NL2032455B1 - Broken brick and waste glass aggregate concrete for reamed piles and preparation method thereof - Google Patents
Broken brick and waste glass aggregate concrete for reamed piles and preparation method thereof Download PDFInfo
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- 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
- C04B28/04—Portland cements
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- 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
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- 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
- C04B2201/20—Mortars, concrete or artificial stone characterised by specific physical values for the density
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2201/00—Mortars, concrete or artificial stone characterised by specific physical values
- C04B2201/50—Mortars, concrete or artificial stone characterised by specific physical values for the mechanical strength
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- 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
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Abstract
Disclosed are a broken brick and waste glass aggregate concrete for reamed piles and a preparation method thereof. The broken brick and waste glass aggregate concrete is prepared from the following raw materials in parts by weight: 902-938 parts of coarse aggregate, 882-918 parts of fine aggregate, 223-233 parts of cement, 18.6-19.4 parts of silicon powder, 68.6-71.4 parts of coal ash, 7.02 parts of water reducer and 186-194 parts of water, wherein the coarse aggregate is prepared from 25-75 wt% of brick aggregate and 25-75 wt% of fine stones; and the fine aggregate is prepared from 25-75 wt% of glass aggregate and 25-75 wt% of sand. The cost of the prepared broken brick and waste glass aggregate concrete for reamed piles per square meter is lower than that of conventional C15 fine aggregate concrete, so that the construction cost can be reduced greatly.
Description
BROKEN BRICK AND WASTE GLASS AGGREGATE CONCRETE FOR
REAMED PILES AND PREPARATION METHOD THEREOF
[01] The present invention relates to the field of building materials and pile foundation engineering, particularly to broken brick and waste glass aggregate concrete for reamed piles and a preparation method thereof.
[02] Concrete, a building material with the maximum consumption amount, plays an important role in engineering construction. Root-reinforced reamed piles have a relatively low requirement for strength of reamed pile materials, but a light material with high flowability is required. At present, common reamed pile materials include cement, mortar and fine aggregate concrete.
[03] Coarse aggregate for preparing fine aggregate concrete is usually fine stones, and fine aggregate is usually sand. However, fine stones are usually obtained by quarrying from a mountain now. Natural river sand as a limited resource is seriously short in output.
Quarrying from a mountain and sand excavation from river cause severe damage to the environment. Owing to an environmental protection policy in the current stage in China, natural sand cannot be exploited in most regions. Therefore, it is necessary to look for new coarse aggregate and fine aggregate for supplementation so as to meet the market requirement.
[04] Both broken bricks and waste glass are nondegradable waste produced in building demolition and daily life and take up a large part. Thus, the broken bricks and waste glass can be applied to concrete to prepare a novel concrete reamed pile material that meets the requirements of reamed piles.
[05] Current reamed pile materials have the following deficiencies:
[06] (1) Cement soil is relatively low in strength and easy to be destructive, which is unfavorable to exertion of bearing capacity.
[07] (2) Mortar is easy to shrink, and its shrinkability may reduce the bearing capacity of piles as well.
[08] (3) Fine aggregate concrete is relatively high in strength, and as coarse aggregate is relatively heavy and its integral volume weight is relatively high, resistance is increased when the concrete is poured into core piles during construction.
[09] (4) It is troublesome to dispose of broken bricks and waste glass of buildings and the cost is high.
[10] (5) Preparation of current fine aggregate concrete reamed bodies is unfavorable to sustainable development of building materials.
[11] Therefore, it is an urgent need of light concrete with high flowability prepared from broken bricks and waste glass.
[12] In order to solve problems and overcome deficiencies in the prior art, the present invention is intended to provide broken brick and waste glass aggregate concrete for reamed piles and a preparation method.
[13] Based on the above-mentioned objective, the present invention adopts a technical solution as follows:
[14] In a first aspect, the present invention provides a broken brick and waste glass aggregate concrete for reamed piles, wherein the broken brick and waste glass aggregate concrete is prepared from the following raw materials in parts by weight: 902-938 parts of coarse aggregate, 882-918 parts of fine aggregate, 223-233 parts of cement, 18.6-19.4 parts of silicon powder, 68.6-71.4 parts of coal ash, 7.02 parts of water reducer and 186-194 parts of water, wherein the coarse aggregate is prepared from 25-75 wt% of brick aggregate and 25-75 wt% of fine stones; and the fine aggregate is prepared from 25-75 wt% of glass aggregate and 25-75 wt% of sand.
[15] According to the broken brick and waste glass aggregate concrete, preferably, the broken brick and waste glass aggregate concrete is prepared from the following raw materials in parts by weight: 911-929 parts of coarse aggregate, 891-909 parts of fine aggregate, 226-230 parts of cement, 18.8-19.2 parts of silicon powder, 69.3-70.7 parts of coal ash, 7.02 parts of water reducer and 188-192 parts of water, wherein the coarse aggregate is prepared from 50-75 wt% of brick aggregate and 50-75 wt% of fine stones; and the fine aggregate is prepared from 50-75 wt% of glass aggregate and 50-75 wt% of sand.
[16] According to the broken brick and waste glass aggregate concrete, preferably, the broken brick and 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 coal ash, 7.02 parts of water reducer and 190 parts of water, wherein the coarse aggregate is prepared from 75 wt% of brick aggregate and 25 wt% of fine stones; and the fine aggregate is prepared from 75 wt% of glass aggregate and 25 wt% of sand.
[17] According to the broken brick and waste glass aggregate concrete, preferably, the brick aggregate is prepared by crushing and screening clay bricks, with a grain diameter of 19-8 mm.
[18] According to the broken brick and waste glass aggregate concrete, preferably, the glass aggregate is prepared by crushing and screening waste glass, with a grain diameter of smaller than 0.9 mm.
[19] According to the broken brick and waste glass aggregate concrete, preferably, the cement is P042.5 common silicate cement, and the water reducer is polycarboxylate superplasticizer.
[20] According to the broken brick and waste glass aggregate concrete, preferably, the preparation method of the brick aggregate includes the following steps: crushing red clay bricks by a crusher, keeping a grating interval to 8 mm, then performing screening by a 10-mesh sieve to remove brick slag with a grain diameter of smaller than 1.9 mm, and remaining broken bricks with a grain diameter of 1.9-8 mm as the brick aggregate.
[21] According to the broken brick and waste glass aggregate concrete, preferably, the preparation method of the glass aggregate includes the following steps: crushing waste glass by the crusher, and performing screening by using a 20-mesh sieve to obtain glass slag with a grain diameter of smaller than 0.9 mm as the glass aggregate.
[22] In a second aspect, the present invention further provides a preparation method of the broken brick and waste glass aggregate concrete, including the following steps:
[23] (1) weighing brick aggregate, fine stones, glass aggregate, sand, cement, silicon powder, coal ash, water reducer and water according to the raw material composition of the broken brick and waste glass aggregate concrete;
[24] (2) mixing the cement, the silicon powder and the coal ash to obtain a cementing material, dividing the cementing material into three parts that are respectively a first part of cementing material, a second part of cementing material and a third part of cementing material, and dividing the water into three parts that are respectively a first part of water, a second part of water and a third part of water;
[25] (3) homogeneously mixing the first part of cementing material, the first part of water and the brick aggregate to obtain grouted brick aggregate;
[26] (4) homogeneously mixing the second part of cementing material, the second water of water and the glass aggregate to obtain grouted glass aggregate; and
[27] (5) after homogeneously mixing the grouted brick aggregate obtained in step (3) with the grouted glass aggregate obtained in step (4), adding the third part of cementing material, the third part of water, the fine stones and the sand and stirring the mixture, and then adding the water reducer and homogeneously mixing the mixture to obtain the broken brick and waste glass aggregate concrete.
[23] According to the above-mentioned preparation method, preferably, before the brick aggregate, the first part of cementing material and the first part of water are mixed in step (3), the brick aggregate is immersed in water for 5-10 min, and more preferably, the brick aggregate is immersed in water for 5 min.
[29] According to the preparation method, preferably, a mass ratio of the first part of cementing material to the second part of cementing material to the third part of cementing material is 1: 1: 1, and a mass ratio of the first part of water to the second part of water to the third part of water is 1: 1: 1.
[30] Compared with the prior art, the present invention has the following positive beneficial effects:
[31] (1) According to the present invention, the broken bricks and the waste glass are used as raw materials to prepare concrete, the broken bricks and the waste glass are crushed and screened to obtain the brick aggregate and the glass aggregate, the brick 5 aggregate and the fine stones constitute the coarse aggregate, and the glass aggregate and the sand constitute the fine aggregate. As the shapes of the brick aggregate and the glass aggregate are close to spheres and they are relatively small in density, the flowability of the concrete can be increased, and the weight of the material can be reduced.
[32] (2) Before use, the brick aggregate is first immersed in water for 5 min, so that the problem of great water absorption of the brick aggregate can be solved effectively.
Moreover, the immersed brick aggregate can be subject to a water segregation phenomenon in a subsequent stirring process, so that the water consumption of the concrete is indirectly increased.
[33] (3) Before being mixed with other raw materials, the brick aggregate and the glass aggregate are mixed with a mixed material of the cement, the silicon powder and the coal ash and grouted, and pores in the surfaces of the grouted brick aggregate and the grouted glass aggregate are filled with the cementing material, so that the strength of the concrete material is enhanced.
[34] (4) The waste bricks used for preparing the brick aggregate contain a lot of aluminides which may inhibit an alkali silica reaction of glass, so as to inhibit occurrence of micro-cracks. Meanwhile, by adding the silicon powder, a silicate reaction may be inhibited as well. At a certain mixing amount, silicate glass bodies are able to react with the cement to generate C-S-H gels and enhance the strength of the aggregate, so that the strength of the broken brick and waste glass aggregate concrete material may be enhanced and the usage of the cement is saved.
[35] (5) The cost of the prepared broken brick and waste glass aggregate concrete for reamed piles per square meter is lower than that of conventional C15 fine aggregate concrete, so that the construction cost can be reduced greatly. Furthermore, damage to the ecological environment can be reduced, the pressure of disposing of construction waste is alleviated, and the natural resources are saved.
[36] FIG. 1 is a trendgram of flowability at different brick aggregate replacement rates, glass aggregate replacement rates, water-binder ratios and silica fume mixing amounts in example 2 of the present invention.
[37] FIG. 2 is a schematic diagram of the grouted brick aggregate of the present invention.
[38] FIG. 3 is a trendgram of compressive strength at different mixing amounts of various factors in example 2 of the present invention, where (a) shows an influence of the brick aggregate replacement rate on compressive strength; (b) shows an influence of the glass aggregate replacement rate on compressive strength; (c) shows an influence of the water-binder ratio on compressive strength; and (d) shows an influence of the silica fume mixing amount on compressive strength.
[39] FIG. 4 is a trendgram of flexural strength at different brick aggregate replacement rates, glass aggregate replacement rates, water-binder ratios and silica fume mixing amounts in example 2 of the present invention.
[40] FIG. 51s a trendgram of apparent density at different brick aggregate replacement rates, glass aggregate replacement rates, water-binder ratios and silica fume mixing amounts in example 2 of the present invention.
[41] The present invention is further described in detail below through specific embodiments, but those embodiments will not limit the scope of the present invention.
[42] Example 1:
[43] A broken brick and waste glass aggregate concrete is provided, where the broken brick and waste glass aggregate concrete is prepared from the following raw materials in parts by weight: coarse aggregate, fine aggregate, cement, silicon powder, coal ash, water reducer and water, wherein the coarse aggregate is prepared frombrick aggregate and fine stones; and the fine aggregate is prepared from glass aggregate and sand. The brick aggregate is prepared by the following method: red clay bricks were crushed by a small hammer crusher (200-300 model), a grating interval was kept to 8 mm, then screening was performed by a 10-mesh sieve to remove brick slag with a grain diameter of smaller than 1.9 mm, and broken bricks with a grain diameter of 1.9-8 mm were remained as the brick aggregate. The preparation method of the glass aggregate includes the following steps: glass was crushed by the small hammer crusher (200-300 model), screening was performed by selecting a 20-mesh sieve; and a small amount of large-diameter glass was crushed by a ball mill (SM®500x500mm model) for 7 min to obtain the glass aggregate with a grain diameter of smaller than 0.9 mm.
[44] A preparation method of the broken brick and waste glass aggregate concrete for reamed piles includes the following steps:
[45] (1) brick aggregate, fine stones, glass aggregate, sand, cement, silicon powder, coal ash, water reducer and water were weighed according to the raw material composition of broken brick and waste glass;
[46] (2) the cement, the silicon powder and the coal ash were mixed to obtain a cementing material, the cementing material was equally divided into three parts that were respectively a first part of cementing material, a second part of cementing material and a third part of cementing material, and the water was equally divided into three parts that were respectively a first part of water, a second part of water and a third part of water;
[47] (3) the weighed brick aggregate was immersed in water for 5 min and taken out first, and the immersed brick aggregate was homogeneously mixed with the first part of cementing material and the first part of water to obtain grouted brick aggregate;
[48] (4) the second part of cementing material, the second water of water and the glass aggregate were homogeneously mixed to obtain grouted glass aggregate; and
[49] (5) after the grouted brick aggregate obtained in step (3) and the grouted glass aggregate obtained in step (4) were stirred for 120 s and homogeneously mixed, the third part of cementing material, the third part of water, the fine stones and the sand were added to stir the mixture, then the polycarboxylate superplasticizer was added and the mixture was homogeneously mixed to obtain the broken brick and waste glass aggregate concrete.
[50] The cement was P042.5 common silicate cement, and the water reducer was polycarboxylate superplasticizer.
[51] Example 2: orthogonal experiment on mix proportion of broken brick and waste glass aggregate concrete
[52] In order to study the influence of the content of the brick aggregate in the coarse aggregate, the content of the glass aggregate in the fine aggregate, the water-binder ratio and the silica fume mixing amount on the performance of the concrete, an orthogonal experiment was designed according to the raw material composition in example 1, the broken brick and waste glass aggregate concrete was prepared according to the preparation method in example 1, and its performance was tested. Specific design steps and results were shown below.
[53] A design process for the mixing ratio of the broken brick and waste glass aggregate concrete was as follows: a brick aggregate replacement rate (A), a glass aggregate replacement rate (B), a water-binder ratio (C) and a silica fume mixing amount (D) were selected as influence factors in a mixing ratio experiment, wherein the brick aggregate replacement rate (A) was the mass percent of the brick aggregate in the coarse aggregate; the glass aggregate replacement rate (B) was the mass percent of the glass aggregate in the fine aggregate; the water-binder ratio (C) was the weight of water/cementing material in a concrete formula, and the weight of the cementing material was a sum of the weight of the cement, the weight of the silicon powder and the weight of the coal ash; and the silica fume mixing amount (D) was the weight of the silicon powder/(the weight of the cement + the weight of the coal ash); four levels were selected for each factor, as shown in Table 1.
[54] Table 1 Factors and levels of orthogonal experiment of brick aggregate and glass aggregate reamed pile materials
Level | Brick aggregate Glass aggregate Water-bin | Silica fume replacement rate | replacement rate der ratio mixing
CT wT ® [© [mmo
[55] Table 2 Mixing ratio design in orthogonal experiment of brick aggregate and glass aggregate reamed pile materials (kg/m?)
Brick | Glass Water
Orthogonal Fine Ceme{ n | Coal -bind
No. Water | aggre aggreg Sand reduce design stones nt |powde| ash er gate | ate r r ratio a [| [0 [om [mola | o Ju 64.3. mci | zo [as | on [25 zo [os a 02 [orn omic 0 | 20 ow | o_o [0 [zo| 20] 02 [ors faoscan] 10 | ao [ons | aw [ss 5 | 0 wo ae [or a remcsog sm | wo | | 0 [zi [son [722 [om mcm 0 [en | 25 [zo [ws 0 [| so 702 a0 @/A3B3CID2 190 | 690 | 675 | 230 | 225 | 241 | 6.33 700 702 | 0.60] saca] vo [oan [aas | 0 [ws 0 507300 7 os scm vo om [0 | [man] 0 Jas aaan zo| rs | 0 [25 20 [en
Gaan] oo [oa [oo | [a [a [a wo] oe om
[36] The consumption values of other materials were as follows: 190 kg of water consumption and 0.116 kg of water reducer per square meter. According to the orthogonal experimental method, a four-factor and four-level orthogonal table was designed by utilizing Lis(5*) to obtain 16 groups of different mixing ratio designs. The consumption per square meter of each group of concrete was as shown in Table 2.
[57] According the preparation method of the broken brick and waste glass aggregate concrete for reamed piles in example 1, mixing was performed according to the consumption per square meter of each group of concrete in Table 2 to prepare the broken brick and waste glass aggregate concrete, and the performance (mainly mixture collapsibility and apparent density at mixing ratios in each group) of the concrete obtained in each group was tested, and (7d, 14d and 28d) compressive strength and (28d) flexural strength of 9 cubic test blocks with a side length of 100 mm and 3 100mmx100mmx400mm cuboid test blocks poured in each group. The experimental results are as shown in Table 3.
[58] 3 Orthogonal experimental results == EEE
Collaps| Apparent
Orthogonal strength strength
No. ibility | density design (MPa) (MPa) (mm) |(kg/m?) ” © = naan se [m0 ma
[mci [0 v2 [ws] 24 | 2 | ws @ aman [5500 71 | 2:
A4B4C1D3 8.1 228
[59] According to the orthogonal experimental results, the performance of the broken brick and waste glass aggregate concrete for reamed piles was specifically analyzed as follows:
[60] (I) Analysis of flowability
[61] It could be known from Table 3 that the orthogonal experiment was performed by utilizing a reference mixing ratio, the optimum mixing amount for flowability of the concrete was as follows: brick aggregate replacement rate 75 wt%, glass aggregate replacement rate 75 wt%, water-binder ratio 0.6 and silica fume mixing amount 2%, and the collapsibility reached 252 mm. At a proper replacement rate, the flowability of the concrete prepared from broken bricks and waste glass could be approximate to or exceed that of natural fine aggregate concrete. It indicated that the flowability of the concrete prepared from broken bricks and waste glass could meet a design requirement of a root-reinforced reamed pile material. When the orthogonal design was A3B3C1D2, the reason that the flowability was the highest was primarily a transition area of each material at different mixing amounts. The optimum replacement rate was that the brick aggregate replacement rate and the glass aggregate replacement rate reached 75 wt%. Besides influence of the water-binder ratio and the silica fume mixing amount, it was mainly because that grain diameter distributions of the brick aggregate and the fine stones in the coarse aggregate and the grain diameter distributions of the glass aggregate and the sand in the fine aggregate were different and the grain diameters of the brick aggregate and the fine stones were substantially similar. However, as particulate matters attached to the surface of the brick aggregate increased the content of the aggregate of smaller than 2 mm, the grain diameter distribution of the glass aggregate obtained by crushing glass was relatively uniform compared with that of the sand, and the content of the particulate matters in the glass aggregate was higher than the sand. Therefore, when the adding amounts of the brick aggregate and the glass aggregate were smaller than the optimum displacement rate, the contents of the fine stones and the sand were decreased, the content of the particulate matters was increased, and the flowability was improved. When it exceeded an appropriate value, as the brick aggregate was increased continuously, the content of large particles with a grain diameter of 2.5-5 mm was increased, so that the flowability of the concrete would be decreased. Therefore, it could be known from a result of the grain diameters of the glass aggregate and the sand that when the brick aggregate and the glass aggregate exceeded the optimum replacement rate, the flowability of the concrete would be decreased.
[62] Range analysis was performed on flowability at different mixing ratios. The results are as shown in table 4.
[63] It could be known from Table 4 that with respect to flowability of the concrete under the action of different mixing ratios, a primary and secondary sequence of influence by the factors was as follows: brick aggregate > silica fume mixing amount > water-binder ratio > glass aggregate.
[64] Table 4 Range analysis of flowability in orthogonal experiment = Brick aggregate | Glass aggregate
Water-binder
Factor replacement ratejreplacement rate mixing amount ratio (C) (A) (B) (D)
[65] A factor-flowability trendgram was drawn according to the results of range analysis, as shown in FIG. 1. It could be known from FIG. 1 that the flowability of the concrete was increased first and then decreased with increase of the admixture replacement rates. Three factors B, C and D affected the flowability of the concrete relatively mildly.
The flowability was slowly increased along with the three factors. When they reached the optimum values, the flowability was decreased slowly. The flowability was increased rapidly with increase of the brick aggregate replacement rate. When the brick aggregate replacement rate exceeded the optimum value 75 wt%, the flowability was decreased rapidly. The reason for this situation might be that the brick aggregate was subjected to water absorption and water segregation reactions in an additional water treating and stirring process as the brick aggregate was treated with additional water consumption under a condition that the water consumption per square meter was unchanged, which would lead to increase of the flowability. When the water-binder ratio was too great, the consumption of the cement was decreased greatly, which caused decrease of the content of cement mortar and increased the frictional forces among particles, and thus, the flowability was increased at first and then decreased.
[66] The surface of the brick aggregate is loose and porous. The brick aggregate is mixed with and grouted by 1/3 cementing material, and the silicon powder might fill pores of the brick aggregate due to small grain diameter and compact texture. Silicate glass bodies such as SiO; in the silicon powder might react with the cement to generate a C-S-H gel so as to increase the strength of the aggregate and the flowability thereof. Moreover, the grouted broken brick coarse aggregate was approximate to a sphere in shape, as shown in FIG. 2. However, when the silica fume mixing amount exceeded 4% of the gel, the water demand would be increased, and the flowability of the concrete was decreased.
Similarly, particulate matters in the glass aggregate might play filling and lubricating roles.
However, when the glass aggregate replacement rate exceeded 75 wt%, the amount of small particles was increased and the water demand was increased, so that the flowability of the reamed pile material was decreased.
[67] Variance analysis was performed. The results are as shown in Table 5. The brick aggregate affected the reamed pile material most significantly. The glass aggregate, the water-binder ratio and the silica fume mixing amount affected the flowability insignificantly. The brick aggregate was subjected to water absorption treatment before use, and in the grouting and stirring process, water inside would be separated out, which caused increase of the actual water consumption of the mixture. In a proper mixing amount, the flowing performance thereof would be improved rapidly. Therefore, when the optimum mixing ratio was selected in subsequent steps, the brick aggregate was taken as the major reference factor that affected the flowability. The optimum mixing ratio of the flowability of the concrete was A3B3C3D3, i.e, the brick aggregate replacement rate 75 wt%, the glass aggregate replacement rate 75 wt%, the water-binder ratio 0.7 and the silica fume mixing amount 4%.
[68] Table 5. Variance analysis of flowability experimental result
Deviated F critical | Signific
Factor of F ratio quadratic sum value ance freedom
Brick aggregate replacement rate | 3869.188 3 3.629 13.490 oH (A)
Glass aggregate replacement rate | 114.188 3 0.107 | 3.490 * (B) or em | Jomo 127.688 3 0.120 | 3.490 * (©) eee po ee |: 154.188 3 0.145 {3.490 * amount (D) :
[69] Note: ** represents significance, and * represents insignificance.
[70] (II) Analysis of compressive strength
[71] It could be seen from Table 3 that the optimum mixing amount at 28d was as follows: brick aggregate replacement rate 50 wt’, glass aggregate replacement rate 50 wt%, water-binder ratio 0.6 and silica fume mixing amount 6%, and the compressive strength reached 16.6 MPa. At the optimum replacement rate, the concrete manufactured from the broken bricks and the waste glass might meet the strength design requirements of the reamed pile material. The strength of the concrete was slightly higher than A2B1C2D3 when the mixing ratio was A2B2C1D4. The reason involved two points: first, addition of the glass aggregate and the brick aggregate improved filling among pores, and the masses of both were smaller than that of a natural material, a mass difference from the natural aggregate was formed during filling, so that the weight of the integral material was decreased, and the strength was increased. Second, both were relatively close and small in water-binder ratio, so that the compressive strength was increased as the cement content was increased. By comparison, it could be seen that the silicon powder might improve the later strength of the material to a certain extent. However, as the brick aggregate and the glass aggregate were added, the apparent density of the brick aggregate was smaller than that of the natural aggregate, which leaded to a situation that the strength of the brick aggregate was smaller than that of the natural aggregate, so that the integral strength was decreased as a lot of the brick aggregate was added.
[72] Range analysis was performed on the compressive strength of a concrete test block.
The results are as shown in Table 6. It could be known by analyzing concrete test blocks at different ages that the primary and secondary sequence of the factors influencing 7d strength was as follows: water-binder ratio > brick aggregate replacement rate > glass aggregate replacement rate > silica fume mixing amount; the primary and secondary sequence of the factors influencing 14d strength was as follows: brick aggregate replacement rate > water-binder ratio > glass aggregate replacement rate > silica fume mixing amount; and the primary and secondary sequence of the factors influencing 28d strength was as follows: brick aggregate replacement rate > water-binder ratio > silica fume mixing amount > glass aggregate replacement rate. It should be noted that the silicon powder may increase the later strength of the material, and affects the 28d strength greater than the glass aggregate mixing amount.
[73] Table 6 Range analysis of compressive strength in orthogonal experiment
Factor
Brick aggregate 3.750 4.950 6.700 replacement rate (A)
Glass aggregate 2.975 1.975 2.375 replacement rate (B)
Water-binder ratio (C) | 4.025 3.425 | 4.275
Silica fume mixing 1.425 1.450 2.475 amount (D)
[74] Table 7. Variance analysis of compressive strength experimental results
Degree
Deviated F critical | Significa
Factor | Age/d of F ratio quadratic sum value nce freedom 7 boo
To], Cow 14 28
Dp 13.697 3 0.277 3.49
[75] Note: * represents insignificance.
[76] A factor-compressive strength trendgram was drawn according to the results of range analysis, as shown in FIG. 3. It could be know from FIG. 3(a) that the compressive strength at each age was gradually decreased along increase of the brick aggregate replacement rate. FIG .3(b) showed an influence of the brick aggregate replacement rate on the compressive strength at each age. As the brick aggregate replacement rate was increased, the compressive strength was decreased first and then increased. The brick aggregate replacement rate at a turning point was 75%. FIG .3(c) showed an influence of the water-binder ratio on the compressive strength. The compressive strength was decreased rapidly as the water-binder ratio was increased. When reaching 0.7, the water-binder ratio was then increased, and the change of the compressive strength was not obvious. It could be inferred by analysis that when the water-binder ratio was 0.6-0.75, and the water-binder ratio was 0.7, the strength thereof was close to the lowest point, and after the water-binder ratio exceeded 0.7, the change of the strength thereof was not obvious.
FIG. 3 (d) showed an influence of the silica fume mixing amount on the compressive strength of the reamed pile material. When the silica fume mixing amount was between 0% and 6%, the compressive strength of the test block showed a rising trend as the silica fume mixing amount was increased, and the great the silica fume mixing amount was, the more significant the 28d strength of the material was increased. It could be know from change of the compressive strength along with factors that if it was desired to increase the amounts of the brick aggregate and the glass aggregate when the strength requirements of the reamed pile material were met, it was needed to reduce the water-binder ratio and increase the mixing amount of the silicon powder. Therefore, it would be known that the water-binder ratio and the silica fume mixing amount were C1D4, 1.e., the water-binder ratio 0.6 and the silica fume mixing amount 6%.
[77] Variance analysis was performed, and it could be known from the F ratio in Table 7 that the results were consistent with the range analysis results. But except the strength at the reference mixing ratio, in the 16 experimental ranges of the orthogonal experiment, the
F ratio was smaller than the critical value. Change of the four factors affected the compressive strength of the reamed pile material insignificantly.
[78] (III) Analysis of flexural strength
[79] It could be known from Table 3 that the three groups A2B2C1D4, A3B3C1D2 and
A3BI1C3D4 with the highest flexural strength respectively reached 2.7 MPa, 2.4 MPa and 2.3 MPa. The difference of the flexural strength of the test blocks of the concrete prepared from the broken bricks and the waste glass was not significant. The reason that the flexural strength of A2B2C1D4 was high was similar to that of the compressive strength. When the brick aggregate replacement rate and the glass aggregate replacement rate were respectively 50 wt%, the material was relatively compact inside. In addition to greater cement content in the material, the binding strength among the materials was increased, so that the flexural strength of the material was increased. The reason that the flexural strength of the material was relatively low was also similar to that of the compressive strength. There was a transition value between the replacement rate and the mixing amount of the material. When the materials exceeded the transition value and the water-binder ratio was relatively great, the flexural strength of the reamed pile material was relatively small.
[80] Table 8 shows the range analysis results of the flexural strength of the broken brick and waste glass aggregate concrete. With respect to flexural resistance at 28d of the reamed file material, the primary and secondary sequence of the factors affecting the flexural strength was as follows: water-binder ratio > brick aggregate replacement rate > glass aggregate replacement rate > silica fume mixing amount.
[81] Table 8 Range analysis of flexural strength in orthogonal experiment
Te [cv
Mean value 2 1.875
Mean value 3 1.600
[82] It could be known from FIG. 4 that the 28d flexural strength of the reamed file material in the experiment range was continuously decreased as the water-binder ratio was increased.
When the water-binder ratio was between 0.65 and 0.7, the decreasing speed was small, and the highest flexural strength reached 2.23 MPa.
As the brick aggregate replacement rate was increased, its strength was increased first and then decreased, and the highest strength reached 2.13 MPa.
As the glass aggregate replacement rate was increased,
its flexural strength was decreased first and then increased.
The flexural strength was continuously increased as the silica fume mixing amount was increased.
It could be seen that at the silica fume mixing amount of the present invention, with increase of the silicon powder, a change rule of the flexural strength was similar to that of the compressive strength, which might improve the strength of the reamed pile material.
The reason was similar to that increasing the compressive strength.
At the time when the flowability of the material was increased, the silicon powder might fill pores of the brick aggregate due to small grain diameter.
Silicate glass bodies such as SiO: in the silicon powder might react with the cement to generate a C-S-H gel so as to increase the strength of the aggregate.
In addition, under a condition that the glass aggregate was increased, the change rule of the flexural strength was similar to the change of the compressive strength in a trend of decrease first and then increase slightly.
With increase of the brick aggregate, changes of the flexural strength and the compressive strength thereof were different, but the change rule was the same as the change trend of the flowability, which was because that distribution of the brick aggregate was relatively uniform, and the contents with a grain diameter of 0.25-0.5 m and a grain diameter of smaller than 2 mm were relatively great.
It could be understood that related to the fine stones, with increase of the brick aggregate, the amount of large grain diameter pebbles was gradually decreased, and the amount of the small grain diameter (brick aggregate) was increased, so that the contact area and the occlusal force among particles were increased, thereby finally playing a role of increasing the flexural strength.
The content of the water-binder ratio directly affected the cement content.
The greater the water-binder ratio was, the smaller the cement content relatively was, so did the binding force among the aggregate, which was the reason that the flexural strength was decreased as the water-binder ratio was increased. It could be known from
FIG. 5 that the influence of the factors on the flexural strength was relatively small, so that the flexural strength was not taken as the major consideration factor during design of the mixing ratio.
[83] Variance analysis was performed. It could be seen from Table 9 that the influence of the factors in the experimental range was similar to that on the compressive strength, which was insignificant. The reason analyzed was that the water-binder ratio was relatively great, and the strength change range was relatively small in the set material ranges where significance was not reflected.
[84] Table 9 Variance analysis of flexural strength in orthogonal experiment
Deviated
Degree of F critical | Signific
Factor quadratic F ratio freedom value ance sum
Brick aggregate 0.967 3 1.405 3.490 * replacement rate (A)
Glass aggregate 0.222 3 0.323 3.490 * replacement rate (B)
Water-binder ratio (C) | 1.507 2.190 3.490
Silicon powder 0.057 3 0.083 3.490 * mixing amount (D)
[85] Note: * represents insignificance.
[86] (IV) Analysis of volume weight
[87] According to requirements on the reamed pile material, under a condition that the strength and flowability of the reamed pile material met the requirements, the volume weight of the material was decreased as much as possible so as to ensure construction of the root-reinforced piles and uniformity of the reamed pile material in the later using process. Conventional fine aggregate concrete was relatively larger than the cement soil in volume weight. It could be known from Table 3 that the apparent density was only 1,778 kg/m’ at a brick aggregate replacement rate of 100 wt%, a glass aggregate replacement rate of 75wt%, a water-binder ratio of 0.65 and a silica fume mixing amount of 6%, i.e, at a proper replacement rate, the volume weight of the root-reinforced pile reamed pile material prepared from the broken bricks and the waste glass was far smaller than that of the conventional fine aggregate concrete and cement soil. When the mixing ratio was
A4B3C2D4 (brick aggregate replacement rate 75wt%, glass aggregate replacement rate 75wt%, water-binder ratio 0.6 and silica fume mixing amount 6%), the volume weight thereof was the smallest. The volume weight was the smallest due to the following three reasons: first, the apparent densities of the brick aggregate and the glass aggregate were smaller than those of the conventional fine stones and sand; second, when the water-binder ratio was relatively great, the amount of the cementing material such as cement was relatively small, so that the weight of the material was reduced, too; and third, when the silica fume mixing amount was increased, the consumption of the cement and the coal ash was decreased. The density of the silicon powder was far smaller than that of the coal ash and the cement, and the volume weight of the material was somewhat decreased while the silicon powder was added. Although the volume weight was the smallest at the mixing ratio of A4B3C2D4, the compressive strength thereof did not meet the requirement.
Therefore, it was needed to analyze the influence rules of the materials on volume weight, so as to summarize the optimum mixing ratio meeting the requirements of the root-reinforced pile reamed pile material.
[88] It could be known from Table 10 that the primary and secondary sequence of the factors affecting the reamed pile material was as follows: brick aggregate replacement rate > glass aggregate replacement rate > water-binder ratio > silica fume mixing amount.
[89] Table 10 Range analysis of volume weight in orthogonal experiment
[90] A factor-flexural strength trendgram was drawn according to the results of range analysis, as shown in FIG. 5. The change rule of volume weight was the same as the apparent density. It could be seen from FIG. 5 that in the experimental range, the volume weight of a reamed pile material test piece was continuously decreased as the brick aggregate replacement rate, the glass aggregate replacement rate and the water-binder ratio were increased; with increase of the brick aggregate, the decreasing speed of the volume weight of the reamed pile material test piece was highest; the influence of the glass aggregate on the volume weight of the material was similar to that of the brick aggregate, which was fundamentally because that the weights of the brick aggregate and the glass aggregate in unit volume were smaller than those of natural sand and gravel aggregate; with increase of the two replacement rates, the content of the natural aggregate was decreased gradually, and the apparent density of the test piece was decreased. When the water-binder ratio was increased, the consumption of the cementing material was decreased, so that the volume weight of the test block was decreased. The silicon powder was a light material which was relatively small in mixing amount and had a little influence on the volume weight of the material, so that the silicon powder was not taken into consideration mainly. It could be known form Table 3 that when the apparent density was relatively low, the compressive strength thereof could not meet the strength requirement of the reamed pile material, such that it should be considered that the requirements for the compressive strength and flowability of the reamed pile material were met when the volume weight mixing ratio of the reamed pile material was selected.
[91] The primary and secondary sequence of influence of the factors on volume weight could be gained by range analysis, and variance analysis was performed on the factors.
The analytical results are shown in Table 11. Significance of the factors affecting the material could be gained by the F ratio. Due to relatively small range of experimental results in the orthogonal experiment, significance was not reflected. But it could be seen from the F ratio that the extent of the influence of the factors on the volume weight of the reamed file material was the same as the influence on the primary and secondary sequence,
which was as follows: brick aggregate replacement rate > glass aggregate replacement rate > water-binder ratio > silica fume mixing amount.
[92] Table 11 Variance analysis of volume weight in orthogonal experiment
Deviated Degree
F critical | Significan
Factor quadratic of F ratio value ce sum freedom
Brick aggregate 152872750 | 3 2.358 3.490 * replacement rate (A)
Glass aggregate 79363.250 3 1.224 3.490 * replacement rate (B)
Water-binder ratio (C) | 26421.250 | 3 0.407 3.490
Silica fume mixing 722.250 3 0.011 3.490 * amount (D)
[93] Note: * represents insignificance.
[94] Experimental results of the groups were obtained through the orthogonal experiment of the reamed pile material prepared from the broken bricks and the waste glass, and the influence rules of different factors on the flowability, strength and volume weight of the reamed pile material at different mixing amounts were obtained through the range analysis, the trendgram of the mixing amounts of the factors affecting different performance of the material and the variance analysis. The optimum mixing ratio of the present invention was obtained through the rules obtained by the above-mentioned orthogonal experiment, i.e., brick aggregate replacement rate 75 wt%, glass aggregate replacement rate 75 wt%, water-binder ratio 0.6 and silica fume mixing amount 6%. Under this circumstance, it was also a condition with the highest glass aggregate replacement rate and brick aggregate replacement rate when the strength requirement was met, and the material was more “environmental-friendly”.
[95] Example 3:
[96] According to a preparation method of the broken brick and waste glass aggregate concrete for reamed piles, the concrete was prepared according to the method in example 1, and the consumption of the raw materials was as shown in Table 12.
[97] Table 12 Mix proportion data of the broken brick and waste glass aggregate concrete for reamed piles
Water Glass Fine Silicon Water aggreg Sand nt ash (kg/m aggregat | stones powder reducer ate (kg/m?) | (kg/m (kg/m? 3) e (kg/m?) | (kg/m?) (kg/m?) (kg/m?) (kg/m?) ) )
[98] The water reducer was polycarboxylate superplasticizer, and the cement was
P.042.5 common silicate cement.
[99] Performance tests on the product obtained in example 3 and C15 fine aggregate concrete were performed. Specific results are as shown in Table 13.
[100] Table 13 Performance data of the products obtained in example 3 and comparative example 1 and C15 fine aggregate concrete
No. of examples Strength (MPa) Flowability Apparent and comparative density examples (mm) (kg/m?)
C15 fine aggregate 11.8 15.5 17.3 202 2,310 concrete
[101] Note: Testing results after adding water.
[102] It could be known from Table 13 that by grouting the brick aggregate and the glass aggregate and then mixing them with other raw materials, the grouted mixture was more compact in surface. The grouting materials could generate reactions to increase the strength of the material. Compared with the material which was not grouted, the water absorption of the material was greater, and the flowability and strength were relatively low.
[103] The consumptions and costs of the aggregate used in example 3 and C15 fine aggregate concrete were analyzed comparatively. The unit prices of the aggregate are as shown in Table 14.
[104] Table 14 Unit prices of coarse and fine aggregate [rom foe [2
Fine stones | Sand Glass aggregate brick crusher 4 [on [en |= en
Unit price — 2.5 yuan/h yuan/m? yuan/m? | yuan/ton
[105] Note: The work efficiency of the small hammer crusher (200-300 model) is 2 tons/h.
[106] Through calculation, compared with C15 fine aggregate concrete, 62.76 yuan per unit cube can be saved for the reamed pile material in example 3. Besides, the cleaning and transferring costs of construction waste can be lowered when the broken brick and glass concrete is used. When conventional C15 concrete reamed pile material is used, it is needed to obtain gravels by destructing the environment and transport the gravels to a construction site or a material processing space through a heavy transportation device, which causes severe damage to the ecological environment. However, when the broken brick and waste glass concrete reamed pile material is used, environmental pollution caused by carbon emission generated in quarrying from a mountain, sand excavation from ariver and transportation can be reduced. Underground environmental pollution caused by random landfilling and stacking of construction waste is overcome, reutilization of resources can be promoted, and limited resources and green hills and clear waters are protected.
[107] Example 4:
[108] According to a preparation method of the broken brick and waste glass aggregate concrete for reamed piles, the concrete was prepared according to the method in example 1.
The consumptions of the raw materials are as shown in Table 15.
[109] Table 15 Mix proportion data of the broken brick and waste glass aggregate concrete for reamed piles
(kg/m | aggreg | Aggregat | stones | (kg/m?) nt powder ash reduce 3) ate |e (kg/m?) | (kg/m?) (kg/m | (kg/m?) | (kg/m?) r (kg/m?) 3) (kg/m ’)
[110] The water reducer was polycarboxylate superplasticizer, and the cement was
P.042.5 common silicate cement.
[111] Example 5:
[112] According to a preparation method of the broken brick and waste glass aggregate concrete for reamed piles, the concrete was prepared according to the method in example 1.
The consumptions of the raw materials are as shown in Table 16.
[113] Table 16 Mix proportion data of the broken brick and waste glass aggregate concrete for reamed piles
Water
Ceme
Water | Aggreg | Glass Fine Silicon | Coal | reduce
Sand nt (kg/m ate Aggregat | stones powder ash r (kg/m?) | (kg/m
SIEIsizil )
[114] The water reducer was polycarboxylate superplasticizer, and the cement was
P.042.5 common silicate cement.
[115] Example 6:
[116] According to a preparation method of the broken brick and waste glass aggregate concrete for reamed piles, the concrete was prepared according to the method in example 1.
The consumptions of the raw materials are as shown in Table 17.
[117] Table 17 Mix proportion data of the broken brick and waste glass aggregate concrete for reamed piles
Water | Aggreg | Glass Fine Sand | Ceme | Silicon | Coal | Water (kg/m ate Aggregat | stones | (kg/m?) nt powder ash reduce
3) (kg/m?) | e(kg/m*) | (kg/m?) (kg/m | (kg/m?) | (kg/m?) r 3) (kg/m )
[118] The water reducer was polycarboxylate superplasticizer, and the cement was
P.042.5 common silicate cement.
[119] Example 7:
[120] According to a preparation method of the broken brick and waste glass aggregate concrete for reamed piles, the concrete was prepared according to the method in example 1.
The consumptions of the raw materials are as shown in Table 18.
[121] Table 18 Mix proportion data of the broken brick and waste glass aggregate concrete for reamed piles
Water
Ceme
Water | Aggreg | Glass Fine Silicon | Coal | reduce
Sand nt (kg/m ate Aggregat | stones powder ash r (kg/m?) | (kg/m 3) (kg/m?) | e (kg/m?) | (kg/m?) . (kg/m?) | (kg/m?) | (kg/m ) 9) 696.75 681.75 227.25 19.2 70.7 7.02
[122] The water reducer was polycarboxylate superplasticizer, and the cement was
P0425 common silicate cement.
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