CN203834469U - Bag bottom expansion rigid and flexible combined pile - Google Patents
Bag bottom expansion rigid and flexible combined pile Download PDFInfo
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- CN203834469U CN203834469U CN201320853350.3U CN201320853350U CN203834469U CN 203834469 U CN203834469 U CN 203834469U CN 201320853350 U CN201320853350 U CN 201320853350U CN 203834469 U CN203834469 U CN 203834469U
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- 239000002689 soil Substances 0.000 claims abstract description 46
- 239000011440 grout Substances 0.000 claims abstract description 14
- 239000004568 cement Substances 0.000 claims abstract description 11
- 238000007569 slipcasting Methods 0.000 claims description 44
- 150000001875 compounds Chemical class 0.000 claims description 31
- 238000000034 method Methods 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 230000002787 reinforcement Effects 0.000 claims description 7
- 238000013019 agitation Methods 0.000 claims description 4
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 238000005260 corrosion Methods 0.000 claims description 2
- 238000012946 outsourcing Methods 0.000 claims description 2
- 125000006850 spacer group Chemical group 0.000 claims description 2
- 238000005452 bending Methods 0.000 abstract description 3
- 230000002093 peripheral effect Effects 0.000 abstract description 3
- 238000010276 construction Methods 0.000 description 12
- 238000010586 diagram Methods 0.000 description 7
- 238000013461 design Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 6
- 238000002513 implantation Methods 0.000 description 5
- 238000003780 insertion Methods 0.000 description 5
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- 238000005516 engineering process Methods 0.000 description 4
- 239000011513 prestressed concrete Substances 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 239000011372 high-strength concrete Substances 0.000 description 3
- 239000007943 implant Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000009417 prefabrication Methods 0.000 description 3
- 238000004140 cleaning Methods 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000003032 molecular docking Methods 0.000 description 2
- 238000010926 purge Methods 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000007963 capsule composition Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000000280 densification Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 238000005098 hot rolling Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 210000004911 serous fluid Anatomy 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
- 238000005987 sulfurization reaction Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The utility model relates to a bag bottom expansion rigid and flexible combined pile. A combined pile body is formed by connecting prefabricated tubular pipes of a TSC pile, a PRC pile and a PHC pile from top to bottom. The bottom end of the PHC pile is provided with a pile bottom expansion head with an external wrapping bag. Grouting hole channels are reserved in the walls of all the prefabricated tubular piles, tubular pile connectors with holes are arranged at the two ends of each pile section, and a grout outlet is formed in the side wall of the bottom pile section. The outer side of the combined pile is wrapped by pile peripheral cement soil. According to the bag bottom expansion rigid and flexible combined pile, according to the rules of the pile body bearing horizontal loads in the soil body, the combined and connected prefabricated tubular piles with the bending resistance performance and the shear resistance performance increased gradually are sequentially implanted in the cement soil, the bag post grounding expansion head stable in character is arranged to increase the vertical bearing force of the pile body, and the bag bottom expansion rigid and flexible combined pile has high technical economic benefits.
Description
Technical field
The utility model relates to a kind of pouch and expands the hard and soft compound pile in the end, be particularly related to the compound pile that a kind of bending resistance of pile body from bottom to top shear behavior improves gradually, the stake end is provided with high-pressure slip-casting pouch, belong to ground process field, be applicable to Soft Ground engineering, be specially adapted to the building pile foundation engineering of non rock rooted pile, non-deep hard bearing stratum.
Background technology
Combination of rigidity and flexibility bearing capacity of pile foundation is provided jointly by stake and inter-pile soil, by the construction of hard and soft compound pile, realizes the ground extruding to inter-pile soil, gives full play to and utilize the potential bearing capacity of foundation soil, effectively solves the problem of load-carrying capacity of soft soil foundation deficiency.In actual condition, pile foundation is except bearing vertical load or resistance to plucking, also need to resist the suffered horizontal force action of building, and the horizontal loading that the different embedded depths of pile body are born is also different, adopt same stake type, meeting under the prerequisite of maximum load capacity requirement, the level of part pile body does not obtain best performance to bearing capacity, belongs to waste of material on definite meaning.
The advantages such as prefabricated tubular pile has that bearing capacity of single pile is high, prefabrication system easy to control the quality, speed of application are fast are remarkable as the rigid pile effect of combination of rigidity and flexibility stake.Common prefabricated tubular pile has prestressed concrete pipe pile (PC pile tube), thin tubular piles produced by prestressed concrete (PTC pile tube) and prestressed high strength concrete pile tube (PHC stake), in PHC stake manufacturing technology, innovate, extend some novel prefabricated tubular piles, such as: outer wall adopts automatic submerged-arc spiral welded steel pipe, inwall adopts high-strength concrete, through centrifugal closely knit vapour pressure steam test maintenance, forms prefabricated high-strength concrete thin steel pipe pile (TSC stake); The nonprestressed reinforcement that adds some in prestressed concrete pipe pile, forms a kind of novel hybrid reinforcement pile for prestressed pipe (PRC stake); The prefabricated prestressed concrete ring stake (PHDC stake) of branch outside PHC stake.Cited first two Novel tubular pile with etc. the PHC stake of stake footpath compare, aspect opposing horizontal loads, be greatly improved, especially TSC stake, due to steel pipe confined effect, pile body concrete single load bearing is converted into two to accepting, improves pile body resistance to compression, shear behavior.And PHDC stake is due to the existence of stake side branch, changed contact area and the mode of transfer force of pile body and pile peripheral earth, the PHC stake of the external diameter such as comparing has higher vertical bearing capacity.Utilize the diversity of prefabricated tubular pile, be reasonably combined and can give full play to pile body vertically and horizontal direction supporting capacity, to improve pile body utilization rate.
In addition, pile foundation is mainly born portion's vertical load in actual condition, for improving vertical bearing capacity, except increasing a stake footpath, select conventional methods such as stake type that load-carrying properties are higher, also can adopt expanded bore pile technology, the modes such as dependence pore-forming in the early stage expansion end or grouting behind shaft or drift lining are squeezed make pile body base diameter be greater than top pile body diameter, can effectively improve pile top bearing capacity (being substrate counter-force).But tradition bore dig counter-boring techniques can the compaction pile side soil body, after perfusion pile, pile side friction does not effectively promote.Adopt grouting behind shaft or drift lining to expand the end, utilize the densification osmosis of high-pressure slip-casting can effectively improve the load-carrying properties of soil body stake end near, but its reinforcing scope can not accurately control, expand end effect uncontrollable.
In sum, adopt combination of rigidity and flexibility stake can bring into play and utilize pile peripheral earth potential bearing capacity, stronger overcome the not enough problem of bearing capacity of foundation soil; Utilize, level vertical with the different prefabricated tubular piles in stake footpath to bearing capacity difference, reasonable combination, can improve Bearing Behavior of Pile and pile body utilization rate; If can control bottom-grouting-enlarged scope and effect, not only solidified stake subsoil body, also can guarantee expanded bore pile bearing capacity reliability.
Given this, for solving the problems such as Bearing Behavior of Pile performance is insufficient, expansion end effect is uncontrollable, need at present a kind of piles with different type combination of invention, the bottom-grouting-enlarged novel combination of rigidity and flexibility stake of stake end pouch badly.
Summary of the invention
The purpose of this utility model is to provide a kind of pouch to expand the hard and soft compound pile in the end, and this compound pile is formed in implantation cement-soil by waiting after the prefabricated tubular pile combination of stake footpath of several load-carrying properties differences, and an end is provided with capsule formula slip casting extruding expanding body.
For realizing above-mentioned technical purpose, the utility model has adopted following technical scheme:
Pouch expands the hard and soft compound pile in the end, it is characterized in that described compound pile main body is formed by connecting by following prefabricated tubular pile respectively from top to down: TSC stake, PRC stake and PHC stake; PHC stake bottom is provided with the stake end enlarged footing of outsourcing pouch; In each prefabricated pipe pile lining, be reserved with slip casting duct, pile section two ends are provided with perforated pipe pile joint, and bottom pile section sidewall is provided with grout outlet; The all cement-soils of compound pile outside parcel stake.
Described pile tube is according to bear horizontal loading different choice piles with different type in the soil body, but external diameter, the wall thickness of TSC stake, PRC stake and PHC stake are identical, adopts hoop locking hoop pile extension, and is aided with reinforcement of weld pipe pile joint, and pile extension place anti-corrosion is processed.
Pouch is fixed on compound pile bottom by cuff or steel strand tie spacer, and pouch material is formed by two rubber and anti-granny rag hot rolling sulfuration, and according to pile body size and the prefabricated pouch of stake end enlarged footing design size, tiny steam vent is reserved on pouch top.
Stake end enlarged footing is by slip casting duct in prefabricated pipe pile lining to the squeezed formation of pouch inner high voltage slip casting, and the ratio of stake end enlarged footing diameter and pile tube diameter is not more than 3, and is not less than 2.
Described slip casting duct forms in pile lining by pre-buried minor-diameter rigid body when making pile tube, near pipe pile joint section, is provided with telescoping tube.During pile extension, aim at joint preformed hole, insert equal diameter Grouting Pipe, by the top pressure stretch draw, regulate insertion depth, make slip casting duct keep being communicated with.
The all cement-soil of stake can adopt deep layer agitation of cement method or Pressure Revolving Blast-Grout to form according to planting a degree of depth, and cement-soil process range diameter is 1.4 ~ 2 times of pile tube diameter outside pile tube; Diameter and the pile tube diameter ratio of the stake end cement-soil of stake end enlarged footing periphery are not more than 4, and are not less than 2.
Prefabricated tubular pile other pile sections except upper joint TSC stake can replace with equal-specification prefabricated tubular pile according to engineering geological conditions, if adopt PHDC stake, stake footpath refers to the external diameter of the non-jut of pile body.
Above-mentioned pouch expands the construction method of the hard and soft compound pile in the end, mainly comprises the following steps:
1) before construction, prepare: according to the required pile tube of designing requirement prefabrication and pile extension member, make pouch; Place is peaceful, machine-walking track laying, and machinery is marched into the arena;
2) flexible pile is set: by deep layer agitation of cement method or Pressure Revolving Blast-Grout, form flexible pile, at stake end position, according to designing requirement, expand cement-soil scope;
3) PHC stake is implanted: by being banded with in the first segment PHC stake implantation cement-soil that expands end pouch, avoid foreign matter to enter slip casting duct and cause plugging, and temporary fixed after implantation certain depth, prepare pile extension;
4) pile extension be communicated with slip casting duct: rubber washer is placed at PHC pile joint injected hole road junction, and inserts Grouting Pipe, adjusts insertion depth; Hang next pipe joint stake, cleaning 2-section pipe pile joint place, latch location, is communicated with slip casting duct, adopts hoop locking hoop pile extension, is aided with reinforcement of weld;
5) continuous pile extension: adopt same procedure to carry out follow-up tubular pile splicing, and be communicated with slip casting duct, according to bearing horizontal loading requirement in the soil body, implant successively PHC stake, PRC stake and TSC stake;
6) slip casting in pouch: correct after pile body height, to expanding end pouch inner high voltage slip casting, according to enlarged footing design size at the bottom of stake, inject suitable quantity of water mud;
7) constructed: complete pouch slip casting, after pile body is stable, can remove temporary fixed facility, carry out successive projects construction.
the utlity model has following feature and beneficial effect:
1, the utility model relates to the PHC stake of stake footpath, PRC stake, the bending resistance of TSC stake, the characteristics that shear behavior strengthens successively such as compound pile has utilized, their reasonable combination is implanted in the different soil body degree of depth, can give full play to the horizontal loading load-carrying properties of each pile body, improve pile body utilization rate; Go up most joint and adopt TSC stake, not only because its horizontal loading drag is the highest for adopting in stake type, and be connected pile crown with cushion cap not fragile because of its outside steel pipe.
2, utilize deep layer agitation of cement method or Pressure Revolving Blast-Grout to make all cement-soils of stake, and bottom expands, at the bottom of being conducive to, pouch slip casting is squeezed; Before cement-soil solidifies, substantially can rely on prefabricated tubular pile deadweight to implant in the soil body, form combination of rigidity and flexibility stake, soil compaction effect is compared static pressure method and hammering method, and to plant stake less; Stake end pouch is sunk substantially without wearing and tearing in cement-soil.
3, built-in slip casting pipe in pile tube sidewall, is made as telescoping tube in joint, can be when pile extension slip casting duct connect more controlledly, the degree of accuracy is higher, guarantees the continuity in slip casting duct, and is provided with rubber washer, prevents that outside cement grout from infiltrating, and causes plugging.
4, at the bottom of stake, arrange and expand end pouch, when pile tube is prefabricated, at pile lining, be provided with waveform steel plate washer, by cuff or steel strand compound rubber pad, fix, can prevent from when pouch from sinking with pile body coming off, being shifted; At the bottom of pouch is shunk and to be stacked in, high-pressure slip-casting pushes ambient water earth after expanding to surrounding, impel cement paste penetration range to expand, and due to the parcel of pouch, a stake end enlarged footing proterties is stable.
Accompanying drawing explanation
Fig. 1 is that a kind of pouch of the utility model expands the hard and soft compound pile schematic diagram in the end;
Fig. 2 is the utility model pile extension place slip casting duct schematic diagram;
Fig. 3 expands the end pouch schematic diagram is set in the utility model;
Fig. 4 is the construction process schematic diagram that a kind of pouch of the utility model expands the hard and soft compound pile in the end;
In figure: enlarged footing, 8-topsoil, 9-hoop locking hoop, 10-soft layer, 11-pile lining slip casting duct, 12-pipe pile joint, 13-pouch colligation joint, 14-grout outlet, the relative bearing stratum of 15-, 16-telescoping tube, 17-Grouting Pipe connector, 18-rubber ring, 19-fastening screw, 20-hoop, 21-rubber sheet gasket, 22-steel plate washer at the bottom of 1-TSC stake, all cement-soils of 2-stake, 3-PRC stake, 4-PHC stake, 5-stake end cement-soil, 6-expansion end pouch, 7-stake.
The specific embodiment
In the present embodiment such as the transportation of all kinds of pile tube precompose, Soil-cement or rotary-spraying construction technology, pouch manufacture craft, Grouting Pipe link technique and grouting serous fluid proportioning, tired, do not state, emphasis is set forth the embodiment that the utility model relates to structure.
Fig. 1 is that a kind of pouch of the utility model expands the hard and soft compound pile schematic diagram in the end; Fig. 2 is the utility model pile extension place slip casting duct schematic diagram; Fig. 3 expands the end pouch schematic diagram is set in the utility model.With reference to the pouch shown in Fig. 1 ~ 3, expanding the hard and soft compound pile in the end mainly comprises: TSC stake 1, all cement-soils 2 of stake, PRC stake 3, PHC stake 4, stake end cement-soil 5, stake end enlarged footing 7.
With Pressure Revolving Blast-Grout, form cement-soil below, the compound pile of implanting external diameter 600mm, wall thickness 110mm is example, sets forth the specific embodiment that pouch expands the hard and soft compound pile in the end.
Before scene goes into operation, should make in advance all kinds of required pile tubes, pile extension accessory, make the corresponding end pouch 6 that expands.Behind cleaning job site, carry out the construction line-putting, true fixed pile, pile tube, construction equipment and various types of materials are marched into the arena in time.
First carry out high-pressure rotary-spray construction, by drilling to completion under the central point of stake position, the die-cut soil body of high-pressure rotary-spray, by regulating expulsion pressure, cyclone nozzle rotary speed and churning pipe to promote speed at the interior formation stake of relative bearing stratum 15 end cement-soil 5, then reduce after expulsion pressure and carry to earth's surface in constant churning, as stake week cement-soil 2, remove churning device.
The PHC stake 4 that has connected expansion end pouch 6 is hung and entered in cement-soil.Expanding end pouch 6 tightens up by hoop 20(steel hoop or steel strand) compound rubber pad 21 is fixed on the pile tube sidewall that is provided with steel plate washer 22, expand end pouch 6 and squeeze air, contraction as far as possible, available geotextiles is loose to be swathed, in order to avoid sharp object scratches in cement-soil, grout outlet 14 should be in pouch be wrapped up scope, as far as possible near bottom.
PHC stake 4 sinks down into pile extension after certain depth.Pile body is temporary fixed, and purge tube pile joint 12 is placed rubber washer 18 on joint, and the Grouting Pipe of the interior insertion coupling in pile lining slip casting duct 11, presses down and adjust telescoping tube 16, makes newly to insert Grouting Pipe and is inserted in Grouting Pipe connector 17; Hang next pipe joint stake, utilize fastening screw 19 location, the same top pressure stretch draw 16, adjusts Grouting Pipe insertion depth, guarantees that pile lining slip casting duct 11 is communicated with; Upper and lower pipe joint stake docking, dislocation deviation should not be greater than 2mm, and qualified rear employing hoop locking hoop 9 docking, after tighting a bolt, are optionally aided with reinforcement of weld.
Adopt aforesaid way repeat pile sinking, pile extension and be communicated with pile lining slip casting duct 11, according to topsoil 8 and soft layer 10 soil mass properties, connect successively PRC stake 3 and TSC stake 1, wherein topmost pile tube must adopt TSC stake 1.Pile sinking, to design elevation, is corrected verticality and deviation whole fixing, in order to avoid follow-up high-pressure slip-casting causes pile body displacement.Employing grouting pump is the cement grout to expansion end pouch inner high voltage injected water gray scale 0.4 ~ 0.5 by slip casting duct 11, form stake end enlarged footing 7, grouting amount expands end pouch 6 sizes by design and calculates (for guaranteeing fullness degree, can be multiplied by coefficient 1.2), during slip casting, in pouch, gas is discharged from pouch upper air-vent, and after slip casting completes, shutoff slip casting duct 11, prevents from returning slurry.
Pile sinking and pouch slip casting must complete before cement-soil initial set, after pouch slip casting is squeezed, continue to keep pile body to fix, until soil cement intensity reaches 80% of design strength.
Adopt Pressure Revolving Blast-Grout to carry out the hard and soft compound pile in the pouch expansion end and plant stake, main construction course is as follows:
1) before construction, prepare: according to the required pile tube of designing requirement prefabrication and pile extension member, make pouch; Place is peaceful, machine-walking track laying, and machinery is marched into the arena.
2) flexible pile is set: by Pressure Revolving Blast-Grout, form all cement-soils 2 of stake, at stake end position, according to designing requirement, add the stake end cement-soil 5 that pressure rotary-spraying is enlarged-diameter.
3) PHC stake is implanted: by being banded with in the first segment PHC stake 4 implantation cement-soils that expand end pouch 6, avoid foreign matter to enter slip casting duct 11 and cause plugging, and temporary fixed after implantation certain depth, prepare pile extension.
4) pile extension be communicated with slip casting duct: on pipe pile joint 12, rubber washer 18 is placed at injected hole road junction, and inserts Grouting Pipe, adjusts insertion depth; Hang next pipe joint stake, purge tube pile joint 12, latch location, is communicated with slip casting duct 11, adopts hoop locking hoop 9 pile extensions, is aided with reinforcement of weld.
5) continuous pile extension: adopt same procedure to carry out follow-up tubular pile splicing, and be communicated with slip casting duct 11, according to bearing horizontal loading requirement in the soil body, implant successively PHC stake 4, PRC stake 3 and TSC stake 1.
6) slip casting in pouch: correct after pile body height, to expanding end pouch 6 inner high voltage slip castings, according to 7 design sizes of enlarged footing at the bottom of stake, inject suitable quantity of water mud.
7) constructed: complete pouch slip casting, after pile body is stable, can remove temporary fixed facility, carry out successive projects construction.
Claims (7)
1. pouch expands the hard and soft compound pile in the end, it is characterized in that described compound pile main body is formed by connecting by following prefabricated tubular pile respectively from top to down: TSC stake, PRC stake and PHC stake; PHC stake bottom is provided with the stake end enlarged footing of outsourcing pouch; In each prefabricated pipe pile lining, be reserved with slip casting duct, pile section two ends are provided with perforated pipe pile joint, and bottom pile section sidewall is provided with grout outlet; The all cement-soils of compound pile outside parcel stake.
2. pouch according to claim 1 expands the hard and soft compound pile in the end, it is characterized in that pile body external diameter, the wall thickness of described TSC stake, PRC stake and PHC stake is identical, adopts hoop locking hoop pile extension, and is aided with reinforcement of weld pipe pile joint, and pile extension place anti-corrosion is processed.
3. pouch according to claim 1 expands the hard and soft compound pile in the end, it is characterized in that described pouch is fixed on compound pile bottom by cuff or steel strand tie spacer, and tiny steam vent is reserved on pouch top.
4. pouch according to claim 1 expands the hard and soft compound pile in the end, it is characterized in that described stake end enlarged footing by slip casting duct in prefabricated pipe pile lining to the squeezed formation of pouch inner high voltage slip casting, the ratio of stake end enlarged footing diameter and pile tube diameter is not more than 3, and is not less than 2.
5. pouch according to claim 1 expands the hard and soft compound pile in the end, it is characterized in that described slip casting duct is by pre-buried minor-diameter rigid body, in pile lining, to form when making pile tube, is provided with telescoping tube near pipe pile joint section.
6. pouch according to claim 1 expands the hard and soft compound pile in the end, it is characterized in that all cement-soils of described stake can adopt deep layer agitation of cement method or Pressure Revolving Blast-Grout to form according to planting a degree of depth, cement-soil process range diameter is 1.4 ~ 2 times of pile tube diameter outside pile tube; Diameter and the pile tube diameter ratio of the stake end cement-soil of stake end enlarged footing periphery are not more than 4, and are not less than 2.
7. pouch according to claim 1 expands the hard and soft compound pile in the end, it is characterized in that described prefabricated tubular pile other pile sections except upper joint TSC stake can replace with equal-specification prefabricated tubular pile according to engineering geological conditions, if adopt PHDC stake, stake footpath refers to the external diameter of the non-jut of pile body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320853350.3U CN203834469U (en) | 2013-12-23 | 2013-12-23 | Bag bottom expansion rigid and flexible combined pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320853350.3U CN203834469U (en) | 2013-12-23 | 2013-12-23 | Bag bottom expansion rigid and flexible combined pile |
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| Publication Number | Publication Date |
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| CN203834469U true CN203834469U (en) | 2014-09-17 |
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| CN201320853350.3U Expired - Fee Related CN203834469U (en) | 2013-12-23 | 2013-12-23 | Bag bottom expansion rigid and flexible combined pile |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103741683A (en) * | 2013-12-23 | 2014-04-23 | 浙江天润建设有限公司 | Bag bottom expanding rigid-flexible combined pile and construction method thereof |
| CN105421446A (en) * | 2015-12-29 | 2016-03-23 | 武汉中力岩土工程有限公司 | Mixed soil extruded and cured precast pile for soft foundation treatment as well as construction method |
| CN109898505A (en) * | 2019-03-08 | 2019-06-18 | 中铁十九局集团第三工程有限公司 | With the compound tubular pole of reinforced structure in soft stratum |
-
2013
- 2013-12-23 CN CN201320853350.3U patent/CN203834469U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103741683A (en) * | 2013-12-23 | 2014-04-23 | 浙江天润建设有限公司 | Bag bottom expanding rigid-flexible combined pile and construction method thereof |
| CN103741683B (en) * | 2013-12-23 | 2015-11-18 | 浙江天润建设有限公司 | A kind of pouch expands end rigid-flexible mechanical arm and construction method |
| CN105421446A (en) * | 2015-12-29 | 2016-03-23 | 武汉中力岩土工程有限公司 | Mixed soil extruded and cured precast pile for soft foundation treatment as well as construction method |
| CN109898505A (en) * | 2019-03-08 | 2019-06-18 | 中铁十九局集团第三工程有限公司 | With the compound tubular pole of reinforced structure in soft stratum |
| CN109898505B (en) * | 2019-03-08 | 2024-03-05 | 中铁十九局集团第三工程有限公司 | Composite tubular pile with reinforcing structure in weak stratum |
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| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140917 |
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| CF01 | Termination of patent right due to non-payment of annual fee |