CN218090787U - Wrapping type high-strength composite grid cage structure of vibration immersed tube pile in soft soil area - Google Patents

Abstract

The utility model relates to a weak soil foundation treatment technical field especially relates to a compound grid cage structure that excels in of parcel formula of weak soil area vibration immersed tube stake, including the grid body, the inside cavity of grid body, its characterized in that, this internal grid cage that has of grid, establish including high strength geotechnological sack and cover in the grid cage high strength geotechnological grille in the geotechnological sack that excels in, the grid cage adopts the whole section parcel, and high strength geotechnological grid cage forms parcel grid cage structure, forms supporting role to outside high strength geotechnological sack, is favorable to the construction down cage convenient and fast.

Description

Wrapping type high-strength composite grid cage structure of vibration immersed tube pile in soft soil area

Technical Field

The utility model relates to a soft soil foundation treatment technical field especially relates to a compound grid cage structure that excels in of parcel formula of weak soil area vibration immersed tube stake.

Background

The statements in this section merely provide background information related to the present disclosure and may not constitute prior art.

A vibration immersed tube pore-forming pile is a kind of foundation treatment technology which adopts a vibration immersed tube construction method to form pile pores, and forms a pile body through blanking and vibration.

For the vibrating immersed tube granular pile, a scholart proposes that after the vibrating immersed tube is drilled, a layer of geogrid material is wrapped outside a granular pile body to provide radial restraint, the dependence of the pile body material on the properties of the surrounding soil body is reduced, but the bulging lateral extrusion effect on the upper part of the pile body is obvious, the condition that the strength of a layer of geosynthetic material is insufficient and the layer of geosynthetic material fails is easy to occur, and meanwhile, the granular material is extruded from a larger pore space in the vibrating pile-forming construction process, so that the construction control of the whole structure is not facilitated. In addition, the students propose that after the vibration immersed tube is drilled, high-strength geotextile bags and geogrids are adopted to wrap the loose particles to form an assembled wrapping unit and the assembled wrapping unit is vertically assembled, but the integrity is poor when local wrapping bodies are stacked to form a pile. Aiming at the vibration immersed tube cast-in-place pile, when the pile is used for treating the flow-plastic soft soil foundation, the condition of poor pile forming effect is not effectively improved all the time. Therefore, the vibration immersed tube granular-body pile and the vibration immersed tube filling pile all face various limitations when treating soft soil foundations, and the popularization and the application of the vibration immersed tube method are influenced.

SUMMERY OF THE UTILITY MODEL

The inventor finds out through research that when soft land is treated, if a grid cage with higher strength and encapsulation can be found, the vibration pipe sinking method in soft land foundation operation can be effectively popularized.

The utility model aims to provide a parcel formula high strength composite grid cage structure and construction method of vibration immersed tube stake in soft soil area through setting up grid cage, high strength geotechnological sack and high strength geogrid, solves prior art and can't effectively avoid the lateral bulge of granular material to warp and destroy when facing to soft soil ground, can avoid bored concrete pile body material to run off and the technical problem of disconnected stake simultaneously.

According to one aspect of the disclosure, a wrapped high-strength composite grid cage structure of a vibration immersed tube pile in a soft soil area and a construction method are provided.

In some embodiments of the present disclosure, the high-strength geogrid is formed by roll forming, and the end portion of the high-strength geogrid is fixed by a flat earth bar.

In some embodiments of the present disclosure, one end of the high-strength geotextile bag is bundled with a bundle reinforcing steel bar group, and the other end is fixedly connected to the inner wall of the grille cage.

In some embodiments of the present disclosure, a pile top snap ring is movably connected to an end of the high-strength geotextile bag away from the bundle reinforcing steel bar group.

Compared with the prior art, the method has the following advantages and beneficial effects:

1. the high-strength geogrid is connected by adopting flat earth work bars, and a grid cage can be quickly manufactured; the high-strength geogrid cage forms a semi-rigid framework wrapping the grid cage structure, and has a supporting effect on an external high-strength geotextile bag, so that the construction is facilitated, the cage can be placed conveniently and quickly, meanwhile, a protection effect can be formed on the flexible high-strength geotextile bag, and the high-strength geotextile bag is prevented from being damaged by puncture from corner objects inside and outside the pile;

2. the high-strength geotextile bag is formed by bundling high-strength geotextile cloth sections by a tubular machine, a wrapping grid cage with each pile length can be rapidly manufactured, the high-strength geotextile cloth is reversely wrapped into the inner side of the cage and is fixed by a clamping ring, so that the high-strength geotextile bag and the high-strength geogrid tube are prevented from relative dislocation in the construction process, the coordination of the high-strength geotextile bag and the high-strength geogrid cage in the construction process is enhanced, and the pile forming effect is greatly improved;

3. aiming at the granular pile, the ultimate strength of the high-strength geotextile can reach 300-1000kN/m, the lateral constraint on the radial deformation of the pile body can be greatly enhanced, the vertical load transfer effect is improved, and the larger lateral bulging deformation and damage of the upper part of the pile body under the constraint action of higher pressure stress and softer weak stratum can be effectively avoided; the strong and tough geotextile bags are arranged outside the geogrid cage, so that broken stones can be prevented from being extruded out of gaps of the geogrid cage and flowing into a weak stratum; the water permeability of the high-strength geotextile can ensure the drainage channel function of the granular pile body;

4. aiming at the cast-in-place pile, in the early stage of the condensation of the pile body material, the high-strength geotextile bag can serve as an isolation layer between the pile body and an external soil body, so that the pile body material is prevented from being lost under the action of external flow-plastic soft soil, a better pile forming effect is realized, and diseases such as pile breakage and the like are prevented;

5. after the vibration immersed tube pore-forming pile adopts the structure disclosed by the invention, the adaptability of the pile body to a soft soil foundation can be greatly enhanced, the foundation stabilization effect is good, the construction process is simple, and the convenience and the rapidness are realized.

Drawings

FIG. 1 is a schematic view of the present invention;

fig. 2 is a partial sectional view taken along direction a of the present invention;

FIG. 3 is a diagram illustrating the operation of the present invention;

fig. 4 is a pile-forming state diagram of the present invention.

Illustration of the drawings:

1-high-strength geotextile bags; 1A-a high-strength geotextile pile top reverse wrapping section; 1B-binding a bottom binding section of the high-strength geotextile pile; 2-high-strength geogrid; 3-a grid cage; 4-bundling the steel bar group; 5-pile top snap ring; 6-a flat earth work bar; 7-pile body material; 8-foundation; 9-formation boundary; 10-sinking the tube; 11-tube top port; 12-tube bottom port; 13-vertical lifting type feed hopper.

Detailed Description

Referring to the accompanying drawings 1-4, the present embodiment provides a wrapped high-strength composite grid cage structure of a vibration immersed tube pile in a soft soil area and a construction method thereof, and the wrapped high-strength composite grid cage structure and the construction method are already in practical use stage in the field.

In the following paragraphs, the different aspects of the embodiments are defined in more detail. Aspects so defined may be combined with any other aspect or aspects unless clearly indicated to the contrary. In particular, any feature considered to be preferred or advantageous may be combined with one or more other features considered to be preferred or advantageous. The terms "first", "second", and the like in the present invention are used for convenience of description only to distinguish different constituent elements having the same name, and do not indicate a sequential or primary-secondary relationship.

One aspect of the disclosure:

example 1

The present embodiment at least includes the following contents: the utility model provides a soft soil area vibration immersed tube stake's compound grid cage structure that excels in of parcel formula, includes the grid body, the inside cavity of grid body, preferably is the cavity in this embodiment of inside cavity. The grating body is internally provided with a grating cage 3, and the grating cage 3 adopts a wrapping type grating cage. The high-strength geotextile bag 1 and the high-strength geogrid 2 sleeved in the high-strength geotextile bag 1 are arranged in the grid cage 3, the grid cage 3 is wrapped in a whole section, the whole section of wrapping can be simultaneously suitable for granular piles and cast-in-place piles, and the lateral constraint strength of the soft soil foundation is guaranteed. The high-strength geogrid 2 is formed by winding, a connecting port is partially overlapped, the end part of the high-strength geogrid 2 is fixed by a flat earthwork rod 6, and after holes are formed by a vibration immersed tube method, the grid cage 3 is placed into an immersed tube, so that the grid cage can be directly blanked into the cage to form a pile.

Example 2

This example only describes the differences from example 1: the high-strength geotextile bag 1 is formed by binding one end of a cylindrical high-strength geotextile bag 1 which is beaten by a weaving machine by adopting a binding steel bar group 4, the other end of the cylindrical high-strength geotextile bag is fixedly connected with the inner wall of a grille cage 3, the fixed connection modes comprise bonding, buckling, clamping and the like, the preferred implementation mode of the embodiment is bonding, and the connection stability of the high-strength geotextile bag 1 is ensured. One end of the high-strength geotextile bag 1, far away from the end fixedly bound with the binding steel bar group 4, is movably connected with a pile top snap ring 5, and the cage is fixed by the pile top snap ring 5, so that the high-strength geotextile bag and the high-strength geogrid cylinder are prevented from relative dislocation in the construction process.

The specific operation remote and process of the disclosure is as follows: leveling the ground, measuring and setting the line and positioning the pile, positioning the pile machine in place, and prefabricating and wrapping a grid cage at the same time; prefabricating an immersed tube, and burying the immersed tube into soil to reach the designed pile bottom elevation; hoisting a prefabricated wrapped grid cage downwards from a pipe top port of the immersed pipe and installing the wrapped grid cage in place, adopting a residual vibration method in the pipe drawing process, determining parameters of the residual vibration method in advance, including unit length, residual vibration length and residual vibration time, and determining reasonable parameters when testing the pile aiming at different residual vibration parameters of the granular pile and the cast-in-place pile; feeding downwards from the pipe top port of the immersed pipe through a vertical lifting type feeding hopper, and performing vibration retention in a weak vibration mode to achieve vibration retention time; then pipe drawing and vibration pile forming operation are carried out successively, the pipe drawing speed is matched with the blanking speed, and a strong vibration mode is adopted; stopping tube drawing and blanking after blanking reaches the unit length of the residual vibration method, keeping the end port of the immersed tube in the material body to reach the residual vibration length, and adopting a weak vibration mode to enhance the vibration to reach the residual vibration time so as to continue the blanking and tube drawing; after the pile body is filled, vibrating and pulling out the immersed tube; and (5) adopting corresponding pile top sealing and protecting measures according to the granular pile or the cast-in-place pile, and finishing the single-pile construction.

The above description is only exemplary of the present invention and should not be taken as limiting the scope of the present invention, as any modifications, equivalents, improvements and the like made within the spirit and principles of the present invention are intended to be included within the scope of the present invention.

Claims (4)

1. The utility model provides a soft soil area vibration immersed tube stake's compound grid cage structure that excels in of parcel formula, includes the grid body, the inside cavity of grid body, its characterized in that, grid cage (3) have in the grid body, establish including high strength geotechnological sack (1) and cover in grid cage (3) high strength geogrid (2) in the high strength geotechnological sack (1), grid cage (3) adopt whole section parcel.

2. The wrapped high-strength composite grid cage structure of the vibratory pile sinking in the soft soil area according to claim 1, wherein the high-strength geogrid (2) is formed by rolling, and the end part of the high-strength geogrid (2) is fixed by a flat geogrid (6).

3. The wrapped high-strength composite grid cage structure for the vibration pipe pile in the soft soil area according to claim 1, wherein one end of the high-strength geotextile bag (1) is tied with a bundle reinforcement group (4), and the other end of the high-strength geotextile bag is fixedly connected to the inner wall of the grid cage (3).

4. The wrapped high-strength composite grid cage structure for the vibration immersed tube pile in the soft soil area according to claim 3, wherein one end, far away from the fixedly bound bundle reinforcement group (4), of the high-strength geotextile bag (1) is movably connected with a pile top snap ring (5).

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