Open caisson anti-super-sinking structure in deep soft stratum
By setting side reinforcement piles and base reinforcement piles on the outside of the caisson, combined with support beams, the problem of over-sinking during caisson construction in deep and soft strata was solved, achieving stability and verticality control of caisson sinking and reducing construction costs.
Patent Information
- Application Number
- CN202520073016.9
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2025-01-13
- Publication Date
- 2026-02-06
- Estimated Expiration
- 2035-01-13
AI Technical Summary
In deep, soft strata, caisson construction is prone to over-sinking and tilting. Existing technologies are insufficient to effectively control the sinking of caissons, leading to delays in the construction period.
Side reinforcement piles and base reinforcement piles are installed on the outside of the caisson. Combined with the support beam, the reaction force of the base reinforcement piles is used to control the sinking height of the caisson and prevent over-sinking. The side reinforcement piles provide friction and guidance.
It effectively prevents sudden and excessive sinking of caissons, controls the verticality of caisson sinking, reduces construction costs, and improves construction efficiency.
Smart Images
Figure CN223880366U_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The utility model relates to caisson technology field especially relates to a caisson anti -over -sinking structure in deep soft weak stratum. BACKGROUND
[0002] When the caisson sinks in the soft soil foundation, the soft soil has the characteristics of high water content, low bearing capacity and high sensitivity, which leads to very low bearing capacity of the foundation. During the sinking process of the caisson, the soft soil cannot provide enough friction resistance for the side wall of the caisson, and the phenomenon of sudden sinking and deflection is easy to occur. At the same time, during the soil removal work of the caisson sinking in the soft soil layer, the surrounding soil will flow into the well due to the increase of the height difference between the soil inside and outside the well, causing the uplift of the soil at the bottom of the well and the occurrence of the surrounding settlement.
[0003] At present, there are mainly two methods for controlling the elevation of the caisson in the soft soil area: one is to replace the coarse material outside the side wall of the caisson to increase the friction resistance of the side wall, but this method also has obvious shortcomings. Once the depth of the caisson is deep, the replacement amount is huge, and the cost is increased. The second method is to grout along the periphery of the side wall of the caisson. This method needs to strictly control the grouting pressure and the amount of grouting. Once the grout invades the bottom of the caisson, the grout will solidify after the grout solidifies, which will easily cause the side wall of the caisson to be unable to sink. Therefore, how to control the sinking of the caisson during the construction process in the deep soft soil layer and avoid the sinking of the caisson to cause the delay of the construction period is particularly important. CONTENT OF THE UTILITY MODEL
[0004] The utility model aims at providing a caisson anti -over -sinking structure in deep soft weak stratum to solve the problem of easy over -sinking of the caisson construction in the soft soil area in the prior art.
[0005] In order to achieve the above-mentioned purpose, the utility model provides a caisson anti -over -sinking structure in deep soft weak stratum, which comprises a caisson body, a side reinforcing pile, a foundation reinforcing pile and a supporting beam, the foundation reinforcing pile and the side reinforcing pile are arranged in the stratum, the foundation reinforcing pile is located at the lower side of the caisson body, the foundation reinforcing pile is provided with a plurality of top ends, the top end of each foundation reinforcing pile is flush with the set elevation surface of the caisson body, the supporting beam is fixedly connected to the bottom of the caisson body, the bottom end of the caisson body has a reference surface, the supporting beam has a supporting surface, the supporting surface is flush with the reference surface, and the reference surface and the supporting surface are supported on the top end of the foundation reinforcing pile; the side reinforcing pile is arranged outside the caisson body, and the side reinforcing pile is provided with a plurality of side reinforcing piles around the caisson body.
[0006] Preferably, the diameter of each side reinforcing pile is D, the core distance of two adjacent side reinforcing piles is S, and D > S, so that there is an overlapping part between the two adjacent side reinforcing piles.
[0007] Preferably, 150mm≤D-S≤250mm.
[0008] Preferably, the side reinforcement pile is provided with at least two layers along the radial direction of the caisson body, and the side reinforcement piles of adjacent two layers have overlapping portions.
[0009] Preferably, the base reinforcement piles are arranged in an array, each base reinforcement pile has a diameter d, and the distance between adjacent two base reinforcement piles is L, and L>d.
[0010] Preferably, 200≤L-d≤400mm.
[0011] Preferably, the support beam comprises a first ground beam and a second ground beam, the first ground beam and the second ground beam are arranged in a cross shape, and the bottom surfaces of the first ground beam and the second ground beam form the support surface.
[0012] Preferably, the caisson body has a blade foot, and the bottom surface of the blade foot forms the reference surface.
[0013] Compared with the prior art, the deep and soft stratum caisson anti-over-sinking structure has the beneficial effects that the side reinforcement piles are arranged on the outer side of the caisson body, the side reinforcement piles can reinforce the soft soil layer around the caisson, provide sufficient friction for the sinking of the caisson, prevent sudden sinking and slow down over-sinking, and have a good guiding effect on the sinking of the caisson body, thereby controlling the perpendicularity of the sinking of the caisson body; the base reinforcement piles are arranged on the lower side of the caisson body, the top end plane of the base reinforcement piles is flush with the set elevation surface of the caisson body, the top end position of the base reinforcement piles is the set position of the sinking of the caisson body, a support beam is arranged at the bottom of the caisson body, the support surface of the support beam is flush with the reference surface of the caisson body, the support surface and the reference surface are located at the top end of the base reinforcement piles when the caisson body sinks, the counterforce of the base reinforcement piles is used to support the caisson body and the support beam, the height of the sinking of the caisson body is controlled, and thus over-sinking of the caisson body is avoided. BRIEF DESCRIPTION OF DRAWINGS
[0014] Figure 1 is a structural schematic view of the deep and soft stratum caisson anti-over-sinking structure of the utility model;
[0015] Figure 2 is Figure 1 a distribution schematic view of the caisson body, the side reinforcement piles and the base reinforcement piles of the deep and soft stratum caisson anti-over-sinking structure of the utility model;
[0016] Figure 3 is Figure 1 a distribution schematic view of the caisson body and the support beam of the deep and soft stratum caisson anti-over-sinking structure of the utility model.
[0017] In the figure, 1, caisson body, 11, reference surface, 12, blade foot, 2, side reinforcement pile, 3, base reinforcement pile, 4, support beam, 41, first ground beam, 42, second ground beam, 43, support surface. DETAILED DESCRIPTION
[0018] The specific embodiments of the utility model are described in further detail below in combination with the drawings and examples. The following examples are used to illustrate the utility model, but are not used to limit the scope of the utility model.
[0019] An optimized embodiment of the caisson anti-over-sinking structure in deep and weak stratum of the utility model is shown in the figure, which comprises a caisson body 1, side reinforcement piles 2, base reinforcement piles 3 and a support beam 4. Figures 1 to 3
[0020] The caisson body 1 is a cylindrical structure with open top and bottom. In this embodiment, the cross section of the caisson body 1 along the horizontal direction is circular, but in other embodiments, the cross section of the caisson body 1 along the horizontal direction can also be square, rectangular, etc.
[0021] The base reinforcement piles 3 are located at the lower side of the caisson body 1, and the side reinforcement piles 2 are arranged outside the caisson body 1. The vertical projection of the caisson body 1 covers the base reinforcement piles 3, and the bottom end of the side reinforcement piles 2 is below the top end of the base reinforcement piles 3, so that the bottom end of the side reinforcement piles 2 circumferentially surrounds the top of the base reinforcement piles 3.
[0022] There are multiple base reinforcement piles 3 and side reinforcement piles 2. The base reinforcement piles 3 are distributed in a matrix form, and the side reinforcement piles 2 are distributed around the caisson body 1. The base reinforcement piles 3 support the caisson body 1 in the vertical direction and limit the sinking height of the caisson body 1. The side reinforcement piles 2 can reinforce the weak soil layer and provide sufficient friction for the sinking of the caisson body 1, preventing sudden sinking and slowing down over-sinking. In addition, the side reinforcement piles 2 can also guide the sinking of the caisson body 1 and control the verticality of the sinking, thereby ensuring the depth of the sinking caisson body 1.
[0023] In this embodiment, the base reinforcement piles 3 and the side reinforcement piles 2 are both mixing piles, each meter of which contains 110 kg of cement and has a water-cement ratio of 0.6. The base reinforcement piles 3 and the side reinforcement piles 2 are constructed using a four-jet four-mixing process, and the 28d strength of the cement-soil after 28 days of standing is not less than 0.8Mpa. After the base reinforcement piles 3 are arranged in the stratum, they play a role in closing the base and isolating the soil from the pit bottom.
[0024] The top end of each foundation reinforcement pile 3 is flush with the set elevation plane of the caisson body 1, wherein the bottom end of the caisson body 1 has a reference plane 11, and the set elevation plane of the caisson body 1 refers to the plane where the reference plane 11 is located when the caisson body 1 is sinking, and is also the sinking depth of the caisson body 1.
[0025] The support beam 4 is fixedly connected to the bottom of the caisson body 1, and the bottom end of the support beam 4 has a support plane 43 flush with the reference plane 11, and the reference plane 11 and the support plane 43 are both supported on the top end of the foundation reinforcement pile 3. Since the support plane 43 and the reference plane 11 are flush, and the foundation reinforcement pile 3 is located on the lower side of the caisson body 1, when the caisson body 1 is sinking, the support plane 43 and the reference plane 11 are first supported on the top end of the foundation reinforcement pile 3, at which time the caisson body 1 no longer sinks. Since the top end of the foundation reinforcement pile 3 is flush with the set elevation plane of the caisson body 1, the support plane 43 and the reference plane 11 of the caisson body 1 are flush with the set elevation plane of the caisson body 1, ensuring that the height of the caisson body 1 after sinking is the calibrated height, thereby avoiding over-sinking of the caisson.
[0026] The caisson over-sinking prevention structure in the deep and weak stratum is provided with side reinforcement piles 2 on the outside of the caisson body 1, which can reinforce the soft soil layer around the caisson, provide sufficient friction for sinking of the caisson, prevent sudden sinking and slow down over-sinking, and at the same time have a good guiding effect on sinking of the caisson body 1, controlling the perpendicularity of sinking of the caisson body 1. The foundation reinforcement piles 3 are arranged on the lower side of the caisson body 1, and the top end of the foundation reinforcement pile 3 is flush with the set elevation plane of the caisson body 1, and the position of the top end of the foundation reinforcement pile 3 is the set position of the body sinking. The support beam 4 is also arranged on the bottom of the caisson body 1, and the support plane 43 of the support beam 4 and the reference plane 11 of the caisson body 1 are flush. When the caisson body 1 is sinking, the support plane 43 and the reference plane 11 are seated on the top end of the foundation reinforcement pile 3, and the counterforce of the foundation reinforcement pile 3 is used to support the caisson body 1 and the support beam 4, controlling the height of sinking of the caisson body 1, thereby avoiding over-sinking of the caisson body 1.
[0027] Preferably, the diameter of each side reinforcement pile 2 is D, and the pile core distance between two adjacent side reinforcement piles 2 is S, and D > S, so that there is an overlapping portion between the two adjacent side reinforcement piles 2.
[0028] The diameter of the side reinforcement pile 2 is greater than the pile core distance between two adjacent side reinforcement piles 2, so that the two adjacent side reinforcement piles 2 overlap each other to form an overlapping portion, which ensures that there is no stratum between the two adjacent side reinforcement piles 2, and the side reinforcement pile 2 can provide sufficient friction to the entire side wall of the caisson body 1, and also ensures a good guiding effect.
[0029] Preferably, 150 mm ≤ D - S ≤ 250 mm.
[0030] The size of the overlapping part is between 150-250mm, and a size that is too large may cause the part to be unable to effectively overlap during the formation of the mixing pile, and a size that is too small may cause the side reinforcement pile 2 to be too dense and high in cost. In the embodiment, the diameter D of the side reinforcement pile 2 is 700mm, the pile core distance S is 500mm, and the size of the overlapping part is 200mm.
[0031] Preferably, the side reinforcement pile 2 is provided with at least two layers in the radial direction of the caisson body 1, and the adjacent two layers of side reinforcement piles 2 have an overlapping part.
[0032] The side reinforcement pile 2 is provided with at least two layers, which can effectively reinforce the soft soil layer and avoid the side reinforcement pile 2 from deviating due to the small bearing capacity of the soft soil layer. In the embodiment, the side reinforcement pile 2 is provided with three layers.
[0033] Preferably, the base reinforcement pile 3 is arranged in an array, each base reinforcement pile 3 has a diameter d, and the distance between adjacent two base reinforcement piles 3 is L, L>d.
[0034] The diameter of the base reinforcement pile 3 is smaller than the distance between adjacent two base reinforcement piles 3, so that the adjacent base reinforcement piles 3 have a spacing, and the base reinforcement piles 3 are discretely distributed, which can reduce the arrangement cost of the base reinforcement piles 3 while reinforcing the stratum. The distance L between adjacent two base reinforcement piles 3 refers to the distance between the pile cores of the two base reinforcement piles 3.
[0035] Preferably, 200L-d400mm.
[0036] The spacing between the base reinforcement piles 3 is between 200-400mm, which can ensure that the base reinforcement piles 3 have sufficient strength to support the caisson body 1 while reinforcing the stratum, prevent the caisson body 1 from further sinking, and prevent over-sinking. In the embodiment, the diameter d of the base reinforcement pile 3 is 700mm, and the distance L between adjacent two base reinforcement piles 3 is 1000mm.
[0037] Preferably, the support beam 4 includes a first ground beam 41 and a second ground beam 42, the first ground beam 41 and the second ground beam 42 are arranged in a cross shape, and the bottom surfaces of the first ground beam 41 and the second ground beam 42 form a support surface 43.
[0038] The support beam 4 is formed by the first ground beam 41 and the second ground beam 42 arranged in a cross shape, and the first ground beam 41 and the second ground beam 42 are simultaneously supported on the base reinforcement pile 3, which can balance the reaction force of the base reinforcement pile 3 on the support beam 4 and avoid the caisson body 1 from tilting and deviating. In the embodiment, the first ground beam 41 and the second ground beam 42 are perpendicular to each other and arranged in a cross shape.
[0039] Preferably, the caisson body 1 has a blade foot 12, and the bottom surface of the blade foot 12 forms the reference surface 11.
[0040] The blade foot 12 is usually the lowest part of the caisson body 1, and the bottom surface of the blade foot 12 is the first to contact the foundation reinforcement pile 3 when the caisson body 1 is sinking, so forming the bottom surface of the blade foot 12 as the reference surface 11 simplifies the forming method of the reference surface 11. The caisson anti-over-sinking structure in the deep and weak stratum is simple to operate when the caisson is sinking, has low cost, and is convenient and efficient to construct.
[0041] In summary, the embodiment of the utility model provides a caisson anti-over-sinking structure in a deep and weak stratum, which is provided with side reinforcement piles outside the caisson body, the side reinforcement piles can reinforce the weak soil layer around the caisson, provide sufficient friction for the sinking of the caisson, prevent sudden sinking and slow down over-sinking, and have a good guiding effect on the sinking of the caisson body, controlling the perpendicularity of the sinking of the caisson body; the caisson body is provided with a foundation reinforcement pile at the lower side, and the top end of the foundation reinforcement pile is flush with the set elevation surface of the caisson body, so the position of the top end of the foundation reinforcement pile is the set position of the sinking of the caisson body, and a support beam is further provided at the bottom of the caisson body, the support surface of the support beam is flush with the reference surface of the caisson body, and when the caisson body is sinking, the support surface and the reference surface are located on the top end of the foundation reinforcement pile, the caisson body and the support beam are supported by the reaction force of the foundation reinforcement pile, the height of the sinking of the caisson body is controlled, and thus over-sinking of the caisson body is avoided.
[0042] The above only describes the preferred embodiments of the utility model, and it should be noted that, for ordinary skilled persons in the technical field, several improvements and replacements can be made without departing from the technical principles of the utility model, and these improvements and replacements should also be considered as the protection scope of the utility model.
Claims
1. A structure for preventing over-sinking of a sinking well in a deep and soft ground, characterized in that, The utility model provides a kind of sinking well body (1), side reinforcement pile (2), base reinforcement pile (3) and support beam (4), the base reinforcement pile (3) and the side reinforcement pile (2) are used to be arranged in stratum, the base reinforcement pile (3) is located in the lower side of the sinking well body (1), the base reinforcement pile (3) has multiple, the top end of each base reinforcement pile (3) is in the plane with the sinking well body (1) specified elevation plane flush, the support beam (4) is fixedly connected in the bottom of the sinking well body (1), the most bottom end of the sinking well body (1) has reference surface (11), the support beam (4) has support surface (43), the support surface (43) is flush with the reference surface (11), the reference surface (11), the support surface (43) are supported in the top end of the base reinforcement pile (3);The side reinforcement pile (2) is located in the outside of the sinking well body (1), and the side reinforcement pile (2) is provided with multiple around the sinking well body (1).
2. The sinking well anti-over-sinking structure in deep and weak stratum according to claim 1, characterized in that, The diameter of each side reinforcement pile (2) is D, the core distance of adjacent two side reinforcement piles (2) is S, D>S, so that there is an overlapping portion between the adjacent two side reinforcement piles (2).
3. The sinking well anti-over-sinking structure in deep and soft ground layer according to claim 2, characterized in that, 150mm≤D-S≤250mm.
4. The sinking well anti-over-sinking structure in deep and soft ground layer according to any one of claims 1-3, characterized in that, The side reinforcement pile (2) is provided with at least two layers along the radial direction of the sinking well body (1), and there is an overlapping portion between adjacent two layers of side reinforcement piles (2).
5. The sinking well anti-over-sinking structure in deep and soft ground layer according to any one of claims 1-3, characterized in that, The base reinforcement piles (3) are arranged in an array, the diameter of each base reinforcement pile (3) is d, and the distance between adjacent two base reinforcement piles (3) is L, L>d.
6. The sinking well anti-over-sinking structure in deep and soft ground layer according to claim 5, characterized in that, 200≤L-d≤400mm.
7. The sinking well anti-over-sinking structure in deep and thick soft ground layer according to any one of claims 1-3, characterized in that, The support beam (4) includes a first ground beam (41) and a second ground beam (42), the first ground beam (41) and the second ground beam (42) are arranged in cross, and the bottom surfaces of the first ground beam (41) and the second ground beam (42) form the support surface (43).
8. The sinking well anti-over-sinking structure in deep and soft ground layer according to claim 7, characterized in that, The sinking well body (1) has a blade foot (12), and the bottom surface of the blade foot (12) forms the reference surface (11).