CN109137924B - Structure for reducing pile length of deep soft soil layer by forming composite foundation and construction method - Google Patents

Structure for reducing pile length of deep soft soil layer by forming composite foundation and construction method Download PDF

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Publication number
CN109137924B
CN109137924B CN201810889140.7A CN201810889140A CN109137924B CN 109137924 B CN109137924 B CN 109137924B CN 201810889140 A CN201810889140 A CN 201810889140A CN 109137924 B CN109137924 B CN 109137924B
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China
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grouting
sleeve
soft soil
pile
mortar
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CN109137924A (en
Inventor
倪小东
姬良龙
徐硕
王媛
陆江发
曹文振
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Hohai University HHU
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Hohai University HHU
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D15/00Handling building or like materials for hydraulic engineering or foundations
    • E02D15/02Handling of bulk concrete specially for foundation or hydraulic engineering purposes
    • E02D15/04Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22Piles
    • E02D5/34Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/46Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00Production methods
    • E02D2250/003Injection of material

Abstract

The invention relates to a structure and a method for reducing the pile length of a deep soft soil layer by forming a composite foundation, which comprises a sleeve, wherein the sleeve comprises a sleeve outer wall, a sleeve inner wall, an overflow hole, a pressure cabin and a grouting opening, the pressure cabin is formed between the sleeve outer wall and the sleeve inner wall, a grouting system is vertically distributed on the outer wall of the pressure cabin, a grouting pipe is inserted into the grouting opening on the top plate of the pressure cabin at the top of the pressure cabin and injects mortar into the pressure cabin through the grouting pipe, and the mortar flows out of the sleeve outer wall through the overflow hole formed in the pressure cabin and is mixed with soft soil to form the composite foundation. According to the structure and the method for reducing the pile length of the deep soft soil layer by forming the composite foundation, the mortar and the soft soil foundation are mixed to form the composite foundation, the soil property of the foundation is improved, the bearing capacity of the foundation is improved, and the friction resistance between the friction pile and the foundation is increased, so that the pile length of the friction pile is effectively reduced, materials are saved, the cost is reduced, meanwhile, the sleeve can play a role in supporting, hole collapse is prevented, and the structure and the method have very important significance for foundation engineering.

Description

Structure for reducing pile length of deep soft soil layer by forming composite foundation and construction method
Technical Field
The invention relates to the technical field of engineering piles and construction methods, in particular to a structure and a construction method for reducing the pile length of a deep soft soil layer by forming a composite foundation.
Background
The soft soil foundation is a foundation consisting of soft soil, and the soil component of the soft soil foundation is mainly soft soil, and is characterized by high natural water content, large natural pore ratio, low shear strength, high compression coefficient and small permeability coefficient. Under the action of load, the soft soil foundation has low bearing capacity, large foundation settlement deformation and large possible uneven settlement, and belongs to a bad foundation.
If the pile is penetrated and supported in various compressed earth layers, the vertical load is supported mainly by the frictional resistance of the soil at the side of the pile, and the pile is called a friction pile. At present, the conventional cast-in-place friction pile is adopted to treat a deep and thick soft foundation, the pile body is long, and the bending damage is easy to occur under the load action; and the longer the pile body is, the larger the material is, the greater the construction difficulty is, and the more complicated the process is. Based on the defects of long piles, the method for reducing the length of the pile body without influencing the bearing capacity of the pile is the key point of subsequent foundation engineering research, and the method for reducing the length of the pile body by increasing the friction resistance has very important significance for the foundation engineering.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a structure and a construction method for reducing the pile length of a deep soft soil layer by forming a composite foundation.
In order to achieve the purpose, the invention adopts the technical scheme that:
the utility model provides a reduce long structure of deep soft soil layer stake through forming composite foundation, includes the sleeve pipe, the sleeve pipe includes sleeve pipe outer wall, sleeve pipe inner wall, overflow hole, pressure cabin and slip casting mouth, forms the pressure cabin between sleeve pipe outer wall and the sleeve pipe inner wall, and the pressure cabin top is the pressure cabin roof, the vertical distribution slip casting system of pressure cabin outer wall, the slip casting mouth that distributes on the pressure cabin roof, in the slip casting pipe inserts the slip casting mouth and pours into the pressure cabin into the mortar through the slip casting pipe, the overflow hole outflow sleeve pipe outer wall that the mortar was seted up on the pressure cabin and mixes formation composite foundation with the weak soil.
Furthermore, the outer wall of the sleeve is formed by connecting a plurality of hollow pipes through threads, the hollow pipes are hoisted section by section according to the excavation depth in the hole digging process, and the hollow pipes are dismantled section by section according to the grouting progress in the grouting process so as to reduce the length.
Further, the grouting pipe is inserted into the pressure chamber within the height of 0-1/3 through the grouting opening.
Furthermore, a plurality of overflow holes are uniformly distributed on the outer wall of the pressure chamber, and the upper and lower distances between the overflow holes are equal.
Furthermore, the outer wall of the pressure chamber is provided with three layers of grouting systems which are uniformly distributed along the vertical direction, and each layer of grouting system is provided with eight overflow holes which are uniformly distributed along the circumferential direction of the outer wall of the pressure chamber, so that the grouting uniformity is ensured.
Furthermore, the grouting openings are arranged on the top plate of the pressure chamber in a circle, and the number of the grouting openings is eight.
Furthermore, a layer of lubricating material is smeared around the sleeve.
Further, the method comprises the following steps:
firstly, measuring a paying-off pile outlet position, excavating pile holes layer by layer from top to bottom, and hanging the outer wall of a section of sleeve pipe at each layer of excavation until the hole opening of the pile hole is finished;
step two, placing a reinforcement cage, fixing the reinforcement cage, inserting a grouting pipe into a grouting opening in a top plate of the pressure cabin, and starting grouting and pouring at the same time as grouting of the pressure cabin;
injecting mortar into the pressure cabin, wherein the mortar flows out through the overflow holes and is mixed with the soft soil foundation to form a composite foundation;
after the pressure cabin is filled with the mortar, the mortar is continuously injected for a period of time to ensure that the mortar is fully mixed with the soft soil foundation;
lifting the sleeve, removing the outer wall of the sleeve higher than the ground part, entering a next section of grouting section, and starting grouting;
and step six, repeating the step four and the step five until grouting is finished, wherein the pouring work of the friction pile is close to the tail sound.
Further, in the second step, the grouting and pouring speed is slightly lower than that of the pressure cabin.
And further, in the third step, an early strength agent is added into the mortar.
Compared with the prior art, the invention has the beneficial effects that:
the invention discloses a structure for reducing the pile length of a deep soft soil layer by forming a composite foundation and a construction method, wherein the structure comprises a sleeve, the sleeve comprises a sleeve outer wall, a sleeve inner wall, overflow holes, a pressure cabin and grouting holes, the pressure cabin is formed between the sleeve outer wall and the sleeve inner wall, the distance between the sleeve outer wall and the sleeve inner wall is smaller, mortar materials are saved, the top of the pressure cabin is a pressure cabin top plate, the pressure cabin outer wall is vertically provided with the overflow holes to form a grouting system, the grouting holes are distributed on the pressure cabin top plate, grouting pipes are inserted into the grouting holes and inject mortar into the pressure cabin through the grouting pipes, the mortar flows out of the sleeve outer wall through the overflow holes formed in the pressure cabin and is mixed with soft soil to form the composite foundation, and the vertical distances of the overflow holes are equal. The structure and the construction method for reducing the pile length of the deep soft soil layer by forming the composite foundation provided by the invention have the advantages that after the pressure cabin is filled with mortar, the sleeve is lifted to the next grouting section, the lifting of the sleeve is completed by the traction force of the grouting pipe, the outer wall of the sleeve higher than the ground is disassembled at the same time, the grouting at the next stage is started, the mortar and the soft soil foundation are mixed to form the composite foundation, the soil property of the foundation can be improved, the bearing capacity of the foundation is improved, the friction coefficient of the soft soil foundation is obviously increased, the friction resistance between the friction pile and the foundation is increased, the pile length of the friction pile is effectively reduced, the material is saved, the cost is reduced, the sleeve can play a role in supporting and protecting, the hole collapse is prevented, the sleeve model is simple and flexible, the operation is convenient, the economic feasibility is high, and the defect that the length of the pile body is forced to be increased due to the, has very important significance for basic engineering.
Drawings
FIG. 1 is a cross-sectional view of a bushing of the present invention;
FIG. 2 is a top view of the bushing of the present invention;
FIG. 3 is a schematic illustration of casing grouting according to the present invention;
wherein: 1-outer wall of the casing; 2-inner wall of casing; 3-grouting pipe; 4-an overflow aperture; 5-a pressure chamber; 6-thread; 7-grouting port; 8-pressure chamber roof; 9-grouting zone.
Detailed Description
The present invention will be further described with reference to the following examples.
As shown in fig. 1-3, a structure that the pile length of deep soft soil layer is reduced through forming composite foundation, including the sleeve pipe, the sleeve pipe includes sleeve pipe outer wall 1, sleeve pipe inner wall 2, overflow hole 4, pressure chamber 5 and slip casting mouth 7, sleeve pipe outer wall 1 all adopts threaded connection with slip casting pipe 3, form pressure chamber 5 between sleeve pipe outer wall 1 and the sleeve pipe inner wall 2, the 5 tops of pressure chamber are pressure chamber roof 8, the slip casting system that 5 outer walls of pressure chamber constitute along vertical evenly distributed three-layer overflow hole 4, every layer of slip casting system is one deck overflow hole 4, every layer of overflow hole 4's quantity is eight, promptly: every layer of slip casting system is eight overflow holes 4 along 5 outer wall rings of pressure chamber evenly distributed, and the quantity of round and slip casting mouth 7 is eight on pressure chamber roof 8 is arranged to slip casting mouth 7, arranges the dispersion, evenly, guarantees that the slip casting is even, and slip casting pipe 3 inserts in slip casting mouth 7 and pours into the mortar into pressure chamber 5 into through slip casting mouth 7, and the overflow hole 4 that the mortar was seted up through 5 outer walls of pressure chamber flows sleeve pipe outer wall 1 and mixes formation composite foundation with the weak soil.
The outer wall 1 of the casing is formed by connecting a plurality of hollow pipes through threads 6, the hollow pipes are hoisted section by section according to the excavation depth in the hole digging process, and the hollow pipes are dismantled section by section according to the grouting progress in the grouting process so as to reduce the length.
A layer of lubricating material is smeared on the periphery of the sleeve, a plurality of overflow holes 4 are uniformly distributed on the outer wall of the pressure chamber 5, the upper and lower distances between the overflow holes 4 are equal, and the grouting pipe 3 is inserted into the pressure chamber 5 within the height of 0-1/3 through the grouting opening 7.
A construction method for reducing the pile length of a deep soft soil layer by forming a composite foundation comprises the following steps:
firstly, measuring a paying-off pile outlet position, excavating pile holes layer by layer from top to bottom, and hanging a section of sleeve outer wall 1 at each layer of excavation until the hole opening of the pile hole is finished;
step two, lowering a reinforcement cage, fixing the reinforcement cage, inserting a grouting pipe 3 into a grouting opening 7 in a pressure cabin top plate 8, and starting grouting and pouring and grouting of a pressure cabin 5 at the same time;
injecting mortar into the pressure cabin 5, and mixing the mortar and the soft soil foundation to form a composite foundation after the mortar flows out through the overflow holes 4;
step four, after the pressure chamber 5 is filled with the mortar, the mortar is continuously injected for a period of time to ensure that the mortar and the soft soil foundation are fully mixed;
lifting the sleeve, removing the outer wall 1 of the sleeve higher than the ground part, entering a next section of grouting section, and starting grouting;
and step six, repeating the step four and the step five until grouting is finished, and finishing the pouring work of the friction pile at the moment.
In the second step, the grouting and pouring speed is slightly lower than that of the pressure cabin 5.
And in the third step, an early strength agent is added into the mortar.
Example 1
The first step is as follows: on the basis of a three-way flat site, measuring a pile position axis square control net and an elevation datum point according to data of a building measurement control net and a foundation plane layout drawing, determining a pile position center, drawing the circumference of the upper part (namely a first section) by taking the center as the circle center and the pile body radius plus sleeve thickness as the radius, scattering lime lines as pile hole excavation dimension lines, drawing four pile axis control points out of a pile hole along the pile center position, and calibrating by using a firm wood pile;
the second step is that: the manual excavation of the pile hole is carried out layer by layer from top to bottom, firstly, earthwork at the middle part is excavated, then, the periphery is expanded, the section size of the excavated pile hole is effectively controlled, the height of each section is determined according to soil conditions and a construction scheme, when one section is excavated, the outer wall 1 of one section of casing pipe is hoisted for supporting, the threads 6 among the casing pipes are connected, and the circular arc of the casing pipe is ensured to keep the vertical alignment;
the third step: after the hole is formed, checking and accepting the steel reinforcement cage according to the design requirement, checking the type, the interval, the welding quality, the diameter and the length of the steel reinforcement cage and the arrangement condition of a protective block, hoisting the steel reinforcement cage by using a crane, sinking the steel reinforcement cage into a pile hole to be in place, hooking a reinforcing hoop on the top of the steel reinforcement cage by using a hook, using channel steel as a cross arm, hanging the steel reinforcement cage on the upper opening of a well wall, keeping the vertical of a framework by using the self-weight, controlling the elevation of the steel reinforcement cage and the thickness of a protective layer, preventing the steel reinforcement cage from deforming during hoisting, not colliding the wall of the well, and if the steel reinforcement cage is too long, hoisting the steel reinforcement cage in sections;
the fourth step: inserting the grouting pipe 3 into the grouting opening 7 and fixing, conveying mortar into the pressure cabin 5, adding an early strength agent into the mortar, allowing the mortar to flow into a soft soil foundation through the overflow hole 4, performing grouting of the pressure cabin 5 and pouring of pile body concrete at the same time, wherein the pouring speed of the pile body concrete is slightly lower than that of the pressure cabin 5;
the fifth step: after the pressure chamber 5 is filled with mortar, continuously grouting for a period of time to ensure that the mortar is fully mixed with the soft soil foundation; lifting the sleeve, removing the outer wall 1 of the sleeve higher than the ground, and entering a second section of grouting;
and a sixth step: and repeating the fourth step and the fifth step to complete grouting work of the whole pile hole, wherein the pouring work of the pile body of the friction pile is also close to the tail sound.
The above embodiments do not limit the present invention in any way, and all technical solutions obtained by means of equivalent substitution or equivalent transformation fall within the scope of the present invention.

Claims (7)

1. The structure for reducing the pile length of the deep soft soil layer by forming the composite foundation is characterized by comprising a sleeve, wherein the sleeve comprises a sleeve outer wall (1), a sleeve inner wall (2), overflow holes (4), a pressure chamber (5) and grouting ports (7), the pressure chamber (5) is formed between the sleeve outer wall (1) and the sleeve inner wall (2), a pressure chamber top plate (8) is arranged at the top of the pressure chamber (5), a grouting system is vertically distributed on the outer wall of the pressure chamber (5), the grouting ports (7) are distributed on the pressure chamber top plate (8), grouting pipes (3) are inserted into the grouting ports (7) and inject mortar into the pressure chamber (5) through the grouting pipes (3), and the mortar flows out of the sleeve outer wall (1) through the overflow holes (4) formed in the pressure chamber (5) and is mixed with soft soil to form the composite foundation; the outer wall (1) of the sleeve is positioned outside the inner wall (2) of the sleeve, and the grouting pipe (3) is arranged between the outer wall (1) of the sleeve and the inner wall (2) of the sleeve; the outer wall (1) of the casing is formed by connecting a plurality of hollow pipes through threads (6), the casing is hoisted section by section according to the excavation depth in the hole digging process, and the casing is dismantled section by section according to the grouting progress in the grouting process so as to reduce the length; and a layer of lubricating material is smeared around the sleeve.
2. A structure for reducing pile length in deep soft soil layers by forming a composite foundation according to claim 1, wherein the grouting pipe (3) is inserted into the pressure tank (5) within 0 to 1/3 height through the grouting port (7).
3. The structure for reducing the pile length of the deep soft soil layer by forming the composite foundation according to claim 1, wherein the outer wall of the pressure chamber (5) is vertically and evenly distributed with three layers of grouting systems, and each layer of grouting system is provided with eight overflow holes (4) which are circumferentially and evenly distributed along the outer wall of the pressure chamber (5).
4. A structure for reducing pile length of deep soft soil layer by forming composite foundation according to claim 1, wherein said grouting ports (7) are provided on the pressure tank ceiling plate (8) by one turn and the number of grouting ports (7) is eight.
5. A construction method for reducing pile length of deep soft soil layer by forming a composite foundation using the structure of any one of claims 1 to 4, comprising the steps of:
firstly, measuring a paying-off pile outlet position, excavating pile holes layer by layer from top to bottom, and hanging a section of sleeve outer wall (1) at each layer of excavation until the pile hole is drilled;
step two, placing a reinforcement cage, fixing the reinforcement cage, inserting a grouting pipe (3) into a grouting opening (7) in a pressure cabin top plate (8), and starting grouting pouring and grouting of a pressure cabin (5);
injecting mortar into the pressure cabin (5), and mixing the mortar and the soft soil foundation to form a composite foundation after the mortar flows out through the overflow holes (4);
step four, after the pressure chamber (5) is filled with the mortar, the mortar is continuously injected for a period of time to ensure that the mortar and the soft soil foundation are fully mixed;
lifting the sleeve, removing the outer wall (1) of the sleeve higher than the ground part, entering a next section of grouting section, and starting grouting;
and step six, repeating the step four and the step five until grouting is finished, and finishing the pouring work of the friction pile at the moment.
6. The construction method for reducing the pile length of the deep soft soil layer by forming the composite foundation according to claim 5, wherein in the second step, the grouting and pouring speed is lower than that of the pressure chamber (5).
7. The construction method for reducing the pile length of the deep soft soil layer by forming the composite foundation according to claim 5, wherein the early strength agent is added into the mortar in the third step.
CN201810889140.7A 2018-08-07 2018-08-07 Structure for reducing pile length of deep soft soil layer by forming composite foundation and construction method Active CN109137924B (en)

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CN109137924B true CN109137924B (en) 2020-11-10

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Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN2716340Y (en) * 2004-06-19 2005-08-10 王亦德 Immersed tube for filling pile
KR20140137571A (en) * 2013-05-23 2014-12-03 박민서 Grouting pile and method for reinforceing ground using thereof
CN104179174A (en) * 2014-08-13 2014-12-03 山东科技大学 Porous grouted pipe special-shaped pile and pile-forming method
CN205742172U (en) * 2016-05-09 2016-11-30 苏州大学 A kind of foundation stabilization pipe casing
JP6110156B2 (en) * 2013-02-15 2017-04-05 鹿島建設株式会社 Construction method of high bearing capacity pile
CN106836204A (en) * 2017-03-15 2017-06-13 中铁六局集团路桥建设有限公司 The device and method of pouring pile bearing capacity under a kind of lifting Soft Soil
CN206554078U (en) * 2017-03-03 2017-10-13 王继忠 A kind of slip casting and the casing device of pore-forming

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN100494581C (en) * 2006-09-26 2009-06-03 华北建设集团有限公司 Pipe pile hole maker with concrete bottom sealing, pipe cover and wings and construction process thereof
CN101298772B (en) * 2008-07-02 2010-09-08 齐庆国 Static pressure sunken tube pedestal concrete pile construction method
CN201411688Y (en) * 2009-02-25 2010-02-24 河海大学 Reinforcing thick coating deep-burying soft-soil reducing plastic sleeve composite pile
CN204212158U (en) * 2014-11-14 2015-03-18 上海力阳道路加固科技股份有限公司 A kind of Grouting Pipe with well
CN205857189U (en) * 2016-07-08 2017-01-04 上海长凯岩土工程有限公司 A kind of slip casting structure for forming slip casting enlarged footing
CN207079577U (en) * 2017-07-04 2018-03-09 深圳市孺子牛建设工程有限公司 Pile for prestressed pipe

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN2716340Y (en) * 2004-06-19 2005-08-10 王亦德 Immersed tube for filling pile
JP6110156B2 (en) * 2013-02-15 2017-04-05 鹿島建設株式会社 Construction method of high bearing capacity pile
KR20140137571A (en) * 2013-05-23 2014-12-03 박민서 Grouting pile and method for reinforceing ground using thereof
CN104179174A (en) * 2014-08-13 2014-12-03 山东科技大学 Porous grouted pipe special-shaped pile and pile-forming method
CN205742172U (en) * 2016-05-09 2016-11-30 苏州大学 A kind of foundation stabilization pipe casing
CN206554078U (en) * 2017-03-03 2017-10-13 王继忠 A kind of slip casting and the casing device of pore-forming
CN106836204A (en) * 2017-03-15 2017-06-13 中铁六局集团路桥建设有限公司 The device and method of pouring pile bearing capacity under a kind of lifting Soft Soil

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