CN113494076A - Method for processing pile foundation left in diaphragm wall range - Google Patents
Method for processing pile foundation left in diaphragm wall range Download PDFInfo
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- CN113494076A CN113494076A CN202110816129.XA CN202110816129A CN113494076A CN 113494076 A CN113494076 A CN 113494076A CN 202110816129 A CN202110816129 A CN 202110816129A CN 113494076 A CN113494076 A CN 113494076A
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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
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/18—Making embankments, e.g. dikes, dams
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D9/00—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof
- E02D9/02—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof by withdrawing
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0007—Production methods using a mold
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a method for processing a left pile foundation in a diaphragm wall range, which comprises the following steps: the construction method comprises the following steps of constructing the diaphragm wall, the pile foundation, the outer wall of the pile foundation, the reinforcing steel bar group, the fitting groove, the trenching machine, the multi-excavation part, the backfill area and the jet grouting pile: excavating a guide wall groove and pouring construction to complete the construction of the underground connecting guide wall; carrying out groove forming construction on the diaphragm wall; and during construction, all the remaining pile foundations within the range of the diaphragm wall are pulled out by using a grooving machine. Leave over the pile foundation in the grooving process and extract for the whole groove section of wall that links becomes L shape, before the hoist and mount of wall steel reinforcement cage, at the relevant position (many grooving positions) installation plank sheathing of steel reinforcement cage, then hoist and mount steel reinforcement cage, through filling the sand bag in the wall outside (plank sheathing outside) that links, thereby can be simple, a small amount of minor diameter pile foundations that the quick processing links wall in-range to leave over, loaded down with trivial details flow and input when reducing the pile pulling construction.
Description
Technical Field
The invention belongs to the technical field of left-over piles, and particularly relates to a method for processing a left-over pile foundation in the range of a diaphragm wall.
Background
In city central zone reforms transform, owing to receive the restriction by development parcel surrounding condition, the underground enclosure structure underground is wall application more generally even, according to the requirement of wall construction technology even, before the wall construction, if the wall within range has the pile foundation of leaving over, must pull out the pile foundation of leaving over in advance, then carries out cell wall reinforcement in wall both sides to pore-forming quality when guaranteeing the wall construction, and then guarantee the construction quality of wall even.
At present, central zone transformation plot is mostly old city district, and the pile foundation of leaving over is mostly the minor diameter pile foundation within phi 400mm, carries out special pulling out to these pile foundations and handles, and conventional processing method sees figure 8:
firstly, pulling out by adopting a full-slewing drilling machine;
secondly, pile holes formed after pile pulling are backfilled densely by mixing undisturbed soil with 10% cement;
thirdly, the wall of the triple high-pressure jet grouting pile with the diameter of 800@500 is completely reinforced within the range of 500mm at two sides of the underground diaphragm wall, and the cement mixing amount is 300 kg/m;
fourthly, finally, carrying out continuous construction on the ground wall;
when a special construction scheme is carried out, procedures such as approach detection and acceptance of construction machinery are carried out, equipment comprises various types such as a crane and a pile extractor, and special pile extraction construction cost is high if pile foundations needing to be extracted are few, particularly under the condition that a land parcel is limited and one-time approach construction cannot be carried out.
Disclosure of Invention
The invention aims to provide a method for processing a residual pile foundation in the range of a diaphragm wall so as to solve the problems in the background technology.
In order to achieve the above purpose, the invention provides the following technical scheme: a method for processing a left pile foundation in the range of a diaphragm wall comprises the following construction steps:
firstly, excavating a guide wall slot and pouring construction to complete the construction of the underground connecting guide wall;
secondly, grooving construction of the diaphragm wall; during construction, all the remaining pile foundations within the range of the diaphragm wall are pulled out by using a grooving machine, and when some remaining pile foundations are partially within the range of the diaphragm wall and partially outside the range of the diaphragm wall, the grooving machine is grooved in the direction vertical to the diaphragm wall, and all the pile foundations at the position are pulled out;
processing a reinforcement cage; before hoisting the reinforcement cage, digging more positions at the corresponding left pile foundation, installing wood formworks at the corresponding positions of the reinforcement cage, and then hoisting the reinforcement cage normally;
fourthly, backfilling the excavated position, wherein the backfill is a sand bag;
normal concrete pouring;
as shown in fig. 2, after the extraction operation of the left-over pile foundation is completed, the groove section of the whole diaphragm wall is changed into an L shape, a wooden template is installed at the corresponding gap of the diaphragm wall, then a reinforcement cage is normally hoisted, then a sand bag is filled outside the diaphragm wall (outside the wooden template), the filling process is continuously performed by a heavy hammer, and finally diaphragm wall concrete is poured; see figures 9 and 10 for the structure of pile foundation, the pile foundation mainly has the pile foundation outer wall and cup joints the reinforcing bar group constitution at its inner wall, is finishing by hoist and mount the back, can realize the fixed of pile foundation to its inside concreting, has seted up the laminating groove through the outer wall at the pile foundation for the outer wall of pile foundation can be laminated more to the concrete.
Preferably, the construction of the guide wall can be divided into a prefabrication form and a cast-in-place form, the shape of the cast-in-place guide wall comprises an L shape and an inverted L shape, the two shapes can be freely selected according to the quality of soil on a construction site, the inverted L-shaped guide wall is selected when the soil quality is better in the process of the construction of the cast-in-place guide wall, the L-shaped guide wall is selected when the soil quality is relatively poor, and at the moment, the backfill tamping work can be performed at the back of the guide wall so as to ensure that the overall structural strength of the guide wall reaches the standard.
Preferably, the grooving machine can carry out ninety degrees rotation in order to keep carrying out perpendicular grooving construction with ground wall connecting direction, the grooving machine is carrying out ground wall connecting within range and is left over the pile foundation and extract the operation when, be in ground wall connecting within range leave over the pile foundation and can easily be extracted, but to partly ground wall connecting within range, partly at the outer pile foundation of leaving over of ground wall connecting within range, can lead the wall perpendicularly with the grooving machine and extract the fixed point, compare in traditional extraction operation, avoided spouting on a large scale backfill engineering such as stake reinforcement soon, the cost is reduced.
Preferably, the wood formwork comprises a panel and a supporting system, the panel is a part for promoting concrete forming, the supporting system is mainly a structural part for keeping the panel stable and bearing upper load, the wood formwork can block the area broken by the guide wall again, then the concrete leakage can be blocked, the quality relation of the formwork is inverted to the quality of the concrete engineering, the wood formwork is accurate in size, firm in assembly, tight in splicing and convenient to disassemble and assemble, and huge technical and economic effects can be brought to diaphragm wall construction.
Preferably, the backfill region is excavation part more promptly, and excavation part area value more is less than spouts stake reinforcement area value soon, to surpassing the pile foundation that leaves over of ground wall within range, and the trenching machine only need extract the pile foundation of leaving over of appointed region when the construction to a small amount of pile foundations that can simply, quick processing ground wall within range leave over, loaded down with trivial details flow and input when having reduced the pile pulling construction.
Preferably, the steel reinforcement cage possesses the tensile effect, can the concrete play certain constraint effect after it has pour the concrete, make the concrete play certain axial tension, the steel reinforcement cage mainly plays the effect with the atress of post longitudinal reinforcement is the same reason, when the concrete is pour, thereby in order to prevent still that the concrete that is in fluid state from scattering all around and assaulting the inner wall that links the wall, the steel reinforcement cage can hoist earlier, make the concrete after pouring receive certain constraint, the axial tension of muddy earth has also been promoted simultaneously.
Preferably, the concrete is formed by one-time pouring, the concrete is poured again after the sand bag is backfilled and hammered, the sand bag is filled outside the diaphragm wall (outside the wooden formwork) after the backfilling area is filled, the hammered sand bag is continuously hammered by the heavy hammer in the filling process, and finally the diaphragm wall concrete is poured, in the process, the multi-excavation positions can be well matched with the concrete for pouring, so that the stress balance of the wooden formwork is kept; the concrete mainly uses cement as a gel material, water, sand, stones, necessary chemical additives and mineral admixtures are added and mixed according to a proper proportion, then the mixture is uniformly stirred to be directly poured, and the slump of the concrete is generally required to be between 180 and 220 mm.
Preferably, the power that the plank sheathing both sides received is the same, and plank sheathing and steel reinforcement cage closely laminate, and the plank sheathing is after the installation finishes, and its both sides can receive the pressure from concrete and sand bag simultaneously, and pressure between them can offset, and the intensity of plank sheathing self is cooperated again, has filled many excavation positions, prevents the diaphragm wall swell.
The invention has the following beneficial effects:
1. according to the invention, the groove forming machine is used for extracting the left-over pile foundation in the underground diaphragm wall range in a direction perpendicular to the underground diaphragm wall, so that the function of quickly extracting the left-over pile foundation is realized, the left-over pile foundation is extracted in the groove forming process, the groove section of the whole underground diaphragm wall is changed into an L shape, before the underground diaphragm wall reinforcement cage is hoisted, the wood formwork is installed at the corresponding position (the position with more grooves) of the reinforcement cage, then the reinforcement cage is hoisted, and the sand bag is filled outside the underground diaphragm wall (the outer side of the wood formwork), so that a small amount of small-diameter pile foundations left over in the underground diaphragm wall range can be simply and quickly treated, and the complicated flow and investment in pile extraction construction are reduced.
Drawings
FIG. 1 is a schematic diagram of the distribution of the legacy pile foundation in the diaphragm wall of the present invention;
FIG. 2 is a schematic view of the trenching machine of the present invention constructed perpendicular to the diaphragm wall;
FIG. 3 is a schematic view of a multi-excavated portion of the present invention;
FIG. 4 is a schematic view of a backfill portion according to the present invention;
FIG. 5 is a schematic diagram of the distribution of the residual pile foundation in the diaphragm wall according to the conventional construction method of the present invention;
FIG. 6 is a schematic view of a diaphragm wall reinforced by a jet grouting pile according to the present invention;
FIG. 7 is a schematic flow chart of a construction method for treating the improved residual pile foundation according to the present invention;
FIG. 8 is a schematic diagram of the construction process of the conventional processed left-over pile foundation of the present invention;
fig. 9 is a schematic top view of the pile foundation of the present invention;
fig. 10 is a schematic front view of the pile foundation of the present invention.
In the figure: 1. a ground connecting wall; 2. a pile foundation; 21. the outer wall of the pile foundation; 22. reinforcing steel bar groups; 23. a fitting groove; 3. a grooving machine; 4. multiple excavation parts; 5. backfilling the area; 6. and (5) carrying out jet grouting pile.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
As shown in fig. 1 to 8, in the embodiment of the present invention, a method for processing a pile foundation 2 left in the range of a diaphragm wall includes the following steps:
firstly, excavating a guide wall slot and pouring construction to complete the construction of the underground connecting guide wall;
forming grooves on the diaphragm wall 1; during construction, the trenching machine 3 is used for extracting all the left pile foundations 2 within the range of the diaphragm wall 1, and when the left pile foundations 2 with parts within the range of the diaphragm wall 1 and parts outside the range of the diaphragm wall 1 meet the condition, the trenching machine 3 is vertically trenched in the direction of the diaphragm wall 1, and all the pile foundations 2 are extracted;
processing a reinforcement cage; before hoisting the reinforcement cage, multiple excavation positions are arranged at the corresponding left pile foundation 2, wood templates are installed at the corresponding positions of the reinforcement cage, and then the reinforcement cage is hoisted normally;
fourthly, backfilling the excavated position, wherein the backfill is a sand bag;
normal concrete pouring;
as shown in fig. 2, after the extraction operation of the left-over pile foundation 2 is completed, the groove section of the whole diaphragm wall 1 is changed into an L shape, a wooden template is installed at a corresponding gap of the diaphragm wall 1, then a steel reinforcement cage is normally hoisted, then a sand bag is filled outside the diaphragm wall 1 (outside the wooden template), a heavy hammer is continuously used for hammering in the filling process, and finally concrete of the diaphragm wall 1 is poured, so that after the left-over pile foundation 2 is extracted, the large-scale soil layer restoration and reinforcement can not be carried out, the construction progress is accelerated, the construction cost is reduced, and the comprehensive excavation is replaced by a fixed-point removal mode; see figures 9 and 10 for the structure of pile foundation 2, pile foundation 2 mainly comprises pile foundation outer wall 21 and the reinforcing bar group 22 of cup jointing at its inner wall, is hoisting the back that finishes, can realize pile foundation 2's fixed to its inside concreting, has seted up laminating groove 23 through the outer wall at pile foundation 2 for the outer wall of pile foundation 2 can be laminated more to the concrete.
The construction of the guide wall can be divided into a prefabricated form and a cast-in-place form, the shape of the cast-in-place guide wall comprises an L shape and an inverted L shape, the two shapes can be freely selected according to the quality of soil on a construction site, the inverted L-shaped guide wall is selected when the quality of the soil is better in the process of the construction of the cast-in-place guide wall, the L-shaped guide wall is selected when the quality of the soil is relatively poor, and at the moment, the reinforcing, backfilling and tamping work can be carried out on the back of the guide wall so as to ensure that the overall structural strength of the guide wall reaches the standard.
Wherein, the grooving machine 3 can carry out ninety degrees's rotation in order to keep carrying out perpendicular grooving construction with 1 direction of ground wall, grooving machine 3 is carrying out ground wall 1 within range and is left over pile foundation 2 and extract the operation when, be in ground wall 1 within range and leave over pile foundation 2 and can easily be extracted, but to some in ground wall 1 within range, some is in ground wall 1 within range of leaving over pile foundation 2, can lead the wall perpendicularly with grooving machine 3 and extract the fixed point, compare in traditional extraction operation, avoided spouting extensive backfill engineering such as 6 reinforcements of stake soon, and the cost is reduced.
The wood formwork comprises a panel and a supporting system, the panel is a part for promoting concrete forming, the supporting system is mainly a structural part for keeping the panel stable and bearing upper load, the wood formwork can block an area broken by a guide wall again, then concrete leakage can be blocked, the quality relation of the formwork is inverted to the quality of a concrete project, the wood formwork is accurate in size, firm in assembly, tight in splicing and convenient to disassemble and assemble, and huge technical and economic effects can be brought to the construction of the diaphragm wall 1.
Wherein, backfill region 5 is excavation part 4 more promptly, and 4 area values of excavation part are less than 6 regional area values of consolidating of jet grouting pile, to surpassing 1 within range of diaphragm wall pile foundation 2 of leaving over, grooving machine 3 only need extract appointed regional pile foundation 2 when the construction to a small amount of pile foundations 2 of leaving over in 1 within range of diaphragm wall can be simply, quick processing, loaded down with trivial details flow and input when having reduced the pile pulling construction.
Wherein, the steel reinforcement cage possesses the tensile effect, can the concrete play certain constraint effect after it has pour the concrete, make the concrete play certain axial tension, the steel reinforcement cage mainly plays the effect with the atress of post longitudinal reinforcement is with the reason, when the concrete is pour, thereby in order to prevent still that the concrete that is in fluid state scatters all around and assaults the inner wall of ground even wall 1, the steel reinforcement cage can hoist earlier, make the concrete after pouring receive certain constraint, the axial tension of muddy earth has also been promoted simultaneously.
The concrete is formed by pouring at one time, the concrete is poured again after the sand bags are backfilled and hammered, the sand bags are filled outside the diaphragm wall 1 (outside the wooden formwork) after the backfilling area 5 is filled, the hammered sand bags are continuously hammered by the heavy hammer in the filling process, and finally the concrete of the diaphragm wall 1 is poured, in the process, the multi-excavation positions can be well matched with the concrete for pouring, so that the stress balance of the wooden formwork is kept; the concrete mainly uses cement as a gel material, water, sand, stones, necessary chemical additives and mineral admixtures are added and mixed according to a proper proportion, then the mixture is uniformly stirred to be directly poured, and the slump of the concrete is generally required to be between 180 and 220 mm.
Wherein, the power that the plank sheathing both sides received is the same, and plank sheathing and steel reinforcement cage closely laminate, and the plank sheathing is after the installation finishes, and its both sides can receive the pressure from concrete and sand bag simultaneously, and pressure between them can offset, and the intensity of plank sheathing self is cooperated again, has filled many excavation positions, prevents 1 swell of diaphragm wall.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (8)
1. A method of treating a pile foundation left-over within a diaphragm wall, comprising: ground is wall (1), pile foundation (2), pile foundation outer wall (21), reinforcing bar group (22), laminating groove (23), grooving machine (3), many excavation parts (4), backfill zone (5) and spout stake (6) soon, its characterized in that: the construction steps are as follows:
firstly, excavating a guide wall slot and pouring construction to complete the construction of the underground connecting guide wall;
secondly, constructing the underground diaphragm wall (1) in a groove; during construction, the trenching machine (3) is used for pulling out all the left-over pile foundations (2) within the range of the diaphragm wall (1), and when the left-over pile foundations (2) which are partially within the range of the diaphragm wall (1) and partially outside the range of the diaphragm wall (1) meet the condition that the individual left-over pile foundations (2) are partially within the range of the diaphragm wall (1), the trenching machine (3) is vertically trenched in the direction of the diaphragm wall (1), and the pile foundations (2) at the position are pulled out completely;
processing a reinforcement cage; before hoisting the reinforcement cage, digging more positions at the corresponding left pile foundation (2), installing wood templates at the corresponding positions of the reinforcement cage, and then hoisting the reinforcement cage normally;
fourthly, backfilling the excavated position, wherein the backfill is a sand bag;
and fifthly, normally pouring concrete.
2. A method of treating a pile foundation left in the confines of a diaphragm wall according to claim 1, wherein: the construction of the guide wall can be divided into two forms of prefabrication and cast-in-place, the shape of the cast-in-place guide wall comprises an L shape and an inverted L shape, and the two shapes can be freely selected according to the quality of soil on the construction site.
3. A method of treating a pile foundation left in the confines of a diaphragm wall according to claim 1, wherein: the trenching machine (3) can rotate ninety degrees to keep the direction of the diaphragm wall (1) for vertical trenching construction.
4. A method of treating a pile foundation left in the confines of a diaphragm wall according to claim 1, wherein: the wooden form consists of panels, which are the parts that promote the formation of concrete, and support systems, which are mainly the structural parts that keep the panels stable and bear the upper loads.
5. A method of treating a pile foundation left in the confines of a diaphragm wall according to claim 1, wherein: the backfill area (5) is a multi-excavation part (4), and the area value of the multi-excavation part (4) is smaller than the area value of the reinforced area of the jet grouting pile (6).
6. A method of treating a pile foundation left in the confines of a diaphragm wall according to claim 1, wherein: the steel reinforcement cage possesses the tensile effect, can the concrete play certain constraint effect after it has pour the concrete for the concrete plays certain axial tension.
7. A method of treating a pile foundation left in the confines of a diaphragm wall according to claim 1, wherein: the concrete is formed by one-time pouring, and after the sand bag is backfilled and hammered, the concrete is poured again.
8. A method of treating a pile foundation left in the confines of a diaphragm wall according to claim 1, wherein: the forces applied to the two sides of the wood formwork are the same, and the wood formwork is tightly attached to the reinforcement cage.
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| CN202110816129.XA CN113494076A (en) | 2021-07-20 | 2021-07-20 | Method for processing pile foundation left in diaphragm wall range |
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| CN202110816129.XA CN113494076A (en) | 2021-07-20 | 2021-07-20 | Method for processing pile foundation left in diaphragm wall range |
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Application publication date: 20211012 |