CN205576940U - Compound retaining structure of friction pile that pile bolck is connected entirely - Google Patents
Compound retaining structure of friction pile that pile bolck is connected entirely Download PDFInfo
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- CN205576940U CN205576940U CN201620278187.6U CN201620278187U CN205576940U CN 205576940 U CN205576940 U CN 205576940U CN 201620278187 U CN201620278187 U CN 201620278187U CN 205576940 U CN205576940 U CN 205576940U
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- pile
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- landslide
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Abstract
The utility model relates to a compound retaining structure of friction pile that pile bolck is connected entirely, including setting up 4 rows of friction piles on the landslide, the 4 rows of friction piles are taken the extending direction interval and are laid along the landslide is smooth, first, two rows of friction piles are the slim hole bored concrete pile, and third, four rows of friction piles just are total length formula friction pile for major diameter drilling bored concrete pile, the first row of friction pile and second row friction pile pass through reinforced concrete cover connection, the third is arranged the friction pile and is arranged the friction pile and pass through the connection of second guan liang through first guanliang connection, fourth, and first guanliang and second guanliang form pile bolck connection structure entirely through even roof beam connection. The utility model discloses bear landslide thrust ability reinforce, the specially adapted has had the great type landslide of local obvious sliding deformation, can in time stablize the dangerous situation to satisfy the requirement of consolidating the landslide.
Description
Technical field
This utility model belongs to landslide control engineering field, is specifically related to a kind of the full friction pile connected in top and is combined retaining structure.
Background technology
Through engineering practice for many years and theoretical research, the various aspects at landslide control all achieve great success both at home and abroad, its
In gear antiskid structure development and application the rapidest.Lose when measures such as cutting slope, off-load, slip casting, draining is not enough to solve side slope
During steady problem, using friction pile retaining structure is the relatively effective engineering measure generally acknowledged both at home and abroad.Engineering practice shows, antiskid
Stake can solve some more difficult engineering problems rapidly, safely, economically, and therefore development is very fast.At China's landslide control engineering
In, using is at most most widely single antiskid post, but, for relatively large landslide engineering, Single row pillars is in stress
It is unable to reach engine request.Therefore, in order to improve the anti-slide performance of friction pile, generally use double friction pile.Double friction pile
Retaining structure, compared with other retaining structures, has the advantages such as rigidity is big, the friendship of good stability, bearing capacity is high, stress condition is good.
But the relatively large landslide of sliding deformation obvious to existing local, double friction pile undertakes the ability of Thrust of Landslide, can not meet
Reinforcement criteria, it is impossible to stablize dangerous situation.
Utility model content
Technical problem to be solved in the utility model is to provide a kind of the full friction pile connected in top and is combined retaining structure, this gear
It is strong that structure undertakes Thrust of Landslide ability, is particularly well-suited to the relatively large landslide of the obvious sliding deformation in existing local, can stablize in time
Dangerous situation, can meet again the reinforcement criteria on landslide.
This utility model be the technical scheme is that a kind of the full friction pile connected in top is combined retaining structure, including being arranged on
4 row's friction piles on landslide, 4 row's friction piles are laid along landslide-slip zone bearing of trend interval；First and second row's friction pile be little directly
Footpath cast-in-situ bored pile, third and fourth row's friction pile is large diameter bored pile, and is total length formula friction pile；
First and second row's friction pile is connected by reinforced concrete cover plate, and the 3rd row's friction pile is connected by the first Guan Liang, the 4th row
Friction pile is connected by the second Guan Liang, and the first Guan Liang and the second Guan Liang is connected by coupling beam, forms the full attachment structure in stake top.
Further scheme is, the diameter of described large diameter bored pile is more than 600mm, the coagulation of its pile body longitudinal reinforcement
Protective soil layer thickness is not less than 50mm, and the diameter of described pile body longitudinal reinforcement is more than 16mm；In same large diameter bored pile
Distance between pile body longitudinal reinforcement and pile body longitudinal reinforcement is between 120～250mm；The stirrup of described large diameter bored pile
Diameter is more than 8mm, is smaller than 200mm in same large diameter bored pile between stirrup and stirrup.
Further scheme is, the array pitch between the 3rd row's friction pile and the 4th row's friction pile is 2d～5d, and wherein d is big straight
The diameter of footpath cast-in-situ bored pile.
Further scheme is, described large diameter bored pile socket length is long not less than 1/4～1/3.
Further scheme is, in the 3rd row's friction pile, the spacing of the centrage of adjacent large diameter bored pile is 5-10m.
Further scheme is, in the 4th row's friction pile, the spacing of the centrage of adjacent large diameter bored pile is 5-10m.
Further scheme is, described reinforced concrete cover plate, the first Guan Liang, coupling beam, the second Guan Liang top concordant.
Further scheme is, the main muscle of coupling beam and the 3rd row's friction pile, the pile body longitudinal reinforcement welding of the 4th row's friction pile.
Local being had to the relatively large landslide of obvious sliding deformation, early stage, in order to stablize dangerous situation in time, first lays two row's minor diameters
Two row hole drilling bored concrete pile drawknots are anchored by cast-in-situ bored pile by reinforced concrete cover plate；Later stage is steady for the safety ensureing landslide
Fixed, lay two row's large diameter bored piles along slide strips bearing of trend interval, and often row's large diameter bored pile is passed through Guan Liang
Connect, then by coupling beam, 2 rows are preced with the anchoring of beam drawknot；4 row's friction piles are compounded to form an organic whole, and shared comes down
Thrust.4 row's friction piles are laid in the middle front part of antiskid section.
The beneficial effects of the utility model are:
Use twice double-row pile retaining structure, form a compound organic whole, improve entirety and undertake the ability of Thrust of Landslide,
Meet the reinforcement criteria on landslide, can be suitably used for the relatively large landslide of the obvious sliding deformation in existing local, stablize dangerous situation, it is ensured that life
Property safety.
Accompanying drawing explanation
Fig. 1 is the structural representation that the friction pile that this utility model stake top connects entirely is combined retaining structure；
Fig. 2 is the attachment structure schematic diagram of first row friction pile and second row friction pile；
Fig. 3 is the attachment structure schematic diagram of first row friction pile；
Fig. 4 is the attachment structure schematic diagram of second row friction pile；
Fig. 5 is the 3rd row's friction pile and the attachment structure schematic diagram of the 4th row's friction pile；
Fig. 6 is the attachment structure schematic diagram of the 3rd row's friction pile；
Fig. 7 is the attachment structure schematic diagram of the 4th row's friction pile.
In figure: 1, first row friction pile, 2, second row friction pile, the 3, the 3rd row's friction pile, the 4, the 4th row's friction pile, 5,
First Guan Liang, the 6, second Guan Liang, 7, coupling beam, 8, reinforced concrete cover plate, 9, slide surface, 10, civil construction, 11,
Landslide Deformation body.
Detailed description of the invention
Further illustrate embodiment of the present utility model below in conjunction with the accompanying drawings.
Seeing Fig. 1, landslide includes slide surface 9 and Landslide Deformation body 11, sometimes also has resident on Landslide Deformation body 11 and build
Build 10.
Seeing Fig. 1-Fig. 7, a kind of the full friction pile connected in top is combined retaining structure, including the 4 row's antiskids being arranged on landslide
Stake (first row friction pile 1, second row friction pile the 2, the 3rd row's friction pile the 3, the 4th row's friction pile 4), 4 row's friction piles are along sliding
Hill wash band bearing of trend interval is laid；First row friction pile 1 and second row friction pile 2 are small-diameter cast-in-place bored pile, the 3rd row
Friction pile 3 and the 4th row's friction pile 4 are large diameter bored pile, and all total length formula friction piles；
First row friction pile 1 and second row friction pile 2 are connected by reinforced concrete cover plate 8, and the 3rd row's friction pile 3 is by the
One hat beam 5 connects, and the 4th row's friction pile 4 is connected by the second hat beam 6, and the first hat beam 5 and the second hat beam 6 are by coupling beam 7
Connecting, it is concordant that reinforced concrete cover plate 8, first is preced with beam 5, coupling beam 7, second is preced with the top of beam 6, and the first hat beam 5, even
Beam 7, second is preced with beam 6 and is formed the full attachment structure in stake top.
In order to improve the intensity undertaking Thrust of Landslide ability and large diameter bored pile, the 3rd row's friction pile 3 and the 4th can be made
The diameter of row's friction pile 4 is more than 600mm so that it is the thickness of concrete cover of pile body longitudinal reinforcement is not less than 50mm (i.e. pile body
Distance outside longitudinal reinforcement and large diameter bored pile is not less than 50mm) so that it is the diameter of pile body longitudinal reinforcement is more than 16mm；
Distance between same large diameter bored pile pile longitudinal reinforcement and pile body longitudinal reinforcement is between 120～250mm；Greatly
The stirrup diameter of diameter bores bored concrete pile is more than 8mm, and in same large diameter bored pile, the spacing between stirrup and stirrup is little
In 200mm.
In order to reach good anti-slippery effect, improve and undertake Thrust of Landslide ability, make the 3rd row's friction pile 3 and the 4th row's friction pile
Spacing between 4 is 2d～5d, and wherein d is the diameter of large diameter bored pile.Make the embedding rock of large diameter bored pile the least
In 1/4～1/3 long (should be long not less than 1/3 for soil layer or soft rock stratum, for completely, harder middle weathered rock formation
Should be long not less than 1/4)；The 3rd row's friction pile 3 is made to neutralize the center of adjacent large diameter bored pile in the 4th row's friction pile 4
The spacing of line is 5-10m；Make the main muscle of coupling beam 7 and the pile body longitudinal reinforcement welding of the 3rd row's friction pile the 3, the 4th row's friction pile 4.
The pile concrete of 4 row's friction piles can use normal concrete, and its intensity preferably uses C25 or C30；Large diameter borehole irrigates
Stake longitudinal reinforcement should use the Ribbed Bar of more than I grade；Small-diameter cast-in-place bored pile with the common shaped steel of hot rolling as principal rod,
Consolidation grouting between two row's small-diameter cast-in-place bored pile stakes.
During construction, it is necessary to ensure that friction pile stake is long not less than designing pile length；Campshed takes to be spaced the sequence of construction of pile, concrete
Can construct after being poured 24 hours adjacent stake；For guaranteeing the quality of underwater concrete, advise during conductive pipe concrete perfusion
Use concrete pump conveying or use other effective measures；The groundwater increment of concrete should be grasped by the designed elevation on stake top during construction,
It is allowed to both ensure to cut concrete quality after the laitance layer of stake top, is unlikely to again chisel and goes too many and cause waste, surpassing of stake top concrete
Filling height is 1 times of stake footpath；During Guan Liang construction, stake top laitance, weak concrete and broken segment should be removed；Monitoring should
Synchronization carry out with construction, when dangerous situation occurs in landslide, and jeopardize workmen safe time, should notify that personnel withdraw in time.
In this utility model, a diameter of 100-300mm of described small-diameter cast-in-place bored pile.
Twice employing double friction pile retaining structure before and after this utility model, the ability making entirety undertake Thrust of Landslide obtains carrying the most greatly
Height, it is thus possible to the deformation on effective suppression landslide, and can effectively solve the hypodynamic problem of Single row pillars antiskid.
Claims (8)
1. the friction pile that a stake top connects entirely is combined retaining structure, it is characterised in that: include the 4 row's antiskids being arranged on landslide
Stake, 4 row's friction piles are laid along landslide-slip zone bearing of trend interval；First and second row's friction pile is small-diameter cast-in-place bored pile, the
Three, four row's friction piles are large diameter bored pile, and are total length formula friction pile；
First and second row's friction pile is connected by reinforced concrete cover plate；3rd row's friction pile is connected by the first Guan Liang, the 4th row
Friction pile is connected by the second Guan Liang, and the first Guan Liang and the second Guan Liang is connected by coupling beam, forms the full attachment structure in stake top.
The friction pile that stake top the most according to claim 1 connects entirely is combined retaining structure, it is characterised in that: described major diameter
The diameter of cast-in-situ bored pile is more than 600mm, and the thickness of concrete cover of its pile body longitudinal reinforcement is not less than 50mm, described pile body
The diameter of longitudinal reinforcement is more than 16mm；Between same large diameter bored pile pile longitudinal reinforcement and pile body longitudinal reinforcement
Distance is between 120～250mm；The stirrup diameter of described large diameter bored pile is more than 8mm, and same large diameter borehole fills
Note stake is smaller than 200mm between stirrup and stirrup.
The friction pile that stake top the most according to claim 1 and 2 connects entirely is combined retaining structure, it is characterised in that: the 3rd row
Spacing between friction pile and the 4th row's friction pile is 2d～5d, and wherein d is the diameter of large diameter bored pile.
The friction pile that stake top the most according to claim 3 connects entirely is combined retaining structure, it is characterised in that: described major diameter
The socket length of cast-in-situ bored pile is long not less than 1/4～1/3.
The friction pile that stake top the most according to claim 3 connects entirely is combined retaining structure, it is characterised in that: the 3rd row's antiskid
In Zhuan, the spacing of the centrage of two adjacent studs is 5-10m.
The friction pile that stake top the most according to claim 3 connects entirely is combined retaining structure, it is characterised in that: the 4th row's antiskid
In Zhuan, the spacing of the centrage of two adjacent studs is 5-10m.
The friction pile that stake top the most according to claim 1 connects entirely is combined retaining structure, it is characterised in that: described reinforcing bar mixes
Solidifying earth mulch plate, the first Guan Liang, coupling beam, the second Guan Liang top concordant.
The friction pile that stake top the most according to claim 1 connects entirely is combined retaining structure, it is characterised in that: the main muscle of coupling beam
Weld with the 3rd row's friction pile, the pile body longitudinal reinforcement of the 4th row's friction pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620278187.6U CN205576940U (en) | 2016-04-06 | 2016-04-06 | Compound retaining structure of friction pile that pile bolck is connected entirely |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620278187.6U CN205576940U (en) | 2016-04-06 | 2016-04-06 | Compound retaining structure of friction pile that pile bolck is connected entirely |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205576940U true CN205576940U (en) | 2016-09-14 |
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ID=56865188
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620278187.6U Expired - Fee Related CN205576940U (en) | 2016-04-06 | 2016-04-06 | Compound retaining structure of friction pile that pile bolck is connected entirely |
Country Status (1)
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| CN (1) | CN205576940U (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107191198A (en) * | 2017-04-05 | 2017-09-22 | 中铁二十二局哈尔滨铁路建设集团有限责任公司 | The retaining structure and method of a kind of horizontal creep of suppression tunnel light and shade hole intersection slopes |
| CN107288126A (en) * | 2017-08-12 | 2017-10-24 | 湖南科技大学 | A kind of drill-pouring combination anti-slid pile and its construction method |
| CN107988894A (en) * | 2017-08-31 | 2018-05-04 | 中铁二院工程集团有限责任公司 | The concrete buttress structure for preventing high gradient slope bridge pier from deviating |
| CN108265732A (en) * | 2018-03-21 | 2018-07-10 | 中铁第四勘察设计院集团有限公司 | Antiskid built pile retaining structure and its construction method |
| CN109653221A (en) * | 2019-02-21 | 2019-04-19 | 中水北方勘测设计研究有限责任公司 | For high slope, the retaining structure in narrow location |
| CN110055981A (en) * | 2019-04-18 | 2019-07-26 | 中铁第四勘察设计院集团有限公司 | Supporting and retaining system unit, retaining structure and the construction method on landslide |
| CN111206604A (en) * | 2020-03-25 | 2020-05-29 | 贵州星隆迪岩土工程有限公司 | Circular parallel anti-slide pile and construction method |
-
2016
- 2016-04-06 CN CN201620278187.6U patent/CN205576940U/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107191198A (en) * | 2017-04-05 | 2017-09-22 | 中铁二十二局哈尔滨铁路建设集团有限责任公司 | The retaining structure and method of a kind of horizontal creep of suppression tunnel light and shade hole intersection slopes |
| CN107288126A (en) * | 2017-08-12 | 2017-10-24 | 湖南科技大学 | A kind of drill-pouring combination anti-slid pile and its construction method |
| CN107988894A (en) * | 2017-08-31 | 2018-05-04 | 中铁二院工程集团有限责任公司 | The concrete buttress structure for preventing high gradient slope bridge pier from deviating |
| CN107988894B (en) * | 2017-08-31 | 2023-07-18 | 中铁二院工程集团有限责任公司 | Concrete buttress structure for preventing high-steep slope pier from shifting |
| CN108265732A (en) * | 2018-03-21 | 2018-07-10 | 中铁第四勘察设计院集团有限公司 | Antiskid built pile retaining structure and its construction method |
| CN109653221A (en) * | 2019-02-21 | 2019-04-19 | 中水北方勘测设计研究有限责任公司 | For high slope, the retaining structure in narrow location |
| CN110055981A (en) * | 2019-04-18 | 2019-07-26 | 中铁第四勘察设计院集团有限公司 | Supporting and retaining system unit, retaining structure and the construction method on landslide |
| CN111206604A (en) * | 2020-03-25 | 2020-05-29 | 贵州星隆迪岩土工程有限公司 | Circular parallel anti-slide pile and construction method |
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Legal Events
| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160914 Termination date: 20180406 |
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| CF01 | Termination of patent right due to non-payment of annual fee |