A method for anchoring a fabricated pier pile cap

Abstract

This invention belongs to the field of bridge construction technology, and particularly relates to a prefabricated pier cap anchoring method. The method includes the following construction steps: S1: Surveying and setting out to determine the cap size and anchoring structure location; S2: Removing pile heads, inspecting pile foundations, re-measuring pile top elevation, and excavating the cap foundation pit; S3: Setting up a cushion layer, and after accurate positioning, hoisting the anchoring structure to the designated position; S4: Passing reinforcing bars through pre-drilled holes in the anchoring structure and welding the reinforcing bars; S5: Pouring concrete in layers, followed by backfilling and curing the foundation pit. This method can better consolidate the cap with the pile foundation, pier, and main beam, thereby enhancing the overall shear and seismic resistance of the bridge.

Description

Technical Field

[0001] This invention belongs to the field of bridge construction technology, and in particular relates to a prefabricated pier cap anchoring method. Background Technology

[0002] A pile cap is a reinforced concrete platform erected atop the foundation piles to bear and distribute the loads transmitted from the pier. Columns or piers are then built on the pile cap, forming a complete force transmission system. After being embedded in the anchoring structure, the pile cap ensures that the piles and the pile cap form a unified foundation, increasing overall stiffness and meeting the requirements for seismic and shear resistance.

[0003] The stability and durability of the pier cap anchorage structure determine the strength of the pier cap and thus ensure the safety of the entire building. In conventional pier cap anchorage structures, ring prestressed tendons, steel anchor boxes, and steel anchor beams are commonly used. These structural forms have problems such as large prestress loss, poor durability, and low stability, making it difficult to ensure the stability and durability of the connection structure between the pier and the pier cap, as well as the connection between the pile foundation and the pier cap. Summary of the Invention

[0004] The purpose of this invention is to provide a prefabricated pier cap anchoring method that is applicable to various engineering scenarios. It can not only solve the above-mentioned problems, but also improve the overall stability and durability of the bridge.

[0005] To achieve the above objectives, the following technical solution is provided: a prefabricated pier cap anchoring method, comprising the following construction steps:

[0006] S1: Measure and lay out the lines to determine the dimensions of the foundation and the location of the anchorage structure;

[0007] S2: Remove pile heads, test pile foundations, remeasure pile top elevation, and excavate pile cap foundation pit;

[0008] S3: Set up the cushion layer, and after accurate positioning, hoist the anchoring structure to the set position;

[0009] S4: Pass the reinforcing bars through the pre-drilled holes in the anchoring structure and weld the reinforcing bars;

[0010] S5: Concrete is poured in layers, and then the foundation pit is backfilled and cured.

[0011] In the above technical solution, further, in step S3, the anchoring structure is a prefabricated steel plate, which is assembled after being transported to the site.

[0012] In any of the above technical solutions, further, in step S3, the anchoring structure plate is made of high-strength custom plate, and the connection is made of bevel penetration welding.

[0013] In any of the above technical solutions, further, in step S5, when the concrete is poured in layers, it needs to be poured continuously to the design elevation in one go, and during the pouring process, the stability of the reinforcing bars and anchoring structures needs to be checked, as well as whether the anchoring structures are pre-embedded inside the pier cap.

[0014] In any of the above technical solutions, the anchoring structure further includes:

[0015] A panel assembly consists of multiple vertically arranged panels spaced apart in the horizontal direction.

[0016] The side panel assembly consists of multiple side panels used to connect adjacent panels;

[0017] The top panel assembly consists of multiple top panels, each set on the upper surface of each panel.

[0018] And the connecting plate assembly, which consists of multiple connecting plates respectively set on each top plate;

[0019] Each panel has several through-holes for steel strands, each panel has several through-holes for steel bars at the bottom, and each connecting plate has several through-holes for tie rod anchorage, with the tie rod anchorage holes located outside the pier cap.

[0020] Step S4 also includes sequentially threading steel strands through the pre-drilled holes for each steel strand on the panel assembly.

[0021] In any of the above technical solutions, a first support plate is further provided at the connection between the panel and the top plate. There are multiple first support plates, which are distributed at intervals along the length direction of the panel.

[0022] In any of the above technical solutions, the anchoring structure further includes:

[0023] The base plate assembly consists of multiple base plates that are respectively connected to the lower end face of each of the aforementioned panels.

[0024] In any of the above technical solutions, the panel group further comprises four panels, namely two main support panels in the middle and two auxiliary support panels on both sides; the length of the main support panel is greater than the length of the auxiliary support panel, and the distance between the two main support panels is less than the distance between the main support panel and the auxiliary support panel.

[0025] To further demonstrate the beneficial effects of the present invention, detailed descriptions are provided in specific embodiments. Attached Figure Description

[0026] Figure 1 This is a schematic diagram of the structure of the present invention;

[0027] Figure 2This is a schematic diagram of the structure of the auxiliary support panel of the present invention;

[0028] Figure 3 This is a schematic diagram of the structure of the main support panel of the present invention;

[0029] Figure 4 This is a partial structural schematic diagram of the panel assembly of the present invention;

[0030] Figure 5 yes Figure 4 Enlarged view of point A in the middle;

[0031] Figure 6 This is a schematic diagram of the internal structure of the present invention, showing the insertion of the reinforcing bar into the pre-drilled hole.

[0032] Reference numerals: 100, Panel assembly; 101, Main load-bearing panel; 102, Auxiliary load-bearing panel; 110, Steel strand reserved hole; 120, Rebar reserved hole; 200, Side panel assembly; 300, Top panel assembly; 400, Connecting plate assembly; 410, Tie rod anchoring reserved hole; 500, First support plate; 600, Bottom plate assembly; 700, Second support plate; 800, Locking element; 810, Support platform; 820, Hinge rod; 830, Elastic rope. Detailed Implementation

[0033] The technical solutions of the embodiments of this application will be clearly described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this application. All other embodiments obtained by those skilled in the art based on the embodiments of this application are within the scope of protection of this application.

[0034] In the description of this application, it should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the exemplary embodiments according to this application. For ease of description, the dimensions of the various parts shown in the drawings are not drawn to actual scale. Techniques, methods, and devices known to those skilled in the art may not be discussed in detail, but where appropriate, such techniques, methods, and devices should be considered part of the specification. In all examples shown and discussed herein, any specific values ​​should be interpreted as merely exemplary and not as limitations. Therefore, other examples of exemplary embodiments may have different values. It should be noted that similar reference numerals and letters in the following drawings denote similar items; therefore, once an item is defined in one drawing, it need not be further discussed in subsequent drawings.

[0035] Example 1:

[0036] like Figures 1-3As shown, this embodiment provides a prefabricated pier cap anchorage structure for connecting the main beam and the pier cap, which can enhance the overall shear and seismic resistance of the bridge. It includes:

[0037] Panel assembly 100 is composed of multiple vertically arranged panels spaced apart in the horizontal direction;

[0038] Side panel assembly 200 consists of multiple side panels used to connect adjacent panels;

[0039] The top panel assembly 300 consists of multiple top panels respectively installed on the upper surface of each panel;

[0040] And the connecting plate assembly 400, which consists of multiple connecting plates respectively set on each top plate;

[0041] Each panel has a through-hole 110 for steel strands, each panel has a through-hole 120 for reinforcing bars at the bottom, and each connecting plate has a through-hole 410 for tie rod anchoring.

[0042] There are multiple pre-drilled holes 110 for the steel strands, which are spaced apart along the length and height of the panel.

[0043] There are multiple 120 pre-drilled holes for the reinforcing bars, which are spaced apart along the length of the panel.

[0044] There are multiple pre-drilled holes 410 for tie rod anchoring, which are spaced apart along the length of the connecting plate.

[0045] In this embodiment, the anchoring structure can be adjusted in position according to actual needs during use. The structure is assembled on-site and then hoisted and placed at the bottom of the pier cap. By pre-embedding the anchoring structure inside the pier cap, the overall strength of the pier cap is improved, increasing the overall stability of the bridge.

[0046] In this embodiment, after the anchoring structure is installed at the bottom of the pier cap, the reinforcing bars pass through the pre-drilled holes 120 on the panel to connect the anchoring structure to the pier cap reinforcing bars. The pre-drilled holes 110 for the steel strands are for the steel strands to pass through, which not only reduces the amount of reinforcing bars used but also allows the anchoring structure to participate in the overall load-bearing capacity of the pier cap, enhancing the bridge's shear and seismic resistance.

[0047] The pre-drilled holes on the connecting plate are for installing tie rods, which connect the pile foundation to the bridge deck to form a complete force transmission system.

[0048] Specifically, conventionally, the panel group 100 is divided into four panels, namely two main support panels 101 in the middle and two auxiliary support panels 102 on both sides; the length of the main support panel 101 is greater than the length of the auxiliary support panel 102, and the distance between the two main support panels 101 is less than the distance between the main support panel 101 and the auxiliary support panel 102.

[0049] Example 2:

[0050] This embodiment provides a prefabricated pier cap anchoring structure, which, in addition to the technical solutions of the above embodiments, also has the following technical features.

[0051] like Figure 1 As shown, in this embodiment, a first support plate 500 is provided at the connection between the panel and the top plate. There are multiple first support plates 500, which are distributed at intervals along the length of the panel. The bottom of the first support plate 500 is connected to the top plate, the side end of the first support plate 500 is connected to the connecting plate, and the first support plate 500 has a sloping end that can extend to the top plate and the connecting plate after extending at both ends.

[0052] In this technical solution, by setting a first support plate 500, the connection strength between the panel and the top plate is improved, making the entire anchoring device more stable.

[0053] Example 3:

[0054] This embodiment provides a prefabricated pier cap anchoring structure, which, in addition to the technical solutions of the above embodiments, also has the following technical features.

[0055] like Figure 1 As shown, in this embodiment, the anchoring structure further includes:

[0056] The base plate assembly 600 consists of multiple base plates that are connected to the lower end face of each panel. A second support plate 700 is provided at the connection between the panel and the base plate. Multiple second support plates 700 are spaced apart along the length of the panel. The bottom of each second support plate 700 is connected to the base plate, and its side end is connected to the panel. Each second support plate 700 has a sloping end that extends to both the panel and the base plate.

[0057] In this technical solution, the stability of the entire anchoring structure is further improved by setting a base plate and a second support plate 700.

[0058] Example 4:

[0059] This embodiment provides a pier cap anchoring method, implemented based on the anchoring structure described in the above embodiment. This method can better consolidate the pier cap with the pile foundation, pier, and main beam, thereby enhancing the overall shear and seismic resistance of the bridge.

[0060] The main bridge anchorage piers are piers 1 and 4. The anchorage pier caps are 14.6m×6.6m×4m. Pier 1 is supported by 8 bored piles with a diameter of 1.6m, and pier 4 is supported by 7 bored piles with a diameter of 1.6m. The bearing layer of the pile foundation is moderately weathered tuff, and it is designed as a rock-socketed pile.

[0061] The construction steps are as follows:

[0062] S1: Measure and lay out the lines to determine the dimensions of the foundation and the location of the anchoring structure.

[0063] S2: Remove the pile head, test the pile foundation, re-measure the pile top elevation, and excavate the foundation pit.

[0064] S3: Set up a cushion layer, and after accurate positioning, hoist the anchoring structure to the set position; the anchoring structure is a precast steel plate, which is assembled after being transported to the site. The anchoring structure plate is made of high-strength custom plate, and the connection is made by bevel penetration welding.

[0065] S4: Pass the reinforcing bars through the pre-drilled holes 120 on the anchoring structure and weld the reinforcing bars;

[0066] S5: Concrete is poured in layers, and then the foundation pit is backfilled and cured. When pouring concrete in layers, it must be poured continuously to the design elevation in one go. During the pouring process, the stability of the reinforcing steel and anchoring structure must be checked, as well as whether the anchoring structure is embedded inside the pier cap.

[0067] In step S3 of this embodiment, during the assembly of the anchoring structure, the reinforcing bars are first passed through each panel in sequence, and then the bottom plate and top plate are welded onto the panels respectively. Next, the first support plate 500 and the second support plate 700 are welded, and finally the side plates are welded. This welding step can improve the assembly accuracy of the entire anchoring structure, and in the subsequent step S4, the reinforcing bars can pass through each panel smoothly and finally connect with the reinforcing bars on the bearing platform.

[0068] In step S4 of this embodiment, after the reinforcing bar is passed through the reinforcing bar reserved hole 120, the reinforcing bar will be displaced during the welding process due to dimensional errors and assembly errors. Therefore, when the reinforcing bar is inserted into the reinforcing bar reserved hole 120 on the panel, the reinforcing bar needs to be limited so that it cannot be easily rotated or moved. For this purpose, a locking member 800 can be provided on the reinforcing bar reserved hole 120 on the panel to lock the reinforcing bar on the panel.

[0069] Specifically, for ease of installation, such as Figures 4-6As shown, mounting holes can be made on the side of the panel to connect the reserved holes 120 of each steel bar in sequence. The size of the mounting holes should be consistent with the diameter of the reserved holes 110 of the steel strand. The locking component 800 includes:

[0070] The support platform 810 is set on the inner wall of the mounting hole between adjacent reserved holes for reinforcing bars 120;

[0071] The hinge rod 820 is hinged in the middle on the support platform 810, and the rotation direction of the hinge rod 820 is along the horizontal plane.

[0072] And elastic ropes 830 are respectively set on both sides of the hinge rod 820. The two elastic ropes 830 are symmetrically arranged, so that the hinge rod 820 is in a horizontal state and perpendicular to the rebar reserved hole 120 when no other external force is applied. Both ends of the hinge rod 820 extend into the rebar reserved hole 120. During the process of inserting the rebar into the rebar reserved hole 120, the hinge rod 820 rotates, and one end abuts against the rebar, making it difficult for the rebar to be removed and only able to move forward. Of course, since the other end of the hinge rod 820 is abutted against the rebar reserved hole 120, the adjacent rebar reserved hole 120 cannot be inserted in the same way as the previous rebar. Therefore, it is necessary to reverse, that is, to insert the rebar from another direction. Based on this, the rebar in the adjacent rebar reserved hole 120 is inserted in opposite ways. With the cooperation of the locking parts 800 on each panel, the rebar is gradually locked.

Claims

1. A method for anchoring prefabricated pier caps, characterized in that, The construction steps include: S1: Measurement and layout to determine the size of the foundation and the location of the anchorage structure; S2: Remove pile heads, test pile foundations, remeasure pile top elevation, and excavate pile cap foundation pit; S3: Set up the cushion layer, and after accurate positioning, hoist the anchoring structure to the set position; S4: Pass the reinforcing bars through the pre-drilled holes in the anchoring structure and weld the reinforcing bars; S5: Concrete is poured in layers, and then the foundation pit is backfilled and cured. The anchoring structure includes: a panel assembly (100), which is composed of multiple vertically arranged panels spaced apart in the horizontal direction; The side panel assembly (200) consists of multiple side panels used to connect adjacent panels; The top panel assembly (300) consists of multiple top panels respectively set on the upper surface of each panel; And the connecting plate assembly (400), which consists of multiple connecting plates respectively set on each top plate; Among them, each panel has several steel strand reserved holes (110) that are provided through, each panel has several steel bar reserved holes (120) that are provided through, each connecting plate has several tie rod anchoring reserved holes (410) that are provided through, and the tie rod anchoring reserved holes (410) are located outside the pier cap. In step S4, the steel strands are sequentially inserted into the pre-drilled holes (110) of each steel strand on the panel assembly (100). The panel group (100) has four panels, namely two main support panels (101) in the middle and two auxiliary support panels (102) on both sides; the length of the main support panel (101) is greater than the length of the auxiliary support panel (102), and the distance between the two main support panels (101) is less than the distance between the main support panel (101) and the auxiliary support panel (102).

2. The prefabricated pier cap anchoring method according to claim 1, characterized in that, In step S3, the anchoring structure is a prefabricated steel plate, which is assembled after being transported to the site.

3. The prefabricated pier cap anchoring method according to claim 2, characterized in that, In step S3, the anchoring structure plate is made of high-strength custom plate, and the connection is made by bevel penetration welding.

4. The prefabricated pier cap anchoring method according to claim 1, characterized in that, In step S5, when the concrete is poured in layers, it must be poured continuously to the design elevation in one go. During the pouring process, the stability of the reinforcing steel and anchoring structure must be checked, as well as whether the anchoring structure is embedded inside the pier cap.

5. The prefabricated pier cap anchoring method according to claim 1, characterized in that, A first support plate (500) is provided at the connection between the panel and the top plate. There are multiple first support plates (500) and they are distributed at intervals along the length of the panel.

6. The prefabricated pier cap anchoring method according to claim 1, characterized in that, The anchoring structure further includes a base plate assembly (600), which is composed of multiple base plate assemblies (600) that are respectively connected to the lower end face of each of the panels.

Images