Permanent and temporary combined deep water bridge high pile cap construction method

Abstract

The application is a kind of deep water bridge high pile cap construction method of permanent and temporary combination, comprising the following construction steps: S1. Temporary fixed platform construction. S2. Second steel hanging box platform construction. S3. Temporary fixed platform removal. S4. First steel hanging box platform construction. S5. Steel hanging box platform connection. S6. Bored pile construction. S7. Bottom sealing concrete pouring. S8. Cap construction. S9. Auxiliary facility construction. The application divides the bridge permanent steel casing and steel hanging box cofferdam into two parts, uses the permanent structure as the temporary construction fixed platform in the construction process, so that the bridge pile foundation and cap construction are carried out on the fixed platform, which not only ensures the accurate positioning of the bridge permanent steel casing, but also avoids the use of a large amount of temporary structure steel of the conventional fixed starting platform, and the construction process is simple and easy to operate, and is economical.

Description

Technical Field

[0001] This invention relates to the field of bridge engineering construction technology, and in particular to a construction method for high pile caps of deep-water bridges that combine permanent and temporary structures. Background Technology

[0002] With the continuous development of deep-water foundation construction technology in my country, more and more cross-sea bridges are being built. Among the various deep-water foundation structures for bridges, bored piles are the most widely used. In cross-river and cross-sea bridges with deep water levels, bored piles typically employ high pile caps, with permanent steel casings installed outside the piles. The most common construction method for high pile caps is a steel cofferdam, which involves first driving a permanent steel casing, constructing the piles, then suspending and fixing the steel caisson onto the permanent steel casing to form a working platform, and finally constructing the bottom sealing concrete inside the cofferdam and pouring the cap. The driving of the permanent steel casing not only affects the accuracy of the bridge pile foundation but is also a major load-bearing component in the construction of the steel cofferdam, bottom sealing concrete, and cap. Therefore, the driving of the permanent steel casing is both a challenge and a key aspect of high pile cap bridge construction. There are two main existing methods for installing permanent steel casings for high-pile foundations: one is to use a piling vessel or floating crane in conjunction with a GPS positioning system to drive the steel casing; the other is to first construct a fixed starting platform next to the bridge site, and then use lifting equipment in conjunction with a guide frame on the fixed platform to drive the steel casing. However, the two existing main methods have the following technical problems:

[0003] 1. When using piling boats or floating cranes to drive steel casings, the large waves and fast currents in the water make it impossible for the piling equipment to drive the steel casings under static conditions, making it difficult to guarantee the accuracy of the steel casing driving.

[0004] 2. Using a fixed starting platform for steel casing insertion results in a large amount of steel used in the temporary structure, which is not economical.

[0005] Therefore, there is an urgent need for a construction method for high-pile foundations of deep-water bridges that can ensure the accuracy of permanent steel casing insertion without requiring additional temporary structures to solve this technical problem. Summary of the Invention

[0006] The present invention aims to overcome the shortcomings of the prior art and provide a construction method for high pile caps of deep-water bridges that combines permanent and temporary structures.

[0007] To achieve the above objectives, the present invention adopts the following technical solution: a construction method for a high-pile cap for a deep-water bridge combining permanent and temporary structures, comprising the following construction steps:

[0008] S1. Transport the prefabricated steel caisson and permanent steel casing to the designed bridge site. The steel caisson is divided into two symmetrical parts, the first steel caisson and the second steel caisson, along the centerline of its long side. Adjust the first steel caisson and anchor it temporarily. Use a floating crane and vibratory hammer to drive the permanent steel casing into the first steel caisson. Then weld the first steel caisson and the permanent steel casing to form a temporary fixing platform and remove the temporary anchor. The steel caisson is a rectangular steel structure, including a base plate, side walls, truss platform and truss closure section. Both the first and second steel caissons include half of the base plate, side walls and truss platform. Temporary side walls are set on the side where the first and second steel caissons are connected.

[0009] S2. On the temporary fixed platform formed in step S1, the remaining permanent steel casings are driven into the corresponding pile positions of the designed bridge location using lifting equipment and vibratory hammer, and the second steel caisson is hoisted onto the permanent steel casing and welded to form the second steel caisson platform.

[0010] S3. Transfer the construction equipment on the temporary fixed platform to the second steel caisson platform, and remove the first steel caisson and the permanent steel casing inside;

[0011] S4. On the second steel caisson platform formed in step S2, use lifting equipment and vibratory hammer to drive the permanent steel casing removed in step S3 into the pile position corresponding to the designed bridge position, and then lift the first steel caisson removed in step S3 onto the permanent steel casing and weld it to form the first steel caisson platform.

[0012] S5. Connect the bottom plate and side walls of the first steel caisson and the second steel caisson, remove the temporary side walls on the first steel caisson and the second steel caisson, and weld the truss closure section to form a complete steel caisson cofferdam platform;

[0013] S6. Drilling of bored piles using drilling machinery on a steel cofferdam platform;

[0014] S7. Pour bottom sealing concrete inside the steel cofferdam;

[0015] S8. Drain the water inside the steel cofferdam, dismantle the truss platform, cut the permanent steel casing above the bottom concrete, tie the foundation reinforcement inside the steel cofferdam and pour the foundation concrete.

[0016] S9. Install auxiliary anti-collision facilities on the steel caisson to form a permanent anti-collision structure and complete the construction of the high pile cap of the bridge.

[0017] Furthermore, the in-plane dimensions of the steel caisson are equal to the in-plane dimensions of the foundation, and the net height is greater than the distance from the bottom of the sealing concrete to the construction water level.

[0018] Furthermore, in step S1, the temporary fixed platform formed by the first steel caisson is located outside the designed bridge site and parallel to the short side of the pier cap.

[0019] Furthermore, in steps S1, S2, and S4, the number of permanent steel casings driven in each time is half of the total number of permanent steel casings.

[0020] The beneficial effects of this invention are: This invention divides the permanent steel casing and steel cofferdam of the bridge into two parts, and uses the permanent structure as a temporary fixed platform for construction during the construction process, so that the construction of the bridge pile foundation and the abutment are carried out on the fixed platform. This not only ensures the accurate positioning of the permanent steel casing of the bridge, but also avoids the use of a large amount of temporary steel structure in the conventional fixed starting platform. The construction process is simple and easy to implement, and it is economical. Attached Figure Description

[0021] Figure 1 This is a schematic elevation view of the construction of the first steel caisson and permanent steel casing using the construction method of this invention;

[0022] Figure 2 This is an elevation view of the construction method of the present invention for building the second steel caisson and the permanent steel casing;

[0023] Figure 3 This is an elevation view of the dismantling of the first steel caisson and the permanent steel casing using the construction method of this invention;

[0024] Figure 4 This is an elevation view of the construction method of the present invention for reconstructing the first steel caisson and the permanent steel casing;

[0025] Figure 5 This is a schematic elevation view of the truss closure section connecting to form a complete steel caisson in the construction method of the present invention;

[0026] Figure 6 This is an elevation view of the construction of cast-in-place piles and bottom sealing concrete using the construction method of this invention;

[0027] Figure 7 This is an elevation view of the foundation construction method of the present invention;

[0028] Figure 8 This is a plan view of the connection between the first steel caisson and the second steel caisson in the construction method of the present invention;

[0029] In the diagram: 11-Steel caisson; 111-First steel caisson; 112-Second steel caisson; 113-Base plate; 114-Side wall; 115-Truss platform; 116-Temporary side wall; 117-Truss closure section; 12-Permanent steel casing; 13-Cast-in pile; 14-Bottom sealing concrete; 15-Pile cap; 16-Riverbed; 17-Water level; 18-Designed bridge site; 19-Floating crane;

[0030] The following will describe in detail, with reference to the accompanying drawings, embodiments of the present invention. Detailed Implementation

[0031] The present invention will be further described below with reference to embodiments:

[0032] like Figures 1-8 As shown, a construction method for a high-pile pier cap of a deep-water bridge combining permanent and temporary structures includes the following construction steps:

[0033] S1. Construction of Temporary Fixed Platform. The prefabricated steel caisson 11 and permanent steel casing 12 are transported to the designed bridge site 18. The steel caisson 11 is divided into two symmetrical parts along the centerline of its long side: a first steel caisson 111 and a second steel caisson 112. The first steel caisson 111 is adjusted and temporarily anchored. The permanent steel casing 12 is driven into the first steel caisson 111 using a floating crane 19 and a vibratory hammer. The first steel caisson 111 and the permanent steel casing 12 are then welded together to form a temporary fixed platform, and the temporary anchors are removed. The steel caisson 11 is a rectangular steel structure, including a base plate 113, side walls 114, a truss platform 115, and a truss closure section 117. Both the first steel caisson 111 and the second steel caisson 112 include half of the base plate 113, side walls 114, and truss platform 115 of the steel caisson 11. A temporary side wall 116 is provided on the side where the first steel caisson 111 and the second steel caisson 112 are connected.

[0034] S2. Construction of the second steel caisson platform. On the temporary fixed platform formed in step S1, the remaining permanent steel casings 12 are driven into the corresponding pile positions of the designed bridge position 18 using lifting equipment and vibratory hammer, and the second steel caisson 112 is hoisted onto the permanent steel casing 12 and welded to form the second steel caisson 112 platform;

[0035] S3. Dismantling of the temporary fixed platform. Transfer the construction equipment on the temporary fixed platform to the second steel caisson 112 platform, and dismantle the first steel caisson 111 and the permanent steel casing 12 inside;

[0036] S4. Construction of the first steel caisson platform. On the second steel caisson 112 platform formed in step S2, using lifting equipment and a vibratory hammer, the permanent steel casing 12 removed in step S3 is driven into the corresponding pile position of the designed bridge position 18, and the first steel caisson 111 removed in step S3 is hoisted onto the permanent steel casing 12 and welded to form the first steel caisson 111 platform;

[0037] S5. Steel caisson platform connection. Connect the bottom plate 113 and side wall 114 of the first steel caisson 111 and the second steel caisson 112, remove the temporary side wall 116 on the first steel caisson 111 and the second steel caisson 112, and weld the truss closure section 117 to form a complete steel caisson 11 cofferdam platform;

[0038] S6. Construction of cast-in-place piles. Drilling machinery was used to construct cast-in-place piles 13 on the steel caisson 11 cofferdam platform.

[0039] S7. Pouring of bottom sealing concrete. Pouring bottom sealing concrete 14 inside the steel caisson 11 cofferdam;

[0040] S8. Foundation Construction. Drain the water inside the steel caisson 11 cofferdam, remove the truss platform 115, cut the permanent steel casing 12 above the bottom sealing concrete 14, tie the reinforcing steel of the foundation 15 inside the steel caisson 11 cofferdam and pour the concrete of the foundation 15;

[0041] S9. Construction of Ancillary Facilities. Install ancillary anti-collision facilities on the steel caisson 11 to form a permanent anti-collision structure and complete the construction of the high pile cap of the bridge.

[0042] Furthermore, the in-plane dimensions of the steel caisson 11 are equal to the in-plane dimensions of the foundation 15, and the net height is greater than the distance from the bottom of the sealing concrete 14 to the construction water level 17.

[0043] Furthermore, in step S1, the temporary fixed platform formed by the first steel caisson 111 is located outside the designed bridge site 18 and parallel to the short side of the pier cap 15.

[0044] Furthermore, in steps S1, S2, and S4, the number of permanent steel casings 12 driven in each time is half of the total number of permanent steel casings 12.

[0045] The present invention has been described above by way of example. Obviously, the specific implementation of the present invention is not limited to the above-described manner. Any improvements made by adopting the inventive concept and technical solution of the present invention, or direct application to other occasions without modification, are all within the protection scope of the present invention.

Claims

1. A construction method of a permanent- temporary combined deep water bridge high-pile pile cap, characterized in that, The construction steps include the following: S1. Transport the prefabricated steel caisson (11) and permanent steel casing (12) to the designed bridge site (18). The steel caisson (11) is divided into two symmetrical parts along the center line of its long side: the first steel caisson (111) and the second steel caisson (112). Adjust the first steel caisson (111) and anchor it temporarily. Use a floating crane (19) and a vibratory hammer to drive the permanent steel casing (12) into the first steel caisson (111). Then weld the first steel caisson (111) and the permanent steel casing (12) together to form a temporary steel casing. The platform is fixed and the temporary anchor is removed. The steel caisson (11) is a rectangular steel structure, including a base plate (113), side walls (114), truss platform (115) and truss closure section (117). The first steel caisson (111) and the second steel caisson (112) each include half of the base plate (113), side walls (114) and truss platform (115) of the steel caisson (11). The first steel caisson (111) and the second steel caisson (112) are connected by a temporary side wall (116). S2. On the temporary fixed platform formed in step S1, the remaining permanent steel casing (12) is driven into the pile position corresponding to the designed bridge position (18) using lifting equipment and vibratory hammer, and the second steel caisson (112) is hoisted onto the permanent steel casing (12) and welded to form the second steel caisson (112) platform. S3. Transfer the construction equipment on the temporary fixed platform to the platform of the second steel casket (112), and remove the first steel casket (111) and the permanent steel casing (12) inside. S4. On the second steel caisson (112) platform formed in step S2, use lifting equipment and vibratory hammer to drive the permanent steel casing (12) removed in step S3 into the pile position corresponding to the designed bridge position (18), and lift the first steel caisson (111) removed in step S3 onto the permanent steel casing (12) and weld it to form the first steel caisson (111) platform; S5. Connect the bottom plate (113) and side wall (114) of the first steel caisson (111) and the second steel caisson (112), remove the temporary side wall (116) on the first steel caisson (111) and the second steel caisson (112), and weld the truss closure section (117) to form a complete steel caisson (11) cofferdam platform; S6. Drilling machinery was used to construct bored piles (13) on the steel caisson (11) cofferdam platform. S7. Pour bottom sealing concrete (14) inside the steel caisson (11) cofferdam. S8. Drain the water in the cofferdam of the steel caisson (11), remove the truss platform (115), cut the permanent steel casing (12) above the bottom sealing concrete (14), tie the reinforcing steel of the foundation (15) in the cofferdam of the steel caisson (11) and pour the concrete of the foundation (15). S9. Install auxiliary anti-collision facilities on the steel caisson (11) to form a permanent anti-collision structure and complete the construction of the high pile cap of the bridge.

2. The construction method of a permanent-temporary combined deep water bridge pile cap according to claim 1, characterized in that, The in-plane dimensions of the steel caisson (11) are equal to the in-plane dimensions of the foundation (15), and the net height is greater than the distance from the bottom of the sealing concrete (14) to the construction water level (17).

3. The construction method of a permanent-temporary combined deep water bridge pile cap according to claim 2, characterized in that, In step S1, the temporary fixed platform formed by the first steel hanging box (111) is located outside the designed bridge site (18) and parallel to the short side of the pile cap (15).

4. The construction method of a permanent-temporary combined deep water bridge pile cap according to claim 3, characterized in that, In steps S1, S2 and S4, the number of the permanent steel casings (12) driven each time is half of the total number of the permanent steel casings (12).

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