CN116081983A - Basalt fiber reinforced aeolian sand based on MICP technology and preparation method thereof - Google Patents
Basalt fiber reinforced aeolian sand based on MICP technology and preparation method thereof Download PDFInfo
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- CN116081983A CN116081983A CN202310004980.1A CN202310004980A CN116081983A CN 116081983 A CN116081983 A CN 116081983A CN 202310004980 A CN202310004980 A CN 202310004980A CN 116081983 A CN116081983 A CN 116081983A
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- 239000004576 sand Substances 0.000 title claims abstract description 85
- 229920002748 Basalt fiber Polymers 0.000 title claims abstract description 36
- 101000965313 Legionella pneumophila subsp. pneumophila (strain Philadelphia 1 / ATCC 33152 / DSM 7513) Aconitate hydratase A Proteins 0.000 title claims abstract description 31
- 238000005516 engineering process Methods 0.000 title claims abstract description 25
- 238000002360 preparation method Methods 0.000 title abstract description 12
- 239000007788 liquid Substances 0.000 claims abstract description 42
- 238000000034 method Methods 0.000 claims abstract description 38
- 230000001580 bacterial effect Effects 0.000 claims abstract description 24
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 16
- 230000002787 reinforcement Effects 0.000 claims abstract description 13
- 238000010998 test method Methods 0.000 claims abstract description 7
- 210000004209 hair Anatomy 0.000 claims abstract description 5
- 239000002994 raw material Substances 0.000 claims abstract description 5
- 238000007790 scraping Methods 0.000 claims abstract description 5
- 239000000835 fiber Substances 0.000 claims description 85
- XSQUKJJJFZCRTK-UHFFFAOYSA-N Urea Chemical compound NC(N)=O XSQUKJJJFZCRTK-UHFFFAOYSA-N 0.000 claims description 7
- 239000004202 carbamide Substances 0.000 claims description 7
- 238000002347 injection Methods 0.000 claims description 7
- 239000007924 injection Substances 0.000 claims description 7
- FAPWRFPIFSIZLT-UHFFFAOYSA-M Sodium chloride Chemical compound [Na+].[Cl-] FAPWRFPIFSIZLT-UHFFFAOYSA-M 0.000 claims description 6
- 241000193830 Bacillus <bacterium> Species 0.000 claims description 4
- 238000000354 decomposition reaction Methods 0.000 claims description 4
- 239000000243 solution Substances 0.000 claims description 4
- 229920001817 Agar Polymers 0.000 claims description 3
- UXVMQQNJUSDDNG-UHFFFAOYSA-L Calcium chloride Chemical compound [Cl-].[Cl-].[Ca+2] UXVMQQNJUSDDNG-UHFFFAOYSA-L 0.000 claims description 3
- 239000001888 Peptone Substances 0.000 claims description 3
- 108010080698 Peptones Proteins 0.000 claims description 3
- 239000008272 agar Substances 0.000 claims description 3
- 239000001110 calcium chloride Substances 0.000 claims description 3
- 229910001628 calcium chloride Inorganic materials 0.000 claims description 3
- 239000007374 caso agar Substances 0.000 claims description 3
- 238000000151 deposition Methods 0.000 claims description 3
- 239000012153 distilled water Substances 0.000 claims description 3
- 239000001963 growth medium Substances 0.000 claims description 3
- 235000019319 peptone Nutrition 0.000 claims description 3
- 239000000843 powder Substances 0.000 claims description 3
- 239000011780 sodium chloride Substances 0.000 claims description 3
- 239000012137 tryptone Substances 0.000 claims description 3
- 238000003756 stirring Methods 0.000 abstract description 6
- 238000012360 testing method Methods 0.000 description 24
- 230000035699 permeability Effects 0.000 description 20
- 239000002689 soil Substances 0.000 description 19
- 239000002245 particle Substances 0.000 description 9
- VTYYLEPIZMXCLO-UHFFFAOYSA-L Calcium carbonate Chemical compound [Ca+2].[O-]C([O-])=O VTYYLEPIZMXCLO-UHFFFAOYSA-L 0.000 description 8
- 239000013078 crystal Substances 0.000 description 6
- 230000003247 decreasing effect Effects 0.000 description 6
- 238000011049 filling Methods 0.000 description 6
- 239000011148 porous material Substances 0.000 description 5
- 239000004743 Polypropylene Substances 0.000 description 4
- 229910000019 calcium carbonate Inorganic materials 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- -1 polypropylene Polymers 0.000 description 4
- 229920001155 polypropylene Polymers 0.000 description 4
- 230000002829 reductive effect Effects 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 230000008859 change Effects 0.000 description 3
- 239000002131 composite material Substances 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- BVKZGUZCCUSVTD-UHFFFAOYSA-L Carbonate Chemical compound [O-]C([O-])=O BVKZGUZCCUSVTD-UHFFFAOYSA-L 0.000 description 2
- 108010046334 Urease Proteins 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- BHPQYMZQTOCNFJ-UHFFFAOYSA-N Calcium cation Chemical compound [Ca+2] BHPQYMZQTOCNFJ-UHFFFAOYSA-N 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 229910001424 calcium ion Inorganic materials 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000010835 comparative analysis Methods 0.000 description 1
- 230000000052 comparative effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000011152 fibreglass Substances 0.000 description 1
- 230000007062 hydrolysis Effects 0.000 description 1
- 238000006460 hydrolysis reaction Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000000670 limiting effect Effects 0.000 description 1
- 230000004060 metabolic process Effects 0.000 description 1
- 230000000813 microbial effect Effects 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000008092 positive effect Effects 0.000 description 1
- 239000002244 precipitate Substances 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000000452 restraining effect Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B14/00—Use of inorganic materials as fillers, e.g. pigments, for mortars, concrete or artificial stone; Treatment of inorganic materials specially adapted to enhance their filling properties in mortars, concrete or artificial stone
- C04B14/38—Fibrous materials; Whiskers
- C04B14/46—Rock wool ; Ceramic or silicate fibres
- C04B14/4643—Silicates other than zircon
- C04B14/4656—Al-silicates, e.g. clay
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2201/00—Mortars, concrete or artificial stone characterised by specific physical values
- C04B2201/50—Mortars, concrete or artificial stone characterised by specific physical values for the mechanical strength
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- Engineering & Computer Science (AREA)
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- Ceramic Engineering (AREA)
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- Life Sciences & Earth Sciences (AREA)
- Organic Chemistry (AREA)
- Materials Engineering (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- Mining & Mineral Resources (AREA)
- General Engineering & Computer Science (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Inorganic Chemistry (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Dispersion Chemistry (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
Basalt fiber reinforced aeolian sand based on MICP technology and a preparation method thereof, comprising the following raw materials: every 143 to 160g of aeolian sand contains 0.2 to 1.53g of basalt fiber, 150 to 200mL of bacterial liquid, 540 to 720mL of cementing liquid and 20 to 30mL of water; the preparation method comprises the following steps: firstly, disassembling basalt fibers into filaments by a stirring method, dissolving the filaments in water, uniformly stirring the filaments and aeolian sand for reinforcement treatment, preparing the filaments in a layering manner by referring to the standard of a geotechnical test method (GB/T50123-2019), scraping hairs between layers, and finally pouring bacterial liquid or cementing liquid by adopting a repeatedstatagedinjectionmethod and then naturally airing; the strength and toughness of the aeolian sand can be effectively improved.
Description
Technical Field
The invention relates to the field of environment-friendly materials, in particular to basalt fiber reinforced aeolian sand based on MICP technology and a preparation method thereof.
Background
MICP is a high-efficiency, green and durable soil body reinforcing method which is newly developed in recent years, and the principle is that urease is produced by utilizing bacillus pasteurizer with high yield of urease through the self metabolism, carbonate is produced by catalyzing urea hydrolysis, the carbonate is combined with calcium ions in the environment, and calcium carbonate with cementing effect is produced in soil body pores, so that the aim of reinforcing and infiltration is fulfilled, however, because of the MICP technology, a large amount of calcium carbonate precipitate is produced in aeolian sand particles, and brittle failure is easy to occur.
The patent name is 'a method for reinforcing aeolian sandy soil by polypropylene fibers', the application number of which is [ CN201010541616], and the invention provides a method for reinforcing aeolian sandy soil by polypropylene fibers, which comprises the following steps: preparing a fiber aeolian sandy soil material, and selecting: the specification of the polypropylene fiber is 18mm, the mixing amount of the fiber is 0.3%, and air-dried aeolian sand or aeolian sandy soil with the water content of 11.2% by weight is adopted; according to the proportioning scheme, the very fine geosynthetic fibers and the aeolian sandy soil particles are closely blended by spraying and fully mixed, so that the fibers are approximately in a three-dimensional space composite structure with the aeolian sandy soil; the sprayed composite fiber aeolian sandy soil is compacted mechanically, and the compacting method and standard are the same as those of common soil, so that the aeolian sandy soil reaches 100% of the standard compaction density, and the fiber aeolian sandy soil is the most compact. The method can effectively improve the water stability in the soil body in the drainage engineering of the earth dam, the retaining wall and the earth dam, obviously improve the shearing resistance and the tensile strength of the soil body and has simple construction process; because the fiber content in the fiber aeolian sandy soil is very low, the fiber aeolian sandy soil has the advantages of low cost and environmental protection. Because very fine geosynthetic fibers are tightly blended with aeolian sandy soil particles by spraying and are compacted by adopting machinery, the preparation process is complex; and the preparation process is single, only the polypropylene fiber reinforcement technology is adopted, and the sand grains are easy to displace.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention aims to provide basalt fiber reinforced aeolian sand based on MICP technology and a preparation method thereof, caCO generated by MICP 3 The crystal has the functions of cementing and filling sand particles and anchoring fibers, the space grid structure formed by the fibers has the bridging function, the displacement of the sand particles is restrained, and the higher tensile stress is realizedForce makes up CaCO 3 Brittle failure of the cemented aeolian sand.
In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
basalt fiber reinforced aeolian sand based on MICP technology, which comprises the following raw materials: each 143-160 g of aeolian sand contains 0.2-1.53 g of basalt fiber, 150-200 mL of bacterial liquid, 540-720 mL of cementing liquid and 20-30 mL of water.
The density of the basalt fiber is 2.65g/cm 3 The fiber diameter is 10 mu m, the tensile strength is 4500Mpa, and the fiber length is 6-15 mm.
The curvature coefficient of the aeolian sand is C C =0.85 to 1.50, and the unevenness coefficient is cu=2.30 to 2.70.
The bacterial solution is bacillus pasteurizus (ATCC 11859) cultured by a CASOAGAR bacterial culture medium, wherein each 900-1000 mL of distilled water contains 15-20 g of tryptone, 5-10 g of peptone, 5-10 g of sodium chloride, 20-30 g of agar powder and 20-30 g of urea.
The cementing liquid is a mixed liquid of calcium chloride and urea with equal concentration and equal volume, and the concentration is 0.75-1 mol/L.
The preparation method of the basalt fiber reinforced aeolian sand based on the MICP technology comprises the following steps of:
step one, carrying out reinforcement treatment on 143-160 g of aeolian sand;
step two, referring to a geotechnical test method standard (GB/T50123-2019), preparing in layers, and scraping hair between layers;
thirdly, pouring bacterial liquid or cementing liquid by adopting a Repeated staged injection method pouring method in the MICP technology;
and fourthly, naturally airing.
The reinforcement treatment in the first step specifically comprises the following steps: disassembling basalt fiber with fiber length of 6-15 mm in 0.2-1.53 g into filament, depositing fiber content of 0.2-1% of the aeolian sand mass into 20-30 mL water for decomposition, and adding the fiber content into 143-160 g aeolian sand in 1.5-1.7 g/cm 3 Is uniformly stirred.
The layering in the second step is specifically as follows: the number of layers should be equal to or greater than 4.
The Repeated staged injection method pouring method in the third step specifically comprises the following steps:
3.1 Pouring 30-40 g of bacterial liquid and standing for 3-5 h;
3.2 Pouring 30-40 g cementing liquid and standing for 16-24 h;
3.3 Repeating step 3.2 for 4 times;
3.4 Repeating the steps 3.1 to 3.3 for 4 times;
3.5 30-40 g of bacterial liquid is poured;
3.6 60-80 g cementing liquid is poured.
Compared with the prior art, the invention has the beneficial effects that:
1. the invention adopts MICP filling technology, and CaCO is generated by MICP filling bacterial liquid and cementing liquid 3 Crystal, caCO 3 The crystal body can play roles in cementing and filling sand particles, and has the effect of restraining the displacement of the sand particles.
2. The invention adopts basalt fiber reinforcement method, and CaCO is generated 3 The crystal can play a role of anchoring fibers, the space grid structure formed by the fibers plays a role of bridging, higher tensile stress can be generated, the unconfined compressive strength reaches 3000Kpa, and the glass fiber reinforced plastic composite material has the characteristic of being difficult to generate brittle fracture.
Drawings
FIG. 1 is a graph of permeability coefficient versus fiber content for an experimental study of the present invention for aeolian sand.
FIG. 2 is a graph of permeability coefficient versus fiber length for an experimental study of the present invention for aeolian sand.
FIG. 3 is a graph of unconfined compressive strength versus dry density for the study of aeolian sand by testing in accordance with the present invention.
FIG. 4 is a dry density of 1.5g/cm for the aeolian sand according to the present invention, studied experimentally 3 Is plotted as a function of fiber content.
FIG. 5 is a dry density of 1.6g/cm for the aeolian sand according to the present invention, studied experimentally 3 Is plotted as a function of fiber content.
FIG. 6 is a dry density of 1.5g/cm for the aeolian sand according to the present invention, studied experimentally 3 Is a bar graph of unconfined compressive strength as a function of fiber length.
FIG. 7 is a dry density of 1.6g/cm for the aeolian sand according to the present invention, which was experimentally studied 3 Is a bar graph of unconfined compressive strength as a function of fiber length.
Detailed Description
The following describes the raw materials and the preparation method of the present invention in detail with reference to examples and drawings.
Basalt fiber reinforced aeolian sand based on MICP technology, which comprises the following raw materials: each 143-160 g of aeolian sand contains 0.2-1.53 g of basalt fiber, 150-200 mL of bacterial liquid, 540-720 mL of cementing liquid and 20-30 mL of water.
The density of the basalt fiber is 2.65g/cm 3 The fiber diameter is 10 mu m, the tensile strength is 4500Mpa, and the fiber length is 6-15 mm.
The curvature coefficient of the aeolian sand is C C =0.85 to 1.50, a non-uniformity coefficient of cu=2.30 to 2.70, a dry density of 1.5 to 1.7g/cm 3 。
The bacterial solution is bacillus pasteurizus (ATCC 11859) cultured by a CASOAGAR bacterial culture medium, wherein each 900-1000 mL of distilled water contains 15-20 g of tryptone, 5-10 g of peptone, 5-10 g of sodium chloride, 20-30 g of agar powder and 20-30 g of urea.
The cementing liquid is a mixed liquid of calcium chloride and urea with equal concentration and equal volume, and the concentration is 0.75-1 mol/L.
The preparation method of the basalt fiber reinforced aeolian sand based on the MICP technology comprises the following steps of:
step one, carrying out reinforcement treatment on 143-160 g of aeolian sand;
step two, referring to a geotechnical test method standard (GB/T50123-2019), preparing in layers, and scraping hair between layers;
thirdly, pouring bacterial liquid or cementing liquid by adopting a Repeated staged injection method pouring method in the MICP technology;
and fourthly, naturally airing.
The reinforcement treatment in the first step specifically comprises the following steps: disassembling 0.2-1.53 g basalt fiber with fiber length of 6-15 mm into filaments, depositing fiber content of 0.2-1% of the mass of aeolian sand in 20-30 mL of water for decomposition, and uniformly stirring with 143-160 g aeolian sand by adopting a stirring method.
The layering in the second step is specifically as follows: the number of layers should be equal to or greater than 4.
The Repeated staged injection method pouring method in the third step specifically comprises the following steps:
3.1 Pouring 30-40 g of bacterial liquid and standing for 3-5 h;
3.2 Pouring 30-40 g cementing liquid and standing for 16-24 h;
3.3 Repeating step 3.2 for 4 times;
3.4 Repeating the steps 3.1 to 3.3 for 4 times;
3.5 30-40 g of bacterial liquid is poured;
3.6 60-80 g cementing liquid is poured.
Examples
In order to verify the feasibility of the technical scheme, the influence of the dry density of different aeolian sand, the fiber length or the fiber content of different basalt fibers on the permeability and the mechanical property of the aeolian sand is respectively subjected to comparative analysis through experiments.
Specific schemes for preparing the required different dry densities, fiber lengths and fiber contents are shown in table 1:
TABLE 1
The preparation method comprises the following steps:
step one, disassembling basalt fibers with fiber lengths shown in table 1 into filaments, sinking the basalt fibers into 20mL of water for decomposition according to the fiber content shown in table 1, and uniformly stirring the basalt fibers and the aeolian sand with dry density shown in table 1 by adopting a stirring method;
step two, referring to a geotechnical test method standard (GB/T50123-2019), preparing by 4 layers, and scraping hair between the layers;
and thirdly, pouring bacterial liquid or cementing liquid by adopting a Repeated staged injection method pouring method in the MICP technology, wherein the method specifically comprises the following steps of:
3.1 Pouring 40g of bacterial liquid and standing for 3 hours;
3.2 Pouring 40g of cementing liquid and standing for 16h;
3.3 Repeating step 3.2 for 4 times;
3.4 Repeating the steps 3.1 to 3.3 for 4 times;
3.5 Pouring 40g of bacterial liquid;
3.6 Pouring 80g of cementing liquid;
and fourthly, naturally airing.
The test method comprises the following steps: according to the geotechnical test method standard (GBT 50123-2019), a penetration test and an unconfined compressive strength test are respectively carried out on the cured aeolian sand sample. The permeability test uses a variable head method to determine the permeability coefficient. The unconfined compressive strength test is measured by a soil static triaxial apparatus, the strain rate control mode of 1.0% per minute is set to load in the test process, and the test is stopped when the peak value of the bias stress or the axial strain reaches 15%.
The test results and conclusions are as follows:
the influence of the fiber content on the permeability coefficient of the aeolian sand is researched through a test, and the test result and analysis are as follows:
referring to fig. 1, from the test results of fig. 1, it is concluded that:
compared with MICP solidified aeolian sand, the permeability of aeolian sand is obviously increased after basalt fiber is added.
When the dry density of the sample is 1.5g/cm 3 And 1.6g/cm 3 When the permeability coefficient is increased along with the increase of the fiber content, the permeability coefficient shows a change trend of increasing firstly and then decreasing secondly.
The permeability is greater when the fiber content is 0.4%, and lower when the fiber content is 0.8%.
In the process of curing aeolian sand by MICP, the formation of calcium carbonate crystals leads to enhanced cementing and filling effects, the pores among sand particles are gradually reduced, the connectivity of the pores is deteriorated, and the permeability of aeolian sand is reduced. When the fiber content is small, the fibers exert a positive effect, forming a new water penetration path inside the sample, thereby resulting in an increase in the permeability coefficient.
When the fiber content is large, too dense fiber distribution may cause overlap between fibers, splitting the integrity of the soil mass, closing part of the drainage path, thereby resulting in reduced permeability.
The influence of the fiber length on the permeability coefficient of the aeolian sand is studied through a test, and the test result and analysis are as follows:
referring to fig. 2, from the test results of fig. 2, it is concluded that:
for samples at different dry densities, the permeability coefficient shows a trend of decreasing and then increasing with increasing fiber length.
The permeability coefficient is smaller when the fiber length is 9mm, and larger when the fiber length is 15mm.
When the fiber length is small, the fiber becomes a microbial "colonization area", calcium carbonate adheres to the fiber surface, filling the pores between sand particles, resulting in reduced windage sand permeability. Along with the increase of the length of the fiber, the fiber not only plays a role of a solid carrier, but also determines the directional arrangement of pores, so that a through water guide channel is formed in the solidified aeolian sand, and the permeability of the aeolian sand is increased.
From the perspective of the permeability of the solidified aeolian sand, the fiber reinforcement has optimal length and content. The permeability of the cured aeolian sand was lowest when the fiber length was 9mm and the fiber content was 0.8%.
The influence of the dry density of the sample on the unconfined compressive strength of the solidified aeolian sand is researched through a test, and the test result and analysis are as follows:
referring to fig. 3, from the test results of fig. 3, it is concluded that:
as the fiber length increases, the unconfined compressive strength exhibits a trend of increasing followed by decreasing.
When the fiber length is 9mm, the strength of the cured aeolian sand is high. As the fiber content increases, UCS shows a trend of increasing and then decreasing, and when the fiber content is 0.8%, the strength of the cured aeolian sand is higher.
As a result of the comparative test, it was found that the dry density was 1.5g/cm 3 The strength of the aeolian sand sample is significantly less than 1.6g/cm 3 The unconfined compressive strength of the lower sample, i.e., the sample, increases with increasing dry density of the sample.
The influence of the fiber content on the unconfined compressive strength of the solidified aeolian sand is researched through a test, and the test result and analysis are as follows:
referring to fig. 4 or 5, from the test results of fig. 4 and 5, it is concluded that:
when the dry density is 1.5g/cm 3 And 1.6g/cm 3 When the fiber content is increased, the unconfined compressive strength of the solidified aeolian sand shows a change trend of increasing and then decreasing.
When the dry density of the sample is 1.5g/cm 3 When the fiber content is 0.6% and 0.8%, the unconfined compressive strength of the solidified aeolian sand is larger.
When the dry density of the sample is 1.6g/cm 3 When the fiber content is 0.4% and 0.6%, the unconfined compressive strength of the solidified aeolian sand is larger.
The influence of the fiber length on the unconfined compressive strength of the solidified aeolian sand is researched through a test, and the test result and analysis are as follows:
referring to fig. 6 or 7, from the test results of fig. 6 and 7, it is concluded that:
with the increase of the fiber length, the unconfined compressive strength of the aeolian sand shows a change trend of increasing and then decreasing, which indicates that the strength of the MICP solidified aeolian sand can be obviously improved by fiber reinforcement, and the optimal fiber length exists.
When the dry density of the sample is 1.5g/cm 3 When the fiber length is 12mm, the unconfined compressive strength is larger.
When the dry density of the sample is 1.6g/cm 3 When the fiber length is 9mm, the unconfined compressive strength is larger.
When the dry density of the sample is 1.5g/cm 3 The length of the fiber is 12mm, and the strength of the solidified aeolian sand is higher when the content of the fiber is 0.8%. And when the dry density of the sample is 1.6g/cm 3 When the fiber length is 9mm and the fiber content is 0.4%, the reinforcement of the wind-blown sand is solidifiedThe effect is more obvious.
The aim of improving the strength and toughness of the aeolian sand is achieved by combining and curing the aeolian sand on the research surface by adopting a MICP method and a basalt fiber reinforcement method. CaCO (CaCO) 3 The crystals act to cement, fill and "anchor" the fibers. The space grid structure formed by the fibers plays a bridging role, so that the strength of aeolian sand is improved and CaCO (CaCO) is improved 3 Brittle failure of the cemented aeolian sand.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, not for limiting it, and although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that the modifications in form and detail may be made thereto without departing from the scope of the present invention defined by the appended claims.
Claims (9)
1. Basalt fiber reinforced aeolian sand based on MICP technology, its characterized in that: comprises the following raw materials: each 143-160 g of aeolian sand contains 0.2-1.53 g of basalt fiber, 150-200 mL of bacterial liquid, 540-720 mL of cementing liquid and 20-30 mL of water.
2. The basalt fiber reinforced aeolian sand based on the MICP technology according to claim 1, characterized in that: the density of the basalt fiber is 2.65g/cm 3 The fiber diameter is 10 mu m, the tensile strength is 4500Mpa, and the fiber length is 6-15 mm.
3. The basalt fiber reinforced aeolian sand based on the MICP technology according to claim 1, characterized in that: the curvature coefficient of the aeolian sand is C C =0.85 to 1.50, and the unevenness coefficient is cu=2.30 to 2.70.
4. The basalt fiber reinforced aeolian sand based on the MICP technology according to claim 1, characterized in that: the bacterial solution is bacillus pasteurizus (ATCC 11859) cultured by a CASOAGAR bacterial culture medium, wherein each 900-1000 mL of distilled water contains 15-20 g of tryptone, 5-10 g of peptone, 5-10 g of sodium chloride, 20-30 g of agar powder and 20-30 g of urea.
5. The basalt fiber reinforced aeolian sand based on the MICP technology according to claim 1, characterized in that: the cementing liquid is a mixed liquid of calcium chloride and urea with equal concentration and equal volume, and the concentration is 0.75-1 mol/L.
6. A method for preparing basalt fiber reinforced aeolian sand based on the MICP technology as defined in any one of claims 1 to 5, which is characterized in that: the method comprises the following steps:
step one, carrying out reinforcement treatment on 143-160 g of aeolian sand;
step two, referring to a geotechnical test method standard (GB/T50123-2019), preparing in layers, and scraping hair between layers;
thirdly, pouring bacterial liquid or cementing liquid by adopting a Repeated staged injection method pouring method in the MICP technology;
and fourthly, naturally airing.
7. The method for preparing basalt fiber reinforced aeolian sand based on MICP technology as defined in claim 6, wherein the method is characterized in that: the reinforcement treatment in the first step specifically comprises the following steps: disassembling basalt fiber with fiber length of 6-15 mm in 0.2-1.53 g into filament, depositing fiber content of 0.2-1% of the aeolian sand mass into 20-30 mL water for decomposition, and adding the fiber content into 143-160 g aeolian sand in 1.5-1.7 g/cm 3 Is uniformly stirred.
8. The method for preparing basalt fiber reinforced aeolian sand based on MICP technology as defined in claim 6, wherein the method is characterized in that: the layering in the second step is specifically as follows: the number of layers should be equal to or greater than 4.
9. The method for preparing basalt fiber reinforced aeolian sand based on MICP technology as defined in claim 6, wherein the method is characterized in that: the Repeated staged injection method pouring method in the third step specifically comprises the following steps:
3.1 Pouring 30-40 g of bacterial liquid and standing for 3-5 h;
3.2 Pouring 30-40 g cementing liquid and standing for 16-24 h;
3.3 Repeating step 3.2 for 4 times;
3.4 Repeating the steps 3.1 to 3.3 for 4 times;
3.5 30-40 g of bacterial liquid is poured;
3.6 60-80 g cementing liquid is poured.
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Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105297705A (en) * | 2015-10-14 | 2016-02-03 | 内蒙古工业大学 | Biological sandstone preparation method and device based on MICP (Microbial Induced Carbonate Precipitation) technology |
| CN106947492A (en) * | 2017-02-24 | 2017-07-14 | 河海大学 | A kind of composite sand consolidation model and its preparation method and application |
| CN109540614A (en) * | 2018-10-26 | 2019-03-29 | 中国地质大学（武汉） | A kind of method and device preparing drift-sand mechanical test test specimen based on microorganism |
| CN109594552A (en) * | 2018-12-21 | 2019-04-09 | 南京大学（苏州）高新技术研究院 | A kind of microorganism solidifies-method of fiber and steel bar reinforced combined modified sand |
| CN109880630A (en) * | 2019-02-28 | 2019-06-14 | 东南大学 | A kind of plant urase sand-fixation method |
| CN110685266A (en) * | 2019-09-12 | 2020-01-14 | 武汉科技大学 | Method for improving mechanical property of calcareous sand by solidifying fiber reinforced microorganisms |
| KR20200091540A (en) * | 2019-01-22 | 2020-07-31 | 쏘일락이엔지(주) | Cutoff Grouting Method Consisting Of Bio-grouting Pre-treatment Step And Fiber-reinforced Grouting Post-treatment Step |
| CN111847960A (en) * | 2019-04-24 | 2020-10-30 | 青岛筑华环保科技有限公司 | Method for realizing ecological restoration of desert through desert solidification |
| CN112813960A (en) * | 2020-12-31 | 2021-05-18 | 中国水利水电科学研究院 | Method for improving expansive soil by reinforcing microorganism composite fibers |
| CN113582643A (en) * | 2021-07-22 | 2021-11-02 | 南京大学 | Cementing curing method and cementing curing material |
-
2023
- 2023-01-03 CN CN202310004980.1A patent/CN116081983A/en active Pending
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105297705A (en) * | 2015-10-14 | 2016-02-03 | 内蒙古工业大学 | Biological sandstone preparation method and device based on MICP (Microbial Induced Carbonate Precipitation) technology |
| CN106947492A (en) * | 2017-02-24 | 2017-07-14 | 河海大学 | A kind of composite sand consolidation model and its preparation method and application |
| CN109540614A (en) * | 2018-10-26 | 2019-03-29 | 中国地质大学（武汉） | A kind of method and device preparing drift-sand mechanical test test specimen based on microorganism |
| CN109594552A (en) * | 2018-12-21 | 2019-04-09 | 南京大学（苏州）高新技术研究院 | A kind of microorganism solidifies-method of fiber and steel bar reinforced combined modified sand |
| KR20200091540A (en) * | 2019-01-22 | 2020-07-31 | 쏘일락이엔지(주) | Cutoff Grouting Method Consisting Of Bio-grouting Pre-treatment Step And Fiber-reinforced Grouting Post-treatment Step |
| CN109880630A (en) * | 2019-02-28 | 2019-06-14 | 东南大学 | A kind of plant urase sand-fixation method |
| CN111847960A (en) * | 2019-04-24 | 2020-10-30 | 青岛筑华环保科技有限公司 | Method for realizing ecological restoration of desert through desert solidification |
| CN110685266A (en) * | 2019-09-12 | 2020-01-14 | 武汉科技大学 | Method for improving mechanical property of calcareous sand by solidifying fiber reinforced microorganisms |
| CN112813960A (en) * | 2020-12-31 | 2021-05-18 | 中国水利水电科学研究院 | Method for improving expansive soil by reinforcing microorganism composite fibers |
| CN113582643A (en) * | 2021-07-22 | 2021-11-02 | 南京大学 | Cementing curing method and cementing curing material |
Non-Patent Citations (1)
| Title |
|---|
| 张世参等: "风积沙的微生物固化试验研究", 人民黄河, vol. 43, no. 10, 31 October 2021 (2021-10-31), pages 2 - 3 * |
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