CN206173956U - A cast -in -place dado structure for manual hole digging pile - Google Patents
A cast -in -place dado structure for manual hole digging pile Download PDFInfo
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- CN206173956U CN206173956U CN201621210929.8U CN201621210929U CN206173956U CN 206173956 U CN206173956 U CN 206173956U CN 201621210929 U CN201621210929 U CN 201621210929U CN 206173956 U CN206173956 U CN 206173956U
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- retaining wall
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- dado
- cast
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Abstract
The utility model discloses at first provide a cast -in -place dado structure for manual hole digging pile, dado on fore shaft roof beam on the soil body horizontal plane of drill way and stake lateral wall, dado include drill way linkage segment dado and downthehole section dado. The utility model discloses an on -the -spot binding reinforcement cage and concreting method form manual hole digging pile's dado system, can overcome the difficulty of mountain area transportation and the prefabricated dado of hoist and mount, can adjust dado system size in a flexible way according to the pile body size, and dado intensity and stability are higher than prefabricated dado.
Description
Technical field
This utility model belongs to Geotechnical Engineering pile foundation engineering design and construction field, and in particular to one kind is used for excavated by manual work
The cast-in-place dado structure of hole stake.
Background technology
Artificial digging pile is referred to and is excavated to form circular or square stake holes by manpower, to be laid and pour into a mould coagulation after steel reinforcement cage
Soil and formed pile body.Application of the artificial digging pile in China's foundation engineering, slope project is quite varied.Currently for artificial
Soil body stability evaluation methodology in caisson does not form corresponding codes and standards, often empirically determined construction skill during construction
The minimum requirements of art, the unstability accident of the stake holes soil body happens occasionally.Artificial digging pile hole wall unstability can not only cause the weight of stake holes
New excavation, the construction again of retaining wall, make construction costs increase and construction delay, and to the personal safety of workmen in stake holes
Formed and greatly threatened.
Man-made digging pile mould-pipe is the unique engineering support structure of pile peripheral earth, the stability pair of retaining wall before filling concrete
Soil body stability has vital effect.Currently 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 transporting and lifting
Requirement it is higher, traffic of mountain area and construction equipment shortcoming under conditions of be difficult to complete the construction of retaining wall, in such area often
Using the cast-in-situ steel reinforced concrete retaining wall relatively low to traffic and equipment requirements.Because dado thickness is relatively thin compared to stake footpath, and receive
Retaining wall is easier to tensile failure when acting on to flowing concrete pressure, and pouring quality is relatively difficult to ensure card.As fully visible, cast-in-place retaining wall
Design and construct the urgently design of reasonable standard and construction method, and there is no at present and be specifically designed for manually digging hole cast in place reinforced bar and mix
The Patents of solidifying soil retaining wall.
Utility model content
For the deficiency of prior art, this utility model aims to provide a kind of cast-in-place retaining wall for artificial digging pile and ties
Structure, construction method skimble-scamble problem more random to solve existing cast-in-situ steel reinforced concrete bracing work, while can be effective
Improve retaining wall stability and reduce construction cost.
For achieving the above object, this utility model is adopted the following technical scheme that：A kind of cast-in-place shield for artificial digging pile
Wall construction, it includes the retaining wall on the fore shaft beam in the soil mass water plane of aperture and stake side wall, and retaining wall includes aperture linkage section retaining wall
With 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, adopt
Reinforcing bar is Ι level 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 of the aperture linkage section retaining wall is shaped as rectangle, the vertical section shape of hole inner segment retaining wall
Shape is wide at the top and narrow at the bottom trapezoidal, and medial wall 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 is connected by crotch.
Further, the reinforcing bar in the fore shaft beam includes cableway and steel bar stress, and the steel bar stress is bent
Rectangular, the frame reinforced bar adopts building tied silk colligation at each turning position of steel bar stress, and adopts at turning position
Spot welding is fixed, and is linked using oblique pull reinforcing bar at the level up and down of the steel bar stress, and the vertical reinforcement of aperture linkage section is by curved
Link the upper surface in steel bar stress.
Further, bar splicing adopts building tied silk colligation in the retaining wall, in the orthogonal both sides retaining wall of pile body
Vertical long reinforcing bar lacing wire is set, and is mutually linked between different plates, vertical reinforcement short lacing wire is set in the other both sides retaining wall of pile body,
And separate between different plates, it is 100mm that thickness of concrete cover is arranged inside and outside pile body reinforcing bar.
Further, multiple tracks aperture linkage section retaining wall stirrup is provided with along its short transverse in the aperture linkage section retaining wall,
Per pass aperture linkage section retaining wall stirrup is bent into rectangle, and place two ends of remaining silent bend again and mutually link, aperture linkage section shield
Armlet muscle is connected with the vertical long reinforcing bar of aperture linkage section and vertical bar dowel using building tied silk colligation.
Further, multiple tracks hole inner segment retaining wall stirrup is provided with along its short transverse in the hole inner segment retaining wall, in per pass hole
Section retaining wall stirrup is bent into rectangle, and place two ends of remaining silent 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 the colligation connection of building tied silk.
The beneficial effects of the utility model are：This utility model is using live banding steel cage and casting concrete method shape
Into the retaining wall system of artificial digging pile, the difficulty of mountain area transport and hoisting prefabricated retaining wall can be overcome, can be flexible according to pile body size
Adjustment retaining wall system dimension, and retaining wall strength and stability is higher than prefabricated bulkhead.
Description of the drawings
The cast-in-place dado structure elevation for artificial digging pile that Fig. 1 is related to for this utility model.
Fig. 2 is the A-A ' profiles of Fig. 1.
The fore shaft beam corner structure of the cast-in-place dado structure for artificial digging pile that Fig. 3 is related to for this utility model is detailed
Figure.
Fig. 4 is the Ι-Ι ' profiles of Fig. 3.
Wherein：1- fore shaft beams, 2- apertures linkage section retaining wall, 3- holes inner segment retaining wall, the 4- soil bodys, 101- fore shaft beams erect steel
Muscle, 102- fore shaft beam steel bar stresses, 103- fore shaft beam oblique pull reinforcing bars, 104- fore shaft beam concrete, 105- fore shaft beam bent-up bars,
201- apertures linkage section retaining wall vertical long reinforcing bar, the vertical bar dowel of 202- apertures linkage section retaining wall, 203- apertures linkage section retaining wall
Stirrup, 204- apertures linkage section breast wall concrete, the vertical long reinforcing bar of 301- holes inner segment retaining wall, the vertical short steel of 302- holes inner segment retaining wall
Muscle, 303- holes inner segment retaining wall stirrup, 304- holes inner segment breast wall concrete.
Specific embodiment
It is wide 1.1m, as a example by the artificial digging pile of long 1.6m, with reference to accompanying drawing this reality is set forth in by horizontal cross-section below
With new particular content.
Retaining wall system includes the retaining wall on fore shaft beam 1 and stake side wall on the horizontal plane of the aperture soil body 4, and retaining wall connects including aperture
Connect section retaining wall 2 and hole inner segment retaining wall 3.
The fore shaft beam 1, aperture linkage section retaining wall 2 and the material of hole inner segment retaining wall 3 are armored concrete, equal using reinforcing bar
For Ι level reinforcing bars, casting concrete is C25 concrete.
The bottom surface of the fore shaft beam 1 is closely agreed with the horizontal plane of the soil body 4, and upper surface is parallel with bottom surface, the height of fore shaft beam 1, hole
Mouthful linkage section 3 width of retaining wall are identical with hole inner segment 4 upper end widths of retaining wall, the upper surface of fore shaft beam 1 and the upper table of aperture linkage section retaining wall 3
Face flushes.
The vertical section of the aperture linkage section retaining wall 2 is shaped as rectangle, and the vertical section of hole inner segment retaining wall 3 is shaped as width
Under it is narrow trapezoidal, medial wall 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 connects with the Pouring concrete at the same time of aperture linkage section retaining wall 2, fore shaft beam steel bar stress 102 and aperture
Connect the vertical long reinforcing bar 201 of section to connect 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 frame reinforced bar 101 adopts building tied silk colligation at each turning position of steel bar stress 102, and at turning position
Fixed using spot welding, linked using oblique pull reinforcing bar 103 at the level up and down of the steel bar stress 102, aperture linkage section it is vertical
Reinforcing bar links the upper surface in steel bar stress 102 by hook.Bar splicing is using building tied silk colligation, pile body in the retaining wall
Vertical long reinforcing bar 201 is set in orthogonal both sides retaining wall, and is mutually linked between different plates, in the other both sides retaining wall of pile body
Vertical bar dowel 202 is set, and it is separate between different plates, concrete cover, thickness are set inside and outside pile body reinforcing bar
For 100mm.
Multiple tracks aperture linkage section retaining wall stirrup 203, per pass hole are provided 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 place two ends of remaining silent bend again and mutually link, aperture linkage section retaining wall hoop
Muscle 203 is connected with the vertical long reinforcing bar 201 of aperture linkage section and vertical bar dowel 202 using building tied silk colligation.
Multiple tracks hole inner segment retaining wall stirrup, per pass hole inner segment retaining wall hoop are provided with the hole inner segment retaining wall 3 along its short transverse
Muscle is bent into rectangle, and place two ends of remaining silent 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 the colligation connection of building tied silk.
The above-mentioned cast-in-place dado structure for artificial digging pile, implementation step is as follows：
（1）, the coordinate points at pile body center are determined according to design requirement, by the soil in the range of stake planar dimension and its periphery 1m
The surface evening of body 4.Fore shaft beam steel bar stress 102 is bent using angle bender rectangular and curved again at place two ends of remaining silent
Folding is mutually linked, and is arranged along aperture with uniform distances；Using building tied silk by fore shaft beam cableway 101 and fore shaft beam stress steel
, in four corner point colligations, in the mutual junction in turning using welding, corner is using lock for fore shaft beam cableway 101 for muscle 102
Mouth beam bent-up bar 105 is connected by colligation with fore shaft beam steel bar stress 102, cableway 101；Using 2 fore shaft beam oblique pulls
Reinforcing bar 103 links fore shaft beam steel bar stress about 102 at level.
（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
201st, the two ends of vertical bar dowel 202 bend up, and link with fore shaft beam steel bar stress 102 in upper end；By aperture linkage section retaining wall stirrup
203 bendings are rectangular, and remaining silent, place two ends bend mutually link again, aperture linkage section retaining wall stirrup 203 and vertical long reinforcing bar
201st, vertical bar dowel 202 is using the colligation connection of building tied silk.
（3）, in fore shaft beam steel bar stress 102 times, high 25mm cushion blocks are set, erect steel die plate with steel pipe support, use C25
Concrete is poured into closely knit, and fore shaft beam concrete 104 is poured 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 of hole inner segment retaining wall, vertical short
The two ends of reinforcing bar 302 bend up, and link with the vertical long reinforcing bar 201 of aperture linkage section retaining wall, vertical bar dowel 202 respectively in upper end；Will
Hole inner segment retaining wall stirrup 303 bends rectangular, bends again at place two ends of remaining silent and mutually links, hole inner segment retaining wall stirrup 303 with
Vertical long reinforcing bar 301, vertical bar dowel 302 are using the colligation connection of building tied silk.
（5）, erect steel template and with hole inner segment breast wall concrete 304 is poured to closely knit, concrete curing is torn open after 7 days
Template.Often excavating 1.2m carries out a retaining wall, and specific implementation is same（4）、（5）It is described, until being excavated to a bottom elevation, bottom
Less than pressing actual grade assembling reinforcement and casting concrete at 1.2m.
This utility model 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, and retaining wall can be adjusted flexibly according to pile body size
Strength and stability is higher than prefabricated bulkhead.
It is illustrated above only to pass through a kind of base of the cast-in-place dado structure for artificial digging pile of graphic extension this utility model
Present principles, rather than by this utility model be only limitted to shown in and described concrete structure and the scope of application within, therefore it is all it is all can
The corresponding modification that can be utilized and equivalent, belong to the apllied the scope of the claims of this utility model.
Claims (9)
1. a kind of cast-in-place dado structure for artificial digging pile, it is characterised in that it includes the fore shaft in the soil mass water plane of aperture
Retaining wall on beam and stake side wall, retaining wall includes aperture linkage section retaining wall and hole inner segment retaining wall.
2. a kind of cast-in-place dado structure for artificial digging pile as claimed in claim 1, it is characterised in that fore shaft beam, aperture
Linkage section retaining wall and hole inner segment retaining wall material are armored concrete.
3. a kind of cast-in-place dado structure for artificial digging pile as claimed in claim 1, it is characterised in that fore shaft soffit
Closely agree with soil mass water plane, upper surface is parallel with bottom surface, fore shaft depth of beam, aperture linkage section retaining wall width and hole inner segment shield
Wall upper end width is identical, fore shaft beam upper surface and aperture linkage section retaining wall upper surface flush.
4. a kind of cast-in-place dado structure for artificial digging pile as claimed in claim 1, it is characterised in that aperture linkage section
The vertical section of retaining wall is shaped as rectangle, and the vertical section of hole inner segment retaining wall is shaped as trapezoidal, the medial wall of retaining wall wide at the top and narrow at the bottom
Closely agree with stake holes side wall, and it is vertical with fore shaft beam upper and lower surface.
5. a kind of cast-in-place dado structure for artificial digging pile as claimed in claim 2, it is characterised in that fore shaft beam and hole
The vertical long reinforcing bar of mouth linkage section retaining wall Pouring concrete at the same time, fore shaft beam steel bar stress and aperture linkage section is connected by crotch
Connect.
6. a kind of cast-in-place dado structure for artificial digging pile as claimed in claim 5, it is characterised in that the steel of fore shaft beam
Muscle includes cableway and steel bar stress, and the steel bar stress is bent into rectangle, and the cableway is tied up using building tied silk
Prick at each turning position of steel bar stress, and fixed using spot welding at turning position, at the level up and down of the steel bar stress
Linked using oblique pull reinforcing bar, the vertical reinforcement of aperture linkage section links the upper surface in steel bar stress by hook.
7. a kind of cast-in-place dado structure for artificial digging pile as claimed in claim 5, it is characterised in that reinforcing bar in retaining wall
Overlap joint adopts building tied silk colligation, and vertical long reinforcing bar is arranged in the orthogonal both sides retaining wall of pile body, and mutual between different plates
Link, setting vertical reinforcement is short and separate between different plates in the other both sides retaining wall of pile body, sets inside and outside pile body reinforcing bar
Put concrete cover.
8. a kind of cast-in-place dado structure for artificial digging pile as claimed in claim 7, it is characterised in that the aperture connects
Connect in section retaining wall and be provided with multiple tracks aperture linkage section retaining wall stirrup along its short transverse, per pass aperture linkage section retaining wall stirrup is bent
Rectangular, place two ends of remaining silent bend again and mutually link, aperture linkage section retaining wall stirrup with the vertical long steel of aperture linkage section
Muscle and vertical bar dowel are using the colligation connection of building tied silk.
9. a kind of cast-in-place dado structure for artificial digging pile as claimed in claim 7, it is characterised in that the hole inner segment
Multiple tracks hole inner segment retaining wall stirrup is provided with along its short transverse in retaining wall, per pass hole inner segment retaining wall stirrup is bent into rectangle, remains silent
Place two ends bend again and mutually link, and hole inner segment retaining wall stirrup is adopted with the vertical long reinforcing bar of hole inner segment and vertical bar dowel to be built
Build tied silk colligation connection.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621210929.8U CN206173956U (en) | 2016-11-10 | 2016-11-10 | A cast -in -place dado structure for manual hole digging pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621210929.8U CN206173956U (en) | 2016-11-10 | 2016-11-10 | A cast -in -place dado structure for manual hole digging pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206173956U true CN206173956U (en) | 2017-05-17 |
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ID=58684245
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621210929.8U Active CN206173956U (en) | 2016-11-10 | 2016-11-10 | A cast -in -place dado structure for manual hole digging pile |
Country Status (1)
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| CN (1) | CN206173956U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106400799A (en) * | 2016-11-10 | 2017-02-15 | 中国电建集团华东勘测设计研究院有限公司 | Cast-in-situ dado structure for manually excavated pile and construction method |
| CN110241817A (en) * | 2019-06-28 | 2019-09-17 | 重庆渝高科技产业(集团)股份有限公司 | A kind of impaired after-construction method of the friction pile stake holes of emergency repair engineering |
-
2016
- 2016-11-10 CN CN201621210929.8U patent/CN206173956U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106400799A (en) * | 2016-11-10 | 2017-02-15 | 中国电建集团华东勘测设计研究院有限公司 | Cast-in-situ dado structure for manually excavated pile and construction method |
| CN106400799B (en) * | 2016-11-10 | 2019-06-18 | 中国电建集团华东勘测设计研究院有限公司 | A kind of cast-in-place dado structure and construction method for artificial digging pile |
| CN110241817A (en) * | 2019-06-28 | 2019-09-17 | 重庆渝高科技产业(集团)股份有限公司 | A kind of impaired after-construction method of the friction pile stake holes of emergency repair engineering |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20180423 Address after: No. 82, Hudong Road, Gulou District, Fuzhou, Fujian Province Patentee after: China Electric Power Construction Group aviation Port Construction Co., Ltd. Address before: 310014 Hangzhou city in the lower reaches of the city of Zhejiang Wang Road, No. 22 Patentee before: Co., Ltd of East China Investigation and Design Institute of electricity Jian group of China |
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| TR01 | Transfer of patent right |