CN103643675A - Expansion pile construction method - Google Patents
Expansion pile construction method Download PDFInfo
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- CN103643675A CN103643675A CN201310541705.XA CN201310541705A CN103643675A CN 103643675 A CN103643675 A CN 103643675A CN 201310541705 A CN201310541705 A CN 201310541705A CN 103643675 A CN103643675 A CN 103643675A
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- 238000010276 construction Methods 0.000 title claims abstract description 27
- 239000002689 soil Substances 0.000 claims abstract description 32
- 239000004576 sand Substances 0.000 claims description 19
- 230000035515 penetration Effects 0.000 claims description 12
- 238000001125 extrusion Methods 0.000 claims description 9
- 239000004568 cement Substances 0.000 claims description 8
- 230000000694 effects Effects 0.000 claims description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 7
- 230000000994 depressogenic effect Effects 0.000 claims description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 5
- 238000007569 slipcasting Methods 0.000 claims description 5
- 239000010959 steel Substances 0.000 claims description 5
- 238000005056 compaction Methods 0.000 claims description 4
- 230000008094 contradictory effect Effects 0.000 claims description 4
- 238000002803 maceration Methods 0.000 claims description 4
- 239000011435 rock Substances 0.000 claims description 4
- 238000009933 burial Methods 0.000 claims description 3
- 210000003205 muscle Anatomy 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000004744 fabric Substances 0.000 abstract 1
- 238000007789 sealing Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 230000003449 preventive effect Effects 0.000 description 1
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- Piles And Underground Anchors (AREA)
- Revetment (AREA)
Abstract
The invention discloses an expansion pile construction method. The expansion pile construction method is characterized in that the pile diameter ranges from 0.9m to 1.4m, the pile length is larger than 10m, the diameter of each expansion concrete block ranges from 180mm to 220mm, the length of each expansion concrete block is one third of the pile diameter, and the expansion concrete blocks are arranged below a pile top by 8-22m. According to the properties of soil, one expansion layer or two expansion layers or three expansion layers are arranged, wherein the first expansion layer is arranged below the pile top by 8-10m, the distance between the expansion concrete blocks in the first layer and the second expansion layer ranges from 6m to 8m, the distance between the second expansion layer and the third expansion layer also ranges from 6m to 8m, 3-6 expansion concrete blocks are used in each expansion layer as the circumstances may require, and the expansion concrete blocks are uniformly distributed around the periphery of the pile. Before the pile is pressed, the plane on the outer side of each expansion concrete block is inwardly contracted by 5-8mm relative to the tangent surface of the outer wall of a pile tube; after the pile is pressed, the expansion concrete blocks are extruded to move outwards; after the expansion concrete blocks are extruded, the distance between the inner plane of each expansion concrete block and the tangent plane of the inner wall of the pile tube ranges from 15mm to 25mm, the peripheries of the expansion concrete blocks are wrapped in plastic cloth, and then the expansion concrete blocks are placed into the tubular pile.
Description
Technical field
The present invention relates to the construction method of a kind of, particularly a kind of construction method that expands body stake.
Background technology
Because the performance of pile friction is directly related with stake relative displacement, along with the sedimentation of stake top increases, frictional resistance constantly increases.Overall rule is: a displacement hour stake top frictional resistance increases comparatively fast, and bottom frictional resistance increases slower, and frictional resistance is performance gradually from top to bottom.Along with sedimentation increases, top and middle part frictional resistance increase very fast, and bottom average friction increases relatively slow.Therefore, from the loading characteristic of stake, top and middle part frictional resistance frictional resistance are easily brought into play, according to this situation, can be on stake top or middle part adopt and expand body measure and reach the object that increases pile capacity.
Summary of the invention
Technical problem to be solved by this invention is to provide the construction method of the expansion body stake that a kind of supporting capacity is strong, solves the problem of conventional piles bearing capacity and economic benefit.
Stake of the present invention footpath is 0.9～1.4m, stake is grown up in 10m, expanding body concrete block diameter is 180～220mm, expanding body concrete block length is 1/3 of stake footpath diameter, expanding body concrete block is arranged in the scope of the following 8～22m in stake top, according to soil property situation, arrange that one deck expands body or two layers of expansion body or three layers of expansion body, first floor expands body and is arranged in following 8～10m position, stake top, first floor expands body concrete block and second layer expansion body distance is 6～8m, the second layer expands body and the 3rd layer of expansion body distance is 6～8m, every layer is expanded body and according to circumstances adopts 3～6 to expand body concrete block, expanding body concrete block is uniformly distributed around stake Zhou Jinhang, before piling, expand side plane outside body concrete block and inside contract 5～8mm than pile pipe outer wall tangent line surface, after piling, extruding expansion body concrete block moves laterally, after extruding, expanding body concrete block inner side plane and pile pipe inwall tangent plane distance is 15～25mm.To expand body concrete block in order guaranteeing to push and to extrude smoothly from pile tube, expand body concrete block surrounding parcel Polypropylence Sheet and fill in pile tube.
Construction sequence comprises:
(1) location
For fear of soil compaction effect, the center to center distance that expands body stake is defined as 3.5～4.0d.
(2) piling
The sealing of pile top is larger on the impact of pile capacity, and traditional pile top is connected with stake end steel loop by artificial electric welding, and the sealing of welding is difficult to control, and underground water easily infiltrates from pile top.At first segment pile tube, be depressed into when pile crown goes out ground 50cm and suspend piling, at endoporus, pour into C20 pea gravel concreten back cover, the back cover degree of depth is 1.1m.
Value and the pile capacity of end pressure are closely related, according to engineering practice, the value of end pressure is determined below one by principle: as the long 10m of being more than or equal to of stake and be less than 15m, the value of end pressure is 2～2.2 times of accurate bearing capacities of pile beacon, as the long 15m of being more than or equal to of stake and be less than 25m, the value of end pressure is 1.7～1.9 times of accurate bearing capacities of pile beacon, and when stake is grown up in 25m, the value of end pressure is 1.3～1.6 times of accurate bearing capacities of pile beacon.
The value of end pressure also should meet principle two: when native standard penetration test N value is more than or equal to 30 and be less than 40, the value of end pressure is greater than 3000KN～3600KN, when native standard penetration test N value is more than or equal to 40 and be less than 50, the value of end pressure is greater than 3600KN～4200KN, when native standard penetration test N value is greater than 50, the value of end pressure is 4200～4500KN.When principle one and principle two are when contradictory, by principle two, carry out value.
When shallow-layer geology soil layer has the hard soil layers such as decomposed rock, for fear of pile top, destroy, adopt and draw hole measure, draw the little 50mm～100mm in Ying Bizhuan footpath, aperture in hole; Draw hole depth and should consider the character of soil layer, note to estimate that again the actual stake being pressed into is long, be controlled at 1/2～1/3 long; Drawn hole piling at once, in order to avoid can not find the bearing capacity that stake position or underground water maceration stake end soil layer reduce stake because of the hole that collapses.
Should choose counterweight, the deadweight of piling stake machine should be 1.05～1.1 times of end pressure values with counterweight sum.
(3) lower hole
Construction workman configures extrusion equipment jack, drops to the position of expanding body concrete block by hanging basket.
(4) body concrete block is expanded in extruding
Utilize extrusion equipment that expansion body concrete block is pressed into the soil body.
The present invention can also be by the following technical solutions: a stake footpath is 0.9～1.4m, stake is grown up in 10m, plastic pipe diameter is 180～220mm, plastic pipe thickness is 5～7mm, plastic pipe length is 1/3 of stake footpath diameter, according to soil property situation, arrange that one deck expands body or two layers of expansion body or three layers of expansion body, first floor expands body and is arranged in following 8～10m position, stake top, first floor expands body and second layer expansion body distance is 6～8m, the second layer expands body and the 3rd layer of expansion body distance is 6～8m, every layer is expanded body and according to circumstances adopts 3～6 plastic pipes, plastic pipe is uniformly distributed around stake Zhou Jinhang, before piling, plastic pipe baseplane inside contracts 5～8mm than pile pipe outer wall tangent line surface, after piling, squeezable plastic tube moves laterally, after extruding, plastic pipe top cover plane and pile pipe inwall tangent plane distance are 15～25mm.
Construction sequence comprises:
(1) location
For fear of soil compaction effect, the center to center distance that expands body stake is defined as 3.5～4.0d.
(2) piling
The sealing of pile top is larger on the impact of pile capacity, and traditional pile top is connected with stake end steel loop by artificial electric welding, and the sealing of welding is difficult to control, and underground water easily infiltrates from pile top.At first segment pile tube, be depressed into when pile crown goes out ground 50cm and suspend piling, at endoporus, pour into C20 pea gravel concreten back cover, the back cover degree of depth is 1.1m.
Value and the pile capacity of end pressure are closely related, according to engineering practice, the value of end pressure is determined below one by principle: as the long 10m of being more than or equal to of stake and be less than 15m, the value of end pressure is 2～2.2 times of accurate bearing capacities of pile beacon, as the long 15m of being more than or equal to of stake and be less than 25m, the value of end pressure is 1.7～1.9 times of accurate bearing capacities of pile beacon, and when stake is grown up in 25m, the value of end pressure is 1.3～1.6 times of accurate bearing capacities of pile beacon.
The value of end pressure also should meet principle two: when native standard penetration test N value is more than or equal to 30 and be less than 40, the value of end pressure is greater than 3000KN～3600KN, when native standard penetration test N value is more than or equal to 40 and be less than 50, the value of end pressure is greater than 3600KN～4200KN, when native standard penetration test N value is greater than 50, the value of end pressure is 4200～4500KN.When principle one and principle two are when contradictory, by principle two, carry out value.
When shallow-layer geology soil layer has the hard soil layers such as decomposed rock, for fear of pile top, destroy, adopt and draw hole measure, draw the little 50mm～100mm in Ying Bizhuan footpath, aperture in hole; Draw hole depth and should consider the character of soil layer, note to estimate that again the actual stake being pressed into is long, be controlled at 1/2～1/3 long; Drawn hole piling at once, in order to avoid can not find the bearing capacity that stake position or underground water maceration stake end soil layer reduce stake because of the hole that collapses.
Should choose counterweight, the deadweight of piling stake machine should be 1.05～1.1 times of end pressure values with counterweight sum.
(3) lower hole
Construction workman drops to plastic pipe burial place by hanging basket.
(4) squeezable plastic tube
Utilize extrusion equipment that plastic pipe is pressed into the soil body.
(5) open plastic pipe top cover, sand is packed in plastic pipe, the fineness modulus of sand is 2.1～2.3, bar dowel is inserted in the sand in plastic pipe, then PVC Grouting Pipe is inserted in the sand in plastic pipe, in PVC Grouting Pipe, slip casting aperture is 4～6cm, and fibrous cement paste by the sand of injected hole injected plastic pipe, with reinforcing bar forms geo-grid reinforcement body after fibrous cement paste and sand condense by PVC Grouting Pipe.Bar dowel adopts the steel scrap muscle of construction site, plays the effect that environmental protection is recycled.Owing to being difficult to obtain good effect because the existence of water pressure makes cement paste when the slip casting after overhanging containing the plastic pipe of sand, the present invention adds fiber leak preventive in cement paste, can block 1mm hole or 0.5mm seam, has good slip casting effect.
The friction side that the present invention is transformed into a plurality of fulcrums by traditional pile tube holds type stake, has increased the snap-in force between stake and soil, and the ability of pile soil common action strengthens greatly, has significantly improved bearing capacity of single pile.The present invention the mode such as buries underground and has obtained the increase compared with high-bearing capacity with less input by expanding body concrete, plastic pipe, and economic benefit is considerable.
The specific embodiment
Below the present embodiment is described in detail.
Embodiment mono-
The present embodiment stake footpath is 1m, stake is long is 32m, expanding body concrete block diameter is 200mm, expand the 330mm that body concrete block length is stake footpath diameter, arrange that two layers are expanded body, first floor expands body and is arranged in following 9m position, stake top, first floor expands body concrete block and second layer expansion body distance is 16m, every layer is expanded body and adopts 4 to expand body concrete block, expanding body concrete block is uniformly distributed around stake Zhou Jinhang, before piling, expand side plane outside body concrete block and inside contract 6mm than pile pipe outer wall tangent line surface, after piling, extruding expansion body concrete block moves laterally, after extruding, expanding body concrete block inner side plane and pile pipe inwall tangent plane distance is 20mm.To expand body concrete block in order guaranteeing to push and to extrude smoothly from pile tube, expand body concrete block surrounding parcel Polypropylence Sheet and fill in pile tube.
(1) location
The center to center distance that expands body stake is defined as 3.8m.
(2) piling
At first segment pile tube, be depressed into when pile crown goes out ground 50cm and suspend piling, at endoporus, pour into C20 pea gravel concreten back cover, the back cover degree of depth is 1.1m.The value of end pressure is 3600kN.The deadweight of piling stake machine is 3800kN with counterweight sum.
(3) lower hole
Construction workman configures extrusion equipment jack, drops to the position of expanding body concrete block by hanging basket.
(4) body concrete block is expanded in extruding
Utilize extrusion equipment that expansion body concrete block is pressed into the soil body.
Embodiment bis-
The stake footpath of the present embodiment is 1.2m, stake is long is 28m, plastic pipe diameter is 200mm, plastic pipe thickness is 7mm, plastic pipe length is 40cm, arrange that two layers are expanded body, first floor expands body and is arranged in following 9m position, stake top, it is 15m that the second layer expands body distance, every layer of expansion body according to circumstances adopts 3 plastic pipes, and plastic pipe is uniformly distributed around stake Zhou Jinhang, and before piling, plastic pipe baseplane inside contracts 6mm than pile pipe outer wall tangent line surface, after piling, squeezable plastic tube moves laterally, and after extruding, plastic pipe top cover plane and pile pipe inwall tangent plane distance are 20mm.
(1) location
The center to center distance that expands body stake is defined as 4.3m.
(2) piling
At first segment pile tube, be depressed into when pile crown goes out ground 50cm and suspend piling, at endoporus, pour into C20 pea gravel concreten back cover, the back cover degree of depth is 1.1m.The value of end pressure is 3800kN.The deadweight of piling stake machine is 3950kN with counterweight sum.
(3) lower hole
Construction workman drops to plastic pipe burial place by hanging basket.
(4) squeezable plastic tube
Utilize extrusion equipment that plastic pipe is pressed into the soil body.
(5) open plastic pipe top cover, sand is packed in plastic pipe, the fineness modulus of sand is 2.1～2.3, bar dowel is inserted in the sand in plastic pipe, then PVC Grouting Pipe is inserted in the sand in plastic pipe, in PVC Grouting Pipe, slip casting aperture is 5cm, and fibrous cement paste by the sand of injected hole injected plastic pipe, with reinforcing bar forms geo-grid reinforcement body after fibrous cement paste and sand condense by PVC Grouting Pipe.Bar dowel adopts the steel scrap muscle of construction site.
Claims (7)
1. a construction method that expands body stake, it is characterized in that a footpath is 0.9～1.4m, stake is grown up in 10m, according to soil property situation, arrange that one deck expands body or two layers of expansion body or three layers of expansion body, first floor expands body and is arranged in following 8～10m position, stake top, first floor expands body concrete block and the second layer expands body apart from being 6～8m, and the second layer expands body and the 3rd layer of expansion body distance is 6～8m.
2. the construction method of expansion body according to claim 1 stake, it is characterized in that expanding body concrete block diameter is 180～220mm, expanding body concrete block length is 1/3 of stake footpath diameter, expanding body concrete block is arranged in the scope of the following 8～22m in stake top, every layer is expanded body and according to circumstances adopts 3～6 to expand body concrete block, expanding body concrete block is uniformly distributed around stake Zhou Jinhang, before piling, expand side plane outside body concrete block and inside contract 5～8mm than pile pipe outer wall tangent line surface, after piling, extruding expansion body concrete block moves laterally, after extruding, expanding body concrete block inner side plane and pile pipe inwall tangent plane distance is 15～25mm, expand body concrete block surrounding parcel Polypropylence Sheet and fill in pile tube,
Construction sequence comprises:
(1) location
For fear of soil compaction effect, the center to center distance that expands body stake is defined as 3.5～4.0d;
(2) piling
At first segment pile tube, be depressed into when pile crown goes out ground 50cm and suspend piling, at endoporus, pour into C20 pea gravel concreten back cover, the back cover degree of depth is 1.1m;
Value and the pile capacity of end pressure are closely related, the value of end pressure is determined below one by principle: as the long 10m of being more than or equal to of stake and be less than 15m, the value of end pressure is 2～2.2 times of accurate bearing capacities of pile beacon, as the long 15m of being more than or equal to of stake and be less than 25m, the value of end pressure is 1.7～1.9 times of accurate bearing capacities of pile beacon, when stake is grown up in 25m, the value of end pressure is 1.3～1.6 times of accurate bearing capacities of pile beacon;
The value of end pressure also should meet principle two: when native standard penetration test N value is more than or equal to 30 and be less than 40, the value of end pressure is greater than 3000KN～3600KN, when native standard penetration test N value is more than or equal to 40 and be less than 50, the value of end pressure is greater than 3600KN～4200KN, when native standard penetration test N value is greater than 50, the value of end pressure is 4200～4500KN; When principle one and principle two are when contradictory, by principle two, carry out value;
(3) lower hole
Construction workman configures extrusion equipment jack, drops to the position of expanding body concrete block by hanging basket;
(4) body concrete block is expanded in extruding
Utilize extrusion equipment that expansion body concrete block is pressed into the soil body.
3. the construction method of expansion body according to claim 1 stake, it is characterized in that plastic pipe diameter is 180～220mm, plastic pipe thickness is 5～7mm, plastic pipe length is 1/3 of stake footpath diameter, every layer is expanded body and according to circumstances adopts 3～6 plastic pipes, plastic pipe is uniformly distributed around stake Zhou Jinhang, before piling, plastic pipe baseplane inside contracts 5～8mm than pile pipe outer wall tangent line surface, after piling, squeezable plastic tube moves laterally, and after extruding, plastic pipe top cover plane and pile pipe inwall tangent plane distance are 15～25mm;
Construction sequence comprises:
(1) location
For fear of soil compaction effect, the center to center distance that expands body stake is defined as 3.5～4.0d;
(2) piling
At first segment pile tube, be depressed into when pile crown goes out ground 50cm and suspend piling, at endoporus, pour into C20 pea gravel concreten back cover, the back cover degree of depth is 1.1m;
Value and the pile capacity of end pressure are closely related, according to engineering practice, the value of end pressure is determined below one by principle: as the long 10m of being more than or equal to of stake and be less than 15m, the value of end pressure is 2～2.2 times of accurate bearing capacities of pile beacon, as the long 15m of being more than or equal to of stake and be less than 25m, the value of end pressure is 1.7～1.9 times of accurate bearing capacities of pile beacon, and when stake is grown up in 25m, the value of end pressure is 1.3～1.6 times of accurate bearing capacities of pile beacon;
The value of end pressure also should meet principle two: when native standard penetration test N value is more than or equal to 30 and be less than 40, the value of end pressure is greater than 3000KN～3600KN, when native standard penetration test N value is more than or equal to 40 and be less than 50, the value of end pressure is greater than 3600KN～4200KN, when native standard penetration test N value is greater than 50, the value of end pressure is 4200～4500KN; When principle one and principle two are when contradictory, by principle two, carry out value;
(3) lower hole
Construction workman drops to plastic pipe burial place by hanging basket;
(4) squeezable plastic tube
Utilize extrusion equipment that plastic pipe is pressed into the soil body;
(5) open plastic pipe top cover, sand is packed in plastic pipe, the fineness modulus of sand is 2.1～2.3, bar dowel is inserted in the sand in plastic pipe, then PVC Grouting Pipe is inserted in the sand in plastic pipe, in PVC Grouting Pipe, slip casting aperture is 4～6cm, and fibrous cement paste by the sand of injected hole injected plastic pipe, with reinforcing bar forms geo-grid reinforcement body after fibrous cement paste and sand condense by PVC Grouting Pipe; Bar dowel adopts the steel scrap muscle of construction site.
4. the construction method of expansion body according to claim 1 stake, is characterized in that when shallow-layer geology soil layer has the hard soil layers such as decomposed rock, adopts and draws hole measure, draws the little 50mm～100mm in Ying Bizhuan footpath, aperture in hole; Draw hole depth and should consider the character of soil layer, note to estimate that again the actual stake being pressed into is long, be controlled at 1/2～1/3 long.Drawn hole piling at once, in order to avoid can not find the bearing capacity that stake position or underground water maceration stake end soil layer reduce stake because of the hole that collapses.
5. according to the construction method of claim 2 or expansion body claimed in claim 3 stake, it is characterized in that when shallow-layer geology soil layer has the hard soil layers such as decomposed rock, adopt and draw hole measure, draw the little 50mm～100mm in Ying Bizhuan footpath, aperture in hole; Draw hole depth and should consider the character of soil layer, note to estimate that again the actual stake being pressed into is long, be controlled at 1/2～1/3 long.Drawn hole piling at once, in order to avoid can not find the bearing capacity that stake position or underground water maceration stake end soil layer reduce stake because of the hole that collapses.
6. the construction method of expansion body according to claim 1 stake, is characterized in that choosing counterweight, and the deadweight of piling stake machine should be 1.05～1.1 times of end pressure values with counterweight sum.
7. according to the construction method of claim 2 or expansion body claimed in claim 3 stake, it is characterized in that choosing counterweight, the deadweight of piling stake machine should be 1.05～1.1 times of end pressure values with counterweight sum.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510162979.7A CN104775425B (en) | 2013-10-23 | 2013-10-23 | A kind of construction method of high-bearing capacity expansion pile |
| CN201310541705.XA CN103643675B (en) | 2013-10-23 | 2013-10-23 | A kind of construction method expanding body stake |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310541705.XA CN103643675B (en) | 2013-10-23 | 2013-10-23 | A kind of construction method expanding body stake |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510162979.7A Division CN104775425B (en) | 2013-10-23 | 2013-10-23 | A kind of construction method of high-bearing capacity expansion pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103643675A true CN103643675A (en) | 2014-03-19 |
| CN103643675B CN103643675B (en) | 2015-11-25 |
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| CN201510162979.7A Active CN104775425B (en) | 2013-10-23 | 2013-10-23 | A kind of construction method of high-bearing capacity expansion pile |
| CN201310541705.XA Expired - Fee Related CN103643675B (en) | 2013-10-23 | 2013-10-23 | A kind of construction method expanding body stake |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201510162979.7A Active CN104775425B (en) | 2013-10-23 | 2013-10-23 | A kind of construction method of high-bearing capacity expansion pile |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111379516A (en) * | 2020-03-20 | 2020-07-07 | 保利长大工程有限公司 | Hole forming method of cast-in-situ bored pile |
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| JPH073784A (en) * | 1993-06-17 | 1995-01-06 | Tadahisa Onda | Constructing method for underground press-in pile |
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| CN101397783A (en) * | 2007-09-29 | 2009-04-01 | 王国奋 | Pile-forming method of belled prefabricated pile body |
| CN101838987A (en) * | 2010-04-21 | 2010-09-22 | 东南大学 | Operation method of piles with variable cross section for reinforcing shield end soil body |
| CN102051876A (en) * | 2010-12-09 | 2011-05-11 | 河海大学 | Novel tree root structure pile and construction process thereof |
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| JPS61237719A (en) * | 1985-04-12 | 1986-10-23 | Kodama Concrete Kogyo Kk | Laying work of supporting pile |
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- 2013-10-23 CN CN201310541705.XA patent/CN103643675B/en not_active Expired - Fee Related
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| JPH073784A (en) * | 1993-06-17 | 1995-01-06 | Tadahisa Onda | Constructing method for underground press-in pile |
| CN101397789A (en) * | 2007-09-29 | 2009-04-01 | 王国奋 | Extrusion pile-forming method of belled prefabricated pile body |
| CN101397783A (en) * | 2007-09-29 | 2009-04-01 | 王国奋 | Pile-forming method of belled prefabricated pile body |
| CN101838987A (en) * | 2010-04-21 | 2010-09-22 | 东南大学 | Operation method of piles with variable cross section for reinforcing shield end soil body |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111379516A (en) * | 2020-03-20 | 2020-07-07 | 保利长大工程有限公司 | Hole forming method of cast-in-situ bored pile |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103643675B (en) | 2015-11-25 |
| CN104775425A (en) | 2015-07-15 |
| CN104775425B (en) | 2016-09-07 |
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Inventor after: Sun Lichuan Inventor after: Qin Min Inventor after: Wang Hongxian Inventor after: Li Yuliang Inventor after: Liao Huake Inventor after: Liang Shaochun Inventor after: Tang Yaqi Inventor before: Zhu Kui |
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Effective date of registration: 20180515 Address after: No. 53 Xingyuan street, Shijiazhuang, Hebei Province, Hebei Patentee after: HEBEI CHINA NUCLEAR GEOTECHNICAL ENGINEERING CO.,LTD. Address before: 325000 Jinchuan Road, Tianhe street, Wenzhou economic and Technological Development Zone, Zhejiang, 4 Patentee before: Ye Changqing |
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