Boom arch bridge concrete bridge deck system straining beam reinforcement structure and construction method

Abstract

The invention relates to a suspender arch bridge concrete bridge deck system straining beam reinforcement structure and a construction method, the straining beam reinforcement structure comprises a straining beam prefabricated part and a straining beam cast-in-place part, and the two ends of the straining beam cast-in-place part are fixedly connected with a suspender cross beam or a non-suspender end cross beam through the straining beam prefabricated part. Closed square steel bars are adopted as stress main bars of the straining beam prefabricated part, semi-square steel bars are exposed at the edges, connected with the straining beam cast-in-place part, of the straining beam prefabricated part, and every two adjacent exposed semi-square steel bars are connected through the closed square steel bars of the cast-in-place section; the concrete between the closed square steel bars is restrained, so that the compression resistance of the concrete can be fully exerted, the function of a pin is achieved, the force transmission function of the straining beam stressed steel bars is achieved, and the high-altitude welding process of the upper edge stressed steel bars and the lower edge stressed steel bars in the bending direction of the straining beam is avoided; as the adjacent suspender cross beams are linked by closed square load-bearing steel bars, the suspender cross beams are fixed by stirrups at the outer edges of the load-bearing steel bars through wire binding or spot welding.

Description

Technical Field

[0001] The invention relates to the technical field of construction of concrete decks of hanger arch bridges, and in particular to a tie beam reinforcement structure and a construction method for the concrete decks of hanger arch bridges. Background Art

[0002] Most of the deck systems of traditional domestic arch bridges with suspended beams adopt a simply supported beam system structure, that is, after the construction of the suspended beams, the main beams of the bridge deck system are directly placed on the suspended beams, and there is no connection between the suspended beams. Once the suspended beams fail, the suspended beams will fall, causing the main beams of the adjacent bridge deck system to fall along with the suspended beams. The fall of the main beams of the bridge deck system has caused many difficulties for subsequent emergency repairs, and even cars driving on the main beams have fallen, causing casualties and property losses. Therefore, a continuous main beam of the bridge deck system or a tie beam that connects the suspended beams in series is needed. Even in the case of a suspended beam failure, the suspended beams and the bridge deck system will not fall due to the failure of the suspended beams, providing the necessary working platform and space for subsequent rapid repairs.

[0003] The hanger beams of arch bridges are generally prefabricated components, and the tie beams are cast on site. Since the cast-in-place tie beams have high-altitude formwork and on-site binding or welding of steel bars, the hanger beams suspended by the hangers are unstable and need temporary consolidation. The construction quality is difficult to control, which poses a hidden danger to the safety of construction workers and the quality of on-site construction. There is an urgent need for a design and construction method that can be constructed quickly and safely with guaranteed quality. Summary of the invention

[0004] In order to solve the above problems, the present invention provides a tie beam reinforcement structure and construction method for a concrete deck of a hanger arch bridge, which can avoid the unstable shaking of the hanger beam at high altitude and reduce the high-altitude on-site binding or welding work of the stress-bearing steel bars in the cast-in-place section.

[0005] The technical solution adopted by the present invention is: a tie beam reinforcement structure of a concrete bridge deck of a hanger arch bridge, characterized in that it includes a tie beam prefabricated part and a tie beam cast-in-place part, the tie beam prefabricated part and the tie beam cast-in-place part are arranged between two adjacent hanger beams or a non-hanger end beam and an adjacent hanger beam; both ends of the tie beam cast-in-place part are fixedly connected to the hanger beam or the non-hanger end beam through the tie beam prefabricated part.

[0006] Preferably, a plurality of parallel "mouth" shaped steel bars are provided in the length direction of the prefabricated part of the tie beam, and the corresponding connecting ends of the "mouth" shaped steel bars and the cast-in-place part of the tie beam are exposed to form a semi-"mouth" shaped steel bar.

[0007] Preferably, a plurality of parallel "mouth" shaped closed steel bars corresponding to the "mouth" shaped steel bars are provided in the cast-in-place part of the tie beam along the length direction, and both ends of the "mouth" shaped closed steel bars are fixedly connected to the exposed half "mouth" shaped steel bars of two adjacent "mouth" shaped closed steel bars.

[0008] Preferably, a plurality of closed stirrups for the cast-in-situ girder section of the girder are arranged transversely in the cast-in-situ part of the girder, and the closed stirrups for the cast-in-situ girder section of the girder are placed on the semi-“U”-shaped steel bars exposed by the “U”-shaped steel bars.

[0009] Preferably, a plurality of lateral steel bars for the cast-in-situ girder section are arranged longitudinally inside the closed stirrups for the cast-in-situ girder section of the girder.

[0010] Preferably, a plurality of internal tie bars for the cast-in-situ girder section are arranged transversely inside the closed stirrups for the cast-in-situ girder section of the girder, and the internal tie bars for the cast-in-situ girder section hook the lateral steel bars for the cast-in-situ girder section.

[0011] A construction method for the steel bar reinforcement structure of the girder of the concrete bridge deck system of the above-mentioned suspended arch bridge includes the following steps:

[0012] S1. Construct the bridge abutment and the bridge pier on the ground according to the design drawings.

[0013] S2. Construct the arch rib according to the design requirements.

[0014] S3. Install the suspenders and columns on the arch rib.

[0015] S4. Prefabricate the non-suspender end cross beam, the suspender cross beam and the precast part of the girder near the bridge site.

[0016] S5. Place the “U”-shaped steel bars in the precast part of the girder of the non-suspender end cross beam and the suspender end cross beam.

[0017] S6. Place the closed stirrups for the cast-in-situ girder section of the girder on the semi-“U”-shaped steel bars exposed by the precast part of the girder.

[0018] S7. Electrically weld or tie the two adjacent exposed semi-“U”-shaped steel bars tightly with the “U”-shaped closed steel bars for “linking”.

[0019] S8. Uniformly distribute the closed stirrups for the cast-in-situ girder section of the girder in the cast-in-situ part of the girder.

[0020] S9. Place the lateral steel bars for the cast-in-situ girder section inside the closed stirrups for the cast-in-situ girder section of the girder and bind them.

[0021] S10. Hook the internal tie bars for the cast-in-situ girder section to the lateral steel bars for the cast-in-situ girder section.

[0022] S11. Pour the concrete of the cast-in-situ part of the girder according to the requirements.

[0023] The beneficial effects obtained by the present invention are as follows: The present invention has the following advantages:

[0024] 1. The tie beam is partially prefabricated and partially cast-in-place. The prefabricated part is prefabricated together with the hanger crossbeam. The main force-bearing reinforcement of the prefabricated part of the tie beam adopts closed "mouth" shaped steel bars, and half "mouth" shaped steel bars are exposed at the edge connected with the cast-in-place part of the tie beam. The closed "mouth" shaped steel bars of the cast-in-place section are then used to "link" the two adjacent exposed half "mouth" shaped steel bars;

[0025] 2. The concrete between the closed "mouth"-shaped steel bars is constrained so that the concrete compressive performance can be fully exerted, playing the role of a "pin" to achieve the force transmission of the tie beam stress steel bars, avoiding the high-altitude welding process of the upper and lower edge stress steel bars in the bending direction of the tie beam;

[0026] 3. Since the adjacent hanger beams are "linked" with closed "mouth" shaped stress-bearing steel bars, the stirrups on the outer edge of the stress-bearing steel bars are tied with wire or spot welded to fix the hanger beams. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 This is the elevation view of a bottom-supported thrust arch bridge;

[0028] Figure 2 This is the elevation view of a mid-through thrust arch bridge;

[0029] Figure 3 It is the plan view of the hanger beam and tie beam;

[0030] Figure 4 It is the elevation drawing of the hanger beam and tie beam;

[0031] Figure 5 It is a three-dimensional diagram of the relationship between the closed "mouth"-shaped steel bars of the hanger beam and the tie beam post-cast section;

[0032] Figure 6 It is the plan view of the closed “mouth” shaped reinforcement of the hanger beam and tie beam post-cast section;

[0033] Figure 7 The elevation drawing of the exposed half "mouth" shape of the main reinforcement of the prefabricated tie beam of the hanger beam and the closed "return" shaped reinforcement of the post-cast section of the tie beam;

[0034] Figure 8 Cross-sectional view of closed “mouth” shaped reinforcement arrangement for precast and cast-in-place sections of tie beams;

[0035] Fig. 9 This is the closed stirrup diagram for the tie beam;

[0036] In the figure: 1, earth; 2-1, bridge arch seat; 2-2, bridge abutment; 3, arch rib; 4-1, hanger; 4-2, column; 5-1, non-hanger end beam; 5-2, hanger beam; 6-1, prefabricated part of tie beam; 6-2, cast-in-place part of tie beam; 7-1, "mouth" shaped steel bar; 7-3, "mouth" shaped closed steel bar; 8, closed stirrups of tie beam in cast-in-place section of tie beam; 9, lateral steel bars of cast-in-place section of tie beam; 10, internal tension bars of cast-in-place section of tie beam. DETAILED DESCRIPTION

[0037] The technical solution of the present invention will be described clearly and completely below in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0038] like Figure 1-9 As shown, a tie beam reinforcement structure of a concrete deck of a hanger arch bridge of the present invention comprises a tie beam prefabricated portion 6-1 and a tie beam cast-in-place portion 6-2, wherein the tie beam prefabricated portion 6-1 and the tie beam cast-in-place portion 6-2 are arranged between two adjacent hanger cross beams 5-2 or a non-hanger end cross beam 5-1 and an adjacent hanger cross beam 5-2; both ends of the tie beam cast-in-place portion 6-2 are fixedly connected to the hanger cross beam 5-2 or the non-hanger end cross beam 5-1 through the tie beam prefabricated portion 6-1.

[0039] In order to ensure the stress on the tie beam, it is necessary to continuously transmit the stress to the stress-bearing steel bars between the prefabricated and on-site cast parts of the tie beam. In the past, it was necessary to weld the stress-bearing steel bars at the upper and lower edges of the tie beam. However, since there are many steel bars in the tie beam, the space left for welding is small. At the same time, it is an aerial operation, which makes welding difficult and the welding quality difficult to guarantee.

[0040] According to the force transfer principle of steel bars in concrete, the reason why steel bars can transfer force in concrete is that there is mechanical biting force and friction between the steel bars and the concrete, which is specifically reflected in the anchorage length of the steel bars in the concrete. Therefore, as long as sufficient mechanical biting force and friction are ensured between the two ends of the steel bars and the concrete, the force transfer of the steel bars in the concrete can be guaranteed, and a sufficient number of steel bars can pass through within the cross-section, without requiring the main stressed steel bars to be continuously贯通 along the stress direction. Therefore, as long as the anchorage length of the load-bearing steel bars of the cross beam is ensured to be sufficient in the cast-in-place section and the precast section, the force transfer of the cross beam in the cast-in-place section can be guaranteed. In the present invention, part of the cross beam is precast together with the hanger cross beam. The load-bearing steel bars of the precast cross beam part adopt closed "mouth"-shaped steel bars, and half of the "mouth" shape is exposed at the edge of the cast-in-place part of the cross beam. Then, the traditional load-bearing welded steel bars are changed to closed "mouth"-shaped steel bars to "link" two adjacent exposed "mouth"-shaped steel bars. The concrete between the closed "mouth"-shaped steel bars is restricted, so that the compressive performance of the concrete can be fully exerted, playing the role of a "pin", avoiding the high-altitude welding of the load-bearing steel bars, and at the same time meeting the force transfer requirements of the cross beam.

[0041] In this embodiment, a plurality of parallel "mouth"-shaped steel bars 7-1 are arranged along the length direction in the precast part 6-1 of the cross beam. The corresponding connection ends of the "mouth"-shaped steel bars 7-1 are exposed to form half "mouth"-shaped steel bars.

[0042] In this embodiment, a plurality of parallel "mouth"-shaped closed steel bars 7-3 corresponding to the "mouth"-shaped steel bars 7-1 are arranged along the length direction in the cast-in-place part 6-2 of the cross beam. The two ends of the "mouth"-shaped closed steel bars 7-3 are respectively fixedly connected to the exposed half "mouth"-shaped steel bars of two adjacent "mouth"-shaped steel bars 7-1.

[0043] In this embodiment, a plurality of cross beam cast-in-place section cross beam closed stirrups 8 are arranged transversely in the cast-in-place part 6-2 of the cross beam. The cross beam cast-in-place section cross beam closed stirrups 8 are placed on the exposed half "mouth"-shaped steel bars of the "mouth"-shaped steel bars 7-1.

[0044] In this embodiment, a plurality of cross beam cast-in-place section lateral steel bars 9 are arranged longitudinally inside the cross beam cast-in-place section cross beam closed stirrups 8.

[0045] In this embodiment, a plurality of cross beam cast-in-place section internal tie bars 10 are arranged transversely inside the cross beam cast-in-place section cross beam closed stirrups 8. The cross beam cast-in-place section internal tie bars 10 hook the cross beam cast-in-place section lateral steel bars 9.

[0046] A construction method for the steel bar reinforcement structure of the cross beam of the concrete bridge deck system of a hanger arch bridge according to the present invention includes the following steps:

[0047] S1. Construct the bridge arch seats 2-1 and the bridge abutments 2-2 on the ground according to Figure 1 or Figure 2

[0048] S2, construct the arch rib 3 according to conventional technology;

[0049] S3, installing the hanger 4-1 and the column 4-2 on the arch rib 3 according to conventional construction technology;

[0050] S4, prefabricate the non-suspender end cross beam 5-1, the suspension cross beam 5-2 and the tie beam prefabricated part 6-1 near the bridge site; wherein the tie beam prefabricated part 6-1 is prefabricated integrally with the non-suspender end cross beam 5-1 and the suspension cross beam 5-2 respectively;

[0051] S5, placing the "mouth" shaped steel bar 7-1 in the tie beam prefabricated part 6-1 of the non-suspender end cross beam 5-1 and the hanger end cross beam 5-2;

[0052] S6, placing the tie beam closed stirrups 8 of the cast-in-place section of the tie beam on the exposed semi-"mouth" shaped steel bars of the prefabricated part 6-1 of the tie beam;

[0053] S7, "mouth" shaped closed steel bar 7-3, two adjacent exposed half "mouth" shaped steel bars are welded or tied with wire to "link" them;

[0054] S8, evenly distribute the tie beam closed stirrups 8 in the tie beam cast-in-place section 6-2;

[0055] S9, placing the lateral reinforcement 9 of the cast-in-place section of the tie beam inside the closed stirrup 8 of the cast-in-place section of the tie beam, and tying them;

[0056] S10, hooking the inner tension reinforcement 10 of the cast-in-place section of the tie beam to the lateral reinforcement 9 of the cast-in-place section of the tie beam;

[0057] S11. Pour the cast-in-place part 6-2 concrete of the tie beam, bridge deck and accessory structures as required.

[0058] It should be noted that the description of the above technical solutions is exemplary, and this specification can be embodied in different forms and should not be interpreted as being limited to the technical solutions set forth herein. On the contrary, providing these descriptions will make the disclosure of the present invention thorough and complete, and will fully convey the scope disclosed in this specification to those skilled in the art. In addition, the technical solutions of the present invention are limited only by the scope of the claims.

[0059] Finally, it should be pointed out that the above embodiments are only representative examples of the present invention. Obviously, the present invention is not limited to the above embodiments, and there are many variations. Any simple modification, equivalent changes and modifications made to the above embodiments based on the technical essence of the present invention should be considered to belong to the protection scope of the present invention.

Claims

1. A tie beam reinforcement structure for a concrete deck of a hanger arch bridge, characterized in that: It includes a precast girder part and a cast-in-place girder part. The precast girder part and the cast-in-place girder part are arranged between two adjacent hanger crossbeams or non-hanger end crossbeams and the adjacent hanger crossbeams. Both ends of the cast-in-place girder part are fixedly connected to the hanger crossbeam or the non-hanger end crossbeam through the precast girder part.

2. The tie beam reinforcement structure of the concrete deck of the hanger arch bridge according to claim 1 is characterized in that: A plurality of parallel "mouth"-shaped steel bars are arranged along the length direction in the precast girder part. The corresponding connection ends of the "mouth"-shaped steel bars and the cast-in-place girder part are exposed to form semi-"mouth"-shaped steel bars.

3. The tie beam reinforcement structure of the concrete deck of the hanger arch bridge according to claim 2 is characterized in that: A plurality of parallel "mouth"-shaped closed steel bars corresponding to the "mouth"-shaped steel bars are arranged along the length direction in the cast-in-place girder part. Both ends of the "mouth"-shaped closed steel bars are respectively fixedly connected to the exposed semi-"mouth"-shaped steel bars of two adjacent "mouth"-shaped steel bars.

4. The tie beam reinforcement structure of the concrete deck of the hanger arch bridge according to claim 2 is characterized in that: A plurality of cast-in-place girder section girder closed stirrups are arranged transversely in the cast-in-place girder part. The cast-in-place girder section girder closed stirrups are placed on the exposed semi-"mouth"-shaped steel bars of the "mouth"-shaped steel bars.

5. The tie beam reinforcement structure of the concrete deck of the hanger arch bridge according to claim 4 is characterized in that: A plurality of cast-in-place girder section lateral steel bars are arranged longitudinally inside the cast-in-place girder section girder closed stirrups.

6. The tie beam reinforcement structure of the concrete deck of the hanger arch bridge according to claim 5, characterized in that: A plurality of cast-in-place girder section in-body tie bars are arranged transversely inside the cast-in-place girder section girder closed stirrups. The cast-in-place girder section in-body tie bars hook the cast-in-place girder section lateral steel bars.

7. A construction method of the girder reinforcement structure of the concrete bridge deck system of a hanger arch bridge as described in any one of claims 1 to 6, comprising the following steps: S1. Construct the bridge abutment of the bridge arch seat on the ground according to the design drawings. S2. Construct the arch rib according to the design requirements. S3. Install the hangers and columns on the arch rib. S4. Prefabricate the non-hanger end crossbeam, the hanger crossbeam and the precast girder part near the bridge site. S5. Place the "mouth"-shaped steel bars into the precast girder parts of the non-hanger end crossbeam and the hanger end crossbeam. S6. Place the cast-in-place girder section girder closed stirrups on the exposed semi-"mouth"-shaped steel bars of the precast girder part. S7. "Link" the two adjacent exposed semi-"mouth"-shaped steel bars by electric welding or tying them tightly with binding wires using the "mouth"-shaped closed steel bars. S8. Uniformly distribute the cast-in-place girder section girder closed stirrups in the cast-in-place girder part. S9. Place the cast-in-place girder section lateral steel bars inside the cast-in-place girder section girder closed stirrups and tie them. S10. Hook the cast-in-place girder section in-body tie bars to the cast-in-place girder section lateral steel bars. S11. Pour the concrete of the cast-in-place girder part according to the requirements.

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