CN114477902B - Soil curing agent, self-compacting high-flow-state backfill material and construction method thereof - Google Patents
Soil curing agent, self-compacting high-flow-state backfill material and construction method thereof Download PDFInfo
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- CN114477902B CN114477902B CN202210117165.1A CN202210117165A CN114477902B CN 114477902 B CN114477902 B CN 114477902B CN 202210117165 A CN202210117165 A CN 202210117165A CN 114477902 B CN114477902 B CN 114477902B
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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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/12—Back-filling of foundation trenches or ditches
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/18—Making embankments, e.g. dikes, dams
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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
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/00017—Aspects relating to the protection of the environment
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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
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
- C04B2111/00732—Uses not provided for elsewhere in C04B2111/00 for soil stabilisation
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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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- General Life Sciences & Earth Sciences (AREA)
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- General Engineering & Computer Science (AREA)
- Materials Engineering (AREA)
- Inorganic Chemistry (AREA)
- Organic Chemistry (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Soil Conditioners And Soil-Stabilizing Materials (AREA)
- Curing Cements, Concrete, And Artificial Stone (AREA)
Abstract
The application relates to the technical field of civil engineering materials, and particularly discloses a soil curing agent, a self-compacting high-flow-state backfill material and a construction method thereof. The soil stabilizer comprises the following components in parts by weight: 9-11 parts of cement; 0.1-0.5 part of silicon dioxide; 0.5-2.5 parts of fly ash; 2-6 parts of slag powder; the self-compacting high-flow backfill material comprises the following components in parts by weight: 95-105 parts of soil; 5-25 parts of a soil curing agent; 15-45 parts of water; and a construction method for backfilling narrow and special-shaped grooves by using the self-compacting high-flow-state backfill material. The application provides a self-compaction high flow regime backfill material compressive strength is high, self-compaction performance is good.
Description
Technical Field
The application relates to the technical field of civil engineering materials, in particular to a soil curing agent, a self-compacting high-flow-state backfill material and a construction method thereof.
Background
In recent years, the reasons for accidents caused by the settlement of parts such as building water, pipelines, residential roads and the like are that in the process of engineering infrastructure, a foundation trench, a pit foundation and the like cannot be backfilled densely under the influence of factors such as backfilling conditions, spaces and the like, so that the compressive strength of the foundation trench and the pit foundation is poor; meanwhile, the pit foundation cannot be backfilled densely, and great potential harm is brought to the seismic performance of the high-rise building.
In order to improve the compactness and the compressive strength of backfilling of a foundation trench, a pit foundation and the like, two main backfilling processes are adopted; one is to adopt plain soil or lime soil to tamp and backfill layer by layer, but the construction difficulty of the process is large, the backfilling period is long, and the backfilling quality is difficult to control; the other method is to adopt plain concrete for backfilling, although the method can ensure the backfilling quality of the foundation trench, the backfilling cost of the plain concrete is higher, the strength is high, and certain difficulty is brought to later maintenance. Therefore, a backfill material with excellent self-compaction degree and compressive strength is urgently needed.
Disclosure of Invention
In order to improve the self-compaction degree and the compressive strength of the foundation trench backfill material, the application provides a soil curing agent, a self-compaction high-flow-state backfill material and a construction method thereof.
In a first aspect, the present application provides a soil stabilizer, which adopts the following technical scheme:
the soil stabilizer comprises the following components in parts by weight: 9-11 parts of cement; 0.1-0.5 part of silicon dioxide; 0.5-2.5 parts of fly ash; 2-6 parts of slag powder.
The application provides a soil solidifying agent is formed by cement, silica, fly ash, slag powder mixture preparation, and this soil solidifying agent can accelerate the solidification rate of the backfill material who utilizes its preparation, improves backfill material's self-compaction degree and bonding effect to make backfill material possess excellent mobility and compressive strength.
The cement is an important gel material, is used as a main component for preparing the soil curing agent, plays a role in bonding, and can also improve the compressive strength of the backfill material.
The silicon dioxide can react with calcium hydroxide generated by cement hydration, the hydration reaction of the cement can be further accelerated by heat release in the reaction process, so that the setting time of the backfill material is reduced, the silicon dioxide has small particle size, gaps among all components of the soil curing agent can be filled, the self-compaction degree and the bonding effect of the backfill material are improved, and the compressive strength of the backfill material is further improved.
Slag powder and fly ash are two most widely used auxiliary cementing materials in the construction industry at present. The chemical composition of the slag powder is closer to that of cement, the chemical components are more stable, the fluidity of the backfill material can be increased, the pumpability of the backfill material is improved, and in addition, the slag powder also has a certain water reducing effect. Compared with cement, the fly ash has higher silicon dioxide and aluminum oxide content in chemical components, can improve the fluidity of the backfill material, but is not beneficial to the coagulation of the backfill material.
By adopting the technical scheme and adjusting the proportion of the silicon dioxide to the cement, the slag powder and the fly ash in the soil curing agent, the self-compacting high-flow backfill material with good fluidity, self-compacting performance and strong compression resistance can be obtained.
Preferably, the cement is ordinary portland cement.
The common portland cement has compact structure, good frost resistance, high content of tricalcium silicate and dicalcium silicate, high hydration reaction speed, a large amount of calcium hydroxide generated after the portland cement is hydrated, and silicon dioxide in the soil curing agent reacts with the calcium hydroxide, so that the hydration speed of the cement is accelerated, the setting time of a backfill material is reduced, and the cohesiveness and the fluidity of the backfill material are improved.
Preferably, the silica is 0.2 to 0.4 parts.
In a particular embodiment, the silica may be 0.1 parts, 0.2 parts, 0.3 parts, 0.4 parts, or 0.5 parts.
In some specific embodiments, the silica may also be present in an amount of 0.1 to 0.2 parts, 0.1 to 0.3 parts, 0.1 to 0.4 parts, 0.2 to 0.3 parts, 0.2 to 0.5 parts, 0.3 to 0.4 parts, 0.3 to 0.5 parts, or 0.4 to 0.5 parts.
Preferably, the adding proportion of the silicon dioxide, the fly ash and the slag powder is (0.2-0.4): (1-2): (3-5).
In a specific embodiment, the adding proportion of the silicon dioxide, the fly ash and the slag powder can be 0.2:1: 4. 0.2:1.5: 4. 0.2:2: 4. 0.2:1.5: 3. 0.2:1.5: 5. 0.3:1: 4. 0.3:1.5: 4. 0.3:2: 4. 0.3:1.5: 3. 0.3:1.5: 5. 0.4:1: 4. 0.4:1.5: 4. 0.4:2: 4. 0.4:1.5:3 or 0.4:1.5:5.
in some specific embodiments, the adding proportion of the silicon dioxide, the fly ash and the slag powder can also be (0.2-0.3): (1-2): (3-5), (0.3-0.4): (1-2): (3-5), (0.2-0.4): (1-1.5): (3-5), (0.2-0.4): (1.5-2): (3-5), (0.2-0.4): (1-2): (3-4) or (0.2-0.4): (1-2): (4-5).
In a particular embodiment, the fly ash can be 0.5 parts, 1 part, 1.5 parts, 2 parts, or 2.5 parts.
In some specific embodiments, the fly ash can also be 0.5-1 part, 0.5-1.5 parts, 0.5-2 parts, 1-1.5 parts, 1-2 parts, 1-2.5 parts, 1.5-2 parts, 1.5-2.5 parts, or 2-2.5 parts.
In a particular embodiment, the slag powder can be 2 parts, 3 parts, 4 parts, 5 parts, or 6 parts.
In some specific embodiments, the slag powder can also be 2-3 parts, 2-4 parts, 2-5 parts, 3-4 parts, 3-5 parts, 3-6 parts, 4-5 parts, 4-6 parts, or 5-6 parts.
By adopting the technical scheme, through experimental analysis, the adding proportion of the silicon dioxide, the fly ash and the slag powder in the soil curing agent is adjusted and controlled within the range, so that the slump and the slump expansion of the backfill material can be obviously improved, and the self-compaction performance and the compressive strength of the backfill material are improved.
Preferably, the soil solidifying agent further comprises 0.1-0.2 part of a water reducing agent.
In a particular embodiment, the water reducing agent can be 0.1 parts, 0.15 parts, or 0.2 parts.
In some specific embodiments, the water reducing agent may also be from 0.1 to 0.15 parts or from 0.15 to 0.2 parts.
The water reducing agent can be directionally adsorbed on the surface of cement particles, so that the surface of the cement particles has the same charge (usually negative charge), an electrostatic repulsion effect is formed, the cement particles are promoted to be mutually dispersed, the wrapped part of water is released, and the part of water participates in flowing, so that the water reducing agent can reduce the water consumption for mixing, can obviously improve the fluidity of a backfill material, and improves the compressive strength of the backfill material.
Preferably, the soil solidifying agent may further comprise gypsum, an early strength agent, a retarder or an accelerator.
The soil curing agent provided by the application takes cement as a main component, improves the cohesiveness, the fluidity and the self-compaction degree of the backfill material by adding silicon dioxide, fly ash and slag powder, and can properly add other components such as gypsum, an early strength admixture, a retarder and the like according to engineering requirements, so that the specific performance of the backfill material is improved, and a specific technical effect is achieved.
The gypsum can not only adjust the setting time of the backfill material, prevent the backfill material from segregation, but also improve the compression strength of the backfill material. The early strength agent can improve the compressive strength of the backfill material. The retarder or the accelerator can slow down or accelerate the setting time of the backfill material according to the engineering requirement, and the specific requirement is met.
In a second aspect, the present application provides a self-compacting high flow regime backfill material, which adopts the following technical scheme:
the self-compacting high-flow-state backfill material is characterized by comprising the following components in parts by weight: 95-105 parts of soil; 5-25 parts of a soil stabilizer; 15-45 parts of water;
wherein the water content of the soil stabilizer is less than 1%; the water content of the soil is less than 20%.
The application provides a self-compaction high flow state backfill material contains soil, soil stabilizer and water. The self-compacting high-flow backfill material takes soil as a main material, and the performance of the soil is adjusted by adding a soil curing agent, so that the self-compacting high-flow backfill material with high fluidity, high self-compactness and high compressive strength is prepared.
Preferably, the soil curing agent is 10-20 parts.
In a particular embodiment, the soil stabilizer may be added in an amount of 5 parts, 10 parts, 15 parts, 20 parts, or 25 parts.
In some embodiments, the soil stabilizer may be added in an amount of 5-10 parts, 5-15 parts, 5-20 parts, 10-15 parts, 10-25 parts, 15-20 parts, 15-25 parts, or 20-25 parts.
The application provides a self-compaction high flow state backfill material make full use of the main aggregate of foundation trench backfill material such as the waste soil, the construction rubbish that produce among the soil resource that engineering construction obtained or the building work progress, through adding appropriate amount of soil curing agent, adjust its physicochemical property to preparation self-compaction high flow state backfill material, this self-compaction high flow state backfill material has good mobility, self-compaction performance, and has higher compressive strength after the maintenance.
Preferably, the soil has a particle size of less than 20mm.
Preferably, the moisture content of the soil is less than 20%.
The particle size and the water content of the soil are standards for judging whether the soil can be used as a main backfill material, the smaller the particle size of the soil is, the larger the specific surface area is, the stronger the hydrophilicity is, the higher the performance of absorbing and binding water is, and the better the caking property of the backfill material is. However, if the water content of the soil is too high, the prepared backfill material is difficult to compact, and the self-compacting performance is deteriorated.
Preferably, the soil is selected from the group consisting of square soil obtained by trench excavation, sandy soil, waste soil, muck and construction waste.
The square soil, the sandy soil, the waste soil, the muck, the construction waste and the like obtained by the groove excavation are easy to exploit, the source is wide, long-distance transportation is not needed, the physicochemical property of the soil is improved by using the soil curing agent, the construction cost can be reduced, and the recycling of waste resources is realized.
Preferably, the adding ratio of the soil stabilizer to the water is 1: (1-3).
Preferably, the adding ratio of the soil stabilizer to the water is 1: (1.5-2.5).
In a specific embodiment, the ratio of the soil stabilizer to the water may be 1:1. 1:1.5, 1:2. 1:2.5 or 1:3.
in some specific embodiments, the ratio of the soil stabilizer to the water may also be 1: (1-1.5), 1: (1-2), 1: (1-2.5), 1: (1.5-2), 1: (1.5-2.5), 1: (1.5-3), 1: (2-2.5), 1: (2-3) or 1: (2.5-3).
The water content in the self-compacting high-flow-state backfill material is an important factor influencing the compactability and the fluidity of the self-compacting high-flow-state backfill material, the addition ratio of the soil stabilizer to the water is adjusted by adopting the technical scheme, and the addition ratio of the soil stabilizer to the water in the self-compacting high-flow-state backfill material is controlled within the range through experimental analysis, so that the self-compacting high-flow-state backfill material with excellent fluidity and compression resistance can be obtained.
Preferably, the 3d compressive strength of the self-compacting high-flow backfill material is 1.2-1.32Mpa;7d, the compressive strength is 2.1-2.15Mpa; the 28d compressive strength is 4.9-4.98Mpa.
Through adopting the technical scheme of this application can prepare out the higher self-compaction high flow state backfill material of compressive strength degree, backfill through the foundation ditch and can effectively improve the self-compaction performance and the compressive property of foundation ditch, alleviate water pipe, road position scheduling problem that sinks.
The application provides a preparation method of a soil curing agent, which is to uniformly mix cement, fly ash, slag powder and silicon dioxide.
The soil stabilizer prepared by the preparation method is a solid soil stabilizer material.
And mixing the solid soil stabilizer material with water, and uniformly stirring to obtain the liquid soil stabilizer material.
The application provides a preparation method of a self-compacting high-flow-state backfill material, which comprises the following steps:
(1) Weighing soil and a soil curing agent, and uniformly stirring to obtain a backfill material dry material;
(2) And (3) adding water into the backfill material dry material obtained in the step (1), and uniformly stirring to obtain the self-compacting high-flow backfill material.
In a third aspect, the present application further provides a construction method for backfilling narrow and irregular trenches by using the self-compacting high flow state backfill material, which specifically comprises the following steps:
cleaning the groove; preparing a self-compacting high-flow backfill material; pouring the self-compacting high-flow-state backfill material into the groove; and maintaining the self-compaction high-flow backfill material in the groove.
Further, the construction method specifically comprises the following steps:
(1) Before construction, the groove is cleaned, fillers such as broken stones and slurry in the groove and sundries such as leaves and household garbage are cleaned, and the groove is kept clean and free of foreign matters.
(2) Preparing the self-compacting high-flow backfill material.
(3) According to site conditions and construction requirements, a diversion trench or a diversion pipeline can be selected and used, the self high fluidity of the self-compacting high flow state backfill material is utilized to pour the self high flow state backfill material into the trench, or the self-compacting high flow state backfill material is pumped by a pumping mode through the pipeline to pour the self-compacting high flow state backfill material into the trench;
(4) And (4) smoothing and troweling the surface of the self-compaction high-flow-state backfill material in the groove, and maintaining periodically, thereby completing the pouring of the self-compaction high-flow-state backfill soil.
In the backfill construction method for the narrow and special-shaped grooves of the self-compacting high-flow-state backfill material, the grooves are completely poured in the step (3) by utilizing the self-flowability of the self-compacting high-flow-state backfill material, so that the grooves are filled with the self-compacting high-flow-state backfill material, and manual or mechanical vibration is not needed in the process.
By adopting the technical scheme, the self-compacting high-flow-state backfill material and the construction method thereof can backfill multiple narrow or complex special-shaped grooves, not only can reach the strength and the self-compacting degree required by backfill, but also can shorten the construction period and reduce the construction cost, and have great effects and significance on the safety guarantee of engineering construction and the saving of the construction cost.
In summary, the present application has the following beneficial effects:
1. this application make full use of is under construction the soil resource or the abandonment resource that obtains in the engineering, adjusts the physicochemical property of soil through adding right amount of soil curing agent to preparation self-compaction high flow state backfill material, above-mentioned self-compaction high flow state backfill material has good mobility, self-compaction performance, and can obtain higher compressive strength after the maintenance, thereby improves backfill material's self-compaction performance and compressive property, alleviates building bulk water, pipeline position and sinks the scheduling problem.
2. The application can improve the physical and chemical properties of the backfill material by adjusting the components in the soil curing agent and the addition amount of each component according to the engineering requirements, thereby obtaining the self-compaction high-flow-state backfill material with different strengths and fluidity, meeting the requirements of different engineering conditions and having wide application range.
3. The application provides a narrow and dysmorphism slot backfill construction method of self-compaction high flow state backfill material utilizes the mobility of self-compaction high flow state backfill soil to carry out the foundation ditch backfill completely, compares with traditional handicraft, and this construction method need not artifical or mechanical vibration, can reach backfill required strength and self-compaction degree, can reduce construction equipment and manpower again, and reduction of erection time has low-cost, high-quality technological effect.
Drawings
Fig. 1 is a flow chart of the preparation process of the self-compacting high flow regime backfill material provided by the present application.
Detailed Description
The present application provides a soil solidifying agent. The soil stabilizer comprises the following components in parts by weight: 9-11 parts of cement; 0.1-0.5 part of silicon dioxide; 0.5-2.5 parts of fly ash; 2-6 parts of slag powder. The soil curing agent also comprises 0.1-0.2 part of water reducing agent. Furthermore, in the soil stabilizer, 0.2-0.4 part of silicon dioxide can be added. Furthermore, in the soil curing agent, the adding proportion of the silicon dioxide, the fly ash and the slag powder is (0.2-0.4): (1-2): (3-5). Wherein the cement in this example was a P0.5 Portland cement available from Zibo constant force Cement, inc.
Referring to fig. 1, the preparation method of the soil stabilizer is as follows: mixing the P0.5 ordinary portland cement, the silicon dioxide, the fly ash, the slag powder and the water reducing agent, and uniformly stirring to obtain the soil curing agent.
The application also provides a self-compacting high flow state backfill material. The self-compacting high-flow backfill material comprises the following components in parts by weight: 95-105 parts of soil; 10-20 parts of a soil curing agent; 15-35 parts of water; wherein the water content of the soil stabilizer is less than 1%; the water content of the soil is less than 20%. Furthermore, the soil curing agent can also be 10-20 parts. Wherein the addition ratio of the soil stabilizer to the water can be 1: (1-3). Further, the adding proportion of the soil stabilizer to the water can be 1: (1.5-2.5). In addition, the soil selected in the embodiment is sand soil, the particle size of the soil is less than 20mm, and the water content is less than 20%.
Referring to fig. 1, the preparation method of the self-compacting high flow state backfill material comprises the following steps:
(1) Weighing soil and a soil curing agent, and uniformly stirring to prepare a backfill material dry material;
(2) And (3) adding water into the backfill material dry material obtained in the step (1), and uniformly stirring to obtain the self-compacting high-flow backfill material.
The application also provides a construction method for backfilling narrow and special-shaped grooves by using the self-compacting high-flow-state backfill material, which specifically comprises the following steps:
cleaning the groove; preparing a self-compacting high-flow backfill material; pouring the self-compacting high-flow-state backfill material into the groove; and maintaining the self-compaction high-flow backfill material in the groove.
The raw materials, reagents, solvents and other test materials used in the following preparation examples and examples were all commercially available.
The present application is described in further detail below with reference to preparation examples 1 to 17, examples 1 to 25, comparative examples 1 to 6, and test tests.
Preparation example
Preparation examples 1 to 5
Preparation examples 1 to 5 each provide a soil stabilizer.
The difference of the preparation examples is that: the amount of silica added to the soil stabilizer is specifically shown in table 1.
The soil solidifying agent provided by the preparation examples 1 to 5 comprises cement and a water reducing agent in addition to silicon dioxide, fly ash and slag powder. Wherein, the cement is 10g of P0.5 ordinary Portland cement, and the water reducing agent is 0.15g.
The preparation method of each preparation example is as follows:
mixing the P0.42.5 ordinary portland cement, the fly ash, the slag powder, the water reducing agent and the silicon dioxide, and uniformly stirring to obtain the soil curing agent.
TABLE 1 addition amount of each component in soil stabilizer provided in preparation examples 1 to 5
Preparation examples 6 to 13
Preparation examples 6 to 13 each provide a soil stabilizer.
The above-mentioned preparation examples differ from preparation example 3 in that: the adding proportion of the silicon dioxide, the fly ash and the slag powder in the soil curing agent is specifically shown in table 2.
Table 2 addition amounts of respective components in soil firming agents provided in preparation example 3 and preparation examples 6 to 13
Preparation examples 14 to 17
Preparation examples 14-17 each provide a soil solidifying agent.
The above-mentioned preparation examples differ from preparation example 3 in that: the amount of water reducing agent added to the soil stabilizer is specifically shown in table 3.
TABLE 3 addition amount of Water-reducing agent in soil solidifying agent provided in preparation example 3 and preparation examples 14 to 17
Detection test
The fineness and water content of the soil stabilizer provided in preparation examples 1 to 17 were measured, and the measurement results are shown in table 4.
The fineness detection of the soil curing agent is carried out by adopting a screen analysis method, a 80-micron square-hole screen is used for screening, the percentage of the rest on the upper part of the screen to the total amount of the curing agent is the fineness of the curing agent, and the specific method can refer to 'water fineness inspection method'.
The moisture content of the curing agent is measured by adopting a drying method, and the 'geotechnical test method standard' can be referred to specifically.
According to the regulation of the standard of soft soil curing agent, the soil curing agent can meet the following construction requirements in engineering construction: the fineness of the soil curing agent is less than or equal to 8 percent; the water content of the soil stabilizer is less than 1 percent.
Table 4 test results of soil solidifying agents provided in preparation examples 1 to 17
As can be seen from the detection results in Table 4, the fineness of the soil curing agent provided in the preparation examples 1 to 17 is less than or equal to 8%, and the water content is less than 1%, which meet the standard of the performance test of the soil curing agent in the Soft soil curing agent. Therefore, the soil stabilizer provided by the application can be used for preparing self-compacting high-flow backfill materials.
Examples
Examples 1 to 17
Examples 1-17 each provide a self-compacting high flow regime backfill material.
The above examples 1 to 17 differ in that: preparing a soil curing agent utilized by the self-compacting high-flow-state backfill material; the soil firming agents provided in preparation examples 1 to 17 were used in examples 1 to 17, respectively, and are specifically shown in table 5.
The self-compacting high-flow backfill materials provided by the embodiments 1-17 comprise the following components in addition amount: 100g of sandy soil; 15g of soil stabilizer; 30g of water.
The preparation method of the respective compact high-flow backfill material comprises the following steps:
(1) Weighing soil and a soil curing agent, and uniformly stirring to obtain a backfill material dry material;
(2) And (3) adding water into the backfill material dry material obtained in the step (1), and uniformly stirring to obtain the self-compacting high-flow backfill material.
Table 5 soil firming agent utilized in the self-compacting high flow backfill provided in examples 1-17
Examples 18 to 21
Examples 18-21 each provide a self-compacting high flow regime backfill material.
The above-described embodiments 18 to 21 are different from embodiment 3 in that: the addition amount of the soil stabilizer in the self-compacting high-flow backfill material is specifically shown in table 6.
Table 6 addition of soil stabilizer to self-compacting high flow backfill as provided in examples 3 and 18-21
Examples 22 to 25
Examples 22-25 each provide a self-compacting high flow regime backfill material.
The above-described embodiments 22 to 25 are different from embodiment 3 in that: the addition ratio of the soil stabilizer to water in the self-compacting high-flow backfill material is specifically shown in table 7.
Table 7 examples 3, 22-25 provide self-compacting high flow backfill with components added in amounts
Comparative example
Comparative examples 1 to 6
Comparative examples 1-6 provide a self-compacting high flow regime backfill material.
Comparative examples 1 to 6 differ from example 3 in that: the soil curing agent used for preparing the self-compacting high-flow backfill material.
The components and the addition amount of each soil stabilizer in the self-compacting high-flow backfill materials provided in comparative examples 1-6 are shown in table 8.
Table 8 addition of each component of soil stabilizer to self-compacting high flow backfill materials provided in comparative examples 1-6
Detection test
1. Test subjects: examples 1-25 and comparative examples 1-6 provide self-compacting high flow regime backfill materials.
2. And (3) test period: and 28 days.
3. The test method comprises the following steps: under the same condition, 31 foundation grooves with the same size and shape are backfilled by using the self-compacting high-flow backfill materials provided by the examples 1-25 and the comparative examples 1-6, and after backfilling, moisturizing and maintaining are carried out by adopting a film covering mode, and water is regularly sprayed for moisturizing every day.
4. Test results
The slump, slump expansion (fluidity) and compressive strength after foundation trench backfilling of the self-compacting high flow state backfill materials provided in examples 1-25 and comparative examples 1-6 were tested, and the specific results are shown in Table 9.
The slump is a test index of the plasticizing performance and the pumpability of the concrete, and is a comprehensive index for testing the fluidity, the caking property and the water retention of the concrete. In a construction site, the fluidity of concrete is usually reflected by slump, but when the slump is more than 200, the slump cannot accurately reflect the fluidity of the concrete, and the average diameter of the expanded concrete, namely the slump expansion, needs to be tested as an index for measuring the fluidity of the concrete.
The slump test method can refer to the standard of the test method for the performance of common concrete mixtures. Slump expansion test refers to cement mortar strength test method and self-compacting concrete application technical regulation.
The compressive strength test refers to soft soil curing agent, and the compressive strength of 3d, 7d and 28d of examples 1-25 and comparative examples 1-6 is tested by adopting an on-site drilling coring and static sounding test mode.
Table 9 results of performance testing of the self-compacting high flow backfill provided in examples 1-25 and comparative examples 1-6
As can be seen from table 9, the self-compacting high flow backfill materials provided in examples 1-25 have excellent slump, slump expansion and compressive strength, which indicates that the self-compacting high flow backfill materials have good fluidity and self-compacting performance, and have high compressive performance after foundation trench backfill and maintenance.
By combining the test results of the examples 1-5 and the comparative examples 1-2, the slump of the prepared self-compaction high-flow-state backfill material is increased and then unchanged along with the increase of the content of silicon dioxide in the soil curing agent, the slump expansion shows an increasing trend, and the compressive strength is increased and then reduced; and the slump, slump expansion and compressive strength of the self-compacting high-flow-state backfill material prepared by adding the silicon dioxide in the soil curing agent within the range of 0.1-0.5 part are all higher than those of the self-compacting high-flow-state backfill material prepared by not adding the silicon dioxide in the soil curing agent and adding the silicon dioxide in the range of 0.6 part. Therefore, when the adding amount of the silicon dioxide in the soil stabilizer is controlled within the range of 0.1-0.5 part, the prepared self-compaction high-flow-state backfill material has good comprehensive performance of slump, slump expansion and compressive strength, and good self-compaction degree and fluidity.
Furthermore, when the adding amount of the silicon dioxide in the soil stabilizer is controlled within the range of 0.2-0.4 part, the self-compaction degree and the compressive strength of the prepared self-compaction high-flow backfill material are better; in particular, the self-compacting high-flow backfill material provided by the embodiment 3 has the most excellent combination of flowability, self-compacting degree and compressive strength.
By combining the test results of the examples 3, 6 to 9 and the comparative examples 3 to 4, it can be known that, with the increase of the addition amount of the fly ash in the soil stabilizer, the slump expansion and the compressive strength of the self-compacting high-flow backfill material tend to increase and then decrease, and when the addition ratio of the silicon dioxide, the fly ash and the slag powder in the soil stabilizer is 0.3: (0.5-2.5): the slump, slump expansion and compressive strength of the self-compacting high-flow backfill material prepared within the range of 4 are obviously superior to those of the soil curing agent in which the adding proportion of silicon dioxide, fly ash and slag powder is 0.3:0.3:4 or the adding proportion of the silicon dioxide, the fly ash and the slag powder in the soil curing agent is 0.3:3: and 4, slump expansion and compressive strength of the self-compacting high-flow-state backfill material prepared. Therefore, the application shows that the adding proportion of the silicon dioxide, the fly ash and the slag powder in the soil stabilizer is controlled to be 0.3: (0.5-2.5): when the range is 4, the slump and slump expansion of the prepared self-compaction high-flow-state backfill material are high, and the fluidity and the compressive strength are good.
Further comparison shows that the adding proportion of the silicon dioxide, the fly ash and the slag powder in the soil stabilizer is 0.3: (1-2): when the range is 4, the self-compaction performance and the compressive strength of the prepared self-compaction high-flow backfill material are better.
By combining the test results of the examples 3, 10 to 13 and the comparative examples 5 to 6, it can be known that, with the increase of the addition amount of the slag powder in the soil curing agent, the slump expansion and the compressive strength of the self-compacting high flow state backfill material all show a trend of increasing and then decreasing, and when the addition ratio of the silicon dioxide, the fly ash and the slag powder in the soil curing agent is 0.3:1.5: the slump, the slump expansion and the compressive strength of the self-compacting high-flow-state backfill material prepared in the range of (2-6) are obviously superior to those of the soil curing agent in that the adding proportion of silicon dioxide, fly ash and slag powder is 0.3:1.5:1 or the adding proportion of silicon dioxide, fly ash and slag powder in the soil curing agent is 0.3:1.5: and 7, slump expansion and compressive strength of the self-compacting high-flow-state backfill material prepared. Therefore, the application shows that the adding proportion of the silicon dioxide, the fly ash and the slag powder in the soil stabilizer is controlled to be 0.3:1.5: and (2-6), the prepared self-compaction high-flow-state backfill material has high slump and slump expansion and good compressive strength.
Further comparison shows that the adding proportion of the silicon dioxide, the fly ash and the slag powder in the soil curing agent is 0.3:1.5: and when the pressure is within the range of (3-5), the prepared self-compaction high-flow backfill material has more excellent compression strength and self-compaction performance.
With reference to examples 3 and 14 to 17, it can be seen from the test results that the slump, slump expansion and compressive strength of the self-compacting high-flow-state backfill materials provided in examples 15 to 16 are all greater than those of the self-compacting high-flow-state backfill materials provided in examples 14 and 17, and as the content of the water reducing agent in the soil solidifying agent increases, the slump and slump expansion of the self-compacting high-flow-state backfill materials increase, and the compressive strength decreases after increasing. Therefore, when the addition amount of the water reducing agent in the soil curing agent is controlled to be 0.1-0.2 part, the prepared self-compacting high-flow-state backfill material is high in compressive strength, strong in fluidity and good in self-compacting performance.
The test results of comparative example 3 and examples 18-21 show that when the soil stabilizer is added in an amount of 5-25 parts, the slump, slump expansion and compressive strength of the prepared self-compacting high-flow backfill material are all high. Further comparison shows that the slump, slump expansion and compressive strength of the self-compacting high-flow-state backfill material prepared by using the soil curing agent with the addition amount of 10-20 parts are greater than those of the self-compacting high-flow-state backfill material prepared by using the soil curing agent with the addition amount of 5 parts or the soil curing agent with the addition amount of 25 parts. Therefore, when the addition amount of the soil curing agent is within the range of 10-20 parts, the prepared self-compacting high-flow backfill material has high compressive strength, strong fluidity and better self-compacting performance.
The results of comparative example 3 and examples 22-25 show that when the ratio of soil stabilizer to water added to the self-compacting high flow backfill is 1: and (1-3), the prepared self-compaction high-flow-state backfill material has good slump, slump expansion and compressive strength. Further comparison shows that when the adding ratio of the soil stabilizer to the water is 1: (1.5-2.5) the slump, the slump and the compressive strength of the self-compacting high-flow backfill material prepared in the range are better than those of the soil stabilizer and water in the addition ratio of 1:1 hour or the adding proportion of the soil stabilizer and water is 1:3, slump and compressive strength of the self-compacting high-flow-state backfill material prepared in the step (3); from this, the ratio of the soil stabilizer to water added was controlled to 1: when the pressure is within the range of (1.5-2.5), the prepared self-compacting high-flow backfill material has high compressive strength, strong fluidity and better self-compacting property.
According to the test results of the embodiments 1 to 25, the compressive strength of the self-compacting high flow state backfill material provided by the embodiment is 1.07-1.32Mpa in 3d, 2.08-2.15Mpa in 7d and 4.81-4.98Mpa in 28d. Further comparison shows that when the addition amount of the silicon dioxide in the self-compacting high-flow backfill material is 0.2-0.4, the addition ratio of the silicon dioxide, the fly ash and the slag powder is controlled to be (0.2-0.4): (1-2): (3-5), the addition amount of the soil stabilizer is 10-20 parts, and the addition ratio of the soil stabilizer to water is 1: (1.5-2.5), the compressive strength of the self-compacting high-flow backfill material is better, and the 3d compressive strength is 1.2-1.32Mpa;7d, the compressive strength is 2.1-2.15Mpa; the 28d compressive strength is 4.9-4.98Mpa.
To sum up, the self-compaction high flow state backfill material that this application provided all has excellent slump, slump expansion degree and compressive strength, explains that the mobility and the compressive property of above-mentioned self-compaction high flow state backfill material are good, self-compaction degree is high, utilizes above-mentioned self-compaction high flow state backfill material to carry out the self-compaction degree that the foundation ditch backfill can effectively improve the foundation ditch, alleviates building bulk water, pipeline position scheduling problem that sinks.
The present embodiment is only for explaining the present application, and it is not limited to the present application, and those skilled in the art can make modifications of the present embodiment without inventive contribution as needed after reading the present specification, but all of them are protected by patent law within the scope of the claims of the present application.
Claims (6)
1. The self-compacting high-flow-state backfill material is characterized by comprising the following components in parts by weight: 95-105 parts of soil; 5-25 parts of a soil curing agent; 15-45 parts of water;
the soil stabilizer comprises the following components in parts by weight: 9-11 parts of cement, 0.1-0.5 part of silicon dioxide, 0.5-2.5 parts of fly ash, 2-6 parts of slag powder and 0.1-0.2 part of water reducing agent; wherein the adding proportion of the silicon dioxide, the fly ash and the slag powder is (0.2-0.4): (1-2): (3-5);
the water content of the soil stabilizer is less than 1%; the water content of the soil is less than 20%.
2. The self-compacting high flow regime backfill material according to claim 1, wherein the soil stabilizer is 10-20 parts.
3. The self-compacting high flow regime backfill material according to claim 1, wherein the soil stabilizer and the water are added in a ratio of 1: (1-3).
4. The self-compacting high flow regime backfill material according to claim 1, wherein the soil stabilizer and the water are added in a ratio of 1: (1.5-2.5).
5. The self-compacting high flow backfill according to claim 1, characterized by a 3d compressive strength of 1.2-1.32Mpa;7d, the compressive strength is 2.1-2.15Mpa; the 28d compressive strength is 4.9-4.98MPa.
6. The construction method for backfilling narrow and special-shaped grooves by using the self-compacting high-flow-state backfilling material of any one of claims 1 to 5 is characterized by comprising the following steps of:
cleaning the groove; preparing a self-compacting high-flow backfill material; pouring the self-compacting high-flow-state backfill material into the groove; and maintaining the self-compaction high-flow backfill material in the groove.
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Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101857409A (en) * | 2010-05-28 | 2010-10-13 | 北京工业大学 | Flowing backfill and preparation and construction method thereof |
| CN104086144A (en) * | 2014-07-13 | 2014-10-08 | 北京工业大学 | Sulfoaluminate-cement-based quick-setting quick-hardening flowable backfilling material prepared from construction waste |
| CN108203270A (en) * | 2018-01-04 | 2018-06-26 | 北京建筑大学 | A kind of controllability low-intensity material |
| CN108503318A (en) * | 2018-03-28 | 2018-09-07 | 河海大学 | A kind of morning strong agent and its application for dregs backfill |
| CN111892345A (en) * | 2019-05-06 | 2020-11-06 | 中电建生态环境集团有限公司 | Fluidized solidified soil based on granite muck and preparation method thereof |
| AU2020103401A4 (en) * | 2020-11-11 | 2021-01-28 | Beijing Building Materials Engineering Co. Ltd | Self-compacting Liquid Cement for Backfilling Trench |
| CN112408913A (en) * | 2020-11-24 | 2021-02-26 | 中国地质大学（武汉） | Method for preparing low-strength material by using waste residue soil of jacking pipe and backfilling flexible pipeline |
| CN113089747A (en) * | 2021-02-25 | 2021-07-09 | 中建三局第二建设工程有限责任公司 | Fertilizer groove backfilling construction method based on self-compacting backfilled soil |
| CN113307591A (en) * | 2021-05-25 | 2021-08-27 | 武汉理工大学 | Multi-source solid waste composite high-flow-state backfill material and preparation method and application thereof |
| CN113929365A (en) * | 2021-10-15 | 2022-01-14 | 北京市政建设集团有限责任公司 | Self-compacting solidified soil and use method thereof |
-
2022
- 2022-02-08 CN CN202210117165.1A patent/CN114477902B/en active Active
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101857409A (en) * | 2010-05-28 | 2010-10-13 | 北京工业大学 | Flowing backfill and preparation and construction method thereof |
| CN104086144A (en) * | 2014-07-13 | 2014-10-08 | 北京工业大学 | Sulfoaluminate-cement-based quick-setting quick-hardening flowable backfilling material prepared from construction waste |
| CN108203270A (en) * | 2018-01-04 | 2018-06-26 | 北京建筑大学 | A kind of controllability low-intensity material |
| CN108503318A (en) * | 2018-03-28 | 2018-09-07 | 河海大学 | A kind of morning strong agent and its application for dregs backfill |
| CN111892345A (en) * | 2019-05-06 | 2020-11-06 | 中电建生态环境集团有限公司 | Fluidized solidified soil based on granite muck and preparation method thereof |
| AU2020103401A4 (en) * | 2020-11-11 | 2021-01-28 | Beijing Building Materials Engineering Co. Ltd | Self-compacting Liquid Cement for Backfilling Trench |
| CN112408913A (en) * | 2020-11-24 | 2021-02-26 | 中国地质大学（武汉） | Method for preparing low-strength material by using waste residue soil of jacking pipe and backfilling flexible pipeline |
| CN113089747A (en) * | 2021-02-25 | 2021-07-09 | 中建三局第二建设工程有限责任公司 | Fertilizer groove backfilling construction method based on self-compacting backfilled soil |
| CN113307591A (en) * | 2021-05-25 | 2021-08-27 | 武汉理工大学 | Multi-source solid waste composite high-flow-state backfill material and preparation method and application thereof |
| CN113929365A (en) * | 2021-10-15 | 2022-01-14 | 北京市政建设集团有限责任公司 | Self-compacting solidified soil and use method thereof |
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