CN112431183A - Method for mounting soil pressure cell on side wall of pile - Google Patents
Method for mounting soil pressure cell on side wall of pile Download PDFInfo
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- CN112431183A CN112431183A CN202011247267.2A CN202011247267A CN112431183A CN 112431183 A CN112431183 A CN 112431183A CN 202011247267 A CN202011247267 A CN 202011247267A CN 112431183 A CN112431183 A CN 112431183A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Soil Sciences (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a method for installing a soil pressure cell on the side wall of a pile, belonging to the technical field of foundation pit and side slope engineering, comprising the following steps: step S1: and arranging the high-pressure grouting hoses on the processed reinforcement cage according to the U-shaped structure and fixing the high-pressure grouting hoses by using binding wires. According to the invention, through designing the grout stopping bag, the grout outlet, the pressure gauge, the first ball valve and the second ball valve, a supporting and limiting effect can be achieved on the reinforcement cage, the reinforcement cage is prevented from being eccentric in the high-pressure grouting process, the grout stopping bag can wrap the micro-expansion grouting material flowing out from the grout outlet, the soil pressure box is extruded to be tightly attached to the soil body on the side wall of the pile, the micro-expansion grouting material wraps the soil pressure gauge in the process of buffering and pressure relief through the grout outlet, the soil pressure gauge is prevented from being failed by wrapping the soil pressure box in the cast-in-place pile concrete pouring process, and therefore the survival rate of the soil pressure gauge and the accuracy of test data can be improved to a certain extent.
Description
Technical Field
The invention belongs to the technical field of foundation pit and slope engineering, and particularly relates to a method for mounting a soil pressure cell on a pile side wall.
Background
The soil pressure cell is used for measuring the compressive stress of building foundations and soil bodies such as earth-rock dams, breakwaters, revetments, wharf quay walls, high-rise buildings, piers, retaining walls, tunnels, subways, airports, highways, railways, impervious wall structures and the like, and is effective monitoring equipment for knowing the variation of the soil pressure in a measured object. When the internal stress of the tested structure is deformed, the pressure-bearing membrane of the soil pressure box synchronously senses the change of the stress, the pressure-bearing membrane deforms, the deformation is transferred to the vibrating wire and is converted into the change of the vibrating wire stress, and therefore the vibration frequency of the vibrating wire is changed. The electromagnetic coil excites the vibrating wire and measures the vibration frequency of the device, and the frequency signal is transmitted to the reading device through the cable, so that the pressure stress value of the measured structure can be measured.
The high-speed development of urban construction and the continuous emergence of high-rise buildings, the excavation depth of a deep foundation pit is continuously increased, the excavation area is also increased, the row pile support is a deep foundation pit support structure commonly applied in various regions of China, a retaining wall pile is a main stressed component of the retaining wall pile, the soil pressure at the pile side is calculated by adopting the classic Rankine theory or the Kulun theory in a calculation model based on which the retaining wall pile is designed at present, in fact, the pile row type support structure does not accord with the assumed condition of the classic soil pressure theory, so the design of the retaining wall pile still has certain unreliability, the soil pressure at the pile side is one of the difficult problems to be solved urgently, the field actual measurement of the retaining wall pile in the excavation process of the deep foundation pit is necessary, the existing soil pressure box embedding method has the defects of complex operation and inaccurate installation, and the soil pressure box is easy to be wrapped and damaged in the concrete pouring process, therefore, a method for installing the soil pressure cell on the pile side wall is needed to solve the above problems in the market at the present stage.
Disclosure of Invention
The invention aims to: the method for installing the soil pressure cell on the pile side wall aims to solve the problems that the existing soil pressure cell embedding method is complex in operation and inaccurate in installation, and the soil pressure cell is easily wrapped by cement paste and damaged in the concrete pouring process, so that the survival rate is low and the test data is inaccurate.
In order to achieve the purpose, the invention adopts the following technical scheme:
a method of installing an earth pressure cell in a pile sidewall, the method comprising the steps of:
step S1: high pressure slip casting hose arrangement
Arranging the high-pressure grouting hose on a processed reinforcement cage according to a U-shaped structure and fixing the high-pressure grouting hose by using binding wires, avoiding the high-pressure grouting hose from being bent in the arranging process, checking whether the high-pressure grouting hose is bent or not after fixing, and controlling the high-pressure grouting hose at the gap between the main rib and the spiral stirrup to be provided with a grout outlet according to the preset position of the embedded soil pressure box;
step S2: grout stopping bag manufacturing and soil pressure box installation
Winding waterproof canvas at the grout outlet position of a high-pressure grouting hose according to the thickness of a reinforcement protection layer of a cast-in-place pile with the diameter slightly larger than twice, winding cotton at two ends for firm binding, sticking a soil pressure cell on a waterproof canvas bag by using waterproof glue, enabling a bearing surface to vertically face the outer side of a reinforcement cage, and arranging and binding cables along main reinforcements of the reinforcement cage;
step S3: welding positioning rib
Welding the manufactured positioning ribs and the main reinforcement of the reinforcement cage on two sides of the grout stop bag, and welding the other side of the reinforcement cage, so as to prevent the reinforcement cage from being eccentric in the high-pressure grouting process;
step S4: lowering device
The installed device and a reinforcement cage are put into the drilled pile hole together;
step S5: grouting bag for stopping grouting
One end of a high-pressure grouting hose is connected with an output port of the grouting all-in-one machine and is provided with a first ball valve, one side, away from the grouting all-in-one machine, of the high-pressure grouting hose is provided with a second ball valve, a micro-expansion grouting binder is prepared and grouted through the grouting all-in-one machine, after stable grout outlet of the other end of the high-pressure grouting hose is observed, the second ball valve is screwed down, the reading of a pressure gauge is observed at the same time, grouting pressure is controlled to be about 25% of the range of a soil pressure box, the first ball valve is fully closed after grouting, and the high-pressure grouting hose is;
step S6: and (4) well protecting a cable, burying the soil pressure box, and performing initial data acquisition after the slurry is finally set.
As a further description of the above technical solution:
and in the step S1, the binding wire is a wear-resistant locking belt.
As a further description of the above technical solution:
the grout stopping bag is formed by winding and connecting cotton and waterproof canvas in a certain binding mode.
As a further description of the above technical solution:
and in the step S3, the positions of the soil pressure box and the reinforcement cage are limited through the positioning ribs, so that the reinforcement cage is prevented from deviating in the pile hole due to the injection of high-pressure grouting.
As a further description of the above technical solution:
and in the step S5, the soil pressure box is vertically and tightly combined with the soil body on the side wall of the pile hole through pressure grouting, so that the mud is prevented from wrapping the soil pressure box in the concrete pouring process.
As a further description of the above technical solution:
in the step S3, the waterproof woven fabric bag is used for wrapping the grouting body, so that the phenomenon that the soil pressure box is wrapped by the grout and is scrapped due to the fact that the cement slurry penetrates between the soil pressure box and the soil body of the hole wall is avoided.
As a further description of the above technical solution:
and in the step S5, one end of the high-pressure grouting hose arranged in a U shape on the reinforcement cage is connected with the grouting all-in-one machine for grouting, and the other end of the high-pressure grouting hose exhausts air in the pipe, so that grouting in the waterproof canvas bag is full.
As a further description of the above technical solution:
the pressure gauge is arranged on the surface of the high-pressure grouting hose and is positioned on one side close to the second ball valve.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. in the invention, by designing the grout stopping bag, the micro-expansion grouting material, the high-pressure grouting hose, the grout outlet, the pressure gauge, the first ball valve and the second ball valve, not only can the inner side grout stopping bag and the soil pressure box on the grout stopping bag be protected to a certain extent, but also the installation accuracy of the soil pressure gauge is improved, meanwhile, the support and limit effect can be achieved for the reinforcement cage, the reinforcement cage is prevented from being eccentric in the high-pressure grouting process, the grout stopping bag can wrap the micro-expansion grouting material flowing out through the grout outlet, and simultaneously extrude the soil pressure box to enable the soil pressure box to be tightly attached to the soil body on the side wall of the pile, so that the micro-expansion grouting material is prevented from being buffered and decompressed through the grout outlet, the micro-expansion grouting material wraps the soil pressure gauge so as to prevent the encapsulation soil pressure box from losing efficacy in the concrete pouring process of the cast-in-place pile, therefore, the survival rate of the soil pressure meter and the accuracy of test data can be improved to a certain extent.
2. According to the invention, through the designed positioning ribs, the manufactured positioning ribs and the main reinforcement of the reinforcement cage are welded on two sides of the grout stopping bag, and the positioning ribs are implanted, so that on one hand, a certain protection effect can be exerted on the inner grout stopping bag and the soil pressure box on the grout stopping bag, a positioning effect can also be exerted, the installation accuracy of the soil pressure gauge is improved, on the other hand, a supporting and limiting effect can be exerted, and the reinforcement cage is prevented from being eccentric in the high-pressure grouting process.
3. In the invention, through the designed first ball valve, the second ball valve and the pressure gauge, the micro-expansion grouting combination material is prepared and grouted, after the other end of the high-pressure grouting hose is observed to stably discharge grout, the first ball valve is screwed down, the reading of the pressure gauge is simultaneously observed, the grouting pressure is controlled to be about 25 percent of the range of the soil pressure box, the first ball valve is fully closed during grouting, the internal pressure of the high-pressure grouting hose can be accurately controlled to be about 25 percent of the range of the soil pressure box after grouting is finished, the operation is simple, through the designed high-pressure grouting hose, the micro-expansion grouting material, the grout discharge hole and the grout stop bag, the grout stop bag can wrap the micro-expansion grouting material discharged from the grout discharge hole, the micro-expansion grouting material is prevented from buffering and releasing pressure through the grout discharge hole, the soil pressure gauge is wrapped in by the micro-expansion grouting material, so that the survival rate of the soil pressure gauge and the accuracy of test data can be improved to, through the wire of pricking of design, prick the silk and be the locking band, convenient to use can be with the stable fixed ligature of high pressure slip casting hose on the steel reinforcement cage.
Drawings
Fig. 1 is a flow chart of a method for installing a soil pressure cell on a pile sidewall according to the present invention;
FIG. 2 is a schematic cross-sectional view of a pile sidewall with a pressure cell mounted thereon;
FIG. 3 is a schematic cross-sectional view of a front view of a grout bag in the method for installing an earth pressure cell on a pile sidewall according to the present invention;
fig. 4 is a schematic cross-sectional view of a top view of a method for installing a soil pressure cell on a pile sidewall according to the present invention.
Illustration of the drawings:
1. grouting integrated machine; 2. positioning ribs; 3. a soil pressure cell; 4. a first ball valve; 5. a grout stopping bag; 6. pile holes; 7. micro-expansion grouting material; 8. high-pressure grouting flexible pipes; 9. a reinforcement cage; 91. a main rib; 92. a spiral stirrup; 10. bundling the wires; 11. a slurry outlet; 12. a second ball valve; 13. a cable wire; 14. and a pressure gauge.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1-4, the present invention provides a technical solution: a method of installing an earth pressure cell in a pile sidewall, the method comprising the steps of:
step S1: high pressure grouting hose 8 arrangement
Arranging the high-pressure grouting hose 8 on a processed reinforcement cage 9 according to a U-shaped structure and fixing the high-pressure grouting hose by using a binding wire 10, avoiding the high-pressure grouting hose 8 from being bent in the arranging process, checking whether the high-pressure grouting hose 8 is bent or not after fixing, and controlling the high-pressure grouting hose 8 at the neutral position of a main rib 91 and a spiral stirrup 92 to be provided with a grout outlet 11 according to the preset position of the embedded soil pressure box 3;
step S2: manufacture of grout stopping bag 5 and installation of soil pressure box 3
Winding waterproof canvas at the position of a grout outlet hole 11 of a high-pressure grouting hose 8 according to the thickness of a reinforcement protection layer of a cast-in-place pile with the diameter slightly larger than twice, winding cotton at two ends for firm binding, sticking a soil pressure cell 3 on a waterproof canvas bag by using waterproof glue, enabling a bearing surface to vertically face the outer side of a reinforcement cage 9, and arranging and binding cables 13 along main reinforcements 91 of the reinforcement cage 9;
step S3: welding positioning rib 2
Welding the manufactured positioning ribs 2 and the main ribs 91 of the reinforcement cage 9 on two sides of the grout stop bag 5, and welding the other side of the reinforcement cage 9 to prevent the reinforcement cage 9 from being eccentric in the high-pressure grouting process;
step S4: lowering device
The installed device and the reinforcement cage 9 are put into the drilled pile hole 6 together;
step S5: grouting by grouting stop bag 5
One end of a high-pressure grouting hose 8 is connected with an output port of a grouting all-in-one machine 1, a first ball valve 4 is installed, one side, away from the grouting all-in-one machine 1, of the high-pressure grouting hose 8 is provided with a second ball valve 12, micro-expansion grouting binder is prepared and grouted through the grouting all-in-one machine 1, after stable grout discharge of the other end of the high-pressure grouting hose 8 is observed, the second ball valve 12 is screwed down, reading of a pressure gauge 14 is simultaneously observed, grouting pressure is controlled to be about 25% of the range of a soil pressure box 3, the second ball valve 12 is fully closed after grouting, after grouting is finished, the high-pressure grouting hose 8 is dismounted from the grouting all-in-one machine 1, through the first ball valve 4, the second ball valve 12 and the pressure gauge 14, micro-expansion grouting binder is prepared and grouted, after stable grout discharge of the other end of the high-pressure grouting hose 8 is observed, the first ball valve 4 is screwed, the first ball valve 4 is fully closed after grouting, the internal pressure of the high-pressure grouting hose 8 can be accurately controlled to be about 25% of the measuring range of the soil pressure box 3 after grouting is finished, and the operation is simple;
step S6: and (3) protecting the cable 14, burying the soil pressure box 3, and performing initial data acquisition after concrete of the slurry-grade cast-in-place pile is finally set.
Specifically, as shown in fig. 2, in the step S1, the binding wire 10 is a wear-resistant locking band, and the binding wire 10 is a locking band due to the design of the binding wire 10, so that the high-pressure grouting hose 8 can be stably fixed and bound on the reinforcement cage 9.
Specifically, as shown in fig. 3, only, thick liquid bag 5 is formed by cotton and canvas through certain winding connection of binding mode, high pressure slip casting hose 8 through the design, little inflation slip casting material 7, grout outlet 11 and only thick liquid bag 5, only, thick liquid bag 5 can be including the little inflation slip casting material 7 parcel that flows out through grout outlet 11, prevent that little inflation slip casting material 7 from passing through the in-process of grout outlet 11 buffering pressure release, little inflation slip casting material 7 is including the parcel of soil pressure meter 14, therefore alright improved soil pressure meter 14's survival rate and test data's precision to a certain extent.
Specifically, as shown in fig. 1, through the position of location muscle 2 restriction soil pressure cell 3 and steel reinforcement cage 9 in step S3, prevent that the injection of high-pressure slip casting from arousing steel reinforcement cage 9 to take place the skew in stake hole 6, location muscle 2 through the design, the location muscle 2 that makes welds in only thick liquid bag 5 both sides with steel reinforcement cage 9 owner muscle 91, the implantation of location muscle 2, on the one hand, can play certain guard action to only thick liquid bag 5 of inboard and the soil pressure cell 3 that ends on the thick liquid bag 5, still can play the location effect, the installation accuracy of soil pressure gauge 14 has been improved, on the other hand, can play and support spacing effect, prevent that high-pressure slip casting in-process steel reinforcement cage 9 from taking place off-centre.
Specifically, as shown in fig. 1, in step S5, the soil pressure box 3 is vertically and tightly combined with the soil mass on the sidewall of the pile hole 6 by pressure grouting, so as to prevent the soil pressure box 3 from being covered by the slurry during the concrete pouring process.
Specifically, as shown in fig. 1, in step S3, the waterproof woven fabric bag is used to wrap the grout, so as to prevent the grout from penetrating between the soil pressure cell 3 and the soil body on the hole wall, so that the soil pressure cell 3 is wrapped by the grout and is discarded.
Specifically, as shown in fig. 1, in step S5, one end of the high-pressure grouting hose 8 arranged in a U shape on the reinforcement cage 9 is connected to the grouting all-in-one machine 1 for grouting, and the other end of the high-pressure grouting hose exhausts air in the pipe, so that grouting is performed fully in the waterproof canvas bag.
Specifically, as shown in fig. 2, a pressure gauge 14 is provided on the surface of the high-pressure grouting hose 8, and the pressure gauge 14 is located at a side close to the second ball valve 12.
The working principle is as follows: when in use, the high-pressure grouting hoses 8 are arranged on the processed reinforcement cage 9 according to a U-shaped structure and are fixed by binding wires 10, the high-pressure grouting hoses 8 are prevented from being bent in the arrangement process, after the high-pressure grouting hoses 8 are fixed, whether the high-pressure grouting hoses 8 are bent or not needs to be checked, slurry outlet holes 11 are formed in the high-pressure grouting hoses 8 at the positions where the soil pressure boxes 3 are embedded and the main ribs 91 and the spiral stirrups 92 are not located, the grout stopping bags 5 are manufactured and the soil pressure boxes 3 are installed, waterproof canvas is wound at the positions of the slurry outlet holes 11 of the high-pressure grouting hoses 8 according to the thickness of a reinforcement protection layer of a grouting pile with the diameter being slightly larger than twice of the thickness of the reinforcement protection layer of the grouting pile, cotton is wound at two ends to be firmly bound, the soil pressure boxes 3 are adhered to a waterproof canvas bag by waterproof adhesive, the pressure bearing surface, welding the manufactured positioning ribs 2 and the main ribs 91 of the reinforcement cage 9 on two sides of a grouting stopping bag 5, welding the other side of the reinforcement cage 9, preventing the reinforcement cage 9 from being eccentric in the high-pressure grouting process, lowering the device, lowering the mounted device and the reinforcement cage 9 into a drilled pile hole 6, grouting the grouting stopping bag 5, connecting one end of a high-pressure grouting hose 8 with an output port of a grouting all-in-one machine 1, mounting a first ball valve 4, arranging a second ball valve 12 on one side of the high-pressure grouting hose 8, far away from the grouting all-in-one machine 1, preparing and grouting a micro-expansion grouting combination material through the grouting all-in-one machine 1, observing the other end of the high-pressure grouting hose 8 to stably discharge grout, screwing the second ball valve 12, observing a pressure gauge 14 reading, controlling the grouting pressure to be about 25% of the measuring range of a soil pressure box 3, fully closing the first ball valve 4, finishing grouting, and unloading the high-pressure grouting hose 8 from the grouting all-in, and (4) protecting the cable 14, burying the soil pressure box 3, and performing initial data acquisition after the slurry is finally set.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be able to cover the technical scope of the present invention and the equivalent alternatives or modifications according to the technical solution and the inventive concept of the present invention within the technical scope of the present invention.
Claims (8)
1. A method for installing an earth pressure cell on a pile sidewall, the method comprising the steps of:
step S1: arrangement of high-pressure grouting hoses (8)
Arranging the high-pressure grouting hoses (8) on the processed reinforcement cage (9) according to a U-shaped structure and fixing the high-pressure grouting hoses with binding wires (10), wherein the high-pressure grouting hoses (8) are prevented from being bent in the arranging process, after the high-pressure grouting hoses (8) are fixed, checking whether the high-pressure grouting hoses (8) are bent or not is needed, and arranging grout outlet holes (11) in the high-pressure grouting hoses (8) at the neutral positions of the main ribs (91) and the spiral stirrups (92) according to the position control of a preset buried soil pressure box (3);
step S2: manufacture of grout stopping bag (5) and installation of soil pressure box (3)
Winding waterproof canvas at the position of a grout outlet hole (11) of a high-pressure grouting hose (8) according to the thickness of a reinforcement protection layer of a cast-in-place pile with the diameter slightly larger than twice, winding cotton at two ends for firm binding, sticking a soil pressure cell (3) on a waterproof canvas bag by using waterproof glue, enabling a bearing surface to vertically face the outer side of a reinforcement cage (9), and arranging and binding cables (13) along main ribs (91) of the reinforcement cage (9);
step S3: welding locating bar (2)
Welding the manufactured positioning ribs (2) and main ribs (91) of the reinforcement cage (9) on two sides of the grout stop bag (5), and welding the other side of the reinforcement cage (9) to prevent the reinforcement cage (9) from being eccentric in the high-pressure grouting process;
step S4: lowering device
The installed device and a reinforcement cage (9) are put into a drilled pile hole (6) together;
step S5: grouting by the grout stopping bag (5)
One end of a high-pressure grouting hose (8) is connected with an output port of the grouting all-in-one machine (1) and is provided with a first ball valve (4), one side, far away from the grouting all-in-one machine (1), of the high-pressure grouting hose (8) is provided with a second ball valve (12), a micro-expansion grouting binder is prepared and grouted through the grouting all-in-one machine (1), after the other end of the high-pressure grouting hose (8) is observed to stably discharge grout, the second ball valve (12) is screwed down, the reading of a pressure gauge (14) is observed at the same time, the grouting pressure is controlled to be about 25% of the measuring range of a soil pressure box (3), the first ball valve (4) is fully closed by grouting, and after grouting is finished, the high-pressure grouting hose;
step S6: and (3) protecting the cable (14), burying the soil pressure box (3) completely, and acquiring initial data after concrete of the slurry-grade cast-in-place pile is finally set.
2. The method for installing an earth pressure cell on a pile sidewall of claim 1, wherein the binding wire (10) in step S1 is a wear-resistant locking band.
3. A method for installing an earth pressure cell on the pile sidewall as claimed in claim 1, wherein the grout stop bag (5) is formed by wrapping and connecting cotton and tarpaulin by a certain binding manner.
4. The method for installing the soil pressure box on the pile side wall according to claim 1, wherein the orientation of the soil pressure box (3) and the reinforcement cage (9) is limited by the positioning ribs (2) in the step S3, so that the displacement of the soil pressure box (3) and the reinforcement cage (9) caused by the injection of the high-pressure grouting is prevented.
5. The method for installing the soil pressure box on the pile sidewall as claimed in claim 1, wherein the step S5 is implemented by pressure grouting to vertically and tightly combine the soil pressure box (3) and the soil body on the pile hole (6) sidewall, so as to prevent the slurry from wrapping the soil pressure box (3) during the concrete pouring process.
6. The method for installing the soil pressure box on the pile sidewall as claimed in claim 1, wherein the step S3 is to use a waterproof woven bag to wrap the grouting material, so as to prevent the cement slurry from penetrating between the soil pressure box (3) and the wall soil body of the hole and to prevent the soil pressure box (3) from being scrapped due to the wrapping of the slurry.
7. The method for installing the soil pressure cell on the pile side wall according to claim 1, wherein in the step S5, one end of a high-pressure grouting hose (8) arranged in a U shape on the reinforcement cage (9) is connected with the grouting all-in-one machine (1) for grouting, and the other end of the high-pressure grouting hose exhausts air in the pipe, so that grouting in the waterproof canvas bag is full.
8. A method of installing an earth pressure cell on a pile sidewall according to claim 1, characterized in that the pressure gauge (14) is provided on the surface of the high pressure grouting hose (8), and the pressure gauge (14) is located on the side close to the second ball valve (12).
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114961695A (en) * | 2022-05-31 | 2022-08-30 | 中国电建集团中南勘测设计研究院有限公司 | Comprehensive drilling monitoring device and installation method thereof |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104131544A (en) * | 2014-06-26 | 2014-11-05 | 水利部交通运输部国家能源局南京水利科学研究院 | Cast-in-place reinforced concrete underground structure lateral soil pressure test device and method |
| CN105887943A (en) * | 2016-04-22 | 2016-08-24 | 中南大学 | Pressure test structure for long bored cast-in-situ pile and test method |
| CN108678036A (en) * | 2018-06-14 | 2018-10-19 | 中国建筑第八工程局有限公司 | The detecting system installation method of the lateral soil pressure of bored concrete pile |
| CN109868850A (en) * | 2019-01-28 | 2019-06-11 | 陕西水木盛元科技工程有限责任公司 | Detection of construction quality system, reinforcing construction technique and reinforcing construction device |
| CN209907359U (en) * | 2019-03-08 | 2020-01-07 | 中南大学 | Simple device for laterally fixing soil pressure cell |
| CN211571665U (en) * | 2019-12-27 | 2020-09-25 | 招商局重庆公路工程检测中心有限公司 | Fixing structure of concrete surface soil pressure cell |
-
2020
- 2020-11-10 CN CN202011247267.2A patent/CN112431183A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104131544A (en) * | 2014-06-26 | 2014-11-05 | 水利部交通运输部国家能源局南京水利科学研究院 | Cast-in-place reinforced concrete underground structure lateral soil pressure test device and method |
| CN105887943A (en) * | 2016-04-22 | 2016-08-24 | 中南大学 | Pressure test structure for long bored cast-in-situ pile and test method |
| CN108678036A (en) * | 2018-06-14 | 2018-10-19 | 中国建筑第八工程局有限公司 | The detecting system installation method of the lateral soil pressure of bored concrete pile |
| CN109868850A (en) * | 2019-01-28 | 2019-06-11 | 陕西水木盛元科技工程有限责任公司 | Detection of construction quality system, reinforcing construction technique and reinforcing construction device |
| CN209907359U (en) * | 2019-03-08 | 2020-01-07 | 中南大学 | Simple device for laterally fixing soil pressure cell |
| CN211571665U (en) * | 2019-12-27 | 2020-09-25 | 招商局重庆公路工程检测中心有限公司 | Fixing structure of concrete surface soil pressure cell |
Cited By (1)
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| CN114961695A (en) * | 2022-05-31 | 2022-08-30 | 中国电建集团中南勘测设计研究院有限公司 | Comprehensive drilling monitoring device and installation method thereof |
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