CN105926621A - Construction method for static pressure carrier pile - Google Patents
Construction method for static pressure carrier pile Download PDFInfo
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- CN105926621A CN105926621A CN201610275071.1A CN201610275071A CN105926621A CN 105926621 A CN105926621 A CN 105926621A CN 201610275071 A CN201610275071 A CN 201610275071A CN 105926621 A CN105926621 A CN 105926621A
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- pile
- casing
- construction method
- static pressure
- outer tube
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/20—Placing by pressure or pulling power
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a construction method for a static pressure carrier pile. The construction method for the static pressure carrier pile includes the steps that firstly, an outer pipe is clasped by a clamping system of a static pile driver, and an inner pipe is sleeved with the outer pipe in an overlapped manner; secondly, the outer pipe is pressed by the designed depth in a static pressing manner; thirdly, the inner pipe is clasped by the clamping system; fourthly, the inner pipe is lifted up, a gap between the inner pipe and the outer pipe is filled with a fine particle packing material, the inner pipe is clasped, and the packing material is pressed downwards; fifthly, downward-pressing operation of the packing material is repeated till a carrier is formed at the bottom end of the pile, and the tip resistance pressure numerical value is observed; and sixthly, a cast-in-situ or embedded concrete pile body is manufactured. The other construction method for the static pressure carrier pipe includes the steps that firstly, sinking of a pile casing is conducted; secondly, a prefabricated pile body is clasped by the clamping system of the static pile driver and is sunk into the pile casing; thirdly, the prefabricated pile body is lifted up, a gap between the pile casing and the prefabricated pile body is filled with the fine particle packing material, the prefabricated pile body is clasped, and the packing material is pressed downwards; fourthly, downward-pressing operation of the packing material is repeated till the carrier is formed at the bottom end of the pile, and the tip resistance pressure numerical value is observed; and fifthly, the gap between the pile casing and the prefabricated pile body is filled with cement mortar, the pile casing is lifted out, and the pile is formed.
Description
Technical field
The present invention relates to piling Technology, particularly relate to the construction method of a kind of static pressure carrier pile.
Background technology
In the document of Patent No. ZL98101041.5, disclose the construction technology of a kind of concrete-pile, be characterized in logical
Cross and carry out the filling tamped operation artificial supporting course of formation such as compacted grade in stake bottom, make upper load pass through at the bottom of concrete pile body and stake
The artificial supporting course of end, is delivered on preferable supporting course, thus improves the bearing capacity of stake.But this patented technology in use land
The more existing problems of supervention, such as: 1. a feature of this technology be weight be to carry out again after ramming out casing bottom certain distance
Filler rams and expands, and requires that the degree of depth that receipts hammer hour hammer goes out casing is more than 50cm, is being therefore easy disturbed soil when bearing course at pile end
Time, this mode of ramming hammering out casing into shape can cause and supporting course produces relatively large disturbances, it is therefore desirable to rams and fills out more filler,
Disturbed soil layer can be made to reach required degree of compaction, and its disadvantage one is the increase in material cost, and two is that amount of filler crosses conference
Cause the destruction to adjacent stake, bigger quality problems occur.2. relatively big due to the particle diameter of the fillers such as the building waste that used, because of
Being both needed to during this each filler to propose weight that casing is suitable for reading just can complete filler, its disadvantage one is that weight is from falling to falling away from relatively when ramming
Greatly, energy higher, increased the weight of the disturbance to bearing course at pile end, two is that to propose the time-consuming more process of weight slow, significantly every time
Reduce construction efficiency.3. because of between weight and casing space less, when its disadvantage one is heavy tamping around do not have aerofluxus lead to
Road can produce gas torr at the hammer end, affects hammering energy, and two are not still had aerofluxus when being and be again stepped up after heavy tamping goes out casing
The impact of passage, can produce negative pressuren zone between the hammer end and the soil body, not only increase the energy promoted required for weight, and vacuum is born
The existence of nip also can aggravate the Hui Yong of subsoil water, reduces work efficiency while strengthening difficulty of construction.4. the building rubbish used
The fillers such as rubbish mostly are the even new brick of removal brick, and the development clay brick that its disadvantage one is as building uses fewer and feweri, makes rammer
The cost of filler continues to increase, and two is the secondary pollution easily causing building waste.5. this technology also includes that no slump concrete filled out by rammer
Operation, but during heavy tamping, powdering substantially rammed by the building stones in no slump concrete by weight, greatly reduces
The intensity of no slump concrete.
Static pressure pile driver is the construction equipment of at present conventional a kind of, possess that speed of application is fast, noiseless, spy without seismaesthesia
Point, and can be instant the measurement numerical value drawing end resistance.But Static pressure pile driver is generally used for the construction of prefabricated pile, it is suitable for model
Enclosing less, and the stake of static pressure construction mostly is friction pile, bearing capacity is limited.
Summary of the invention
The present invention is in order to solve above-mentioned problem and to propose, it is therefore intended that provide the construction party of a kind of static pressure carrier pile
Method, utilizes the static pressure function of Static pressure pile driver, by the space between inner tube outside insert fine grained filler and under press by the way of, soon
Speed efficiently makes carrier at stake end, work progress noiseless, without seismaesthesia, and realizes the raising of work efficiency and the saving of cost.
To achieve these goals, the present invention includes the construction method of a kind of static pressure carrier pile, the steps include:
1) grasping system of Static pressure pile driver embraces folder outer tube, intussusception inner tube in outer tube；
2) place precast pile tip at outer pipe bottom, outer tube static pressure is entered in the soil body until projected depth；
3) unclamp and upper shifting grasping system embraces folder inner tube；
4) embrace and carry certain altitude in folder inner tube, in the feeding port of outer tube upper end, insert fine grained inserts, fine grained inserts
It is filled in outer tube inner bottom part with the space between outer tube wall and outer wall of inner tube for passage, embraces to press under folder inner tube and fine grained is filled
Material jacked pile end soil layer；
5) repeat above-mentioned steps 4) filler and depression, gradually form in stake bottom by reinforcing inserts and compacted soil
The carrier that body is constituted, the most at any time observation end resistance pressure value, when end resistance pressure value reaches design bearing capacity requirement
Time stop filler and depression；
6) make cast-in-situ steel reinforced concrete pile body or implant precast pile.
In the step 1) of the construction method of above-mentioned static pressure carrier pile, the bottom lock of above-mentioned inner tube and length are more than outer tube,
The bottom end opening of outer tube and upper end are provided with feeding port, and the external diameter of inner tube middle and lower part is less than the internal diameter of outer tube, the caliber on inner tube top
Overstriking is the most equal with the external diameter of outer tube.
In the step 4) of the construction method of above-mentioned static pressure carrier pile, above-mentioned fine grained inserts is to be mixed by cement and Sha Heshui
Conjunction forms, and the maximum particle diameter of inserts is less than the space between outer tube wall and outer wall of inner tube.
In the step 4) of the construction method of above-mentioned static pressure carrier pile, the height that above-mentioned armful of folder inner tube carries is less than 1.5m.
In the step 6) of the construction method of above-mentioned static pressure carrier pile, the method for above-mentioned making cast-in-situ steel reinforced concrete pile body
It is: after sinking to steel reinforcement cage concrete perfusion after proposing inner tube in outer tube, propose outer tube, the method for above-mentioned implantation precast pile
It is: after proposing outer tube and inner tube, implant precast pile with stake holes for guiding.
To achieve these goals, present invention additionally comprises the construction method of another kind of static pressure carrier pile, the steps include:
1) at stake position, use one of following multiple method or combination, casing sunk in the soil body projected depth:
1. by weight or the inner tube movement of falling object in casing, foundation soil body is punched out, logical after forming stake holes
The mode of vibration or static pressure or back-pressure of crossing is to being lowered into casing, until projected depth；
2. use static pressure or vibration or the mode of hammering, the casing with pile top is drowned into set depth；
3. use static pressure or vibration or the mode of hammering, the casing of bottom end opening is sunk to pore-forming, and passes through augers
Or the soil body in casing is discharged by soil sampler；
4. after using auger or churning driven soil taking hole forming, casing is sunk in stake holes；
2) grasping system of Static pressure pile driver embrace folder precast pile sink in casing；
3) embracing and carry certain altitude on folder precast pile, insert fine grained inserts in the feeding port of casing upper end, fine grained is filled out
Charge is filled in casing inner bottom part with the space between casing inwall and precast pile outer wall for passage, embraces and presses under folder precast pile
By fine grained inserts jacked pile end soil layer；
4) repeat above-mentioned steps 4) filler and depression, gradually form in stake bottom by reinforcing inserts and compacted soil
The carrier that body is constituted, the most at any time observation end resistance pressure value, when end resistance pressure value reaches design bearing capacity requirement
Time stop filler and depression；
5) space between casing inwall and precast pile outer wall is filled up with cement mortar, propose casing pile.
The step 2 of the construction method of above-mentioned another kind of static pressure carrier pile) in, above-mentioned precast pile includes prefabricated concrete
Solid pile and hollow tubular piles of prestressed concrete, the external diameter of precast pile is more than casing, prefabricated pile less than casing internal diameter and length
The bottom of body is flat or adds shoe.
The step 2 of the construction method of above-mentioned another kind of static pressure carrier pile) in, when above-mentioned grasping system embraces folder precast pile,
Protection set is added in the outside of precast pile.
In the step 3) of the construction method of above-mentioned another kind of static pressure carrier pile, above-mentioned fine grained inserts is by cement and sand
Forming with water mix, the maximum particle diameter of inserts is less than the space between precast pile inwall and casing outer wall.
In the step 3) of the construction method of above-mentioned another kind of static pressure carrier pile, the height that above-mentioned armful of folder precast pile carries is little
In 1.5m.
The construction method of the precast concrete pile body carrier pile of the present invention, main feature and advantage be: 1. utilizes static pressed pile
The static pressure ability of machine, by inner tube or precast pile static pressure inserts making stake end carrier rapidly and efficiently, work progress is without making an uproar
Sound, without seismaesthesia.2. the synchronization achieving filler and static pressure is carried out, with the gap between inner tube or precast pile and outer tube as air
Passage, it is to avoid form negative pressuren zone when lifting inner tube or precast pile and inhale, take out pile-end soil body and subsoil water, meanwhile, reduce and fill out
Fill the particle diameter of reinforced material, make cement mixture fall into casing bottom from air duct smoothly, it is not necessary to by inner tube or precast pile
Propose to get final product outside outer tube filler static pressure, it is ensured that continual continuous static pressure is greatly improved work efficiency.3. change filler composition, improve and carry
Body intensity, the filler composition of the cement mixture inserted is the fine grained hydrophilic substance that specific surface area is bigger, to envelope during construction
Close the excellent of subsoil water, it also avoid the original process of the ramming destruction to bulky grain aggregate, simultaneously cement mixture tool
Standby cementing character thus significantly enhance support strength, and then improve bearing capacity of pile foundation.4. the end reflected by Static pressure pile driver is hindered
Pressure value, it is possible to immediately draw the degree of compaction of end carrier and a bearing capacity, need not carry out original penetration etc. again
Detection means, decreases original rammer and fills out no slump concrete process, i.e. ensure that construction quality is saved again operation and improved work efficiency.
5. two kinds of construction methods all can use precast pile, and no matter whether soil layer residing for pile body exists subsoil water, Muddy Bottoms, saturated soil,
All do not have the real common fault that the in situ concrete piles such as undergauge, broken pile, concrete disintegration are difficult to avoid, can significantly play stake
The bearing capacity of end carrier.6. the scope of application of former technical scheme is significantly improved, the most applicable in various soil layers and base form.
Accompanying drawing explanation
Fig. 1 is the process chart of an embodiment of the static pressure carrier pile construction method of the present invention；Fig. 2 is another of the present invention
Plant the process chart of an embodiment of static pressure carrier pile construction method；In Fig. 1 and Fig. 2,1 is armful clipping system of Static pressure pile driver, and 2 are
Outer tube, 3 is outer tube, and 4 is fine grained inserts, and 5 is solid soil, and 6 is steel reinforcement cage, and 7 is concrete, and 8 is auger stem, and 9 are
Casing, 10 is precast pile, and 11 is cement mortar.
Detailed description of the invention
Below by specific embodiment, the invention will be further described.
Fig. 1 is the process chart of an embodiment of the static pressure carrier pile construction method of the present invention, first, such as a institute in Fig. 1
Show, 1 armful of folder outer tube 2 of the grasping system of Static pressure pile driver, intussusception inner tube 3 in outer tube 2, the caliber overstriking on inner tube 3 top and with outer tube 2
External diameter equal；Then, as shown in b in Fig. 1, bottom outer tube 2, place precast pile tip, outer tube 2 static pressure is entered in the soil body until
Projected depth；Then, as shown in c in Fig. 1, unclamp and upper shifting grasping system 1 armful folder inner tube 3；Then, as shown in d in Fig. 1, embrace
Carry certain altitude in folder inner tube 3, in the feeding port of outer tube 2 upper end, insert fine grained inserts 4, beyond fine grained inserts 4
Space between pipe 2 inwall and inner tube 3 outer wall is that passage is filled in outer tube 2 inner bottom part, embraces to press under folder inner tube and is filled by fine grained
Expect 4 jacked pile end soil layers；Then, as shown in e in Fig. 1, repeat above-mentioned filler and depression, gradually form in stake bottom
The carrier being made up of reinforcing inserts 4 and solid soil 5, the most at any time observation end resistance pressure value, when end damping power
Numerical value reaches to stop filler and depression during design bearing capacity requirement；Then, as shown in f in Fig. 1, after proposition inner tube 3 outside
Pipe 2 sinks to steel reinforcement cage 6；Finally, as shown in g in Fig. 1, outer tube 2 proposes after concrete perfusion 7 outer tube 2 pile.
Fig. 2 is the process chart of an embodiment of the another kind of static pressure carrier pile construction method of the present invention；First, such as Fig. 2
Shown in middle a, use auger stem 8 soil taking hole forming to projected depth；Then, as shown in b in Fig. 2, auger stem 8 is proposed by casing
9 sink in stake holes；Then, as shown in c in Fig. 2, the grasping system of Static pressure pile driver 1 armful folder precast pile 10 sinks to casing 9
In；Then, as shown in d in Fig. 2, embrace and carry certain altitude on folder precast pile 10, in the feeding port of casing 9 upper end, insert thin
Grain inserts 4, fine grained inserts 4 is filled in casing 9 with the space between casing 9 inwall and precast pile 10 outer wall for passage
Inner bottom part, embraces folder precast pile and presses fine grained inserts 4 jacked pile end soil layer for 10 times；Then, as shown in e in Fig. 2, repeat into
The above-mentioned filler of row and depression, gradually form the carrier being made up of reinforcing inserts 4 and solid soil 5, at this in stake bottom
During observe end resistance numerical value at any time, stop filler and depression when end resistance numerical value reaches design bearing capacity requirement；Then,
As shown in f in Fig. 2, the space between casing 9 inwall and precast pile 10 outer wall is filled up with cement mortar 11；Finally, such as Fig. 2
Shown in middle g, casing 9 pile is proposed.
Above example is illustrative, rather than determinate, it is impossible to limit protection scope of the present invention with this, upper
State bright on the basis of the change of other multi-form amplified out or variation, among protection scope of the present invention.
Claims (10)
1. a construction method for static pressure carrier pile, comprises the steps:
1) grasping system of Static pressure pile driver embraces folder outer tube, and in outer tube, intussusception bottom is flat inner tube；
2) place precast pile tip at outer pipe bottom, outer tube static pressure is entered in the soil body until projected depth；
3) unclamp and upper shifting grasping system embraces folder inner tube；
4) embrace and carry certain altitude in folder inner tube, in the feeding port of outer tube upper end, insert fine grained inserts, fine grained inserts
It is filled in outer tube inner bottom part with the space between outer tube wall and outer wall of inner tube for passage, embraces to press under folder inner tube and fine grained is filled
Material jacked pile end soil layer；
5) repeat above-mentioned steps 4) filler and depression, gradually form in stake bottom by reinforcing inserts and compacted soil
The carrier that body is constituted, the most at any time observation end resistance pressure value, when end resistance pressure value reaches design bearing capacity requirement
Time stop filler and depression；
6) make cast-in-situ steel reinforced concrete pile body or implant precast pile.
Construction method the most according to claim 1, it is characterised in that above-mentioned steps 1) in, the length of above-mentioned inner tube is more than outward
Managing, the bottom end opening of outer tube and upper end are provided with feeding port, and the external diameter of inner tube middle and lower part can penetrate outer tube less than the internal diameter of outer tube, interior
The diameter overstriking on pipe top is the most equal with the external diameter of outer tube.
Construction method the most according to claim 1, it is characterised in that above-mentioned steps 4) in, above-mentioned fine grained inserts be by
Cement and sand and water mix form, and the maximum particle diameter of inserts is less than the space between outer tube wall and outer wall of inner tube.
Construction method the most according to claim 1, it is characterised in that above-mentioned steps 4) in, the height that above-mentioned armful of folder inner tube carries
Degree is less than 1.5m.
Construction method the most according to claim 1, it is characterised in that above-mentioned steps 6) in, above-mentioned making cast in place reinforced bar coagulation
The method of soil pile body is: proposing outer tube after sinking to steel reinforcement cage concrete perfusion after proposing inner tube in outer tube, above-mentioned implantation is pre-
The method of pile body processed is: implant precast pile with stake holes for guiding after proposing outer tube and inner tube.
6. a construction method for static pressure carrier pile, comprises the steps:
1) at stake position, use one of following multiple method or combination, casing sunk in the soil body projected depth:
1. by weight or the inner tube movement of falling object in casing, foundation soil body is punched out, logical after forming stake holes
The mode of vibration or static pressure or back-pressure of crossing is to being lowered into casing, until projected depth；
2. use static pressure or vibration or the mode of hammering, the casing with pile top is drowned into set depth；
3. use static pressure or vibration or the mode of hammering, the casing of bottom end opening is sunk to pore-forming, and passes through augers
Or the soil body in casing is discharged by soil sampler；
4. after using auger or churning driven soil taking hole forming, casing is sunk in stake holes；
2) grasping system of Static pressure pile driver embrace folder precast pile sink in casing；
3) embracing and carry certain altitude on folder precast pile, insert fine grained inserts in the feeding port of casing upper end, fine grained is filled out
Charge is filled in casing inner bottom part with the space between casing inwall and precast pile outer wall for passage, embraces and presses under folder precast pile
By fine grained inserts jacked pile end soil layer；
4) repeat above-mentioned steps 4) filler and depression, gradually form in stake bottom by reinforcing inserts and compacted soil
The carrier that body is constituted, the most at any time observation end resistance numerical value, stop filling out when end resistance numerical value reaches design bearing capacity requirement
Material and depression；
5) space between casing inwall and precast pile outer wall is filled up with cement mortar, propose casing pile.
Construction method the most according to claim 6, it is characterised in that above-mentioned steps 2) in, above-mentioned precast pile includes prefabricated
Concrete solid pile and hollow tubular piles of prestressed concrete, the external diameter of precast pile less than casing internal diameter and length more than protecting
Cylinder, the bottom of precast pile is flat or adds shoe.
Construction method the most according to claim 6, it is characterised in that above-mentioned steps 2) in, it is prefabricated that above-mentioned grasping system embraces folder
During pile body, add protection set in the outside of precast pile.
Construction method the most according to claim 6, it is characterised in that above-mentioned steps 3) in, above-mentioned fine grained inserts be by
Cement and sand and water mix form, and the maximum particle diameter of inserts is less than the space between precast pile inwall and casing outer wall.
Construction method the most according to claim 6, it is characterised in that above-mentioned steps 3) in, on above-mentioned armful of folder precast pile
The height carried is less than 1.5m.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610275071.1A CN105926621B (en) | 2016-04-28 | 2016-04-28 | A kind of construction method of static pressure carrier pile |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610275071.1A CN105926621B (en) | 2016-04-28 | 2016-04-28 | A kind of construction method of static pressure carrier pile |
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| CN105926621B CN105926621B (en) | 2018-05-29 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108978636A (en) * | 2018-08-28 | 2018-12-11 | 中冶沈勘工程技术有限公司 | A kind of compacted type shaped pile of CHARACTERISTICS OF TAILINGS SAND and its composite foundation treatment process |
| CN109098172A (en) * | 2018-09-17 | 2018-12-28 | 朱建新 | The construction method of stake |
| CN112064623A (en) * | 2020-08-07 | 2020-12-11 | 王继忠 | Construction method of carrier pile |
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| DE102004018663A1 (en) * | 2004-04-13 | 2005-11-03 | Klaus Prof. Dr.-Ing. Affeld | Method for pressing granular matter into lower earth layers especially for compacting support structure for piles using a periodically expanding and contracting element |
| JP2006063526A (en) * | 2004-08-24 | 2006-03-09 | Asahi Kasei Construction Materials Co Ltd | Expansive foot protection method using friction pile |
| CN102409667A (en) * | 2011-07-29 | 2012-04-11 | 张立军 | Construction device and construction process of extruded and expanded cast-in-place pile |
| CN104404956A (en) * | 2014-11-20 | 2015-03-11 | 张红 | Construction method for pedestal piles |
| CN104404958A (en) * | 2014-11-20 | 2015-03-11 | 上海智岛建筑科技有限公司 | Construction method for precast hollow pedestal piles |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE102004018663A1 (en) * | 2004-04-13 | 2005-11-03 | Klaus Prof. Dr.-Ing. Affeld | Method for pressing granular matter into lower earth layers especially for compacting support structure for piles using a periodically expanding and contracting element |
| JP2006063526A (en) * | 2004-08-24 | 2006-03-09 | Asahi Kasei Construction Materials Co Ltd | Expansive foot protection method using friction pile |
| CN102409667A (en) * | 2011-07-29 | 2012-04-11 | 张立军 | Construction device and construction process of extruded and expanded cast-in-place pile |
| CN104404956A (en) * | 2014-11-20 | 2015-03-11 | 张红 | Construction method for pedestal piles |
| CN104404958A (en) * | 2014-11-20 | 2015-03-11 | 上海智岛建筑科技有限公司 | Construction method for precast hollow pedestal piles |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108978636A (en) * | 2018-08-28 | 2018-12-11 | 中冶沈勘工程技术有限公司 | A kind of compacted type shaped pile of CHARACTERISTICS OF TAILINGS SAND and its composite foundation treatment process |
| CN109098172A (en) * | 2018-09-17 | 2018-12-28 | 朱建新 | The construction method of stake |
| CN112064623A (en) * | 2020-08-07 | 2020-12-11 | 王继忠 | Construction method of carrier pile |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105926621B (en) | 2018-05-29 |
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Inventor after: Wang Jizhong Inventor after: Wang Feng Inventor before: Wang Jizhong |