Double narrow box continuous composite beam

Abstract

The utility model discloses a double narrow box continuous composite beam, double narrow box continuous composite beam includes concrete prefabricated bridge deck, two narrow box steel longitudinal beam and a plurality of steel box crossbeam at fulcrum position, and narrow box steel longitudinal beam welds fixed steel box crossbeam, and concrete prefabricated bridge deck is supported on narrow box steel longitudinal beam and does not contact with steel box crossbeam. The scheme does not set up crossbeam between two narrow box longitudinal beams in the middle of span, simplifies steel structure construction, speeds up construction speed, avoids the influence of middle crossbeam field construction to traffic under beam, solves the low construction efficiency and high engineering cost problem of traditional double box continuous composite beam. The scheme prefabricates the whole bridge deck horizontally, only the horizontal joint between prefabricated bridge deck is cast in situ, realizes the assembly construction of bridge deck, and the construction speed is fast, and the construction quality is guaranteed, the scheme only locally opens small hole and shallow groove at the bridge deck of weld nail, and the opening area of prefabricated bridge deck is reduced greatly, the stress concentration of bridge deck is reduced, the stress performance is greatly improved, and the durability of structure is improved.

Description

Technical Field

[0001] This utility model belongs to the field of bridge engineering technology, specifically relating to a double narrow box continuous composite beam. Background Technology

[0002] Composite beams are a common bridge structure that can fully utilize the advantages of both steel and concrete materials. They are economical and durable, and are widely used in the 20-60m span range. For composite beams with multiple longitudinal beams, they can be divided into large transverse beam systems and small transverse beam systems. They have a large number of longitudinal beams, transverse beams and stiffeners, and are complex in structure, making processing and construction difficult. A double-sided box girder structure can be adopted. This structure greatly reduces the number of longitudinal beams, with only 2 beams, but the number of transverse beams cannot be reduced. In addition, due to the low beam height, the internal stiffening of the box girder is difficult to construct, resulting in poor construction quality and low efficiency. The existing technology has the following disadvantages: (1) Traditional double-box composite beams have multiple transverse beams, resulting in many construction procedures and low construction efficiency; (2) Traditional steel box composite beams have a large number of longitudinal and transverse ribs inside the box girder, small internal space, complex structure, difficult processing, and are not conducive to quality control; (3) Traditional transverse full-width concrete bridge decks have large openings at shear connectors, which is not conducive to the transverse prestressing arrangement of the bridge deck, and the local stress is large, resulting in poor durability of the bridge deck. Utility Model Content

[0003] In view of this, the purpose of this utility model is to provide a double narrow box continuous composite beam to overcome the shortcomings of the prior art.

[0004] To achieve the above objectives, this utility model is implemented through the following technical solution:

[0005] A double narrow box girder is provided, comprising a precast concrete bridge deck, two narrow box steel longitudinal beams, and several steel box crossbeams located at the support points. The narrow box steel longitudinal beams are welded to fix the steel box crossbeams, and the precast concrete bridge deck is supported on the narrow box steel longitudinal beams and does not contact the steel box crossbeams.

[0006] As described in the double narrow box continuous composite beam, the narrow box steel longitudinal beam includes an upper flange plate A, a lower flange plate A, a web plate A and a transverse diaphragm A. The upper flange plate A and the lower flange plate A are welded into a box shape by two web plates A. The transverse diaphragm A is arranged along the bridge direction and is vertically welded to the upper flange plate A, the lower flange plate A and the web plate A.

[0007] As described in the double narrow box continuous composite beam, the upper flange plate A, the lower flange plate A, and the web plate A are not provided with longitudinal stiffening or transverse stiffening.

[0008] As described in the double narrow box continuous composite beam, the longitudinal reserved steel bar joint extends from the end of the precast concrete bridge deck along the bridge direction, and the longitudinal reserved steel bars of the two precast concrete bridge decks are arranged crosswise in the transverse direction within the wet joint area.

[0009] As described in the double narrow box continuous composite beam, the top of the narrow box steel longitudinal beam is welded with a number of long and short welding studs. The long welding studs are located near the web A of the narrow box steel longitudinal beam, and the short welding studs are located below the longitudinal reserved reinforcing bars and do not conflict with the longitudinal reserved reinforcing bars of the precast concrete bridge deck. Ultra-high strength concrete is poured within the wet joint area of ​​the precast concrete bridge deck.

[0010] As described in the double narrow box continuous composite beam, the precast concrete bridge deck has openings and slots at the contact points with the narrow box steel longitudinal beams. Long weld studs of the upper flange plate A of the narrow box steel box beam are inserted through the openings, and the slots correspond to the short weld studs of the upper flange plate A of the narrow box steel box beams. The slots are provided with protrusions and concave blocks, and high-strength mortar is injected into the openings and slots to complete the connection between the precast concrete bridge deck and the narrow box steel longitudinal beams.

[0011] As described in the double narrow box girder continuous composite beam, the steel box girder includes an upper flange plate B, a lower flange plate B, a web plate B, and a diaphragm plate B. The upper flange plate B and the lower flange plate B are welded into a box shape by two web plates B. The diaphragm plate B is arranged along the transverse direction of the bridge and is vertically welded to the upper flange plate B, the lower flange plate B, and the web plate B.

[0012] As described in the double narrow box continuous composite beam, the upper flange plate B, the lower flange plate B, and the web plate B are not provided with longitudinal stiffening or transverse stiffening.

[0013] The beneficial effects of this utility model's technical solution are:

[0014] 1. This utility model provides a double narrow box girder continuous composite beam. Compared with ordinary double narrow box girder continuous composite beams, this design does not have longitudinal or transverse stiffening inside the steel box, avoiding the difficult operation of welding plates in the narrow space inside the box girder. Compared with ordinary double narrow box girder continuous composite beams, this design does not have a crossbeam at mid-span between the two narrow box longitudinal beams, simplifying the steel structure construction, accelerating the construction speed, avoiding the impact of on-site construction of the middle crossbeam on traffic under the beam, and solving the problems of low construction efficiency and high project cost of traditional double narrow box girder continuous composite beams.

[0015] 2. This utility model provides a double-narrow box girder continuous composite beam. Compared with the I-beam composite beam, the double-sided box girder adopts a closed section, which has good lateral stability. Compared with the traditional cast-in-place bridge deck and the transverse part of the bridge deck, the bridge deck of this scheme is prefabricated in the transverse direction, and only the transverse joints between the prefabricated bridge decks are cast in place, realizing the assembly construction of the bridge deck, which is fast and ensures the construction quality. Compared with the prefabricated bridge deck with large-area openings at the weld studs, the bridge deck of this scheme only has small holes and shallow grooves in some areas at the weld studs. The opening area of ​​the prefabricated bridge deck is greatly reduced, which reduces the stress concentration of the bridge deck, greatly improves the stress performance, and improves the durability of the structure. Attached Figure Description

[0016] To further illustrate the above-mentioned objectives, structural features, and effects of this utility model, the following will describe this utility model in detail with reference to the accompanying drawings.

[0017] Figure 1 This is a plan view of a preferred embodiment of the double narrow box continuous composite beam of the present invention;

[0018] Figure 2 This is a standard cross-sectional view of the double narrow box continuous composite beam, a preferred embodiment of the present invention.

[0019] Figure 3 This is a cross-sectional view of the support beam of the double narrow box continuous composite beam according to a preferred embodiment of the present invention;

[0020] Figure 4 This is a partial structural diagram of the connection between the prefabricated bridge deck and the narrow box steel longitudinal beam of the preferred embodiment of the present invention.

[0021] Figure 5 for Figure 4 Sectional view along line 1-1;

[0022] Figure 6 for Figure 4 Sectional view along line 2-2;

[0023] Figure 7 This is a plan view of the wet joint reinforcement of the bridge deck of the double narrow box continuous composite beam, which is a preferred embodiment of the present invention.

[0024] Figure 8 This is a cross-sectional view of the wet joint weld studs of the bridge deck of the double narrow box continuous composite beam, which is a preferred embodiment of the present invention.

[0025] In the diagram: 100-Narrow box girder, 101-Upper flange plate A, 102-Lower flange plate A, 103-Web plate A, 104-Diaphragm A, 105-Manhole, 200-Steel box girder, 101'-Upper flange plate B, 102'-Lower flange plate B, 103'-Web plate B, 104'-Diaphragm B, 300-Precast concrete bridge deck, 400-Wet joint of bridge deck, 201-Support stiffening, 202-Seismic block, 301-Opening in precast bridge deck, 302-Slotting in precast bridge deck, 303-Prestressed steel strand, 304-Longitudinal reinforcement, 501-Long welding stud, 502-Short welding stud, 601-High-strength mortar. Detailed Implementation

[0026] The terms “utility model” and “this utility model” used in this specification are intended to broadly refer to all subject matter of this specification and any of the following patent claims. Statements containing these terms should not be construed as limiting the subject matter described herein or limiting the meaning or scope of any of the following patent claims. Furthermore, this specification does not attempt to describe or limit the subject matter covered by any claim of any particular component, paragraph, statement, or drawing of this application. The subject matter should be understood with reference to the entire specification, all drawings, and any of the following claims. This utility model may have other embodiments and be practiced or implemented in other ways. Moreover, it should be understood that the wording and terminology used herein are for illustrative purposes and should not be considered limiting.

[0027] The details of the present invention will now be discussed with reference to the accompanying drawings, which are illustrated by way of example only. In the drawings, similar features or components may be labeled with the same reference numerals.

[0028] The use of the terms "comprising," "having," and "including," and variations thereof, herein means to include the items listed herein, their equivalents, and additional items. While reference may be made in the description of the drawings to directions such as above, below, upward, downward, backward, bottom, top, front, rear, etc., for convenience, reference is made relative to the drawings. These directions are not intended to literally accept or limit the invention in any form. Furthermore, terms such as "first," "second," "third," etc., are used herein for illustrative purposes and are not intended to indicate or imply importance or significance.

[0029] See Figures 1 to 6 As shown, the present invention comprises a precast concrete bridge deck 300, two narrow box steel longitudinal beams 100 and several steel box crossbeams 200 located at the support points. The narrow box steel longitudinal beams 100 are welded to fix the steel box crossbeams 200. The precast concrete bridge deck 300 is supported on the narrow box steel longitudinal beams 100 and does not contact the steel box crossbeams 200.

[0030] The narrow box girder 100 includes an upper flange plate A101, a lower flange plate A102, a web plate A103, and a transverse diaphragm A104. The upper flange plate A101 and the lower flange plate A102 are welded into a box shape by two web plates A103. The transverse diaphragm A104 is arranged along the bridge direction and is welded perpendicularly to the upper flange plate A101, the lower flange plate A102, and the web plate A103. The transverse spacing between the two web plates A103 is 0.9 to 1.2 m.

[0031] The steel box girder 200 includes an upper flange plate B101', a lower flange plate B102', a web plate B103', and a transverse diaphragm B104'. The upper flange plate B101' and the lower flange plate B102' are welded into a box shape by two web plates B103'. The transverse diaphragm B104' is arranged along the transverse direction of the bridge and is welded perpendicularly to the upper flange plate B101', the lower flange plate B102', and the web plate B103'. The transverse spacing between the two web plates B103' is 0.9 to 1.2 m.

[0032] The support can be supported on the aforementioned longitudinal beam or the aforementioned transverse beam. In the figure, 201 represents the support stiffening and 202 represents the seismic stop block.

[0033] like Figure 2 As shown, the transverse diaphragm A103 is a solid web transverse diaphragm. Manhole 105 is provided in the transverse diaphragm A103 to facilitate later maintenance. The longitudinal spacing of the transverse diaphragm A103 is 3-4m, which is consistent with the longitudinal segment width of the precast concrete bridge deck 300. The bridge deck wet joint 400 is set at the position of the transverse diaphragm A103.

[0034] No longitudinal or transverse stiffening is provided on the upper flange plate A101, lower flange plate A102, or web plate A103 of the narrow box steel longitudinal beam 100.

[0035] No longitudinal or transverse stiffening is provided on the upper flange plate B101', lower flange plate B102', or web plate B103' of the steel box girder 200.

[0036] like Figures 2 to 6 As shown, the precast bridge deck 300 has holes and slots at the contact points with the narrow box girder 100. Several long welding studs 501 and short welding studs 502 are welded to the top of the narrow box girder. Long welding studs 501 are inserted into the holes 301 of the precast bridge deck. The long welding studs 501 correspond to the holes 301 of the precast bridge deck, and the slots 302 of the precast bridge deck correspond to the short welding studs 502. Long welding studs 501 and short welding studs 502 are simultaneously provided at the wet joints 400 of the bridge deck to prevent the welding studs from being pulled out due to the twisting of the narrow box girder 100. The long welding studs 501 are located near the web plate A103. All welding studs are welded to the upper flange plate A101 of the narrow box girder 100. The groove 302 of the precast bridge deck is equipped with concave and convex blocks to improve the shear bearing capacity. High-strength mortar 601 is injected into the opening 301 and the groove 302 of the precast bridge deck to complete the connection between the precast bridge deck 300 and the narrow box steel longitudinal beam 100.

[0037] The precast concrete bridge deck 300 uses ordinary concrete, is arranged in a transverse full width, and is tensioned transversely with prestressed steel strands 303. It is arranged in longitudinal sections of (3-D / 2)m to (4-D / 2)m, where D is the width of the wet joint of the bridge deck 400.

[0038] like Figure 7 As shown, precast concrete bridge deck 300 extends a reserved straight longitudinal steel bar 304 at the end along the bridge direction. The longitudinal steel bars 304 of the two precast bridge deck 300 are arranged in a transverse direction within the wet joint 400 of the bridge deck. The overlap length of the longitudinal steel bars is ≥12d, where d is the diameter of the longitudinal steel bar.

[0039] like Figure 8 As shown, within the wet joint 400 of the bridge deck, long weld studs 501 and short weld studs 502 are welded to the upper flange plate 101 of the narrow box steel longitudinal beam 100. The long weld studs 501 are located near the web plate 103, and the short weld studs 502 are located below the longitudinal reinforcement 304. They do not conflict with the reserved straight longitudinal reinforcement 304 in the precast bridge deck 200. Ultra-high strength concrete is poured within the wet joint 400 of the bridge deck.

[0040] The construction process includes the following steps:

[0041] Step 1 involves prefabricating narrow box steel longitudinal beams 100, steel box crossbeams 200, and precast concrete bridge decks 300 in the factory. Long and short welding studs are welded to the top of the narrow box steel longitudinal beams 100 in the factory. After prefabrication, the structures are transported to the construction site.

[0042] Step 2: The narrow box girder 100 and the steel box crossbeam 200 are hoisted to the bridge site as a whole span, and the splicing line is set at 1 / 5L of each span, where L is the bridge span.

[0043] Step 3: After the steel structure is installed, hoist the precast concrete bridge deck 300 onto the narrow box girder 100.

[0044] Step 4: Inject high-strength mortar 601 into the opening 301 of the precast bridge deck to complete the connection between the precast concrete bridge deck 300 and the narrow box steel longitudinal beam 100.

[0045] Step 5: Erect a wet joint pouring template between the wet joints of the bridge deck 400, roughen and clean the contact surface between the precast concrete bridge deck 300 and the wet joint, and pour ultra-high performance concrete at the wet joint to complete the rapid construction of the bridge.

[0046] The above are merely preferred embodiments of the present utility model and are not intended to limit the implementation methods and protection scope of the present utility model. Those skilled in the art should realize that any equivalent substitutions and obvious changes made based on the description and illustrations of the present utility model should be included within the protection scope of the present utility model.

Claims

1. A double narrow box girder continuous composite beam, characterized in that, It includes a precast concrete bridge deck, two narrow box steel longitudinal beams and several steel box crossbeams located at the support points. The narrow box steel longitudinal beams are welded to fix the steel box crossbeams. The precast concrete bridge deck is supported on the narrow box steel longitudinal beams and does not contact the steel box crossbeams.

2. The double narrow box girder as described in claim 1, characterized in that, The narrow box girder includes an upper flange plate A, a lower flange plate A, a web plate A, and a transverse diaphragm A. The upper flange plate A and the lower flange plate A are welded into a box shape by two web plates A. The transverse diaphragm A is arranged along the bridge direction and is welded perpendicularly to the upper flange plate A, the lower flange plate A, and the web plate A.

3. The double narrow box girder as described in claim 2, characterized in that, The upper flange plate A, the lower flange plate A, and the web plate A are not provided with longitudinal or transverse stiffening.

4. The double narrow box continuous composite beam as described in claim 2, characterized in that, The longitudinal reserved steel bar joint extends from the end of the precast concrete bridge deck along the bridge direction, and the longitudinal reserved steel bars of the two precast concrete bridge decks are arranged crosswise in the transverse direction within the wet joint area.

5. The double narrow box girder as described in claim 4, characterized in that, The top of the narrow box girder is welded with several long and short studs. The long studs are located near the web A of the narrow box girder, and the short studs are located below the longitudinal reserved reinforcing bars and do not conflict with the longitudinal reserved reinforcing bars of the precast concrete bridge deck. Ultra-high strength concrete is poured within the wet joint area of ​​the precast concrete bridge deck.

6. The double narrow box girder as described in claim 5, characterized in that, The precast concrete bridge deck has openings and slots at the contact points with the narrow box girder. Long studs of the upper flange plate A of the narrow box girder are inserted through the openings, and the slots correspond to the short studs of the upper flange plate A of the narrow box girder. The slots are provided with protrusions and recesses. High-strength mortar is injected into the openings and slots to complete the connection between the precast concrete bridge deck and the narrow box girder.

7. The double narrow box continuous composite beam as described in claim 1, characterized in that, The steel box girder includes an upper flange plate B, a lower flange plate B, a web plate B, and a diaphragm plate B. The upper flange plate B and the lower flange plate B are welded into a box shape by two web plates B. The diaphragm plate B is arranged along the transverse direction of the bridge and is vertically welded to the upper flange plate B, the lower flange plate B, and the web plate B.

8. The double narrow box girder as described in claim 7, characterized in that, The upper flange plate B, the lower flange plate B, and the web plate B are not provided with longitudinal or transverse stiffening.

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