CN205475206U - Drainage formula cast in situ concrete thin wall tubular pile - Google Patents
Drainage formula cast in situ concrete thin wall tubular pile Download PDFInfo
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- CN205475206U CN205475206U CN201620085566.3U CN201620085566U CN205475206U CN 205475206 U CN205475206 U CN 205475206U CN 201620085566 U CN201620085566 U CN 201620085566U CN 205475206 U CN205475206 U CN 205475206U
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Abstract
The utility model relates to a drainage formula cast in situ concrete thin wall tubular pile, the pile body upper portion outside is provided with the precast reinforced concrete sleeve, is provided with concrete overflow passageway on the precast reinforced concrete sleeve wall, the pile body sub -unit connection has the precast pile point, is provided with the cutting edge that breaks ground in the precast pile point, and the cutting edge that breaks ground passes through the bolt and is connected with the vertical drainage board in the pile body, the stake on thin wall tubular pile upper portion is equipped with the solidification soil layer week, be provided with pre -buried connecting screw rod between light -wall pipe pile bolck portion and precast reinforced concrete sleeve top and the prefabricated apron of pile bolck, be equipped with the drainage channel with vertical drainage board intercommunication in the prefabricated apron of pile bolck. The utility model discloses both having improved upper portion pile body and stake zhou tuti's mechanical properties, and having reduced clump of piles squeezing effect, the reason volume of causing the consolidation settlement such as ground water level change in the low foundation soil of degradable has better technological economic benefits again. The utility model also discloses a construction method of above -mentioned thin wall tubular pile.
Description
Technical field
This utility model relates to a kind of cast-in-situ concrete thin-wall, particularly to a kind of drainage type cast in place concrete thin tunnel pile.Belong to field of foundation treatment, it is adaptable to foundation treatment engineering, be particularly suited for the Soft Ground engineering that weak soil buried depth is shallow, pile spacing is less.
Background technology
The cast in place concrete thin tunnel pile absorption of technology advantage of the technology such as prestressed concrete pipe pile, vibrator sunk pile and vibration dip mould thin cutoff wall, large-diameter thin-wall tubular pile is formed by the immersed tube bored concrete of clad steel, there is the economic technology benefit that bearing capacity of single pile is high and cost is relatively low, the most in the Soft Ground engineering of the coastal area such as Jiangsu, Zhejiang, obtained substantial amounts of engineer applied.
But, during practice of construction, owing to cast in place concrete thin tunnel pile belongs to soil compaction class pile-type, adjacent studs immersed tube sets and stake machine moves and can have a negative impact the concrete pile body of not yet initial set, even if at piling order, the aspect such as device pile penetration carries out arrangement and method for construction optimization, still there will be region, stake top pile body off normal, or the disease such as broken pile, pile body concrete disintegration, weak interlayer, have a strong impact on pile quality and the load-carrying properties of cast-in-situ concrete thin-wall；And cast-in-situ concrete thin-wall stake week weak soil is easily caused consolidation settlement by the reason such as overlying burden, WATER LEVEL CHANGES, thus produces bigger negative friction, reduces the bearing capacity of stake and increases settlement after construction.
There is now a kind of thin-wall pipe pile, including the concrete pile body that cross section is annular, it is arranged on the steel reinforcement cage in described concrete pile body, and it is fixed on end plate and the shroud ring of described concrete pile body end, though this pile-type simple in construction, also can the deformation of restrained pile end to a certain extent, but owing to constraint is only arranged at a tip position, it is difficult to effectively solve the mutual crimp between pile body and the problem of destruction.
In sum, cast-in-situ concrete thin-wall has advantages such as the suitability is strong, bearing capacity is high, anti-bending strength is good, but due to pile tube be relatively large in diameter, tube wall thin, easily when construction, some quality problems occur, the bearing capacity causing pile body is difficult to effectively play, and has a strong impact on pile quality and Foundation Treatment Effect.In view of the actual mass problem during current thin-wall pipe pile design and construction, for being effectively improved the bearing capacity of pile body, the most urgently a kind of adjacent pile driving construction disturbance of invention is little, different layers position soil body bearing capacity can be given full play to, and the novel drainage type cast in place concrete thin tunnel pile of draining concretion method advantage can be had concurrently.
Summary of the invention
The purpose of this utility model is to provide a kind of pile body reliable construction quality, adjacent pile driving construction soil compaction effect is little, can play different layers position soil body bearing capacity, have the drainage type cast in place concrete thin tunnel pile of discharging consolidation treatment effect concurrently simultaneously.
For realizing above-mentioned technical purpose, this utility model have employed techniques below scheme:
A kind of drainage type cast in place concrete thin tunnel pile, it is characterised in that the pile body upper outside of described drainage type cast in place concrete thin tunnel pile is provided with prefabricated reinforced concrete sleeve, and prefabricated reinforced concrete sleeve wall is provided with concrete overflow ducts；Pile body bottom connects precast pile tip, is provided with the blade that breaks ground in precast pile tip, and the blade that breaks ground is connected with the vertical drainage plate in pile body by bolt；The stake week on thin-wall pipe pile top is provided with solidification soil layer；It is provided with between the cover plate prefabricated with stake top of thin-wall pipe pile top and prefabricated reinforced concrete sleeve top and pre-buried is connected screw rod；Stake is provided with, in pushing up prefabricated cover plate, the drainage channel connected with vertical drainage plate.
Further, described precast pile tip hollow structure in the form of a ring, it is provided with the blade that breaks ground straight down in hollow structure, in the middle of the blade that breaks ground, is reserved with bolt connecting hole, precast pile tip upper surface is provided with the limited impression corresponding with clad steel immersed tube.
Described vertical drainage plate is perpendicular to blade setting of breaking ground, and vertical drainage plate bottom uses bolt anchoring to be connected with the blade that breaks ground.
Described clad steel immersed tube is made up of interior immersed tube and the outer immersed tube of steel, and interior immersed tube and outer immersed tube are all embedded in the limited impression of precast pile tip.
Described prefabricated reinforced concrete sleeve uses pervious concrete to make, top arranges bellend, being evenly arranged with circular concrete overflow ducts on the barrel of bottom, armored concrete sleeve top and bellend end face are equipped with pre-buried connection screw rod, armored concrete sleeve surface outsourcing geotechnique's filter cloth.
Described solidification soil layer is formed with cement and firming agent mix by engineering excavation soil, and 1.3 ~ 1.5 times of external diameter are designed in reserved stake holes aperture for thin-wall pipe pile.
The prefabricated cover plate in described stake top is prefabricated reinforced concrete cover plate, uses pervious concrete to make, and on the prefabricated cover plate in stake top, the pre-buried connection screw rod on reserved anchor pole through hole and drainage channel, Kong Weiyu stake top and armored concrete sleeve top is corresponding.
Described cast in place concrete thin tunnel pile top is provided with recharges gravel section, and it is identical with solidified earth layer thickness to recharge gravel section, is provided with drain pipe in sandy gravel stratum, and drain pipe is connected with vertical drainage plate in stake.
The construction method of above-mentioned drainage type cast in place concrete thin tunnel pile, comprises the following steps:
1) preparing before construction: according to design drawing, process construction site, measure pile body position, draw construction contour line, organizing construction's material, machinery, personnel are in place；
2) pave solidified earth: the solidified earth that paves after construction site is smooth or be compacted shakeout after being cured in situ, and according to design stake footpath, reserved at stake position sets hole；
3) steel immersed tube and casing set: use vibration or static pressure, immersed tube method, and together with the vertical drainage plate inside it, clad steel immersed tube connected with precast pile tip is together set sinking；
4) prefabricated reinforced concrete sleeve is installed: after main body pile body constructing device press-in soil body certain length, excavate a range of soil body, the prefabricated reinforced concrete sleeve of parcel geotechnique's filter cloth uses loop wheel machine set to outside outer steel immersed tube, and together sets to design of pile top absolute altitude；
5) pile concrete is poured: after putting into steel reinforcement cage according to design requirement, enclose concrete perfusion in the toroidal cavity of formation to clad steel immersed tube and bottom precast pile tip；
6) vibration pipe-drawing: the concrete in toroidal cavity fills to designed elevation, first vibrates tube drawing again, and segmentation adds concrete, to disposable tube drawing during the 2000mm of stake top to ground；
7) stake top is filled up: after double immersed tube are extracted, and uses sandgravel fill pile tube top empty portions, filled height and solidification soil layer upper surface flush；
8) pre-buried connection screw rod and drain pipe: before concrete initial set, inserts the screw rod that cover plate prefabricated with stake top is connected, and fixes a drainpipe in recharging gravel section to thin-wall pipe pile top, and drain pipe is connected with vertical drainage plate in stake；
9) the prefabricated cover plate in stake top is installed: the prefabricated cover plate in lifting stake top, to construction location, uses nut it to be connected with prefabricated reinforced concrete sleeve and cast in place concrete thin tunnel pile fixing.
This utility model has the characteristics that and beneficial effect:
(1) this utility model pre-sets solidification soil layer on cast-in-situ concrete thin-wall stake top, while improving top soil body bearing capacity, can reduce the construction machinery disturbance to foundation soil, it is ensured that pile quality.
(2) the sheathed sleeve prefabricated by pervious concrete of this utility model hoop outside the pile body of top, forms variable diameters pile body, in the pile stage, available buffer soil disturbance；It is uniformly arranged concrete overflow ducts in precast concrete sleeve wall simultaneously, by the overflow that pours of pile concrete, improves the bonding strength of sleeve and pile body.
(3) the cast in place concrete thin tunnel pile structure that this utility model relates to all uses pervious concrete to construct, the blade that breaks ground straight down it is provided with in precast pile tip, the blade that breaks ground is middle connects the vertical drainage plate isometric with pile body, after pile sinking, the reasons such as WATER LEVEL CHANGES can be reduced in foundation soil and cause consolidation settlement, reduce settlement after construction.
In a word, construction technology of the present utility model is simple, not only can reduce the pile body construction impact on adjacent stake, it is ensured that construction quality；And the discharging consolidation of top pile peripheral earth can be accelerated, reduce negative friction, there is preferable technical economic benefit.
Accompanying drawing explanation
Fig. 1 is this utility model one drainage type cast in place concrete thin tunnel pile structural representation；
Fig. 2 is this utility model one drainage type Pile Using Cast-in-situ device schematic diagram；
Fig. 3 is described prefabricated pervious concrete sleeve schematic diagram.
Fig. 4 is construction process figure.
In figure: immersed tube, the outer immersed tube of 19-in the relatively hard soil layer of 1-, 2-Soft Soil Layer, 3-solidification soil layer, 4-prefabricated pervious concrete cover plate, 5-pre embedded bolt, 6-drain pipe, 7-nut, 8-recharge gravel section, 9-concrete overflow body, 10-prefabricated reinforced concrete sleeve, 11-geotechnique's filter cloth, 12-cast in place concrete thin tunnel pile, 13-vertical drainage plate, 14-break ground blade, 15-bolt, 16-precast pile tip, 17-concrete overflow ducts, 18-.
Specific embodiment
The cutting of present embodiment light plate, welding procedure technology requirement, steel reinforcement cage colligation construction technical requirement, precast pile tip design and construction technology requirement, vibration sinking tube construction technical requirement, pile concrete mix-design and pouring technique requirement etc. are not repeated, and emphasis illustrates that this utility model relates to the embodiment of structure.
Fig. 1 is this utility model one drainage type cast in place concrete thin tunnel pile structural representation, and Fig. 2 is this utility model one drainage type Pile Using Cast-in-situ device schematic diagram, and Fig. 3 is described prefabricated pervious concrete sleeve schematic diagram.Fig. 4 is construction process figure.
With reference to the drainage type cast in place concrete thin tunnel pile shown in Fig. 1 ~ 3, use the cast-in-place pile of clad steel immersed tube, pile body upper outside is provided with prefabricated reinforced concrete sleeve 10, being evenly arranged with concrete overflow ducts 17 on prefabricated reinforced concrete sleeve 10 wall, concrete condenses formation concrete overflow body 9 in concrete overflow ducts 17；Pile body bottom connects precast pile tip 16, is provided with the blade 14 that breaks ground in precast pile tip 16, is connected with the vertical drainage plate 13 in pile body by bolt 15 in the middle of the blade 14 that breaks ground；The pile peripheral earth cured on cast in place concrete thin tunnel pile 12 top becomes solidification soil layer 3；It is provided with between cast in place concrete thin tunnel pile 12 top and prefabricated reinforced concrete sleeve 10 top cover plate prefabricated with stake top 4 and pre-buried is connected screw rod 5；Stake is provided with, in pushing up prefabricated cover plate 4, the drainage channel connected with vertical drainage plate 13.
The thickness of solidification soil layer 3 is 500mm, and the spoir using cleaning construction site to produce forms with cement mix；The 7d comprcssive strength of solidification soil layer 3 should be greater than 0.8MPa, and it is 5% that cement mixes mass ratio, uses 32.5#Portland cement；Stake does not fill solidified earth in the range of stake footpath, 1.5 times, position.
The pervious concrete that precast pile tip 16 uses strength grade to be C35 is prefabricated, and profile is hollow ring, and section is isosceles right triangle, and its overall diameter is 800mm, and internal diameter is 300mm, a height of 250mm；Arranging the groove that twice are corresponding with outer immersed tube 19 and interior immersed tube 18 on an upper, depth of groove is 40mm, and middle vacancy is diametrically installed steel high for 50mm and broken ground blade 14, and cutting edge straight down, is reserved with the screw hole of diameter 8mm in the middle of the blade 14 that breaks ground.
Clad steel immersed tube is made up of outer immersed tube 19 and the interior immersed tube 18 of steel, and inside and outside immersed tube all uses Q345 seamless steel pipe, and thickness is 20mm；The external diameter of its China and foreign countries' immersed tube 19 is 680mm, and the external diameter of interior immersed tube 18 is 400mm.Before clad steel immersed tube is installed, first using bolt 15 that with the blade 14 that breaks ground in precast pile tip 16, vertical drainage plate 13 is connected anchoring, wherein vertical drainage plate 13 uses conventional plastic draining board, a width of 100mm, and length is recharged gravel section 8 be advisable being stretched into.
Interior immersed tube 18 and outer immersed tube 19 are connected with precast pile tip 16 after vertical drainage plate 13 installation, after passed examination, start static pressure pile-sinking.After main body pile body constructing device press-in soil body 5000mm, the soil body in the range of outer immersed tube 19 wall excavation 300mm, the prefabricated reinforced concrete sleeve 10 of parcel geotechnique's filter cloth 11 uses loop wheel machine set to outside outer immersed tube 19, and together sets to design of pile top absolute altitude；The pervious concrete that wherein prefabricated reinforced concrete sleeve 10 uses strength grade to be C35 makes, internal diameter is identical with outer immersed tube 19 external diameter, wall thickness is 120mm, the a diameter of 1000mm of bellend, high 120mm, it is uniformly arranged concrete overflow ducts 17 on prefabricated reinforced concrete sleeve 10 wall, concrete overflow ducts 17 outer wall bore is 50mm, inwall bore is 80mm, in " convex " word structure, and prefabricated reinforced concrete sleeve 10 top and the connection screw rod 5 of the uniform pre-buried a diameter of 6mm of bellend end face hoop.
Before the concrete initial set of stake top, the most uniformly insert screw rod 5 at stake top upper surface.After integrity is qualified, gravel section 8 is recharged in construction, then installs the prefabricated cover plate in stake top 4, and the strength grade of concrete of the prefabricated cover plate in stake top 4 is C30, diameter 1200mm, high 200mm, it is connected fixing with pre embedded bolt by nut 7；6 are fixed a drainpipe in prefabricated cover plate 4 center, stake top；Drain pipe 6 uses the pvc pipe of a diameter of 30mm, inserts and recharges gravel section 8, till lower end with vertical drainage plate 13 top contact.
Construction process figure as shown in Figure 4, the main construction procedure of drainage type cast in place concrete thin tunnel pile is as follows:
1) preparing before construction: according to design drawing, process construction site, measure pile body position, draw construction contour line, organizing construction's material, machinery, personnel are in place；
2) pave solidified earth: the solidified earth that paves after construction site is smooth or be compacted shakeout after being cured in situ, and at stake position, reserve diameter 800mm set hole；
3) steel immersed tube and casing set: use vibration or static pressure, immersed tube method, and together with the vertical drainage plate 13 inside it, clad steel immersed tube connected with precast pile tip 16 is together set sinking；
4) prefabricated reinforced concrete sleeve is installed: after main body pile body constructing device press-in soil body 5000mm, the soil body in the range of excavation 300mm, the prefabricated reinforced concrete sleeve 10 of parcel geotechnique's filter cloth 11 uses loop wheel machine set to outside outer immersed tube 19, and together sets to design of pile top absolute altitude；
5) pile concrete is poured: after putting into steel reinforcement cage according to design requirement, enclose concrete perfusion in the toroidal cavity of formation to clad steel immersed tube and bottom precast pile tip；
6) vibration pipe-drawing: the concrete in toroidal cavity fills to designed elevation, first vibrates tube drawing again, and segmentation adds concrete, to disposable tube drawing during about the 2000mm of stake top to ground；
7) stake top is filled up: after double immersed tube are extracted, the artificial sandgravel fill pile tube top empty portions that uses, filled height and solidification soil layer 3 upper surface flush；
8) pre-buried connection screw rod and drain pipe: before concrete initial set, inserts the screw rod 5 that is connected of cover plate 4 prefabricated with stake top to thin-wall pipe pile top, and fixes a drainpipe 6 in recharging gravel section, and drain pipe 6 is connected with vertical drainage plate 13 in stake；
9) the prefabricated cover plate in stake top is installed: lifting stake top prefabricated cover plate 4 to construction location, and it is fixing to use nut 7 it to be connected with prefabricated reinforced concrete sleeve 10 and cast-in-situ steel reinforced concrete pile tube in time.
Claims (7)
1. a drainage type cast in place concrete thin tunnel pile, it is characterised in that the pile body upper outside of described drainage type cast in place concrete thin tunnel pile is provided with prefabricated reinforced concrete sleeve, and prefabricated reinforced concrete sleeve wall is provided with concrete overflow ducts；Pile body bottom connects precast pile tip, is provided with the blade that breaks ground in precast pile tip, and the blade that breaks ground is connected with the vertical drainage plate in pile body by bolt；The stake week on thin-wall pipe pile top is provided with solidification soil layer；It is provided with between the cover plate prefabricated with stake top of thin-wall pipe pile top and prefabricated reinforced concrete sleeve top and pre-buried is connected screw rod；Stake is provided with, in pushing up prefabricated cover plate, the drainage channel connected with vertical drainage plate.
A kind of drainage type cast in place concrete thin tunnel pile the most according to claim 1, it is characterized in that described precast pile tip hollow structure in the form of a ring, the blade that breaks ground straight down it is provided with in hollow structure, breaking ground and be reserved with bolt connecting hole in the middle of blade, precast pile tip upper surface is provided with the limited impression corresponding with clad steel immersed tube.
A kind of drainage type cast in place concrete thin tunnel pile the most according to claim 1, it is characterised in that described vertical drainage plate is perpendicular to blade setting of breaking ground, vertical drainage plate bottom uses bolt anchoring to be connected with the blade that breaks ground.
A kind of drainage type cast in place concrete thin tunnel pile the most according to claim 2, it is characterised in that described clad steel immersed tube is made up of interior immersed tube and the outer immersed tube of steel, and interior immersed tube and outer immersed tube are all embedded in the limited impression of precast pile tip.
A kind of drainage type cast in place concrete thin tunnel pile the most according to claim 1, it is characterized in that described prefabricated reinforced concrete sleeve uses pervious concrete to make, top arranges bellend, circular concrete overflow ducts it is evenly arranged with on the barrel of bottom, armored concrete sleeve top and bellend end face are equipped with pre-buried connection screw rod, armored concrete sleeve surface outsourcing geotechnique's filter cloth.
A kind of drainage type cast in place concrete thin tunnel pile the most according to claim 1, it is characterized in that the prefabricated cover plate in described stake top is prefabricated reinforced concrete cover plate, employing pervious concrete is made, on the prefabricated cover plate in stake top, the pre-buried connection screw rod on reserved anchor pole through hole and drainage channel, Kong Weiyu stake top and armored concrete sleeve top is corresponding.
A kind of drainage type cast in place concrete thin tunnel pile the most according to claim 1, it is characterized in that described cast in place concrete thin tunnel pile top is provided with and recharge gravel section, recharging gravel section identical with solidified earth layer thickness, be provided with drain pipe in sandy gravel stratum, drain pipe is connected with vertical drainage plate in stake.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201620085566.3U CN205475206U (en) | 2016-01-28 | 2016-01-28 | Drainage formula cast in situ concrete thin wall tubular pile |
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| CN201620085566.3U CN205475206U (en) | 2016-01-28 | 2016-01-28 | Drainage formula cast in situ concrete thin wall tubular pile |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106436684A (en) * | 2016-11-21 | 2017-02-22 | 中铁上海设计院集团有限公司 | Water drainage reinforcing device for prepressing treatment of deep soft soil roadbed and application method of water drainage reinforcing device |
| CN107916663A (en) * | 2017-11-16 | 2018-04-17 | 丁碧江 | A kind of construction method for soft soil foundation |
| CN113073631A (en) * | 2021-04-13 | 2021-07-06 | 湖南映晟交通建设工程有限公司 | Construction method for deep and soft soil layer of highway |
-
2016
- 2016-01-28 CN CN201620085566.3U patent/CN205475206U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106436684A (en) * | 2016-11-21 | 2017-02-22 | 中铁上海设计院集团有限公司 | Water drainage reinforcing device for prepressing treatment of deep soft soil roadbed and application method of water drainage reinforcing device |
| CN107916663A (en) * | 2017-11-16 | 2018-04-17 | 丁碧江 | A kind of construction method for soft soil foundation |
| CN107916663B (en) * | 2017-11-16 | 2020-02-07 | 丁碧江 | Construction method for soft soil foundation |
| CN113073631A (en) * | 2021-04-13 | 2021-07-06 | 湖南映晟交通建设工程有限公司 | Construction method for deep and soft soil layer of highway |
| CN113073631B (en) * | 2021-04-13 | 2022-07-05 | 湖南映晟交通建设工程有限公司 | Construction method for deep and soft soil layer of highway |
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Effective date of registration: 20181212 Address after: 230088 Xishu Building, No. 502 Wangjiangxi Road, Hefei High-tech Zone, Anhui Province (Enterprise Finance Building) Patentee after: ANHUI ROAD&BRIDGE ENGINEERING GROUP CO., LTD. Address before: 310015 room 1901, unit 3, 3 Wanda Commercial Center, Gongshu District, Hangzhou, Zhejiang. Patentee before: Hangzhou Jiang Run Science and Technology Ltd. |
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| TR01 | Transfer of patent right |