CN101768959A - Water sealing consolidation equipment of cast-in-place pile soil body and construction technology thereof - Google Patents
Water sealing consolidation equipment of cast-in-place pile soil body and construction technology thereof Download PDFInfo
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- CN101768959A CN101768959A CN201010010143A CN201010010143A CN101768959A CN 101768959 A CN101768959 A CN 101768959A CN 201010010143 A CN201010010143 A CN 201010010143A CN 201010010143 A CN201010010143 A CN 201010010143A CN 101768959 A CN101768959 A CN 101768959A
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- 239000002689 soil Substances 0.000 title claims abstract description 36
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 27
- 238000007789 sealing Methods 0.000 title claims abstract description 23
- 238000010276 construction Methods 0.000 title claims abstract description 22
- 238000007596 consolidation process Methods 0.000 title claims abstract description 15
- 238000005516 engineering process Methods 0.000 title claims abstract description 13
- 239000004568 cement Substances 0.000 claims abstract description 43
- 238000005553 drilling Methods 0.000 claims abstract description 28
- 239000002002 slurry Substances 0.000 claims abstract description 13
- 238000009412 basement excavation Methods 0.000 claims abstract description 7
- 238000000034 method Methods 0.000 claims abstract description 6
- 238000007569 slipcasting Methods 0.000 claims description 45
- 239000011440 grout Substances 0.000 claims description 36
- 208000034189 Sclerosis Diseases 0.000 claims description 5
- 239000003673 groundwater Substances 0.000 claims description 5
- 239000011230 binding agent Substances 0.000 claims description 4
- 238000002156 mixing Methods 0.000 claims description 4
- 230000000007 visual effect Effects 0.000 claims description 4
- 239000011398 Portland cement Substances 0.000 claims description 3
- 239000013505 freshwater Substances 0.000 claims description 3
- 230000011218 segmentation Effects 0.000 claims description 3
- 238000003756 stirring Methods 0.000 claims description 3
- 239000012467 final product Substances 0.000 claims description 2
- 239000000203 mixture Substances 0.000 claims description 2
- 239000004576 sand Substances 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 238000009435 building construction Methods 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 230000037452 priming Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
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Abstract
The invention relates to the field of construction technology, in particular to water sealing consolidation equipment of a cast-in-place pile soil body and a construction technology thereof. The water sealing consolidation equipment of the cast-in-place pile soil body comprises a drilling machine, a drilling pipe, a high pressure hose, a grouting pump and a grouting pipe and is characterized in that the grouting pump is connected to the grouting pipe by the high pressure hose; being detachable, the drilling pipe is connected with and driven by the drilling machine; the drilling pipe is internally provided with the grouting pipe; in the invention, a pile border grouting pipe and a pile center grouting pipe are employed to inject cement paste meeting certain requirements into soil body at the periphery of the cast-in-place pile, so that the soil body at the periphery of the cast-in-place pile is equipped with water sealing property and consolidated. In the invention, slurry wall protection or cement wall protection processes are completely omitted, as a result, excavation quality of the cast-in-place pile can be ensured, construction difficulty of pore-forming is greatly reduced, underwater cement pouring construction is avoided, difficulty of pouring the cast-in-place pile body cement is lowered and quality of pouring the cast-in-place pile body cement is ensured. On the whole, construction progress is accelerated and economic benefits are remarkably improved.
Description
Technical field:
The present invention relates to the realm of building construction, particularly a kind of water sealing consolidation equipment of cast-in-place pile soil body and construction technology.
Technical background:
Abundant and transmission coefficient is greater than 10 at bury, silt, recent deposit cohesive soil, sand or underground water
-2When carrying out filling pile construction under the geological conditions of the soil layer of cm/s, because the soil body utmost point is built on the sand, perhaps rich groundwater, when adopting mechanical hole building, need to adopt mud off, when adopting the manual pore-forming, need to adopt concrete guard wall, problems such as landslide take place in digging process to avoid a hole.When adopting mud off,, also must adopt the underwater concreting technology in order to ensure the cast-in-place pile concrete casting quality.No matter adopt which kind of method construction, all have the outstanding problem that efficiency of construction is low, construction quality is difficult to guarantee.
Summary of the invention:
The objective of the invention is to, a kind of water sealing consolidation equipment and construction technology of cast-in-place pile soil body is provided, the increase of castinplace pile periphery soil strength, compressibilty are reduced, simultaneously, impermeability, the stability of the soil body all are greatly improved.
For realizing the purpose of foregoing invention, the invention provides following technical scheme:
A kind of water sealing consolidation equipment of cast-in-place pile soil body, comprise rig, drilling rod, high-pressure rubber pipe, grouting pump and Grouting Pipe, it is characterized in that, grouting pump is connected on the Grouting Pipe by high-pressure rubber pipe, drilling rod links to each other with rig, tend to act by rig, detachable, Grouting Pipe is equipped with in drilling rod inside, exceptionally two kinds of Grouting Pipe: a kind of is stake limit Grouting Pipe,, in pipe end beginning 1.55m length range, be parallel on the tube wall direction in the tube wall lower end, three row's injected holes are arranged, every row has six holes, the diameter of the every round in both sides is 20mm, is called tangential injected hole, and the diameter of middle round is 3mm, be called radially injected hole, tube wall surface is carved with the vertical center line of intermediate radial injected hole, and the axle center angle of adjacent two rounds is 67.5 °, and the vertical distance of every each Kong Kongxin of row is 300mm; Another kind is a stake heart Grouting Pipe, in the tube wall lower end in pipe end beginning 150mm length range, be parallel on the tube wall direction, eight row's injected holes are arranged, every row has two injected holes, and the diameter in hole is 20mm, and the vertical distance of two Kong Kongxin is 100mm, be called the normal direction injected hole, the normal direction injected hole distributes around even tube wall.
A kind of water sealing consolidation construction technology of cast-in-place pile soil body, its main technical schemes is: utilize stake limit Grouting Pipe of the present invention and stake heart Grouting Pipe to inject in the castinplace pile periphery soil body and meet necessarily required cement paste, make the castinplace pile periphery soil body have the sealing characteristic, and obtain reinforcing.Its job practices is: (stake limit Grouting Pipe and a pile heart Grouting Pipe are injected cement paste respectively in the vertical of castinplace pile periphery and the bottom soil body by eight, make cement paste with filling, infiltration, mode such as compacted, combine with soil body particle, after the sclerosis, formation has the cup-shaped cylindrical shell sealing function, firm in the vertical of castinplace pile periphery and the bottom soil body.
Work progress of the present invention is finished like this:
1) first measuring goes out to intend the concentric circles of the castinplace pile of excavation, its diameter is greater than castinplace pile diameter 200mm～500mm, mechanical type when concrete numerical value depends on castinplace pile borehole in the future, different boring machines, corresponding pore-forming precision difference, the desirable low numerical value that the pore-forming precision is high, the desirable high numerical value that the pore-forming precision is low, measuring goes out the circumscribed octagon of this circle then, be the center of circle with each summit of this octagon respectively, utilize rig to connect Φ 42 geologic drilling rods, bore eight stake limit grout holes, stake limit grout hole is than the dark 200mm～400mm of castinplace pile, and the concrete visual groundwater run off situation of numerical value is suitably selected.Geologic drilling rod has the sleeve pipe function simultaneously, 38 limit Grouting Pipe of one whole Φ of cover in the geologic drilling rod, after stake limit grout hole gets into projected depth, adjust stake marginal not slurry tube angulation, make radial hole meta groove on the marginal not slurry tube wall over against the castinplace pile center of circle, reverse geologic drilling rod then, make it to extract out ground, stake limit Grouting Pipe is stayed in the grout hole, prepared slip casting.In like manner,, utilize rig to connect Φ 42 geologic drilling rods (interior lag pile heart Grouting Pipe) and bore stake heart grout hole at the castinplace pile home position, the dark 200mm～400mm of hole depth rate castinplace pile, the concrete visual groundwater run off situation of numerical value is suitably selected;
2) with domestic fresh water and strength grade be 32.5 (when the diameter of castinplace pile is not more than 1.2m or the degree of depth and is not more than 15m) or 42.5 (when the diameter of castinplace pile greater than 1.2m or the degree of depth during greater than 15m) Portland cement mix and stir into cement paste, the water/binder ratio of cement paste (mass ratio of mixing water and cement) can be selected (be no more than 1 hour and be advisable to guarantee every period slip casting deadline) flexibly between 8: 1 to 1: 1.Utilize grouting pump, cement paste is injected one by one the soil layer hole of castinplace pile periphery or bottom by Grouting Pipe; The grouting pressure of grouting pump is controlled at 0.3～0.6MPa, with the slip casting length that guarantees the normal direction injected hole on each limit Grouting Pipe in 0.5m～1.5m, radially slip casting length corresponding control in 0.5m～1.5m of the injected hole of radially slip casting length on 0.3m～0.5mm, stake heart Grouting Pipe of injected hole;
3) segmentation from bottom to top of whole slip casting process is carried out continuously, and one section grouting amount controlling value of every pile limit Grouting Pipe is: π (0.150m)
2(the external octagon length of side+0.3m), to annotate in the cement paste adding grouting pump of one section slurry institute, at the bottom of the grout hole of stake limit, begin slip casting earlier, annotated until this section of cement paste cement paste, utilize rig to promote stake limit Grouting Pipe to next slip casting section, hoisting depth is 1500mm, to guarantee the hypomere cement paste and to combine the last period, carry out next section slip casting then, to the last promote also slip casting and arrive till the position, aperture; One section slip casting that stake heart Grouting Pipe is disposable to be finished at the bottom of the heart grout hole get final product, and grouting amount is: π [castinplace pile radius+(0.2～0.5m, by actual institute value calmly)]
20.2m;
4) after stake limit grout hole is finished slip casting, utilize cement paste to block grout hole;
5) along with the finishing of each grout hole slip casting and sealing of hole, the cement paste that is injected by each grout hole is connected as a single entity, and after the sclerosis, forms in the vertical of castinplace pile periphery and the bottom soil body and has the circular cup-shaped cylindrical shell sealing function, firm.
In theory, circumscribed regular polygon can be from five limits until odd plots of land that can be cultivated, but take all factors into consideration the convenience of in-site measurement unwrapping wire, the best stress form of cement slurry and the principles such as economy of work progress, octagon is preferred.From measuring the unwrapping wire angle, quadrangle or octagon are the easiest accurately, measuring is quickly come out; From loading angle, the limit number is many more, the approaching more circle of polygon, and its stress form is got over science, and because of slurry mainly bears pressure, its supporting capacity obtains optimal utilization; If but the limit is too many, drilling hole amount has just increased, and has increased workload, the limit very little, slurry profile and circular error are too big, slurry is when bearing pressure, the inwall interlude also will bear pulling force, this is the stressed weak link of plain-water slurry.Mixed economy factor and supporting capacity factor consider that octagon is optimal selection.
As a same reason, row's number of the injected hole on the stake heart Grouting Pipe can be called the normal direction injected hole for six to ten rows, and the normal direction injected hole distributes around even tube wall.Adjust row's number of normal direction injected hole according to the size of castinplace pile diameter, the castinplace pile diameter is big, can suitably increase row's number of injected hole; The castinplace pile diameter is little, can suitably reduce row's number of injected hole, is purpose to reach the bottom that can make cement paste be covered with the cup-shaped cylindrical shell.Wherein eight rows are optimal selection.
According to the geological condition difference of reality, can align polygonal summit according to actual needs and adjust, might not require is regular polygon completely; Polygon also can be selected to decagon on five limits.When selecting the different edge number, corresponding adjustment need be done in the position of injected hole on the Grouting Pipe of stake limit, and the tangential injected hole on the Grouting Pipe of stake limit need face two adjacent polygons summits.
Operating principle of the present invention is, utilizes grouting pump, Grouting Pipe, around castinplace pile outline position, cement paste injected the abundant and transmission coefficient of bury, silt, recent deposit cohesive soil, sand or underground water equably greater than 10
-2In the soil body of cm/s, with filling, infiltration and mode such as compacted, drive away moisture and gas between soil particle, and fill its position, the sclerosis back forms the cup-shaped cement paste soil mass consolidation that intensity is big, compressibilty is low, impermeability is high and have good stability, cast-in-place pile soil body is wrapped in wherein, further constructs for castinplace pile and create good condition.
Adopt mud off or concrete guard wall more at present, even further need adopt coagulation placing under water, the present invention has omitted mud off or concrete guard wall operation fully, can guarantee priming concrete pile hole excavation quality, reduces the difficulty of construction of pore-forming greatly; Avoid the underwater concreting construction, reduce perfusion pile body concrete pouring difficulty, guarantee to pour into pile body concrete pouring quality.On the whole, accelerating construction progress significantly improves economic benefit.
Description of drawings:
Fig. 1 is a slip casting working state figure of the present invention
Fig. 2 is Φ 42 geologic drilling rod facades of the present invention and sectional side view (interior cover Grouting Pipe)
Fig. 3 is stake limit Grouting Pipe facade of the present invention and cross-sectional figure
Fig. 4 is stake heart Grouting Pipe facade of the present invention and cross-sectional figure
Fig. 5 is grout hole point position measuring figure of the present invention
Fig. 6 is a slip casting layout plan of the present invention
Fig. 7 is a castinplace pile excavation working state figure after slip casting of the present invention is finished
The specific embodiment:
Below in conjunction with accompanying drawing the present invention is further specified.
By Fig. 1-7 as can be known, elder generation's measuring goes out to intend the concentric circles of the castinplace pile of excavation, its diameter is greater than castinplace pile diameter 200mm, measuring goes out the circumscribed octagon of this circle then, be the center of circle with each summit of this octagon respectively, utilize rig 1 to connect Φ 42 geologic drilling rods 5, bore eight stake limit grout holes 4, stake limit grout hole 4 is than the dark 200mm of castinplace pile, geologic drilling rod is double, and to make cover effective, and 38 limit Grouting Pipe 6 of one whole Φ of cover in the geologic drilling rod 5 are after stake limit grout hole 4 gets into projected depth, adjust stake limit Grouting Pipe 6 angles, make radial hole meta groove 9 on the marginal not slurry tube wall over against the castinplace pile center of circle, injected hole 7 and tangential injected hole 8 are aimed at intended the slip casting positions, reverse geologic drilling rod 5 then and extract it out ground, stake limit Grouting Pipe 6 is stayed in the grout hole, prepared slip casting.In like manner, at the castinplace pile home position, utilize rig 1 to connect Φ 42 geologic drilling rods 5 (interior lag pile heart Grouting Pipe 11) and bore stake heart grout hole 10, hole depth also requires than the dark 200mm of castinplace pile.
Behind the pore-forming, with domestic fresh water and strength grade is that 32.5 or 42.5 Portland cement mixes and stirs into cement paste 13, and the water/binder ratio of cement paste (mass ratio of mixing water and cement) can be selected (be no more than 1 hour and be advisable to guarantee every period slip casting deadline) flexibly between 8: 1 to 1: 1.By high-pressure rubber pipe 3 grouting pump 2 is connected with stake limit Grouting Pipe 6 or stake heart Grouting Pipe 11, prepares slip casting.
The segmentation from bottom to top of whole slip casting process is carried out continuously, begin slip casting from stake 4 ends of grout hole, limit earlier, after first section grouting amount of stake limit Grouting Pipe 6 reached the result of calculated in advance, the cement paste 13 that outpours from injected hole 7 radially and tangential injected hole 8 reached design attitude.Then, utilize rig 1 lifting stake limit Grouting Pipe 6 to next slip casting section, hoisting depth is 1500mm, carries out next section slip casting then, to the last promotes also slip casting and arrives till the position, aperture.After stake limit grout hole 6 is finished slip casting, utilize cement paste 13 to block grout hole.Stake heart Grouting Pipe 11 is directly inserted 10 ends of stake heart grout hole, when the cement paste 13 that outpours from normal direction injected hole 12 reaches the design grouting amount, cement paste 13 is filled with castinplace pile subsoil body just, and be connected as a single entity with cement paste 13 that stake limit grout hole 4 is annotated, like this, finish a slip casting at 10 ends of heart grout hole with regard to disposable.
Along with finishing of each grout hole slip casting and sealing of hole, the cement paste that is injected by each grout hole is connected as a single entity, and after the sclerosis, formation has the circular cup-shaped cylindrical shell sealing function, firm in the vertical of castinplace pile periphery and the bottom soil body.
Claims (6)
1. the water sealing consolidation equipment of a cast-in-place pile soil body and construction technology, its equipment comprises rig, drilling rod, high-pressure rubber pipe, grouting pump and Grouting Pipe, it is characterized in that: grouting pump is connected on the Grouting Pipe by high-pressure rubber pipe, and drilling rod links to each other with rig, detachably, Grouting Pipe is equipped with in drilling rod inside.
Work progress of the present invention is finished like this:
1) first measuring goes out to intend the concentric circles of the castinplace pile of excavation, its diameter is greater than castinplace pile diameter 200mm～500mm, mechanical type when concrete numerical value depends on castinplace pile borehole in the future, different boring machines, corresponding pore-forming precision difference, the desirable low numerical value that the pore-forming precision is high, the desirable high numerical value that the pore-forming precision is low, measuring goes out the circumscribed octagon of this circle then, be the center of circle with each summit of this octagon respectively, utilize rig to connect Φ 42 geologic drilling rods, bore eight stake limit grout holes, stake limit grout hole is than the dark 200mm～400mm of castinplace pile, and the concrete visual groundwater run off situation of numerical value is suitably selected.Geologic drilling rod has the sleeve pipe function simultaneously, 38 limit Grouting Pipe of one whole Φ of cover in the geologic drilling rod, after stake limit grout hole gets into projected depth, adjust stake marginal not slurry tube angulation, make radial hole meta groove on the marginal not slurry tube wall over against the castinplace pile center of circle, reverse geologic drilling rod then, make it to extract out ground, stake limit Grouting Pipe is stayed in the grout hole, prepared slip casting.In like manner,, utilize rig to connect Φ 42 geologic drilling rods (interior lag pile heart Grouting Pipe) and bore stake heart grout hole at the castinplace pile home position, the dark 200mm～400mm of hole depth rate castinplace pile, the concrete visual groundwater run off situation of numerical value is suitably selected;
2) with domestic fresh water and strength grade be 32.5 (when the diameter of castinplace pile is not more than 1.2m or the degree of depth and is not more than 15m) or 42.5 (when the diameter of castinplace pile greater than 1.2m or the degree of depth during greater than 15m) Portland cement mix and stir into cement paste, the water/binder ratio of cement paste (mass ratio of mixing water and cement) can be selected (be no more than 1 hour and be advisable to guarantee every period slip casting deadline) flexibly between 8: 1 to 1: 1.Utilize grouting pump, cement paste is injected one by one the soil layer hole of castinplace pile periphery or bottom by Grouting Pipe; The grouting pressure of grouting pump is controlled at 0.3～0.6MPa, with the slip casting length that guarantees the normal direction injected hole on each limit Grouting Pipe in 0.5m～1.5m, radially slip casting length corresponding control in 0.5m～1.5m of the injected hole of radially slip casting length on 0.3m～0.5mm, stake heart Grouting Pipe of injected hole;
3) segmentation from bottom to top of whole slip casting process is carried out continuously, and one section grouting amount controlling value of every pile limit Grouting Pipe is: π (0.150m)
2(the external octagon length of side+0.3m), to annotate in the cement paste adding grouting pump of one section slurry institute, at the bottom of the grout hole of stake limit, begin slip casting earlier, annotated until this section of cement paste cement paste, utilize rig to promote stake limit Grouting Pipe to next slip casting section, hoisting depth is 1500mm, to guarantee the hypomere cement paste and to combine the last period, carry out next section slip casting then, to the last promote also slip casting and arrive till the position, aperture; One section slip casting that stake heart Grouting Pipe is disposable to be finished at the bottom of the heart grout hole get final product, and grouting amount is: π [castinplace pile radius+(0.2～0.5m, by actual institute value calmly)]
20.2m;
4) after stake limit grout hole is finished slip casting, utilize cement paste to block grout hole;
5) along with the finishing of each grout hole slip casting and sealing of hole, the cement paste that is injected by each grout hole is connected as a single entity, and after the sclerosis, forms in the vertical of castinplace pile periphery and the bottom soil body and has the circular cup-shaped cylindrical shell sealing function, firm.
2. the water sealing consolidation equipment of a kind of cast-in-place pile soil body according to claim 1 and construction technology, it is characterized in that: the water/binder ratio of cement paste (mass ratio of mixing water and cement) can be selected between 8: 1 to 1: 1 flexibly, was no more than 1 hour with every period slip casting deadline and was advisable.
3. the water sealing consolidation equipment of a kind of cast-in-place pile soil body according to claim 1 and construction technology, it is characterized in that: the grouting pressure of grouting pump is controlled at 0.3～0.6MPa, with the slip casting length that guarantees the normal direction injected hole on each limit Grouting Pipe in 0.5m～1.5m, radially slip casting length corresponding control in 0.5m～1.5m of the injected hole of radially slip casting length on 0.3m～0.5mm, stake heart Grouting Pipe of injected hole.
4. the water sealing consolidation equipment of a kind of cast-in-place pile soil body according to claim 1, it is characterized in that: exceptionally two kinds of described Grouting Pipe: a kind of is a stake limit Grouting Pipe, in the tube wall lower end in pipe end beginning 1.55m length range, be parallel on the tube wall direction, three row's injected holes are arranged, every row has six holes, the diameter of the every round in both sides is 20mm, be called tangential injected hole, the diameter of middle round is 3mm, is called radially injected hole, and tube wall surface is carved with the vertical center line of intermediate radial injected hole, the axle center angle of adjacent two rounds is 67.5 °, and the vertical distance of every each Kong Kongxin of row is 300mm; Another kind is a stake heart Grouting Pipe, in the tube wall lower end in pipe end beginning 150mm length range, be parallel on the tube wall direction, eight row's injected holes are arranged, every row has two injected holes, and the diameter in hole is 20mm, and the vertical distance of two Kong Kongxin is 100mm, be called the normal direction injected hole, the normal direction injected hole distributes around even tube wall.
5. the water sealing consolidation equipment of a kind of cast-in-place pile soil body according to claim 1 and construction technology, it is characterized in that: intend excavation castinplace pile concentrically ringed circumscribed octagon also can for five limits to decagonal other polygons, wherein octagon is optimal selection.
6. the water sealing consolidation equipment of a kind of cast-in-place pile soil body according to claim 1 and construction technology is characterized in that: row's number of the injected hole on the stake heart Grouting Pipe can be six to ten rows, distributes around even tube wall, and wherein eight rows are optimal selection.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010010143 CN101768959B (en) | 2010-01-18 | 2010-01-18 | Water sealing consolidation equipment of cast-in-place pile soil body and construction technology thereof |
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201010010143 CN101768959B (en) | 2010-01-18 | 2010-01-18 | Water sealing consolidation equipment of cast-in-place pile soil body and construction technology thereof |
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| CN101768959A true CN101768959A (en) | 2010-07-07 |
| CN101768959B CN101768959B (en) | 2013-05-01 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106836204A (en) * | 2017-03-15 | 2017-06-13 | 中铁六局集团路桥建设有限公司 | The device and method of pouring pile bearing capacity under a kind of lifting Soft Soil |
| CN111472346A (en) * | 2020-04-30 | 2020-07-31 | 中国二十二冶集团有限公司 | Construction method for reinforcing soil around pile body of cast-in-place pile |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201605578U (en) * | 2010-01-18 | 2010-10-13 | 魏勇 | Water-stop consolidation equipment for filling pile soil mass |
-
2010
- 2010-01-18 CN CN 201010010143 patent/CN101768959B/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106836204A (en) * | 2017-03-15 | 2017-06-13 | 中铁六局集团路桥建设有限公司 | The device and method of pouring pile bearing capacity under a kind of lifting Soft Soil |
| CN106836204B (en) * | 2017-03-15 | 2019-03-08 | 中铁六局集团路桥建设有限公司 | The device and method of pouring pile bearing capacity under a kind of promotion Soft Soil |
| CN111472346A (en) * | 2020-04-30 | 2020-07-31 | 中国二十二冶集团有限公司 | Construction method for reinforcing soil around pile body of cast-in-place pile |
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| CN101768959B (en) | 2013-05-01 |
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Owner name: DALIAN GONGYI CONSTRUCTION GROUP CO., LTD. Free format text: FORMER OWNER: WEI YONG Effective date: 20130320 |
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Inventor after: Lin Xiuying Inventor after: Zhao Chuangang Inventor after: Wang Lijing Inventor before: Wei Yong |
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Free format text: CORRECT: ADDRESS; FROM: 110179 SHENYANG, LIAONING PROVINCE TO: 116001 DALIAN, LIAONING PROVINCE Free format text: CORRECT: INVENTOR; FROM: WEI YONG TO: LIN XIUYING ZHAO CHUANGANG WANG LIJING |
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Effective date of registration: 20130320 Address after: Room 2202, Shengshi building, 38 square, 35 Lu Xun Road, Zhongshan District, Liaoning, Dalian, 116001 Applicant after: Dalian Gongyi Construction Group Co., Ltd. Address before: 110179, No. two, No. 15 road, moral economic development zone, Shenyang, Liaoning Applicant before: Wei Yong |
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