CN113863310A - Construction method for backfilling pile hole of upright column by using flow-stable soil - Google Patents
Construction method for backfilling pile hole of upright column by using flow-stable soil Download PDFInfo
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- CN113863310A CN113863310A CN202111045940.9A CN202111045940A CN113863310A CN 113863310 A CN113863310 A CN 113863310A CN 202111045940 A CN202111045940 A CN 202111045940A CN 113863310 A CN113863310 A CN 113863310A
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- fluid
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- soil
- pile section
- stabilized soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B07—SEPARATING SOLIDS FROM SOLIDS; SORTING
- B07B—SEPARATING SOLIDS FROM SOLIDS BY SIEVING, SCREENING, SIFTING OR BY USING GAS CURRENTS; SEPARATING BY OTHER DRY METHODS APPLICABLE TO BULK MATERIAL, e.g. LOOSE ARTICLES FIT TO BE HANDLED LIKE BULK MATERIAL
- B07B1/00—Sieving, screening, sifting, or sorting solid materials using networks, gratings, grids, or the like
- B07B1/04—Stationary flat screens
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/14—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing calcium sulfate cements
- C04B28/142—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing calcium sulfate cements containing synthetic or waste calcium sulfate cements
- C04B28/144—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing calcium sulfate cements containing synthetic or waste calcium sulfate cements the synthetic calcium sulfate being a flue gas desulfurization product
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
Abstract
The invention relates to the technical field of pile foundation construction, and discloses a construction method for backfilling a pile hole of a vertical column by using fluid stable soil, which comprises the following specific steps: 1) preparing and manufacturing fluid state stabilized soil; 2) inserting a guide pipe into the pile hole, and pouring concrete into the pile hole through the guide pipe; 3) lifting the guide pipe to the empty pile section, pouring fluid-state stable soil into the empty pile section through the guide pipe until the empty pile section reaches a set height, stopping pouring, and pulling out the guide pipe; 4) fixing the steel upright posts at the pile holes by adopting a fixing structure; 5) removing the fixed structure; during construction, the volume of the empty pile section is calculated, the volume of fluid-state stabilized soil required for pouring is obtained, configuration and manufacturing are carried out, then the guide pipe is inserted into the pile hole, concrete is poured to the set height of the empty pile section, then the fluid-state stabilized soil is poured into the empty pile section through the guide pipe, pouring is stopped until the set height is reached, the guide pipe is pulled out, then the steel upright is temporarily fixed through the fixing structure, and then the fixing structure is detached, so that construction is completed.
Description
Technical Field
The invention relates to the technical field of pile foundation construction, in particular to a construction method for backfilling a pile hole of a vertical column by using fluid stable soil.
Background
With the development of the construction industry, the more the building is, the deeper the foundation pit is, and the foundation pit upright post piles are usually used for supporting in the construction process of the foundation pit.
In the prior art, two types of support are often adopted in foundation pit upright column pile construction, one type is pile anchor type support, and the other type is pile support type support. Pile-anchor type support is characterized in that a row of round drilled holes are formed in the periphery of a foundation pit, concrete is poured into the drilled holes to form upright piles, then earthwork is excavated in the foundation pit in a layering mode, and meanwhile, a plurality of prestressed anchor cables are arranged in a layering mode to form a combined support structure of the prestressed anchor cables and the row piles. The pile-supported type support is characterized in that a row of circular drill holes are formed in the periphery of a foundation pit, concrete is poured into the drill holes to form upright piles, then reinforced concrete or profile steel support construction in the horizontal direction is conducted in the foundation pit in a layered mode, then lower-layer earthwork is excavated in a layered mode, and one layer of earthwork is excavated until the bottom of the pit is reached after one layer of reinforced concrete or profile steel support construction in the horizontal direction is conducted.
According to the two methods, slurry at the upper part of the hollow pile section after concrete is poured is thin in concentration and low in density, while slurry at the lower part is thick and high in density, so that the backfilled broken stone cannot completely sink to the bottom of the hollow pile section due to the fact that the slurry at the lower part is too thick in the process of backfilling broken stones to the hollow pile section and often suspends at the middle upper part of the hollow pile section, and therefore the middle upper part of the hollow pile section after backfilling the broken stones is made of the suspended broken stones, the lower part of the hollow pile section is made of the thick slurry, and the thick slurry cannot sufficiently fix and restrain the section steel stand column. The broken stone backfilled in the hollow pile section filled with the slurry is compact due to the fact that vibration cannot be achieved, so that the broken stone in the hollow pile section is loose, the compactness is insufficient, the steel upright is difficult to fix, and the purpose of preventing the upright from deflecting is achieved.
Disclosure of Invention
The invention aims to provide a construction method for backfilling a pile hole of a vertical column by using fluid-state stabilized soil, and aims to solve the problem that a fixed profile steel vertical column is not firm in the prior art.
The invention discloses a construction method for backfilling a pile hole of a vertical column pile by using fluid-state stabilized soil, which comprises the following construction steps:
1) calculating the volume of the hollow pile section according to the length and the diameter of the hollow pile section to obtain the volume of the fluid state stabilized soil required for filling the hollow pile section, and preparing the fluid state stabilized soil;
2) inserting a guide pipe into the pile hole, pouring concrete into the pile hole to a set height through the guide pipe, stopping pouring the concrete, forming a solid pile section by the concrete in the pile hole, and forming a hollow pile section above the solid pile section in the pile hole;
3) lifting the guide pipe upwards to a set height above the solid pile section in the hollow pile section; pouring fluid-state stabilized soil into the empty pile section through the guide pipe until the fluid-state stabilized soil reaches a set height, stopping pouring the fluid-state stabilized soil, and pulling out the guide pipe from the empty pile section;
4) temporarily fixing the steel upright in the empty pile section by adopting a fixing structure at the pile hole, and keeping the steel upright and the solid pile section to be coaxially arranged;
5) and after the strength of the fluid state stabilized soil in the empty pile section is greater than 0.2Mpa, removing the fixed structure.
Further, in the construction step 3), after the guide pipe is positioned at a set height above the solid pile section, continuously pouring the fluid state stabilized soil for the first time, wherein the top of the fluid state stabilized soil poured for the first time passes over the bottom of the guide pipe, and the distance between the top of the fluid state stabilized soil and the bottom of the guide pipe is greater than 1.5 m; after the fluid stabilized soil is filled for the first time, the guide pipe is lifted up while the bottom of the guide pipe is kept in the fluid stabilized soil in the process of continuously filling the fluid stabilized soil.
Further, in the construction step 3), a hopper is placed at the top of the conduit, and the bottom of the hopper is communicated with the conduit; in the construction step 3), before the fluid-state stabilized soil is poured into the empty pile section, the bottom of the hopper is provided with a water-isolating plug, the water-isolating plug seals the bottom of the hopper, after the hopper is filled with the fluid-state stabilized soil, the water-isolating plug is lifted out, and the fluid-state stabilized soil in the hopper is poured into the empty pile section through a guide pipe; and in the process that the fluidized stabilized soil in the hopper is poured into the empty pile section, the fluidized stabilized soil is synchronously supplemented into the hopper.
Furthermore, a pile casing is inserted into the upper part of the hollow pile section, and the top of the pile casing is exposed out of the top of the hollow pile section; and in the construction step 3), after the fluid state stabilized soil in the empty pile section reaches the bottom of the pile casing, stopping pouring the fluid state stabilized soil.
Further, in the construction step 3), after the guide pipe is pulled out from the empty pile section, filling broken stones into the empty pile section until the broken stones are filled to the top of the empty pile section.
Further, the steel upright post is arranged on a central shaft of the pile hole from top to bottom, in the construction step 4), the fixing structure comprises a plurality of angle steels, one ends of the angle steels are welded on the steel upright post, and the other ends of the angle steels are welded on the inner side of the pile casing.
Further, in the construction step 1), the fluid-state stabilized soil is prepared from various materials, wherein the materials are prepared according to the weight percentage, and comprise 60-80 parts of weathered soil granular materials, 15-25 parts of cement clinker, 8-15 parts of stone powder, 8-15 parts of slag powder, 4-10 parts of quick lime, 6-10 parts of flue gas desulfurization gypsum powder, 90-150 parts of water, 2-4 parts of water reducing agent, 2-5 parts of early strength agent, 1-5 parts of accelerating agent and 0.5-2 parts of defoaming agent.
Further, in the construction step 1), in the process of preparing the fluid stable soil, a screen is adopted to screen the weathered soil, and the weathered soil particles with set requirements are screened out.
Further, the screen comprises at least three screen layers, the screen layers are sequentially arranged at intervals from top to bottom, and an interval area is formed between every two adjacent screen layers; the mesh layers are provided with a plurality of vertically through meshes, and the diameters of the meshes of the plurality of mesh layers are gradually reduced along the direction from top to bottom; the meshes of the adjacent net layers are arranged in a staggered mode, and the height of the interval area is gradually reduced along the direction from top to bottom; when the weathered soil particles are screened, the weathered soil is placed on the first layer of the net layer, the plurality of layers of the net layer vibrate horizontally, the weathered soil passes through the screening of the plurality of layers of the net layer, and the weathered soil with the diameter meeting the set requirement falls from the meshes of the last layer of the net layer to form the weathered soil particle material.
Furthermore, the net layers are elastic sheets, driving shafts penetrate through the center positions of the plurality of net layers, and the center positions of the plurality of net layers are fixedly connected with the driving shafts respectively; the periphery of the plurality of layers of net layers is enclosed with a longitudinal ring, the periphery of the net layers is fixedly connected with the longitudinal ring, the longitudinal ring closes the periphery of the spacing area, the upper end of the longitudinal plate extends to the upper part of the first layer of net layer, and the longitudinal plate and the first layer of net layer are enclosed to form a blanking area;
in the preparation step 1), after the weathered soil is placed in the blanking area in the process of screening the weathered soil, the longitudinal belt moves the plurality of mesh layers horizontally back and forth, and the driving shaft moves longitudinally back and forth to drive the center position of the mesh layers to move up and down.
Compared with the prior art, the construction method of the pile hole of the fluid-state stabilized soil backfilled upright column provided by the invention comprises the steps of firstly calculating the volume of an empty pile section to obtain the volume of the fluid-state stabilized soil required for pouring the empty pile section, configuring and manufacturing the fluid-state stabilized soil according to the obtained volume of the fluid-state stabilized soil, then inserting a guide pipe into the pile hole to pour concrete to a set height to form a solid pile section, lifting the guide pipe to the empty pile section above the solid pile section and reaching the set height, then pouring the fluid-state stabilized soil into the empty pile section through the guide pipe, stopping pouring until the fluid-state stabilized soil reaches the set height, pulling out the guide pipe, then temporarily fixing a steel upright column in the empty pile section by using a fixing structure to enable the steel upright column and the solid pile section to be coaxial, and removing the fixing structure after the fluid-state stabilized soil in the empty pile section reaches a certain strength to complete construction.
Drawings
FIG. 1 is a schematic diagram of the construction steps of the construction method for backfilling pile holes of a vertical column with fluid stabilized soil provided by the invention;
FIG. 2 is a schematic structural diagram of a steel upright pile of the construction method for backfilling a pile hole of the upright pile with fluid stabilized soil provided by the invention;
FIG. 3 is a schematic view of the pouring of fluid stabilized soil in the construction method of backfilling pile holes of vertical piles with fluid stabilized soil according to the present invention;
FIG. 4 is a schematic diagram of the completion of pouring of a vertical column pile by the construction method for backfilling a pile hole of the vertical column pile with fluid stabilized soil provided by the invention;
FIG. 5 is a schematic view of a fixed steel column of a fixed structure of the construction method for backfilling a pile hole of a column with fluid stabilized soil provided by the invention;
FIG. 6 is a schematic view of a steel column fixed by angle steel according to the construction method of backfilling a pile hole of the column with fluid stabilized soil provided by the invention;
FIG. 7 is a screen mesh schematic diagram of the construction method for backfilling pile holes of upright piles with fluid stabilized soil according to the invention;
fig. 8 is a screen schematic diagram of the construction method for backfilling pile holes of the upright post with the fluid stabilized soil provided by the invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The following describes the implementation of the present invention in detail with reference to specific embodiments.
The same or similar reference numerals in the drawings of the present embodiment correspond to the same or similar components; in the description of the present invention, it should be understood that if there is an orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", etc. based on the orientation or positional relationship shown in the drawings, it is only for convenience of describing the present invention and simplifying the description, but it is not intended to indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes and are not to be construed as limiting the present patent, and the specific meaning of the terms may be understood by those skilled in the art according to specific circumstances.
Referring to fig. 1-8, preferred embodiments of the present invention are shown.
The construction method for backfilling the pile hole 100 of the upright post pile with the fluid-state stabilized soil 104 comprises the following construction steps:
1) directly calculating the volume of the hollow pile section 103 according to the length and the diameter of the hollow pile section 103, indirectly obtaining the volume of the fluid state stabilized soil 104 required for filling the hollow pile section 103, and preparing the fluid state stabilized soil 104 according to the calculated volume configuration;
2) inserting a guide pipe 202 into the pile hole 100 for concrete pouring, then pouring concrete into the pile hole 100 through the guide pipe 202 to a set height, stopping pouring the concrete after the concrete pouring reaches the set height, forming a solid pile section 105 at the bottom of the pile hole 100 by the concrete in the pile hole 100, forming an empty pile section 103 above the solid pile section 105 in the pile hole 100, and enabling the empty pile section 103 to be hollow;
3) after the concrete pouring is finished, the guide pipe 202 is lifted upwards into the empty pile section 103 and is lifted to a set height above the solid pile section 105; then, pouring the fluid-state stabilized soil 104 into the empty pile section 103 through the guide pipe 202 until the fluid-state stabilized soil 104 reaches a set height, stopping pouring the fluid-state stabilized soil 104, and pulling out the guide pipe 202 from the empty pile section 103 after pouring the fluid-state stabilized soil 104;
4) after the guide pipe 202 is pulled out, the steel upright column 101 is fixed at the pile hole 100, the steel upright column 101 in the hollow pile section 103 is temporarily fixed by adopting a fixing structure 400, and the steel upright column 101 and the solid pile section 105 are kept to be coaxially arranged;
5) and after the strength of the fluid state stabilized soil 104 in the hollow pile section 103 is greater than 0.2Mpa, the internal structure of the hollow pile section 103 tends to be stable, the fixing structure 400 is removed, and the construction is completed.
Through the construction steps, the construction method of backfilling the pile hole 100 of the upright post with the fluid-state stabilized soil 104 comprises the steps of firstly calculating the volume of the hollow pile section 103 to obtain the volume of the fluid-state stabilized soil 104 required by pouring the hollow pile section 103, configuring and manufacturing the fluid-state stabilized soil 104 according to the obtained volume of the fluid-state stabilized soil 104, then inserting the guide pipe 202 into the pile hole 100 to pour concrete to a set height to form a solid pile section 105, lifting the guide pipe 202 to the hollow pile section 103 above the solid pile section 105 to reach the set height, then pouring the fluid-state stabilized soil 104 into the hollow pile section 103 through the guide pipe 202 until the fluid-state stabilized soil 104 reaches the set height, pulling out the guide pipe 202, then temporarily fixing the steel upright post 101 in the hollow pile section 103 by adopting the fixing structure 400 to enable the steel upright post 101 and the solid pile section 105 to be coaxial, and after the fluid-state stabilized soil 104 in the hollow pile section 103 reaches a certain strength, and (5) removing the fixing structure 400 to finish construction.
In the construction step 3), after the guide pipe 202 is lifted to a set height above the solid pile section 105, continuously pouring the fluid state stabilizing soil 104 into the empty pile section 103 for the first time, and reaching the set height, wherein the top of the fluid state stabilizing soil 104 poured for the first time is required to cross the bottom of the guide pipe 202, the distance between the top of the fluid state stabilizing soil 104 and the bottom of the guide pipe 202 is more than 1.5m, and the bottom of the guide pipe 202 is kept to be immersed in the fluid state stabilizing soil 104; after the first filling of the fluid stabilization soil 104 is completed, the conduit 202 is also lifted upwards while the fluid stabilization soil 104 is continuously filled into the empty pile section 103, and the bottom of the conduit 202 is kept in the fluid stabilization soil 104.
In the construction step 3), a hopper 200 is placed at the top of the conduit 202, the bottom of the hopper 200 is communicated with the conduit 202, and the hopper 200 is used for loading the fluid stabilized soil 104 and conveying the fluid stabilized soil into the conduit 202; in the construction step 3), before the fluidized stable soil 104 is poured into the empty pile section 103, the bottom of the hopper 200 is provided with a water-proof plug 201 to seal the bottom of the hopper 200, and when the water-proof plug 201 seals the hopper 200 and the hopper 200 is filled with the fluidized stable soil 104, the fluidized stable soil 104 cannot flow into the guide pipe 202 in the hopper 200; when the water insulation plug 201 is lifted, the fluid state stabilizing soil 104 in the hopper 200 is poured into the empty pile section 103 through the guide pipe 202, so that the pouring of the fluid state stabilizing soil 104 is realized; while the empty pile section 103 is being filled with the fluid stabilized soil 104 from the hopper 200, the empty pile section 103 is filled with the fluid stabilized soil 104 from the hopper 200, thereby maintaining the filling of the fluid stabilized soil 104 uninterrupted until the filling of the empty pile section 103 is completed.
Wherein, the upper part of the hollow pile section 103 is inserted with a pile casing 102, the top of the pile casing 102 is exposed at the top of the hollow pile section 103, the pile casing 102 is embedded on the inner wall of the pile hole 100, and the pile casing 102 is used for protecting the pile hole 100 so as to avoid the collapse of the wall of the pile hole 100; in the construction step 3), after the fluid state stabilized soil 104 in the hollow pile section 103 reaches the bottom of the pile casing 102, the hollow pile section 103 is filled, and the fluid state stabilized soil 104 is stopped pouring.
In the construction step 3), after the pouring of the fluid-state stabilized soil 104 is completed, the guide pipe 202 is pulled out from the empty pile section 103, and the broken stone 300 is filled into the empty pile section 103 to fill the pile casing 102 section until the broken stone 300 is filled to the top of the empty pile section 103, so that the filling is completed.
In the construction step 4), the steel upright columns 101 are arranged on the central shafts of the pile holes 100 from top to bottom, and the arrangement of the steel upright columns 101 on the central shafts of the pile holes 100 is favorable for the coaxial casting of the pile holes 100 from bottom to top, so that the formation of inclined upright column piles is avoided; the fixing structure 400 for fixing the pile hole 100 includes a plurality of angle steels 500, one ends of the plurality of angle steels 500 are welded to the steel column 101, the other ends are welded to the inner side of the casing 102, and the angle steels 500 fix the steel column 101 at a relative position in the pile hole 100.
In the construction step 1), in the process of preparing the fluid-state stabilized soil 104, the fluid-state stabilized soil 104 is prepared from various materials, the various materials are proportioned according to the weight fraction, and the prepared materials of the fluid-state stabilized soil 104 comprise 60-80 parts of weathered soil granular materials, 15-25 parts of cement clinker, 8-15 parts of stone powder, 8-15 parts of slag powder, 4-10 parts of quicklime, 6-10 parts of flue gas desulfurization gypsum powder, 90-150 parts of water, 2-4 parts of water reducing agent, 2-5 parts of early strength agent, 1-5 parts of accelerating agent and 0.5-2 parts of defoaming agent, and the fluid-state stabilized soil 104 with high strength and stability is prepared according to the weight fraction.
In the construction step 1), in the process of preparing the fluid stable soil 104, the used weathered soil has set requirements, and the primarily collected weathered soil needs to be screened; the weathered soil is screened by a screen 600, and the weathered soil particles with set requirements are screened out.
The screen 600 for screening weathered soil comprises at least three layers of net layers 604, the multiple layers of net layers 604 are sequentially arranged at intervals from top to bottom, an interval area is formed between every two adjacent net layers 604, and the interval area is used for placing the weathered soil to stay and screening; the mesh layers 604 are provided with a plurality of vertically-through meshes, and the diameters of the meshes of the multi-layer mesh layers 604 are gradually reduced along the top-to-bottom direction, so that weathered soil particles with required sizes are gradually screened when the weathered soil is screened, the problem that the weathered soil with overlarge diameters is filled in the meshes and is difficult to screen is solved, and the screening efficiency is improved;
the meshes of the adjacent net layers 604 are arranged in a staggered manner, so that the most meshes are arranged in the effective area, and the utilization rate is improved; along the direction of the screen 600 from top to bottom, the screen allowance of the weathered soil is gradually reduced, and the height of the interval area is gradually reduced; in the construction step 1), weathered soil is placed on the first layer of the mesh layer 604, the multiple layers of the mesh layers 604 are horizontally vibrated, and the weathered soil is screened out through the multiple layers of the mesh layers 604 to gradually screen out the weathered soil with an overlarge diameter until the weathered soil with the diameter meeting the set requirement falls down from meshes of the last layer of the mesh layer 604 to form weathered soil particles.
The mesh layers 604 of the screen 600 are elastic sheet-shaped, the driving shafts 602 penetrate through the center positions of the mesh layers 604, the center positions of the mesh layers 604 are fixedly connected with the driving shafts 602 respectively, and the driving shafts 602 are used for driving the centers of the mesh layers 604 to move up and down so as to improve the screening efficiency of weathered soil; the periphery of the multi-layer net layer 604 is enclosed with a longitudinal ring 605, the periphery of the net layer 604 is fixedly connected with the longitudinal ring 605, the longitudinal ring 605 seals the periphery of the interval area to enclose and seal the interval area, and weathered soil in the closed area is prevented from flowing out from the side edge; the upper end of the longitudinal plate 601 extends to the upper side of the first net layer 604, a blanking area 603 is formed by enclosing with the first net layer 604, the blanking area 603 is used for placing weathered soil for screening, and the longitudinal plate 601 extending upwards prevents the weathered soil from flowing out;
in the construction step 1), after the weathered soil is placed in the blanking area 603 in the process of screening the weathered soil, when the longitudinal ring 605 drives the multi-layer mesh layer 604 to horizontally move back and forth, the driving shaft 602 also drives the multi-layer mesh layer 604 to vertically move back and forth, and drives the center position of the mesh layer 604 to move up and down, so that the high efficiency of the screen 600 is realized.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The construction method for backfilling the pile hole of the upright column by the fluid-state stabilized soil is characterized by comprising the following construction steps:
1) calculating the volume of the hollow pile section according to the length and the diameter of the hollow pile section to obtain the volume of the fluid state stabilized soil required for filling the hollow pile section, and preparing the fluid state stabilized soil;
2) inserting a guide pipe into the pile hole, pouring concrete into the pile hole to a set height through the guide pipe, stopping pouring the concrete, forming a solid pile section by the concrete in the pile hole, and forming a hollow pile section above the solid pile section in the pile hole;
3) lifting the guide pipe upwards to a set height above the solid pile section in the hollow pile section; pouring fluid-state stabilized soil into the empty pile section through the guide pipe until the fluid-state stabilized soil reaches a set height, stopping pouring the fluid-state stabilized soil, and pulling out the guide pipe from the empty pile section;
4) temporarily fixing the steel upright in the empty pile section by adopting a fixing structure at the pile hole, and keeping the steel upright and the solid pile section to be coaxially arranged;
5) and after the strength of the fluid state stabilized soil in the empty pile section is greater than 0.2Mpa, removing the fixed structure.
2. The construction method of backfilling pile hole of a vertical column with fluid stable soil according to claim 1, wherein in the step 3), after the conduit is positioned at a set height above the solid pile section, the first continuous filling of fluid stable soil is performed, the top of the first filled fluid stable soil is over the bottom of the conduit, and the distance between the top of the first filled fluid stable soil and the bottom of the conduit is more than 1.5 m; after the fluid stabilized soil is filled for the first time, the guide pipe is lifted up while the bottom of the guide pipe is kept in the fluid stabilized soil in the process of continuously filling the fluid stabilized soil.
3. The construction method for backfilling pile hole of upright column with fluid stabilized soil according to claim 1 or 2, characterized in that in the construction step 3), a hopper is placed on the top of the conduit, and the bottom of the hopper is communicated with the conduit; in the construction step 3), before the fluid-state stabilized soil is poured into the empty pile section, the bottom of the hopper is provided with a water-isolating plug, the water-isolating plug seals the bottom of the hopper, after the hopper is filled with the fluid-state stabilized soil, the water-isolating plug is lifted out, and the fluid-state stabilized soil in the hopper is poured into the empty pile section through a guide pipe; and in the process that the fluidized stabilized soil in the hopper is poured into the empty pile section, the fluidized stabilized soil is synchronously supplemented into the hopper.
4. The construction method of backfilling pile holes of vertical piles with fluid stabilized soil according to claim 1 or 2, wherein a pile casing is inserted into the upper part of the hollow pile section, and the top of the pile casing is exposed at the top of the hollow pile section; and in the construction step 3), after the fluid state stabilized soil in the empty pile section reaches the bottom of the pile casing, stopping pouring the fluid state stabilized soil.
5. The construction method of backfilling pile hole of a vertical column with fluid stable soil according to claim 1 or 2, wherein in the construction step 3), after the guide pipe is pulled out from the empty pile section, gravel is filled into the empty pile section until the gravel is filled to the top of the empty pile section.
6. The construction method for backfilling pile hole of a vertical column with fluid stable soil according to claim 1 or 2, wherein said steel column is arranged on the central shaft of the pile hole from top to bottom, and in said construction step 4), said fixed structure comprises a plurality of angle steels, one end of said angle steels is welded on the steel column, and the other end is welded on the inner side of the pile casing.
7. The construction method of the pile hole of the fluid-state stabilized soil backfilled upright post pile according to claim 1, characterized in that in the construction step 1), the fluid-state stabilized soil is prepared from various materials, the materials are proportioned according to weight fraction, and the materials comprise 60-80 parts of weathered soil granules, 15-25 parts of cement clinker, 8-15 parts of stone powder, 8-15 parts of slag powder, 4-10 parts of quicklime, 6-10 parts of flue gas desulfurization gypsum powder, 90-150 parts of water, 2-4 parts of water reducing agent, 2-5 parts of early strength agent, 1-5 parts of accelerating agent and 0.5-2 parts of defoaming agent.
8. The construction method of the pile hole of the fluid stabilized soil backfilled upright pile according to claim 7, wherein in the construction step 1), in the process of preparing the fluid stabilized soil, a screen is adopted to screen weathered soil, and weathered soil particles with set requirements are screened out.
9. The method as claimed in claim 7, wherein said screen comprises at least three layers of mesh layers, said mesh layers are sequentially spaced up and down, and a spacing region is formed between adjacent mesh layers; the mesh layers are provided with a plurality of vertically through meshes, and the diameters of the meshes of the plurality of mesh layers are gradually reduced along the direction from top to bottom; the meshes of the adjacent net layers are arranged in a staggered mode, and the height of the interval area is gradually reduced along the direction from top to bottom; when the weathered soil particles are screened, the weathered soil is placed on the first layer of the net layer, the plurality of layers of the net layer vibrate horizontally, the weathered soil passes through the screening of the plurality of layers of the net layer, and the weathered soil with the diameter meeting the set requirement falls from the meshes of the last layer of the net layer to form the weathered soil particle material.
10. The construction method of the pile hole of the fluid stabilized soil backfilled upright post pile according to claim 8, wherein the mesh layers are in an elastic sheet shape, a driving shaft is arranged at the center of each of the plurality of mesh layers, and the center of each of the plurality of mesh layers is fixedly connected with the driving shaft; the periphery of the plurality of layers of net layers is enclosed with a longitudinal ring, the periphery of the net layers is fixedly connected with the longitudinal ring, the longitudinal ring closes the periphery of the spacing area, the upper end of the longitudinal plate extends to the upper part of the first layer of net layer, and the longitudinal plate and the first layer of net layer are enclosed to form a blanking area;
in the construction step 1), after the weathered soil is placed in the blanking region during screening of the weathered soil, the longitudinal belt moves the plurality of mesh layers horizontally back and forth, and the drive shaft moves back and forth longitudinally to drive the center position of the mesh layers to move up and down.
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