CN115075215A - Construction method of gravel pile for loose soil layer - Google Patents
Construction method of gravel pile for loose soil layer Download PDFInfo
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- CN115075215A CN115075215A CN202210767575.0A CN202210767575A CN115075215A CN 115075215 A CN115075215 A CN 115075215A CN 202210767575 A CN202210767575 A CN 202210767575A CN 115075215 A CN115075215 A CN 115075215A
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- 239000002689 soil Substances 0.000 title claims abstract description 66
- 238000010276 construction Methods 0.000 title claims abstract description 54
- 239000004575 stone Substances 0.000 claims abstract description 49
- 239000000463 material Substances 0.000 claims abstract description 13
- 238000000034 method Methods 0.000 claims abstract description 11
- 230000005484 gravity Effects 0.000 claims abstract description 9
- 230000009471 action Effects 0.000 claims abstract description 7
- 238000007599 discharging Methods 0.000 claims abstract description 7
- 230000008569 process Effects 0.000 claims abstract description 7
- 238000007789 sealing Methods 0.000 claims abstract description 4
- 239000004927 clay Substances 0.000 description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 11
- 239000004576 sand Substances 0.000 description 8
- 239000002131 composite material Substances 0.000 description 5
- 230000009286 beneficial effect Effects 0.000 description 3
- 230000001133 acceleration Effects 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000012966 insertion method Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000010802 sludge Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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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
- E02D7/18—Placing by vibrating
-
- 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
- E02D7/26—Placing by using several means simultaneously
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- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a construction method of a gravel pile for a loose soil layer, which comprises the following steps of arranging construction equipment comprising a pile machine and an air compressor at a pile position; step two, calculating the soil surrounding pressure of the soil layer at the depth position according to the inserting depth of the pile pipe and the soil weight of the soil layer at the depth position, and obtaining the pressure value applied by the air compressor; step three, vibrating and sinking the pile pipe until the pile tip reaches the designed elevation; step four, adding a set amount of crushed stone into the pile pipe, then sealing the feed inlet, and starting an air compressor to add air into the pile pipe through an upper air inlet and a lower air inlet on the pile pipe; lifting the pile pipe, wherein the hollow press is always kept in an air-entrapping state in the process, and a discharging movable opening of the pile tip is automatically opened under the combined action of air pressure in the pile pipe and the gravity of crushed stone, so that the crushed stone in the pile pipe falls into a pile hole; when the pile pipe is lifted to the pile tip and reaches the pile top, the air compressor is turned off until the pile tip is lifted to above the ground, and the crushed stones in the pile pipe are completely discharged. The invention can make the stone material discharge smoother.
Description
Technical Field
The invention relates to a construction method of a gravel pile for a loose soil layer.
Background
The gravel pile is a composite foundation reinforcing pile made of gravel (pebbles) as a main material. The gravel pile is one of discrete piles, the discrete pile refers to a pile without bonding strength, and a composite foundation consisting of discrete piles such as gravel columns or sand piles and soil between piles can also be called a discrete pile composite foundation. The composite foundations such as gravel piles, sand piles, slag-soil piles and the like widely applied at home and abroad are discrete pile composite foundations.
With the rapid development of the economy of China, the soft soil foundation is required to be treated in most of various domestic engineering constructions. In the foundation treatment mode, the gravel pile has the advantages of simple construction, convenient operation, high construction speed, easy control of reinforcement quality and low foundation reinforcement cost, changes the drainage condition of the foundation after pile forming, accelerates the dissipation of hyperstatic pore water pressure during earthquake, is beneficial to earthquake resistance of the foundation and prevents soil body liquefaction, can accelerate the consolidation of soil among the piles, improves the strength and the like, and is widely adopted at home and abroad.
When the loose soil layer is used for vibrating the immersed tube gravel pile, the loose soil layer is disturbed or even liquefied due to the vibration effect during hole forming, and large pressure effect is generated on the gravel in the pile tube, so that the gravel can not be or rarely be discharged, and the construction quality is influenced. In order to solve the problem, a pile pipe water injection method or a reverse insertion method is generally adopted at present, and the methods are low in construction speed and difficult to guarantee construction quality.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a construction method of a gravel pile for a loose soil layer, which can enable the blanking of gravel in a pile pipe to be smoother and more thorough and ensure the filling coefficient, thereby improving the construction quality and the construction efficiency of the gravel pile.
The purpose of the invention is realized as follows: a construction method of a gravel pile for a loose soil layer comprises the following steps:
step one, arranging construction equipment at the pile position of a gravel pile, wherein the construction equipment comprises a pile machine and an air compressor; the pile machine is provided with a pile frame, a vibration hammer and a pile pipe, a pile tip of the pile pipe is provided with a discharge movable opening, the upper part of the pile pipe is provided with a feed inlet and is provided with a feed hopper, and the upper part and the lower part of the pile pipe are provided with an upper air inlet and a lower air inlet in one-to-one correspondence; the air compressor is respectively connected with the upper air inlet and the lower air inlet of the pile pipe through an air pipe;
step two, calculating the soil surrounding pressure of the soil layer at the depth position according to the inserting depth of the pile pipe and the soil weight of the soil layer at the depth position, and obtaining a conclusion that the pressure values applied by the air compressor to the upper air inlet and the lower air inlet are larger than the soil surrounding pressure of the soil layer;
step three, opening the pile machine to start vibrating and sinking the pile pipe, and stopping vibrating and sinking when the pile tip of the pile pipe reaches the designed elevation;
step four, adding a set amount of crushed stone into the pile pipe through the feed hopper, sealing the feed inlet of the pile pipe after the addition of the crushed stone is finished, starting an air compressor to add air into the pile pipe through an upper air inlet and a lower air inlet, wherein the pressure value applied by the air compressor is consistent with the conclusion of the step two, and the air is added for a period of time to stabilize the pressure in the pile pipe;
step five, starting the pile driver to lift the pile pipe, keeping the hollow press in an air-entrapping state all the time in the process of lifting the pile pipe, and automatically opening a discharging loose joint of a pile tip under the combined action of air pressure in the pile pipe and the gravity of crushed stone so that the crushed stone in the pile pipe falls into a pile hole; when the pile pipe is lifted to the position that the pile tip is 2-3 m away from the ground, the air compressor is turned off until the pile tip is lifted above the ground, and all broken stones in the pile pipe are discharged.
The construction method of the gravel pile for the loose soil layer is characterized in that the upper air inlet of the pile pipe is 2-4 m away from the pile top, and the lower air inlet is 2-4 m away from the pile tip.
And in the fourth step, the duration of air entrainment is 4-6 minutes to stabilize the pressure in the pile tube.
In the construction method for the gravel pile for the loose soil layer, in the fifth step, in the process of lifting the pile pipe, the air-entrapping pressure of the air compressor is increased to accelerate the blanking speed of the gravel materials in the pile pipe and discharge thoroughly.
The construction method of the gravel pile for the loose soil layer has the following characteristics:
1) compared with the conventional construction method of the gravel pile, the construction method of the invention can offset the pressure intensity of the soil enclosure, so that the gravel in the pile pipe can be discharged more smoothly and thoroughly, and the quality of the gravel pile is better;
2) compared with the conventional construction method of the gravel pile, the construction method of the invention controls the filling coefficient of the gravel pile by adjusting the pressurization value of the air compressor, thereby not only meeting the design and construction standard requirements, but also saving the gravel material;
3) the construction method is simple to operate, and is beneficial to improving the construction efficiency;
4) the construction method of the invention does not need to add complex equipment, and is beneficial to cost control.
Drawings
Fig. 1 is a state view of the construction method of the gravel pile for loose soil layers according to the present invention in the case of performing step three;
fig. 2 is a state view of the construction method of the gravel pile for loose soil layers according to the present invention in the fourth step;
fig. 3 is a state diagram of the construction method of the gravel pile for loose soil layers of the present invention in which step five is performed;
fig. 4 is another state view of the construction method of the gravel pile for loose soil layers according to the present invention when step five is performed.
Detailed Description
The invention will be further explained with reference to the drawings.
The invention relates to a construction method of a gravel pile for a loose soil layer, which comprises the following steps:
step one, arranging construction equipment at the pile position of a gravel pile, wherein the construction equipment comprises a pile machine 1 and an air compressor 6; the pile driver 1 is provided with a pile frame 2, a vibration hammer 3 and a pile pipe 4, the pile tip of the pile pipe 4 is provided with a discharging movable opening, the upper part of the pile pipe 4 is provided with a feeding hole and is provided with a feeding hopper 5, the upper part and the lower part of the pile pipe 4 are provided with an upper air inlet 41 and a lower air inlet 42 in one-to-one correspondence, the distance between the upper air inlet 41 and the pile top is 2-4 m, and the distance between the lower air inlet and the pile tip is 2-4 m; the air compressor 6 is respectively connected with an upper air inlet 41 and a lower air inlet 42 of the pile pipe 4 through air pipes;
step two, calculating the soil surrounding pressure of the soil layer at the depth position according to the inserting depth of the pile pipe 4 and the soil weight of the soil layer at the depth position, and obtaining the conclusion that the pressure values applied by the air compressor to the upper air inlet and the lower air inlet are larger than the soil surrounding pressure of the soil layer;
step three, opening the pile machine 1 and starting to vibrate and sink the pile pipe 4 through the vibration hammer 3, and stopping vibrating and sinking when the pile tip of the pile pipe 4 reaches the designed elevation (see figure 1);
step four, starting to add a set amount of crushed stone 7 into the pile pipe 4 through the feed hopper 5, after the crushed stone 7 is added, sealing the feed inlet of the pile pipe 4, starting the air compressor 6, and aerating the pile pipe 4 through the upper air inlet 41 and the lower air inlet 42 of the pile pipe 4, wherein the pressure value applied by the air compressor 6 is consistent with the conclusion of the step two, and aerating lasts for 4-6 minutes to stabilize the pressure in the pile pipe 4 (see fig. 2);
step five, starting the pile driver 1 to lift the pile pipe 4, keeping the air-entrapping state of the air compressor 6 in the process of lifting the pile pipe 4 all the time, automatically opening a discharge tap of the pile tip under the combined action of air pressure in the pile pipe 4 and gravity of crushed stone 7 (see fig. 3), enabling the crushed stone 7 in the pile pipe 4 to fall into a pile hole, and when the pile pipe 4 is lifted to a position 2-3 m away from the ground, closing the air compressor 6 due to the reduction of the surrounding pressure of the soil until the pile tip is lifted above the ground, and completely unloading the crushed stone 7 in the pile pipe 4 (see fig. 4);
in the process of lifting the pile pipe 4, the blanking speed of the crushed stone 7 in the pile pipe 4 is accelerated and the discharging is thorough by increasing the air-entrapping pressure of the air compressor 6.
The following will compare the construction method of the present invention with a conventional construction method by specific examples.
The foundation to be treated by the gravel pile is composed of 2 m-thick cast-fill stones, 6 m-thick blown-fill sand, 10 m-thick sludge clay and 2 m-thick silty clay from top to bottom respectively;
the diameter of the pile tube is 1m, namely the radius of the gravel pile is 0.5m, the wall thickness of the pile tube is 25mm, and the inner radius of the pile tube is 0.475 m;
the volume weight of the crushed stone is 1.6t/m 3 The gravity acceleration g is 10N/kg, and the soil weight of the clay is found to be 18KN/m from the related data 3 ；
Firstly, the pile tip elevation of the gravel pile is 30m of the bottom elevation of the underground powdery clay layer
1. The construction method adopting the whole gravel filling materials in the pile pipe comprises the following steps:
the weight of the crushed stone is 3.14 × 0.475 × 30 × 1.6t/m 3 ＝34t
Pressure P of crushed stone to powdery clay S30 Weight of crushed stone x gravity acceleration g ÷ sectional area of crushed stone pile ═ 34t × 10N/kg ÷ (3.14 × 0.5m × 0.5m) ═ 433KPa
The pressure P of the soil surrounding the silty clay at 30m underground 30 Comprises the following steps:
P t30 the soil weight of the silty clay is multiplied by the underground depth of the silty clay is 18KN/m 3 ×30m＝540KPa>433KPa
Due to the soil surrounding pressure P of silty clay at 30m underground t30 Greater than the pressure P of the crushed stone to the powdery clay S30 Therefore, the crushed stone in the pile pipe is not easy to be discharged.
2. The construction method of half filling crushed stone and half filling water in the pile pipe is adopted:
the total weight of 1/2 crushed stone and 1/2 water in the pile tube is equal to the volume of the crushed stone in the pile tube x the volume weight of the crushed stone and the volume of the water in the pile tube x the density of the water is equal to 3.14 x 0.475 x 15 x 1.6t/m 3 +3.14×0.475m×0.475m×15m×1000kg/m 3 ＝27t
From the above calculation results, it can be seen that the pressure of the combination of the crushed material and water to the silty clay is less than the soil pressure P of the silty clay at 30m underground t30 Therefore, the stone is not easy to be discharged.
3. The construction method of the invention is adopted
When the fourth step and the fifth step of the invention are carried out, the pressure value of the air compressor 6 is adjusted to be more than 600KPa, so that the air pressure in the pile pipe can offset the soil surrounding pressure P of the silty clay at the position of 30m underground t30 Therefore, the gravel 7 in the pile pipe 4 can be discharged smoothly under the action of gravity, and the quality of the gravel pile can be ensured.
Secondly, the elevation of the pile tip of the gravel pile is 28m of the bottom elevation of the underground silt clay and 8m of the top elevation of the underground silt clay
1. The construction method adopting the whole gravel filling materials in the pile pipe comprises the following steps:
1.1 pile tip elevation of gravel pile is underground 28m
The weight of the crushed stone is 3.14 multiplied by 0.475 multiplied by 28 multiplied by 1.6t/m 3 ＝31t
The pressure of the crushed stones to the silt clay is as follows: p S28 ＝310KN÷(3.14×0.5m×0.5m)＝394KPa
1.2 pile tip elevation of gravel pile is underground 8m
The weight of the crushed stone is 3.14 multiplied by 0.475 multiplied by 8 multiplied by 1.6t/m 3 ＝9t
The pressure of the crushed stones to the silt clay is as follows: p S8 ＝90KN÷(3.14×0.5m×0.5m)＝114KPa
The soil weight of the muddy clay is 18KN/m 3 The soil surrounding pressure of the muddy clay at the underground positions of 28m and 8m is respectively as follows:
P t28 ＝18KN/m 3 ×28m＝504KPa>394KPa
P t8 ＝18KN/m 3 ×8m＝144KPa>114KPa
so that the crushed stone in the pile tube is not easy to be discharged.
2. Construction method for half filling water by half filling crushed stone in pile pipe
The pressure of the combination of half crushed stones and half water on the silty clay is calculated to be smaller than the soil surrounding pressure P of underground 28m silty clay t28 And the soil surrounding pressure P is also less than that of underground 8m silt clay t8 Therefore, the crushed stone in the pile pipe is not easy to be discharged.
3. The construction method of the invention
The air pressure in the pile pipe can offset the soil surrounding pressure P of the silty clay at the position of 28m underground t28 And the soil surrounding pressure P of silty clay at 8m underground t8 So that the gravel material 7 in the pile pipe 4 can be discharged smoothly under the action of gravity, thereby ensuring the quality of the gravel pile.
Thirdly, the pile tip elevation of the gravel pile is 8m of the top elevation of the underground hydraulic fill sand layer
1. The construction method adopting the whole gravel filling materials in the pile pipe comprises the following steps:
the weight of the crushed material is 3.14 multiplied by 0.475m multiplied by 8m multiplied by 1.6t/m 3 ＝9t
The pressure of the crushed stone to the blowing-filling sand is P S8 ＝90KN÷(3.14×0.5m×0.5m)＝114KPa
The soil weight of the blown-back sand is 16KN/m 3 And the soil surrounding pressure at the underground position of 8m is as follows:
P t8 ＝16KN/m 3 ×8m＝128KPa>114KPa, so that stone is not easy to bait.
2. Construction method for half filling water by half filling crushed stone in pile pipe
Through calculation, the pressure of the combination of half of the crushed stone and half of the water to the dredger fill sand is still smaller than the soil surrounding pressure of the underground 8m dredger fill sand, so that the crushed stone in the pile pipe is not easy to discharge.
3. The construction method of the invention
The air pressure in the pile pipe can offset the soil surrounding pressure P of the silty clay at the underground position of 8m t8 So that the crushed stone material 7 in the pile tube 4 can be discharged smoothly under the action of gravity, thereby ensuring the quality of the crushed stone pile.
The construction method of the gravel pile for the loose soil layer can ensure good construction quality of the gravel pile, the filling coefficient of the gravel pile reaches 1.2 or more, the design and construction specification requirements are met, the gravel material can be saved, and the construction efficiency can be improved.
The above embodiments are provided only for illustrating the present invention and not for limiting the present invention, and those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and therefore all equivalent technical solutions should also fall within the scope of the present invention, and should be defined by the claims.
Claims (4)
1. A construction method of a gravel pile for a loose soil layer is characterized by comprising the following steps:
step one, arranging construction equipment at the pile position of a gravel pile, wherein the construction equipment comprises a pile machine and an air compressor; the pile machine is provided with a pile frame, a vibration hammer and a pile pipe, a pile tip of the pile pipe is provided with a discharge movable opening, the upper part of the pile pipe is provided with a feed inlet and is provided with a feed hopper, and the upper part and the lower part of the pile pipe are provided with an upper air inlet and a lower air inlet in one-to-one correspondence; the air compressor is respectively connected with the upper air inlet and the lower air inlet of the pile pipe through an air pipe;
step two, calculating the soil surrounding pressure of the soil layer at the depth position according to the inserting depth of the pile pipe and the soil weight of the soil layer at the depth position, and obtaining a conclusion that the pressure values applied by the air compressor to the upper air inlet and the lower air inlet are larger than the soil surrounding pressure of the soil layer;
step three, opening the pile machine to start vibrating and sinking the pile pipe, and stopping vibrating and sinking when the pile tip of the pile pipe reaches the designed elevation;
step four, adding a set amount of crushed stone into the pile pipe through the feed hopper, sealing the feed inlet of the pile pipe after the addition of the crushed stone is finished, starting an air compressor to add air into the pile pipe through an upper air inlet and a lower air inlet, wherein the pressure value applied by the air compressor is consistent with the conclusion of the step two, and the air is added for a period of time to stabilize the pressure in the pile pipe;
step five, starting the pile driver to lift the pile pipe, keeping the hollow press in an air-entrapping state all the time in the process of lifting the pile pipe, and automatically opening a discharging loose joint of a pile tip under the combined action of air pressure in the pile pipe and the gravity of crushed stone so that the crushed stone in the pile pipe falls into a pile hole; when the pile pipe is lifted to the position that the pile tip is 2-3 m away from the ground, the air compressor is turned off until the pile tip is lifted above the ground, and all broken stones in the pile pipe are discharged.
2. The method for constructing a gravel pile for use in a loose soil layer according to claim 1, wherein an upper air inlet of the pile tube is 2 to 4m from a pile top, and a lower air inlet is 2 to 4m from a pile tip.
3. The construction method of a gravel pile for a loose soil layer according to claim 1, wherein the air-entrapping duration is 4 to 6 minutes to stabilize the pressure in the pile tube at the time of the fourth step.
4. The method for constructing a gravel pile for a loose soil layer as claimed in claim 1, wherein in the step five, the discharging speed of the gravel material in the pile tube is increased and the discharging is thorough by increasing the air pressure of the air compressor during the process of lifting the pile tube.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210767575.0A CN115075215A (en) | 2022-07-01 | 2022-07-01 | Construction method of gravel pile for loose soil layer |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202210767575.0A CN115075215A (en) | 2022-07-01 | 2022-07-01 | Construction method of gravel pile for loose soil layer |
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| CN115075215A true CN115075215A (en) | 2022-09-20 |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000080638A (en) * | 1998-06-25 | 2000-03-21 | Miyoshi Tadahira | Foundation improving method |
| KR100451532B1 (en) * | 2003-12-22 | 2004-10-11 | 석정건설주식회사 | Gravel Bag Pile Construction Method |
| CN1570287A (en) * | 2003-07-17 | 2005-01-26 | 北京振冲工程股份有限公司 | Vibration immersed tube stone breaking pile air blast method construction process and apparatus therefor |
| KR100492519B1 (en) * | 2004-12-29 | 2005-06-02 | (주)초석건설 | Marine large crusher-stone drain pile method and equipment of, using the auto pressurize device |
| CN101024950A (en) * | 2007-03-22 | 2007-08-29 | 建研地基基础工程有限责任公司 | Salinized-soil-strong tamping and water-discharging pile foundation processing method |
| CN202755359U (en) * | 2012-08-27 | 2013-02-27 | 河北建设勘察研究院有限公司 | Material receiving port sealing device |
| CN205444185U (en) * | 2016-03-31 | 2016-08-10 | 中国二十冶集团有限公司 | Prevent sharp structure of immersed tube stake of blockking up |
-
2022
- 2022-07-01 CN CN202210767575.0A patent/CN115075215A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000080638A (en) * | 1998-06-25 | 2000-03-21 | Miyoshi Tadahira | Foundation improving method |
| CN1570287A (en) * | 2003-07-17 | 2005-01-26 | 北京振冲工程股份有限公司 | Vibration immersed tube stone breaking pile air blast method construction process and apparatus therefor |
| KR100451532B1 (en) * | 2003-12-22 | 2004-10-11 | 석정건설주식회사 | Gravel Bag Pile Construction Method |
| KR100492519B1 (en) * | 2004-12-29 | 2005-06-02 | (주)초석건설 | Marine large crusher-stone drain pile method and equipment of, using the auto pressurize device |
| CN101024950A (en) * | 2007-03-22 | 2007-08-29 | 建研地基基础工程有限责任公司 | Salinized-soil-strong tamping and water-discharging pile foundation processing method |
| CN202755359U (en) * | 2012-08-27 | 2013-02-27 | 河北建设勘察研究院有限公司 | Material receiving port sealing device |
| CN205444185U (en) * | 2016-03-31 | 2016-08-10 | 中国二十冶集团有限公司 | Prevent sharp structure of immersed tube stake of blockking up |
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