CN213897232U

CN213897232U - Novel stress release hole structure

Info

Publication number: CN213897232U
Application number: CN202022851640.7U
Authority: CN
Inventors: 俞建金; 顾然; 吴斌华; 魏鹏; 全程; 许冬清
Original assignee: Jiangsu Jianyuan Construction Co ltd
Current assignee: Jiangsu Jianyuan Construction Co ltd
Priority date: 2020-12-01
Filing date: 2020-12-01
Publication date: 2021-08-06
Anticipated expiration: 2030-12-01

Abstract

The utility model provides a novel stress relief pore structure, including two rows of stress relief holes, wherein every row has a plurality of stress relief holes, and the range of interval D between two rows of stress relief holes does: 600-: 1500-2500mm, the aperture of each stress release hole is 400-600mm, a pipe is arranged in each stress release hole, and the outer diameter of the pipe is slightly smaller than the aperture of the stress release hole. In this way, the utility model discloses can solve the artifical coarse sand that backfills that current stress relief hole conventional construction exists and backfill the speed slow, to the soil body deformation absorption unobvious problem that the precast pile produced.

Description

Novel stress release hole structure

Technical Field

The utility model belongs to the technical field of the building and specifically relates to a novel stress relief pore structure is related to.

Background

The precast pile is used as a soil-extruding pile, a remarkable soil-extruding effect can be generated in the pile sinking process of the precast pile, namely, larger soil pressure and hyperstatic pore water pressure are generated in a soil layer, obvious horizontal and vertical displacement can be generated in the process of dissipation of the soil pressure and the pore water pressure, after the soil pressure and the pore water pressure are accumulated to a certain degree, the lateral displacement of adjacent buildings and pipelines can be out of limit, the adjacent buildings and the pipelines are unevenly settled and are broken under cracking, so in order to avoid the influence of the precast pile sinking on the surrounding environment, stress release holes are mainly arranged on the periphery of the field in the current engineering to play a role in releasing the hyperstatic pore water pressure and absorbing the deformation of soil, and the conventional stress release holes are mainly formed in the following mode, namely, a long spiral drilling machine is firstly adopted to lead holes, and then coarse sand and melon seed slices are filled in the holes.

The defects of the conventional stress relief hole method are mainly as follows:

(1) the coarse sand is backfilled manually, and the backfilling speed is low;

(2) as the coarse sand and the melon seed slices are backfilled in the holes, the deformation and absorption of the soil body generated by the precast pile are not obvious;

(3) the cost of the coarse sand material rises too fast at present, so that the material cost is high.

SUMMERY OF THE UTILITY MODEL

In order to solve the problem, the utility model provides a novel stress release hole structure can solve the artifical coarse sand backfill that current stress release hole conventional construction exists and backfill the problem that the speed is slow, the soil body deformation absorption is obscure to the precast pile production.

The main contents of the utility model include: the utility model provides a novel stress relief pore structure, includes two rows of stress relief holes, wherein every row has a plurality of stress relief holes, and the range of interval D between two rows of stress relief holes is: 600-: 1500-2500mm, the aperture of each stress release hole is 400-600mm, a pipe is arranged in each stress release hole, and the outer diameter of the pipe is slightly smaller than the aperture of the stress release hole.

Preferably, the pipe is made of polyethylene composite materials.

Preferably, the wall thickness of the tube is set to 8-12 mm.

Preferably, a steel wire mesh is arranged in the pipe in the vertical direction 1-2 meters each.

Preferably, an anti-extrusion channel is dug at the top of the stress release hole.

Preferably, the width W of the anti-extrusion groove is 2200mm, and the depth H is 1500 mm.

Preferably, the bottom of the pipe is placed with a stone block.

The beneficial effects of the utility model reside in that:

1. the steel wire mesh framework polyethylene composite pipe is used for replacing coarse sand for backfilling, and the steel wire mesh framework polyethylene composite pipe is directly hoisted by machinery, so that the labor is saved, and the construction progress is accelerated;

2. compared with coarse sand backfilling, the polyethylene composite pipe with the embedded steel wire mesh skeleton and certain elasticity has obvious deformation of a soil body, and meanwhile, the super-static pore water pressure is effectively discharged due to the water permeability of the polyethylene composite pipe;

3. compared with the conventional backfilling mode of coarse sand melon seed slices with stress release holes, the polyethylene composite pipe can be repeatedly utilized, so that the cost is greatly reduced.

Drawings

FIG. 1 is a front view of a preferred embodiment of a novel stress relief hole configuration;

FIG. 2 is a side view of a novel stress relief hole configuration;

FIG. 3 is a top view of a novel stress relief hole structure;

reference numerals: 1. stress release hole, 2, polyethylene composite pipe, 3, steel wire net, 4, prevent crowded ditch.

Detailed Description

The technical solution protected by the present invention will be specifically described below with reference to the accompanying drawings.

The utility model provides a novel stress relief pore structure, includes two rows of stress relief pore 1, wherein every row has a plurality of stress relief pore 1, and the interval D between two rows of stress relief pore 1 is 800mm, and the interval D between two adjacent stress relief pore 1 is 1800mm, and the aperture of every stress relief pore 1 is 500mm, is provided with compound pipe 2 of polyethylene in every stress relief pore 1, compound pipe 2's of polyethylene external diameter is 400mm, and the wall thickness is 10 mm.

Further, every 1 meter is provided with a wire net 3 along vertical direction in the compound pipe of polyethylene 2, can support compound pipe of polyethylene 2 effectively, makes its deformation more even.

Further, in order to prevent the polyethylene composite pipes 2 from being squeezed against each other, an extrusion preventing groove 4 is dug at the top of the stress releasing hole 1, the width W of the extrusion preventing groove 4 is set to 2200mm, and the depth H is set to 1500 mm.

Furthermore, a block stone (not shown in the figure) is arranged at the bottom of the polyethylene composite pipe 2 to prevent the polyethylene composite pipe 2 from floating upwards after the polyethylene composite pipe is placed.

The utility model discloses a work progress as follows:

firstly, construction positioning and paying-off: positioning according to the anti-extrusion ditch distribution diagram by using a total station and a level gauge before construction, and marking;

secondly, digging an anti-extrusion ditch: digging an anti-extrusion ditch 4 with the width of 2.2m and the depth of 1.5m above the position of the stress release hole 1 to be drilled by adopting a digging machine, wherein the total length of the anti-extrusion ditch 4 is determined according to the specific situation of the project;

thirdly, hole guiding: a long spiral drilling machine is in place, a lead hole is drilled according to a determined paying-off position, two rows of stress release holes 1 are drilled, the aperture of each stress release hole 1 is 500mm, the distance between every two stress release holes is 1800mm, and the row spacing is 800mm (the depth of the lead hole is determined by combining the actual length, elevation and surrounding environment of an engineering pile, and the depth of the lead hole of 12m is taken as an example in the scheme);

after hole leading is completed, replacing gravel pieces needing to be backfilled in the original holes with gravel pieces to be hoisted and placed on the polyethylene composite pipe 2, placing block stones at the bottom of the composite pipe in the lowering process, and preventing the composite pipe from floating upwards after lowering is completed, wherein the polyethylene composite pipe 2 is made of a material with good elasticity and water permeability, the pipe diameter is 400mm, the wall thickness is 10mm, a steel wire mesh framework is embedded, and one steel wire mesh piece is arranged every 1m, so that the composite pipe can be effectively supported, and the deformation of the composite pipe is more uniform;

fifthly, after the steel wire mesh framework polyethylene composite pipe 2 in the previous step is placed, the drilling machine is moved to the next hole site to carry out construction of the next stress release hole 1;

and sixthly, after the construction of the engineering precast pile is finished, recovering the steel wire mesh framework polyethylene composite pipe.

The above only is the embodiment of the present invention, not limiting the patent scope of the present invention, all the equivalent structures or equivalent processes that are used in the specification and the attached drawings or directly or indirectly applied to other related technical fields are included in the patent protection scope of the present invention.

Claims

1. The utility model provides a novel stress relief pore structure, its characterized in that, includes two rows of stress relief holes, wherein every row has a plurality of stress relief holes, and the range of interval D between two rows of stress relief holes is: 600-: 1500-2500mm, the aperture of each stress release hole is 400-600mm, a pipe is arranged in each stress release hole, and the outer diameter of the pipe is slightly smaller than the aperture of the stress release hole.

2. The novel stress relief hole structure of claim 1, wherein said pipe is made of polyethylene composite material.

3. The novel stress relief hole structure of claim 1, wherein the wall thickness of said tubing is set at 8-12 mm.

4. The novel stress relief hole structure of claim 1, wherein a steel wire mesh is vertically arranged in the pipe material for 1-2 m each.

5. The novel stress relief hole structure of claim 1, wherein an anti-extrusion channel is dug at the top of the stress relief hole.

6. The novel stress relief hole structure of claim 5, wherein said extrusion-proof groove has a width W of 2200mm and a depth H of 1500 mm.

7. The novel stress relief hole structure of claim 1, wherein a stone block is placed on the bottom of said tube.