CN117949634A - Underwater pouring test method for fluid solidified soil - Google Patents
Underwater pouring test method for fluid solidified soil Download PDFInfo
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- CN117949634A CN117949634A CN202410047390.1A CN202410047390A CN117949634A CN 117949634 A CN117949634 A CN 117949634A CN 202410047390 A CN202410047390 A CN 202410047390A CN 117949634 A CN117949634 A CN 117949634A
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- 239000002689 soil Substances 0.000 title claims abstract description 147
- 238000010998 test method Methods 0.000 title claims abstract description 13
- 239000012530 fluid Substances 0.000 title claims description 44
- 238000012360 testing method Methods 0.000 claims abstract description 41
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 31
- 239000003795 chemical substances by application Substances 0.000 claims abstract description 25
- 239000011083 cement mortar Substances 0.000 claims abstract description 21
- 238000007711 solidification Methods 0.000 claims abstract description 6
- 230000008023 solidification Effects 0.000 claims abstract description 6
- 230000005484 gravity Effects 0.000 claims description 30
- 238000000034 method Methods 0.000 claims description 13
- 239000000463 material Substances 0.000 claims description 11
- 239000002002 slurry Substances 0.000 claims description 11
- 229910000831 Steel Inorganic materials 0.000 claims description 9
- 239000010959 steel Substances 0.000 claims description 9
- VEXZGXHMUGYJMC-UHFFFAOYSA-M Chloride anion Chemical compound [Cl-] VEXZGXHMUGYJMC-UHFFFAOYSA-M 0.000 claims description 7
- 238000002156 mixing Methods 0.000 claims description 7
- 238000013461 design Methods 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 6
- 239000004567 concrete Substances 0.000 claims description 5
- 239000000203 mixture Substances 0.000 claims description 5
- 230000010412 perfusion Effects 0.000 claims description 5
- 239000003673 groundwater Substances 0.000 claims description 4
- 238000004537 pulping Methods 0.000 claims description 4
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 239000002994 raw material Substances 0.000 claims description 3
- 230000002262 irrigation Effects 0.000 claims description 2
- 238000003973 irrigation Methods 0.000 claims description 2
- 238000005086 pumping Methods 0.000 claims description 2
- 238000003756 stirring Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 21
- 239000002893 slag Substances 0.000 abstract description 11
- 238000005056 compaction Methods 0.000 abstract description 8
- 238000011049 filling Methods 0.000 abstract description 4
- 239000004566 building material Substances 0.000 description 7
- 230000000694 effects Effects 0.000 description 7
- 239000000945 filler Substances 0.000 description 6
- 238000005266 casting Methods 0.000 description 5
- 239000002699 waste material Substances 0.000 description 4
- 239000000126 substance Substances 0.000 description 3
- XTEGARKTQYYJKE-UHFFFAOYSA-M Chlorate Chemical compound [O-]Cl(=O)=O XTEGARKTQYYJKE-UHFFFAOYSA-M 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 230000001788 irregular Effects 0.000 description 2
- 238000004881 precipitation hardening Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000003583 soil stabilizing agent Substances 0.000 description 2
- 229910002651 NO3 Inorganic materials 0.000 description 1
- NHNBFGGVMKEFGY-UHFFFAOYSA-N Nitrate Chemical compound [O-][N+]([O-])=O NHNBFGGVMKEFGY-UHFFFAOYSA-N 0.000 description 1
- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000019771 cognition Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- -1 compressive strength Substances 0.000 description 1
- 238000009833 condensation Methods 0.000 description 1
- 230000005494 condensation Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000006731 degradation reaction Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 238000005189 flocculation Methods 0.000 description 1
- 230000016615 flocculation Effects 0.000 description 1
- 239000007769 metal material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006386 neutralization reaction Methods 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000037452 priming Effects 0.000 description 1
- 239000008213 purified water Substances 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000012216 screening Methods 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000009736 wetting Methods 0.000 description 1
Abstract
The invention discloses an underwater pouring test method of fluid-state solidified soil, which comprises the following steps of S1, adding different curing agents into the same slag soil sample to prepare a plurality of groups of fluid-state solidified soil samples and cement mortar samples for comparison; s2, preparing a test container for containing quantitative water; s3, arranging a funnel and a pouring pipe, enabling the pouring pipe to be inserted into the bottom of the test container, and injecting a sample into the test container through the pouring pipe; s4, standing for a plurality of days; s5, taking out a solidification sample in the test container, and testing the strength. The invention provides an underwater pouring test method of fluid-state solidified soil, which is used for preparing a plurality of groups of fluid-state solidified soil samples added with different curing agents according to the filling construction of underground sealed space, realizing underwater pouring of the fluid-state solidified soil in a test container, and determining the self-compaction possibility of the fluid-state solidified soil through the strength after the fluid-state solidified soil is stood and hardened.
Description
Technical Field
The invention relates to the technical field of solidified soil application, in particular to an underwater pouring test method of fluid solidified soil.
Background
Along with the acceleration of the urban process in recent years, in the engineering construction process, irregular, airtight and special karst cave are more and more encountered, and the karst cave is usually positioned below a building, and backfill treatment is required to ensure the bearing capacity and stability of the foundation. The traditional backfill mainly adopts materials such as gravel, two-ash soil and the like for layered rolling and tamping, so that sandy soil or sand with good grading is required to be used for obtaining higher dry density and better mechanical property, thereby ensuring the bearing capacity and stability of the foundation. However, in the backfilling mode, for irregular narrow karst cave, the backfilling soil vibrating and tamping quality is unstable, and the backfilling engineering quality is more difficult to guarantee. And by adopting a scheme of backfilling low-grade concrete, the construction cost is too high, natural resources are wasted too much, and the method is difficult to widely apply. Therefore, other building materials with low cost are needed to fill the narrow karst cave.
The solidified soil is a building material formed by combining construction waste materials such as construction slag soil, waste building materials and the like generated on a construction site with a soil curing agent, and the use of the solidified soil is gradually emphasized and continuously popularized and used in view of optimization considerations such as environmental protection, cost and the like. In general, construction site dregs, such as stratum soil materials generated by construction excavation, such as shield dregs and drilling dregs, and unnecessary and disqualified construction site waste building materials (sand, concrete materials and the like) are mixed and stirred after a proper amount of soil curing agent is added. The soil stabilizer generally comprises a soil stabilizer and a soil cementing agent, is composed of a plurality of different components, is a composite material, changes the physical and chemical properties of soil through wetting, highly skilled thief, flocculation and other action modes, is more stable and firm, and can also improve the performances of the soil such as compressive strength, water resistance, durability and the like, thereby prolonging the service life of a building and reducing the pollution to the environment. The waste building material soil added with the soil curing agent can be used for supporting roadbeds, embankments, dykes, foundations, walls and roofs after being cured or used as backfill soil for bearing the load of a building. Therefore, the method can practically reduce the cost of slag soil outward transportation, and has the advantages of reducing the building material cost, taking local materials, improving engineering efficiency and the like.
In combination with the action of the solidified soil and the requirement of backfilling the karst cave, an attempt can be made to fill the karst cave by using the solidified soil.
Disclosure of Invention
In order to discuss the construction feasibility of filling karst cave by using fluid-state solidified soil, the invention provides an underwater pouring test method of the fluid-state solidified soil, which is used for preparing a plurality of groups of fluid-state solidified soil samples added with different curing agents according to the filling construction of underground sealed space, realizing underwater pouring of the fluid-state solidified soil in a test container, and determining the self-compaction possibility of the fluid-state solidified soil through the strength after the fluid-state solidified soil is stood and hardened.
The technical scheme of the invention is as follows:
An underwater perfusion test method for fluid solidified soil comprises the following test steps
S1, adding different curing agents into the same residue soil sample to prepare a plurality of groups of fluid cured soil samples and cement mortar samples for comparison;
s2, preparing a test container for containing quantitative water;
s3, arranging a funnel and a pouring pipe, enabling the pouring pipe to be inserted into the bottom of the test container, and injecting a sample into the test container through the pouring pipe;
s4, standing for a plurality of days;
s5, taking out a solidification sample in the test container, and testing the strength.
In the above-mentioned underwater priming test method for fluidized solidified soil, in step S1, the specific gravity of each set of fluidized solidified soil is weighed.
When backfilling karst cave, the specific gravity influences the efficiency of pouring under water and the self-compaction effect of filler. If the specific gravity of the filler for backfilling is smaller, the filler is high in sedimentation difficulty when underwater pouring is carried out, and is easy to neutralize with the fluid of a karst cave, so that slurry is generated in the filling process, the self-compaction difficulty is low, the self-compaction efficiency is low, and the filler with poor self-compaction effect is difficult to sediment and harden to enough strength in a short time under the condition of no vibration, so that the specific gravity is required to be limited in the preparation process of the fluid solidified soil. On the other hand, the underwater pouring construction mode without vibration is to pour through a funnel and a vertical steel guide pipe, if the specific gravity of the fluid-state solidified soil is large, the solidification effect is enhanced, the strength after hardening is large, the solid supporting capacity is good, but the pipe blocking and the adhesion phenomena are easy to occur in the pouring process, so that the specific gravity is not too large, and therefore, the quality and the construction property of the fluid-state solidified soil need to be evaluated by taking the specific gravity as a reference index in the underwater pouring test.
The underwater pouring test method of the fluid-state solidified soil comprises the following steps of
Step T1, preparing on-site components, materials and equipment, wherein the on-site components, materials and equipment comprise a slurry tank, a conveyor, a pulping machine and a conveying pump, wherein the slurry tank is used for containing and mixing dregs and water;
Step T2, measuring the depth and the water level height of the karst cave by using a measuring rope so as to know the concrete condition of the karst cave;
Step T3, connecting all the devices to ensure the normal operation of the devices;
Step 4, pumping the mixture in the slurry pool to a slurry making machine through a conveyor, and mixing and stirring the mixture and a curing agent to form fluid curing soil;
step 5, arranging pouring holes and exhaust holes in the karst cave, dropping a measuring rope from the exhaust holes, and comparing the data of the step T2;
Step T6, pouring is carried out by utilizing the vertical fixation of the steel guide pipe and the steel funnel in the pouring hole, the fluid-state solidified soil is conveyed to the steel funnel above the pouring hole from pulping, and the fluid-state solidified soil is integrally poured;
and step T7, measuring the irrigation height by using a measuring rope at regular time until the karst cave is filled.
Further, in step S3 and step T6, buffer balls are disposed in the casting pipes, and the density of the buffer balls is less than that of the fluid in the karst cave.
Before the fluidized solidified soil is poured, the buffer balls are placed in the pouring pipe, and the buffer balls fall into the karst cave along the pouring pipeline. The density of the buffer balls is smaller than that of fluid in the karst cave, so that the buffer balls float on the liquid surface of the fluid in the karst cave. After the fluid-state solidified soil is poured, the fluid-state solidified soil impacts the buffer ball, the buffer ball sinks, the fluid-state solidified soil can continuously flow into the fluid of the karst cave, the original fluid of the karst cave is pressed down, the fluid-state solidified soil and the original fluid of the karst cave are prevented from being neutralized, the floating slurry is generated, and the pouring process of the fluid-state solidified soil can be continuously and uninterruptedly carried out.
Further, in the step T7, after pouring a plurality of fixed amounts of fluid-state solidified soil or measuring the liquid level height of the karst cave once every a plurality of times, the specific gravity of the measuring end of the measuring rope is greater than that of the karst cave fluid and less than that of the fluid-state solidified soil.
In the actual pouring of the fluid state solidified soil, different from the underwater pouring test, the vent holes are prone to occurrence of the conditions of hole crossing, blocking and the like, and compared with a small-volume test container, the air pressure generated in the large-volume karst hole in the state that the vent holes are blocked can influence the pouring of the fluid state solidified soil, so that the liquid level height in the hole is measured from the vent holes, and the pouring progress of the vent holes is judged to be equal to the pouring progress of other parts. If the casting progress between the liquid level height in the exhaust hole and the measuring hole is the same or within a preset allowable error range, the casting process is proved to be smooth, and if the casting progress between the liquid level height in the exhaust hole and the measuring hole is not within the preset allowable error range, the casting problem exists. In this state, the height is measured after the solidification of the fluid-state solidified soil, and the effect is checked by drilling and coring, if the original measuring rope (usually a metal material such as a steel bar) for measuring the depth of the karst cave is still adopted at this time, the measured depth is larger than the actual depth, and error cognition is caused, so that the end head of the measuring rope needs to be replaced again, and the end head needs to be replaced to be a measuring end head with the specific gravity larger than that of the karst cave fluid and smaller than that of the fluid-state solidified soil.
Further, conventional design indexes of the fluidized solidified soil include:
(1) The compressive strength is more than 0.3MPa in 28 days;
(2) The range of the wet density of the light-weight fluid-state solidified soil is 500-1000kg/m 3, and the range of the wet density of the non-light-weight fluid-state solidified soil is more than or equal to 1400kg/m 3;
(3) The sum of water-soluble chloride ions of raw materials of the fluidized solidified soil is not more than 0.1% of the mass of the solidifying agent.
Further, when the karst cave filled with the fluid-state solidified soil is located below the groundwater level or in the water level fluctuation zone, the design index of the fluid-state solidified soil is 130% or more of the conventional design index.
Still further, when the karst cave filled with the fluid-state solidified soil is located below the groundwater level or in the water level fluctuation zone, the volume water absorption rate of the fluid-state solidified soil is not more than 20%.
As in the case of the underwater pouring test, the fluidized solidified soil is formed by mixing the solidifying agent with the slag in the construction site, and the solidifying agent is added in different types and amounts depending on the slag composition in the construction site, unlike the standardization of cement concrete, so that the solidifying agent ratio in the solidified soil cannot be specified. According to backfill requirements, the requirement on solidified soil is primarily strength requirement so as to realize the technical effect of supporting the ground. Secondly, in order to avoid vibrating and tamping, the fluid solidified soil is in a large fluid state, has certain fluidity, ensures that the fluid solidified soil is easy to fall down, does not block a pipe and is not easy to adhere to the pipe wall in the pouring process, and in order to meet the requirement, the physical parameter of viscosity is adopted as a building material in general, and the physical parameter of wet density (comprising the mass of soil particles and the mass of pore water) is adopted in the application. The parameter of the wet density can embody the water content and the soil content of a unit volume at the same time, the water content affects the fluidity of the fluid solidified soil, certain referential is provided for the requirements of large fluid state, no pipe wall adhesion and no pipe blockage, the soil content can embody the quantity and the condensation degree of the condensed slag soil of the curing agent, the strength of the fluid solidified soil and the self-compaction precipitation hardening have referential, compared with the use of a plurality of parameters, the combination of the wet density and the strength is more convenient, the expression mode is more direct, and the requirements of pouring smoothness and the precipitation hardening strength can be met.
As the raw material of the fluid solidified soil is the slag soil of the construction site, the urban land is affected by urban pollution, and the chloride ion content in the soil is high. The chloride ions can initiate the expansion reaction of the fluid-state solidified soil, and can promote the entry of moisture and harmful substances, accelerate the degradation process of the fluid-state solidified soil, cause the cracking, peeling and other damage phenomena of the fluid-state solidified soil, and reduce the durability of the fluid-state solidified soil. Therefore, nitrate, silicate, chlorate and other substances capable of controlling chloride or adsorbing chloride ions need to be added before the curing agent is added, so that the cementation reaction of the formation of the fluidized curing soil is avoided.
Among the above-mentioned standards for each fluidized solidified soil, only the specific gravity is referred to when preparing the fluidized solidified soil, and the other compressive strength, wet density, chloride ion content, volume water absorption and fluidity parameters of the non-stick pipe are all used as acceptance standards for the prepared fluidized solidified soil, namely, under the condition of meeting the specific gravity, the adjustment of other factors is considered. The specific gravity is adjusted by the material, and the specific gravity of the fluid-state solidified soil is increased by adding the soil material with high specific gravity, so that the specific gravity of the fluid-state solidified soil is larger than that of the fluid in the karst cave. As for other parameters of the fluid solidified soil, the other parameters can be not considered under the conventional condition, and if the special construction environment is met, further discussion is carried out.
According to the scheme, the invention has the beneficial effects that through the underwater pouring test of the fluid-state solidified soil, the fluid-state solidified soil sample and the cement mortar sample are arranged to form a comparison reference group, so that the fluid-state solidified soil sample can be automatically precipitated and self-compactly hardened under the condition of no vibration, a filler with high strength is formed, and the feasibility of using the fluid-state solidified soil as the filler of a karst cave is determined.
After the underwater pouring test of the fluid state solidified soil, the condition that the fluid state solidified soil is not vibrated is judged, the fluid state solidified soil can meet the self-compaction state for a narrow karst cave, the fluid state solidified soil can not be neutralized with water under a certain specific gravity, the underwater pouring is realized under the condition that a pipe is not blocked and the pipe wall is not adhered, and the karst cave is filled.
Detailed Description
In order to make the technical problems, technical schemes and beneficial effects to be solved more clear, the invention is further described in detail below with reference to the embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
An underwater perfusion test method for fluid solidified soil comprises the following test steps
S1, adding different curing agents into the same muck sample to prepare a plurality of groups of fluid cured soil samples and cement mortar samples for comparison.
The first group of cement mortar samples, the site construction slag soil is mixed with water to form cement mortar samples with specific gravity of 1.50g/cm 3. 130g/L of curing agent is added to the first group of the fluid-state solidified soil samples on the basis of the first group of the cement mortar samples, so that the specific gravity of the fluid-state solidified soil reaches 1.71g/cm 3.
And mixing the second group of cement mortar samples with site construction slag soil and water to form a cement mortar sample with the specific gravity of 1.71g/cm 3. And adding 130g/L of curing agent into the second group of fluidized solidified soil samples on the basis of the second group of cement mortar samples, so that the specific gravity of the fluidized solidified soil reaches 1.82g/cm 3.
And mixing the third group of cement mortar samples with water in site construction slag soil to form a cement mortar sample with the specific gravity of 1.31g/cm 3. And 130g/L of curing agent is added to the third group of the fluid-state solidified soil samples on the basis of the third group of the cement mortar samples, so that the specific gravity of the fluid-state solidified soil reaches 1.50g/cm 3.
And a fourth group of cement mortar samples, wherein the site construction slag soil is mixed with water to form cement mortar samples with specific gravity of 1.20g/cm 3. And adding 130g/L of curing agent into the fourth group of fluidized solidified soil samples on the basis of the fourth group of cement mortar samples, so that the specific gravity of the fluidized solidified soil reaches 1.31g/cm 3.
And S2, preparing a test container for containing quantitative water.
S3, arranging a funnel and a pouring pipe, enabling the pouring pipe to be inserted into the bottom of the test container, and injecting a sample into the test container through the pouring pipe.
In this embodiment, the test container is a 5 liter plastic bottle, the opening is used as a pouring test hole, and an exhaust test hole is further formed, and the test container contains about 1 liter of purified water. The funnel adopts a steel funnel, the pouring pipe is made of PVC material, the pipe diameter is 50 mm, the pouring pipe is inserted into the water bottom from the pouring test hole, and the pouring pipe orifice is about 20-30 mm away from the bottle bottom. The buffer balls are arranged in the pouring pipe, the density of the buffer balls is smaller than that of fluid in the karst cave, and the buffer balls can slide downwards through the pouring pipe. The amount of the sample injected was such that the test vessel overflowed.
And S4, standing for a plurality of days. In this example, the rest time was 2 days.
S5, taking out a solidification sample in the test container, and testing the strength.
As a result of the test, the first group of fluid solidified soil samples have moderate specific gravity and good fluidity, the solidified soil is free from obvious water neutralization phenomenon after pouring, the pouring forming effect is good, and the strength of the solidified soil is hard after standing for two days.
The second group of fluid-state solidified soil samples are heavy in mud, high in consistency, poor in fluidity, not easy to fall and easy to block pipes, and 75-millimeter PVC pipes are used for pouring in replacement, so that the pipes are still blocked.
The third group of fluid solidified soil samples have moderate specific gravity and good fluidity, the solidified soil is free from the phenomenon of being obviously neutralized by water after pouring, the pouring forming effect is good, and the strength of the solidified soil is hard after standing for two days.
The fourth group of fluid solidified soil samples have small specific gravity and overlarge fluidity, and the solidified soil poured into the water is easy to be neutralized with the water.
The first group of cement mortar samples, the second group of cement mortar samples, the third group of cement mortar samples and the fourth group of cement mortar samples cannot be stably stacked on the bottom of the test container regardless of specific gravity, and a certain degree of floating slurry is formed.
S6, listing a table, sorting according to the addition amount of the curing agent, filling corresponding strength values, and screening according to the strength to obtain a preferable scheme of the curing agent.
The foregoing description of the preferred embodiments of the invention is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the invention.
Claims (8)
1. An underwater perfusion test method for fluid solidified soil is characterized by comprising the following test steps of
S1, adding different curing agents into the same residue soil sample to prepare a plurality of groups of fluid cured soil samples and cement mortar samples for comparison;
s2, preparing a test container for containing quantitative water;
s3, arranging a funnel and a pouring pipe, enabling the pouring pipe to be inserted into the bottom of the test container, and injecting a sample into the test container through the pouring pipe;
s4, standing for a plurality of days;
s5, taking out a solidification sample in the test container, and testing the strength.
2. An underwater perfusion test method for fluidized solidified soil as in claim 1, wherein in step S1, the specific gravity of each set of fluidized solidified soil is increased.
3. The method for underwater pouring test of a fluidized solidified soil according to claim 1, wherein the pouring process comprises, in actual pouring of the fluidized solidified soil
Step T1, preparing on-site components, materials and equipment, wherein the on-site components, materials and equipment comprise a slurry tank, a conveyor, a pulping machine and a conveying pump, wherein the slurry tank is used for containing and mixing dregs and water;
Step T2, measuring the depth and the water level height of the karst cave by using a measuring rope so as to know the concrete condition of the karst cave;
Step T3, connecting all the devices to ensure the normal operation of the devices;
Step 4, pumping the mixture in the slurry pool to a slurry making machine through a conveyor, and mixing and stirring the mixture and a curing agent to form fluid curing soil;
step 5, arranging pouring holes and exhaust holes in the karst cave, dropping a measuring rope from the exhaust holes, and comparing the data of the step T2;
Step T6, pouring is carried out by utilizing the vertical fixation of the steel guide pipe and the steel funnel in the pouring hole, the fluid-state solidified soil is conveyed to the steel funnel above the pouring hole from pulping, and the fluid-state solidified soil is integrally poured;
and step T7, measuring the irrigation height by using a measuring rope at regular time until the karst cave is filled.
4. The method for underwater pouring test of fluid-state solidified soil according to claim 3, wherein in the step S3 and the step T6, buffer balls are arranged in the pouring pipes, and the density of the buffer balls is smaller than that of fluid in the karst cave.
5. The method according to claim 1, wherein in the step T7, after pouring a plurality of amounts of the fluidized solidified soil or measuring the liquid level height of the karst cave once every a plurality of times, the specific gravity of the measuring end of the measuring rope is greater than that of the karst cave fluid and less than that of the fluidized solidified soil.
6. An underwater perfusion test method for fluid-state solidified soil as claimed in claim 3, wherein the conventional design indexes of the fluid-state solidified soil include:
(1) The compressive strength is more than 0.3MPa in 28 days;
(2) The range of the wet density of the light-weight fluid-state solidified soil is 500-1000kg/m 3, and the range of the wet density of the non-light-weight fluid-state solidified soil is more than or equal to 1400kg/m 3;
(3) The sum of water-soluble chloride ions of raw materials of the fluidized solidified soil is not more than 0.1% of the mass of the solidifying agent.
7. The method according to claim 6, wherein the design index of the fluidized solidified soil is 130% or more of the conventional design index when the karst cave filled with the fluidized solidified soil is located below the groundwater level or in the water level fluctuation zone.
8. The method according to claim 6, wherein the volume water absorption rate of the solidified fluid soil is not more than 20% when the karst cave filled with the solidified fluid soil is located below the groundwater level or in the region of water level fluctuation.
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| CN202410047390.1A CN117949634A (en) | 2024-01-12 | 2024-01-12 | Underwater pouring test method for fluid solidified soil |
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| CN202410047390.1A CN117949634A (en) | 2024-01-12 | 2024-01-12 | Underwater pouring test method for fluid solidified soil |
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