CN207739253U - Slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end - Google Patents

Slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end Download PDF

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Publication number
CN207739253U
CN207739253U CN201721854913.5U CN201721854913U CN207739253U CN 207739253 U CN207739253 U CN 207739253U CN 201721854913 U CN201721854913 U CN 201721854913U CN 207739253 U CN207739253 U CN 207739253U
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pile
shoe
pipe
hammer
slip casting
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王奎华
吴君涛
童魏烽
刘鑫
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Zhejiang University ZJU
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Zhejiang University ZJU
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Abstract

The utility model discloses hammer pilings in a kind of band shoe pipe pile end and synchronous end to survey slip casting structure, belongs to construction method field.The utility model, which by punching hammers Driven Piles ends into shape and expands shoe, to be squeezed into, and is allowed to sink with pile for prestressed pipe, and is synchronized and expanding to stake end side slip casting channel is caused to carry out injecting treatment.The hammering penetration capability of the utility model is higher;Synchronous grouting system can be good at playing lubricating action during the pile driving process, reduce pile side friction;After the completion of pile sinking, gain in strength is capable of providing higher bearing capacity of single pile;Hammering process is happened at below ground, and construction noise can be well controlled;Elevator height can be adjusted, that is, the stroke that drops hammer can be modified according to the geological conditions of current pile sinking depth, keep pile sinking more efficient.For the utility model to the of less demanding of equipment, equipment platform bearing capacity need not generally carry out specially treated, and it is recyclable after the completion to construct, with good economic efficiency.

Description

Slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end
Technical field
The utility model belongs to construction method field, and in particular to hammer piling and synchronization in a kind of band shoe pipe pile end Slip casting structure is surveyed at end.
Background technology
With the continuous development of pile foundation engineering, pile for prestressed pipe is since its speed of application is fast, effect is high, short time limit, pile The advantages that bearing capacity of single pile is high afterwards and reliable in quality, more and more applications have been obtained in constructing at the scene.But due to heavy There are still soil compaction effects during stake obviously, under soil layer wears the construction technologies difficult point such as difficulty, this is just needed to its piling construction work Skill is paid close attention to.
Currently, the domestic main prestressing pipe pile construction technique in China includes:Hammering method, static pressure method, lash method, water jetting, Prebored hole method etc., wherein being most widely used with diesel hammer hammer piling.In recent years, the construction caused by hammering method is made an uproar Sound pollution has not adapted to the needs of urban district construction, and more and more large-tonnage static pile press are used to development static pressure method and apply Work.But all there is apparent soil compaction effect in hammering method and static pressure method, there is certain shadow to surrounding buildings and underground utilities It rings, while it is higher to the requirement for bearing capacity of equipment platform, needs the pretreatment for carrying out equipment platform region to soft foundation.This Outside, it constructs in the more place of underground obstacle or boulder, is susceptible to the oblique even stub of stake, and pile sinking efficiency is with stake Long increase and reduce rapidly.
Vibratory drilling method piling construction is the vibration hammer that is rigidly connected in stake, by forcing the soil layer corresponding vibration touched with staking, Soil layer intensity is set to decline, to make stake sinking squeeze into, but it is not suitable for viscous soil horizon;Pile jetting be when hammering method or When vibratory drilling method pile sinking is had any problem, water jetting coordinative construction is carried out, jetting should not be used in cohesive soil and near important building Pile sinking;Prebored hole method is drilled then in place by pile for prestressed pipe implant holes in advance, it is possible to prevente effectively from soil compaction is imitated It answers, but it is still incomplete in view of the engineering method related specifications, still need further to be examined.
Invention content
In view of construction environment of the current country of China still based on hammering method, static pressure method, in the construction process for it Existing deficiency, the purpose of this utility model is to provide one kind can preferably solve to wear under soil extrusion in construction, live noise, place And the live pile for prestressed pipe piling construction structure of the problems such as equipment foundation requirement.
The specific technical solution that the technical issues of the utility model solves mainly uses is as follows:
Slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end comprising pile for prestressed pipe, hollow guide rod, Elevator, shoe connector, expands shoe and hoist engine at punching hammer;The pile for prestressed pipe passes through shoe connector and expansion Big shoe rigid connection, expands built-in slip casting pipe road inside shoe, and the top surface for expanding shoe, the other end are stretched out in grouting pipe one end It is pierced by the expansion shoe upper surface communicated with prestressed pipe stake body outer space;Hollow guide rod is arranged in a manner of being connected paragraph by paragraph Inside pile for prestressed pipe, and bottom end is fixed on and expands in shoe and be connected to grouting pipe, and top extends vertically until exposing pre- Stress tube stake top portion, for connecting external grouting equipment;The punching hammer is sheathed on hollow guide rod and along hollow guide rod Lower slider;The hoist engine is set to above pile for prestressed pipe, and connects punching hammer with elevator by rope.
Preferably, the position contacted with punching hammer on the expansion shoe top surface is also equipped with pallet, to buffer Hammer action protects shoe.
Preferably, the pile for prestressed pipe top is set there are one pile frame is oriented to, it includes sleeve and bearing to be oriented to pile frame The internal diameter of structure, the sleeve is slightly larger than pile for prestressed pipe outer diameter, and the supporting structure is used to sleeve being fixedly attached to ground On.
Preferably, the radius for expanding shoe maximum cross-section is at least 5 centimeters bigger than pile for prestressed pipe outer diameter, so as to Slip casting channel is formed during interior hammer piling.
Preferably, the expansion shoe is welded to connect with prestressed pipe stake body.
Preferably, the grouting pipe uses corrugated stainless steel tubing, with preferable earthquake resistant engineering performance and Air-tightness, and ensure grouting pressure.
Preferably, the hollow guide rod is divided into several sections, pass through threaded mechanical connection between each other;And bottom Also by threaded mechanical connection between hollow guide rod end and expansion shoe.
Preferably, the hollow guide rod is equipped with deviational survey sensor, for controlling prestressed pipe during the pile driving process The verticality of stake.
Preferably, being perfused with cement mortar in the hollow guide rod as injecting paste material, for filling pile for prestressed pipe With the gap between stake week stratified soil.
The utility model in terms of existing technologies, has the advantages that:
1. hammering energy directly acts on pile top, while expanding shoe and slip casting channel can be excessively well by stake and surrounding soil Phase " isolation ", reduces side friction, and hammering penetration capability is greatly improved;
2. synchronous grouting system can be good at playing lubricating action during the pile driving process, reduce pile side friction;Pile sinking After the completion, gain in strength is capable of providing better soil around pile items property, improves bearing capacity of single pile;
3. piling is oriented to and is controlled by guiding pile frame, if synchronous be arranged skew back sensor in guide rod, can be very good pair It is controlled at pile verticality;
It is discharged in time by pile end grouting and stake wing passage 4. the super quiet hole pressure energy generated in the process of driving piles is crossed, is conducive to add The consolidation of fast Pile side soil, provides better foundation bearing capacity;
5. after pile for prestressed pipe stake end enters earth's surface, hammering process is happened at below ground, construction noise can obtain very Good control, advantage during overlength tube pile construction become apparent;
6. the main body of actuating unit is transferred to inside pile for prestressed pipe by the utility model, since elevator height can be adjusted Section, that is, the stroke that drops hammer can be modified according to the geological conditions of current pile sinking depth, it is possible thereby to utilize space in stake and height Realize the adjusting of piling power size;Compared to the external mechanism of driving piles in conventional method, the pile sinking efficiency of the utility model is more It is high;
7. the engineering method, to the of less demanding of equipment, equipment platform bearing capacity need not generally carry out specially treated, and construct It is recyclable after the completion, it is with good economic efficiency.
Description of the drawings
Fig. 1 is that slip casting structural schematic diagram is surveyed at hammer piling and synchronous end in band shoe pipe pile end.
In figure:Pile for prestressed pipe 1, hollow guide rod 2, elevator 3, punching hammer 4, pallet 5, shoe connector 6, grouting pipe 7, expand shoe 8, stake side interstitial channels 9, stake week stratified soil 10, hoist engine 11, be oriented to pile frame 12.
Specific implementation mode
The utility model is further elaborated and is illustrated with reference to the accompanying drawings and detailed description.In the utility model The technical characteristic of each embodiment can carry out the corresponding combination under the premise of not conflicting with each other.
As shown in Figure 1, for slip casting structure is surveyed at hammer piling and synchronous end in a kind of band shoe pipe pile end in the present embodiment Schematic diagram.The structure includes pile for prestressed pipe 1, the expansion shoe of stake end and the interior hammer piling dynamical system three parts of pipe.Stake end is expanded Big shoe, including expand shoe 8, shoe connector 6 and pre-buried grouting pipe 7.Hammer piling dynamical system is used in pipe 1 inside of pile for prestressed pipe generates the power for promoting pile body to sink comprising hollow guide rod 2, hoist engine 11, punching hammer 4, elevator 3, pallet 5 and guiding pile frame 12.
1 top of pile for prestressed pipe is oriented to pile frame 12 there are one setting, and the top for being oriented to pile frame 12 is an internal diameter slightly larger than in advance 1 outer diameter of stress pile pile and the sleeve with certain altitude, lower part are realized by supporting structures such as tripods and are stood.It should be lifted by crane before piling Pile for prestressed pipe 1, which passes through, is oriented to pile frame in place 12, and piling verticality is controlled by pile frame.
Pile for prestressed pipe 1 is rigidly connected by shoe connector 6 with shoe 8 is expanded, and preferably with welding form, is allowed to have There are good mechanical property and globality.Pile for prestressed pipe 1 expand shoe 8 hammered stake week stratified soil 10 during together under It is heavy to squeeze into.The radius for expanding 8 maximum cross-section of shoe is at least 5 centimeters bigger than 1 outer diameter of pile for prestressed pipe so that is driving prestressed pipe The duct than pile body outer diameter bigger is formed in 1 sinking watching of stake, and then keeps formation stake side gap between soil around pile wall and pile body logical Road 9.By in this present embodiment, cement grout is to inject stake side interstitial channels 9 from expansion shoe 8, therefore expanding shoe 8 Inside is embedded with grouting pipe 7.The top surface for expanding shoe 8 is stretched out in 7 one end of grouting pipe, and the other end bypasses shoe inside shoe It is pierced by behind 6 position of connector and expands 8 upper surface of shoe so that this end is communicated with 1 pile body outer space of pile for prestressed pipe, can Stake side interstitial channels 9 are filled in real time during the pile driving process, avoid the occurrence of soil around pile recoverable force and compress slip casting space The case where.In order to keep preferable earthquake resistant engineering performance and air-tightness, and ensure grouting pressure, grouting pipe is in the present embodiment Corrugated stainless steel tubing.
Injecting paste material of the stake side interstitial channels 9 in is cement mortar, and Castor Oil plays lubrication during interior hammer piling Effect, reducing pile side friction influences, and improves pile sinking effect;After the completion of construction, strength of cement grout growth can provide for stake side The side friction of bigger improves single pile bearing capacity.Moreover, because cement mortar is injected from expanding shoe 8, therefore can The full stake side interstitial channels 9 newly formed of filling in time, prevent soil around pile rebound.
In the present embodiment, cement grout is conveyed by hollow guide rod 2, and hollow guide rod 2 is coaxially disposed in prestressed pipe Inside stake 1, it is connected by more piece is in sequential series, the end per pole is all tapped with matched screw thread, can be according to prestressed pipe 1 length of stake is connected section by section, and pile for prestressed pipe synchronous spreading during the pile driving process, and controls guide rod proud exposure, guarantee The normal development of work progress.Bottommost one section pile for prestressed pipe 1 be threadably secured in expand shoe 8 on and connection slip casting Pipeline 7,1 top of pile for prestressed pipe vertically extends 1 top of pile for prestressed pipe, and is connected with external grouting equipment.Punching hammers 4 sets into shape It can be slided on hollow guide rod 2 and swimmingly along about 2 hollow guide rod.Therefore, in the present embodiment, hollow guide rod 2 is As the slide bar of punching hammer 4, it is also used as slip casting channel.Deviational survey sensor should be also set on hollow guide rod 2, and it is heavy to hammer into shape inside The verticality of pile for prestressed pipe is controlled during stake.Expand the position contacted with punching hammer 4 on 8 top surface of shoe and is also equipped with pallet 5, to buffer hammer action, protect shoe.
Hoist engine 11 is set to by supporting rack on the ground of 1 top of pile for prestressed pipe, and connects punching hammer by rope 4.It is also different through the required power of soil layer since the different soil geological conditions of stake week stratified soil 10 is different, if It is less efficient to remain that identical hammering power can cause to hammer.Therefore, it is additionally provided with one on the rope of the present embodiment and carries and draw Device 3, elevator can be adjusted with respect to guide rod position, adjusted elevator height according to current construction depth geological conditions, that is, adjusted It drops hammer distance, different geological conditions soil layer is worn under enabling.During piling, punching hammer 4 is above carried by the realization of hoist engine 11 And its free-falling hammering is controlled by elevator 3, act on it is pre- connect pallet 5 in place, and then apply to expanding shoe 8 Power.
Similarly, it is based on above-mentioned pile sinking and slip casting structure, the band provided in the present embodiment, which expands in shoe pipe pile end, to be hammered Grouting construction process is surveyed at pile sinking and synchronous end, and its step are as follows:
Step 1:Before dynamical system assembly work is carried out, lifting pile for prestressed pipe 1, which passes through, is oriented to pile frame 12 in place, leads to Cross the control piling verticality of guiding pile frame 12;
Step 2:Shoe 8 is will be enlarged by using shoe connector 6 and is connected as entirety with 1 end of pile for prestressed pipe, is led hollow Bar 2 is inserted into pile for prestressed pipe 1 and is connected through a screw thread integral with 8 top surface of expansion shoe by boom end and is connected to grouting pipe 7, pallet 5 is penetrated after hollow guide rod 2 and is layed on 8 top surface of expansion shoe in place;Hollow guide rod 2 is connected to pile body top one by one Portion, and external grouting equipment;
Step 3:By the punching being connected with hoist engine 11 hammer 4 penetrate hollow guide rod 2 and transfer to manned pallet 5 it On, while penetrating elevator 3 and being fixed on initial hammering stroke height, wherein initially hammering stroke height can be according to earth's surface soil property feelings Condition is preset;
Step 4:Punching hammer 4 to 3 position height of elevator, which is above put forward, by hoist engine 11 realizes that extension hammer, control elevator 3 are de- Hook makes punching 4 free-fallings of hammer act on pallet 5;Expand shoe 8 and is driven into soil layer, pile for prestressed pipe 1 under hammer action Synchronous sinking, and since the stake diameter for expanding shoe 8 is more than 1 pile body of pile for prestressed pipe, pile for prestressed pipe 1 is formed with soil around pile Stake side interstitial channels 9.Hammer action simultaneously, the slip casting into hollow guide rod 2, via preset grouting pipe 7 inside shoe, by Stake end carries out slip casting to stake side, and the full stake side interstitial channels 9 of filling in time play and pile side friction is lubricated and reduced in pile driving process Effect;
Step 5:Step 4 operation is constantly repeated, and according to the geological conditions of current pile sinking depth before each piling The setting height for adjusting elevator 3, to adjust hammering stroke.When local qualitative change is hard, the height for improving elevator 3 is needed, it is on the contrary Its height is then reduced, the specific height number that adjusts can be determined according to engineering experience or experiment.And ensure in operating process Slip casting recycles, timely observation water mud balance;
Step 6:When pile for prestressed pipe 1 is squeezed into projected depth, stop piling and slip casting.Then equipment is returned It receives, gradually removes and take out elevator 3, punching hammer 4, respectively saves hollow guide rod 2, pallet 5 and be oriented to pile frame 12, complete equipment and return It receives.
The engineering method is due to directly hammering in stake end, and the stroke that drops hammer can be carried out according to the geological conditions of current pile sinking depth It corrects, therefore hammering penetration capability and efficiency are higher.In addition, synchronous grouting system can be good at playing during the pile driving process Lubricating action reduces pile side friction, and after the completion of pile sinking, gain in strength is capable of providing higher bearing capacity of single pile again.Piling The super quiet hole pressure energy generated in the process is crossed to be discharged in time by pile end grouting and stake wing passage, is conducive to accelerate consolidating for Pile side soil Knot.Moreover, hammering process in the utility model is happened at below ground, construction noise can be well controlled.The engineering method To the of less demanding of equipment, equipment platform bearing capacity need not generally carry out specially treated, and it is recyclable after the completion to construct, tool There is good economic benefit.
Embodiment described above is a kind of preferable scheme of the utility model, and so it is not to limit this practicality It is novel.Those of ordinary skill in technical field can be in the case where not departing from the spirit and scope of the utility model It makes a variety of changes and modification.Therefore all technical solutions for taking the mode of equivalent substitution or equivalent transformation to be obtained, all fall within In the scope of protection of the utility model.

Claims (9)

1. slip casting structure is surveyed at hammer piling and synchronous end in a kind of band shoe pipe pile end, which is characterized in that including prestressed pipe Stake (1), elevator (3), punching hammer (4), shoe connector (6), expands shoe (8) and hoist engine (11) at hollow guide rod (2); The pile for prestressed pipe (1) is rigidly connected by shoe connector (6) with shoe (8) is expanded, and it is internal pre-buried to expand shoe (8) The top surface for expanding shoe (8) is stretched out in grouting pipe (7), grouting pipe (7) one end, and the other end is pierced by and pile for prestressed pipe (1) stake Expansion shoe (8) upper surface that body outer space communicates;Hollow guide rod (2) is set to pile for prestressed pipe in a manner of being connected paragraph by paragraph (1) internal, and bottom end is fixed on and expands in shoe (8) and be connected to grouting pipe (7), top extends vertically until exposing prestressing force At the top of pile pile (1), for connecting external grouting equipment;The punching hammer (4) is sheathed on hollow guide rod (2) and is led along hollow Bar (2) slides up and down;The hoist engine (11) is set to above pile for prestressed pipe (1), and even by rope and elevator (3) Connect punching hammer (4).
2. slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end as described in claim 1, which is characterized in that The position contacted with punching hammer (4) on described expansion shoe (8) top surface is also equipped with pallet (5).
3. slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end as described in claim 1, which is characterized in that Described pile for prestressed pipe (1) top is set there are one pile frame (12) is oriented to, and it includes sleeve and supporting structure, institute to be oriented to pile frame (12) The internal diameter for stating sleeve is slightly larger than pile for prestressed pipe (1) outer diameter, and the supporting structure is used to sleeve being fixedly attached to ground.
4. slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end as described in claim 1, which is characterized in that The radius of described expansion shoe (8) maximum cross-section is at least 5 centimeters bigger than pile for prestressed pipe (1) outer diameter.
5. slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end as described in claim 1, which is characterized in that The expansion shoe (8) is welded to connect with pile for prestressed pipe (1) pile body.
6. slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end as described in claim 1, which is characterized in that The grouting pipe (7) uses corrugated stainless steel tubing.
7. slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end as described in claim 1, which is characterized in that The hollow guide rod (2) is divided into several sections, passes through threaded mechanical connection between each other;And hollow guide rod (2) end of bottom Also by threaded mechanical connection between end and expansion shoe (8).
8. slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end as described in claim 1, which is characterized in that The hollow guide rod (2) is equipped with deviational survey sensor, the verticality for controlling pile for prestressed pipe during the pile driving process.
9. slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end as described in claim 1, which is characterized in that Cement mortar is perfused in the hollow guide rod (2) as injecting paste material, for filling pile for prestressed pipe (1) and stake week stratified soil (10) gap between.
CN201721854913.5U 2017-12-26 2017-12-26 Slip casting structure is surveyed at hammer piling and synchronous end in band shoe pipe pile end Active CN207739253U (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109083138A (en) * 2018-09-06 2018-12-25 福建大力新型建材科技有限公司 A kind of synchronous grouting pile for prestressed pipe

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109083138A (en) * 2018-09-06 2018-12-25 福建大力新型建材科技有限公司 A kind of synchronous grouting pile for prestressed pipe
CN109083138B (en) * 2018-09-06 2020-06-02 福建大力新型建材科技有限公司 Device for synchronously grouting prestressed pipe pile

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