CN106400799B - A kind of cast-in-place dado structure and construction method for artificial digging pile - Google Patents
A kind of cast-in-place dado structure and construction method for artificial digging pile Download PDFInfo
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- CN106400799B CN106400799B CN201610988104.7A CN201610988104A CN106400799B CN 106400799 B CN106400799 B CN 106400799B CN 201610988104 A CN201610988104 A CN 201610988104A CN 106400799 B CN106400799 B CN 106400799B
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- retaining wall
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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
- E02D5/66—Mould-pipes or other moulds
- E02D5/68—Mould-pipes or other moulds for making bulkheads or elements thereof
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
Present invention firstly provides a kind of cast-in-place dado structures for artificial digging pile, and including the retaining wall on the fore shaft beam and stake side wall in the soil mass water plane of aperture, retaining wall includes aperture linkage section retaining wall and hole inner segment retaining wall.The present invention also provides a kind of construction methods of above-mentioned cast-in-place dado structure for artificial digging pile.The present invention forms the retaining wall system of artificial digging pile using live banding steel cage and casting concrete method, the difficulty of mountain area transport and hoisting prefabricated retaining wall can be overcome, retaining wall system dimension can be adjusted flexibly according to pile body size, and retaining wall strength and stability is higher than prefabricated bulkhead.
Description
Technical field
The invention belongs to geotechnical engineering pile foundation engineering design and construction fields, and in particular to one kind is used for artificial digging pile
Cast-in-place dado structure and its construction method.
Background technique
Artificial digging pile, which refers to, to be excavated to form round or rectangular stake holes by manpower, is poured coagulation after placing steel reinforcement cage
Native and formation pile body.Artificial digging pile in China's foundation engineering, slope project using very extensive.At present for artificial
Soil body stability evaluation method and not formed corresponding codes and standards in caisson, often empirically determined construction skill when construction
The unstability accident of the minimum requirements of art, the stake holes soil body happens occasionally.Artificial digging pile hole wall unstability not only will lead to the weight of stake holes
The construction again of new excavation, retaining wall makes project cost increase and construction delay, and the personal safety to construction personnel in stake holes
It is formed and is greatly threatened.
Man-made digging pile mould-pipe is the unique engineering support structure of pile peripheral earth before filling concrete, the stability pair of retaining wall
Soil body stability has vital effect.At present for prefabricated reinforced concrete, steel retaining wall design and construction technique compared with
For maturation, for above-mentioned material retaining wall patent application also show it is all in relevant report.However, above-mentioned material is to transport and lifting
It is more demanding, be difficult to complete the construction of retaining wall under conditions of traffic of mountain area and construction equipment are short of, such area often
Using to traffic and the lower cast-in-situ steel reinforced concrete retaining wall of equipment requirement.Since dado thickness is relatively thin compared to stake diameter, and by
It is easier to tensile failure to retaining wall when the effect of flowing concrete pressure, pouring quality is relatively difficult to guarantee.To sum up, cast-in-place retaining wall
The design and construction method of design and construction urgently reasonable standard, and there is no at present mixed specifically for manually digging hole cast in place reinforced bar
The related patents of solidifying soil retaining wall.
Summary of the invention
For the deficiency of prior art, present invention firstly provides a kind of cast-in-place dado structures for artificial digging pile, use
More random, the skimble-scamble problem of construction method to solve existing cast-in-situ steel reinforced concrete bracing work, while can effectively improve
Retaining wall stability and reduction construction cost.
To achieve the above object, the present invention adopts the following technical scheme: a kind of cast-in-place retaining wall knot for artificial digging pile
Structure comprising the retaining wall on fore shaft beam and stake side wall in the soil mass water plane of aperture, retaining wall include aperture linkage section retaining wall and hole
Inner segment retaining wall.
Further, the fore shaft beam, aperture linkage section retaining wall and hole inner segment retaining wall material are armored concrete, are used
Reinforcing bar is Ι grades of reinforcing bars, and casting concrete is C25 concrete.
Further, the fore shaft soffit is closely agreed with soil mass water plane, and upper surface is parallel with bottom surface, fore shaft deck-molding
Degree, aperture linkage section retaining wall width are identical with hole inner segment retaining wall upper end width, on fore shaft beam upper surface and aperture linkage section retaining wall
Surface flushes.
Further, the vertical section shape of the aperture linkage section retaining wall is rectangle, the vertical section shape of hole inner segment retaining wall
Shape be it is wide at the top and narrow at the bottom trapezoidal, inner sidewall and the stake holes side wall of retaining wall closely agree with, and vertical with fore shaft beam upper and lower surface.
Further, the fore shaft beam and aperture linkage section retaining wall Pouring concrete at the same time, fore shaft beam steel bar stress and hole
The vertical long reinforcing bar of mouth linkage section passes through crotch and connects.
Further, the reinforcing bar in the fore shaft beam includes cableway and steel bar stress, and the steel bar stress is bent
Rectangular, the cableway is used using building tied silk binding at each turning position of steel bar stress, and at turning position
Spot welding is fixed, and is linked at the level up and down of the steel bar stress using oblique pull reinforcing bar, the vertical reinforcement of aperture linkage section passes through curved
It links in the upper surface of steel bar stress.
Further, bar splicing is bound using building tied silk in the retaining wall, in the orthogonal two sides retaining wall of pile body
Vertical long reinforcing bar lacing wire is set, and is mutually linked between different plates, the vertical bar dowel lacing wire of setting in the other two sides retaining wall of pile body,
And thickness of concrete cover is being set for 100mm independently of each other, inside and outside pile body reinforcing bar between different plates.
Further, it is equipped with multiple tracks aperture linkage section retaining wall stirrup along its short transverse in the aperture linkage section retaining wall,
Per pass aperture linkage section retaining wall stirrup is bent into rectangle, and silent place both ends bend again and mutually link, aperture linkage section shield
Vertically long reinforcing bar and vertical bar dowel use building tied silk binding to connect to armlet muscle with aperture linkage section.
Further, multiple tracks hole inner segment retaining wall stirrup is equipped with along its short transverse in the hole inner segment retaining wall, in per pass hole
Section retaining wall stirrup be bent into rectangle, silent place both ends bend again and mutually link, hole inner segment retaining wall stirrup with hole inner segment
Vertical long reinforcing bar and vertical bar dowel are using building tied silk binding connection.
Another technical problem to be solved by this invention is to provide a kind of above-mentioned cast-in-place retaining wall for artificial digging pile
The construction method of structure, implementation step are as follows:
(1), the coordinate points that pile body center is determined according to design requirement, stake planar dimension and its periphery is a certain range of
Soil body surface leveling, fore shaft beam steel bar stress is rectangular using angle bender bending, and bent again at silent place both ends
It mutually links, is arranged with identical spacing along aperture；Fore shaft beam cableway and fore shaft beam steel bar stress are existed using building tied silk
Four corner point bindings, in the mutual junction of inflection point using welding, corner is passed through fore shaft beam cableway using bent-up bar
Binding is connect with fore shaft beam steel bar stress, cableway；It will be hooked at level above and below fore shaft beam steel bar stress using 2 oblique pull reinforcing bars
Even；
(2), aperture linkage section retaining wall is vertically grown to subsurface certain depth by the design pile body size hand excavation soil body
Reinforcing bar, vertical bar dowel both ends are bent up, and are linked in upper end and fore shaft beam steel bar stress；Aperture linkage section retaining wall stirrup is bent into
Rectangle bends again at silent place both ends and mutually links, and aperture linkage section retaining wall stirrup is adopted with vertical long reinforcing bar, vertical bar dowel
With building tied silk binding connection；
(3), high cushion block is set under fore shaft beam steel bar stress, erects steel die plate with steel pipe support, is poured with concrete
Extremely closely knit, fore shaft beam concrete pours simultaneously with aperture linkage section breast wall concrete, form removal after concrete curing；
(4), continue after the completion of concrete curing to be excavated to retaining wall depth downwards, by hole inner segment retaining wall vertically long reinforcing bar, erect
It is bent up to bar dowel both ends, in upper end, vertically long reinforcing bar, vertical bar dowel are linked with aperture linkage section retaining wall respectively；By hole inner segment
The bending of retaining wall stirrup is rectangular, bends at silent place both ends and mutually links again, and hole inner segment retaining wall stirrup and vertical long reinforcing bar erect
To bar dowel using building tied silk binding connection；
(5), it erects steel template and is poured hole inner segment retaining wall to closely knit with C25 concrete, concrete curing is torn open after 7 days
Template.Every excavation 1.2m carries out a retaining wall, and specific implementation is described with (4), (5), until being excavated to a bottom elevation, bottom
Less than at 1.2m press actual depth assembling reinforcement and casting concrete.
The beneficial effects of the present invention are: the present invention forms excavated by manual work using live banding steel cage and casting concrete method
The retaining wall system of hole stake, can overcome the difficulty of mountain area transport and hoisting prefabricated retaining wall, retaining wall can be adjusted flexibly according to pile body size
System dimension, and retaining wall strength and stability is higher than prefabricated bulkhead.
Detailed description of the invention
Fig. 1 is the cast-in-place dado structure elevation of the present invention for artificial digging pile.
Fig. 2 is the A-A ' sectional view of Fig. 1.
Fig. 3 is the fore shaft beam corner detail of construction of the cast-in-place dado structure of the present invention for artificial digging pile.
Fig. 4 is the Ι-Ι ' sectional view of Fig. 3.
Wherein: 1- fore shaft beam, the aperture 2- linkage section retaining wall, the hole 3- inner segment retaining wall, the 4- soil body, 101- fore shaft beam erect steel
Muscle, 102- fore shaft beam steel bar stress, 103- fore shaft beam oblique pull reinforcing bar, 104- fore shaft beam concrete, 105- fore shaft beam bent-up bar,
The aperture 201- linkage section retaining wall vertically long reinforcing bar, the vertical bar dowel of the aperture 202- linkage section retaining wall, the aperture 203- linkage section retaining wall
The vertical vertical short steel of long reinforcing bar, the hole 302- inner segment retaining wall of stirrup, the aperture 204- linkage section breast wall concrete, the hole 301- inner segment retaining wall
Muscle, the hole 303- inner segment retaining wall stirrup, the hole 304- inner segment breast wall concrete.
Specific embodiment
Below by taking horizontal cross-section is the artificial digging pile of width 1.1m, long 1.6m as an example, this hair is set forth in conjunction with attached drawing
Bright particular content.
Retaining wall system includes the retaining wall on fore shaft beam 1 and stake side wall on 4 horizontal plane of the aperture soil body, and retaining wall includes that aperture connects
Connect section retaining wall 2 and hole inner segment retaining wall 3.
The fore shaft beam 1, aperture linkage section retaining wall 2 and 3 material of hole inner segment retaining wall are armored concrete, equal using reinforcing bar
For Ι grades of reinforcing bars, casting concrete is C25 concrete.
1 bottom surface of fore shaft beam is closely agreed with 4 horizontal plane of the soil body, and upper surface is parallel with bottom surface, 1 height of fore shaft beam, hole
Mouth linkage section 3 width of retaining wall are identical with hole 4 upper end widths of inner segment retaining wall, table on 1 upper surface of fore shaft beam and aperture linkage section retaining wall 3
Face flushes.
The vertical section shape of the aperture linkage section retaining wall 2 is rectangle, and the vertical section shape of hole inner segment retaining wall 3 is upper width
Under it is narrow trapezoidal, inner sidewall and the stake holes side wall of retaining wall closely agree with, and vertical with the upper and lower surface of fore shaft beam 1.
The fore shaft beam 1 and 2 Pouring concrete at the same time of aperture linkage section retaining wall, fore shaft beam steel bar stress 102 and aperture connect
Connecing section, vertically long reinforcing bar 201 is connected by crotch.
Reinforcing bar includes cableway 101 and steel bar stress 102 in the fore shaft beam 1, and the steel bar stress 102 is bent into
Rectangle, the cableway 101 are bound using building tied silk at each turning position of steel bar stress 102, and at turning position
Fixed using spot welding, the place horizontal up and down of the steel bar stress 102 uses oblique pull reinforcing bar 103 to link, aperture linkage section it is vertical
Reinforcing bar is linked by hook in the upper surface of steel bar stress 102.
Using building tied silk binding, the interior setting of the orthogonal two sides retaining wall of pile body is vertical long for bar splicing in the retaining wall
Reinforcing bar 201, and mutually linked between different plates, the vertical bar dowel 202 of setting in the other two sides retaining wall of pile body, and between different plates
Independently of each other, concrete cover is set inside and outside pile body reinforcing bar, with a thickness of 100mm.
Multiple tracks aperture linkage section retaining wall stirrup 203, per pass hole are equipped with along its short transverse in the aperture linkage section retaining wall 2
Mouth linkage section retaining wall stirrup 203 is bent into rectangle, and silent place both ends bend again and mutually link, aperture linkage section retaining wall hoop
Vertically long reinforcing bar 201 and vertical bar dowel 202 use building tied silk binding to connect to muscle 203 with aperture linkage section.
Multiple tracks hole inner segment retaining wall stirrup, per pass hole inner segment retaining wall hoop are equipped with along its short transverse in the hole inner segment retaining wall 3
Muscle is bent into rectangle, and silent place both ends bend again and mutually link, hole inner segment retaining wall stirrup with the vertical long steel of hole inner segment
Muscle and vertical bar dowel are using building tied silk binding connection.
The above-mentioned cast-in-place dado structure for artificial digging pile, implementation step are as follows:
(1), the coordinate points that pile body center is determined according to design requirement, by the soil within the scope of stake planar dimension and its periphery 1m
4 surface evening of body.Fore shaft beam steel bar stress 102 is rectangular and curved again at silent place both ends using angle bender bending
Folding mutually links, and is arranged with identical spacing along aperture；Using building tied silk by fore shaft beam cableway 101 and fore shaft beam stress steel
Muscle 102 is bound in four corner points, and for fore shaft beam cableway 101 in the mutual junction in turning using welding, corner utilizes lock
Mouth beam bent-up bar 105 is connect by binding with fore shaft beam steel bar stress 102, cableway 101；Using 2 fore shaft beam oblique pulls
Reinforcing bar 103 links the horizontal place of about 102 fore shaft beam steel bar stress.
(2), by the design pile body size hand excavation soil body 4 to subsurface 1m, by the vertical long reinforcing bar of aperture linkage section retaining wall
201, vertical 202 both ends of bar dowel are bent up, and are linked in upper end and fore shaft beam steel bar stress 102；By aperture linkage section retaining wall stirrup
203 bendings are rectangular, bend at silent place both ends and mutually link again, aperture linkage section retaining wall stirrup 203 and vertical long reinforcing bar
201, vertical bar dowel 202 is using building tied silk binding connection.
(3), high 25mm cushion block is set under fore shaft beam steel bar stress 102, erects steel die plate with steel pipe support, uses C25
Concrete is poured into closely knit, and fore shaft beam concrete 104 pours simultaneously with aperture linkage section breast wall concrete 204, concrete curing 7
Form removal after it.
(4), continue after the completion of concrete curing to excavate 1.2m downwards, by the vertical long reinforcing bar 301, vertical short of hole inner segment retaining wall
302 both ends of reinforcing bar are bent up, and in upper end, vertically long reinforcing bar 201, vertical bar dowel 202 are linked with aperture linkage section retaining wall respectively；It will
Hole inner segment retaining wall stirrup 303 bends rectangular, bends at silent place both ends and mutually links again, hole inner segment retaining wall stirrup 303 with
Vertical long reinforcing bar 301, vertical bar dowel 302 are using building tied silk binding connection.
(5), it erects steel template and is poured with by hole inner segment breast wall concrete 304 to closely knit, concrete curing is torn open after 7 days
Template.Every excavation 1.2m carries out a retaining wall, and specific implementation is described with (4), (5), until being excavated to a bottom elevation, bottom
Less than at 1.2m press actual depth assembling reinforcement and casting concrete.
The present invention forms the retaining wall system of artificial digging pile using live banding steel cage and casting concrete method, can gram
The difficulty for taking mountain area transport and hoisting prefabricated retaining wall, can be adjusted flexibly retaining wall system dimension, and retaining wall intensity according to pile body size
It is higher than prefabricated bulkhead with stability.
It is illustrated above only to pass through a kind of the substantially former of cast-in-place dado structure for artificial digging pile of the diagram illustrating present invention
Reason, rather than by present invention is limited only within shown and described specific structure and the scope of application, therefore all may be utilized
Corresponding modification and equivalent, belong to the applied the scope of the patents of the present invention.
Claims (1)
1. a kind of construction method of the cast-in-place dado structure for artificial digging pile, it is characterised in that described to be used for artificial digging pile
Cast-in-place dado structure, including the retaining wall on the fore shaft beam and stake side wall in the soil mass water plane of aperture, retaining wall include aperture connection
Section retaining wall and hole inner segment retaining wall；Steps are as follows for the realization of the construction method:
(1), the coordinate points that pile body center is determined according to design requirement, by a certain range of soil body of stake planar dimension and its periphery
Surface evening, the bending of fore shaft beam steel bar stress is rectangular, and bend at silent place both ends and mutually link again, with identical spacing
It is arranged along aperture；Fore shaft beam cableway and fore shaft beam steel bar stress are bound in four corner points using building tied silk, fore shaft
For beam cableway in the mutual junction of inflection point using welding, corner passes through binding and fore shaft beam stress steel using bent-up bar
Muscle, cableway connection；Horizontal place above and below fore shaft beam steel bar stress is linked using oblique pull reinforcing bar；
(2), by the design pile body size hand excavation soil body to subsurface certain depth, by the vertical long steel of aperture linkage section retaining wall
Muscle, vertical bar dowel both ends are bent up, and are linked in upper end and fore shaft beam steel bar stress；Aperture linkage section retaining wall stirrup is bent into square
Shape bends again at silent place both ends and mutually links, and aperture linkage section retaining wall stirrup and vertical long reinforcing bar, vertical bar dowel use
Build tied silk binding connection；
(3), cushion block is set under fore shaft beam steel bar stress, with steel pipe support erect steel die plate, be poured into concrete it is closely knit,
Fore shaft beam concrete pours simultaneously with aperture linkage section breast wall concrete, form removal after concrete curing；
(4), continue after the completion of concrete curing to be excavated to retaining wall depth downwards, by the vertical long reinforcing bar, vertically short of hole inner segment retaining wall
Reinforcing bar both ends are bent up, and in upper end, vertically long reinforcing bar, vertical bar dowel are linked with aperture linkage section retaining wall respectively；By hole inner segment retaining wall
Stirrup bending is rectangular, bends at silent place both ends and mutually links again, hole inner segment retaining wall stirrup and vertical long reinforcing bar, vertically short
Reinforcing bar is using building tied silk binding connection；
(5), it erects steel template and is poured hole inner segment retaining wall to closely knit, form removal after concrete curing 7 days with concrete；
Every excavation certain depth carries out a retaining wall, and specific implementation is described with (4), (5), until it is excavated to a bottom elevation,
Bottom deficiency retaining wall depth presses actual depth assembling reinforcement and casting concrete, wherein vertical long reinforcing bar phase between different plates
It mutually links, vertical bar dowel is mutually indepedent between different plates.
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| CN201610988104.7A CN106400799B (en) | 2016-11-10 | 2016-11-10 | A kind of cast-in-place dado structure and construction method for artificial digging pile |
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| CN106400799B true CN106400799B (en) | 2019-06-18 |
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