CN113072950A - Soil curing agent, cured soil and method for carrying out roadbed backfilling on weak stratum - Google Patents
Soil curing agent, cured soil and method for carrying out roadbed backfilling on weak stratum Download PDFInfo
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- C—CHEMISTRY; METALLURGY
- C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
- C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
- C09K17/00—Soil-conditioning materials or soil-stabilising materials
- C09K17/40—Soil-conditioning materials or soil-stabilising materials containing mixtures of inorganic and organic compounds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
- E02D3/123—Consolidating by placing solidifying or pore-filling substances in the soil and compacting the soil
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- C—CHEMISTRY; METALLURGY
- C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
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Abstract
The application relates to the field of road engineering, and particularly discloses a soil curing agent, cured soil and a method for carrying out roadbed backfilling on a weak stratum. The weak stratum roadbed soil curing agent comprises the following raw materials in parts by weight: 10-30 parts of quicklime, 5-20 parts of alumina, 2-15 parts of silicon dioxide, 3-10 parts of triethanolamine, 2-10 parts of diisopropanolamine, 3-15 parts of silane coupling agent, 5-20 parts of water glass and 2-15 parts of gypsum; the solidified soil comprises the following raw materials: soil, soil solidifying agent, cement and water; the backfill method of the solidified soil on the roadbed in the weak stratum comprises the steps of uniformly mixing and stirring the solidified soil, backfilling and rolling in layers and maintaining. The soil stabilizer for the weak stratum roadbed soil can improve the surface activity of soil particles and improve the bonding capacity of the surface of the soil particles by interacting and mutually matching components, so that the soil strength is improved.
Description
Technical Field
The application relates to the field of road engineering, in particular to a soil stabilizer, solidified soil and a method for backfilling a roadbed in a weak stratum.
Background
With the rapid development of traffic engineering, more and more road engineering is built, and different construction problems caused by different geology are also faced in the building process, wherein the treatment of the weak stratum is the problem often encountered in road engineering. The soil pressure of the weak stratum changes frequently, the stability is relatively poor, and the foundation pit support is difficult, so that the construction risk is high, and even a series of engineering project safety accidents can be caused.
At present, for the treatment of weak strata, mechanical vibration or heavy hammer tamping is generally adopted to compact or tamp shallow layers of miscellaneous fill, loess, loose silty soil, general cohesive soil and the like, so that a uniform hard shell layer with certain strength is formed on the surface layer, or sand or gravel, broken stone, lime soil, plain soil and the like are used as materials to coat a cushion layer on the original roadbed, so that the roadbed has certain bearing capacity and the like. Although the existing treatment method for the weak stratum can achieve the effect of enhancing the roadbed strength, the problems of insufficient roadbed strength and poor stability still exist.
Therefore, it is urgently needed to develop a treatment method capable of improving the roadbed strength of the weak stratum.
Disclosure of Invention
In order to improve the roadbed strength of a weak stratum, the application provides a soil curing agent, cured soil and a roadbed backfilling method for the weak stratum.
In a first aspect, the present application provides a soil stabilizer, which adopts the following technical scheme:
a weak stratum roadbed soil curing agent comprises the following raw materials in parts by weight: 10-30 parts of quicklime, 5-20 parts of alumina, 2-15 parts of silicon dioxide, 3-10 parts of triethanolamine, 2-10 parts of diisopropanolamine, 3-15 parts of silane coupling agent, 5-20 parts of water glass and 2-15 parts of gypsum.
By adopting the technical scheme, calcium hydroxide is generated by hydrolyzing quicklime and is filled into soil particles, and the water glass can react with the calcium hydroxide to generate calcium silicate hydrate with certain cementation capacity, so that the calcium silicate hydrate can surround the soil particles, the soil particles can be hardened into a framework or complexed with the soil particles to form a stable space network structure, the stability among the soil particles is enhanced, and the strength is improved; the alumina has a certain cementation effect, can enable soil particles to agglomerate, so that large and stable aggregates are formed, a formed soil particle complex can be adsorbed, the stability of the soil particles is further enhanced, and the soil strength is improved; hydrolytic groups in the silane coupling agent can be combined with active groups in soil, so that soil is modified, the surface activity of soil particles is improved, and the silane coupling agent can also improve the dispersibility of water glass, so that the water glass can be well dispersed among the soil particles and filled among the soil particles, the bonding capacity of the soil particles can be improved, the soil particles are more compact, and the strength is improved. Therefore, the synergistic effect is achieved through the interaction of all the components, so that the strength of the soil is improved, and the strength of the obtained roadbed is improved.
Optionally, the soil curing agent comprises the following raw materials in parts by weight: 15-20 parts of quicklime, 10-15 parts of alumina, 5-10 parts of silicon dioxide, 5-8 parts of triethanolamine, 3-6 parts of diisopropanolamine, 5-10 parts of silane coupling agent, 10-15 parts of water glass and 5-10 parts of gypsum.
By adopting the technical scheme, the raw materials are selected according to the weight parts, so that the solidification effect of the soil can be further improved, and the soil strength is improved.
Optionally, the alumina is activated alumina.
By adopting the technical scheme, the active alumina is selected, is a porous solid material with high dispersity, has a large surface area, has adsorption performance, surface activity, excellent thermal stability and the like on the surface of micropores, and has high mechanical strength and strong hygroscopicity. The strong adsorption effect and the surface activity of the soil particle complex can further improve the adsorption capacity of the soil particle complex, further promote the soil particle agglomeration, form soil aggregates, improve the water stability of the soil aggregates and increase the strength of soil.
Optionally, the silane coupling agent comprises one or more of KH-560 and KH-550.
By adopting the technical scheme, one or more of the silane coupling agents KH-560 and KH-550 are selected, so that the surface of the soil particles can be better treated, the activity of the surface of the soil particles is better improved, the bonding effect among the soil particles is enhanced, and the strength of the soil is improved.
In a second aspect, the present application provides a solidified soil prepared by using the soil solidifying agent of any one of the above aspects, comprising the following raw materials by weight: soil: soil curing agent: cement: the water is 100: (7-25): (5-11): (3-8).
By adopting the technical scheme, the solidified soil comprises soil, a soil solidifying agent, cement and water, and a proper proportion is adopted, the soil solidifying agent not only can play a certain solidifying role on the soil, but also triethanolamine and diisopropanolamine in the soil solidifying agent can improve the specific surface area and particle distribution of the cement, the specific surface area of the cement can be obviously improved, so that the cement hydration is promoted, the cement strength is improved, the strength of a roadbed after backfilling is further improved, the effects of improving the soil body strength, the water stability and the long-term stability are achieved, gypsum in the soil solidifying agent can promote the formation of a cement hydration product ettringite, the strength of the cement can be enhanced, the pores of soil particles can be filled, the soil aggregation is promoted, and the strength of the solidified soil is enhanced.
Optionally, the soil comprises one or more of clay, sandy soil and crushed stone with a particle size of less than 5 mm.
Through adopting above-mentioned technical scheme, the particle diameter is less than 5 mm's rubble, clay, sand in the soil, the closely knit degree of promotion soil that can be better to promote the intensity of road surface road bed.
In a third aspect, the present application provides a roadbed backfilling method in a weak stratum by using solidified soil, comprising the following steps:
(1) preparing soil, a soil curing agent, cement and water according to parts by weight, and uniformly mixing and stirring to obtain cured soil;
(2) backfilling the solidified soil layer by layer and rolling the solidified soil layer by layer with the thickness of 25-35cm until the foundation pit is filled;
(3) and (5) carrying out net covering maintenance on the roadbed after the foundation pit is filled.
Through adopting above-mentioned technical scheme, backfill the solidification soil layering and roll to the foundation ditch, can be abundant with backfill soil compaction, increase the intensity of backfill soil.
Optionally, the rolling in the step (2) is divided into three stages of initial pressing, secondary pressing and final pressing.
Through adopting above-mentioned technical scheme, divide three rolling stage, can be better roll into semi-solid state with cement etc. and can improve the intensity, compressive strength, the tensile strength and the stability of bending of road bed.
Optionally, the initial rolling weight is 2-4t, the rolling speed is 1.5-3km/h, and the rolling is carried out for 1-3 times; the re-pressing rolling weight is 20-25t, the rolling speed is 2-4km/h, and the rolling is carried out for 4-6 times; the final rolling weight is 20-25t, the rolling speed is 3-5km/h, and the rolling is carried out for 2-5 times.
Through adopting above-mentioned technical scheme, set up the difference and roll weight, roll speed and roll the number of times, adopt lighter weight and lower speed during the initial pressure, can prevent that the weight is too big and the road bed that collapses is pressed, adopts great weight during repressing and final pressure, can be fine with road surface road bed compaction to further promote the soil property intensity after the shaping.
Optionally, in the step (3), 2-4 days of water is sprayed during maintenance, and the maintenance time is 7-10 days.
By adopting the technical scheme, the watering maintenance is carried out 2-4 times a day for 7-10 days. The required humidity during cement curing can be guaranteed, so that the strength of the cured cement is improved, the strength of the roadbed of the pavement is further improved, and the strength of the cured soil can be further improved through water spraying maintenance for 7-10d, so that the final early strength of the roadbed of the pavement is high.
In summary, the present application has the following beneficial effects:
1. as the application adopts quicklime, alumina, silicon dioxide, triethanolamine, diisopropanolamine, silane coupling agent, water glass and gypsum, and all the components interact with each other, the unconfined compressive strength reaches more than 10MPa, the water stability reaches more than 10.26MPa, and the deflection value is less than 25 mm.
2. The selection has added active alumina in this application, its stronger adsorption and surface activity, not only can play the cementation effect to soil particle, make soil particle reunite, form stable aggregate, but also can further promote the adsorption efficiency to soil particle complex, thereby make soil particle reunion, increase the intensity of soil, and then promote the intensity of road surface road bed, the soil intensity of adding active alumina can further improve the water stability to 13.28MPa, 28d does not have the confined compressive strength and is 10.82MPa, the deflection value is 17 mm.
3. According to the method, layered backfill is adopted, the thickness of each layer is set to be 25-35cm, and each layer is rolled step by step, so that the strength of the backfill soil can be improved, and the strength after hardening can be further improved, so that the strength of the roadbed of the pavement is higher.
Detailed Description
The present application will be described in further detail with reference to examples.
Raw materials
Quick lime: the manufacturer: hubei Xin run chemical Co., Ltd, production model: GB/T;
alumina: the manufacturer: beijing Gaokou New Material science and technology Co., Ltd;
activated alumina: the manufacturer: jiangxi Kangli water treatment environmental protection Co., Ltd;
silicon dioxide: the manufacturer: boai county dream silicon ltd;
triethanolamine: the manufacturer: the Jinan Ming Wei chemical Co., Ltd, production model: technical grade triethanolamine;
diisopropanolamine: the manufacturer: commercial Limited of Loeher, Cinan, 85%;
silane coupling agent KH-550: the manufacturer: nanjing Quanxi chemical Co., Ltd;
silane coupling agent KH-560: the manufacturer: jinanrong chemical Limited;
water glass: raw tea manufacturer: the chemical industry of Jinan Wangtian, production type: WT-water glass;
gypsum: the manufacturer: anhui New association green new building materials Co Ltd, production model: XDL-130;
cement: the manufacturer: the production model of Runji building materials Co Ltd in Fushan City is: and (4) infiltrating 425 the cement.
Examples
Example 1
A soil stabilizer: the composite material comprises the following raw materials in parts by weight: 100kg of quicklime, 200kg of alumina, 20kg of silicon dioxide, 100kg of triethanolamine, 20kg of diisopropanolamine, KH-550150 kg of silane coupling agent, 50kg of water glass and 20kg of gypsum.
Example 2
A soil stabilizer: the composite material comprises the following raw materials in parts by weight: 150kg of quicklime, 150kg of alumina, 100kg of silicon dioxide, 50kg of triethanolamine, 60kg of diisopropanolamine, 50kg of silane coupling agent KH-550, 150kg of water glass and 50kg of gypsum.
Example 3
A soil stabilizer: the composite material comprises the following raw materials in parts by weight: 300kg of quicklime, 50kg of alumina, 150kg of silicon dioxide, 30kg of triethanolamine, 100kg of diisopropanolamine, 30kg of silane coupling agent KH-550, 200kg of water glass and 150kg of gypsum.
Example 4
A soil stabilizer: the composite material comprises the following raw materials in parts by weight: 180kg of quicklime, 120kg of alumina, 800kg of silicon dioxide, 60kg of triethanolamine, 50kg of diisopropanolamine, KH-55070 kg of silane coupling agent, 120kg of water glass and 80kg of gypsum.
Example 5
A soil stabilizer: the composite material comprises the following raw materials in parts by weight: 200kg of quicklime, 100kg of alumina, 550kg of silicon dioxide, 80kg of triethanolamine, 30kg of diisopropanolamine, KH-550100 kg of silane coupling agent, 100kg of water glass and 100kg of gypsum.
Example 6
Differences from example 4: 50kg of alumina was added.
Example 7
Differences from example 4: 200kg of alumina was added.
Example 8
Differences from example 4: the alumina is activated alumina.
Example 9
Differences from example 8: 50kg of activated alumina was added.
Example 10
Differences from example 8: 200kg of activated alumina was added.
Example 11
Differences from example 4: the silane coupling agent is KH-560.
Example 12
Differences from example 4: the silane coupling agent is KH-55030 kg and KH-56040 kg.
Example 13
The solidified soil comprises the following raw materials: 98kg of the soil curing agent, 154kg of cement and 42kg of water in the embodiment 1 are added into each cubic meter of soil; wherein the soil is 1400kg per cubic meter, and the soil is clay with particle size of more than 5 mm.
Example 14
Differences from example 13: the soil is sand soil with stones of more than 5mm in particle size removed.
Example 15
Differences from example 13: the soil is clay and sandy soil with particle size of more than 5mm removed, wherein the clay is 800kg, and the sandy soil is 700 kg.
Example 16
The solidified soil comprises the following raw materials: 210kg of the soil curing agent, 112kg of cement and 70kg of water in the embodiment 1 are added into each cubic meter of soil; wherein the soil is 1400kg per cubic meter, and the soil is clay and sandy soil with particle size of more than 5mm, wherein the clay is 800kg, and the sandy soil is 700 kg.
Example 17
The solidified soil comprises the following raw materials: 350kg of the soil curing agent, 70kg of cement and 112kg of water in the embodiment 1 are added into each cubic meter of soil, wherein each cubic meter of soil is 1400kg, the soil is clay and sandy soil with the removal of stones with the particle size of more than 5mm, the clay is 800kg, and the sandy soil is 700 kg.
Example 18
Differences from example 16: 98kg of the soil stabilizer of example 1 was added per cubic meter of soil.
Example 19
Differences from example 16: 350kg of the soil stabilizer of example 1 was added per cubic meter of soil.
Example 20
Differences from example 16: 280kg of the soil stabilizer of example 1 was added per cubic meter of soil.
Example 21
Differences from example 16: 50kg of the soil stabilizer of example 1 was added per cubic meter of soil.
Example 22
Differences from example 16: 500kg of the soil stabilizer of example 1 was added per cubic meter of soil.
Example 23
Differences from example 20: the amount of water added was 62 kg.
Example 24
Differences from example 20: the amount of water added was 93 kg.
Example 25
Differences from example 23: the soil stabilizer was the soil stabilizer in example 2.
Example 26
Differences from example 23: the soil stabilizer was the soil stabilizer in example 3.
Example 27
Differences from example 23: the soil stabilizer was the soil stabilizer in example 4.
Example 28
Differences from example 23: the soil stabilizer was the soil stabilizer in example 5.
Example 29
Differences from example 23: the soil stabilizer was the soil stabilizer in example 6.
Example 30
Differences from example 23: the soil stabilizer was the soil stabilizer in example 7.
Example 31
Differences from example 23: the soil stabilizer was the soil stabilizer in example 8.
Example 32
Differences from example 23: the soil stabilizer was the soil stabilizer in example 9.
Example 33
Differences from example 23: the soil stabilizer was the soil stabilizer in example 10.
Example 34
Differences from example 23: the soil stabilizer was the soil stabilizer in example 11.
Example 35
Differences from example 23: the soil stabilizer was the soil stabilizer in example 12.
Example 36
A backfill method for a subgrade in a weak stratum by utilizing solidified soil comprises the following steps:
(1) uniformly mixing and stirring the solidified soil raw material in the embodiment 13, wherein the soil is clay with stones with the particle size of more than 5mm removed;
(2) backfilling the mixture in the step (1) layer by layer with the thickness of 25cm of each layer until a foundation pit is filled, wherein each layer of rolling comprises three stages of primary rolling, secondary rolling and final rolling, wherein the primary rolling adopts 2t small road roller static pressure for 3 times, the static pressure speed is 3km/h, the secondary rolling adopts a 20t vibration road roller to vibrate and roll for 4 times, the rolling speed is 4km/h, the final rolling adopts a 20t road roller to carry out static pressure for 2 times, the rolling speed is 5km/h, after each rolling is finished, a compaction degree test is carried out through a sand tank test, and the next layer of filling is carried out when the compaction degree is more than 93%;
(3) and (3) filling the foundation pit, immediately performing net covering maintenance on the roadbed after the last rolling, and sprinkling water for 2 times a day during maintenance for 10 days.
Example 37
Differences from example 34: the solidified soil of example 14 was used.
Example 38
Differences from example 34: the solidified soil of example 15 was used.
Example 39
Differences from example 36: the solidified soil of example 16 was used.
Example 40
Differences from example 36: the solidified soil of example 17 was used.
EXAMPLE 41
Differences from example 37: the solidified soil of example 18 was used.
Example 42
Differences from example 37: the solidified soil of example 19 was used.
Example 43
Differences from example 37: the solidified soil of example 20 was used.
Example 44
Differences from example 37: the solidified soil of example 21 was used.
Example 45
Differences from example 37: the solidified soil of example 22 was used.
Example 46
Differences from example 37: the solidified soil of example 23 was used.
Example 47
Differences from example 37: the solidified soil of example 24 was used.
Example 48
Differences from example 37: the solidified soil of example 25 was used.
Example 49
Differences from example 37: the solidified soil of example 26 was used.
Example 50
Differences from example 37: the solidified soil of example 27 was used.
Example 51
Differences from example 37: the solidified soil of example 28 was used.
Example 52
Differences from example 37: the solidified soil of example 29 was used.
Example 53
Differences from example 37: the solidified soil of example 30 was used.
Example 54
Differences from example 37: the solidified soil of example 31 was used.
Example 55
Differences from example 37: the solidified soil of example 32 was used.
Example 56
Differences from example 37: the solidified soil of example 33 was used.
Example 57
Differences from example 37: the solidified soil of example 34 was used.
Example 58
Differences from example 37: the solidified soil of example 35 was used.
Example 59
Differences from example 50: in the step (2), 3t small road roller static pressure is adopted for initial pressing for 2 times, the static pressure speed is 2.5km/h, 23t vibratory roller is adopted for repeated pressing for 5 times, the rolling speed is 3km/h, 23t road roller is adopted for final pressing for 4 times, and the rolling speed is 4 km/h.
Example 60
Differences from example 50: in the step (2), 4t small road roller static pressure is adopted for 1 time for initial pressing, the static pressure speed is 1.5km/h, a 25t vibratory roller is adopted for repeated pressing for vibration rolling for 6 times, the rolling speed is 2km/h, and a 25t road roller is adopted for final pressing for static pressure 5 times, wherein the rolling speed is 3 km/h.
Example 61
Differences from example 59: in the step (2), backfill is carried out layer by layer with the thickness of each layer being 30 cm.
Example 62
Differences from example 59: in the step (2), backfill is carried out layer by layer with the thickness of 35cm of each layer.
Example 63
Differences from example 61: in the step (3), water is sprayed 3 times a day during maintenance, and the maintenance is carried out for 9 days.
Example 64
Differences from example 61: in the step (3), water is sprayed for 4 times a day during maintenance, and the maintenance is carried out for 7 days.
Comparative example 1
Differences from example 50: alumina is not added in the soil stabilizer.
Comparative example 2
Differences from example 50: the soil curing agent is not added with a silane coupling agent.
Comparative example 3
Differences from example 50: no water glass is added in the soil curing agent.
Comparative example 4
Differences from example 50: alumina and water glass are not added in the soil curing agent.
Comparative example 5
Differences from example 50: alumina and silane coupling agent are not added in the soil curing agent.
Comparative example 6
Differences from example 50: the soil curing agent does not contain alumina, a silane coupling agent and water glass.
Comparative example 7
Differences from example 50: the amount of water added to the solidified soil was 20 kg.
Comparative example 8
Differences from example 50: the amount of water added to the solidified soil was 200 kg.
Performance test
The roadbed of examples 36 to 64 and comparative examples 1 to 8 were tested for unconfined compressive strength, deflection value and water stability of 7d and 28 d.
Detection method
The unconfined compressive strength is detected according to a test method of unconfined compressive strength of inorganic binder stabilizing materials of T0805 and 1994 in JTGE51-2009 test regulations for inorganic binder stabilizing materials of highway engineering, wherein the higher the compressive strength is, the better the roadbed of the pavement is proved; the smaller the deflection value is, the better the road bed is proved; and (3) detecting water stability strength: adopting a cube test piece with the thickness of 70.7 mm multiplied by 70.7 mm, and preserving moisture and maintaining for six days under the maintenance condition of 20 ℃ and 96% of relative humidity; and soaking for 24 hours, taking out, wiping off the moisture on the surface of the test piece, and putting the test piece into a pressure tester to test the strength of the test piece. The results are shown in Table 1.
TABLE 1 road subgrade performance test results
| Water stability/MPa | 7d unconfined compressive strength/MPa | 28d unconfined compressive strength/MPa | Deflection value/0.01 mm | |
| Example 36 | 12.15 | 8.15 | 10.26 | 25 |
| Example 37 | 11.64 | 8.12 | 10.23 | 26 |
| Example 38 | 12.56 | 8.36 | 10.57 | 22 |
| Example 39 | 12.83 | 8.57 | 10.69 | 19 |
| Example 40 | 12.61 | 8.42 | 10.62 | 21 |
| EXAMPLE 41 | 12.68 | 8.46 | 10.66 | 20 |
| Example 42 | 12.62 | 8.44 | 10.65 | 24 |
| Example 43 | 12.93 | 8.65 | 10.79 | 18 |
| Example 44 | 9.28 | 4.26 | 6.35 | 30 |
| Example 45 | 8.57 | 4.87 | 5.94 | 31 |
| Example 46 | 13.28 | 8.87 | 10.86 | 17 |
| Example 47 | 13.06 | 8.71 | 10.84 | 18 |
| Example 48 | 13.25 | 8.84 | 10.85 | 17 |
| Example 49 | 13.30 | 8.96 | 10.88 | 17 |
| Example 50 | 13.41 | 9.06 | 10.92 | 16 |
| Example 51 | 13.34 | 8.98 | 10.85 | 17 |
| Example 52 | 13.37 | 9.01 | 10.87 | 16 |
| Example 53 | 13.32 | 8.99 | 10.76 | 18 |
| Example 54 | 13.53 | 9.21 | 10.97 | 15 |
| Example 55 | 13.42 | 9.11 | 10.83 | 17 |
| Example 56 | 13.46 | 9.13 | 10.84 | 16 |
| Example 57 | 13.43 | 9.12 | 10.81 | 17 |
| Example 58 | 13.47 | 9.16 | 10.85 | 18 |
| Example 59 | 13.45 | 9.15 | 10.81 | 16 |
| Example 60 | 13.42 | 9.10 | 10.76 | 17 |
| Example 61 | 13.46 | 9.14 | 10.83 | 16 |
| Example 62 | 13.44 | 9.12 | 10.83 | 16 |
| Example 63 | 13.48 | 9.17 | 10.87 | 15 |
| Example 64 | 13.47 | 9.15 | 10.86 | 17 |
| Comparative example 1 | 6.37 | 2.15 | 4.59 | 36 |
| Comparative example 2 | 7.15 | 2.34 | 4.63 | 35 |
| Comparative example 3 | 7.64 | 2.46 | 4.76 | 37 |
| Comparative example 4 | 5.21 | 1.98 | 3.58 | 40 |
| Comparative example 5 | 5.17 | 1.64 | 3.24 | 41 |
| Comparative example 6 | 4.26 | 1.02 | 2.16 | 49 |
| Comparative example 7 | 6.28 | 2.36 | 4.56 | 43 |
| Comparative example 8 | 6.57 | 1.98 | 4.12 | 42 |
It can be seen from the combination of examples 36-38 and table 1 that the change of soil type can affect the unconfined compressive strength, deflection value and water stability of the roadbed in the weak stratum, and in the examples of the present application, the clay and sandy soil mixed soil in example 38 is selected as the raw material of the filling soil, and the obtained roadbed has the best strength.
It can be seen from the combination of example 38 and examples 39-40 and from Table 1 that varying the amounts of soil stabilizer, cement and water added per cubic meter will affect the final curing effect, and affect the compressive strength, deflection value, water stability and unconfined compressive strength of the road subgrade. In this application, the amounts of the individual raw material components of example 39 were selected to maximize the performance of the resulting road base.
By combining the example 39 and the examples 40 to 45 and combining the table 1, it can be seen that the final strength of the highway subgrade is affected when the soil stabilizer is not used in too much or too little, but in the example of the application, the proportion of the soil stabilizer to the soil is reasonable, and the strength of the highway subgrade can be effectively improved; in addition, the content of the soil stabilizer in the solidified soil in the embodiment 43 of the present application is selected, and the finally obtained highway subgrade has high unconfined compressive strength, high water stability and low deflection value, so that the strength is good.
It can be seen from a combination of examples 39 and 46-47 and comparative examples 7-8 and from Table 1 that different water additions to the solidified soil have an effect on the compression resistance of the road base eventually backfilled. The water-cement ratio of comparative examples 7 to 8 is too large or too small, and the strength of the finally obtained highway subgrade is significantly reduced, so that the water-cement ratio in the application is reasonably designed, and the strength of the highway subgrade can be improved, and in the embodiment of the application, the scheme of the embodiment 46 of the application, namely the water-cement ratio in the solidified soil of the embodiment 23 is adopted for backfilling, so that the strength of the highway subgrade can be further improved.
In combination with example 39 and examples 48-51 and table 1, it can be seen that, under the condition of keeping other conditions unchanged, changing the amount of each component in the soil stabilizer affects the compressive strength of the prepared roadbed, and thus affects the quality of the roadbed, and in this application, the soil stabilizer in example 4 of this application and the manner in example 50 are selected to fill the foundation pit, and the obtained roadbed has the best performance.
In the present embodiment, the solidified soil of example 27 prepared by using the amount of alumina as the curing agent in example 4 of the present application is selected as the raw material to backfill the roadbed in the weak stratum, so that the curing effect on the solidified soil can be significantly improved, and the strength of the roadbed can be improved.
It can be seen from the combination of example 39 and examples 54-56 and table 1 that, under the condition that other components are not changed, the strength of the roadbed can be further improved by replacing the activated alumina with activated alumina, and the use amount of different activated aluminas also has an influence on the strength of the finally obtained roadbed.
It can be seen from the combination of example 39 and examples 57 to 58 and from Table 1 that, while the final strength of the roadbed is affected by changing the type of the silane coupling agent without changing the composition, the soil curing agent is optionally added with two silane coupling agents, namely KH-550 and KH-560, so that the strength of the roadbed can be further improved compared with the single silane coupling agent.
In combination with example 50 and comparative examples 1 to 6 and table 1, it can be seen that the strength of the roadbed of the pavement after the roadbed of the weak stratum is backfilled is affected without adding any one or more of alumina, a silane coupling agent and water glass in the soil curing agent, and the compressive strength, the water stability and the unconfined compressive strength of the roadbed are obviously reduced, while the deflection value is obviously increased. Therefore, the addition of the alumina, the silane coupling agent and the water glass greatly improves the strength of the roadbed of the pavement.
It can be seen from the combination of example 50 and examples 59-60 and table 1 that different rolling weights, rolling speeds and rolling times during the backfill of the solidified soil in the weak stratum have an effect on the flexural strength, compressive strength and deflection value of the final roadbed, i.e. the strength of the final roadbed. In the present example, the rolling compaction parameters of example 59 were selected to provide the best subgrade strength performance.
It can be seen from the combination of example 59 and examples 61-62 and table 1 that, during the backfill of the solidified soil in the weak stratum, under the condition of keeping other conditions unchanged, the thickness of each layer of the backfill layer is changed, which affects the strength of the finally obtained roadbed, and the strength of the roadbed is reduced when the thickness of each layer of the backfill layer is too high or too low. In the embodiment of the present application, the technical solution in embodiment 59 of the present application is selected, and the prepared roadbed has the best strength.
In combination with example 61 and examples 63-64 and table 1, it can be seen that after the base rolling is completed, different watering curing time and number of watering times all affect the bending strength, compressive strength and deflection value of the roadbed, and in the present application, the strength of the roadbed prepared by selecting the curing scheme of example 63 of the present application can be further improved.
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 (10)
1. The soil curing agent is characterized by comprising the following raw materials in parts by weight: 10-30 parts of quicklime, 5-20 parts of alumina, 2-15 parts of silicon dioxide, 3-10 parts of triethanolamine, 2-10 parts of diisopropanolamine, 3-15 parts of silane coupling agent, 5-20 parts of water glass and 2-15 parts of gypsum.
2. A soil solidifying agent according to claim 1, wherein: the composite material comprises the following raw materials in parts by weight: 15-20 parts of quicklime, 10-15 parts of alumina, 5-10 parts of silicon dioxide, 5-8 parts of triethanolamine, 3-6 parts of diisopropanolamine, 5-10 parts of silane coupling agent, 10-15 parts of water glass and 5-10 parts of gypsum.
3. A soil solidifying agent according to claim 1, wherein: the alumina is activated alumina.
4. A soil solidifying agent according to claim 1, wherein: the silane coupling agent comprises one or more of KH-560 and KH-550.
5. The solidified soil prepared by using the soil solidifying agent as defined in any one of claims 1 to 4 is characterized by comprising the following raw materials in parts by weight: soil: soil curing agent: cement: the water is 100: (7-25): (5-11): (3-8).
6. The solidified soil as claimed in claim 5, wherein: the soil comprises one or more of clay and sandy soil.
7. A method for backfilling a subgrade in a weak stratum with the solidified soil of claim 5, comprising the steps of:
preparing soil, a soil curing agent, cement and water according to parts by weight, and uniformly mixing and stirring to obtain cured soil;
backfilling the solidified soil layer by layer and rolling the solidified soil layer by layer with the thickness of 25-35cm until the foundation pit is filled;
and (5) carrying out net covering maintenance on the roadbed after the foundation pit is filled.
8. The method for backfilling a subgrade in a weak stratum with solidified soil according to claim 6, which comprises the following steps: the rolling in the step (2) is divided into three stages of initial pressing, secondary pressing and final pressing.
9. The method of claim 8, wherein the method comprises the step of backfilling the subgrade in the weak stratum with solidified soil, wherein the backfilling is carried out by the following steps: the initial rolling weight is 2-4t, the rolling speed is 1.5-3km/h, and the rolling is carried out for 1-3 times; the re-pressing rolling weight is 20-25t, the rolling speed is 2-4km/h, and the rolling is carried out for 4-6 times; the final rolling weight is 20-25t, the rolling speed is 3-5km/h, and the rolling is carried out for 2-5 times.
10. The method for backfilling a subgrade in a weak stratum with solidified soil according to claim 6, which comprises the following steps: and (4) maintaining in the step (3), wherein 2-4 days of water is sprayed during maintenance, and the maintenance time is 7-10 days.
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| CN117417173A (en) * | 2023-10-18 | 2024-01-19 | 中建三局总承包建设有限公司 | Self-compaction fluid soil for backfilling foundation pit fertilizer grooves and construction method |
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Application publication date: 20210706 |