1. The broken brick waste glass aggregate concrete for the expanded pile is characterized by comprising the following raw materials in parts by weight: 902 portions of coarse aggregate, 918 portions of 882 portions of fine aggregate, 223 portions of cement, 233 portions of silica powder, 18.6 to 19.4 portions of fly ash, 68.6 to 71.4 portions of water reducing agent and 194 portions of 186 portions of water; the coarse aggregate consists of 25-75wt% of brick aggregate and 25-75wt% of fine stone; the fine aggregate is composed of 25-75wt% of glass aggregate and 25-75wt% of sand.

2. The broken brick waste glass aggregate concrete according to claim 1, which is characterized by comprising the following raw materials in parts by weight: 929 portions of coarse aggregate 911-containing material, 909 portions of fine aggregate 891-containing material, 230 portions of cement 226-containing material, 18.8-19.2 portions of silica powder, 69.3-70.7 portions of fly ash, 7.02 portions of water reducing agent and 192 portions of water 188-containing material; the coarse aggregate consists of 50-75wt% of brick aggregate and 50-75wt% of fine stone; the fine aggregate is composed of 50-75wt% of glass aggregate and 50-75wt% of sand.

3. The broken brick waste glass aggregate concrete according to claim 1 or 2, which is characterized by comprising the following raw materials in parts by weight: 920 parts of coarse aggregate, 900 parts of fine aggregate, 228 parts of cement, 19 parts of silicon powder, 70 parts of fly ash, 7.02 parts of water reducing agent and 190 parts of water; the coarse aggregate consists of 75wt% of brick aggregate and 25wt% of fine stone; the fine aggregate is composed of 75wt% of glass aggregate and 25wt% of sand.

4. The broken brick waste glass aggregate concrete according to claim 3, wherein the brick aggregate is prepared by crushing and screening clay bricks, and the particle size of the brick aggregate is 1.9-8 mm.

5. The broken brick waste glass aggregate concrete according to claim 4, wherein the glass aggregate is formed by crushing and screening waste glass, and the particle size of the glass aggregate is less than 0.9 mm.

6. The broken brick waste glass aggregate concrete according to claim 5, wherein the cement is P.O42.5 ordinary portland cement; the water reducing agent is a polycarboxylic acid high-efficiency water reducing agent.

7. A method for preparing a broken brick waste glass aggregate concrete according to any one of claims 1 to 6, which comprises the following steps:

(1) weighing brick aggregate, fine stone, glass aggregate, sand, cement, silica powder, fly ash, a water reducing agent and water according to the raw material composition of the broken brick waste glass aggregate concrete of any one of claims 1 to 6;

(2) mixing cement, silicon powder and fly ash to obtain a cementing material, and dividing the cementing material into three parts, namely a first part of cementing material, a second part of cementing material and a third part of cementing material; dividing the water into 3 parts, namely a first part of water, a second part of water and a third part of water;

(3) uniformly mixing the first part of cementing material, the first part of water and brick aggregate to obtain slurry-coated brick aggregate;

(4) uniformly mixing the second part of cementing material, the second part of water and the glass aggregate to obtain a slurry-coated glass aggregate;

(5) and (3) uniformly mixing the mortar-coated brick aggregate obtained in the step (3) and the mortar-coated glass aggregate obtained in the step (4), adding a third cementing material, a third water, fine stone and sand, stirring, adding a water reducing agent, and uniformly mixing to obtain the broken brick waste glass aggregate concrete.

8. The method of claim 7, wherein the brick aggregate is soaked in water for 5-10min before mixing the brick aggregate with the first portion of cementitious material and the first portion of water in step (3).

9. The method according to claim 8, characterized in that the mass ratio of the first part of cementitious material, the second part of cementitious material and the third part of cementitious material is 1:1: 1; the mass ratio of the first part of water to the second part of water to the third part of water is 1:1: 1.

Background

Concrete is a building material with the largest use amount and plays an important role in engineering construction. The strength requirement of the root-retaining and expanding body pile on the expanding body material is relatively low, but a high-fluidity and light-weight material is needed. The commonly used expanding materials at present comprise cement soil, mortar and fine aggregate concrete.

The coarse aggregate for preparing the fine stone concrete generally adopts fine stones, the fine aggregate generally adopts sand, but the fine stones are generally obtained by mountain-opening at present, natural river sand is used as a limited resource, the yield is seriously insufficient, and the environment is seriously damaged by mountain-opening stone-mining and river-digging sand-fetching, so that natural sand cannot be mined in most areas by the environment protection strategy at the present stage, and therefore, a new coarse aggregate and a new fine aggregate are needed to be searched for to supplement the natural sand, so that the market demand is met.

Broken bricks and waste glass are non-degradable garbage wastes generated in building demolition and daily life, and have a large proportion. Therefore, the concrete expanding material can be applied to concrete and made into a novel concrete expanding material meeting the requirement of the expanding pile.

The existing expanding material has the following defects:

(1) the cement soil has low strength, is easy to damage and is not beneficial to exerting the bearing capacity.

(2) Mortar tends to shrink, and the shrinkage may also reduce the load-bearing capacity of the pile.

(3) The fine aggregate concrete has relatively high strength, and the coarse aggregate is relatively heavy and the integral volume weight is relatively high, so that the resistance of the core pile during pouring is increased during construction.

(4) The treatment of broken bricks and waste glass is troublesome and the cost is high.

(5) The existing preparation of the expanded fine aggregate concrete is not beneficial to the environmental protection and sustainable development of building materials.

Therefore, a high-fluidity and light-weight concrete prepared from broken bricks and waste glass is needed.

Disclosure of Invention

Aiming at the problems and the defects in the prior art, the invention aims to provide broken brick waste glass aggregate concrete for an expanded pile and a preparation method thereof.

Based on the purpose, the invention adopts the following technical scheme:

in a first aspect, the invention provides broken brick waste glass aggregate concrete for an expanded pile, which is composed of the following raw materials in parts by weight: 902 portions of coarse aggregate, 918 portions of 882 portions of fine aggregate, 223 portions of cement, 233 portions of silica powder, 18.6 to 19.4 portions of fly ash, 68.6 to 71.4 portions of water reducing agent and 194 portions of 186 portions of water; the coarse aggregate consists of 25-75wt% of brick aggregate and 25-75wt% of fine stone; the fine aggregate is composed of 25-75wt% of glass aggregate and 25-75wt% of sand.

According to the broken brick waste glass aggregate concrete, preferably, the broken brick waste glass aggregate concrete is prepared from the following raw materials in parts by weight: 929 portions of coarse aggregate 911-containing material, 909 portions of fine aggregate 891-containing material, 230 portions of cement 226-containing material, 18.8-19.2 portions of silica powder, 69.3-70.7 portions of fly ash, 7.02 portions of water reducing agent and 192 portions of water 188-containing material; the coarse aggregate consists of 50-75wt% of brick aggregate and 50-75wt% of fine stone; the fine aggregate is composed of 50-75wt% of glass aggregate and 50-75wt% of sand.

According to the broken brick waste glass aggregate concrete, preferably, the broken brick waste glass aggregate concrete is prepared from the following raw materials in parts by weight: 920 parts of coarse aggregate, 900 parts of fine aggregate, 228 parts of cement, 19 parts of silicon powder, 70 parts of fly ash, 7.02 parts of water reducing agent and 190 parts of water; the coarse aggregate consists of 75wt% of brick aggregate and 25wt% of fine stone; the fine aggregate is composed of 75wt% of glass aggregate and 25wt% of sand.

According to the broken brick waste glass aggregate concrete, preferably, the brick aggregate is prepared by crushing and screening clay bricks, and the particle size of the brick aggregate is 1.9-8 mm.

According to the broken brick waste glass aggregate concrete, preferably, the glass aggregate is formed by crushing and screening waste glass, and the particle size of the glass aggregate is less than 0.9 mm.

Preferably, the cement is P.O42.5 ordinary portland cement; the water reducing agent is a polycarboxylic acid high-efficiency water reducing agent.

According to the broken brick waste glass aggregate concrete, preferably, the preparation method of the brick aggregate comprises the following steps: the red clay brick is crushed by a crusher, the drying interval is 8mm, then the red clay brick is sieved by a sieve with 10 meshes, brick slag with the particle size of less than 1.9mm is sieved, and broken bricks with the particle size of 1.9-8 mm are left to serve as brick aggregates.

According to the broken brick waste glass aggregate concrete, preferably, the preparation method of the glass aggregate comprises the following steps: crushing the waste glass crusher, and screening by using a sieve with 20-mesh sieve pore diameter to obtain glass slag with the particle size of less than 0.9mm as glass aggregate.

In a second aspect, the invention provides a preparation method of the broken brick waste glass aggregate concrete, which comprises the following steps:

(1) weighing brick aggregate, fine stone, glass aggregate, sand, cement, silica powder, fly ash, a water reducing agent and water according to the raw material composition of the broken brick waste glass aggregate concrete;

(2) mixing cement, silicon powder and fly ash to obtain a cementing material, and dividing the cementing material into three parts, namely a first part of cementing material, a second part of cementing material and a third part of cementing material; dividing the water into 3 parts, namely a first part of water, a second part of water and a third part of water;

(3) uniformly mixing the first part of cementing material, the first part of water and brick aggregate to obtain slurry-coated brick aggregate;

(4) uniformly mixing the second part of cementing material, the second part of water and the glass aggregate to obtain a slurry-coated glass aggregate;

(5) and (3) uniformly mixing the mortar-coated brick aggregate obtained in the step (3) and the mortar-coated glass aggregate obtained in the step (4), adding a third cementing material, a third water, fine stone and sand, stirring, adding a water reducing agent, and uniformly mixing to obtain the broken brick waste glass aggregate concrete.

According to the above preparation method, preferably, the brick aggregate is soaked in water for 5-10min before mixing the brick aggregate with the first part of the binding material and the first part of water in the step (3); more preferably, the brick aggregate is immersed in water for 5 min.

According to the preparation method, the mass ratio of the first part of cementing material, the second part of cementing material and the third part of cementing material is preferably 1:1: 1; the mass ratio of the first part of water to the second part of water to the third part of water is 1:1: 1.

Compared with the prior art, the invention has the following positive beneficial effects:

(1) the broken bricks and the waste glass are used as raw materials for preparing the concrete, the broken bricks and the waste glass are crushed and screened to obtain brick aggregate and glass aggregate, the brick aggregate and the fine stone form coarse aggregate, and the glass aggregate and the sand form fine aggregate.

(2) Before the brick aggregate is used, the brick aggregate is soaked for 5min, so that the problem of high water absorption of the brick aggregate can be effectively solved, and the soaked brick aggregate can generate a water separation phenomenon in the subsequent stirring process, so that the water consumption of concrete is indirectly increased.

(3) The brick aggregate and the glass aggregate are mixed with the mixture of the cement, the silicon powder and the fly ash before being mixed with other raw materials, and are subjected to slurry coating treatment, and the brick aggregate and the glass aggregate after the slurry coating treatment can enable the cementing material to fill pores on the surfaces of the brick aggregate and the glass aggregate, so that the strength of the concrete material is increased.

(4) The waste bricks used for preparing the brick aggregate contain a large amount of aluminides, the aluminides can inhibit alkali silicate reaction of glass, so that fine cracks are inhibited, meanwhile, the addition of silica powder can also inhibit silicate reaction, and silicate glass can react with cement to generate C-S-H gelation under a certain mixing amount, so that the strength of the aggregate is increased, the strength of the broken brick waste glass aggregate concrete material can be improved, and the using amount of the cement is saved.

(5) The single-formula cost of the broken brick waste glass aggregate concrete for the expanded pile prepared by the invention is lower than that of the traditional C15 fine aggregate concrete, the engineering cost can be greatly reduced, the damage to the ecological environment can be reduced, the pressure of building waste treatment is relieved, and natural resources are saved.

Drawings

FIG. 1 is a flow trend chart of different brick aggregate substitution rates, glass aggregate substitution rates, water-cement ratios and silica fume mixing amounts in example 2 of the present invention;

FIG. 2 is a schematic view of the brick aggregate after coating with the slurry according to the present invention;

FIG. 3 is a graph showing the trend of the compressive strength of the steel sheet according to the present invention in example 2; wherein, (a) is the influence of the brick aggregate substitution rate on the compressive strength, (b) is the influence of the glass aggregate substitution rate on the compressive strength, (c) is the influence of the water cement ratio on the compressive strength, and (d) is the influence of the silica fume mixing amount on the compressive strength;

FIG. 4 is a graph showing the tendency of flexural strength under different brick aggregate substitution rates, glass aggregate substitution rates, water-to-cement ratios and silica fume mixing amounts in example 2 of the present invention;

FIG. 5 is a graph showing the trend of apparent density of bricks with different substitution rates of aggregate, glass aggregate, water-cement ratio and silica fume in example 2 of the present invention.

Detailed Description

The present invention will be described in further detail with reference to specific examples, but the scope of the present invention is not limited thereto.

Example 1:

the broken brick waste glass aggregate concrete for the expanded pile is prepared from the following raw materials: coarse aggregate, fine aggregate, cement, silica powder, fly ash, a water reducing agent and water; the coarse aggregate consists of brick aggregate and fine stone; the fine aggregate is composed of glass aggregate and sand. The brick aggregate is prepared by the following method: crushing red clay bricks by a small hammer crusher 200-300 type, wherein the drying interval is 8mm, screening by a 10-mesh screen, screening out the particles with the particle size of less than 1.9mm, and leaving the crushed bricks with the particle size of 1.9-8 mm as brick aggregates; the preparation method of the glass aggregate comprises the following steps: crushing the glass by a 200-300 type small hammer crusher, selecting a sieve with 20-mesh sieve pore diameter for sieving, and crushing the rest of large-particle-size glass by a ball mill with the model of SM phi 500 multiplied by 500mm for 7 minutes to obtain glass aggregate with the particle size of less than 0.9 mm.

A preparation method of broken brick waste glass aggregate concrete for an expanded pile comprises the following steps:

(1) weighing brick aggregate, fine stone, glass aggregate, sand, cement, silica powder, fly ash, a water reducing agent and water according to the raw material composition of the broken brick waste glass;

(2) mixing cement, silicon powder and fly ash to obtain a cementing material; equally dividing the cementing material into three parts, namely a first part of cementing material, a second part of cementing material and a third part of cementing material; dividing the water into 3 parts, namely a first part of water, a second part of water and a third part of water;

(3) soaking the weighed brick aggregate in water for 5min, taking out, and then uniformly mixing the brick aggregate soaked in water with a first part of cementing material and a first part of water to obtain slurry-coated brick aggregate;

(4) uniformly mixing the second part of cementing material, the second part of water and the glass aggregate to obtain a slurry-coated glass aggregate;

(5) and (3) stirring and uniformly mixing the slurry-coated brick aggregate obtained in the step (3) and the slurry-coated glass aggregate obtained in the step (4) for 120 seconds, adding a third cementing material, a third water, fine stone and sand, stirring, adding a high-efficiency water reducing agent of poly-antelope acid, and uniformly mixing to obtain the broken brick waste glass aggregate concrete.

Wherein the cement is P.O42.5 ordinary portland cement; the water reducing agent is a polycarboxylic acid high-efficiency water reducing agent.

Example 2: orthogonal experiment of mix proportion of broken brick waste glass aggregate concrete

In order to research the influence of the brick aggregate content in the coarse aggregate, the glass aggregate content in the fine aggregate, the water-cement ratio and the silica fume mixing amount on the concrete performance, an orthogonal test is designed according to the raw material composition in the example 1, the broken brick waste glass aggregate concrete is prepared according to the preparation method in the example 1, the performance of the concrete is detected, and the specific design steps and results are shown as follows.

The design process of the mixing ratio of the broken brick waste glass aggregate concrete is as follows: selecting a brick aggregate substitution rate (A), a glass aggregate substitution rate (B), a water-cement ratio (C) and a silica fume mixing amount (D) as influencing factors in a mixing ratio experiment, wherein the brick aggregate substitution rate (A) is the mass percentage of brick aggregates in coarse aggregates; the glass aggregate substitution rate (B) is the mass percentage of the glass aggregate in the fine aggregate; the water-cement ratio (C) is the weight of water in the concrete formula/the weight of the cementing material, and the weight of the cementing material is the sum of the weight of cement, the weight of silicon powder and the weight of fly ash; the silica fume mixing amount (D) is the weight of silica fume/(the weight of cement and the weight of fly ash); 4 levels were selected for each factor as shown in table 1.

TABLE 1 brick aggregate, glass aggregate expanded material orthogonal test factor and level

TABLE 2 design of orthogonal test mix proportion (kg/m) of brick aggregate and glass aggregate expanded material³)

The values of the other material usage are as follows: 190kg of single water and 0.116kg of water reducing agent are taken as single water. According to the orthogonal test method, using L₁₆(5⁴) Four-factor four-level orthogonal tables are designed, and 16 different sets of mix proportion designs are obtained. The single dose of concrete per group is shown in table 2.

According to the preparation method of the broken brick waste glass aggregate concrete for the expanded pile in the embodiment 1, the concrete is prepared by mixing according to the single dosage of the concrete in each group in the table 2, the performance of the obtained concrete of each group is tested, the slump and the apparent density of the mixture of each group are mainly measured, and the compression strength and the folding strength of 9 cube test blocks with the side length of 100mm and 3 cuboid test blocks (7d, 14d and 28d) with the side length of 100mm and 3 cuboid test blocks with the side length of 100mm and 400mm poured in each group are mainly measured, and the test results are shown in the table 3.

TABLE 3 results of orthogonal experiments

According to the orthogonal test result, the performance of the broken brick waste glass aggregate concrete for the expanded pile is analyzed, and the method specifically comprises the following steps:

(I) fluidity analysis

As can be seen from Table 3, the optimum mixing amount of the fluidity of the concrete was 75wt% of the brick aggregate substitution rate, 75wt% of the glass aggregate substitution rate, 0.6 of the water-cement ratio and 2% of the silica fume mixing amount, and the slump reached 252mm, when the orthogonal experiment was performed using the reference mixing ratio. At a proper substitution rate, the fluidity of the concrete consisting of broken bricks and waste glass can be close to or exceed that of natural fine-stone concrete. The concrete consisting of broken bricks and waste glass has the fluidity which can meet the design requirements of the root-fixing pile body-expanding material. The reason for the highest flowability in the orthogonal design of A3B3C1D2 is mainly due to the transition zone of each material at different loadings, which is the optimum substitution rate for both brick and glass aggregates when they reach 75 wt%. The reason is mainly because the grain size distribution of brick aggregate and fine stone in the coarse aggregate and the grain size distribution of glass aggregate and sand in the fine aggregate are different, the grain sizes of the brick aggregate and the fine stone are basically similar, but the content of fine particles attached to the surface of the brick aggregate is increased by less than 2mm, the grain size distribution of the glass aggregate obtained after the glass is crushed is more uniform relative to the sand, and the content of the fine particles in the glass aggregate is more than the sand. Therefore, when the addition amount of the brick aggregate and the glass aggregate is less than the optimum substitution rate, the content of fine stone and sand is reduced, the content of fine particles is increased, and the fluidity is increased. When the amount exceeds the appropriate value, the fluidity of concrete is reduced due to an increase in the content of large particles of 2.5mm to 5mm as the amount of the brick aggregate continues to increase. Therefore, from the results of the particle sizes of the glass aggregate and the sand, it is found that when the substitution rate of the brick aggregate and the glass aggregate exceeds the optimum substitution rate, the fluidity of the concrete is lowered.

The flowability at different mixing ratios was analyzed very badly and the results are shown in table 4.

As can be seen from Table 4, the main and secondary sequences of the influence of the factors on the fluidity of the concrete under the action of different mixing ratios are as follows: the mixing amount of the brick aggregate is larger than that of the silica fume, the water-cement ratio is larger than that of the glass aggregate.

TABLE 4 flow range analysis for orthogonal experiments

A factor-fluidity trend graph was plotted from the results of the range analysis, as shown in fig. 1. As can be seen from fig. 1, the fluidity of the concrete increases first and then decreases as the substitution rate of each admixture increases, the influence of the B, C, D factors on the fluidity of the concrete is relatively mild, the fluidity slowly increases first and then decreases slowly when the optimum value is reached. The fluidity is rapidly increased along with the increase of the substitution rate of the brick aggregate, and is rapidly reduced when the substitution rate exceeds the optimal value of 75wt%, the reason for the situation is probably that under the condition that the single-component water consumption is not changed, because the brick aggregate is treated by the additional water consumption, the brick aggregate is subjected to the reaction of water absorption and water separation in the processes of additional water consumption treatment and stirring, the fluidity is increased, when the water-cement ratio is too large, the cement consumption is reduced more, the content of cement mortar is reduced, the friction force among particles is increased, and the fluidity is increased firstly and then reduced.

The surface of the brick aggregate is loose and porous, after 1/3 gelled material is mixed and coated with slurry, the silica powder can fill the pores of the brick aggregate due to small particle size and compact texture, and SiO in the silica powder₂The silicate glass body can react with cement to generate C-S-H gel to increase the strength of the aggregate and improve the fluidity of the aggregate, and the shape of the coarse aggregate of the crushed brick after slurry coating is approximate to a sphere, as shown in figure 2. However, when the silica fume content exceeds 4% of the gel, the water demand is increased and the fluidity of the concrete is reduced. In the same way, the glass aggregate is tinyThe particles can play a role in filling and lubricating. However, when the glass aggregate substitution rate exceeds 75wt%, the increase in the amount of small particles increases the water demand, thereby decreasing the fluidity of the expanded material.

The results of the analysis of variance are shown in Table 5, the influence of the brick aggregate on the bulk material is most obvious, and the fluidity of the glass aggregate, the water-cement ratio and the silica fume mixing amount is not obvious. The brick aggregate is subjected to water absorption treatment before use, and in the stirring process of the coating slurry, the water in the brick aggregate is separated out, so that the actual water consumption of the mixture is increased, and the flowing property of the mixture is rapidly increased under the appropriate mixing amount. Therefore, when the optimal mixing ratio is selected in the subsequent steps, the brick aggregate is used as a main reference factor influencing the fluidity, and the optimal mixing ratio of the concrete fluidity is A3B3C3D3, namely the brick aggregate substitution rate is 75wt%, the glass aggregate substitution rate is 75wt%, the water-cement ratio is 0.7, and the silica fume mixing amount is 4%.

TABLE 5 analysis of variance of flowability test results

Factors of the fact	Sum of squares of deviation	Degree of freedom	F ratio	Critical value of F	Significance of
						Substitution rate of brick aggregate (A)	3869.188	3	3.629	3.490	**
Substitution rate of glass aggregate (B)	114.188	3	0.107	3.490	*
						Glue ratio (C)	127.688	3	0.120	3.490	*
Silica fume doping amount (D)	154.188	3	0.145	3.490	*
						Error of the measurement	4265.25	12	/	/	/

Note: marked and marked without significance.

Analysis of compressive Strength

From Table 3, it can be seen that the optimum mixing amount of the brick aggregate substitution rate, the glass aggregate substitution rate, the water-cement ratio and the silica fume mixing amount of 28 days has the compressive strength of 50 wt%, 0.6 wt% and 6% and the highest compressive strength reaches 16.6 MPa. Under the condition of the optimal substitution rate, the concrete made of the broken brick waste glass can meet the strength design requirement of the expanded body material. The concrete strength is slightly higher than A2B2C1D4 when the mixing proportion is A2B2C 2D3, and the first reason is that the filling between pores is increased by adding the glass aggregate and the brick aggregate, the mass of the glass aggregate and the brick aggregate is smaller than that of a natural material, the glass aggregate and the brick aggregate are poor in quality when being filled, the weight of the whole material is reduced, and the strength is increased. Secondly, because the two are that the water-cement ratio is relatively similar and less to the increase of cement content makes compressive strength increase, also can see through the contrast that silica flour can improve the later stage intensity of material to a certain extent. However, with the addition of the brick aggregate and the glass aggregate, the apparent density of the brick aggregate is less than that of the natural aggregate, resulting in the strength of the brick aggregate being less than that of the natural aggregate, and thus with the addition of a large amount of the brick aggregate, the overall strength is reduced.

The compressive strength of the concrete test block was subjected to a very poor analysis, and the results are shown in Table 6. Through analysis of concrete test blocks in different ages, the main and secondary influence sequences of all factors on the 7d strength are as follows: the water-cement ratio is greater than the brick aggregate substitution rate and greater than the glass aggregate and the silica fume mixing amount, and the main and secondary influence sequence on various factors of 14d strength is as follows: the brick aggregate substitution rate is greater than the water-cement ratio and greater than the glass aggregate and the silica fume mixing amount, and the main and secondary influence sequence at 28d strength is as follows: the brick aggregate substitution rate is greater than the water-cement ratio and greater than the silica fume mixing amount and greater than the glass aggregate, and it is worth noting that the silica fume can increase the later strength of the material, and the influence of the silica fume on the strength of 28d is greater than the glass aggregate mixing amount.

TABLE 6 analysis of extreme differences in compressive strength in orthogonal experiments

TABLE 7 analysis of variance of the results of the compressive Strength test

Note: the representations are not significant.

A factor-compressive strength trend graph is plotted from the range analysis results, as shown in fig. 3. As can be seen from FIG. 3(a), the compressive strength at each age gradually decreased as the substitution rate of the brick aggregate increased. FIG. 3(b) is a graph showing the effect of glass aggregate substitution rate on compressive strength at various ages, wherein the compressive strength is increased after being decreased with the increase of the glass aggregate substitution rate, and the glass aggregate substitution rate at the turning point is 75%. FIG. 3(c) shows the effect of the water-cement ratio on the compressive strength, which decreases rapidly with increasing water-cement ratio, and changes less significantly with increasing water-cement ratio when it reaches 0.7. Analysis shows that when the water-glue ratio is 0.6-0.75, the strength is close to the lowest point when the water-glue ratio is 0.7, and the strength change is no longer obvious after the water-glue ratio exceeds 0.7. Fig. 3(d) shows the effect of the silica fume doping amount on the compressive strength of the bulk material, when the silica fume doping amount is between 0% and 6%, the compressive strength of the test block tends to increase with the increase of the silica fume doping amount, and the strength of the material 28d increases more remarkably with the increase of the silica fume doping amount. From the fact that the degree of the stress resistance varies with various factors, it can be known that if the amounts of brick aggregate and glass aggregate are increased while satisfying the strength requirement of the expanded material, the water-cement ratio is decreased and the amount of silica powder is increased. Therefore, the water-cement ratio and the silica fume mixing amount are selected from C1D4, namely the water-cement ratio is 0.6 and the silica fume mixing amount is 6%.

The results of the analysis of variance were consistent with the analysis of the very poor results, as can be seen from the F ratios in table 7, but in the set of strengths excluding the reference mix ratio, the F ratios were all less than the critical value in the 16 sets of experiments of the orthogonal experiments performed, and the influence of the changes in the four factors on the compressive strength of the expanded material was insignificant.

(III) analysis of flexural Strength

It can be known from table 3 that the three groups with the highest flexural strength are A2B2C1D4, A3B3C1D2 and A3B1C3D4, which respectively reach 2.7MPa, 2.4MPa and 2.3MPa, the difference of the flexural strength of the test blocks is not very large, the reason that the flexural strength of the A2B2C1D4 is high is similar to that of the compressive strength, when the brick aggregate substitution rate and the glass aggregate substitution rate are respectively 50 wt%, the interior of the material is relatively dense, and the cement content in the material is relatively large, so that the bonding strength between the materials is increased, and the flexural strength of the material is increased. The material has lower breaking strength and similar compression strength, an excessive value is formed between the substitution rate and the mixing amount of the material, and the breaking strength of the expanded material is lower when the excessive value of each material is larger than that of the water gel.

Table 8 shows the analysis result of the extremely poor flexural strength of the broken brick waste glass aggregate concrete, and for the 28-day flexural strength of the expanded material, the major and minor sequence of the influence of each factor on the flexural strength is as follows: the water-cement ratio is greater than the substitution rate of brick aggregate and greater than the substitution rate of glass aggregate and the mixing amount of silica fume.

TABLE 8 analysis of the flexural Strength range of orthogonal experiments

Factors of the fact	A	B	C	D
					Mean value 1	1.625	1.900	2.275	1.750
Mean value 2	1.925	1.875	1.775	1.725
					Mean value 3	2.125	1.600	1.700	1.825
Mean value 4	1.500	1.800	1.425	1.875
					Extreme difference	0.625	0.300	0.850	0.150

As can be seen from FIG. 4, the flexural strength of the expanded material 28d in the experimental range continuously decreases with the increase of the water-glue ratio, the decrease rate is slow when the water-glue ratio is between 0.65 and 0.7, and the flexural strength reaches 2.23MPa when the flexural strength is the highest. Along with the increase of the substitution rate of the brick aggregate, the strength of the brick aggregate is firstly increased and then reduced, and the highest strength reaches 2.13 MPa. As the substitution rate of the glass aggregate is increased, the breaking strength is firstly reduced and then increased. The flexural strength is continuously increased along with the increase of the doping amount of the silica fume. It can be seen that under the condition of the mixing amount of the silica fume, the change rule of the flexural strength is similar to the change rule of the compressive strength with the increase of the amount of the silica fume, the strength of the expanded material can be improved, the reason is similar to the principle of increasing the compressive strength, the fluidity of the material is increased, and simultaneously, the silica fume has small particle size and can fill the pores of brick aggregates, and SiO in the silica fume₂Iso-silicate glassThe glass can react with cement to generate C-S-H gel to increase the strength of the aggregate, and in addition, when the glass aggregate is increased, the change rule of the flexural strength and the change of the compressive strength are similar to each other, and the change rule of the flexural strength and the change of the compressive strength tend to be reduced firstly and then slightly increased. However, the change of the flexural strength and the compressive strength of the brick aggregate is different with the increase of the brick aggregate, and the change rule and the change trend of the fluidity of the brick aggregate are the same, because the brick aggregate is relatively uniformly distributed, and the content of the large-particle-size stone particles is relatively large in the range of 0.25mm to 0.5mm and less than 2mm, so that the brick aggregate is understood to be relatively similar to the fine stone particles, the amount of the large-particle-size stone particles is gradually reduced with the increase of the brick aggregate, the content of the small-particle-size stone particles (brick aggregate) is increased, the contact area and the occlusion force among the particles are increased, and the effect of increasing the flexural strength. The content of the water-cement ratio directly influences the content of cement, the larger the water-cement ratio is, the smaller the cement content is, the smaller the binding force between aggregates is, and the breaking strength is also reduced along with the increase of the water-cement ratio. As is clear from fig. 5, the flexural strength is not considered as a main factor in designing the blend ratio because each factor has a small influence on the flexural strength.

The analysis of variance is carried out, and it can be seen from table 9 that the influence of each factor on the folding strength in the experimental range is similar to or not obvious to the resisting pressure intensity, and the analysis reason is mainly because the water-gel ratio is large, the intensity variation range is small in the set material range, and the significance is not easily reflected.

TABLE 9 analysis of bending strength variance in orthogonal experiments

Factors of the fact	Sum of squares of deviation	Degree of freedom	F ratio	Critical value of F	Significance of
						Substitution rate of brick aggregate (A)	0.967	3	1.405	3.490	*
Substitution rate of glass aggregate (B)	0.222	3	0.323	3.490	*
						Glue ratio (C)	1.507	3	2.190	3.490	*
Amount of silica fume (D)	0.057	3	0.083	3.490	*
						Error of the measurement	2.750	12	/	/	/

Note: the representations are not significant.

(IV) volume weight analysis

According to the requirements of the pile body expanding material, under the condition that the strength and the fluidity of the body expanding material meet the requirements, the volume weight of the material is reduced as much as possible, so that the uniformity of the body expanding material in the construction and later use processes of the root fixing pile is ensured. The traditional fine aggregate concrete and the cement soil have relatively large volume weight. As can be seen from Table 3, in the orthogonal experiment, as the substitution rate of the brick aggregate and the glass aggregate increases, the volume weight of the cubic test block of the expanded material gradually decreases, and the apparent density is only 1778kg/m at the substitution rate of the brick aggregate of 100 wt%, the substitution rate of the glass aggregate of 75wt%, the water-cement ratio of 0.65 and the silica fume mixing amount of 6%³That is, under a proper substitution rate, the volume weight of the root-fixing pile expanding body material consisting of broken bricks and waste glass is far less than that of the traditional fine aggregate concrete and cement soil. When the mixing proportion is A4B3C2D4 (the brick aggregate substitution rate is 75wt%, the glass aggregate substitution rate is 75wt%, the water cement ratio is 0.6, and the silica fume mixing amount is 6%), the volume weight is the minimum, and the volume weight is small for the third reason, namely, the apparent density of the brick aggregate and the glass aggregate is smaller than that of the traditional fine stone and sand, and when the water cement ratio is larger, the amount of cementing materials such as cement is smaller, the weight of the material is also reduced, and when the silica fume mixing amount is increased, the use amount of the cement and the fly ash is reduced, and the density of the silica fume is far smaller than that of the fly ash and the cement, so that the volume weight of the material is also reduced while the silica fume is added. Although the volume weight is the minimum at the mixing ratio of A4B3C2D4, the compression strength does not meet the requirement, so that the influence rule of each material on the volume weight needs to be analyzed next to summarize the optimal mixing ratio meeting the requirement of the root fixing pile expansion body material.

As can be seen from Table 10, the primary and secondary influence of the factors on the bulk density of the expanded material is as follows: the substitution rate of brick aggregate is greater than that of glass aggregate and greater than that of water-cement ratio and mixing amount of silica powder.

TABLE 10 analysis of volume-weight range for orthogonal experiments

Factors of the fact	A	B	C	D
					Mean value 1	2090.25	2047.75	2014.25	1940.75
Mean value 2	1968.75	1964.00	1954.00	1964.00
					Mean value 3	1883.75	1902.25	1908.75	1936.75
Mean value 4	1837.75	1866.50	1903.50	1939.00
					Extreme difference	252.50	181.25	110.75	27.25

And (5) drawing a factor-flexural strength trend graph according to the range analysis result, such as fig. 5. The change rule of the bulk density is the same as the apparent density, and it can be seen from fig. 5 that in the experimental range, the bulk density of the test piece of the bulk material is continuously reduced along with the increase of the brick aggregate substitution rate, the glass aggregate substitution rate and the water-cement ratio, the reduction speed of the bulk weight is fastest along with the increase of the brick aggregate, the influence of the glass aggregate on the bulk weight of the material is similar to that of the brick aggregate, the fundamental reason is that the weight of the brick aggregate and the weight of the glass aggregate in unit volume are both smaller than that of the natural sandstone aggregate, and the content of the natural aggregate is gradually reduced along with the increase of the substitution rates of the brick aggregate and the glass aggregate, so that the apparent density of the test piece is reduced. When the water-gel ratio is increased, the use amount of the cementing material is reduced, and the volume weight of the test block is reduced. The silicon powder belongs to a light material, but the doping amount is less, and the influence on the volume weight of the material is not great, so that the silicon powder is not taken into consideration as an important point. As can be seen from Table 3, when the apparent density is relatively low, the compressive strength of the expanded body material cannot meet the strength requirement of the expanded body material, so the expanded body material should meet the requirements of the compressive strength and the fluidity of the expanded body material when the volume-weight mixing ratio is selected.

The principal and secondary orders of the influence of each factor on the volume weight can be obtained by range analysis, variance analysis is carried out on each factor, the analysis result is shown in table 11, the significance of the influence of each factor on the material can be obtained through the F ratio, the significance is not suitable for the reason that the range of the experimental result is small in the orthogonal experiment, but the F ratio shows that the influence of each factor on the volume weight of the expanded material is the same as the influence on the principal and secondary orders, and the brick aggregate substitution rate is greater than the glass aggregate substitution rate and greater than the water-cement ratio and the silicon powder mixing amount.

TABLE 11 analysis of volume-weighted variance of orthogonal experiments

Factors of the fact	Sum of squares of deviation	Degree of freedom	F ratio	Critical value of F	Significance of
						Substitution rate of brick aggregate (A)	152872.750	3	2.358	3.490	*
Substitution rate of glass aggregate (B)	79363.250	3	1.224	3.490	*
						Glue ratio (C)	26421.250	3	0.407	3.490	*
Silica fume doping amount (D)	722.250	3	0.011	3.490	*
						Error of the measurement	259379.500	12	/	/	/

Note: the representations are not significant.

Through the orthogonal experiment on the expanding body material consisting of the waste brick and the waste glass, the experimental results of each group are obtained, and through range analysis, trend chart and variance analysis of the influence of the doping amount of each factor on different performances of the material, the influence rule of different factors on the fluidity, the strength and the volume weight of the expanding body material under different doping amounts is obtained. According to the rule obtained by the orthogonal experiment, the optimal mixing ratio of the invention, namely 75wt% of the brick aggregate substitution rate, 75wt% of the glass aggregate substitution rate, 0.6 of the water-cement ratio and 6% of the silica fume mixing amount, is obtained, and under the condition that the strength requirement is met, the glass aggregate substitution rate and the brick aggregate substitution rate are the maximum, the brick aggregate substitution rate is more green.

Example 3:

a preparation method of broken brick waste glass aggregate concrete for an expanded pile is prepared according to the method of example 1, and the using amounts of the raw materials are shown in Table 12.

TABLE 12 data of mix proportion of broken brick, waste glass aggregate and concrete for enlarged pile

Wherein the water reducing agent is a high-efficiency water reducing agent of the poly antelope acid, and the cement is P.O42.5 ordinary portland cement.

The product obtained in example 3 and C15 fine-grained concrete were subjected to performance tests in accordance with the present invention, and the specific results are shown in table 13.

TABLE 13 Performance data of the product obtained in example 3 and comparative example 1, and of C15 Fine-grained concrete

And (4) injecting a detection result after adding water.

As can be seen from table 13, the brick aggregate and the glass aggregate are subjected to slurry coating treatment, and then mixed with other raw materials, so that the surface is more dense after slurry coating, and reaction can be generated between slurry coatings, so as to increase the strength of the material.

The amount and cost of the aggregate used in example 3 and the C15 fine aggregate concrete were compared and the unit price of each aggregate is shown in Table 14.

TABLE 14 coarse and fine aggregate unit price

Name of aggregate	Fine stone	Sand	Glass	Broken brick	Hammer type crusher
						Unit price of	200 yuan/m3	240 yuan/m3	110 yuan/ton	—	2.5 yuan/hr

Note: the working efficiency of the small hammer crusher 200-300 type is 2 tons/hour.

It is calculated that the cost of the unit cubic expanding body material can be saved by 62.76 yuan compared with C15 fine-stone concrete in the embodiment 3. In addition, the cost for cleaning and transferring the construction waste can be reduced when the broken brick glass concrete is used. When the traditional C15 concrete expanding material is used, sand and stones are obtained by destroying the environment and are transported to a construction site or a material processing field through heavy transportation equipment, so that the ecological environment is seriously damaged. But when the broken brick waste glass concrete expanded body material is used, the environmental pollution caused by carbon emission generated in mountain-digging and stone-mining, river-digging and sand-taking and transportation can be reduced, the underground environmental pollution caused by random landfill accumulation of construction waste is solved, the resource reutilization can be promoted, and the limited resources and green water green mountains are protected.

Example 4:

a preparation method of broken brick waste glass aggregate concrete for an expanded pile is prepared according to the method of example 1, and the using amounts of the raw materials are shown in Table 15.

Table 15 broken brick waste glass aggregate concrete mix proportion data for enlarged pile

Wherein the water reducing agent is a high-efficiency water reducing agent of the poly antelope acid, and the cement is P.O42.5 ordinary portland cement.

Example 5:

a method for preparing broken brick waste glass aggregate concrete for an expanded pile is carried out according to the method of example 1, and the using amounts of the raw materials are shown in Table 16.

Table 16 broken brick waste glass aggregate concrete mix proportion data for enlarged pile

Wherein the water reducing agent is a high-efficiency water reducing agent of the poly antelope acid, and the cement is P.O42.5 ordinary portland cement.

Example 6:

a preparation method of broken brick waste glass aggregate concrete for an expanded pile is prepared according to the method of example 1, and the using amounts of the raw materials are shown in Table 17.

Table 17 crushed brick waste glass aggregate concrete mix proportion data for enlarged pile

Wherein the water reducing agent is a high-efficiency water reducing agent of the poly antelope acid, and the cement is P.O42.5 ordinary portland cement.

Example 7:

a method for preparing broken brick waste glass aggregate concrete for an expanded pile is carried out according to the method of example 1, and the using amounts of the raw materials are shown in Table 18.

Table 18 broken brick waste glass aggregate concrete mix proportion data for enlarged pile

Wherein the water reducing agent is a high-efficiency water reducing agent of the poly antelope acid, and the cement is P.O42.5 ordinary portland cement.