Each of the column connection segments (1) is a columnar solid concrete structure, arranged at the upper end of the pier (8) and used for connecting the pier and the stress structure of the capping beam; The stress structure of the capping beam includes capping beam cantilever webs (2), mid-span webs (3) and a top plate (4); Each of the capping beam cantilever webs (2) is arranged at the positions corresponding to both sides of the bridge of the corresponding column connection segment (1). One end corresponding to the inner side of the bridge is connected to the corresponding column connection segment (1), and the other end corresponding to the outer side of the bridge is fixedly connected to the end of the corresponding top plate (4) by an end anchorage (5). The top plate (4) is provided at the upper end corresponding to the bridge deck; Each of the capping beam cantilever webs (2) is a thin-walled plate structure with variable wall thickness. The thickness of the rear end of the end close to the corresponding column connection segment (1) is greater than that of the other end; The mid-span web (3) is provided between every two adjacent column connection segments (1); Each of the mid-span webs (3) is a thin-walled plate structure with equal wall thickness. Both ends are connected to the opposite side surfaces of the corresponding two column connection segments (1), and the top plate (4) is provided at the upper end corresponding to the bridge deck; The top plates (4) are all located at the upper ends corresponding to the bridge deck of the corresponding column connection segments (1), the corresponding capping beam cantilever webs (2) and the corresponding mid-span webs (3). At the positions corresponding to both sides of the bridge, that is, the two ends of the corresponding capping beam, there are end anchorages (5); Internal prestressing tendons (T1) are provided in each of the capping beam cantilever webs (2) and each of the mid-span webs (3); Below the top plate (4), external prestressing tendons (T2) are provided between the corresponding capping beam cantilever webs (2) and the corresponding mid-span webs (3); Both ends of the internal prestressing tendons (T1) and the external prestressing tendons (T2) are anchored at the end anchorages (5); Each of the column connection segments (1), the top plate (4), and each of the end anchorages (5) are cast with C50 or C60 concrete; Each of the capping beam cantilever webs (2) and each of the mid-span webs (3) are cast with ultra-high performance concrete materials at levels above UC200 and below UC500; On one side corresponding to the outer side of the bridge of each column connection segment (1), there are two parallel capping beam cantilever webs (2) arranged; Between the two parallel capping beam cantilever webs (2) arranged corresponding to the outer side of the bridge of each column connection segment (1), a plurality of parallel stiffening plates (6) are provided at each bearing position (9) on the bridge deck; The cross-section of the bottom of each of the capping beam cantilever webs (2) and each of the mid-span webs (3) is in a horseshoe shape with a locally enlarged thickness.

2. The combined capping beam structure cast with concrete of multiple different materials according to claim 1, characterized in that, Each of the capping beam cantilever webs (2) is connected to the corresponding column connection segment (1), the corresponding end anchorage (5), the corresponding top plate (4), and each of the corresponding stiffening plates (6) by steel bars.

3. The combined capping beam structure cast with concrete of multiple different materials according to claim 2, wherein There are two mutually parallel middle webs (3) provided between every two adjacent column connection segments (1). There are multiple mutually parallel stiffening plates (6) provided corresponding to each bearing position (9) on the bridge deck between the two mutually parallel middle webs (3) between every two adjacent column connection segments (1).

4. The combined capping beam structure cast with concrete of multiple different materials according to claim 3, characterized in that Each middle web (3) is connected by steel bars to the corresponding column connection segment (1), to the corresponding top plate (4), and to each corresponding stiffening plate (6).

5. The combined capping beam structure cast with concrete of multiple different materials according to claim 3, characterized in that, Each stiffening plate (6) is used for the deflection of the external prestressing tendon (T2).

6. The combined capping beam structure cast with concrete of multiple different materials according to claim 5, characterized in that, Each stiffening plate (6) is cast with C50 or C60 concrete.

7. The combined capping beam structure cast with concrete of multiple different materials according to claim 1, wherein, Each capping beam cantilever web (2) and each middle web (3) are cast with ultra-high performance concrete materials of UC160 or UC200 grade.

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