CN117403713A - Hollow pile backfill reinforcement construction method for bored pile - Google Patents
Hollow pile backfill reinforcement construction method for bored pile Download PDFInfo
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- CN117403713A CN117403713A CN202311186473.0A CN202311186473A CN117403713A CN 117403713 A CN117403713 A CN 117403713A CN 202311186473 A CN202311186473 A CN 202311186473A CN 117403713 A CN117403713 A CN 117403713A
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- 238000010276 construction Methods 0.000 title claims abstract description 52
- 230000002787 reinforcement Effects 0.000 title claims abstract description 8
- 239000002689 soil Substances 0.000 claims abstract description 91
- 239000000463 material Substances 0.000 claims abstract description 63
- 238000011049 filling Methods 0.000 claims abstract description 38
- 239000002002 slurry Substances 0.000 claims abstract description 25
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 16
- 238000005189 flocculation Methods 0.000 claims abstract description 15
- 230000016615 flocculation Effects 0.000 claims abstract description 15
- 239000000945 filler Substances 0.000 claims abstract description 12
- 230000001681 protective effect Effects 0.000 claims abstract description 8
- 238000000034 method Methods 0.000 claims description 18
- 239000002893 slag Substances 0.000 claims description 17
- 239000003795 chemical substances by application Substances 0.000 claims description 13
- 229910000831 Steel Inorganic materials 0.000 claims description 11
- 238000007711 solidification Methods 0.000 claims description 11
- 230000008023 solidification Effects 0.000 claims description 11
- 239000010959 steel Substances 0.000 claims description 11
- 239000006228 supernatant Substances 0.000 claims description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 239000008394 flocculating agent Substances 0.000 claims description 7
- 238000002156 mixing Methods 0.000 claims description 7
- 238000005452 bending Methods 0.000 claims description 6
- 238000007599 discharging Methods 0.000 claims description 6
- 239000002910 solid waste Substances 0.000 claims description 6
- 239000013049 sediment Substances 0.000 claims description 5
- 238000003756 stirring Methods 0.000 claims description 5
- 239000010881 fly ash Substances 0.000 claims description 4
- 229910052602 gypsum Inorganic materials 0.000 claims description 4
- 239000010440 gypsum Substances 0.000 claims description 4
- 239000000843 powder Substances 0.000 claims description 4
- 239000002994 raw material Substances 0.000 claims description 4
- 239000010902 straw Substances 0.000 claims description 4
- 238000012423 maintenance Methods 0.000 claims description 3
- 239000007787 solid Substances 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 238000012546 transfer Methods 0.000 claims description 3
- 238000009435 building construction Methods 0.000 abstract description 2
- 239000004568 cement Substances 0.000 description 3
- 239000002245 particle Substances 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 238000013461 design Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000002244 precipitate Substances 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 229910052799 carbon Inorganic materials 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000011068 loading method Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
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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
-
- 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
-
- 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
-
- 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
- E02D5/64—Repairing piles
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/24—Safety or protective measures preventing damage to building parts or finishing work during construction
- E04G21/246—Safety or protective measures preventing damage to building parts or finishing work during construction specially adapted for curing concrete in situ, e.g. by covering it with protective sheets
Abstract
The invention discloses a hollow pile backfill reinforcement construction method of a bored pile, which comprises the following steps: 1. determining a pile core area of the bored pile to be treated, namely an empty pile, and dividing the pile core area into a main influence area, a secondary influence area and an influence-free area according to additional load distribution of a foundation soil body; 2. reinforcing engineering slurry in the pile core, and forming a flocculation curing filling area in the influence-free area; 3. preparing a first pile core solidified soil material and a second pile core solidified soil material according to load requirements in the primary influence area and the secondary influence area; 4. backfilling the first pile core solidified soil material into the secondary influence area to form a first high-strength solidified filler filling area; 5. backfilling the second pile core solidified soil material into the main influence area to form a second high-strength solidified filler filling area; 6. and (5) maintaining, wherein protective fences are arranged around the pile foundation. The invention relates to the technical field of building construction, and can solve the problem that the traditional backfill material in the prior art cannot meet the requirement of bearing capacity of a foundation.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a hollow pile backfill reinforcement construction method of a bored pile.
Background
In construction engineering, bored piles are widely used as main stress members for the loading of an upper structure. As pile foundation design and construction techniques continue to optimize, large diameter bored piles are becoming increasingly popular. In the construction stage of a building engineering foundation pit, the engineering pile is usually excavated and constructed before earthwork so as to avoid hidden danger caused by construction of the engineering pile after the foundation pit is excavated to the pit bottom, thereby leading to formation of a section of empty pile area from the ground to the pit bottom, and the engineering pile has larger construction potential safety hazard.
The traditional solution is to backfill the empty pile area by adopting mixed soil, sand and stone and the like, and excavate the empty pile area along with earthwork in the foundation pit excavation stage, but the method is only suitable for the working condition that the empty pile area does not need to bear upper load. However, when the construction site limitation is limited and the construction machinery cannot avoid a plurality of empty pile areas, the traditional backfill material cannot meet the requirement of the construction machinery load on the bearing capacity of the foundation soil body, so that great construction potential safety hazards are caused, and the construction operation efficiency is reduced. If plain concrete is adopted for backfilling, the required strength can be achieved, but the backfilling cost is obviously increased, and a large amount of natural resources such as sand, cement and the like are consumed, so that the concrete is not environment-friendly and has no popularization and application property. Therefore, it is necessary to provide a construction method for backfilling and reinforcing hollow piles of bored piles, which can solve the problem that the conventional backfilling materials in the prior art cannot meet the requirement of the bearing capacity of the foundation.
Disclosure of Invention
The invention aims to provide a hollow pile backfill reinforcement construction method for a bored pile, which can solve the problem that the traditional backfill material in the prior art cannot meet the requirement of the bearing capacity of a foundation.
The invention is realized in the following way:
a hollow pile backfill reinforcement construction method of a bored pile comprises the following steps:
step 1: determining a pile core area of the bored pile to be treated, namely an empty pile, and dividing the pile core area into a main influence area I, a secondary influence area II and an influence-free area III according to additional load distribution of a foundation soil body;
step 2: reinforcing engineering slurry in the pile core, and forming a flocculation curing filling area in the influence-free area;
step 3: according to the load requirements in the primary influence area I and the secondary influence area II, preparing a first pile core solidified soil material and a second pile core solidified soil material respectively;
step 4: backfilling a first pile core solidified soil material into a secondary influence area II of the pile core to form a first high-strength solidified filler filling area;
step 5: backfilling a second pile core solidified soil material into a main influence area I of the pile core to form a second high-strength solidified filler filling area;
step 6: curing the surface of the second pile core solidified soil material, and arranging protective fences around the pile foundation.
In the step 1, the soil is loaded according to the additional load in the soil mechanicsCalculating the transfer rule in the foundation soil body to obtain an additional load distribution curve X of the foundation soil body under the action of the upper construction mechanical load; according to the distribution form of the additional load, the additional load distribution curve X is used for forming a reverse bending point H c And convergence value 0.1P zmax And dividing the influence area of the additional load on the foundation soil body into a main influence area I, a secondary influence area II and an influence-free area III as limits.
The main influence area I, the secondary influence area II and the non-influence area III are sequentially arranged from top to bottom, and the reverse bending point H c For the boundary point between the primary influence area I and the secondary influence area II, the convergence value is 0.1P zmax Is the demarcation point between the secondary affected zone II and the unaffected zone III.
The step 2 comprises the following sub-steps:
step 2.1: preparing a flocculant solution, and determining the input proportion of the flocculant solution through a pre-test;
step 2.2: according to the volume of the engineering slurry in the pile core, adding a flocculating agent solution, and fully mixing the flocculating agent with the engineering slurry by stirring to separate mud from water of the engineering slurry;
step 2.3: and (3) discharging supernatant in the non-influence area III of the pile core to form a flocculation solidification filling area, and supporting the soil body on the side wall of the pile core after discharging the supernatant by virtue of the steel pile casing buried in the construction stage of the bored pile.
In the step 2.3, the embedded depth of the steel casing is not higher than the top surface of the pile core uninfluenced region III.
In the step 2.3, the height of the lower sediment after the supernatant is discharged, namely the height of the flocculation solidification filling area, is consistent with the height of the top surface of the pile core uninfluenced area III.
In the step 3, engineering slag soil excavated by pile foundations in a construction site is used as a raw material, the water content of the engineering slag soil is measured, an industrial solid waste base cementing material is used as a curing agent, and the engineering slag soil and the curing agent are mechanically stirred and mixed in a stirring box according to the water-solid ratio of a first proportion and a second proportion and the mixing amount of the curing agent, so as to prepare a first pile core cured soil material and a second pile core cured soil material; the industrial solid waste-based cementing material consists of steel slag powder, fly ash and desulfurized gypsum.
In the step 4, the amount of the first pile core solidified soil material filled into the secondary influence area II is based on the difference between the filling level of the first pile core solidified soil material and the surface level.
In the step 6, a wet straw mat is paved on the surface of the second pile core solidified soil material for maintenance; the protective fence is arranged at one-time pile diameter around the pile foundation.
The unconfined compressive strength of the first high-strength solidified filling material filling area reaches more than 1.0MPa, and the unconfined compressive strength of the second high-strength solidified filling material filling area reaches more than 1.5 MPa.
Compared with the prior art, the invention has the following beneficial effects:
1. the invention divides the large-diameter bored pile into the main influence area, the secondary influence area and the non-influence area from top to bottom according to the additional load curve generated by the upper construction machinery, adopts the sectional slurry flocculation precipitation combined muck solidification backfill technology, and sectionally backfills the main influence area, the secondary influence area and the non-influence area with lower cost, thereby skillfully solving the problem that the large-diameter bored pile has insufficient bearing capacity of the foundation soil under the load effect, causing the traveling operation of the construction machinery to generate larger subsidence or capsizing, improving the site construction operation efficiency and ensuring the traveling operation and the safe construction of the heavy construction machinery of the construction site.
2. The invention adopts the flocculating agent to solidify the engineering slurry, thereby realizing the resource utilization of the engineering slurry in the bored pile, leading the soil particles in the engineering slurry to be quickly precipitated and aggregated, becoming the filling material in the area without the influence of the pile core, avoiding the pollution and the outward transportation of the engineering slurry to the site, and having low construction cost and environmental protection.
3. According to the invention, the on-site generated engineering slag soil is fully utilized as a main raw material, the steel slag powder, the fly ash and the desulfurized gypsum are adopted as the curing agent, the curing agent and the engineering slag soil are mixed according to the load requirements of the main influence area and the secondary influence area to form a first pile core cured soil material and a second pile core cured soil material, and the first pile core cured soil material and the second pile core cured soil material are used as backfill materials of the main influence area and the secondary influence area, so that the bearing capacity of a foundation soil body is ensured, the material strength of a pile core backfill area is regularly adapted with the distribution of additional load, the characteristics of materials with different strengths are fully exerted, the construction convenience and the construction cost are taken into consideration, the consumption of natural sand stone, cement and other materials is avoided, and the green low-carbon construction is realized.
Drawings
FIG. 1 is a construction flow chart of a method for backfilling and reinforcing a hollow pile of a bored pile according to the invention;
fig. 2 is a schematic design diagram of a method for backfilling and reinforcing hollow piles of a bored pile according to the present invention.
In the figure, a primary influence area I, a secondary influence area II, an influence-free area III, an X additional load distribution curve, a flocculation curing filling area 1, a first high-strength curing filler filling area 2, a second high-strength curing filler filling area 3, a steel casing 4, a supernatant 5, a straw mat 6, a protective fence 7 and engineering slurry 8.
Detailed Description
The invention will be further described with reference to the drawings and the specific examples.
Referring to fig. 1 and 2, a method for backfilling and reinforcing a hollow pile of a bored pile comprises the following steps:
step 1: and determining a pile core area of the bored pile to be treated, namely an empty pile, and dividing the pile core area into a main influence area I, a secondary influence area II and an influence-free area III according to additional load distribution of a foundation soil body.
Specifically, according to the transfer rule of the additional load in the soil body of the foundation in the soil mechanics, calculating to obtain an additional load distribution curve X of the soil body of the foundation under the action of the load of the upper construction machine, as shown in figure 2, wherein P is the load of the upper construction machine, and P is zmax Additional load for upper machinery to foundation soil; according to the distribution form of the additional load, the additional load distribution curve X is used for forming a reverse bending point H c And convergence value 0.1P zmax Dividing the influence area of the additional load on the foundation soil body into main partsInfluence region I, secondary influence region II and no influence region III.
The main influence area I, the secondary influence area II and the non-influence area III are sequentially arranged from top to bottom, and the reverse bending point H c For the boundary point between the primary influence area I and the secondary influence area II, the convergence value is 0.1P zmax Is the demarcation point between the secondary affected zone II and the unaffected zone III.
The main influence area I is the area with the largest influence of the upper construction mechanical load on the foundation soil, the secondary influence area II is the area with the larger influence of the upper construction mechanical load on the foundation soil, and the non-influence area III is the area with almost no influence of the upper construction mechanical load on the foundation soil. Because the upper construction machine is positioned on the ground surface for movement, the influence of the load of the upper construction machine on the foundation soil body is gradually reduced from top to bottom, and therefore the upper construction machine is divided into a main influence area I, a secondary influence area II and an influence-free area III from top to bottom.
Step 2: the engineering slurry 8 in the pile core is reinforced, and a flocculation curing filling area 1 is formed in an unaffected area III.
The step 2 comprises the following sub-steps:
step 2.1: preparing flocculant solution with a certain concentration, and determining the reasonable input proportion of the flocculant solution through a pre-test.
The engineering slurry 8 is cured by a flocculating agent which is a conventional construction process in the field, and parameters such as components, concentration, input proportion and the like of the flocculating agent can be adaptively selected according to actual working conditions, and are not repeated here. The engineering slurry 8 in the pile core is directly flocculated and solidified, the engineering slurry 8 is not required to be transported outwards, the pollution to the construction site is avoided, and the construction is more convenient, efficient and environment-friendly.
Step 2.2: according to the volume of the engineering slurry 8 in the pile core, a certain amount of flocculant solution is added, and the flocculant and the engineering slurry 8 are fully mixed through a stirrer, so that the engineering slurry 8 can quickly realize mud-water separation.
Under the action of flocculant, water and soil particles in the engineering slurry 8 are separated to form a lower sediment and an upper clear liquid 5.
Step 2.3: and discharging supernatant 5 in the pile core unaffected region III to form a flocculation solidification filling region 1, and supporting soil on the side wall of the pile core after discharging the supernatant 5 by virtue of a steel pile casing 4 which is buried in the construction stage of the bored pile.
Before solidification, the engineering slurry 8 fills the whole pile core area, after the supernatant 5 is discharged, the lower sediment fills the pile core non-influence area III to form a flocculation solidification filling area 1, and the cavity structure is formed from the upper part of the flocculation solidification filling area 1 to the pile top, so that the embedding depth of the steel pile casing 4 is not higher than the top surface of the pile core non-influence area III.
The height of the lower sediment after the supernatant 5 is discharged, namely the height of the flocculation curing filling area 1, is consistent with the height of the top surface of the pile core non-influence area III, and the effective filling and reinforcement of the pile core non-influence area III are ensured.
The soil particles in the engineering slurry 8 are rapidly precipitated and self-compressed, and the partial precipitates mainly play a role in filling the unaffected region III, and the partial precipitates do not need to have larger strength because the additional load generated by the upper construction machinery has no influence on the foundation soil body of the unaffected region III.
Step 3: and respectively preparing a first pile core solidified soil material and a second pile core solidified soil material according to the load requirements in the primary influence area I and the secondary influence area II.
Specifically, engineering slag soil excavated by pile foundations in a construction site is used as a raw material, the water content of the engineering slag soil is measured, an industrial solid waste base cementing material is used as a curing agent, and the engineering slag soil and the curing agent are mechanically stirred and mixed in a stirring box according to the water-solid ratio of a first proportion and a second proportion and the mixing amount of the curing agent, so that a first pile core cured soil material and a second pile core cured soil material are prepared.
The industrial solid waste-based cementing material mainly comprises steel slag powder, fly ash, desulfurized gypsum and the like, replaces cement-based cementing materials, has low cost, and the strength of the first pile core solidified soil material and the second pile core solidified soil material is controlled by the mixing proportion of the solidifying agent.
Engineering slag soil solidification is a conventional construction process in the field, and according to the water content of engineering slag soil and the mixing proportion of a solidifying agent in a construction site, a first pile core solidified soil material and a second pile core solidified soil material meeting the strength requirement can be obtained through limited experiments, so that additional load generated by an upper machine to a foundation soil body is resisted, and the experimental process is not repeated.
Step 4: backfilling the first pile core solidified soil material into the secondary affected zone II of the pile core to form a first high strength solidified filler filled zone 2.
Because the first pile core solidified soil material can form extrusion to a certain extent on the flocculation solidification filling area 1, the amount of the first pile core solidified soil material filled into the secondary influence area II is based on the difference value between the filling elevation and the surface elevation of the first pile core solidified soil material.
The unconfined compressive strength of the first high-strength solidified filler filling area 2 reaches more than 1.0 MPa.
Step 5: backfilling the second pile core solidified soil material into the primary impact zone I of the pile core to form a second high-strength solidified filler filled zone 3.
The unconfined compressive strength of the second high-strength solidified filler filling area 3 reaches more than 1.5 MPa.
Step 6: and curing the surface of the second pile core solidified soil material, and simultaneously arranging protective fences 7 around the pile foundation.
Preferably, the wet straw mats 6 are paved on the surface of the second pile core solidified soil material for maintenance. The protective fence 7 is arranged at one pile diameter part around the pile foundation to prevent the disturbance of the peripheral construction activity on the strength of the solidified soil of the pile core.
The foregoing description of the preferred embodiments of the invention is not intended to limit the scope of the invention, and therefore, any modifications, equivalents, improvements, etc. that fall within the spirit and principles of the invention are intended to be included within the scope of the invention.
Claims (10)
1. A hollow pile backfill reinforcement construction method of a bored pile is characterized by comprising the following steps: the method comprises the following steps:
step 1: determining a pile core area of the bored pile to be treated, namely an empty pile, and dividing the pile core area into a main influence area I, a secondary influence area II and an influence-free area III according to additional load distribution of a foundation soil body;
step 2: reinforcing engineering slurry (8) in the pile core, and forming a flocculation curing filling area (1) in the non-influence area;
step 3: according to the load requirements in the primary influence area I and the secondary influence area II, preparing a first pile core solidified soil material and a second pile core solidified soil material respectively;
step 4: backfilling a first pile core solidified soil material into a secondary influence area II of the pile core to form a first high-strength solidified filler filling area (2);
step 5: backfilling a second pile core solidified soil material into a main influence area I of the pile core to form a second high-strength solidified filler filling area (3);
step 6: curing is carried out on the surface of the solidified soil material of the second pile core, and meanwhile, protective fences (7) are arranged around the pile foundation.
2. The method for backfilling and reinforcing the empty pile of the bored pile according to claim 1, which is characterized in that: in the step 1, according to the transfer rule of the additional load in the soil body of the foundation in the soil mechanics, calculating to obtain an additional load distribution curve X of the soil body of the foundation under the action of the load of the upper construction machine; according to the distribution form of the additional load, the bending back point Hc and the convergence value of 0.1 on the additional load distribution curve X Pzmax And dividing the influence area of the additional load on the foundation soil body into a main influence area I, a secondary influence area II and an influence-free area III as limits.
3. The method for backfilling and reinforcing the empty pile of the bored pile according to claim 2, which is characterized in that: the main influence area I, the secondary influence area II and the non-influence area III are sequentially arranged from top to bottom, and the reverse bending point H c For the boundary point between the primary influence area I and the secondary influence area II, the convergence value is 0.1P zmax Is the demarcation point between the secondary affected zone II and the unaffected zone III.
4. The method for backfilling and reinforcing the empty pile of the bored pile according to claim 1, which is characterized in that: the step 2 comprises the following sub-steps:
step 2.1: preparing a flocculant solution, and determining the input proportion of the flocculant solution through a pre-test;
step 2.2: according to the volume of the engineering slurry (8) in the pile core, adding a flocculating agent solution, and fully mixing the flocculating agent with the engineering slurry (8) by stirring to separate mud from water of the engineering slurry (8);
step 2.3: and (3) discharging supernatant (5) in the pile core uninfluenced area III to form a flocculation solidification filling area (1), and supporting soil on the side wall of the pile core after discharging the supernatant (5) by means of a steel pile casing (4) which is buried in the construction stage of the bored pile.
5. The method for backfilling and reinforcing the empty pile of the bored pile according to claim 4, which is characterized in that: in the step 2.3, the embedded depth of the steel pile casing (4) is not higher than the top surface of the pile core unaffected region III.
6. The method for backfilling and reinforcing the empty pile of the bored pile according to claim 4, which is characterized in that: in the step 2.3, the height of the lower sediment after the supernatant (5) is discharged, namely the height of the flocculation solidification filling area (1), is consistent with the height of the top surface of the pile core uninfluenced area III.
7. The method for backfilling and reinforcing the empty pile of the bored pile according to claim 1, which is characterized in that: in the step 3, engineering slag soil excavated by pile foundations in a construction site is used as a raw material, the water content of the engineering slag soil is measured, an industrial solid waste base cementing material is used as a curing agent, and the engineering slag soil and the curing agent are mechanically stirred and mixed in a stirring box according to the water-solid ratio of a first proportion and a second proportion and the mixing amount of the curing agent, so as to prepare a first pile core cured soil material and a second pile core cured soil material; the industrial solid waste-based cementing material consists of steel slag powder, fly ash and desulfurized gypsum.
8. The method for backfilling and reinforcing the empty pile of the bored pile according to claim 1, which is characterized in that: in the step 4, the amount of the first pile core solidified soil material filled into the secondary influence area II is based on the difference between the filling level of the first pile core solidified soil material and the surface level.
9. The method for backfilling and reinforcing the empty pile of the bored pile according to claim 1, which is characterized in that: in the step 6, a wet straw mat (6) is paved on the surface of the second pile core solidified soil material for maintenance; the protective fence (7) is arranged at one pile diameter part around the pile foundation.
10. The method for backfilling and reinforcing the empty pile of the bored pile according to claim 1, which is characterized in that: the unconfined compressive strength of the first high-strength solidified filling material filling area (2) reaches more than 1.0MPa, and the unconfined compressive strength of the second high-strength solidified filling material filling area (3) reaches more than 1.5 MPa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311186473.0A CN117403713A (en) | 2023-09-14 | 2023-09-14 | Hollow pile backfill reinforcement construction method for bored pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311186473.0A CN117403713A (en) | 2023-09-14 | 2023-09-14 | Hollow pile backfill reinforcement construction method for bored pile |
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| Publication Number | Publication Date |
|---|---|
| CN117403713A true CN117403713A (en) | 2024-01-16 |
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|---|---|---|---|
| CN202311186473.0A Pending CN117403713A (en) | 2023-09-14 | 2023-09-14 | Hollow pile backfill reinforcement construction method for bored pile |
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| Country | Link |
|---|---|
| CN (1) | CN117403713A (en) |
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2023
- 2023-09-14 CN CN202311186473.0A patent/CN117403713A/en active Pending
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