CN116553878A - Modified raw soil material formula utilizing cement and iron tailings - Google Patents
Modified raw soil material formula utilizing cement and iron tailings Download PDFInfo
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- CN116553878A CN116553878A CN202310147739.4A CN202310147739A CN116553878A CN 116553878 A CN116553878 A CN 116553878A CN 202310147739 A CN202310147739 A CN 202310147739A CN 116553878 A CN116553878 A CN 116553878A
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- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 title claims abstract description 308
- 239000002689 soil Substances 0.000 title claims abstract description 171
- 229910052742 iron Inorganic materials 0.000 title claims abstract description 154
- 239000004568 cement Substances 0.000 title claims abstract description 121
- 239000000463 material Substances 0.000 title claims abstract description 64
- 238000012360 testing method Methods 0.000 claims abstract description 179
- 239000004576 sand Substances 0.000 claims abstract description 67
- 238000002156 mixing Methods 0.000 claims abstract description 39
- 239000002994 raw material Substances 0.000 claims abstract description 5
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 claims description 71
- 238000000034 method Methods 0.000 claims description 37
- 238000004458 analytical method Methods 0.000 claims description 30
- 238000006073 displacement reaction Methods 0.000 claims description 29
- 238000007906 compression Methods 0.000 claims description 19
- 238000012669 compression test Methods 0.000 claims description 19
- 239000000203 mixture Substances 0.000 claims description 19
- 230000006835 compression Effects 0.000 claims description 18
- 238000009472 formulation Methods 0.000 claims description 15
- 238000012216 screening Methods 0.000 claims description 9
- 238000013179 statistical model Methods 0.000 claims description 8
- AMWRITDGCCNYAT-UHFFFAOYSA-L hydroxy(oxo)manganese;manganese Chemical compound [Mn].O[Mn]=O.O[Mn]=O AMWRITDGCCNYAT-UHFFFAOYSA-L 0.000 claims description 6
- 239000011295 pitch Substances 0.000 claims description 6
- DLYUQMMRRRQYAE-UHFFFAOYSA-N tetraphosphorus decaoxide Chemical compound O1P(O2)(=O)OP3(=O)OP1(=O)OP2(=O)O3 DLYUQMMRRRQYAE-UHFFFAOYSA-N 0.000 claims description 6
- 108010014173 Factor X Proteins 0.000 claims description 4
- 238000002441 X-ray diffraction Methods 0.000 claims description 4
- 230000001419 dependent effect Effects 0.000 claims description 4
- 235000012239 silicon dioxide Nutrition 0.000 claims description 4
- 238000000528 statistical test Methods 0.000 claims description 4
- 239000000126 substance Substances 0.000 claims description 4
- 239000008399 tap water Substances 0.000 claims description 4
- 235000020679 tap water Nutrition 0.000 claims description 4
- GWEVSGVZZGPLCZ-UHFFFAOYSA-N Titan oxide Chemical compound O=[Ti]=O GWEVSGVZZGPLCZ-UHFFFAOYSA-N 0.000 claims description 3
- BRPQOXSCLDDYGP-UHFFFAOYSA-N calcium oxide Chemical compound [O-2].[Ca+2] BRPQOXSCLDDYGP-UHFFFAOYSA-N 0.000 claims description 3
- 239000000292 calcium oxide Substances 0.000 claims description 3
- ODINCKMPIJJUCX-UHFFFAOYSA-N calcium oxide Inorganic materials [Ca]=O ODINCKMPIJJUCX-UHFFFAOYSA-N 0.000 claims description 3
- 238000005336 cracking Methods 0.000 claims description 3
- 238000000227 grinding Methods 0.000 claims description 3
- UQSXHKLRYXJYBZ-UHFFFAOYSA-N iron oxide Inorganic materials [Fe]=O UQSXHKLRYXJYBZ-UHFFFAOYSA-N 0.000 claims description 3
- 239000000395 magnesium oxide Substances 0.000 claims description 3
- CPLXHLVBOLITMK-UHFFFAOYSA-N magnesium oxide Inorganic materials [Mg]=O CPLXHLVBOLITMK-UHFFFAOYSA-N 0.000 claims description 3
- AXZKOIWUVFPNLO-UHFFFAOYSA-N magnesium;oxygen(2-) Chemical compound [O-2].[Mg+2] AXZKOIWUVFPNLO-UHFFFAOYSA-N 0.000 claims description 3
- TWNQGVIAIRXVLR-UHFFFAOYSA-N oxo(oxoalumanyloxy)alumane Chemical compound O=[Al]O[Al]=O TWNQGVIAIRXVLR-UHFFFAOYSA-N 0.000 claims description 3
- NDLPOXTZKUMGOV-UHFFFAOYSA-N oxo(oxoferriooxy)iron hydrate Chemical compound O.O=[Fe]O[Fe]=O NDLPOXTZKUMGOV-UHFFFAOYSA-N 0.000 claims description 3
- CHWRSCGUEQEHOH-UHFFFAOYSA-N potassium oxide Chemical compound [O-2].[K+].[K+] CHWRSCGUEQEHOH-UHFFFAOYSA-N 0.000 claims description 3
- 229910001950 potassium oxide Inorganic materials 0.000 claims description 3
- 238000007873 sieving Methods 0.000 claims description 3
- 239000000377 silicon dioxide Substances 0.000 claims description 3
- KKCBUQHMOMHUOY-UHFFFAOYSA-N sodium oxide Chemical compound [O-2].[Na+].[Na+] KKCBUQHMOMHUOY-UHFFFAOYSA-N 0.000 claims description 3
- 229910001948 sodium oxide Inorganic materials 0.000 claims description 3
- OGIDPMRJRNCKJF-UHFFFAOYSA-N titanium oxide Inorganic materials [Ti]=O OGIDPMRJRNCKJF-UHFFFAOYSA-N 0.000 claims description 3
- 239000002245 particle Substances 0.000 abstract description 14
- 239000000378 calcium silicate Substances 0.000 abstract description 5
- 229910052918 calcium silicate Inorganic materials 0.000 abstract description 5
- OYACROKNLOSFPA-UHFFFAOYSA-N calcium;dioxido(oxo)silane Chemical compound [Ca+2].[O-][Si]([O-])=O OYACROKNLOSFPA-UHFFFAOYSA-N 0.000 abstract description 5
- 230000036571 hydration Effects 0.000 abstract description 3
- 238000006703 hydration reaction Methods 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 8
- 230000008569 process Effects 0.000 description 8
- 238000013461 design Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 5
- 230000009471 action Effects 0.000 description 4
- 230000001174 ascending effect Effects 0.000 description 3
- 239000011449 brick Substances 0.000 description 3
- 229910052500 inorganic mineral Inorganic materials 0.000 description 3
- 239000011707 mineral Substances 0.000 description 3
- 239000000843 powder Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 230000003247 decreasing effect Effects 0.000 description 2
- 239000006185 dispersion Substances 0.000 description 2
- 210000002615 epidermis Anatomy 0.000 description 2
- 239000004615 ingredient Substances 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 238000010998 test method Methods 0.000 description 2
- 241001391944 Commicarpus scandens Species 0.000 description 1
- FYYHWMGAXLPEAU-UHFFFAOYSA-N Magnesium Chemical compound [Mg] FYYHWMGAXLPEAU-UHFFFAOYSA-N 0.000 description 1
- 229910052656 albite Inorganic materials 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 229910052612 amphibole Inorganic materials 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 230000015556 catabolic process Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 239000013078 crystal Substances 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000006731 degradation reaction Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000005489 elastic deformation Effects 0.000 description 1
- 239000010881 fly ash Substances 0.000 description 1
- 238000001879 gelation Methods 0.000 description 1
- 230000014509 gene expression Effects 0.000 description 1
- 229910052595 hematite Inorganic materials 0.000 description 1
- 239000011019 hematite Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- LIKBJVNGSGBSGK-UHFFFAOYSA-N iron(3+);oxygen(2-) Chemical compound [O-2].[O-2].[O-2].[Fe+3].[Fe+3] LIKBJVNGSGBSGK-UHFFFAOYSA-N 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000011777 magnesium Substances 0.000 description 1
- 229910052749 magnesium Inorganic materials 0.000 description 1
- 239000002075 main ingredient Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 239000010453 quartz Substances 0.000 description 1
- 238000000611 regression analysis Methods 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- 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
- C04B28/02—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 containing hydraulic cements other than calcium sulfates
-
- 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
- C04B18/00—Use of agglomerated or waste materials or refuse as fillers for mortars, concrete or artificial stone; Treatment of agglomerated or waste materials or refuse, specially adapted to enhance their filling properties in mortars, concrete or artificial stone
- C04B18/04—Waste materials; Refuse
- C04B18/12—Waste materials; Refuse from quarries, mining or the like
-
- 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W30/00—Technologies for solid waste management
- Y02W30/50—Reuse, recycling or recovery technologies
- Y02W30/91—Use of waste materials as fillers for mortars or concrete
Abstract
The invention discloses a modified raw soil material formula utilizing cement and iron tailings, which belongs to the technical field of raw soil and comprises the following raw materials in percentage: the reasonable blending amount of the iron tailing sand is 12.1-13.5%, the reasonable blending amount of cement is 16.1-19.1% and the reasonable blending amount of raw soil is 68.2-69.9%. According to the formula of the modified raw soil material utilizing cement and iron tailings, a large amount of hydrated calcium silicate gel and other products are produced by cement hydration, the iron tailings and plain soil are well coagulated together by the gel, the loose state of soil body and iron tailings sand is stabilized, meanwhile, redundant gaps among soil particles in a test piece and between the soil particles and the iron tailings sand are filled by the gel, the compactness of the test piece is improved, and the capability of the test piece for resisting external force is improved.
Description
Technical Field
The invention relates to the technical field of raw soil, in particular to a modified raw soil material formula utilizing cement and iron tailings.
Background
Raw soil is used as a building material, is natural, healthy, environment-friendly and economical, is a material with relatively high cost performance, is often used by ramming or directly forming raw soil bricks, saves energy sources for raw soil buildings based on the raw soil bricks, is simple and convenient to construct, and is warm in winter and cool in summer, healthy and comfortable.
The existing raw soil bricks generally have the problems of low strength, poor toughness, poor water resistance, poor durability and the like, the service life of the raw soil building is seriously influenced, in the subsequent use process, the earth among cracks of the product is found to gradually fall off, the top main cracks, the middle cracks and the lower cracks are mutually communicated to finally form main cracks, the main cracks enable the test piece to completely lose bearing capacity, the test piece is divided by the cracks, the epidermis part of the test piece falls off, and finally the test piece is damaged and loses bearing capacity.
Disclosure of Invention
The invention aims to provide a modified raw soil material formula utilizing cement and iron tailings. According to the formula of the modified raw soil material using the cement and the iron tailings, a large amount of hydrated calcium silicate gel and other products are produced by hydration of the cement, the iron tailings and plain soil are well coagulated together by the gel, the loose state of soil and iron tailings sand is stabilized, meanwhile, the gel fills redundant gaps among soil particles in a test piece and between the soil particles and the iron tailings sand, the compactness of the test piece is improved, and the capability of the test piece for resisting external force is improved.
In order to achieve the above effects, the present invention provides the following technical solutions: a modified raw soil material formula utilizing cement and iron tailings comprises the following raw materials in percentage: the reasonable blending amount of the iron tailing sand is 12.1-13.5%, the reasonable blending amount of cement is 16.1-19.1% and the reasonable blending amount of raw soil is 68.2-69.9%.
Further, before the iron tailing sand component test, grinding and sieving the iron tailings by a grinder to prepare iron tailing powder, and obtaining specific components and proportions by an X-ray diffraction pattern, wherein the specific components of the iron tailing sand are silicon dioxide, aluminum oxide, sodium oxide, magnesium oxide, phosphorus pentoxide, potassium oxide, calcium oxide, titanium oxide, manganese oxide, ferric oxide and other substances, and the proportion of the specific components of the iron tailing sand is 65.58:9.25:1.59:3.34:0.21:3.1:2.95:0.12:0.25:7.59:5.40.
further, the strength of the cement is 42.5MPa, and tap water is adopted for mixing.
A screening method of a modified raw soil material formula by utilizing cement and iron tailings comprises the following steps:
s1, testing plain soil, then carrying out multiple groups of compression tests, and carrying out list analysis on the compression test results.
S2, carrying out a modified compressive strength test, then carrying out a plurality of groups of compressive tests, and carrying out list analysis on the results of the compressive tests.
S3, the optimal formula is preferably obtained by doping the modified raw soil formula of the cement and the iron tailings under the frequency domain analysis method.
Further, the method comprises the following steps: according to the operation steps in S1, the compression test results comprise cracking load, peak displacement, compression strength, average value, standard deviation and variation coefficient.
Further, the method comprises the following steps: according to the operation procedure in S2, the modified compressive strength test is carried out in 10 groups of 6 test pieces each and 60 test pieces.
Further, the method comprises the following steps: according to the operation step in S2, the components of the modified formula are 3, and the iron tailings (w 1 ) Cement (w) 2 ) Raw soil (w) 3 )。
Further, the method comprises the following steps: according to the operation steps in S2,
iron tailings numbered WK1 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The proportion is 0.3:0.05:0.65;
iron tailings numbered WK2 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.1:0.25:0.65;
iron tailings numbered WK3 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.1:0.05:0.85;
iron tailings numbered WK4 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.2:0.15:0.65;
iron tailings numbered WK5 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.1:0.15:0.75;
iron tailings No. WK6 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.2:0.05:0.75;
iron tailings numbered WK7 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.23:0.08:0.68;
iron tailings numbered WK8 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.13:0.18:0.68;
iron tailings numbered WK9 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.13:0.08:0.78;
iron tailings numbered WK10 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The proportion is 0.17:0.12:0.72.
further, the method comprises the following steps: according to the operation step in S3, in order to obtain the optimal proportion of each component under the condition of large compressive strength and peak displacement of the test piece, the iron tailing sand (X 1 ) Cement (X) 2) Raw soil (X) 3) Coding as dependent variable, compressive strength Y 1 Peak displacement Y 2 As target variables, scheffe polynomials are used.
Further, the method comprises the following steps: according to the operation steps in S3,
s301, influencing factor X i (i=1, 2,3, etc.) is divided into n pitches, i.e. step sizes, in the range of values, and the pitches may be equal or unequal. Thereby obtaining T combining schemes;
s302, substituting the T factor combinations into the statistical model to obtain theoretical target values Y under each group of combination schemes, and then according to the testResults, etc., define a target value range Y 1 -Y 2 So that Y 1 <Y<Y 2 At Y 1 -Y 2 Counting the total number k of Y, the horizontal number of each factor and the total frequency of each horizontal number in the interval;
s303, calculating Y 1 -Y 2 Frequency weighted average of factor levels in a rangeAnd mean standard deviation->Determining a statistical test level, and solving a combination of predicted values of the levels of all factors according to the confidence level of the proposed test level in 1-alpha, wherein each combination of the predicted values is a limiting range of the levels of all factors;
s304, obtaining X according to the method i The range of (2) is a reasonable formula range.
The invention provides a modified raw soil material formula utilizing cement and iron tailings, which has the following beneficial effects: according to the formula of the modified raw soil material utilizing cement and iron tailings, a large amount of hydrated calcium silicate gel and other products are produced by cement hydration, the iron tailings and plain soil are well coagulated together by the gel, the loose state of soil body and iron tailings sand is stabilized, meanwhile, redundant gaps among soil particles in a test piece and between the soil particles and the iron tailings sand are filled by the gel, the compactness of the test piece is improved, and the capability of the test piece for resisting external force is improved.
Drawings
FIG. 1 is a schematic diagram of a compressive test failure process of a modified raw soil material formula plain soil test piece utilizing cement and iron tailings;
FIG. 2 is a stress-strain diagram of a plain soil test piece of a modified raw soil material formulation utilizing cement and iron tailings in accordance with the present invention;
FIG. 3 (a) is a schematic diagram of a modified raw soil material formulation cement and iron tailings modified raw soil test confinement region utilizing cement and iron tailings in accordance with the present invention;
FIG. 3 (b) is a schematic diagram of a modified raw soil material axial point spread single shape design test point utilizing cement and iron tailings according to the present invention;
FIG. 4 is a schematic diagram of a test procedure for a modified raw soil material formulation modification test piece using cement and iron tailings according to the present invention;
fig. 5 (a) -5 (j) are schematic diagrams of stress strain diagrams of modified test pieces of modified raw soil material formulas WK1-WK10 using cement and iron tailings.
Detailed Description
The present invention will be further described in detail with reference to specific embodiments in order to make the objects, technical solutions and advantages of the present invention more apparent.
The invention provides a technical scheme that:
example 1: referring to fig. 1-5, a modified raw soil material formulation using cement and iron tailings comprises the following raw materials in percentage: the reasonable blending amount of the iron tailing sand is 12.1-13.5%, the reasonable blending amount of cement is 16.1-19.1% and the reasonable blending amount of raw soil is 68.2-69.9%.
Specifically, before the component test of the iron tailing sand, grinding and sieving the iron tailing sand by a grinder to prepare iron tailing powder, and obtaining specific components and proportions by an X-ray diffraction pattern, wherein the specific components of the iron tailing sand are silicon dioxide, aluminum oxide, sodium oxide, magnesium oxide, phosphorus pentoxide, potassium oxide, calcium oxide, titanium oxide, manganese oxide, ferric oxide and other substances, and the proportion of the specific components of the iron tailing sand is 65.58:9.25:1.59:3.34:0.21:3.1:2.95:0.12:0.25:7.59:5.40.
specifically, the strength of the cement is 42.5MPa, and tap water is adopted for mixing.
A screening method of a modified raw soil material formula by utilizing cement and iron tailings comprises the following steps:
s1, testing plain soil, then carrying out multiple groups of compression tests, and carrying out list analysis on the compression test results.
S2, carrying out a modified compressive strength test, then carrying out a plurality of groups of compressive tests, and carrying out list analysis on the results of the compressive tests.
S3, the optimal formula is preferably obtained by doping the modified raw soil formula of the cement and the iron tailings under the frequency domain analysis method.
Specifically, the method comprises the following steps: according to the operation steps in S1, the compression test results comprise cracking load, peak displacement, compression strength, average value, standard deviation and variation coefficient.
Specifically, the method comprises the following steps: according to the procedure in S2, a total of 10 groups of 6 test pieces each and a total of 60 test pieces were tested for the modified compressive strength.
Specifically, the method comprises the following steps: according to the operation step in S2, the modified formula has 3 components, iron tailings (w 1 ) Cement (w) 2 ) Raw soil (w) 3 )。
Specifically, the method comprises the following steps: according to the operation steps in S2,
iron tailings numbered WK1 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The proportion is 0.3:0.05:0.65;
iron tailings numbered WK2 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.1:0.25:0.65;
iron tailings numbered WK3 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.1:0.05:0.85;
iron tailings numbered WK4 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.2:0.15:0.65;
iron tailings numbered WK5 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.1:0.15:0.75;
iron tailings No. WK6 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.2:0.05:0.75;
iron tailings numbered WK7 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.23:0.08:0.68;
iron tailings numbered WK8 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.13:0.18:0.68;
iron tailings numbered WK9 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) Ratio ofExamples are 0.13:0.08:0.78;
iron tailings numbered WK10 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The proportion is 0.17:0.12:0.72.
specifically, the method comprises the following steps: according to the operation steps in S3, in order to obtain the optimal proportion of each component under the condition of larger compressive strength and peak displacement of the test piece, iron tailing sand (X 1 ) Cement (X) 2 ) Raw soil (X) 3 ) Coding as dependent variable, compressive strength Y 1 Peak displacement Y 2 As target variables, scheffe polynomials are used.
Specifically, the method comprises the following steps: according to the operation steps in S3,
s301, influencing factor X i (i=1, 2,3, etc.) is divided into n pitches, i.e. step sizes, in the range of values, and the pitches may be equal or unequal. Thereby obtaining T combining schemes;
s302, substituting T factor combinations into a statistical model to obtain theoretical target values Y under each group of combination schemes, and limiting a target value range Y according to the requirements of test results and the like 1 -Y 2 So that Y 1 <Y<Y 2 At Y 1 -Y 2 Counting the total number k of Y, the horizontal number of each factor and the total frequency of each horizontal number in the interval;
s303, calculating Y 1 -Y 2 Frequency weighted average of factor levels in a rangeAnd mean standard deviation->Determining a statistical test level, and solving a combination of predicted values of the levels of all factors according to the confidence level of the proposed test level in 1-alpha, wherein each combination of the predicted values is a limiting range of the levels of all factors;
s304, obtaining X according to the method i The range of (2) is a reasonable formula range.
Example 2, please refer to fig. 1-5:
1. test raw materials
1.1 raw soil Material
The soil sample used in the test is loess of Changan district of Xishan, shaanxi, the optimal water content of the loess is 18.2%, the maximum dry density is 2.04g/cm < 3 >, the plastic limit is 15%, the liquid limit is 26% and the plasticity index is 11 according to the geotechnical test method standard [23] GBT 50123-1999.
1.2 iron tailings
The iron tailings used in the test are mainly from the Shanxi Shaoshan tussah Zhenjingzhen ditch mining industry in Luohou county of Shanxi province, the ore sample is softer, the main mineral composition is quartz, hematite, albite and magnesium corner amphibole, the workability, the strength and the durability of the materials after the iron tailings are added are effectively ensured, the iron tailings are ground and sieved by a grinder before the test, the iron tailings powder is prepared, and the components of the iron tailings are shown in the table 1 through an X-ray diffraction pattern:
TABLE 1 iron tailings main ingredient list
1.3 Cement
Cement adopts Qinling mountain shield solid, strength is 42.5MPa, mixing water adopts tap water, and a plain soil test piece is 2
2.1 compression test phenomenon
For plain soil test pieces, the load is loaded to 70% of the peak load, cracks firstly appear and are all located at the corners of the top surface of the test piece, the cracks at the corners of the test piece are expanded downwards along with the continuous increase of the load to form oblique cracks, the cracks are in an upper-wide and lower-narrow state, a plurality of branched fine cracks appear around the oblique cracks and extend towards different directions, along with the continuous expansion of the test piece cracks, earth among the cracks gradually fall off, main cracks at the top of the test piece, middle cracks and lower cracks are mutually communicated to finally form 2-3 main cracks, the main cracks enable the test piece to completely lose bearing capacity, the test piece is divided by the cracks, the epidermis of the test piece is broken, the bearing capacity is lost finally, the broken form of the test piece can be observed to be an hourglass shape when the soil blocks falling around the test piece are peeled off, and the test process is shown in fig. 1.
2.2 compression test results
Table 2 results of compressive strength test of plain soil test pieces
From table 2, it can be calculated that the peak load average value of the plain soil cube test piece compression test is 17.5KN, the peak displacement average value is 3.62mm, the compression strength average value is 1.75mpa, the coefficient of variation of 10 groups of data is 0.19, the test result is more stable, and according to the test strength result, the cohesive force characteristics between plain soil material structures are weaker, the internal skeleton and structure stability of soil material are not obvious, and the material strength is poor.
2.3 compression test load Displacement Curve
Referring to the stress strain diagram of the plain soil test piece in fig. 2, a 10-group plain soil cube compression test load-displacement curve shows stronger commonality, the curve can be divided into 4 stages, the first stage occurs in the initial stage of test loading and is a curve ascending section, the curve relative displacement axis shows the characteristic of a concave function, the reverse bending point and the inflection point of a raw soil material in the stage occur all caused by compression of soil particles when the material is loaded, the second stage occurs in the middle stage of test loading and is a curve ascending section, the stress of the soil material is assumed to show elastic properties, the third stage is an elastoplasticity stage of the material, the elastoplasticity of the material is obvious, the curvature of a P-delta curve relative displacement axis is small, the fourth stage is a material bearing capacity losing stage, the test piece is completely crushed, the P-delta curve relative displacement axis shows the characteristic of a convex function, the tangent slope of the P-delta curve is gentle, the rigidity degradation is slow, and the inside of the material shows more residual stress.
3. Raw soil, iron tailings and cement
3.1
The iron tailing sand can effectively replace the traditional fine aggregate, the chemical composition is basically the same as that of the fly ash, the mineral composition of the iron tailing sand is rich, the mineral composition in the raw soil base material can be obviously improved, the gelation property of the material can be effectively improved after the iron tailing sand is hydrated with cement and raw soil, the porosity of the material is reduced, the strength of the raw soil material is increased, the test proportion table is shown in the following table, 10 groups of 6 test pieces are provided, and 60 test pieces are provided.
The modified formulation has 3 components, iron tailings (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) According to the prior reference data, the iron tailings are mixed to be not less than 10%, and cement is mixed to be not less than 5% in the test; raw soil is taken as a main material, and the limit conditions for the formula are as follows:
w 1 +w 2 +w 3 ＝1，w 1 ≥0.1，w 2 ≥0.05，w 3 ≥0.65，
the limiting area is shown in fig. 3, the test adopts an axial point expansion -shaped lattice design of 10 design points, wherein 4 points are in a single shape, the information ratio of different types of points is 3:3:4, the test points of the test design are shown in fig. 3, 10 design points are all 10 formulas, 7 test pieces of each formula are all 70 test pieces, and the blending proportion of doped sand and stones is shown in table 3:
TABLE 3 design scheme of axial point spread single-shape lattice for limiting component lower bound of cement and iron tailing sand re-doping modified raw soil test
3.2 compression test phenomenon
The modified test piece is basically similar to the compression test phenomenon of the plain soil test piece, cracks of the modified test piece are mostly generated at the corners of the test piece and the stressed weak surfaces in the middle of the test piece in the test process, and along with the progress of the test, the tiny cracks which are firstly generated are gradually expanded and extended towards the vertical direction or the oblique direction, wherein most of the cracks are mainly developed towards the vertical direction, the width of the cracks is gradually increased along with the progress of the test, a plurality of tiny oblique cracks are generated around the main cracks when the cracks are expanded and extended towards the upper end or the lower end of the test piece, tiny broken soil peel drops continuously at the contact positions of the upper end and the lower end of the test piece and the bearing plate, meanwhile, a plurality of tiny cracks are respectively formed at the upper end part and the lower end part, wherein 2-3 tiny cracks are gradually expanded and are intersected and connected with the main cracks to form a plurality of through cracks and divide the test piece into 2-3 soil blocks, a transverse crack phenomenon is generated between two main inclined cracks in each test piece, meanwhile, the whole falling phenomenon is generated on the edges of each test piece and the large soil body divided by the cracks in the middle part of each test piece, the test piece is finally damaged, the soil blocks falling off from the surface of the test piece are stripped, the texture of the test piece is found to be harder than that of a plain soil test piece, the damage presents an 'hourglass shape', the test process is shown in figure 4,
3.3 compression test results
Test data of the test pieces of the raw soil, the iron tailings sand and the cement blended again under each formulation are plotted in table 3, wherein the compressive strength is calculated according to formula 3.1,
wherein: p is compressive strength, MPa; f is the maximum load which can be borne by the test piece, namely peak load, KN; a is the cross-sectional area of the test piece, mm 2 ，
TABLE 4WK1 test data
TABLE 5WK2 test data
TABLE 6WK3 test data
TABLE 7WK4 test data
Table 8WK5 test data
Table 9WK6 test data
Table 10WK7 test data
Table 11WK8 test data
Table 12WK9 test data
TABLE 13 WK10 test data
Except for WK1 and WK3, the average compressive strength of the iron tailing sand and cement modified raw soil test pieces of each group is obviously higher than that of the plain soil test piece and is 1.05-5.62 times of that of the plain soil test piece.
Analysis of WK3, WK6 and WK1 shows that when the cement content is 5%, the iron tailing sand content is respectively increased from 10%, 20% and 30% in sequence, the average compressive strength of the iron tailing sand and cement composite doped modified raw soil test piece is 1.35MPa, 1.77MPa and 1.13MPa, the development trend of the compressive strength is shown as increasing firstly and then decreasing, analysis of WK9 and WK7 shows that when the cement content is 8%, the iron tailing sand content is 13% and 23%, the compressive strength of the modified test piece is respectively 2.62MPa and 3.71MPa, the compressive strength shows an increasing trend, and the results show that: when the cement content is unchanged, when the iron tailing sand content is less than 20%, the average compressive strength of the iron tailing sand and cement modified raw soil test piece is increased along with the increase of the iron tailing sand content as a whole, as shown in table 3, the compressive strength of WK3 and WK1 is lower than that of plain soil, because the cement content of WK3 and WK1 is 5%, the cement content is lower, when the iron tailing sand content in WK3 is 10%, the iron tailing sand content is too little to fully fill the gaps among test piece soil grains, the action of the iron tailing sand serving as aggregate cannot be fully embodied, and when the iron tailing sand content in WK1 is 30%, the specific surface area of iron tailing particles is increased, so that the contact area of the soil particles and the iron tailing particles is increased, the stress thin surfaces on the contact surfaces of two anisotropic materials are increased, larger stress concentration occurs between the contact surfaces, cracks are easy to occur between the contact surfaces, and further the test piece is easy to break due to the fact that the through cracks occur, and the strength of the WK1 and the WK3 is lower than that of the plain compressive test piece.
Analysis of WK2, WK3, WK5, WK4, WK6 or WK8 and WK9 shows that when the iron tailing sand is mixed unchanged, the compressive strength of the test piece is increased along with the increase of cement mixing, and the analysis is caused by that cement is hydrated to generate a large amount of hydrated calcium silicate gel and other products, the gel well coagulates the iron tailings and plain soil together, so that the loose state of the soil body and the iron tailing sand is stabilized, meanwhile, the gel fills redundant gaps among soil particles in the test piece and among the soil particles and the iron tailing sand, the compactness of the test piece is increased, and the capability of the test piece for resisting external force is improved.
3.4 compression test load Displacement Curve
The stress-strain curve graphs of plain soil and iron tailing sand and cement modified raw soil materials under various formulas are drawn by taking the X axis as strain and the Y axis as stress, and are shown in figure 5, wherein the cross section area of a test piece is assumed to be unchanged in the test process, the stress of each test piece is approximately calculated according to the formula 3.1, and the strain is calculated according to the formula 3.1
Equation 3.2.
As can be seen from fig. 5, the stress-strain curves of the plain soil and the modified raw soil materials under each set of formulations are substantially similar, and it can be found that the stress-strain curves consist of a stress rising section curve and a stress falling section curve.
As can be seen from analysis of the ascending section of the stress-strain curve, the curve is mainly divided into three sections, namely a concave section, a straight line section and an upward convex section, so that the modified test piece is subjected to three processes when being uniaxially pressed, the concave section curve represents the compression stage of the test piece, the curve is relatively gentle and small in slope, the increasing speed of stress in the test process is smaller than that of strain, the curve is represented by concave function characteristics, the analysis is because a small number of gaps possibly exist between the test piece and the upper and lower bearing plates of the instrument at the beginning of the test, spaces such as gaps exist between the test piece and the inside of the test piece, the gaps are compressed along with the test, deformation is mainly compression deformation, the deformation increment is larger than the pressure increment, no crack is generated in the test piece due to small stress, the existing microcrack is not obviously expanded, the straight line section represents the elastic stress stage, the curve is similar to a straight line, the slope of the curve is larger, the increasing amount of displacement in the compression process of the test piece is smaller than the increasing amount of pressure, the analysis is because as the gap of the test piece is gradually reduced, the compactness of the test piece is increased, under the action of pressure, the moving range of each component of the test piece is reduced, the mechanical properties of soil particles, iron tailing sand and cement crystals begin to play a leading role, the effect of jointly resisting external force is enhanced, the load increasing speed is larger than the increasing speed of displacement, the test piece is compressed and deformed mainly by elastic deformation, mainly from the deformation of the soil particles, the iron tailing sand and hydrated calcium silicate gel, the microcracks in the test piece are obviously expanded to the outer surface due to larger stress, the upper convex section represents a non-elastic stress stage, the slope of the curve is continuously reduced, the stress increasing speed is increased, the curve presents convex function characteristics, the action time of the stage is shorter, the analysis reasons are that cracks in the test piece are clustered in the stage, the cracks are mutually staggered and communicated, the action of external load cannot be continuously born after the load peak point is reached, and the test piece is nearly destroyed.
The curve at the stage is a lower convex section which represents the compression damage stage of the test piece, when the stress of the test piece reaches the peak stress, the load cannot be continuously born, the stress gradually decreases along with the increase of the strain, brittle failure is shown, a plurality of through cracks appear on the test piece at the stage, the cracks divide the test piece into a plurality of parts, each part is separated into a plurality of independent soil bodies by the cracks, but the load can still be born, and the independent soil bodies collapse and collapse along with the test, so that the test piece loses the bearing capacity finally.
By analyzing fig. 5, it can be obtained from stress-strain curves of WK3, WK6 and WK1, when cement blending is 5%, iron tailing sand blending is 10%, 20% and 30%, slopes of 3 groups of test pieces show a trend of increasing first and then decreasing second, wherein the slopes of the stress-strain curves of the WK1 are minimum, 6 curves of the WK3 are closely arranged, peak stress is mainly concentrated at about 1.4MPa, peak strain is mainly concentrated at about 0.04, it is indicated that the compression resistance dispersion degree of the six groups of test pieces of the WK3 is small, the stress-strain curves of the WK1 and the WK6 are arranged sparsely, and from the stress-strain curves of 2 groups of test pieces, peak stress and peak strain fluctuation of each curve are large, which indicates that the dispersion degree of the compression resistance of the two groups of test pieces of the WK1 and the WK6 is large, and the above phenomena indicate that: when the cement blending is unchanged, the discreteness of the modified material increases along with the improvement of the blending of the iron tailing sand, which is consistent with the results obtained by the 3.2.2 section compressive strength and discreteness analysis.
The stress-strain curves of the WK3, the WK5 and the WK2 can be obtained, when the iron tailing sand blending is 10%, and the cement blending is 5%, 15% and 25%, the slope and peak stress of each group of stress-strain curves are increased along with the increase, wherein the increase amplitude of the WK2 is maximum, the peak strain under the effect of the peak stress of the three groups of test pieces of the WK3, the WK5 and the WK2 is concentrated at about 0.04, the effect of the increase of the cement blending on the peak strain of the modified raw soil material is smaller, the arrangement of the two groups of stress-strain curves of the WK5 and the WK2 is sparse compared with the WK3, the sparseness is changed from small to large, the compression resistance discrete degree of the iron tailing sand and the cement modified raw soil material is increased along with the increase of the cement blending, the effect of the strength and the discreteness of the cement blending material is obviously influenced when the iron tailing sand blending is unchanged, the strength and the discreteness of the cement blending material is increased along with the increase of the discreteness of the modified raw soil material, and the compression resistance is analyzed to be consistent.
The compression test result shows that the compression strength of the modified test piece is 1.77-9.50 MPa, 1.05-5.62 times of the compression strength of the plain soil test piece, the peak displacement is 3.38-4.12 mm, 1.06-1.29 times of the displacement of the plain soil test piece, the compression strength and the deformability of the modified test piece are generally higher than those of the plain soil test piece, and the iron tailing sand can replace sand to be used as a raw soil modified material.
4. Modified raw soil formula doped with cement and iron tailings under frequency domain analysis method
4.1 establishment of statistical model
The components studied in the test are iron tailings, cement and raw soil, and in order to obtain the optimal proportion of each component under the conditions of larger compressive strength and peak displacement of a test piece, the iron tailings (X 1 ) Cement (X) 2) Raw soil (X) 3) Coding as dependent variable, compressive strength Y 1 Peak displacement Y 2 For the target variables, scheff polynomials are used as shown in Table 3 below.
Table 14 test data for modified raw soil test pieces incorporating iron tailings sand and cement
Statistical regression analysis is firstly carried out on the test data in the table 3 by using Design Expert software, and then relational expressions among the compressive strength, the peak value displacement and the coding of each component are respectively established, wherein the regression equations are shown in the formulas 3.1 and 3.2.
Wherein the correlation coefficient R 2 =0.9995, showing that the model can be well fit to the proportional relationship between the strength of the modified raw soil material and the formulas of the iron tailing sand, the cement and the raw soil.
Y 2 ＝2.68X 1 +4.09X 2 +3.33X 3 (3.2)
Wherein the correlation coefficient R 2 0.9597, it shows that the model can fit the ratio of the peak displacement of the modified raw soil material to the formulas of iron tailing sand, cement and raw soil.
4.2 optimal ratio selection
In order to obtain reasonable formulas of iron tailing sand, cement and raw soil, a frequency analysis method is selected according to a 3.1 and 3.2 statistical model to obtain reasonable ranges of each admixture, and the frequency analysis method determines production factor combinations of all target variables according to a method of combining weighted average again according to the theory of frequency analysis [82,83] The specific operation steps of the frequency analysis method are as follows:
a. will influence factor X i (i=1, 2,3, etc.) dividing the range of values into n intervals, namely step sizes, wherein the intervals are equal or unequal, so that T combination schemes are obtained;
b. substituting the T factor combinations into the statistical model to obtain theoretical target values Y under each group of combination schemes, and defining a target value range Y according to the requirements of test results and the like 1 -Y 2 So that Y 1 <Y<Y 2 At Y 1 -Y 2 Counting the total number k of Y, the horizontal number of each factor and the total frequency of each horizontal number in the interval;
c. calculation of Y 1 -Y 2 Frequency weighted average of factor levels in a rangeAnd mean standard deviation->Determining a statistical test level, and solving a combination of predicted values of the levels of all factors according to the confidence level of the proposed test level in 1-alpha, wherein each combination of the predicted values is a limiting range of the levels of all factors;
d. x obtained according to the above method i The range of (2) is a reasonable formula range.
Frequency analysis and proportion optimization are carried out on the statistical models 3.1 and 3.2, and X is calculated 1 、X 2 X is X 3 Three factors are divided at equal intervals, the step length is set to be 0.1, so that each factor takes 11 levels in the range of 0-1, and each factor codes X i The conditions met are:each X is i Substituting factor level into statistical model to obtain 66 compression strength, peak displacement and different combination schemes of iron tailing sand, cement and loess dosage, selecting optimal proportion of 66 group proportion by using frequency analysis method, and setting compression strength range of modified test piece between 6MPa-9MPa, namely 6MPa according to analysis of test data<Y 1 <A total of 11 out of 66 combinations were satisfactory at 9MPa and 16.7% of all combined, the correlation frequency analysis is shown in Table 3, and the peak displacement was set to be between 3.5mm and 4.5mm, i.e., 3.5mm<Y 2 <A total of 38 out of 66 protocols, 4.5mm, were satisfactory, accounting for 57% of all protocols, and the relevant frequency analysis is shown in Table 3.
TABLE 15 frequency analysis Table for strength formulation test of iron tailings sand and cement-modified raw soil materials
Table 16 table for frequency analysis of displacement formulation test of iron tailings sand and cement-modified raw soil material
According to 2.12 and X i The mixed ingredients W can be obtained by taking the value in the 95% confidence interval i The study in Table 15 shows that when the mixing amount of the iron tailings is 12.1% -19.5%, the mixing amount of the cement is 13.9% -19.1%, and the mixing amount of the raw soil is 65.5% -69.9%, the compressive strength of the iron tailings and the cement modified raw soil material has a 95% guarantee rate between 6MPa and 9 MPa.
According to 2-12 and X i The mixed ingredients W can be obtained by taking the value in the 95% confidence interval i As shown in Table 16, when the mixing amount of the iron tailings sand is 11.5% -13.5%, the mixing amount of the cement is 16.1% -19.1%, and the mixing amount of the raw soil is 68.2% -71.6%, the peak displacement of the iron tailings sand and the cement-modified raw soil material has a 95% guarantee rate of 3.5 mm-4.5 mm.
In conclusion, the reasonable blending range of the two groups of iron tailing sand, cement and raw soil is intersected, the reasonable blending amount of the iron tailing sand is 12.1% -13.5%, the reasonable blending amount of the cement is 16.1% -19.1%, the reasonable blending amount of the raw soil is 68.2% -69.9%, when the three components are mixed in the range, the compression strength of the iron tailing sand and the cement modified raw soil material is 95% guaranteed rate and is between 6MPa and 9MPa, and the peak displacement is 95% guaranteed rate and is between 3.5mm and 4.5 mm.
Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made therein without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. The modified raw soil material formula utilizing cement and iron tailings is characterized by comprising the following raw materials in percentage: the reasonable blending amount of the iron tailing sand is 12.1-13.5%, the reasonable blending amount of cement is 16.1-19.1% and the reasonable blending amount of raw soil is 68.2-69.9%.
2. The modified raw soil material formula using cement and iron tailings according to claim 1, wherein before the component test of the iron tailings sand, the iron tailings sand is prepared by grinding and sieving the iron tailings sand by a grinder, and specific components and proportions are obtained by an X-ray diffraction pattern, wherein the specific components of the iron tailings sand are silicon dioxide, aluminum oxide, sodium oxide, magnesium oxide, phosphorus pentoxide, potassium oxide, calcium oxide, titanium oxide, manganese oxide, ferric oxide and other substances, and the specific components of the iron tailings sand are 65.58:9.25:1.59:3.34:0.21:3.1:2.95:0.12:0.25:7.59:5.40.
3. the modified raw soil material formula utilizing cement and iron tailings according to claim 1, wherein the strength of the cement is 42.5MPa, and tap water is used for mixing.
4. The screening method of the modified raw soil material formula by using cement and iron tailings is characterized by comprising the following steps:
s1, carrying out a plurality of groups of compression tests on plain soil test pieces, and carrying out list analysis on compression test results;
s2, carrying out a modified compressive strength test, then carrying out a plurality of groups of compressive tests, and carrying out list analysis on the results of the compressive tests;
s3, the optimal formula is preferably obtained by doping the modified raw soil formula of the cement and the iron tailings under the frequency domain analysis method.
5. The method for screening a modified raw soil material formulation using cement and iron tailings according to claim 4, comprising the steps of: according to the operation steps in S1, the compression test results comprise cracking load, peak displacement, compression strength, average value, standard deviation and variation coefficient.
6. The method for screening a modified raw soil material formulation using cement and iron tailings according to claim 4, comprising the steps of: according to the operation procedure in S2, the modified compressive strength test is carried out in 10 groups of 6 test pieces each and 60 test pieces.
7. The method for screening a modified raw soil material formulation using cement and iron tailings according to claim 4, comprising the steps of: according to the operation step in S2, the components of the modified formula are 3, and the iron tailings (w 1 ) Cement (w) 2 ) Raw soil (w) 3 )。
8. The method for screening a modified raw soil material formulation using cement and iron tailings according to claim 4, comprising the steps of: according to the operation steps in S2,
iron tailings numbered WK1 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The proportion is 0.3:0.05:0.65;
iron tailings numbered WK2 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.1:0.25:0.65;
iron tailings numbered WK3 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.1:0.05:0.85;
iron tailings numbered WK4 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.2:0.15:0.65;
iron tailings numbered WK5 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.1:0.15:0.75;
iron tailings No. WK6 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.2:0.05:0.75;
number WK7Iron tailings (w) 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.23:0.08:0.68;
iron tailings numbered WK8 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.13:0.18:0.68;
iron tailings numbered WK9 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The ratio is 0.13:0.08:0.78;
iron tailings numbered WK10 (w 1 ) Cement (w) 2 ) Raw soil (w) 3 ) The proportion is 0.17:0.12:0.72.
9. the method for screening a modified raw soil material formulation using cement and iron tailings according to claim 4, comprising the steps of: according to the operation step in S3, in order to obtain the optimal proportion of each component under the condition of large compressive strength and peak displacement of the test piece, the iron tailing sand (X 1 ) Cement (X) 2 ) Raw soil (X) 3 ) Coding as dependent variable, compressive strength Y 1 Peak displacement Y 2 As target variables, scheffe polynomials are used.
10. The method for screening a modified raw soil material formulation using cement and iron tailings according to claim 4, comprising the steps of: according to the operation steps in S3,
s301, influencing factor X i (i=1, 2,3, etc.) is divided into n pitches, i.e. step sizes, in the range of values, and the pitches may be equal or unequal. Thereby obtaining T combining schemes;
s302, respectively bringing T factor combinations into a statistical model to obtain theoretical target values Y under each group of combination schemes, and then limiting a target value range Y according to the requirements of test results and the like 1 -Y 2 So that Y 1 <Y<Y 2 At Y 1 -Y 2 Counting the total number k of Y, the horizontal number of each factor and the total frequency of each horizontal number in the interval;
s303, calculating Y 1 -Y 2 Levels of factors within a rangeFrequency weighted average of (2)And mean standard deviation->Determining a statistical test level, and solving a combination of predicted values of the levels of all factors according to the confidence level of the proposed test level in 1-alpha, wherein each combination of the predicted values is a limiting range of the levels of all factors;
s304, obtaining X according to the method i The range of (2) is a reasonable formula range.
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