JP2012229541A - Revetment reinforcement method and grout material used for the same - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a revetment reinforcement method and a grout material used for the same which can evenly reinforce an entire riprap layer of a revetment with the grout material and prevents the injected grout material from being separated and leached out into the sea even when the riprap layer is immersed in seawater.SOLUTION: A grout material, which comprises: per 1 m, a cement-based solidification material of 200 kg to 450 kg; fly-ash of 200 kg to 450 kg; thickener of 23.4 kg to 70 kg; and water of 600 kg to 850 kg, has a flow value of 200 mm to 500 mm. In a revetment reinforcement method, the grout material is injected into a riprap layer having a coefficient of permeability of 1×10cm/sec to 1×10cm/sec.

Description

  The present invention relates to a technique for ground reinforcement (for example, prevention of liquefaction) of an existing revetment and a rubble revetment.

For example, in the rubble revetment 10 shown in FIG. 3, the area of the sign BG on the land side (right side in FIG. 3) is a landfill.
There is a risk that the landfill BG will be liquefied in the event of an earthquake. In order to prevent liquefaction of the landfill BG, it is necessary to reinforce the ground.
About the rubble revetment 10 shown in FIG. 3, it is common to inject grout material into the rubble layer 16 as ground reinforcement.

Here, when the grout material is injected into the rubble layer 16 in FIG. 3, since the conventional grout material penetrates only downward, the grout material is injected only below the rubble layer 16. Therefore, it is difficult to uniformly reinforce the entire rubble layer 16 with a grout material, and it has not been possible to sufficiently prevent the landfill BG (FIG. 3) from liquefying in the event of an earthquake.
On the other hand, the grout material is uniformly injected in all directions in three dimensions, in other words, if the grout material injection region is injected so as to be three-dimensionally uniform (spherical). The entire rubble layer 16 can be uniformly reinforced with a grout material, which is suitable for ground reinforcement.
However, it has been difficult in the prior art to inject the grout material so that the injection region is three-dimensionally uniform (spherical) in the rubble layer 16.

Moreover, as shown in FIG. 8, it is installed in the sea (symbol S in FIG. 8), and even if a grout material is injected into the structure 50 for ground reinforcement in the structure 50 made of rubble, As a result of the flow St, the grout material injected into the structure 50 may be separated and melt into the sea as indicated by the arrow gt.
When the grout material separates and melts into the sea, a serious problem of environmental pollution arises.

As another prior art, a grout material that is used for underwater casting of a grout material and has underwater inseparability has been proposed (for example, see Patent Document 1).
However, when such grouting material is used in the liquefaction prevention method of rubble revetment, when it is injected into the rubble layer, it is uniformly injected in all three dimensions (or the grouting material injection region is spherical). It is unclear whether or not it is injected).
Therefore, it is difficult to reinforce the rubble layer uniformly over the entire region.

JP 2005-126506 A

  The present invention has been proposed in view of the above-described problems of the prior art, and the entire rubble layer of the revetment can be uniformly reinforced with a grout material, even if the rubble layer is immersed in seawater, The purpose is to provide a revetment reinforcement method that prevents the injected grout material from separating and dissolving into the sea, and the grout material used therefor.

The revetment reinforcement method of the present invention comprises a step of injecting a grout material (LG: chemical) into the rubble layer (16) of the revetment,
The grout material (LG) is 200 kg to 450 kg of cement-based solidified material (for example, early-strength Portland cement and blast furnace cement), 200 kg to 450 kg of fly ash, 23.4 kg to 70 kg of thickener, and water per 1 m ^3. (Including seawater) 600 kg to 850 kg, the flow value is 200 mm to 500 mm,
The water permeability coefficient of the rubble layer (16) is 1 × 10 ⁰ cm / sec to 1 × 10 ² cm / sec.

  In the present invention, in the step of injecting the grout material (LG), the sea (S) side surface and the end of the rubble layer (16) (so-called wife: end in the direction perpendicular to the paper surface in FIGS. 3 to 7) ) After injecting the grout material in the vicinity of the sea (S) side surface and the end of the rubble layer (16) so as to diffuse evenly in the three-dimensional direction (spherically) It is preferable to perform the step of injecting the grout material into the region inside the rubble layer (16) (the region where the grout material has not yet been injected).

The grout material (LG) of the present invention is 200 kg to 450 kg of cement-based solidified material (for example, early-strength Portland cement, blast furnace cement), 200 kg to 450 kg of fly ash, and 23.4 kg of thickener per 1 m ^3. It contains ~ 70 kg, 600 kg ~ 850 kg of water (including seawater), and its flow value is 200 mm ~ 500 mm.

In the present invention, the grout material (LG) can include a curing modifier (for example, 5 kg per 1 m ^{3 of} grout material).

According to the grout material of the present invention having the above-described configuration,
High inseparability in water
With stable fluidity,
It is not flushed with running water in a homogel state
When injected, the chemical injection range becomes three-dimensionally uniform (becomes spherical)
After solidification, it has a predetermined strength or more (uniaxial compressive strength: for example, 100 kN / m ² or more),
Can be kneaded with seawater,
All the conditions can be satisfied.

As a result, in the revetment reinforcement method of the present invention, when the grout material (LG) is injected, the chemical solution injection range becomes three-dimensionally uniform (becomes spherical), so the rubble layer (16) is in the entire region. It can be reinforced evenly.
In addition, the injected grout material (LG) is highly insoluble in water and has the property of not flowing into running water in a homogel state, so the sea environment will be contaminated by the grout material (LG). Is prevented.

Furthermore, since the grout material used in the method of the present invention has stable fluidity, it can be constructed using a normal grout pump.
In the construction method of the present invention, the injected grout material exhibits a strength (uniaxial compressive strength: for example, 100 kN / m ² or more) higher than a predetermined value after solidification, so that the rubble layer is reinforced and the ground of the landfill (BG) Can be reinforced.
In addition, since the grout material used in the construction method of the present invention can use seawater when the grout material is kneaded on the coast of the construction site, there is no concern about the supply of moisture.

In the revetment reinforcement method of the present invention, in the step of injecting the grout material (LG), first, the sea (S) side surface and the end of the rubble layer (16) (so-called wife: on the paper surface in FIGS. 3 to 7) The grout material is injected (spherically) so that it diffuses evenly in the three-dimensional direction at (the edge in the vertical direction) (near), and then the region inside the rubble layer (16) (still the grout material is still injected) If the grout material is injected into the non-grooved region), the grout material is evenly diffused in the three-dimensional direction (there is a spherical region in which the grout material has penetrated). ) On the side surface and the edge (so-called wife: the edge in the direction perpendicular to the paper surface in FIGS. 3 to 7), the grout material with good underwater inseparability is evenly diffused three-dimensionally (spherical) Of the region).
As a result, the sea (S) side surface of the rubble layer (16) and the inner region of the end (so-called wife: the end in the direction perpendicular to the paper surface in FIGS. 3 to 7) have good underwater inseparability. Therefore, the grout material is sealed from seawater, and the grout material (LG) does not diffuse into the sea.

And the sea (S) side surface and edge part (so-called wife part: edge part of the direction perpendicular | vertical to a paper surface in FIGS. 3-7) of the rubble layer (16) are excellent in water inseparability. Since it can seal from seawater with a grout material, according to this invention, the said inner area | region can be reinforced with the existing grout material.
Of course, the inner region may be reinforced with the grout material according to the present invention.

It is process drawing which shows the principle of embodiment of this invention. It is a figure which shows the principle of embodiment, Comprising: It is process drawing which shows the process following FIG. It is sectional drawing which shows the structure of the rubble revetment into which the grout material which concerns on embodiment is inject | poured. It is explanatory drawing which shows the state which constructed | assembled the coating layer on the sea side surface of a rubble layer. It is explanatory drawing which shows the process of inject | pouring a grout material into a rubble layer in the state of FIG. It is explanatory drawing which shows an example of the aspect which inject | pours grout material into a rubble layer in FIG. It is explanatory drawing which shows the example different from FIG. 6 in the aspect which inject | pours grout material into a rubble layer. In a prior art, it is explanatory drawing which shows typically the aspect which the grout material inject | poured into the structure melts in the sea.

Embodiments of the present invention will be described below with reference to the accompanying drawings.
First, the principle of the reinforcement method according to the embodiment of the present invention will be described with reference to FIGS.
In FIG. 1, the grout material used by embodiment of this invention is inject | poured into the area | region of the surface vicinity which touches the sea S in the underwater structure 50 comprised with rubble. Although the details will be described later, the grout material used in the embodiment has an effect of diffusing and solidifying three-dimensionally evenly (spherically) in the rubble and exhibits high inseparability in water (underwater). To do. Therefore, the grout material denoted by reference numeral LG-1 in FIG. 1 permeates three-dimensionally (spherically), and the submerged structure is obtained by the grout material LG-1 (grout material that spreads evenly three-dimensionally). If the surface of 50 is covered, the inside of the undersea structure 50 (region inside the grout material LG-1) will be in a state similar to that sealed against the sea S.

In this state, as shown in FIG. 2, if the grout material LG-2 is injected into the underwater structure 50 (the region inside the grout material LG-1), the grout material LG-2 exhibits underwater inseparability. Even if not, since the inside of the underwater structure 50 (the region inside the grout material LG-1) is shielded from the sea S by the grout material LG-1, the grout material LG- It is prevented that 2 melts into the sea S.
Therefore, according to the reinforcement method of the embodiment, the amount of grout used can be saved, and the sea S is not contaminated.

Next, with reference to FIGS. 3-7, the case where embodiment of this invention is applied to the chemical injection method as a seismic construction of a rubble revetment is described. In other words, FIGS. 3 to 7 show an embodiment applied to a rubble revetment instead of the structure 50 of FIGS. 1 and 2.
FIG. 3 shows a rubble revetment where chemical injection is performed. In FIG. 3, the rubble revetment structure is generally designated by the reference numeral 10 and is disposed on the foundation portion 12. The foundation portion 12 is provided with a rubble layer 16.
In FIG. 3, symbol S indicates the sea, symbol WL indicates the sea surface, and symbol BG indicates the land of the rubble revetment 10. Here, the land BG is, for example, a landfill.

First, as shown in FIG. 4, the surface of the rubble layer 16 on the sea S side (slope) and the region in the vicinity of the end (so-called wife) perpendicular to the paper surface in FIGS. The grout material LG-1 according to the embodiment is injected so as to diffuse evenly (in a spherical shape).
As will be described in detail later, the grout material used in the embodiment diffuses and solidifies three-dimensionally uniformly (spherically) in the rubble layer 16. And it exhibits a high underwater (underwater) inseparability.
In FIG. 4, the grout material LG-1 is injected into the surface (slope) on the sea S side of the rubble layer 16 and the region in the vicinity of the end (so-called wife) in the direction perpendicular to the paper surface in FIGS. In this case, a conventionally known chemical solution injection technique is used.

As shown in FIG. 4, the grout material LG-1 penetrates three-dimensionally uniformly (in a spherical shape), and the surface (slope) on the sea S side of the rubble layer 16 and the end in the direction perpendicular to the paper surface of FIG. By covering the surface of the portion (so-called wife), the inside of the rubble layer 16 (region inside the grout material LG-1: the region on the lower right side of the grout material LG-1 in FIG. 4) is against the sea S Blocked.
If the state shown in FIG. 4, that is, the inside of the rubble layer 16 is blocked from the sea S by the grout material LG-1 that has penetrated evenly (spherically) three-dimensionally, the state shown in FIG. As shown in the figure, a chemical solution (grouting material) is injected into the rubble layer 16 (region inside the grout material LG-1).

In order to inject a chemical solution (grouting material), for example, as shown in FIG. 5, a grouting material injection mechanism generally indicated by reference numeral 30 is installed in the land GL.
The grout material injection mechanism 30 includes a grout mixer 32, and the grout material (chemical solution) mixed by the grout mixer 32 is injected into the rubble layer 16 through the grout pump 34 and through the chemical solution injection pipe 36. .

FIG. 6 shows that the chemical solution (grouting material) LG-2 injected into the rubble layer 16 does not spread evenly in the three-dimensional manner in the existing grouting material (the rubble layer 16) and is not separated in high water (underwater). This is a case of a grout material having no properties.
In FIG. 6, the injection of the grout material LG-2 is the same as that in the prior art, and the grout material LG-2 injected from the chemical solution injection pipe 36 penetrates downward from the injected portion.

On the other hand, the case where the grout material used in the illustrated embodiment described later is injected into the rubble layer 16 is shown in FIG.
As shown in FIG. 7, when the grout material LG-2 is injected into the rubble layer 16, it diffuses three-dimensionally (three-dimensionally) uniformly from the chemical solution injection pipe 36. As a result, the grout material injection region expands uniformly (spherically) three-dimensionally in the rubble layer 16 (grout material LG-2 is injected spherically).
In the case of FIG. 7, it becomes easy to inject the grout material LG-2 evenly into the rubble layer 16.

Here, when performing ground reinforcement of the rubble layer 16 of the rubble revetment 10 described above, as the chemical solution (grouting material) used, that is, the grouting material LG-1 in FIGS. 1 to 7 and the grouting material LG-2 in FIG. Is
High inseparability in water
With stable fluidity,
It is not flushed with running water in a homogel state
When injected, the chemical injection range becomes a three-dimensional uniform range (becomes spherical)
After solidification, it has a predetermined strength or more (uniaxial compressive strength: for example, 100 kN / m ² or more),
Can be kneaded with seawater,
It is necessary to satisfy the condition.
In the illustrated embodiment, a grout material having the composition shown in Table 1 and Table 2 was used as a chemical solution (grout material) that satisfies such conditions. In other words, the composition of the grout material according to the first example is shown in Tables 1 and 2.

Table 1

Table 2

Here, the grout material according to the first embodiment is a type in which two kinds of fluids (shown as “A liquid” and “B liquid” in Table 1) are mixed in the course of the injection path (so-called “1”). .5 shot ") grout material (chemical solution).
Table 1 shows the composition of the two kinds of fluids (A liquid and B liquid), and Table 2 shows the total weight and capacity of each of the two kinds of fluids (A liquid and B liquid). .
In Tables 1 and 2, as thickener-1 (first thickener), a thickener including an alkyl allyl sulfonate (for example, trade name “Visco Top 100AK” manufactured by Kao Corporation) Is used.
Moreover, as the thickener-2 (second thickener), a thickener containing an alkyl ammonium salt (for example, trade name “Visco Top 100BK” manufactured by Kao Corporation) is used.
Here, the thickener-1 (first thickener) and the thickener-2 (second thickener) are always the same amount.

The composition of “early strong Portland cement” in Table 1 and Table 2, the composition of “fly ash”, the physical properties (pH, density) of “Thickener-1”, the physical properties (pH, density) of “Thickener-2” ) And a part composition amount (chloride ion amount, alkali amount), physical properties (specific gravity) of the curing modifier and part composition (aluminum oxide, sodium oxide) are shown in Table 3.
Table 3

  The fact that the grout materials (chemical solutions) shown in Tables 1 to 3 have properties necessary for reinforcing the ground of a revetment (for example, rubble revetment) will be described with reference to Experimental Examples 1 and 2. .

[Experimental Example 1]
In Experimental Example 1, experiments were conducted on the fluidity of the grout material and the inseparability in water.
Regarding the flowability of the grout material, the flow cone was filled with the grout material and pulled out, and the diameter of the grout material lump after drawing the cone was measured to confirm the flowability of the grout material.
Moreover, in Experimental Example 1, the grout material was slowly put into a water tank filled with water (water temperature 18 ° C.), and immediately after the injection, whether or not the water in the water tank was cloudy was visually observed, so that the water was not separated. Experimented with sex. Here, if the underwater inseparability of the grout material is low, the water in the aquarium becomes cloudy. If the underwater inseparability of the grout material is high, the water in the aquarium does not become cloudy.

The grout material used in Experimental Example 1 has the same composition as the grout materials shown in Tables 1 to 3, but the amount of the thickener (thickener-1 and / or thickener-2) 2% (sample No. 1), 3% (sample No. 2) and 4% with respect to seawater.
As a sample in which the amount of the thickener is 4% with respect to seawater, a sample (sample No. 3) that does not contain a curing regulator and a ratio of 20 kg of the curing regulator to the grout material 1 m ³ (20 kg / A sample (sample No. 4) contained in m ³ ) was prepared.
The results of Experimental Example 1 are shown in Tables 4 and 5.

Table 4

Table 5

As shown in Table 4, Samples 1-4 exhibit the required fluidity. Here, solidification of the grout material was confirmed in the sample containing only 20 kg / m ³ of the curing regulator (sample No. 4) after the flow cone was pulled out and 0.5 hours passed.
Moreover, as shown in Table 5, if the blending of the thickener (thickener-1 and / or thickener-2) is 4% or more with respect to water (seawater), it is inseparable in water. (The property of not dissolving in water) is maintained. In other words, it can be seen from Experimental Example 1 that the thickener (thickener-1 and / or thickener-2) should be contained in an amount of 4% or more with respect to water (seawater).
In addition to this, as shown in Tables 1 and 2, Samples 1 to 4 use seawater, and there is no particular problem when performing fluidity and underwater separability experiments in Experimental Example 1. It has been confirmed that the grout material according to the first example satisfies the property that “it can be kneaded with seawater”.

[Experiment 2]
In Experimental Example 2, the sample No. 3, Sample No. 4 (sample in which the thickener is 4% of the seawater) was injected into the simulated ground.
Therefore, the property of “not flowing in running water in the state of a homogel”, the property “when injected, the chemical solution injection range becomes a three-dimensionally uniform range (becomes spherical)”, and the “more than a predetermined value after solidification” The property of having “strength (uniaxial compressive strength: for example, 100 kN / m ² or more)” was confirmed.
In Experimental Example 2, as simulated ground, three types of simulated ground having different hydraulic conductivity,
Gravels of 5 mm or more: permeability coefficient 1 × 10 ² cm / sec.
Sand and gravel mixture: hydraulic conductivity 1 × 10 ⁰ cm / sec.
Sandy soil with 60% sand: hydraulic conductivity 1 × 10 ⁻² cm / sec.
Prepared.

The above-described simulated ground is surrounded by a mold (for example, a mold made of a net-like member) configured to be permeable, and the simulated ground surrounded by the mold is immersed in a water tank filled with water. In the simulated ground, the sample No. 3, Sample No. Four grout materials were injected.
At that time, a water flow of 3 cm / second was generated in the water tank.
“Lot No.” in Table 6 is sample No. on the above three types of simulated ground. No. 3 grout material (grouting material not containing a curing modifier) and sample No. 4 (= 3 × 2) experimental results when 4 grout materials (grouting materials containing a curing modifier in a proportion of 20 kg with respect to 1 m ³ grout material) are injected.
The results of Experimental Example 2 are shown in Table 6.

Table 6

In Table 6, the term “spherical” means that the drug solution injection area is three-dimensionally enlarged.
Lot No. in Table 6 1, if the water permeability is 1 × 10 ² cm / sec, Sample No. It was found that No. 3 grout material (grout material containing no curing modifier) was injected in a three-dimensionally uniform range (injected spherically). And the whole simulated ground was filled freely.
Lot No. performed on simulated ground with a permeability of 1 × 10 ² cm / sec. In sample 2, sample no. The injection region of No. 4 grout material (a grout material containing a curing modifier in a proportion of 20 kg with respect to 1 m ³ of grout material) expanded evenly three-dimensionally into a spherical shape and immediately solidified. And even if there was a water flow in the water tank, it was not flowed.
Lot No. 1, no. 2 indicates that if the ground has a water permeability of 1 × 10 ² cm / sec, the sample No. 3, Sample No. It became clear that grout material of No. 4 was injected between gravel.

Lot No. 3, even if the water permeability is 1 × 10 ⁰ cm / sec, the grout material that does not contain the curing regulator (the grout material of sample No. 3) is in a three-dimensionally uniform range (spherically ) Injected. At this time, the three-dimensional shape of the injection region of the grout material was not a perfect sphere, but was injected uniformly in the three-dimensional direction to the extent that there was no problem in construction. Upon injection, the grout material was injected toward the cavity and also entered the area between the sands.
Lot No. In No. 4, the grout material (sample No. 4) containing the curing regulator at a rate of 20 kg with respect to 1 m ³ of the grout material was filled only in the cavity of the simulated ground. The sandy soil part of the simulated ground is Sample No. Even after injection of grout material No. 4, it remained as it was.

Lot No. In the simulated ground where the hydraulic conductivity of 5 is 1 × 10 ⁻² cm / sec, When the grout material of No. 3 (grouting material not containing a curing modifier) was injected, an injection pressure was applied, so-called “split injection”, and the simulated ground above the injection region was lifted and raised.
For a simulated ground having a water permeability of 1 × 10 ⁻² cm / sec, the sample No. The experiment (lot No. 6) injecting grout material No. 4 (grouting material containing a curing modifier in a proportion of 20 kg with respect to 1 m ³ grout material) determined that grout material injection was impossible. Did not inject.

  Here, lot no. 1, no. 3 and lot no. 2, No. 4 is injected, a grout material containing a curing regulator (sample No. 4) is injected even when no injection pressure is generated when a grout material containing no curing regulator (sample No. 3) is injected. It was confirmed that injection pressure was generated.

  In Experimental Example 2, lot no. 1-No. In 6, no grouting material was observed to flow into the aquarium. From this, at least sample No. 3, Sample No. It was confirmed that the grout material of No. 4 has the property of “not flowing into running water in a homogel state”.

In Experimental Example 2, lot no. In FIG. 1, the uniaxial compressive strength of the lump that was injected and solidified was 425 kN / m ² . 2, the uniaxial compressive strength of the lump that was injected and solidified was 398 kN / m ² .
All developed the strength exceeding the uniaxial compressive strength (for example, 100 kN / m < ² >) required for a rubble layer.

Table 7 shows the composition of the grout material according to the second example, which is different from the composition of the grout material of the first example shown in Tables 1 to 3.
Table 7

The inventor conducted experiments similar to Experimental Example 1 and Experimental Example 2 for the grout materials having the compositions shown in Table 7 as well, “high in separability in water”, “having stable fluidity”, “homogel” "When injected, the chemical injection range expands evenly in a three-dimensional manner into a spherical shape", "Strength above a predetermined level after solidification (uniaxial compressive strength: for example, 100 kN / m ² or more) and “can be kneaded with seawater”.
According to the experiment by the inventors, the uniaxial compressive strength after the grout material having the composition shown in Table 7 was solidified was 359 kN / m ² .
Except for the uniaxial compressive strength, the results of performing the same experiment as the first experimental example and the second experimental example with respect to the second example are the same as those described above with reference to Tables 4 to 6. Details are omitted here.

In Table 7, the ratio of thickener (33 kg) to seawater (831 kg) is 3.97%, slightly below 4%.
In other words, since the experiment of the inventor has confirmed that the grout material according to the second example has non-separability in water, the ratio of the thickener to seawater should be 3.97% or more. It was confirmed.
In Table 7, the expression “Thickener 1 + Thickener 2” includes the same amounts of Thickener-1 and Thickener-2 described above in relation to Table 1 and Table 2. It means that.

Next, the content range of the composition of the grout material having the above-described properties will be described with reference to Experimental Examples 3 to 11.
In addition, content demonstrated with reference to Experimental example 3-Experimental example 11 is the weight per 1 m < ³ > of the grout material of Example 1 kneaded.

[Experiment 3]
In Experimental Example 3, the lower limit value of the content of early strong Portland cement (cement), which is the composition of the grout material according to Example 1 described with reference to Tables 1 to 3, was confirmed.
About 6 types of grout materials (sample 1 to sample 6), which are the same composition as the grout material according to Example 1, but the content of early strong Portland cement was changed from 160 kg to 210 kg in 10 kg increments. Confirmed whether or not.
The results of Experimental Example 3 are shown in Table 8.

Table 8

In Table 8, the symbol “◯” means that the grout material has solidified, and the symbol “x” means that the grout material has not solidified.
Samples 1 to 4 in which the content of early strong Portland cement was 160 kg to 190 kg were not solidified. On the other hand, Sample 5 and Sample 6 having a content of early strong Portland cement of 200 kg and 210 kg were solidified.
From this, it was found that the content of the early strong Portland cement should be 200 kg or more in the case of the grout material according to Example 1.

[Experimental Example 4]
In Experimental Example 4, the upper limit of the content of early strong Portland cement, which is the composition of the grout material according to Example 1 described with reference to Tables 1 to 3, was confirmed.
About 7 types of grout materials (sample 1 to sample 7) having the same composition as the grout material according to Example 1, but changing the content of early strong Portland cement from 400 kg to 460 kg in increments of 10 kg. It was confirmed whether or not injection with a grout pump was possible.
The results of Experimental Example 4 are shown in Table 9.

Table 9

In Table 9, the symbol “◯” means that the grout material can be supplied by the grout pump, and the symbol “×” means that the grout material has high viscosity and could not be supplied by the grout pump. Yes.
In Samples 1 to 6 in which the content of early strong Portland cement was 400 kg to 450 kg, the grout material could be injected with a normal grout pump.
However, the sample 7 having an early Portland cement content of 460 kg was too high in viscosity and could not be supplied by a grout pump.
From this, it was confirmed that in the grout material according to Example 1, the content of early strong Portland cement should be 450 kg or less.

[Experimental Example 5]
In Experimental Example 5, the lower limit value of the content of fly ash (aggregate) which is the composition of the grout material according to Example 1 was confirmed.
Although it is the same composition as the grout material concerning Example 1, it is stable as an injection material about six kinds of grout materials (sample 1-sample 6) which changed the content of fly ash from 160 kg to 210 kg by 10 kg increments. It was confirmed whether or not.
The results of Experimental Example 5 are shown in Table 10.

Table 10

In Table 10, the symbol “O” means that the grout material is in a stable state with a uniform property, and the symbol “x” indicates that the grout material has a non-uniform property and is not stable as an injection material. It means that.
In Samples 1 to 4 having a fly ash content of 160 kg to 190 kg, the grout material had non-uniform properties and was not stable as an injection material. On the other hand, Samples 5 and 6 having a fly ash content of 200 kg and 210 kg were in a stable state with uniform properties of the grout material.
From this, it was found that the content of fly ash should be 200 kg or more in the case of the grout material according to Example 1.

[Experimental Example 6]
In Experimental Example 6, the upper limit value of the fly ash content in Example 1 was confirmed.
Normal grout pumps for seven types of grout materials (sample 1 to sample 7) having the same composition as the grout material according to Example 1, but changing the fly ash content from 400 kg to 460 kg in increments of 10 kg. It was confirmed whether or not injection was possible.
The results of Experimental Example 6 are shown in Table 11.

Table 11

In Table 11, the symbol “◯” means that the grout material can be supplied by the grout pump, and the symbol “×” means that the grout material has high viscosity and could not be supplied by the grout pump. Yes.
In Samples 1 to 6 having a fly ash content of 400 kg to 450 kg, the grout material could be injected with a normal grout pump.
However, Sample 7 having a fly ash content of 460 kg was too viscous to be supplied by a grout pump.
From this, it was confirmed that in the grout material according to Example 1, the fly ash content should be 450 kg or less.

[Experimental Example 7]
Experimental Example 7 is an experiment for confirming the lower limit of the amount of water (seawater) in the grout material according to Example 1 described with reference to Tables 1 to 3.
Although it is the same mixing | blending as the grout material which concerns on Example 1, it is a normal grout pump about four types of grout materials (sample 1-sample 4) which changed content of seawater from 560 kg to 620 kg by 20 kg increments. It was confirmed whether or not injection was possible.
The results of Experimental Example 7 are shown in Table 12.

Table 12

In Table 12, the symbol “◯” means that it can be injected with a normal grout pump, and the symbol “x” means that it cannot be injected.
In Samples 1 and 2 having a seawater content of 560 kg and 580 kg, the fluidity of the kneaded grout material was low and could not be injected with a normal grout pump. On the other hand, Sample 3 and Sample 4 with seawater amounts of 600 kg and 620 kg could be injected with a normal grout pump.
From this, it was found that the seawater content should be 600 kg or more in the case of the grout material according to Example 1.

[Experimental Example 8]
The upper limit of the seawater content of the grout material according to Example 1 described with reference to Tables 1 to 3 was confirmed by Experimental Example 8.
Whether or not to solidify four types of grout materials (sample 1 to sample 4) having the same composition as that of the grout material according to Example 1, but changing the seawater content in the range of 810 kg to 870 kg in increments of 20 kg. I confirmed.
The results of Experimental Example 8 are shown in Table 13.

Table 13

In Table 13, the symbol “◯” means that the grout material has solidified, and the symbol “x” means that the grout material has not solidified.
The grout materials of Sample 1, Sample 2, and Sample 3 having a seawater content of 810 kg, 830 kg, and 850 kg were solidified. However, the grout material of Sample 4 having a seawater content of 870 kg or more did not solidify.
From this, it was confirmed that in the grout material according to Example 1, the seawater content should be 870 kg or less.

Next, the content of the thickener of the grout material according to Example 1 will be described.
Here, it is known from Tables 5 and 7 that the content of the thickener should be 4% (more specifically 3.97%) or more of seawater. As described above, the lower limit of seawater is 600 kg. Therefore, the content of the thickener of the grout material according to Example 1 should be 23.4 kg or more in total of the thickener-1 and the thickener-2.
Next, the upper limit value of the content of the thickener of the grout material according to Example 1 will be described based on Experimental Example 9.

[Experimental Example 9]
In Experimental Example 9, the upper limit value of the thickener content of the grout material according to Example 1 described with reference to Tables 1 to 3 was confirmed.
Seven types of grout materials (sample 1) having the same composition as that of the grout material according to Example 1, except that the seawater content was 850 kg and the thickener content was in the range of 66 kg to 78 kg. ˜Sample 7) was observed for inseparability in water and “property not to flow in running water in a homogel state”.
The results of Experimental Example 9 are not shown in the table.

As a result of Experimental Example 9, when the thickener content (total of thickener-1 and thickener-2) is in the range of 66 kg to 70 kg, as the thickener content increases, the inseparability in water and “ It was found that the property of being not flowed into running water in the state of homogel is improved.
On the other hand, if the thickener content (the sum of thickener-1 and thickener-2) exceeds 70 kg, even if the thickener content is increased, it is inseparable in water or “flowing water in a homogel state. It was confirmed that “the property that is not washed away” does not improve.
Since the thickener is a relatively expensive material, the content of the thickener in the grout material according to Example 1 described with reference to Tables 1 to 3 is 70 kg or less from an economical viewpoint. That was confirmed.

[Experimental Example 10]
Experimental Example 10 is an experiment for confirming the upper limit value of the flow value of the grout material according to Example 1 described with reference to Tables 1 to 3.
Although it has the same composition as the grout material according to Example 1, the content of early strong Portland cement and fly ash is 440 kg or less, and the seawater content is 600 kg or more, and the flow value is 480 mm to 520 mm. Five samples (Sample 1 to Sample 5) were prepared.
Whether or not these five samples are confirmed to be inseparable in water by the same method as in Experimental Example 1 and whether or not three samples are equally injected into the simulated ground by the same method as in Experimental Example 2. (Whether or not to be injected into a spherical shape) was confirmed.
The results of Experimental Example 10 are shown in Table 14.

Table 14

In Table 14, the symbol “◯” indicates good underwater inseparability and means that the simulated ground was uniformly injected three-dimensionally (injected spherically). On the other hand, the symbol “x” was poor in separability in water, the grout material melted into the water, and was non-uniformly injected into the simulated ground in all three dimensions (three-dimensionally evenly). It was not injected).
In the samples with the flow values of 510 mm and 520 mm (Sample 4 and Sample 5), the inseparability in water deteriorates because the viscosity is too low, and the fluidity is too high, so that it is evenly three-dimensionally in the simulated ground. It is presumed that the injection could not be performed (the injection into a spherical shape was not possible).
From this, it was found that in the case of the grout material according to Example 1, it was necessary to manage the flow value to 500 mm or more.

[Experimental Example 11]
Experimental example 11 is an experiment for confirming the lower limit value of the flow value of the grout material according to actual example 1.
In the grout material according to Example 1, four samples (sample 1) having a flow value of 180 mm to 210 mm with a content of early strong Portland cement and fly ash of 200 kg or more and a seawater content of 850 kg or less. Sample 4) was prepared.
And about these 4 samples, it was tested whether injection | pouring was possible with a normal grout pump.
The results of Experimental Example 11 are shown in Table 15.

Table 15

In Table 15, the symbol “◯” means that the grout material could be injected by a normal grout pump, and the symbol “x” means that the grout material could not be injected. Yes.
In the samples having the flow values of 200 mm and 210 mm (Sample 3 and Sample 4), it was possible to inject with a normal grout pump. On the other hand, the samples with the flow values of 180 mm and 190 mm (Sample 1 and Sample 2) were poor in fluidity and therefore could not be injected with a normal grout pump.
From this, it was found that in the case of the grout material according to Example 1, it was necessary to manage the flow value to 200 mm or more.

Table 16 below shows the composition of the grout material according to Example 1 obtained from the results of Experimental Examples 3 to 11 and the range of the content thereof.
Here, the flow value is managed in the range of 200 mm to 500 mm. And the composition shown in Table 16 is the quantity with respect to 1 m < ³ > finished grout material.
Table 16

[Experimental example 12]
The inventor injects the grout material having the composition shown in Table 16 (the grout material according to Example 1) into three types of simulated ground having different hydraulic conductivity from those used in Experimental Example 2, and the injection state thereof. Was observed.
The hydraulic conductivity of the three types of simulated ground is
1 × 10 ³ cm / sec,
1 × 10 ¹ cm / sec,
1 × 10 ⁻¹ cm / sec,
It is.
Table 17 shows the results of injecting the grout material having the composition shown in Table 16 (the grout material according to Example 1) into the three types of simulated ground together with the results of Experimental Example 2 shown in Table 6.

Table 17

From Table 17, the grout material having the composition shown in Table 16 (the grout material according to Example 1) should be applied to the ground having a water permeability of 1 × 10 ⁰ cm / sec to 1 × 10 ² cm / sec. found.
In Table 17, the simulated ground having a large hydraulic conductivity is a so-called “coarse” grain size. On the other hand, the simulated ground having a small hydraulic conductivity is a so-called “fine” grain size ground.

As described above, if the grout materials described in the illustrated embodiments, examples, and experimental examples are used, within the ranges shown in Tables 16 and 17,
High inseparability in water,
Has stable fluidity,
It is not flushed with running water in the form of a homogel,
When injected, the chemical injection range becomes three-dimensionally uniform (spherical)
After solidification, it has a predetermined strength or more (uniaxial compressive strength: for example, 100 kN / m ² or more),
It can be kneaded with seawater.

It should be noted that the illustrated embodiment is merely an example, and is not a description to limit the technical scope of the present invention.
For example, although not mentioned in the illustrated embodiment, a trace amount of antifoaming agent may be added to the grout material of the present invention. When mixing the thickener and water (seawater), foam may be generated. If a small amount of antifoaming agent is added, such foaming can be suppressed.

10 ... Rubble revetment structure 12 ... Foundation part 12
16 ... Rubble layer 18 ... Cover layer 22 ... Upper concrete part S ... Sea WL ... Sea surface BG ... Landfill 30 ... Grout injection mechanism 32 ... Grout mixer 34 ... Grout pump 36 ... Chemical solution injection tube

Claims (3)

It has a process of injecting grout material into the rubble layer of the revetment,
The grout material includes 200 kg to 450 kg of cement-based solidified material, 200 kg to 450 kg of fly ash, 23.4 kg to 70 kg of thickener, 600 kg to 850 kg of water, and a flow value of 200 mm per 1 m ^3. ~ 500mm,
A revetment reinforcing method according to claim 1, wherein the rubble layer has a water permeability coefficient of 1 × 10 ⁰ cm / sec to 1 × 10 ² cm / sec.   In the step of injecting the grouting material, the step of injecting the grouting material so as to spread evenly in the three-dimensional direction in the vicinity of the sea side surface and the end of the rubble layer, and the vicinity of the sea side surface and the end of the rubble layer 2. The revetment reinforcement method according to claim 1, wherein the step of injecting the grout material into the inner region of the rubble layer is performed after the grout material is injected into the rubble layer. 1 m ³ includes 200 to 450 kg of cement-based solidified material, 200 to 450 kg of fly ash, 23.4 to 70 kg of thickener, 600 to 850 kg of water, and the flow value is 200 to 500 mm. Grout material characterized by

Images