CN110886331B - Device and method for measuring bonding strength of slurry and soil body and filter pressing effect - Google Patents
Device and method for measuring bonding strength of slurry and soil body and filter pressing effect Download PDFInfo
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- CN110886331B CN110886331B CN201911326432.0A CN201911326432A CN110886331B CN 110886331 B CN110886331 B CN 110886331B CN 201911326432 A CN201911326432 A CN 201911326432A CN 110886331 B CN110886331 B CN 110886331B
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- 239000002689 soil Substances 0.000 title claims abstract description 120
- 238000003825 pressing Methods 0.000 title claims abstract description 114
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- 238000010008 shearing Methods 0.000 claims abstract description 100
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- NIXOWILDQLNWCW-UHFFFAOYSA-N acrylic acid group Chemical group C(C=C)(=O)O NIXOWILDQLNWCW-UHFFFAOYSA-N 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
- E02D33/00—Testing foundations or foundation structures
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Abstract
The invention discloses a device and a method for measuring the bonding strength of slurry and soil mass and the filter pressing effect, wherein the device comprises the following components: the filter pressing shearing container comprises an upper container main body and a lower container main body, wherein the upper container main body and the lower container main body are in butt joint to form a filter pressing shearing chamber, and the filter pressing shearing container further comprises a first pressure monitoring element; the pressurized grouting system comprises a slurry storage container and a pressure conveying device, wherein the slurry storage container is provided with a second pressure monitoring element; the shear loading system comprises a fixing frame, a shear loading device, a normal force loading device, a shear displacement sensor and a normal displacement sensor, and the upper container main body is fixedly connected with the fixing frame; the shearing force loading device is positioned at one side of the lower container main body; the normal force loading device is positioned at the bottom of the lower container body. The device and the method for measuring the bonding strength and the filter pressing effect of the slurry and the soil body can simulate the state of the slurry and the soil body during construction, and further can test the bonding strength and the filter pressing effect of the slurry and the soil body.
Description
Technical Field
The invention belongs to the technical field of engineering tests, and particularly relates to a device and a method for measuring the bonding strength of slurry and soil and a filter pressing effect.
Background
The drilling-while-pile-driving pipe pile is an environment-friendly large-diameter (800-1400 mm) non-soil-squeezing pipe pile without slurry discharge, which is synchronously performed by drilling, pile sinking and soil discharging, the PHC pipe pile is sunk into a hole (the aperture is about 20mm larger than the outer diameter of the pile) while drilling, rock soil and slag are discharged from the inner cavity of the pipe pile, the purposes of drilling-pile sinking-soil discharging while drilling are achieved, the bottom of the pipe pile is sealed by adopting a mode of pouring concrete after the pile end reaches the elevation of a bearing layer, and a gap (about 10 mm) between the pipe wall and soil around the pile is filled by adopting a mode of pouring cement slurry or cement mortar. The pile solves the pile sinking problem caused by the fact that the pile diameter is large or the soil layer is hard, damage to the pile is small, the pile end can enter the middle and breeze rock stratum, the bearing capacity is high, slurry is not used for protecting walls in the construction process, noise is low, and the pile is environment-friendly. The pile type is successfully developed, so that the adoption of large-diameter pipe piles (800 mm and above) in large-scale infrastructure construction (wharfs, large-span bridges, ports and the like) becomes possible, and the pile type has a wide application prospect.
The while-drilling pile is an end-bearing friction type pile, and because the bore diameter of the drilled hole is slightly larger than the diameter of the pile, grouting is needed in a gap (0-10 mm) between the while-drilling pile and soil around the pile so as to improve the friction resistance of the pile side, and the size of the friction resistance is closely related to the flow expansion condition of slurry in the grouting gap, the bonding strength of the slurry and the soil in unit area and the filter pressing effect between the slurry and the soil. The grouting effect of the pile side of the follow-up tubular pile determines the magnitude of the pile side friction resistance, so that the bearing performance of the follow-up tubular pile is greatly influenced, a great deal of research on the flow characteristics of the slurry of the pile side of the follow-up tubular pile is carried out at present, however, the testing device and the testing method for the bonding strength of the slurry of the pile side and the soil body in unit area and the filter pressing effect between the slurry and the soil body are still immature, and a new testing device and method for filling the gap are needed.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a device and a method for measuring the bonding strength of slurry and soil and the filter pressing effect, which can simulate the state of slurry and soil during construction and further test the bonding strength of slurry and soil and the filter pressing effect.
The invention adopts the following technical scheme:
The device for measuring the bonding strength of slurry and soil mass and the filter pressing effect comprises:
The filter pressing shearing container comprises an upper container main body and a lower container main body which are in butt joint and sealed up and down, wherein the upper container main body and the lower container main body are detachably fixed, a filter pressing shearing chamber is formed after the upper container main body and the lower container main body are in butt joint, an openable liquid outlet is arranged at the bottom of the filter pressing shearing chamber, and one side surface of the filter pressing shearing chamber is arranged in a transparent manner; the pressure monitoring device also comprises a first pressure monitoring element for monitoring the pressure in the filter pressing and shearing chamber;
The pressurized grouting system comprises a slurry storage container and a pressure conveying device for conveying air and slurry in the slurry storage container to the filter pressing shearing chamber, and the slurry storage container is provided with a second pressure monitoring element;
The shear loading system comprises a fixing frame, a shear loading device, a normal force loading device, a shear displacement sensor and a normal displacement sensor, and the upper container main body is fixedly connected with the fixing frame; the shearing force loading device is fixed on the fixing frame and positioned at one side of the lower container body and is used for continuously applying shearing force parallel to the bonding interface of the slurry and the soil body to the lower container body; the normal force loading device is fixed on the fixing frame and positioned at the bottom of the lower container main body and is used for continuously applying normal force perpendicular to the slurry and soil body bonding interface to the lower container main body; the shear displacement sensor is used for monitoring the displacement of the lower container main body along the shear force direction; the normal displacement sensor is used for monitoring the displacement of the lower container main body along the normal force direction.
As a further improvement of the technical scheme of the invention, the filter pressing shearing container further comprises a sealing piece clamped between the upper container main body and the lower container main body.
As a further improvement of the technical scheme of the invention, the thickness of the sealing piece is at least 1.2 times larger than the thickness of the bonding interface between the slurry and the soil body.
As a further improvement of the technical scheme of the invention, the bottom of the lower container main body is provided with a water permeable layer.
As a further improvement of the technical scheme of the invention, the cross section of the liquid outlet is V-shaped.
As a further improvement of the technical scheme of the invention, the fixing frame is also provided with a transverse inserting and fixing column, and the inserting and fixing column can horizontally move on the fixing frame and can be inserted into the filter pressing and shearing chamber through the side wall of the upper container main body.
As a further improvement of the technical scheme of the invention, the length of the inserted fixing column inserted into the filter pressing shearing chamber is larger than half of the width of the filter pressing shearing chamber.
As a further improvement of the technical scheme of the invention, the transparent side of the filter pressing shearing chamber is provided with a height scale.
The invention also discloses a method for measuring the slurry and soil body filter pressing effect, which is based on the device for measuring the slurry and soil body bonding strength and the filter pressing effect and comprises the following steps:
S1, filling soil: selecting a soil body used for a test according to an experimental scheme, filling the soil body into the lower container main body layer by layer and compacting, then carrying out water saturation treatment on the soil body, and measuring and recording the grain composition, the density and the specific gravity of the soil sample;
S2, filter pressing before grouting: inputting air into the filter pressing and shearing chamber through the pressure conveying device so that the pressure in the filter pressing and shearing chamber reaches experimental design pressure and is maintained, opening the liquid outlet and receiving fluid loss, and analyzing and recording characteristic data Q1 of the fluid loss;
S3, grouting: preparing slurry containing a tracer, recording the water-cement ratio M1 of the slurry at the moment, adding the slurry into the slurry storage container, adding the slurry into the filter pressing and shearing chamber through the pressure conveying device until reaching the design height, and stopping grouting;
s4, filter pressing after grouting: the pressure in the filter pressing and shearing chamber is increased through the pressure conveying device so as to reach experimental design pressure and maintain the pressure, the liquid outlet is opened, the fluid loss is received, the water-cement ratio M2 of the slurry and the filter pressing depth h of the tracer in the soil body at the moment are recorded, and characteristic data Q2 of the fluid loss is analyzed and recorded;
S5, result comparison analysis: and analyzing the filter pressing effect of the slurry and the soil body according to the recorded data.
The invention also discloses a method for measuring the bonding strength of the slurry and the soil body, which is based on the device for measuring the bonding strength of the slurry and the soil body and the filter pressing effect, and comprises the following steps:
S10, selecting soil used for a test according to an experimental scheme, filling the soil into the lower container main body layer by layer and compacting;
S20, preparing slurry, adding the prepared slurry into the slurry storage container, adding the slurry into the filter pressing and shearing chamber through the pressure conveying device until reaching the designed height, and stopping grouting;
s30, increasing the pressure in the filter pressing and shearing chamber through the pressure conveying device to reach experimental design pressure and maintain the pressure, waiting for slurry to be gradually solidified to form a grouting body and a pile-slurry-soil contact interface, and curing the grouting body to reach preset strength;
s40, fixedly connecting and dismounting the upper container main body and the lower container main body, loading normal force to a preset value for the lower container main body through the normal force loading device, recording normal force sigma at the moment, and recording normal displacement through the normal displacement sensor;
S50, loading shearing force to the lower container main body step by step through the shearing force loading device, recording the shearing force of each stage, and recording the shearing displacement corresponding to the shearing force of each stage through the shearing displacement sensor to obtain a shearing-displacement curve and a limit shearing force T;
S60, repeating the steps S40 and S50, changing the normal force sigma to obtain the limit shearing force T under the action of different normal forces sigma, and obtaining the cohesive force C and the internal friction angle of the pile-slurry-soil contact interface through the following formula
Wherein sigma is the normal force; c is the cohesive force of the pile-slurry-soil contact interface; is the internal friction angle of the pile-slurry-soil contact interface; t is the limit shearing force T;
S70, analyzing influence parameters influencing the shearing performance of a pile-slurry-soil contact interface according to the obtained data, wherein the influence parameters comprise cohesive force C and internal friction angle And a limit shear stress T.
Compared with the prior art, the invention has the beneficial effects that:
The device and the method for measuring the bonding strength and the filter pressing effect of the slurry and the soil can simulate the state of the slurry and the soil in the engineering, and can measure the bonding strength and the filter pressing effect of the slurry and the soil;
the device for measuring the bonding strength of slurry and soil mass and the filter pressing effect has the advantages of simple processing, low processing cost, portability, easy transportation, simple operation and good safety performance;
The method for measuring the bonding strength of the slurry and the soil body and the method for measuring the filter pressing effect of the slurry and the soil body have the advantages of simple and clear operation process, wide application range and high measurement precision.
Drawings
The technology of the present invention will be described in further detail below with reference to the attached drawings and detailed description:
FIG. 1 is a schematic diagram of the overall structure of the apparatus for measuring slurry and soil bond strength and filter press effect of the present invention;
FIG. 2 is a schematic structural view of the pressurized grouting system of the present invention;
FIG. 3 is a schematic view of the structure of the press shearing vessel of the present invention;
FIG. 4 is a schematic diagram of the structure of the shear loading system of the present invention.
Reference numerals:
1-a filter pressing shearing container; 11-an upper container body; 12-a lower container body; 13-fastening bolts; 14-a filter pressing shearing chamber; 15-a liquid outlet; 16-a first pressure monitoring element; 17-seals; 18-a water permeable layer;
2-a pressurized grouting system; 21-a slurry storage container; 211-high pressure air pipe; 212-slurry delivery pipe; 213-a second pressure monitoring element; 214-cover plate; 215-grouting port; 22-pressure delivery means;
3-a shear loading system; 31-a fixing frame; 32-a shear force loading device; 321-a shear force sensor; 33-normal force loading means; 331-normal force sensor; 34-shear displacement sensor; 35-a normal displacement sensor; 36-inserting a fixed column;
4-soil mass; 5-a liquid valve; 6-exhaust valve; 7-slurry; 8-beaker; 9-fluid loss.
Detailed Description
The conception, specific structure, and technical effects produced by the present application will be clearly and completely described below with reference to the embodiments and the drawings to fully understand the objects, aspects, and effects of the present application. It should be noted that, without conflict, the embodiments of the present application and features of the embodiments may be combined with each other. The same reference numbers will be used throughout the drawings to refer to the same or like parts.
It should be noted that, unless otherwise specified, when a feature is referred to as being "fixed" or "connected" to another feature, it may be directly or indirectly fixed or connected to the other feature. Further, the descriptions of the upper, lower, left, right, etc. used in the present invention are merely with respect to the mutual positional relationship of the constituent elements of the present invention in the drawings.
Example 1:
Referring to fig. 1 to 4, an apparatus for measuring slurry and soil adhesion strength and filter pressing effect comprises: a filter pressing shearing container 1, a pressurized grouting system 2 and a shearing loading system 3.
Wherein, the filter pressing shearing vessel 1 comprises a sealing piece 17, an upper vessel body 11 and a lower vessel body 12 which are in butt joint and sealing.
The upper container body 11 is provided with an upper concave cavity, the lower container body 12 is provided with a lower concave cavity, the shape and the size of the upper concave cavity and the shape and the size of the lower concave cavity are matched, the butt joint can be realized, and when the upper concave cavity and the lower concave cavity are in butt joint, the sealing piece 17 is clamped between the butt joint part of the upper container body 11 and the lower container body 12 and seals the butt joint part of the upper container body 11 and the lower container body 12. The seal 17 is in particular a rubber sealing strip.
Specifically, the thickness of the sealing member 17 is at least 1.2 times greater than that of the slurry-soil bonding interface, so that a shearing test of a pile-slurry-soil contact interface can be carried out, but the sealing member is not easy to be too thick, so that the sealing effect is poor.
The upper container body 11 and the lower container body 12 may be detachably fixed, specifically, may be fixed by fastening bolts 13 on both sides, and the detachable arrangement is to be used as a basis for subsequent shearing.
After the upper container body 11 and the lower container body 12 are butted, the upper concave cavity and the lower concave cavity jointly form a filter pressing shearing chamber 14. The bottom of filter-pressing shearing chamber 14 is equipped with the leakage fluid dram 15 that can open and shut, the cross-section of leakage fluid dram 15 is the V type, and convenient flowing back specifically can be funnel-shaped or toper, has set up liquid valve 5 on the leakage fluid dram 15 for the opening and shutting of leakage fluid dram 15 is controlled. The bottom of the lower container main body 12 is provided with a permeable layer 18, the permeable layer 18 is a layer of permeable stone, and the permeable layer 18 has the function of preventing the soil body 4 from blocking the liquid outlet 15 during filter pressing.
In the filter pressing process, a container, which can be a beaker 8, is placed at the liquid outlet 15 to receive the lost foam 9. The received fluid 9 may then be recorded for its volume, mass, and sent to a laboratory for detection of various ion species and contents in the fluid 9. For convenience of description, the mass, volume, ion types and contents of the fluid loss additive 9 are collectively referred to as characteristic data, and the characteristic data before and after grouting are respectively represented as Q1 and Q2.
The transparent side of filter-pressing shear chamber 14 sets up, is convenient for follow-up fill, slip casting and filter-pressing observe, the transparent one side of filter-pressing shear chamber 14 is equipped with high scale (not shown in the figure), generally can directly look over fill and slip casting height, and this high scale specifically can be high definition scale, of course also can not set up this high scale, only need from outside with other scales measurement can. The transparent side of the press shear chamber 14 is made of a high strength transparent glass plate, and the other side can be made of a steel plate.
The press shear vessel 1 further comprises a first pressure monitoring element 16, in particular a pressure gauge, for monitoring the pressure in said press shear chamber 14 for determining the pressure in the press shear chamber 14.
Wherein the pressurized grouting system 2 comprises a slurry storage container 21 and a pressure conveying device 22 for conveying air and slurry 7 in the slurry storage container 21 to the press-filter shearing chamber 14, wherein the slurry storage container 21 is provided with a second pressure monitoring element 213. The second pressure monitoring element 213 may in particular be a pressure gauge for determining the pressure of the pulp storage vessel 21.
The upper end of the slurry storage container 21 is communicated with the pressure conveying device 22 through a high-pressure air pipe 211, and the lower end of the slurry storage container 21 is communicated with the upper end of the filter pressing and shearing chamber 14 through a slurry conveying pipe 212. The slurry storage container 21 is provided with a slurry inlet 215 and a cover plate 214 for sealing the slurry inlet 215. The pressure delivery device 22 may be, in particular, an air compressor. When the slurry 7 is not placed in the slurry storage container 21, the air compressor is started to input air into the filter pressing and shearing chamber 14, so that the pressure in the filter pressing and shearing chamber 14 is increased. When the slurry 7 is put into the slurry storage container 21, the air compressor is started to perform slurry injection into the filter pressing and shearing chamber, and certain pressure is maintained.
The high-pressure gas pipe 211 and the slurry feed pipe 212 are provided with a liquid valve 5. The pulp storage container 21 and the upper container body 11 are provided with exhaust pipes, and the exhaust pipes are provided with exhaust valves 6.
The shear loading system 3 comprises a fixed frame 31, a shear loading device 32, a normal force loading device 33, a shear displacement sensor 34 and a normal displacement sensor 35. The whole fixing frame 31 is '匚'. Shear force loading device 32 includes a transversely disposed jack and shear force sensor 321; the normal force loading means 33 comprise a longitudinally arranged jack and normal force sensor 331.
The upper container body 11 is fixedly connected to the fixing frame 31, and may be fixed by bolts or welded.
The shear force loading device 32 is fixed on the fixing frame 31 and located at one side of the lower container body 12, and is used for continuously applying a shear force parallel to the bonding interface of slurry and soil body to the lower container body 12, specifically, one end of the jack is fixed on the fixing frame 31, the other end of the jack transversely abuts against the side wall of the lower container body 12, and the shear force sensor 321 is transversely arranged between the lower container body 12 and the fixing frame 31 to measure the magnitude of the shear force. The shear displacement sensor 34 is used for monitoring the displacement of the lower container body 12 in the shear force direction, and is also disposed laterally between the side surface of the lower container body 12 and the fixing frame 31.
The normal force loading device 33 is fixed on the fixed frame 31 and located at the bottom of the lower container body 12, and is used for continuously applying a normal force perpendicular to the bonding interface of the slurry and the soil body to the lower container body 12, specifically, one end of the jack is fixed on the fixed frame 31, the other end of the jack vertically abuts against the bottom of the lower container body 12, and the normal force sensor 331 is vertically arranged between the lower container body 12 and the fixed frame 31 to measure the normal force; the normal displacement sensor 35 is used for monitoring the displacement of the lower container body 12 along the normal force direction, and is also vertically arranged between the bottom surface of the lower container body 12 and the fixing frame 31.
In order to fix the solidified grouting body in the upper container body 11, the fixing frame 31 is further provided with a transverse inserting and fixing column 36, and the inserting and fixing column 36 can horizontally move on the fixing frame 31 and can be inserted into the filter pressing and shearing chamber 14 through the side wall of the upper container body 11. The length of the insert pin 36 inserted into the press shear chamber 14 is greater than half the width of the press shear chamber 14. The insert-fixing column 36 is inserted into the press-filter shearing chamber 14 during grouting, and the grouting body is fixed with the insert-fixing column 36 after solidification, and then fixed with the upper container body 11. The post 36 may be a bolt.
The pressure resistance of the slurry storage vessel 21, the upper vessel body 11 and the lower vessel body 12 should be greater than 1.2 times the experimental pressure to ensure safety, and the materials thereof are not limited to steel, acrylic plate, aluminum material, etc.
Based on the above structure, the usage thereof will be briefly described.
When in use, the lower container main body 12 is layered with backfill soil, saturated with water and compacted layer by layer, and the height of the backfill soil reaches the upper edge of the lower container main body 12; air can be input into the filter pressing shearing chamber 14 after filling, and filter pressing is performed before grouting; grouting, and then performing filter pressing. After the grouting body is solidified, the upper container body 11 and the lower container body 12 are detached and separated from each other and are not fixed, normal force is applied through the shear loading system 3, and shear force is increased step by step. Each data was recorded for analysis of bond strength.
The device for measuring the bonding strength of slurry and soil body and the filter pressing effect has the advantages of simple processing, low processing cost, portability, easy transportation, simple operation and good safety performance.
Example 2:
The embodiment discloses a method for measuring slurry and soil body filter pressing effect, which is based on the device for measuring slurry and soil body bonding strength and filter pressing effect in embodiment 1 and comprises the following steps:
s1, filling soil: the above-mentioned device is assembled, and at this time, the bottom of the lower container body 12 is supported by the normal force loading means 33, and the air tightness of the whole device is checked. And (3) selecting a soil body 4 (not limited by clay, sand, backfill soil and the like) for the test according to the test scheme, filling the soil body 4 on the permeable layer 18 in the lower container main body 12 layer by layer, saturating water and compacting layer by layer, measuring the compactness of the soil body 4 after compacting every 5-10cm, and filling the next layer of the soil body after the compactness meets the test requirement until the lower container main body 12 is filled. The soil sample is then measured and recorded for other physical mechanical properties such as grain size, density, specific gravity, etc.
Wherein, the specific operation of the air tightness of the checking device is as follows: closing the exhaust valve 6 and the liquid outlet, covering the cover plate 214 of the liquid storage container, inputting air into the filter pressing shearing chamber 14 through the pressure conveying device 22, judging whether the air tightness is good according to the air pressure change, if not, eliminating the problem until the air tightness is good, and filling the soil body 4.
S2, filter pressing before grouting: filling soil, sealing, butting and fixing the upper container main body 11 and the lower container main body 12, inputting air into the filter pressing shearing chamber 14 through the pressure conveying device 22 so that the pressure in the filter pressing shearing chamber 14 reaches experimental design pressure and is maintained, opening the liquid outlet 15 and receiving the fluid loss liquid 9, analyzing and recording characteristic data Q1 of the fluid loss liquid 9, wherein the characteristic data Q1 comprise the mass, the volume, various ion types and the content of the fluid loss liquid 9 before grouting.
S3, grouting: weighing water, cement, a rheology modifier, an expanding agent, a time regulator, an anti-bleeding agent and the like with corresponding mass according to a test design value, preparing corresponding slurry 7, adding a tracer into the slurry 7, wherein the tracer is a red tracer in the embodiment, and recording that the water-cement ratio is M1 at the moment; adding the slurry 7 into the slurry storage container 21, adding the slurry 7 into the filter pressing and shearing chamber 14 through the pressure conveying device 22 until reaching the designed height, wherein the process can be determined through the height scale on the transparent surface, and the grouting height is not soaked through the exhaust pipe of the filter pressing and shearing chamber 14 when grouting; and stopping grouting after reaching the height. The exhaust valve 6 of the filter-pressing shearing chamber 14 is opened during grouting.
S4, filter pressing after grouting: closing the exhaust valve 6, increasing the pressure in the filter pressing shearing chamber 14 through the pressure conveying device 22 to reach experimental design pressure and maintain the pressure (at the moment, the slurry storage container 21 can be disassembled and cleaned), opening the liquid discharge port 15 and receiving the fluid loss liquid 9 by using another beaker 8, recording the water-cement ratio M2 of the slurry 7 and the filter pressing depth h of the tracer in the soil body 4 at the moment, analyzing and recording characteristic data Q2 of the fluid loss liquid 9, wherein the characteristic data Q2 comprise the mass, the volume, various ion types and the content of the fluid loss liquid 9 after grouting.
S5, result comparison analysis: analyzing the filter pressing effect of the slurry 7 and the soil body 4 according to the recorded data, specifically comparing the change of the cement ratio M1 and the cement ratio M2 of the slurry 7 before and after the filtration, and measuring the physical and mechanical characteristics such as the compressive strength, the yield strength, the fluidity, the setting rate, the bleeding rate, the setting time, the consistency, the density and the like of the cement ratio M1 and the cement ratio M2 under the condition of containing the equal amount of the additive through a laboratory; meanwhile, the change of the content of key ions in the filtrate loss fluid 9 before and after grouting is compared and analyzed, and the difference between Q1 and Q2 is compared and analyzed for subsequent analysis.
After the experiment is finished, the whole device is disassembled, the soil body 4 and the grouting body are taken out, and the device is cleaned and is reserved for the next use.
Through the experimental process and the result analysis, the filter pressing condition of grouting materials with different proportions in soil bodies 4 with different types can be studied, and the relations among the water filtering quantity, the filter pressing time, the filter pressing pressure, the soil layer thickness, the water cement ratio, the cement slurry height and the like are analyzed.
The method for measuring the slurry and soil body filter pressing effect has the advantages of simple and clear operation process, wide application range and high measurement precision.
Example 3:
the embodiment discloses a method for measuring the bonding strength of slurry and soil, which is based on the device for measuring the bonding strength of slurry and soil and the filter pressing effect in the embodiment 1, and comprises the following steps:
S10, assembling the device, wherein the bottom of the lower container main body 12 is supported by a normal force loading device 33, and checking the air tightness of the whole device. And (3) selecting a soil body 4 (not limited by clay, sand, backfill soil and the like) for the test according to the test scheme, filling the soil body 4 on the permeable layer 18 in the lower container main body 12 layer by layer and compacting, wherein each 5-10cm is a layer, measuring the compactness of the soil body 4 after compacting, and filling the soil in the next layer after the compactness meets the test requirement until the lower container main body 12 is filled. The operation for checking the airtightness is the same as that of example 2, and will not be described in detail here.
S20, weighing water, cement, a rheology modifier, an expanding agent, a time regulator, an anti-bleeding agent and the like with corresponding mass according to a test design value to prepare corresponding slurry 7; adding the slurry 7 into the slurry storage container 21, adding the slurry 7 into the filter pressing and shearing chamber 14 through the pressure conveying device 22 until reaching the designed height, wherein the height scale on the transparent surface can be used for determining the height, and the grouting height can not be used for immersing the exhaust pipe of the filter pressing and shearing chamber 14 during grouting, so that the blockage is avoided; after reaching the height, the grouting is stopped, and the exhaust valve 6 of the filter pressing shearing chamber 14 is opened in the grouting process.
S30, closing the exhaust valve 6, increasing the pressure in the filter pressing shearing chamber 14 through the pressure conveying device 22 to reach experimental design pressure and maintaining the pressure (at the moment, the slurry storage container 21 can be disassembled and cleaned), inserting the insert injection into the filter pressing shearing chamber 14 during grouting, waiting for the slurry 7 to be gradually solidified, forming a grouting body and a pile-slurry-soil contact interface (formed by solidification change of an original slurry and a soil body bonding interface), and curing the grouting body to reach preset strength.
S40, fixedly connecting and dismounting the upper container main body 11 and the lower container main body 12, and removing the sealing piece 17, wherein the upper container main body 11 and the lower container main body 12 are separated; the normal force loading device 33 is used for loading the normal force to the lower container main body 12 step by step, the normal force sensor 331 and the normal displacement sensor 35 are used for recording the normal force and the normal displacement, and after the normal force reaches a preset value, the normal force is maintained, and the normal force sigma and the normal displacement at the moment are recorded.
It should be noted that, the application of the normal load will cause the compression of the soil body 4 and the grouting body, and in general, the compression amount of the soil body 4 is far greater than that of the grouting body, and the grouting body is fixed by the insert-fixing column 36 extending into the filter-pressing shearing chamber 14, so that the contact interface between the grouting pile and the slurry and the gap formed by taking out the sealing member 17 with a certain thickness can be still ensured to be in the same horizontal plane after the compression, so that the shearing test is not affected.
S50, loading shear force to the lower container main body 12 step by step through the shear force loading device 32, and recording corresponding shear force and shear displacement when loading the shear force of each stage by adopting the shear force sensor 321 and the shear displacement sensor 34 respectively to obtain a shear-displacement curve, so as to finally obtain parameters such as limit shear force T, limit shear displacement, residual shear stress, residual strain and the like.
S60, repeating the steps S40 and S50, changing the normal force sigma, carrying out repeated tests for a plurality of times (not less than 3 times), obtaining parameters such as limit shearing force T, limit shearing displacement, residual shearing stress, residual strain and the like under the action of different normal forces sigma, and obtaining cohesive force C and internal friction angle of a pile-slurry-soil contact interface through the following formula
Wherein sigma is the normal force; c is the cohesive force of the pile-slurry-soil contact interface; is the internal friction angle of the pile-slurry-soil contact interface; t is the limiting shear force T.
S70, analyzing influence parameters influencing the shearing performance of a pile-slurry-soil contact interface according to the obtained data, wherein the influence parameters comprise cohesive force C and internal friction angleAnd a limit shear stress T.
Through the experimental process and the result analysis, the shearing characteristics of the contact interface formed by grouting materials with different proportions and soil bodies 4 with different types can be studied, and the cohesive force C and the internal friction angle of the contact interface can be obtainedAnalysis influences contact interface shear properties including cohesion C, internal friction angle/>And critical influencing parameters including the ultimate shear stress T.
After the experiment is finished, the whole device is disassembled, the soil body 4 and the grouting body are taken out, and the whole device is cleaned for the next use.
The method for measuring the bonding strength of the slurry and the soil body has the advantages of simple and clear operation process, wide application range and high measurement precision.
Other contents of the device and method for measuring the bonding strength of slurry and soil and the filter pressing effect in the invention refer to the prior art, and are not described herein.
The present invention is not limited to the preferred embodiments, and any modifications, equivalent variations and modifications made to the above embodiments according to the technical principles of the present invention are within the scope of the technical proposal of the present invention.
Claims (6)
1. The device for measuring the bonding strength of slurry and soil body and the filter pressing effect is characterized by comprising:
The filter pressing shearing container comprises an upper container main body and a lower container main body which are in butt joint and sealed up and down, wherein the upper container main body and the lower container main body are detachably fixed, a filter pressing shearing chamber is formed after the upper container main body and the lower container main body are in butt joint, an openable liquid outlet is arranged at the bottom of the filter pressing shearing chamber, and one side surface of the filter pressing shearing chamber is arranged in a transparent manner; the pressure monitoring device also comprises a first pressure monitoring element for monitoring the pressure in the filter pressing and shearing chamber;
The pressurized grouting system comprises a slurry storage container and a pressure conveying device for conveying air and slurry in the slurry storage container to the filter pressing shearing chamber, and the slurry storage container is provided with a second pressure monitoring element;
The shear loading system comprises a fixing frame, a shear loading device, a normal force loading device, a shear displacement sensor and a normal displacement sensor, and the upper container main body is fixedly connected with the fixing frame; the shearing force loading device is fixed on the fixing frame and positioned at one side of the lower container body and is used for continuously applying shearing force parallel to the bonding interface of the slurry and the soil body to the lower container body; the normal force loading device is fixed on the fixing frame and positioned at the bottom of the lower container main body and is used for continuously applying normal force perpendicular to the slurry and soil body bonding interface to the lower container main body; the shear displacement sensor is used for monitoring the displacement of the lower container main body along the shear force direction; the normal displacement sensor is used for monitoring the displacement of the lower container main body along the normal force direction;
The filter pressing shearing container further comprises a sealing piece clamped between the upper container main body and the lower container main body;
the thickness of the sealing piece is at least 1.2 times larger than the thickness of the bonding interface between the slurry and the soil body;
The bottom of the lower container main body is provided with a water permeable layer;
The fixing frame is also provided with a transverse inserting and fixing column which can horizontally move on the fixing frame and can penetrate through the side wall of the upper container body to be inserted into the filter pressing and shearing chamber.
2. The apparatus for measuring slurry and soil cohesive strength and filter pressing effect according to claim 1, wherein: the cross section of the liquid outlet is V-shaped.
3. The apparatus for measuring slurry and soil cohesive strength and filter pressing effect according to claim 1, wherein: the length of the inserted solid column inserted into the filter pressing shearing chamber is larger than half of the width of the filter pressing shearing chamber.
4. The apparatus for measuring slurry and soil cohesive strength and filter pressing effect according to claim 1, wherein: the transparent side of the filter pressing shearing chamber is provided with a height scale.
5. Method for measuring the pressure filtration effect of slurry and soil mass, based on the device for measuring the bonding strength of slurry and soil mass and the pressure filtration effect according to any one of claims 1 to 4, characterized in that it comprises the following steps:
S1, filling soil: selecting a soil body used for a test according to an experimental scheme, filling the soil body into the lower container main body layer by layer and compacting, then carrying out water saturation treatment on the soil body, and measuring and recording the grain composition, the density and the specific gravity of the soil body;
S2, filter pressing before grouting: inputting air into the filter pressing and shearing chamber through the pressure conveying device so that the pressure in the filter pressing and shearing chamber reaches experimental design pressure and is maintained, opening the liquid outlet and receiving fluid loss, and analyzing and recording characteristic data Q1 of the fluid loss;
S3, grouting: preparing slurry containing a tracer, recording the water-cement ratio M1 of the slurry at the moment, adding the slurry into the slurry storage container, adding the slurry into the filter pressing and shearing chamber through the pressure conveying device until reaching the design height, and stopping grouting;
s4, filter pressing after grouting: the pressure in the filter pressing and shearing chamber is increased through the pressure conveying device so as to reach experimental design pressure and maintain the pressure, the liquid outlet is opened, the fluid loss is received, the water-cement ratio M2 of the slurry and the filter pressing depth h of the tracer in the soil body at the moment are recorded, and characteristic data Q2 of the fluid loss is analyzed and recorded;
s5, result comparison analysis: and analyzing the filter pressing effect of the slurry and the soil body according to the recorded data.
6. Method for measuring the bonding strength of slurry and soil, based on the device for measuring the bonding strength of slurry and soil and the filter-pressing effect according to any one of claims 1 to 4, characterized in that it comprises the following steps:
S10, selecting soil used for a test according to an experimental scheme, filling the soil into the lower container main body layer by layer and compacting;
S20, preparing slurry, adding the prepared slurry into the slurry storage container, adding the slurry into the filter pressing and shearing chamber through the pressure conveying device until reaching the designed height, and stopping grouting;
s30, increasing the pressure in the filter pressing and shearing chamber through the pressure conveying device to reach experimental design pressure and maintain the pressure, waiting for slurry to be gradually solidified to form a grouting body and a pile-slurry-soil contact interface, and curing the grouting body to reach preset strength;
s40, fixedly connecting and dismounting the upper container main body and the lower container main body, loading normal force to a preset value for the lower container main body through the normal force loading device, recording normal force sigma at the moment, and recording normal displacement through the normal displacement sensor;
S50, loading shearing force to the lower container main body step by step through the shearing force loading device, recording the shearing force of each stage, and recording the shearing displacement corresponding to the shearing force of each stage through the shearing displacement sensor to obtain a shearing-displacement curve and a limit shearing force T;
s60, repeating the steps S40 and S50, changing the normal force sigma to obtain the limit shearing force T under the action of different normal forces sigma, and obtaining the cohesive force C and the internal friction angle phi of the pile-slurry-soil contact interface through the following formula:
Wherein sigma is the normal force; c is the cohesive force of the pile-slurry-soil contact interface; phi is the internal friction angle of the pile-slurry-soil contact interface; t is the limit shearing force T;
s70, analyzing influence parameters which influence the shearing performance of the pile-slurry-soil contact interface according to the obtained data, wherein the influence parameters comprise cohesive force C, internal friction angle phi and limit shearing stress T.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203101382U (en) * | 2013-02-06 | 2013-07-31 | 长沙理工大学 | Injecting paste material filter-pressing effect simulating device |
| CN108613885A (en) * | 2018-03-14 | 2018-10-02 | 同济大学 | The laboratory testing rig and test method of a kind of simulation stake side grouting behind shaft or drift lining |
| CN109187225A (en) * | 2018-08-16 | 2019-01-11 | 东南大学 | A kind of multipurpose interface shearing performance testing device and its test method |
| CN211646498U (en) * | 2019-12-20 | 2020-10-09 | 广州市建筑科学研究院有限公司 | Device for measuring bonding strength and filter pressing effect of slurry and soil body |
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| CN105675409B (en) * | 2016-03-31 | 2019-02-01 | 中国电建集团华东勘测设计研究院有限公司 | Integral type rock mass discontinuity direct shear apparatus and direct shear test method |
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Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203101382U (en) * | 2013-02-06 | 2013-07-31 | 长沙理工大学 | Injecting paste material filter-pressing effect simulating device |
| CN108613885A (en) * | 2018-03-14 | 2018-10-02 | 同济大学 | The laboratory testing rig and test method of a kind of simulation stake side grouting behind shaft or drift lining |
| CN109187225A (en) * | 2018-08-16 | 2019-01-11 | 东南大学 | A kind of multipurpose interface shearing performance testing device and its test method |
| CN211646498U (en) * | 2019-12-20 | 2020-10-09 | 广州市建筑科学研究院有限公司 | Device for measuring bonding strength and filter pressing effect of slurry and soil body |
Non-Patent Citations (2)
| Title |
|---|
| 土与结构物的接触特性研究;李建华;祝方才;廖新贵;;湖南工业大学学报;20090515;23(第03期);第1-3节 * |
| 黏土中压密注浆及劈裂注浆室内模拟试验分析;张忠苗;邹健;贺静漪;王华强;;岩土工程学报;20091215;31(第12期);第1-3节 * |
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