CN110158581B - Pile foundation construction method - Google Patents
Pile foundation construction method Download PDFInfo
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- CN110158581B CN110158581B CN201910460488.9A CN201910460488A CN110158581B CN 110158581 B CN110158581 B CN 110158581B CN 201910460488 A CN201910460488 A CN 201910460488A CN 110158581 B CN110158581 B CN 110158581B
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- pile
- reinforcement cage
- rib
- bearing platform
- sleeve
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- 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
Abstract
The invention relates to a pile foundation construction method, which comprises the following steps; step 1, lofting and drilling holes to form mounting holes, and lifting a protective cylinder to the mounting holes; step 2, performing slurry wall protection pore-forming on the inside of the pile casing to form a pile hole; step 3, welding a hanging rib at one end of the steel reinforcement cage, which is reserved with the bearing platform embedded rib, and arranging the hanging rib and the bearing platform embedded rib in a staggered manner; a plurality of hoops are welded outside one end of the hanging bar, which is far away from the reinforcement cage; the distance between the hoop and the stirrup exceeds 1 m; step 4, hoisting the reinforcement cage and lowering the reinforcement cage to the pile hole, and stopping lowering when the embedded reinforcement of the bearing platform at the top of the reinforcement cage is close to the soil layer; sleeving a sleeve outside the embedded rib of the bearing platform; continuously lowering the reinforcement cage to the designed height; step 5, pouring concrete; step 6, pulling out the protective sleeve to form a tubular pile; digging the upper surface of the soil layer; marking the design height of the pile top of the tubular pile, chiseling the concrete above the marked position, and cutting the hanging ribs. The method avoids the situation that concrete is remained on the embedded ribs of the bearing platform.
Description
Technical Field
The invention relates to the technical field of foundation construction, in particular to a pile foundation construction method.
Background
The pile foundation is a deep foundation which combines the tops of a plurality of piles into a whole through a bearing platform and bears dynamic and static loads together, and the piles are vertical or inclined foundation components arranged in soil and are used for penetrating through a soft high-compressibility soil layer or water and transmitting the loads borne by the piles to a harder, denser or less compressible foundation bearing layer.
Chinese patent No. CN107012881B discloses a bridge pile foundation construction method, which includes the following steps: step 1: hoisting the concrete pile casing to the pile position to enable the concrete pile casing to be vertical, slowly and vertically sinking the concrete pile casing until the concrete pile casing is stably filled with mud, and then enabling the upper end of the concrete pile casing to be located below the water surface; step 2: vibrating the concrete pile casing by using a vibration hammer to enable the concrete pile casing to sink to the designed depth; and step 3: repeatedly impacting, making slurry and drilling in the concrete casing by adopting a drilling machine, cleaning holes in time after finishing the holes to form a hole channel, and tamping the inner wall of the hole channel; and 4, step 4: and (5) putting the prefabricated reinforcement cage down, putting the concrete pouring guide pipe down to the position close to the bottom of the pore channel, and pouring concrete after secondary hole cleaning to finish construction.
The above prior art solutions have the following drawbacks: after the concrete is poured, a bearing platform needs to be constructed at the position of the pile top after the concrete is solidified. In order to improve the connection strength between the bearing platform and the pile, the concrete at the pile top is chiseled, and the steel bars inside the pile are exposed. And then binding the reinforcing steel bars on the top of the pile to the stress bars inside the bearing platform when the bearing platform is constructed. But when the concrete on the top of the pile is knocked out, the damage to the steel bars in the pile can be caused. The reinforcing bar in the stake generally all can select for use the deformed steel bar, and the mechanical interlock between deformed steel bar and the concrete is great, adopts the mode of knockout can't peel off the concrete from the reinforcing bar completely, can lead to the later stage construction to accomplish the back, and the drawknot effect between the reinforcing bar of pile bolck and the cushion cap is not good.
Disclosure of Invention
The invention aims to provide a pile foundation construction method, which achieves the effect of conveniently stripping concrete from steel bars.
The above object of the present invention is achieved by the following technical solutions:
a pile foundation construction method comprises the following steps;
step 1, lofting a soil layer to obtain a pile position, and drilling the pile position to form a mounting hole; hoisting the pile casing to the pile position, and lowering the pile casing into the mounting hole; applying pressure to the top of the pile casing to enable the bottom of the pile casing to be inserted into the soil layer;
step 3, welding a hanging rib at one end of the reinforcement cage, which is reserved with the bearing platform embedded rib, and welding the hanging rib on a stirrup of the reinforcement cage; the hanging ribs are arranged in parallel to the bearing platform embedded ribs, a plurality of hanging ribs are uniformly distributed along the circumferential direction of the steel reinforcement cage, and the hanging ribs and the bearing platform embedded ribs are arranged in a staggered mode; the end part of the hanging rib extends to the outside of the area surrounded by the embedded ribs of the bearing platform, a hoop is sleeved outside one end, far away from the reinforcing cage, of the hanging rib, and the hoop and the hanging rib are welded; the distance between the hoop on the hanging reinforcement close to the reinforcement cage and the hoop on the reinforcement cage close to the hoop exceeds 1 m;
Through adopting above-mentioned technical scheme, the setting of hanging the muscle can be convenient for lift by crane and remove the steel reinforcement cage to the reduction is to the injury of indulging the muscle on the steel reinforcement cage. And, the distance between the top surface of the pile casing and the soil layer upper surface is less, and when the setting of hanging the muscle can make the steel reinforcement cage transfer the design height, it can expose in the pile casing outside to hang the muscle to be convenient for observe concrete placement in-process steel reinforcement cage's state. The sleeve is sleeved on the bearing platform embedded rib, so that concrete cannot directly contact with the bearing platform embedded rib, no residual concrete exists on the bearing platform embedded rib after the concrete is chiseled, and the connection strength between the tubular pile and the bearing platform is improved during later construction. Because there is not direct connection relation between the pre-buried rib of the bearing platform and the concrete, after the concrete is chiseled off, the hanging rib is cut, so that the connection relation between the upper layer concrete and the lower layer concrete is completely released. At the moment, the concrete on the upper layer is lifted, and the concrete with the sleeve is stripped from the embedded ribs of the bearing platform together, so that the construction efficiency is improved, and the quality of later construction is better.
The invention is further configured to: in the step 3, the hanging bars comprise two matching bars respectively positioned at the inner side and the outer side of the stirrup, and the two matching bars, the matching bars and the stirrup are welded and fixed with each other; the two matching ribs are arranged in a bending manner towards one end of the reinforcement cage, and the end of the matching rib is tightly propped against the stirrup; the positions of the two matched bars far away from the steel reinforcement cage are close to each other and are abutted tightly, and the abutted positions are close to the stirrups at the end parts of the steel reinforcement cage.
Through adopting above-mentioned technical scheme, improved the connection effect between hanging muscle and the steel reinforcement cage to when reinforcing utilizes to hang the muscle and lifts by crane the steel reinforcement cage, the structural stability of steel reinforcement cage.
The invention is further configured to: the sleeve is made of pearl wool, and is sleeved outside the embedded rib of the bearing platform, and one end of the opening of the sleeve is bound.
By adopting the technical scheme, the sleeve made of the pearl wool has good waterproofness and corrosion resistance, and the temperature deformation amount of the pearl wool is small. The concrete can produce a large amount of heats in the hardening process, and the pearl wool can not produce comparatively serious deformation under this heat to guarantee the homogeneity of inner structure behind the concrete hardening, avoided the top concrete displacement to cause the condition of present sending concrete cavity to appear. The binding is carried out on one end of the opening of the sleeve, so that the probability that the concrete permeates into the space between the sleeve and the pre-embedded ribs of the bearing platform from one end of the opening of the sleeve can be reduced, and the efficiency of removing the concrete around the pre-embedded ribs of the bearing platform in the later stage is improved.
The invention is further configured to: before sleeving the sleeve, sleeving a metal sleeve outside the bearing platform embedded rib, and welding the metal sleeve and the bearing platform embedded rib; sleeving the sleeve outside the embedded rib of the bearing platform, wherein one end of the opening of the sleeve is positioned below the metal sleeve; the position for binding the sleeve is positioned below the sleeve.
Through adopting above-mentioned technical scheme, be convenient for fix a position the sleeve pipe bottom, can further improve the leakproofness between sleeve pipe bottom and the cushion cap pre-buried muscle simultaneously. Because the longitudinal bars adopted in the steel reinforcement cage are all HRB type steel bars, namely the deformed steel bar, the sleeve is difficult to be embedded into the groove of the deformed steel bar. The surface of the metal sleeve is smooth, the sleeve can be well propped against and sealed with the metal sleeve, and the probability that concrete enters the space between the sleeve and the embedded ribs of the bearing platform is further reduced.
The invention is further configured to: the end face of the metal sleeve and the stirrups at the top of the reinforcement cage are arranged at intervals.
Through adopting above-mentioned technical scheme, make things convenient for constructor to cup joint the sleeve pipe in the pre-buried muscle outside of cushion cap, can avoid hanging the influence of muscle cutting process to the pre-buried muscle of cushion cap simultaneously.
The invention is further configured to: when the reinforcement cage is positioned at the designed height, the hanging ribs and the hoop extend out of the protective cylinder; and a positioning structure is arranged between the hoop facing the soil layer and the upper surface of the soil layer.
Through adopting above-mentioned technical scheme, location structure's setting can avoid the steel reinforcement cage to come up under the buoyancy of concrete when concreting to make the position of steel reinforcement cage more stable, improved the quality of the tubular pile after the later stage construction is accomplished.
The invention is further configured to: the positioning structure comprises a base plate supported on a soil layer, and two sides of the protective cylinder are respectively provided with one base plate; the top of the base plate is not lower than the top of the protective cylinder; a plurality of steel beams are taken to penetrate through the hanging ribs, two ends of each steel beam are respectively supported on the two base plates, and the hoop is supported on the steel beams.
By adopting the technical scheme, the operation is convenient and rapid, and the reinforcement cage is positioned by the gravity of the reinforcement cage and the upper and lower hoops on the base plate.
The invention is further configured to: in step 6, measuring the length of the outer wall of the pipe pile, marking the position of the designed height of the pile top and cutting; the cutting depth is not more than the thickness of the protective layer of the tubular pile, and a cutting groove is formed on the surface of the tubular pile after cutting; a plurality of cutting grooves are distributed around the circumference of the pipe pile; inserting a force application block into the cutting groove, beating the force application block until concrete on the upper part and the lower part of the cutting groove are separated, and cutting a hanging rib at the position where the concrete is separated; and lifting and separating the concrete above until the sleeve pipe leaves the embedded rib of the bearing platform.
Through adopting above-mentioned technical scheme, utilize application of force piece to chisel the concrete of upper and lower of cut groove and remove to make the concrete separation of upper and lower of cut groove, and then make things convenient for the operation in later stage, improved the efficiency of construction.
The invention is further configured to: the top wall and the bottom wall of the cutting groove form an acute angle; the force application block is arranged in a wedge shape, and one end with a smaller section of the force application block is inserted into the cutting groove.
By adopting the technical scheme, the pressure applied to the concrete is increased, so that the concrete above and below the cutting groove can be separated more quickly.
In conclusion, the beneficial technical effects of the invention are as follows:
1. sleeving a sleeve outside the embedded rib of the bearing platform to prevent the concrete from directly contacting with the embedded rib of the bearing platform, cutting the hanging rib after chiseling part of the concrete at the pile top, and then lifting the concrete above the hanging rib, so that the operation is convenient and rapid; the condition that concrete is remained on the embedded ribs of the bearing platform is avoided;
2. chiseling a cutting groove at the designed height of the tubular pile, chiseling the concrete above and below the cutting groove by using the force application block, and conveniently separating the concrete from the pre-buried ribs of the bearing platform more quickly.
Drawings
Fig. 1 is a schematic view of the overall structure of the bearing platform embedded rib facing the upper surface of the soil layer when the reinforcement cage is lifted to the inside of the pile hole.
Fig. 2 is a sectional view taken along line a-a of fig. 1.
Fig. 3 is a schematic vertical sectional view of the connection position of the suspension bar and the stirrup.
Fig. 4 is a sectional view taken along line B-B of fig. 1.
Fig. 5 is a schematic view of the overall structure of the reinforcement cage when lowered to the design height and supported on the retaining structure.
Fig. 6 is a schematic overall structure diagram of the concrete which is required to be chiseled out above the designed height position of the pile top after the tubular pile is poured.
In the figure, 1, mounting holes; 2. protecting the cylinder; 3. pile holes; 4. a reinforcement cage; 41. longitudinal ribs; 42. hooping; 5. embedding ribs in the bearing platform; 51. a metal sleeve; 52. a sleeve; 521. binding a belt; 6. ear ribs; 7. hanging the ribs; 71. a ferrule; 72. a shoulder pole beam; 8. fitting ribs; 9. a positioning structure; 91. a base plate; 92. a steel beam; 10. a tubular pile; 101. cutting a groove; 102. and a force application block.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Referring to fig. 1, the pile foundation construction method disclosed by the invention comprises the following steps;
step 1, lofting to obtain a pile position, and drilling the pile position to form a mounting hole 1. The depth of the mounting hole 1 is less than the length of the casing 2. And lifting the pile casing 2 to the pile position, putting the pile casing 2 into the mounting hole 1, and positioning the top of the pile casing 2 above the upper surface of the soil layer. The top of the casing 2 is pressurized with a ram or other device capable of applying pressure so that the bottom of the casing 2 is inserted into the soil layer. At this time, the top of the casing 2 is still positioned above the mounting hole 1. And clay is backfilled between the inner wall of the mounting hole 1 and the outer wall of the pile casing 2 and is tamped, so that the structural stability of the pile casing 2 on a soil layer is improved.
And 2, performing slurry wall protection pore-forming on the soil layer in the pile casing 2 by using a rotary drilling rig to form a pile hole 3.
And 3, preparing a reinforcement cage 4, customizing the reinforcement cage 4 in a factory according to design requirements, and transporting the reinforcement cage to a construction site. The steel reinforcement cage 4 includes that many are followed the vertical muscle 41 that the circumference was arranged and cup jointed in all the outside stirrups 42 of indulging muscle 41, and stirrups 42 is the annular setting, and stirrups 42 with indulge and electrically weld between the muscle 41 and fix.
The longitudinal bar 41 at one end of the reinforcement cage 4 and the stirrup 42 at the end part are arranged close to each other, and the longitudinal bar 41 at the other end of the reinforcement cage 4 extends towards the direction of the stirrup 42 far away from the end part to form the bearing platform embedded bar 5. The welding has ear muscle 6 on the outer wall of steel reinforcement cage 4, and ear muscle 6 has four along the circumference equipartition of steel reinforcement cage 4. Four ear ribs 6 are used as a group, and a group of ear ribs 6 are arranged every 2m in the length direction of the reinforcement cage 4.
The structure diagrams of fig. 1 and 2 show that a hanging bar 7 is welded at one end of a steel reinforcement cage 4, which is reserved with a bearing platform embedded bar 5, and the hanging bar 7 is welded and fixed by two matching bars 8 respectively positioned at the inner side and the outer side of a stirrup 42, between the matching bars 8 and the stirrup 42. Referring to fig. 1 and 3, two engaging ribs 8 are disposed in a curved manner toward one end of the reinforcement cage 4, and the curved portions of the engaging ribs 8 are hooked on the stirrups 42. The positions of the two matching ribs 8 far away from the steel reinforcement cage 4 are mutually bent and close to each other and are mutually abutted tightly, the abutting positions are close to the stirrups 42 arranged at the end parts of the steel reinforcement cage 4, and the positions of the two matching ribs 8 abutted tightly are welded and fixed.
The hanging ribs 7 are arranged in parallel to the bearing platform embedded ribs 5, and four hanging ribs 7 are uniformly distributed along the circumferential direction of the steel reinforcement cage 4. The hanging ribs 7 and the bearing platform embedded ribs 5 are arranged in a staggered mode, and the influence of the hanging ribs 7 on the bearing platform embedded ribs 5 is avoided. The end part of the hanging rib 7 extends to the outside of the area defined by the bearing platform embedded rib 5, a hoop 71 is sleeved outside one end, far away from the reinforcement cage 4, of the hanging rib 7, and the hoop 71 and the hanging rib 7 are welded. The distance between the hoop 71 of the hanging bar 7 close to the reinforcement cage 4 and the hoop 42 of the reinforcement cage 4 close to the hoop 71 exceeds 1 m.
And step 4, fixing the carrying pole beam 72 at the end part of the lifting rib 7, and lifting the carrying pole beam 72. And moving the reinforcement cage 4 to the pile hole 3, and putting the reinforcement cage 4 to the interior of the pile hole 3. When the bearing platform embedded bar 5 at the top of the reinforcement cage 4 is close to the soil layer, the lowering is stopped.
Referring to fig. 1 and 4, a metal sleeve 51 is sleeved outside the bearing platform embedded bar 5, so that the metal sleeve 51 is located at a designed elevation of the pile top, and a vertical distance between an end of the lifting bar 7 and the stirrup 42 closest to the lifting bar 7 is marked as h. The end face of the metal sleeve 51 and the stirrup 42 at the top of the reinforcement cage 4 are arranged at intervals, and the metal sleeve and the bearing platform embedded rib 5 are welded. And then, sleeving a sleeve 52 outside the bearing platform embedded rib 5, wherein the sleeve 52 is made of pearl cotton. The sleeve 52 is closed at one end and open at the other end. And (3) downwards arranging one open end of the sleeve 52, and sleeving the sleeve 52 outside the bearing platform embedded rib 5 until the open end of the sleeve 52 covers the metal sleeve 51. The outer wall of the sleeve 52 below the metal sleeve 51 is bound by the binding band 521, and the excess part of the binding band 521 is cut off, so that the inner wall of the sleeve 52 is tightly abutted with the outer wall of the metal sleeve 51.
Referring to fig. 5, the reinforcement cage 4 is lowered to the designed height, and the hanging bars 7 and the hoop 71 extend out of the casing 2, and part of the hoop 71 faces the upper surface of the soil layer. A positioning structure 9 is arranged between the hoop 71 facing the soil layer and the upper surface of the soil layer.
The positioning structure 9 comprises two backing plates 91 and two solid steel beams 92. The two backing plates 91 are of a wood structure, and the two backing plates 91 are respectively positioned at two sides of the pile casing 2. The upper surfaces of the two backing plates 91 are 5cm-10cm higher than the top of the protective cylinder 2. Two steel beams 92 are taken to penetrate through the hanging ribs 7, so that the bottom of one hoop 71 is supported on the steel beams 92, and the two ends of each steel beam 92 are respectively supported on the two base plates 91.
And 5, pouring concrete into the reinforcement cage 4 until the concrete is positioned between the concrete stirrups 42 and the hoops 71.
And cutting the marked position, wherein the cutting depth is not more than the thickness of the protective layer of the tubular pile 10. After cutting, a cutting groove 101 is formed in the surface of the tubular pile 10, an acute angle is formed between the top wall and the bottom wall of the cutting groove 101, and the cutting groove 101 is distributed in a plurality of ways around the circumference of the tubular pile 10. A force application block 102 is inserted into each of the slots 101, the force application block 102 is provided in a wedge shape, and one end of the force application block 102 having a smaller cross section is inserted into the slot 101. One end of the force application block 102, which is positioned outside the cutting groove 101, is hit, so that the area of the cutting groove 101 is gradually enlarged until the upper and lower concrete of the cutting groove 101 are separated. The hanging bars 7 at the concrete separation position are cut and then the concrete above is lifted until the sleeve 52 (see fig. 4) leaves the platform embedded bar 5 (see fig. 4).
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (6)
1. A pile foundation construction method is characterized in that: comprises the following steps;
step 1, lofting on a soil layer to obtain a pile position, and drilling the pile position to form a mounting hole (1); hoisting the pile casing (2) to the pile position, and lowering the pile casing (2) into the mounting hole (1); applying pressure to the top of the pile casing (2) to enable the bottom of the pile casing (2) to be inserted into the soil layer;
step 2, performing slurry wall protection pore-forming on the inside of the pile casing (2) to form a pile hole (3);
step 3, welding a hanging rib (7) at one end of the reinforcement cage (4) reserved with the bearing platform embedded rib (5), and welding the hanging rib (7) on a stirrup (42) of the reinforcement cage (4); the hanging ribs (7) are arranged in parallel to the bearing platform embedded ribs (5), a plurality of hanging ribs (7) are uniformly distributed along the circumferential direction of the reinforcement cage (4), and the hanging ribs (7) and the bearing platform embedded ribs (5) are arranged in a staggered mode; the end part of the hanging rib (7) extends to the outside of the area defined by the bearing platform embedded rib (5), a hoop (71) is sleeved outside one end, far away from the reinforcement cage (4), of the hanging rib (7), and the hoop (71) and the hanging rib (7) are welded; the distance between a hoop (71) on the lifting rib (7) close to the reinforcement cage (4) and a hoop (42) on the reinforcement cage (4) close to the hoop (71) exceeds 1 m; the hanging reinforcement (7) comprises two matching reinforcements (8) which are respectively positioned at the inner side and the outer side of the stirrup (42), and the two matching reinforcements (8) and the stirrup (42) are welded and fixed with each other; the two matching ribs (8) are arranged in a bending way towards one end of the reinforcement cage (4), and the end of the matching rib (8) is tightly propped against the stirrup (42); the positions of the two matched ribs (8) far away from the reinforcement cage (4) are close to each other and are abutted against each other, and the abutted positions are close to stirrups (42) positioned at the end parts of the reinforcement cage (4);
step 4, applying force to the lifting ribs (7) to lift the reinforcement cage (4), moving the reinforcement cage (4) to the pile hole (3), and putting the reinforcement cage (4) into the pile hole (3); when the bearing platform embedded ribs (5) at the top of the reinforcement cage (4) are close to the soil layer, stopping the downward placement; sleeving a metal sleeve (51) outside the bearing platform embedded rib (5), and welding the metal sleeve (51) and the bearing platform embedded rib (5); sleeving the sleeve (52) outside the bearing platform embedded rib (5), wherein one end of the opening of the sleeve (52) is positioned below the metal sleeve (51); the position where the sleeve (52) is bound is positioned below the sleeve (52); one end of the sleeve (52) is closed, and the other end is opened; one end of the opening of the sleeve (52) is tightly propped against the outer wall of the bearing platform embedded rib (5); continuously lowering the reinforcement cage (4) to the design height; the sleeve (52) is made of pearl cotton, and after the sleeve (52) is sleeved outside the bearing platform embedded rib (5), one end of the opening of the sleeve (52) is bound;
step 5, pouring concrete into the reinforcement cage (4) until the concrete reaches the top position of the pile casing (2);
step 6, after the concrete is initially set, removing the protective cylinder (2); after the concrete is finally set, a pipe pile (10) is formed; digging the upper surface of the soil layer downwards to expose the length of at least 1m below the pile top of the tubular pile (10); the length of the outer wall of the tubular pile (10) is measured, the designed height position of the pile top of the tubular pile (10) is marked, concrete above the marked position is chiseled, and a lifting rib (7) is cut.
2. The pile foundation construction method according to claim 1, wherein: the end face of the metal sleeve (51) and the stirrups (42) at the top of the reinforcement cage (4) are arranged at intervals.
3. The pile foundation construction method according to claim 1, wherein: in the step 4, when the reinforcement cage (4) is positioned at the designed height, the hanging ribs (7) and the hoop (71) extend out of the protective sleeve (2); a positioning structure (9) is arranged between the hoop (71) facing the soil layer and the upper surface of the soil layer.
4. The pile foundation construction method according to claim 3, wherein: the positioning structure (9) comprises a base plate (91) supported on a soil layer, and two sides of the base plate (91) on the pile casing (2) are respectively provided with one base plate; the top of the base plate (91) is not lower than the top of the protective cylinder (2); a plurality of steel pipe steel beams (92) penetrate through the hanging ribs (7), two ends of each steel pipe steel beam (92) are supported on the two base plates (91) respectively, and the hoop (71) is supported on the steel pipe steel beams (92).
5. The pile foundation construction method according to claim 1, wherein: in the step 6, measuring the length of the outer wall of the tubular pile (10), marking the position of the designed height of the pile top and cutting; the cutting depth is not more than the thickness of a protective layer of the tubular pile (10), and a cutting groove (101) is formed on the surface of the tubular pile (10) after cutting; a plurality of cutting grooves (101) are distributed around the circumference of the tubular pile (10); inserting a force application block (102) into the cutting groove (101), beating the force application block until the upper concrete and the lower concrete of the cutting groove (101) are separated, and cutting a hanging rib (7) at the position where the concrete is separated; and lifting the concrete above the separation position until the sleeve (52) leaves the bearing platform embedded rib (5).
6. The pile foundation construction method according to claim 5, wherein: the top wall and the bottom wall of the cutting groove (101) form an acute angle; the force application block (102) is arranged in a wedge shape, and one end of the force application block (102) with a smaller cross section is inserted into the cutting groove (101).
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910460488.9A CN110158581B (en) | 2019-05-30 | 2019-05-30 | Pile foundation construction method |
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| CN201910460488.9A CN110158581B (en) | 2019-05-30 | 2019-05-30 | Pile foundation construction method |
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| CN110158581A CN110158581A (en) | 2019-08-23 |
| CN110158581B true CN110158581B (en) | 2021-03-05 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP4623574B2 (en) * | 2005-02-21 | 2011-02-02 | ジャパンパイル株式会社 | How to build a pile |
| CN204080793U (en) * | 2014-09-22 | 2015-01-07 | 武汉一冶建筑安装工程有限责任公司 | Hoisting device for reinforcement cage |
| CN105297729B (en) * | 2015-11-23 | 2017-12-01 | 中国葛洲坝集团第六工程有限公司 | Bridge pile foundation pile head breaking device and method |
| CN106400802B (en) * | 2016-08-24 | 2019-02-26 | 中交一公局厦门工程有限公司 | A kind of drilled pile pile crown is pre-buried to exempt from the whole quickly lifting method of ring cutting that drills |
| CN206368364U (en) * | 2017-01-11 | 2017-08-01 | 中铁十一局集团有限公司 | A kind of cast-in-situ bored pile pile crown reinforcing bar closes isolating and protecting device |
| CN108193684A (en) * | 2017-12-18 | 2018-06-22 | 中国二十冶集团有限公司 | Cast-in-situ bored pile pile crown detaches removing method |
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