KR20090002755A - Slope protection method using composition for stabilization and improvement of soil - Google Patents

Abstract

A slope protection construction method using soil stabilizers and conditioners is provided to prevent the loss of soil of a slope and the fracture caused by scour in the rainy season, and to restore a slope effectively in a short time by mixing the destroyed field soil with soil conditioners and constructing when a slope breaks down. A slope protection construction method using soil stabilizers and conditioners comprises the steps of cutting a slope, the target of construction, and collecting soil, paving soil stabilizers and conditioners on the collected soil, mixing and agitating the soil conditioners with the collected soil, banking and tamping the mixed and agitated soil, and vegetating on the surface of the tamped soil.

Description

Slope protection method using composition for stabilization and improvement of soil}

     The present invention reinforces the surface layer by stirring the soil improving agent based on flyash, a by-product of industry, with soil susceptible to scour and erosion, thereby preventing destruction due to soil loss and scour at the slope during the rainy season. In addition, in the case of collapsed slopes, the construction of the slope protection site using a soil stabilizer and improver that can be effectively recovered in a short time by mixing and mixing the destroyed site soil and soil modifier.

Conventionally, for the purpose of reinforcing soft ground such as wetlands, ponds, rivers, coasts, reclaimed land or dredged landfills with high water content, solidification of wastes containing constant sludge or heavy metals, improvement of slopes (surfaces) or retaining walls, etc. Or soil improving agents are used. In some cases, the use of water and sewage sludge is used for the manufacture of soil modifiers, but mainly cement or lime systems. However, in the case of the lime or cement system, the purpose of improving the strength of the soft ground can be met, but has the following disadvantages.

First, due to the large amount of lime, the soil becomes strongly alkaline and the growth of plants is impossible due to continuous alkali interference. Secondly, depending on chemical reactions, the permeability deteriorates and the plant dies. Third, solidification may take a long time, and solidification is inhibited in soils with high organic content. Fourth, in the case of cement-based may include heavy metals such as hexavalent chromium, it is impossible to operate heavy air immediately after construction. Therefore, in order to solve such a problem, the applicant of the present invention has already proposed the composition for soil stabilization and improvement in Patent Registration No. 379112 (Publication No. 2002-42771).

However, as a result of the detailed study on the method of construction in the field as the optimum design using the above-mentioned soil stabilization and improvement composition (hereinafter referred to as soil stabilization and improving agent), a construction method to solve various problems as follows is proposed. Was done.

(1) In the rainy season, if the soil surface is exposed to the ground or piled up by road construction or road construction, soil containing large amounts of fine grains is easily scoured and eroded by rainwater, which causes environmental pollution and slope instability. Suggestions for improvement.

(2) Proposal for countermeasures or construction methods for economic and effective permanent recovery, in addition to large-scale recovery methods for loss or collapse of slopes.

(3) Proposal of construction method that solidified material can be expected to be effective alternative technology because it has high resistance to scour and erosion by virtue of granulation of soil, and it is possible to have vegetation.

(4) Although large scale restoration methods are often disadvantageous not only in terms of cost but also in environmental aspects, restoration and suppression techniques using soil stabilization and modifiers aim at restoration as they are, suggesting eco-friendly construction methods.

  Therefore, the present invention is to provide a slope protection construction method using a soil stabilizer and improver that can be firmly reinforced and complement the slope using the soil stabilizer and improver, and can recover the slopes environmentally friendly.

Therefore, the object of the present invention is applicable to all soil types, while ensuring the strength required for the stability of the soil, while preventing the alkalinization of the soil, improving the permeability and forming the nature-friendly improved ground is possible the emergence and growth of plants It is a technical task to provide a slope protection construction method that can protect slopes using soil stabilizers and modifiers.

In order to achieve the above object, the present invention is the first step (a) the planned slope cutting and landscaping step of the construction target; (b) 30 to 50 parts by weight of SiO ₂ , 20 to 40 parts by weight of CaO, 15 to 30 parts by weight of Al ₂ O ₃ , 5 to 10 parts by weight of SO ₃ , 1 to 5 parts by weight of MgO, 1 to 5 parts of Fe ₂ O ₃ Parts by weight, 0.1 to 3 parts by weight of TiO _2, 0.1 to 1 parts by weight of K ₂ O, 0.1 to 1 parts by weight of Na ₂ O, 0.1 to 1 parts by weight of P ₂ O _5, 0.1 to 10 parts by weight of a polymer organic flocculant, BaO, Laying soil modifying agent consisting of CuO, MnO, ZnO, ZrO ₂ on the soil; (c) mixing and stirring the soil improving agent and soil;

(d) filling and compacting the mixed and stirred soil; (e) After the step (d) vegetation on the surface of the compacted soil; It is an object to provide a slope protection construction method using a soil improving agent consisting of (first invention).

     In another aspect, the present invention is to provide a slope protection construction method using a soil modifier, characterized in that further comprising the step of reinforcing with an anchor after step (d).

    In another aspect, the present invention is to provide a slope protection construction method using a soil improver, characterized in that further comprising the step of (d) reinforcing the inclined surface by the soil nailing after step (d). do.

   In another aspect, the present invention is to provide a slope protection construction method using a soil improver, characterized in that further comprising the step of step (d) step to further strengthen the pile hardened on the slope.

     In another aspect, the present invention, it is an object of the first invention, to provide a slope protection construction method using a soil improver, characterized in that it further comprises the step of reinforcing the inclined surface with geosynthetic fiber after step (d).

    In the present invention, in the case of the soil improver in the step (b) when the soil water content in the range of 1 to 30% when the soil content ranges from 2 to 7% by weight of the total weight, 30% to 90% water content in the soil In the case of the range, it is an object of the present invention to provide a slope protection construction method using a soil improver, characterized in that the soil improving agent is installed on the soil soil 8-15% by weight.

In addition, the present invention, in the invention, the method of protecting the slope using the soil improver, characterized in that the stirring and compaction in step (c) and (d) is carried out within at least 1 hour.

    In another aspect, the present invention, in the step (c), the object of the present invention is to provide a slope protection construction method using a soil improving agent, characterized in that the mixing is carried out at least 5 to 10 times.

The construction method using the soil stabilization and improving agent according to the present invention has an effect of improving the strength that can be improved to the ground having a stable strength in the long term because the amount of pozzolanic material is significantly higher than that of general cement or cement hardener. In addition, the stability of the soil is increased by increasing the internal friction angle due to the improvement of the particle size of the soil, and the separation of soil is stabilized and agitated with a modifier to improve the physical and chemical properties of the soil. It is a construction method that has the effect that it is possible to make environment-friendly slope protection composition because it is not toxic.

Hereinafter, the composition and characteristics of the soil stabilizer and the improving agent used in the present invention will be described first.

Comparison of the Invention Composition with Conventional Lime and Cement Compositions division Invention Composition Lime system Cement chief ingredient SiO ₂ , Al ₂ O ₃ , CaO, SO ₃ CaO CaO Characteristic -Accompanied by chemical reactions and physical absorption reactions-Easy to bury by homogenizing and homogenizing-Reuse of residual soil-Assisted with natural soil conditions -Sudden reduction of water content due to rapid exothermic reaction with moisture-Special handling as dangerous material-Shaking on recontact with water after improvement-Long time solidification reaction-Secondary mixing is necessary due to micronized quickeners during construction-Leakage of white water in rainy weather -Supply cost and low cost-Interfering with the hydration reaction due to organic matter-Impossible to solidify in soil with high organic content-Dry shrinkage when mixed with large amount-Including heavy metals such as hexavalent chromium Permeability -High permeability and drainage due to isolation -Impaired permeability makes plant growth impossible pH -Very neutralized to allow vegetation -No secondary pollution due to effluent Alkaline disturbance persists, making plant growth impossible burglar -Strength close to lime and cement-Medium air can be operated immediately after improvement -Concrete shoes -Operation of heavy air immediately after construction

Therefore, the composition according to the present invention is improved in soft ground, such as wetlands, ponds, rivers, shores, reclaimed land and dredging landfill with high water content; Solidification of wastewater containing sludge or heavy metals or general industrial waste; Slope trimming or improvement of retaining wall; The creation of roads, parks and sidewalks; It can be widely used for farmland, roadbed, roadbed, water pipe, water pipe, golf course improvement.

Hereinafter, the specific configuration and operation of the present invention will be described in more detail with reference to Examples.

Example  1: Preparation of Soil Enhancer

The soil improver of the present invention was prepared by mixing SiO ₂ , CaO, Al ₂ O ₃ , SO _3, etc. in an appropriate amount, and the results of the component analysis requested by the Korea Testing Institute are shown in Table 2.

Component Analysis of the Compositions of the Invention ingredient unit Preparation Example 1 Preparation Example 2 Test Methods SiO ₂ % 41.6 33.4 KS E 3807-93 Al ₂ O ₃ % 24.2 14.9 KS E 3807-93 CaO % 20.6 31.1 KS E 3807-93 SO ₃ % 5.50 6.14 KS E 3807-93 MgO % 2.14 9.39 KS E 3807-93 (I.C.P) Fe ₂ O ₃ % 2.52 1.41 KS E 3807-93 (I.C.P) TiO ₂ % 1.20 1.02 KS E 3807-93 (I.C.P) K ₂ O % 0.41 0.31 KS E 3807-93 (I.C.P) Na ₂ O % 0.61 0.93 KS E 3807-93 (I.C.P) P ₂ O ₅ % 0.61 0.25 KS E 3807-93 (I.C.P) BaO % 0.11 - KS E 3807-93 (I.C.P) CuO % 0.05 - KS E 3807-93 (I.C.P) MnO % 0.04 - KS E 3807-93 (I.C.P) ZnO % 0.03 - KS E 3807-93 (I.C.P) ZrO ₂ % 0.04 - KS E 3807-93 (I.C.P)

Example  3: Internal friction angle  Change comparison test

One of the soft grounds was selected and tested for changes in the internal friction angles of the ground (hereinafter referred to as improved ground) and the ground ground (soft ground before construction) constructed with the soil stabilization and improving agent according to the present invention. The uniaxial compressive strength (kg / cm2) is 0.72 in the original ground and 7.11 in the improved ground. In addition, the internal wear angle was 20.01 in the original ground and 36.33 in the improved ground, indicating that the friction angle was increased by more than 80%. The results are shown in Table 3 below. The breakdown envelope of the column with respect to the internal friction angle change is shown in FIGS. 1A and 1B, respectively.

division Ground (soft ground) Improved ground Uniaxial compressive strength (kg / cm2) 0.73 7.11 Internal friction angle φ (°) 20.01 36.33

Example  4 : Water content Test for changes in pressure, specific gravity, and adhesion

Test the water content, specific gravity, and adhesive force (liquid limit, plastic limit) of the ground (hereinafter referred to as improved ground) and the ground ground (soft ground), which was selected as one of the soft grounds and constructed as a soil stabilizer and improving agent according to the present invention. Was performed. The liquid limit of the ground was 42.9%, the firing limit was 35.7%. Soils stabilized and improved according to the present invention were found to have a liquid limit of 43.5% and a firing limit of 39.8%. It can be seen that and the firing limit value is increased, the results are shown in Table 4, and are specifically shown in Figure 2 showing the characteristics of the base and Figure 3 showing the characteristics according to the present invention.

The water content test here is to find the water content that is the basis of soil properties. The soil water content means the weight ratio of water and dry soil removed in the wet soil by the drying furnace at 110 ± 5 ℃. In this example, the water content test of the soil was conducted according to KS F 2306.

The specific gravity of the soil particles is the average specific gravity of the soil particle group constituting the soil mass, and generally refers to the ratio of the unit weight of the soil particles to the unit weight of the distilled water at 4 ° C. The specific gravity of soil particles is the basic data to understand the basic properties of the soil, such as used to determine the gap ratio, saturation, firmness, and organic content. Specific gravity test in this example was carried out according to the standard of KS F 2308.

division Water content (%) Specific gravity (Gs) Liquid limit (%) Firing limit (%) Plasticity index (%) Alumina 39.56 2.689 42.9 35.7 6.9 Stirring soil according to the present invention - 2.78 43.5 39.8 3.7

Example  5: Uniaxial compressive strength  And elastic modulus comparison test

Uniaxial compression tests are performed to determine the uniaxial compressive strength and sensitivity of soil. The uniaxial compressive strength of soil is the maximum compressive stress of specimens without lateral pressure. As the compression method of the test, it adopts the strain control type which can obtain the shear strength quickly and simply. In this example, the uniaxial compression test was performed according to the standard of KS F 2314. The loading speed was adjusted to 1% / min and the ratio of diameter and length of the specimen was 1: 2.

One of the soft grounds was selected and tested to compare the uniaxial compressive strength and modulus of elasticity of the ground (called agitated soil) and the ground (soft ground) constructed as soil stabilizer and improver according to the present invention. For accuracy, the test was carried out with three installations. Stirred earth containing 6% of the composition of the present invention was used.

The test measured the uniaxial strength and the modulus of elasticity three times for the raw alumina. Raw soil is represented by Soil 1, 2, 3. The test results showed that the uniaxial compressive strength (q _u ) of the soil was 5.18kgf / cm ² , 5.43kgf / cm ² , 5.58kgf / cm ^2, and the modulus of elasticity (E ₅₀ ) was 214kgf / cm ² , 345kgf / cm ² , 271kgf / cm ² . Meanwhile, the stirred soil (also referred to as reinforcement soil) according to the present invention is represented by N-Soil 1, 2, 3, and the uniaxial compressive strength (q _u ) of N-Soil 1, 2, 3 is 13.34kgf / cm ² , respectively. 17.34kgf / cm ² , 14.77kgf / cm ² and modulus of elasticity (E ₅₀ ) were 901kgf / cm ² , 1660kgf / cm ² and 1270kgf / cm ² . As a result of the comparison, it can be seen that the uniaxial compressive strength and modulus of elasticity of the stirred soil according to the present invention are remarkably improved. The results are shown in Table 5 and Figs. 4A and 4B.

division Uniaxial Compressive Strength (q _u ) Modulus of elasticity (E ₅₀ ) Soil 1 5.18kgf / cm ² 214kgf / cm ² Soil 2 5.43kgf / cm ² 345kgf / cm ² Soil 3 5.58kgf / cm ² 271kgf / cm ² N-Soil 1 13.34kgf / cm ² 901kgf / cm ² N-Soil 2 17.34kgf / cm ² 1660kgf / cm ² N-Soil 3 14.77kgf / cm ² 1270kgf / cm ²

Example  6: Rainfall Reproduction Test

One of the biggest problems in studying soil scour and erosion is the need to rely on natural rainfall to observe them. However, it is almost impossible to predict when and where natural rainfall occurs. Even if you predict the exact time and place, it is impossible to predict whether rainfall will be of sufficient intensity and duration to cause scour and erosion. Many researchers report that major soil loss (breakdown) due to scour and erosion is caused by one or two storms a year. Hudson (1981) reports that 75% of a year's loss occurred in just 10 minutes. Since there is a limit to the study of scour and erosion using natural rainfall, many researchers use the rainfall reproducing device as the next best way. In this study, a rainfall reproducer of the type applying pressure to the furnace was fabricated as shown in FIGS. 5A and 5B.

The characteristic of this rain reproducer is that it is easy to assemble and operate, and it is possible to move to the assembly type so that field and indoor tests can be performed. Figure 5c is a rainfall intensity correction apparatus, Table 6 shows the rainfall intensity correction and results. The reason why the rainfall intensity was smaller at 0.3 kgf / cm 2 than the pressure of 0.2 kgf / cm 2 is because the diameter of the water particles falling at the small pressure is relatively large and is concentrated under the furnace line. In the model test, 0.3kgf / ㎠ pressure was applied to reproduce 100-year rainfall intensity. Table 7 summarizes Korea's 100-year rainfall frequency by region.

 Relationship between pressure and rainfall intensity NO. Pressure (㎏ / ㎠) Rainfall (cm3) ① Rainfall (cm3) ② Rain gauge area (㎠) Rainfall intensity (㎜ / hr) ① Rainfall intensity (㎜ / hr) ② AVR. One 0.2 845 675 314 161.5 129.0 145.2 2 0.2 855 670 314 163.4 128.0 145.7 3 0.3 510 635 314 97.5 121.3 109.4 4 0.3 520 630 314 99.4 120.4 109.9 5 0.4 430 530 314 92.2 101.3 91.7 6 0.4 420 525 314 80.3 100.3 90.3

 100 Years Rainfall Frequency in Korea Point Seoul Daejeon Jeonju Busan Probability rainfall (㎜ / hr) 114.6 97.2 97.6 109.2 Average (mm / hr) 104.7

Artificial rainfall model experiment

In order to verify the effect of inhibiting slope erosion caused by rainfall, a model experiment was performed as shown in FIG. This process is described with reference to the photograph. Here, the soil corresponding to the base is the subject, and the soil mixed with the composition according to the present invention is defined as reinforcement soil.

The inner dimensions of the wood frame are 30 × 100 cm wide and 10 cm deep. The wooden frame is made to be in direct contact with the soil by taking the form of a right triangle, considering the slope of the slope. According to the design standards of the Ministry of Construction and Transportation (2004) and Korea Expressway Corporation (2002), the slope of 0-6m high soil stack and slope of more than 5m dirt slope is 1: 1.5 (vertical: horizontal).

Therefore, the slope of the slope in this model test was set to 1: 1.5 which is generally applied in practice. The sample was dropped by the compaction energy (E _C = 5.628kgfcm / cm3) in the natural water content using a wooden frame and compacted 4 layers 864 times using a rammer with 45cm and 4.5kg weight. Made with a compaction of 95%. Rainfall intensity was set at about 110㎜ / hr, which is the 100-year rainfall frequency in Korea, and scour and erosion of slopes caused by rainfall were investigated for 30 minutes at 30 minute intervals, and video recording and 5 minute intervals were taken. Through the erosion of the slope was observed continuously.

The model test was conducted by classifying soil and reinforcement soil (soil mixed with paper ash solids corresponding to 6% of the weight of the soil), and in the case of sample soil (unreinforced soil) one day after sample molding, the present invention In the case of reinforcement soil by was performed for 1 day, 3 days, 7 days after the sample molding. The unit weight for each and the water content before and after the model test are shown in Table 8. The unit weight and the water content before the test are the values measured immediately after the molding of the sample, and the water content after the test is the average of the values taken from four samples immediately after the model test. The erosion state and loss amount (sedimentation amount) of the inclined surface closely examined at 30 intervals for each test are shown in Figs. 6A to 6N.

In the case of the subject soil, about 25 minutes after the start of the test (a rainfall amount of about 45 mm), a flow path connecting the upper and lower portions of the sample slope surface was formed, and the amount of scour and erosion caused by the rainfall rapidly increased around the formed flow path. Figure 6a is a photograph showing the setting of the sample, Figures 6b to 6c shows the scour and erosion state and the deposition state of the slope by the rainfall immediately after the rainfall of about 55 mm. In the case of subsoil, the channel was clearly formed, and the width of the channel was wide at the upper and lower slopes and narrow at the center. The reason why the width of the flow path is formed wide on the upper slope is determined by the position of the injection row.

In other words, the distance from the upper and lower slope surface to the row line is 80 cm and 140 cm, which is 60 cm, and the row line is located just above the coordinate 200 × 100 in Figure 3.12. The pressure is large. In the case of the lower part, the slope of the slope is changed from 33.7 ° (1: 1.5) to 0 °. For 1, 3 and 7 days of reinforcement soil, only 3 or 4 grooves occurred locally in the medicinal zone. Cracks in contact with the earth at the bottom of the slope are caused by impact when the sample is hardened and set. The amount of scour and erosion on the slope with 55 mm of rainfall is obtained by a surfer program by measuring the amount of sediment deposited on the soil in three dimensions (width (x), length (y), and height (z)).

The amount of sediment was 237 cm 3, which was three to five times larger than that of reinforced soils. In the case of reinforcement soils, the greater amount of sedimentation in 3 days compared to 1 day is believed to be due to the drying of surface samples. In the case of reinforcement soil for 7 days, the rainfall was continuously set for 120 minutes, and the sediment amount was not measured except for the final stage. 6b to 6d show that scour and erosion of the inclined surface are remarkably suppressed by the loading material when rainfall of about 55 mm occurs for 30 minutes.

6e ~ 6g reinforcement soil 7 days in the case of 60 minutes of continuous rainfall of about 110mm, and the target soil, reinforcement soil 1 day and reinforcement soil 3 days 30 minutes of about 55mm rainfall after about 20 minutes of erosion of the slope and The sedimentary state was observed and after another 55 minutes of rainfall, the eroded state of the slope and the sedimentation of the slope by scour and erosion were shown. The amount of sediment was 980 cm 3, and the amount of sedimentation (erosion) of reinforcement soils was 202 cm 3 and 157 cm 3, indicating that scour and erosion developed remarkably in the soil. This means that the reinforcement effect is remarkable. Contrary to the rainfall of 55mm, the sedimentation volume greater than 1 to 3 days in the reinforcement soils is attributed to the water content and curing strength.

6h to 6j and 6k to 6m show the eroded state of the slope and the sedimentation state by scour and erosion at about 165 mm and 220 mm of rainfall. In these figures, scrubbing and erosion of reclaimed soils occurred more significantly than rainfall. In the case of reinforcement soil, fracture occurs at the lower slope (joint and joint), which is considered to have developed due to cracking during sample setting. After the rainfall fell about 220 mm, the depth of the flow path due to scour and erosion formed on the slope of the covered soil was maximum 58 mm and the width was over 100 mm. Considering that the and joints were caused by cracks, the joints were locally grooved to a depth of up to 11 mm.

In FIG. 6m, the reason why 7 days of reinforcement soils is greater than 1 day and 3 days of reinforcement soils is because 7 days of reinforcement soils have been continuously rained at about 110 mm / hr without stopping for 120 minutes. We believe that this is because the model experiment was conducted by raining. In the case of reinforcement soil 1 day, the flow path did not occur even with the rainfall of 330mm, and the erosion and sedimentation state similar to the case of the rainfall of 220mm were shown.

Fig. 6o shows the deposition amount (erosion amount) generated on the surface of the slope due to scour and erosion caused by rainfall. In case of 55mm rainfall, the amount of sediment in the target soil and reinforcement soil was 237cm3 and 53 ~ 73cm3, which was 3 ~ 5 times larger than that of reinforcement soil. Are 2062cm 3 and 351 ~ 413cm 3, which are 5 ~ 6 times larger in the soil. The larger the rainfall, the greater the difference in erosion between the soil and the reinforced soil.

Fig. 6p shows the relationship between strength and deposition amount. The relationship between sedimentation and strength increase after 220 mm rainfall shows that the amount of sediment decreases in inverse proportion to the increase in strength. From the above experimental results, it was verified that the inhibitory effect on scour and erosion was remarkable when the soil vulnerable to scour and erosion was reinforced or improved with the composition according to the present invention.

      Unit weight and water content of model sample division Target soil Reinforced soil 1 day 3 days reinforcement soil 7 days of reinforced soil Unit weight (before experiment) (tf / ㎥) Wet state 1.75 1.69 1.65 1.66 Dry state 1.543 1.504 1.467 1.476 Compaction degree (%) 95 95 93 93 Water content (%) Before the experiment 13.4 12.4 12.5 12.5 After the experiment 36.3 30.1 32.0 30.0

When the soil susceptible to scour and erosion through Example 6 as described above was improved to the composition according to the present invention, it was confirmed that the strength improvement effect and the scour and erosion inhibiting effect appeared turbid.

Example  7: Heavy metal content test

Table 10 shows the heavy metal content of each ground measured by the Soil Pollution Process Test at the Korea Testing Institute. Mercury (Hg), hexavalent chromium (Cr ^{6 +} ), cyanide (CN), organophosphorus, etc. were not detected in both the base and improved ground, and the components of lead (Pb) and copper (Cu) in the ground Rather less was detected. The content of arsenic (As) and cadmium (Cd) was increased in the improved ground than the ground, but the increase was very small and far below the soil pollution standards. Therefore, it was judged that there is no fear of soil contamination by mixing and stirring the composition of the present invention.

Heavy Metal Content by Soil division Pb (mg / kg) Cu (mg / kg) As (mg / kg) Hg (mg / kg) Cd (mg / kg) Cr ^{6 +} (mg / kg) CN (mg / kg) Organic Phosphorus (mg / kg) Oil (mg / kg) Ground 8.660 1.155 0.536 N / A 0.130 N / A N / A N / A 0.155 Improved ground 2.21 0.400 1.650 N / A 0.320 N / A N / A N / A 0.954

Example  8: Emergence test of grass seed

In this example, the effect of the composition of the present invention on the appearance of plants was investigated. Grass species, Toll Fescue (Tall Fescue) and Red Clover (Red Clover) were used. As the public soil, mountain soil was collected from the practice forest in Jeonbuk University, paddy soil in Yeonhari, Jeonju-si, field soil in Songcheon-dong, Jeonju-si, and reclaimed soil from Gyehwa-do reclaimed land in Buan-gun, Jeonbuk. The composition of the present invention is mixed with each ground soil from 0% to 9% (all weight%), and then 50 seeds of tolsque and red clover are placed in plastic flower beds (15 cm × 15 cm), and then divided into four batches and divided batches. It was wounded in a glass house. The survey items were Cumulative Emergence Percentage (CEP), Emergence Rate (ER), Maximum Emergence Rate (MER) and 50% Reach Date (Gt50). The following is the result of each soil test. The prevalence here is the percentage of seedlings actually present relative to germinating seeds.

1. Mountain soil

The appearance of red clover according to the amount of the present composition added in mountain soil No treatment One% 3% 6% 9% CGP (%) 64.5 90.0 91.0 86.8 83.5 GR 9.3 11.0 12.7 9.3 8.0 MGR 4.3 3.9 4.3 2.8 2.6 Gt50 (day) 6.3 7.9 7.7 8.4 8.1

Appearance of Tolsfescue According to the Addition of the Composition of the Invention in Mountain Soils No treatment One% 3% 6% 9% CGP (%) 79.0 85.5 87.7 82.6 73.8 GR 7.8 8.5 8.4 8.3 7.3 MGR 3.7 3.8 3.2 3.6 4.1 Gt50 (day) 9.1 9.3 9.5 9.4 9.0

As shown in Table 11, in the untreated areas of the mountain soil, the appearance rate and the appearance rate were lower than those in the paddy fields and the field soil. When 1% and 3% of the composition of the present invention was added, the red clover seeds showed a significant increase in total yield and 40% and 41%, respectively, compared to the untreated group. The rate of appearance was also improved by 18% and 37% with the addition of 1% and 3% of the present composition, respectively.

As shown in Table 8, in the case of the tolsque seed, the appearance rate and the appearance rate increased as the composition of the present invention was added. When 1% and 3% of the composition of the present invention was added, the total emergence increased by 6.5% and 11%, respectively.

The maximum appearance rate did not differ with the addition of the composition of the present invention in both seeds. The number of days (Gt50) reaching 50% of the total emergence tended to be slightly delayed with the addition of the composition of the present invention, but there was no statistical significance.

In mountain soils, the effect of the addition of the composition of the present invention was better in red clover seeds than in tol pescue. In the amount of addition, the addition effect was most remarkable when 1% or 3% was added, while on the other hand, the appearance was inhibited by the addition of more than 9%.

2. Rice Soil

The appearance of red clover according to the amount of the present composition added in paddy soil No treatment One% 3% 6% 9% CGP (%) 90.4 88.5 92.6 91.2 90.8 GR 16.0 14.3 12.9 12.1 10.8 MGR 7.5 5.8 4.8 3.6 3.1 Gt50 (day) 5.2 5.6 6.5 6.9 7.9

Emergence of tolsfeques according to the amount of the composition of the present invention in paddy soil No treatment One% 3% 6% 9% CGP (%) 74.8 79.4 85.2 55.0 78.5 GR 7.3 7.6 8.9 6.0 7.4 MGR 3.4 3.6 6.1 4.0 2.6 Gt50 (day) 9.3 9.3 8.8 10.3 10.2

In the case of red clover in paddy soils, the effect of the addition of the composition of the present invention was not shown at all. However, in the case of the tolsque cue, both the appearance rate and the appearance rate increased with the addition of the composition of the present invention.

3. Soil

Emergence of Red Clover according to the Addition of the Composition of the Invention in Field Soil No treatment One% 3% 6% 9% CGP (%) 77.8 77.0 83.5 88.6 87.4 GR 11.6 10.3 11.7 8.4 8.9 MGR 5.6 4.7 6.9 1.7 2.4 Gt50 (day) 6.1 6.6 6.4 10.4 9.7

Emergence of tolsfeques according to the amount of the composition of the present invention in field soils No treatment One% 3% 6% 9% CGP (%) 82.5 91.5 86.5 91.5 90.5 GR 7.2 7.6 7.1 7.5 8.2 MGR 2.1 2.3 1.8 2.0 2.4 Gt50 (day) 10.7 11.3 11.7 11.6 10.4

As shown in FIG. 7 and Table 14 and Table 15, in the case of red clover, the total appearance rate increased but the rate of appearance tended to decrease as the composition of the present invention was added. As a result, both the appearance rate and the speed of appearance improved.

4. Reclaimed Soil

The appearance of red clover according to the amount of the present composition added in reclaimed soil No treatment One% 3% 6% 9% CGP (%) 14.5 14.0 3.0 47.0 1.0 GR 0.7 0.6 0.2 2.3 0.1 MGR 0.18 0.17 0.05 0.61 0.03 Gt50 (day) 18.8 22.4 19.0 19.6 18.0

Appearance of Toll Pesqueu According to the Addition of the Composition of the Invention in Reclaimed Soil No treatment One% 3% 6% 9% CGP (%) 22.5 10.0 70.0 77.0 37.5 GR 1.0 0.5 3.4 4.2 2.0 MGR 0.4 0.2 0.7 0.9 0.5 Gt50 (day) 21.6 21.0 20.5 17.7 18.3

As shown in FIG. 8, Tables 16 and 17, in the reclaimed soil, the appearance rate was very low compared to other soils, but the appearance rate and appearance rate were greatly improved by adding the composition of the present invention. In particular, when 6% of the present composition was added, the total appearance rate, appearance rate, and maximum appearance rate of the red clover increased by 224%, 229%, and 239%, respectively, compared to the non-treated group. Speeds improved by 242%, 320% and 125%, respectively. In addition, in the case of the Tolsque Scue, the number of days (Gt50) reaching 50% of the total emergence rate was also shortened by about 4 days.

Taken together, the composition of the present invention improved the emergence power of the plant through the improvement of the soil, and the addition effect was remarkable in mountainous or reclaimed soils, especially when the soil was not developed. Red clover was better than Tolsqueu in mountain, paddy and field soils, but it was superior in Tolspeus in reclaimed soil. This is due to the strong appearance of tolsfeque in the soil (reclaimed land) where the red clover's appearance is stronger than that of the tolsque in general soil, but the soil's physical properties are poor. In the amount of addition, it was not desirable to add the composition of the present invention to 6% or more in general soil (mountain, paddy field or field soil) and 9% or more in reclaimed soil.

Therefore, the composition of the present invention not only improves germination or emergence of seeds, but also solubilizes fixed nutrients in the soil while containing a large amount of essential elements of the crop. Can be.

Soil stabilizer and improver used in the present invention as described above, but more stable and sophisticated slope protection construction method using the soil stabilizer and improver through the following specific examples the soil stabilizer and improver of the present invention The construction method used will be described in detail.

This embodiment will be described with reference to the accompanying drawings and a specific example of a method for direct construction using the above-mentioned soil stabilizer and improver.

9A to 9E are photographs showing the construction procedure according to the present invention. In the present invention, first, as shown in FIG. 9A, the planned slope of the construction target is cut and collected. Then, as shown in Fig. 9B, 30 to 50 parts by weight of SiO ₂ , 20 to 40 parts by weight of CaO, 15 to 30 parts by weight of Al ₂ O ₃ , 5 to 10 parts by weight of SO ₃ , 1 to 5 parts by weight of MgO, and Fe ₂ O ₃ 1 to 5 parts by weight, 0.1 to 3 parts by weight of TiO _2, 0.1 to 1 parts by weight of K ₂ O, 0.1 to 1 parts by weight of Na ₂ O, 0.1 to 1 parts by weight of P ₂ O _5, 0.1 to 10 parts by weight of a polymer organic flocculant Soil, BaO, CuO, MnO, ZnO, ZrO ₂ Soil stabilizing and improving agent is subjected to the step of laying and laying on the cut and stacked soil.

Subsequently, as shown in the photo of Fig. 9C, the soil stabilizer and the improving agent and the soil are mixed and stirred. At this time, the bucket stabilizer (stirrer) can be used to uniformly stir the soil stabilizer and improver and the soil collected. Subsequently, the mixed and agitated soil is filled and compacted at a constant slope and thickness as shown in the photograph of FIG. 9D. Finally, as shown in FIG. 9E, after planting various plants on the surface of the compacted soil after the step of FIG. 9D, construction of the soil stabilization and improving agent of the present invention is completed.

In this case, as shown in FIG. 10A, the anchor 20 may be continuously inserted into the repair or construction inclined surface after the step of FIG. 9D to construct and intensify the strength of the inclined surface.

In addition, the present invention may be optionally further comprising the step of reinforcing the inclined surface by replacing with a nail instead of the anchor in Figure 10a.

In the present invention, as shown in Fig. 10b, after the step 9d, the force pile 30 is vertically driven down on the inclined surface 1 at regular intervals to reinforce the strength of the inclined surface 1 to be constructed by reinforcing the bearing force. have.

In addition, in the present invention, as shown in FIG. 10c, the step may further include a step of reinforcing bearing strength by laying the geotextile 40 on the inclined surface after the step of FIG. 9d.

In the present invention, in the case of soil content (soil) in the soil stabilization and improved agent installation range from 1 to 30% range of 2 to 7% by weight of the soil content, and when the water content in the range of 30% to 90% It is preferable that the soil improving agent is to be placed on the soil soil 8 to 15% by weight of the target soil weight.

In addition, in the construction method of the present invention, it is preferable that the mixing agitation and compaction in the steps 9c and 9d are performed quickly within at least 1 hour so that the soil stabilization and improving agent is evenly distributed without agglomeration with the soil of the base.

In addition, in the construction method of the present invention, it is preferable to perform at least 5 to 10 times the process of mixing the soil stabilization and improving agent of step 9c with the soil collected.

In addition, in the construction method of the present invention, when the minimum daily temperature is 5 ° C. or less, the insulation cover should be kept warm enough. When the temperature is 0 ° C. or less, it is preferable not to perform the construction.

Figure 1a is a breakdown envelope graph of a column against internal friction angle changes of the base;

Fig. 1b is a graph of the breakdown envelope of a column against changes in internal friction angle of an improved ground.

Figure 2 is a graph showing the liquid limit characteristics of the base;

Figure 3 is a graph showing the liquid limit characteristics of the improved soil according to the present invention

Figure 3a is a graph showing the compressive stress-strain correlation curve by the uniaxial compression test of the base;

Figure 3b is a graph showing the compressive stress-strain correlation curve by the uniaxial compression test of the improved soil according to the present invention.

Figure 4a is a schematic diagram of the artificial rainfall reproduction test apparatus.

Figure 4b is a real picture of the artificial rainfall reproduction test apparatus

Figure 5a is a schematic diagram of artificial rainfall reproduction apparatus

5b is a real photograph of the artificial rainfall reproduction apparatus

Figure 5c is an artificial rainfall intensity calibration device photograph

5d is a model experiment process diagram

Figure 6a is a photograph of the setting state of the sample

Figure 6b is a photograph of the erosion of the slope after 30 minutes

Figure 6c is an eroded sketch graph of slope after 30 minutes

FIG. 6D shows eroded sedimentary photographs and graphs from slopes after 30 minutes

Figure 6e is a photograph of the erosion of the slope after 60 minutes

Figure 6f is an eroded sketch graph of the slope after 60 minutes

Figure 6g is a photograph of sediments and graphs eroded from the slope after about 60 minutes.

Figure 6h is a photograph of the erosion of the slope after 90 minutes

Figure 6i is an eroded sketch graph of slope after 90 minutes

Figure 6j is a photograph of sediment and erosion from the slope after 90 minutes.

Figure 6k is a photograph of the erosion of the slope after 120 minutes

Figure 6L is an eroded sketch graph of slope after 120 minutes

6m is a photograph and graph of sedimentary soil eroded from slope after 120 minutes.

Figure 6n is an erosion state photograph of the slope after 180 minutes, sketch graph

Figure 6o shows erosion from slopes with rainfall

Fig. 6p shows the relationship between uniaxial compressive strength and deposition amount

7 is a graph showing the total appearance of red clover and tol pesqueu according to the amount of the present invention in reclaimed soil;

Figure 8 is a graph comparing the appearance of the red clover for the present composition and the conventional composition.

9a to 9e are drawings showing the construction sequence of the present invention.

10A is a view showing the concept of an anchor (soil nailing) method according to the construction method of the present invention.

Figure 10b is a view showing the concept of a hard pile method according to the construction method of the present invention.

Figure 10c is a view showing the concept of geotextile construction method according to the construction method of the present invention.

Claims (8)

(a) the planned slope cutting and landscaping stages of construction; (b) 30 to 50 parts by weight of SiO ₂ , 20 to 40 parts by weight of CaO, 15 to 30 parts by weight of Al ₂ O ₃ , 5 to 10 parts by weight of SO ₃ , 1 to 5 parts by weight of MgO, 1 to 5 parts of Fe ₂ O ₃ Parts by weight, 0.1 to 3 parts by weight of TiO _2, 0.1 to 1 parts by weight of K ₂ O, 0.1 to 1 parts by weight of Na ₂ O, 0.1 to 1 parts by weight of P ₂ O _5, 0.1 to 10 parts by weight of a polymer organic flocculant, BaO, Disposing a soil stabilizer and improver consisting of CuO, MnO, ZnO, ZrO ₂ on the soil; (c) mixing and stirring the soil improving agent and soil; (d) filling and compacting the mixed and stirred soil; (e) slope protection construction method using the soil stabilizer and improver consisting of a step of vegetation on the surface of the compacted soil after step (d). The method of claim 1, Slope protection construction method using the soil stabilizer and improver, characterized in that it further comprises the step of reinforcing with the anchor after the step (d). The method of claim 1, Slope protection construction method using the soil stabilization and improving agent characterized in that it further comprises the step of (d) after the step of reinforcing the inclined surface by the soil nailing. The method of claim 1, Slope protection construction method using the soil stabilization and improving agent, characterized in that further comprising the step of (d) step to further strengthen the pile on the slope. The method of claim 1, Slope protection construction method using the soil stabilizer and improver, characterized in that further comprising the step of (d) after the step further comprises the step of reinforcing the inclined surface with geotextiles. The method according to any one of claims 1 to 5, When the soil content of the soil improver in step (b) is in the range of 1 to 30% of the soil content is installed 2 to 7% by weight of the target soil weight, if the water content in the range of 30% to 90% of the soil cover the soil improver Slope protection construction method using a soil stabilizer and improver, characterized in that 8 to 15% by weight of the soil is installed on the soil. The method according to any one of claims 1 to 5, Mixing agitation and compaction in the step (c) and (d) is the slope protection construction method using a soil stabilizer and improver, characterized in that performed at least one hour. The method according to any one of claims 1 to 5, In the step (c), the slope protection construction method using a soil stabilizer and improver, characterized in that the mixing is carried out at least 5 to 10 times.

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