Broken pile splicing structure of cast-in-place pile
By introducing hollow core and steel structures at the fracture location of the cast-in-place pile and connecting them through high-pressure grouting, the problems of complex and costly pile repair were solved, enabling rapid and low-cost pile repair and improving bearing capacity.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2025-03-26
- Publication Date
- 2026-03-27
AI Technical Summary
Existing methods for treating broken piles are complex, costly, and fail to effectively improve the shear bearing capacity of the pile foundation, posing safety hazards.
Hollow core and steel structure are introduced at the fracture location of the cast-in-place pile, and the mud is squeezed out through high-pressure grouting to form a grouting layer that connects with the steel structure, thereby restoring the bearing capacity of the broken pile.
It enables rapid and low-cost repair of broken piles, improves compressive, tensile, bending and shear bearing capacity, shortens construction period and reduces safety risks.
Smart Images
Figure CN224048127U_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The application relates to a broken pile connecting structure of a cast-in-place pile and belongs to the technical field of underground structure repair. BACKGROUND
[0002] In building engineering and municipal infrastructure construction, pile foundation as an important component of the structure directly affects the safety and reliability of the entire project. However, in the actual construction process, due to various reasons such as unqualified concrete quality, improper construction, complex geological conditions, etc., the pile foundation may appear broken pile phenomenon. The broken pile weakens the bearing capacity of the pile foundation, especially the shear bearing capacity is weakened a lot, which may cause structural safety problems under the action of horizontal forces such as earthquakes and typhoons, and even lead to overall instability of the project. Therefore, the treatment of broken pile has become an important issue in engineering quality accident treatment.
[0003] At present, the common treatment methods of broken pile mainly include excavating the upper part of the broken pile and then pouring the pile body again, or selecting another position for pile supplement. Although these methods can repair the bearing capacity of the pile foundation, the construction process is complex, the construction period is long and the cost is high. First of all, a large amount of manpower and mechanical equipment are needed to excavate the broken pile, and if the broken pile position is deep, the deep foundation pit construction has great safety risks to the surrounding environment and construction personnel. Secondly, the construction equipment needs to be re-entered for the construction of the cast-in-place pile, and the pouring and curing period of the concrete is very long, which has a great influence on the overall construction period and cost of the project. In addition, some treatment methods only perform grouting treatment on the broken pile position, without strengthening the shear bearing capacity of the pile foundation, which still has safety hazards under special working conditions.
[0004] In summary, the broken pile treatment as a common problem in engineering quality accidents restricts the rapid progress of the project due to its high repair cost and complex construction process. There is an urgent need for a low-cost, efficient and easy-to-implement broken pile treatment technology to meet the growing engineering demand and improve the safety and economic benefits of the project. CONTENT OF THE INVENTION
[0005] Therefore, the application provides a broken pile connecting structure of a cast-in-place pile, which not only realizes quick repair and low-cost repair of the broken pile, but also provides additional compression, tension, bending and shear bearing capacity through the introduction of the profile steel in the connecting structure, which has a good repair and reinforcement effect on the weakened bearing capacity at this position caused by the broken pile.
[0006] Specifically, the application is realized by the following scheme:
[0007] The application discloses a broken pile connecting structure of a cast-in-place pile.
[0008] Further, as preferred:
[0009] The top of the grouting layer is flush with the hollow core.
[0010] The lower end of the profile steel is fixed on the pile body at the bottom of the hollow core, and the upper end is higher than the position of the fracture zone.
[0011] In the height direction, the hollow core, the grouting layer and the profile steel are coaxially arranged with the pile body.
[0012] Compared with the prior art, the application does not need to dig out the broken pile or supplement the pile at other positions, but uses the profile steel to connect at the position of the broken pile, and extrudes and replaces the mud in the crack through high-pressure grouting, so that the pile bodies above and below the broken pile crack are connected after solidification, thereby realizing quick repair and low-cost repair of the broken pile. BRIEF DESCRIPTION OF DRAWINGS
[0013] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the embodiments or prior art description will be briefly introduced. Obviously, the drawings in the following description are only some embodiments of the present application, and other drawings can be obtained by those skilled in the art without any creative effort on the basis of these drawings.
[0014] Figure 1 It is a structural schematic diagram of the application (without installing the profile steel);
[0015] Figure 2 It is another state structural schematic diagram of the application;
[0016] Figure 3 It is a size marking diagram of the application.
[0017] The figure shows the following: 1. column body; 11. fracture zone; 12. hollow core; 2. grouting layer; 3. profiled steel; 4. foundation. DETAILED DESCRIPTION
[0018] In order to make the technical problems to be solved by the present application, technical solutions and beneficial effects clearer, the technical solutions in the embodiments of the present application will be further described in detail below with reference to the drawings in the embodiments of the present application. It should be understood that the specific embodiments described herein are only used to explain the present application and not used to limit the technical solutions of the present application. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative labor fall within the scope of protection of the present application.
[0019] It should be noted that when a component is referred to as being "fixed to" or "disposed on" another component, it can be directly or indirectly on the other component. When a component is referred to as being "connected to" another component, it can be directly or indirectly connected to the other component. The terms "upper", "lower", "left", "right", "front", "back", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like indicate the orientation or position shown in the drawings, and are only for the convenience of description, and cannot be understood as a limitation on the technical solutions.
[0020] The present application provides a broken pile splicing structure of a cast-in-place pile. The embodiments of the present application will be described below with reference to the drawings.
[0021] Referring to Figure 1 , Figure 1 The figure shows the present embodiment.
[0022] Specifically, referring to Figure 1 , the column body 1 of the cast-in-place pile and the fracture zone 11 corresponding to the broken pile, the column body 1 is located in the foundation 4, and the hollow core 12 is arranged along the height direction of the column body 1, the hollow core 12 is located in the column body 1, and the bottom of the hollow core 12 is lower than the horizontal height of the fracture zone.
[0023] In combination with Figure 2 , the grouting layer 2 and the profiled steel 3 are both located in the hollow core 12, and the grouting layer 2 is wrapped around the outer periphery of the profiled steel 3.
[0024] As a specific scheme, in combination with Figure 3 :
[0025] The width of the column body 1 is denoted as D1=600mm.
[0026] The lower end of the section steel 3 is fixed to the bottom of the hollow core 12 and fixed to the column body 1, and the upper end of the section steel 3 is higher than the position of the fracture zone 11. The height of the section steel is recorded as H2=1000mm, and the width is recorded as D2=150mm. The height of the fracture zone 11 (the distance between the horizontal position where the fracture zone 11 is located and the horizontal position where the bottom of the hollow core 12 is located) is H1=500mm.
[0027] The top and bottom of the grouting layer 2 are flush with the hollow core 12. Therefore, the grouting layer 2 is the same height as the hollow core 12, and the height of the grouting layer is recorded as H3=2000mm, and the maximum width of the grouting layer 2 is recorded as D3=300mm.
[0028] The construction process of the above structure is as follows:
[0029] S1, drill a core at the center of the cast-in-place pile and enter a certain depth below the fracture position to obtain a hollow core 12;
[0030] S2, confirm the fracture position according to the core sample and check the development of the crack, i.e. the fracture zone 11;
[0031] S3, clean the hollow core 12 and insert the section steel 3.
[0032] S4, use the adhesive as the grouting material, and grout the adhesive into the hollow core 12, and use high pressure to grout the adhesive into the crack.
[0033] The method for confirming whether the crack is filled during grouting is to detect whether the adhesive pressure value reaches a steady state. If the adhesive pressure value reaches a steady state, it is proved that the crack is filled with the adhesive.
[0034] S5, wait for the adhesive to harden and obtain the grouting layer 2, and the grouting layer 2 and the section steel 3 form an integral structure with the fracture zone 11 in the hollow core 12. The broken pile connection is completed.
[0035] The above scheme does not need to dig out the broken pile or re-pile at other positions, but uses the section steel 3 to connect at the position of the broken pile, and squeezes out and replaces the mud in the crack by high-pressure grouting, and connects the column body 1 above and below the fracture zone 11 of the broken pile after solidification, so as to realize the rapid repair and low-cost repair of the broken pile. This method can comprehensively repair the compressive and tensile bearing capacity, bending bearing capacity and shear bearing capacity of the broken pile.
[0036] For example, according to the national standard 22G813 "reinforced concrete bored pile" page 15, the general bearing pile, diameter 600mm, concrete strength C25, 8 roots 14, hoop 6@200, its compressive bearing capacity is 2019kN, flexural bearing capacity is 94kN.m, shear bearing capacity is 158kN. And in this case, the diameter of the broken pile part 12, the maximum width D3 of the grouting layer 2 is 300mm, the type steel 3 adopts Q235 H-shaped steel HW150*150*7*10, then the compressive bearing capacity of the broken pile part is 3094kN, the flexural bearing capacity is 114.3kN.m, the shear bearing capacity is 574kN, which is increased by 53%, 21% and 263% respectively, and the connecting joint can be stronger after splicing, so as to realize the effective repair of the broken pile.
[0037] The conventional repair, from hole forming to concrete pouring and curing to meet the design requirements, may take as long as 30-40 days, and the extension of the construction period has a great influence on the comprehensive construction cost; compared with the conventional repair, the method only needs 5-7 days to meet the design requirements, and after the detection is qualified, the next process can be entered. Moreover, the method does not need deep foundation pit operation, and the construction is safer and more environmentally friendly.
[0038] The above-mentioned embodiments only express several possible implementation manners of the present application, and the description is more specific and detailed, but it should not be understood as the limitation of the patent scope of the present application, and the embodiments are not used to limit the protection scope in the claims of the present application. For ordinary skilled in the art, without departing from the concept of the present application, a number of modifications and improvements can be made, and any equivalent implementation or change without departing from the present application shall be included in the present application.
Claims
1. A pile splicing structure of a broken pile of a cast-in-place pile, comprising a pile shaft of the cast-in-place pile and a fracture zone corresponding to the broken pile, characterized in that: A hollow core is arranged along the height direction of the pile body, the hollow core is located in the pile body, the bottom of the hollow core is lower than the horizontal height of the fracture zone, the grouting layer and the profile steel are both located in the hollow core, and the grouting layer is wrapped around the outer periphery of the profile steel.
2. The pile splicing structure of claim 1, wherein: The top of the grouting layer is flush with the hollow core.
3. The pile splicing structure of claim 1, wherein: The lower end of the profile steel is fixed on the pile body at the bottom of the hollow core, and the upper end is higher than the position of the fracture zone.
4. The splicing structure of a bored pile according to claim 3, characterized in that, The horizontal position of the bottom of the hollow core is lower than the horizontal position of the fracture zone, the distance between the profile steel and the bottom of the hollow core is denoted as H2, the distance between the fracture zone and the bottom of the hollow core is denoted as H1, the grouting layer is flush with the hollow core, the height of the grouting layer is denoted as H3, and each height satisfies: H2 is twice H1, and H3 is twice H2.
5. The pile splicing structure of claim 1, wherein: Along the height direction, the hollow core, the grouting layer and the profile steel are coaxially arranged with the pile body.
6. The splicing structure of a bored pile according to claim 5, wherein The width of the pile body is denoted as D1, the width of the profile steel is denoted as D2, and the width of the grouting layer is denoted as D3, and each width satisfies: D3 is not more than half of D1, and D2 is not more than half of D3.
7. The splicing structure of a bored pile according to claim 6, characterized in that: D1:D3=2~4:1, and D2:D3=0.4~0.6:1.