JP2007247201A - Manufacturing method for levee soil and dam body repair method for fill dam - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a manufacturing method for levee soil for manufacturing the levee soil by utilizing bottom mud soildeposited in a pond, sand and gravel, and sediment by supply on the spot and to provide a dam body repair method for a fill dam for repairing the dam body of the fill dam by utilizing this levee soil. <P>SOLUTION: The levee soil having required strength and impervious property is manufactured by adding solidifying agent to the bottom mud soil deposited in a pond and sediment or excavated soil brought about during construction work, and an impervious core zone G<SB>C</SB>and a shell zone G<SB>S</SB>and a transition zone G<SB>TR</SB>for stabilizing the dam body are constructed by using this levee soil. <P>COPYRIGHT: (C)2007,JPO&INPIT

Description

  The present invention relates to a method for manufacturing embankment soil and a method for repairing an aging embankment of a fill dam. More specifically, the present invention relates to bottom mud and gravel deposited in a reservoir that causes reduction in water storage capacity and deterioration of water quality and requires removal disposal. The required strength and water-imperviousness can be achieved by solidifying the soil or mud / sand with a wide range of particle size or moisture content such as excavated soil generated by renovation work that should be disposed of off-site by adding a solidifying material such as cement. A method of manufacturing embankment that artificially manufactures embankment with the embankment, a sloping core zone for reinforcing the dam body of the fill dam and countermeasures against water leakage using the embankment, presser embankment and belly embankment for reinforcement, increasing water storage capacity It is related to the method of rehabilitating the dam body of a fill dam that builds a raised embankment for the dam.

Fill dams that have deteriorated over the years since the construction of the dam (fill dams with a height of 15m or more and ponds with a height of less than 15m) are in a state where the stability of the dam body has been reduced by wave erosion and water leakage, and the bottom accumulated in the pond In many cases, the functions that should be fulfilled are reduced, such as the reduction of the water storage capacity and the deterioration of water quality due to mud and earth. These have problems such as the stability of the levee body against earthquakes and heavy rains and concerns about disasters, and the diversification of water use and the expectations of disaster prevention functions cannot be met. It is necessary to update the function. For example, it is conceivable to construct an inclined core zone for reinforcing an existing dam body and preventing water leakage, raising an existing dam body for increasing water storage capacity and flood capacity, and removing bottom mud accumulated in a pond (for example, Patent Document 1). reference).
Japanese Patent No. 3241339

The embankment soil that has the necessary strength and water impermeability necessary to implement the countermeasures described above must be obtained near the dam.
However, these embankments have recently become difficult to obtain from the viewpoint that forest land development is regulated for environmental conservation as a soil catchment site. Even if a burial site for the embankment soil with the required strength and water barrier is secured, it is usually necessary to renovate the entire embankment to be stable against earthquakes and heavy rains. In terms of the strength of the soil, the slope of the levee body must be much gentler than that of the existing dam body. For this reason, there was a problem that not only a large amount of embankment was required, but also the water storage capacity before renovation was significantly reduced.
In addition, excavation of the water-stopping trench corresponding to the existing levee body and the core zone foundation generates a large amount of earth and sand, but it is necessary to secure a dump site to dispose of this off-site. In addition, transporting a large amount of embankment soil from a dumping site and transporting waste soil to a dumping site will cause traffic obstacles associated with numerous dumps, making it difficult for local residents to understand. It has become to.

On the other hand, the bottom mud and earth and sand accumulated in the pond that cause a decrease in water storage capacity and water pollution, that is, the gravel soil that is likely to be effectively used for aggregate in the upstream part of the pond near the river inflow and the bottom containing these A large amount of mud is deposited, and the pond near the levee body contains a large amount of fine particles such as clay and silt, and a large amount of sediment with a high water content.
However, it is economically difficult to excavate and collect only the aggregate that can be effectively used for the aggregate accumulated in the upstream part of the pond, and to secure a dumping site even if you excavate and remove the bottom mud soil There are problems such as difficult to do.
In addition, conventionally, the embankment soil is improved by adding a solidifying material such as cement to ultra-soft viscous soil with a high water content such as bottom mud deposited in the pond, and a small levee body like a pond. Has been used in part for renovation work.

However, in the fill dam pond where the size of the inflowing river and the pond is larger than that of the pond, the bottom mud soil such as clay and silt accumulates mainly in the deep part of the pond near the embankment. In the upstream part of the pond near the river inflow, bottom mud and sediment with a wide range of particle sizes and moisture content, such as bottom mud with a large amount of coarse particles and even sand like coarse gravel, are accumulated. For this reason, in the fill dam, it is necessary to consider the influence of particle size, moisture content, and soil type in order to solidify the mud and sediment deposited in the pond and use it for embankment.
On the other hand, since the inflowing rivers and ponds are small in scale, the water content of the bottom mud deposited in the pond varies depending on the deposition location, but there is little difference in the grain size of the bottom mud, and it is solidified and used for embankment soil. To do this, only the effect of the water content should be considered. In addition, in the rehabilitation of a fill dam whose height is higher than that of the reservoir, the strength level required to ensure the stability of the levee body is increased, so improvement was made using only the bottom mud containing only fine particles. There is a problem that it is difficult to achieve the strength necessary for the stability of the embankment in the embankment, or that a large amount of solidification material is required, resulting in high costs.

  The present invention has been made in order to solve the conventional problems as described above, and the object of the present invention is to be generated in conjunction with bottom mud soil and gravel earth and sand that should be removed and deposited in the pond. By using mud and sand with a wide range of particle sizes and moisture content such as excavated soil, solidification is performed by adding solidification material to these, and the embankment soil having the required strength and water-imperviousness is manufactured locally, and this embankment is Construction of embankment embankment and belly embankment for renovation (reinforcement and prevention of water leakage) of aged dam, and construction of raised embankment for increasing water storage capacity. It can be reduced to a steep slope that does not cause a decrease or acquisition of new land and does not cause an extreme difference in rigidity between the new levee body and the existing dam body, or the same grade as the existing dam body. In addition, levee body repair and Ikeuchi To provide an economical embankment manufacturing method that can simultaneously achieve the removal and disposal of mud and sediment, and to provide a bank repair method that enables repair of an aged dam by using the embankment manufactured by this method. is there.

  In order to achieve the above object, the embankment soil manufacturing method according to the present invention roughly classifies sedimentary soil such as bottom mud and earth and sand deposited in the pond according to the particle size in the pond. Measure the water content and particle size for each and classify them into fine-grained mud used for the manufacture of water-impervious embankment and coarse-grained mud used for the manufacture of embankment for stabilization of embankment, or soil that can be used without solidification. The stability calculation is performed by changing the strength of the solidified soil that builds the planned soil classification process and the water-impervious zone of the planned revetment cross-section and the strength of the solidified soil that builds the levee stabilization zone to parametrics. The strength calculation step for obtaining the relationship between the safety factor and the strength of each zone, and obtaining the strength of each zone necessary for securing and stabilizing the predetermined safety factor from these, and obtained by the stability calculation Water shielding zones, Crushing / rolling embankment method for fine-grained or coarse-bottomed bottom mud, which is necessary to determine the amount of solidified material added to achieve the strength (target strength) of the solidified soil used in the body stabilization zone Of physical conditions (moisture content ratio and particle size) of bottom mud, strength of type of solidified material, amount of solidified material added, number of days for initial solidification curing, number of days elapsed after crushing and rolling, etc. A test process for carrying out a blending test for examining the amount of solidified material determined in consideration of the influence of the grain size and water content of the bottom mud based on the results of the blending test, and stirring Mixing to produce embankment in the impermeable zone, and adding the amount of solidification material determined to the coarse bottom mud based on the effect of the bottom mud grain size and water content based on the results of the blending test The embankment production process to produce the embankment of the levee body stabilization zone by mixing After the embankment soil obtained in the embankment earth manufacturing process for a predetermined period of time curing, characterized in that it comprises a crushing step of crushing into a predetermined size.

  According to the method for rehabilitating a dam body of a fill dam according to the invention of claim 2, sedimentary soil such as bottom mud and earth and sand deposited in the pond is roughly classified in the pond according to the particle size, and water is contained in each of the classified sediments. Sedimentary soil that is classified into fine-grained mud soil used for the manufacture of water-impervious embankment soil and coarse-grained mud soil used for the manufacture of embankment stabilization or soil that can be used without solidification treatment. It is safe by performing a stable calculation by changing the classification process and the strength of the solidified soil that builds the water-impervious zone for the planned cross section of the embankment and the strength of the solidified soil that constructs the zone for stabilizing the dam body to parametric The strength calculation process for obtaining the relationship between the rate and the strength of each zone, obtaining the strength of each zone necessary for securing and stabilizing the predetermined safety factor from these, and for the water shielding obtained by the stability calculation Zone and bank stability Solidification treatment in the crushing / rolling embankment method of fine grain or coarse bottom mud that is necessary to determine the amount of solidification material added to achieve the strength (target strength) of the solidified soil used in the construction zone To investigate the effects of various factors such as physical conditions (water content ratio and particle size), type of solidified material, amount of solidified material added, number of days for initial solidification curing, number of days elapsed after crushing and rolling on soil strength Add the amount of solidification material determined in consideration of the influence of the grain size and water content ratio of the bottom mud based on the result of the above blending test to the fine bottom mud Producing embankment soil in the impermeable zone and adding the amount of solidified material determined by considering the influence of the grain size and water content of the bottom mud based on the result of the blending test to the coarse bottom mud The embankment manufacturing process for manufacturing embankment soil in the zone for stabilizing the embankment body, and the construction The existing embankment that has been aged using the crushing process of crushing the embankment soil obtained in the soil production process for a predetermined period and then crushing it to a predetermined size, and the impermeable embankment soil crushed in the crushing process And a core zone construction process for constructing a core zone for water shielding.

According to the embankment manufacturing method and the fill dam repair method according to the present invention, solidification material is added to the bottom mud and sediment accumulated in the pond or excavated soil generated during construction to obtain the required strength and barrier. Since the embankment is made of water and the embankment is used to build a core zone for water shielding and a shell zone for stabilization of the levee body, there is no need for a burial site for the embankment or transporting sediment from there. In addition, it is no longer necessary to dispose of the sediment in the pond or the excavated soil during the construction, and it is no longer necessary to dispose of the earth dumping site or the soil to remove it. This makes it possible to renovate the embankment at the same time, eliminates the need for soil removal and dumping sites, eliminates natural destruction, and eliminates the need for soil transport.
In addition, in conventional renovation with normal soil purchased from outside, there is a limit to the strength of normal soil, so the embankment after rehabilitation must have a gentle slope and a large amount of embankment is required. In addition, the water storage capacity is greatly reduced, and economical renovation such as newly requiring a land for the dam body on the downstream side of the fill dam is impossible, but according to the refurbishment method according to the present invention, By adjusting the amount of solidification material added according to the particle size and moisture content of the sediment used, the strength required to stabilize the levee body can be freely set, so the steep levee body can be repaired and the existing levee It is possible to make an embankment with an economical and reasonable slope that does not significantly reduce the water storage capacity as much as the slope of the body.

The embankment soil manufacturing method and fill dam body repair method according to the present invention are such that bottom mud accumulated in the pond and earth and sand generated by excavation during construction become embankment soil having the required strength and water shielding. Embankments produced by adding a solidifying material such as cement and solidifying them are used, and these embankments vary in strength level and water-imperviousness level depending on the grain size of the bottom mud and sediment deposited in the pond, which is the raw material. As shown conceptually in Fig. 2, the levee body part (shell zone G _S ) has a strength that can stabilize the dam body even on a steep slope, and has a water-impervious function for water storage function. It is built separately from the dam body part (core zone G _C ). In other words, fill dam reservoirs have sediments and sediments that have accumulated over the years, but the particle size varies greatly depending on the sedimentation position in the pond, and the upstream portion in the pond close to the river inflow has more coarse particles. Sedimentary mud and sediment are deposited, and fine-grained soil is deposited in the deep part near the bank. In FIG. 2, 12 is an existing laying body, 13 is a foundation ground, and 14 is a water stop trench.

  Therefore, in the present invention, as shown in FIG. 3 (A), sedimentary soil such as bottom mud and earth and sand accumulated in the pond 11 is stored in the pond 11 close to the river inflow portion in the pond 11 according to the particle size. The area was roughly divided into a gravel-dominant sedimentation area, a gravel-mud mixed sedimentation area, and a mud-soil accumulation area from the upstream side, and these areas were classified according to the functions of the core zone C and shell zone S for constructing the existing reinforced body 12. The shell zone S is used depending on the moisture content and grain size of the sediment, and the bottom of the coarse zone deposited on the upstream side in the pond 11 near the river inflow section as shown in FIG. 3 (B). The core zone C is constructed from the embankment of a shell that is mainly made of mud and earth and is made to have high strength. Use mainly to satisfy water barrier Using the sediment accumulated in the pond from the subtle mud with much fineness accumulated in the pond to the gravel like sand gravel as the embankment soil, the embankment is repaired and the sediment in the pond is removed at the same time. To achieve.

Conventionally, only solid mud such as clay and silt is solidified for a predetermined period (this is called the initial solidification period t _S ) by adding a solidifying material such as cement according to the water content ratio. After that, the embankment soil is manufactured by crushing to a predetermined maximum grain size D _max , and is crushed in the same manner as normal soil, spread to a predetermined layer thickness, and then rolled and compacted. A crushing and rolling embankment method that can build the body has been devised.
However, in order to improve bottom mud and sediment containing sand and gravel, which are coarser than clay and silt, which are targeted here, and to use them as embankments, it is decided only considering the effect of water content. It is difficult to produce embankment soil with a certain strength because it is affected by the amount of coarse particles contained in the material that has been solidified by adding a certain amount of solidification material (including coarse particles even at the same moisture content) The higher the amount, the higher the strength). Also, the strength of the solidified soil composed of bottom mud and soil containing a large amount of coarse particles is very high compared to ordinary soil, and it can be arbitrarily set by adjusting the amount of solidifying material added. In such embankment, as shown conceptually in FIG. 4, the peak strength σ _Peak is reached with a very small strain ε _P , and the stress rapidly decreases after the peak strength. The property of 41 is markedly shown. Therefore, the new levee body constructed with such a solidified soil is greatly different from the stress-strain curve 43 of a normal embankment that constitutes the existing dam body. The problem of the local deformation concentration and the tendency for cracks to occur is prominent. Therefore, the crushing / rolling embankment method not only solidifies the bottom mud, but also solidifies and breaks up to a certain extent, and then rolls out and spreads it at a fixed layer thickness in the same way as embankment in the case of normal soil. By embankment, the stress-strain curve is a strain-hardening type stress-strain curve such as the stress-strain curve 41 that is prone to cracking, and the strain-hardening type stress-strain curve that is close to normal soil, such as the stress-strain curve 42. To change. In addition, when solidified soil is used for repairing large dam bodies such as fill dams, the required strength level is high, and even if it is improved to a property that does not easily cause cracks by crushing and rolling embankment method, There is a problem that an extreme difference in rigidity occurs between the newly-established dam body and the existing levee body, and if a large shear deformation occurs as in an earthquake, it cannot be withstood and cracks will occur.

  For this reason, in the best mode of the present invention, the amount of solidification material added to the bottom mud and excavated sediment is determined in consideration of not only the water content ratio but also the effect of the amount of coarse particles, and the solid mud is solidified. A new embankment that provides a method for constructing a levee body using a method for producing embankment soil having the required strength and water-imperviousness and that is used to reinforce the existing dam body and prevent leakage The present invention provides a banking zoning structure in which an extreme rigidity difference does not occur between a body part and an existing bank body part.

The method of solidifying by changing the strength level and water-impervious level of sedimentary mud and sediment deposited in the pond is roughly divided into sedimentary sediment and sediment depending on the particle size and moisture content. In other words, embankment soil used in dam portion that requires a high strength as the shell zone G _S to ensure stability of the dam body is rough like gravel deposited on the upstream portion of the pond near the river inlet Manufactured by adding a solidifying material to sediment containing a large amount of coarse particles, such as bottom mud with a large amount of grain and excavated soil generated by renovation work, and then solidifying it to obtain higher strength (of gravel In some cases, earth and sand that can be expected to have the strength required to stabilize the levee can be used without being solidified). Moreover, embankment soil to be used for construction of the core zone G _C that require impermeability is rich in fine fraction deposited on the deep-water portion close to the crest of the pond can be secured aqueous barrier than the intensity Manufactured by adding solidification material to the bottom mud and solidifying. The target solidification strength of the bottom mud at this time determines the amount of solidification material to be added in consideration of the influence of the grain size and water content of the bottom mud on the strength.
In addition, when there is an extreme difference in rigidity between existing levee bodies or zones, the strength level in each zone is increased in the height direction of the levee body, such as the embankment soil with higher strength at lower positions of the dam body. It is necessary to devise measures to alleviate the poor adhesion between the existing levee body and zones due to the difference in rigidity. The embankment repair according to the present invention involves setting the embankment cross-sectional structure, embankment soil strength and water-impervious settings so that an extreme rigidity difference does not occur between the existing embankment body and the new embankment section made of solidified soil. Depending on body height H, zoning shall be as follows.

When the height of the levee is large (H ≧ 20m is a guide)
In a levee body with a large levee height, the strength required to stabilize the levee body with a steep slope becomes very high, so it is difficult to ensure the strength while satisfying the water barrier. For this reason, in the present invention, as shown in FIG. 1, a core zone G _C that serves as a water barrier on the upstream slope of the existing levee body, and a shell zone G _S that stabilizes the dam body even at a steep slope, It is built separately according to the function of each zone. Of these zones, the core zone G _C has a water-impervious embankment manufactured to satisfy water-imperviousness than strength, and the shell zone G _S has a stable embankment that emphasizes strength rather than water-imperviousness. In this way, it is constructed by changing the required water shielding level and strength level of each zone. By doing so, there is an effect that it is possible to prevent problems caused by an extreme difference in rigidity between each newly established zone and the existing levee body. In addition, slope protection work SP, such as a lantern (lip wrap) or a timber block construction, is provided on the surface of the dam body on the pond side to protect it from waves.
Furthermore, when the height of the levee becomes large (H ≧ 30 m is a guideline), as shown in FIG. 5, the strength and water impermeability corresponding to the midpoint between the core zone and the shell zone between the core zone G _C and the shell zone G _S. a transition zone G _TR having provided, as an extreme difference in rigidity between the existing embankment 12 and the shell zone G _S does not occur, ensuring the water storage functionality and stability of the dam body. The relationship of τs> τ _TR> τc shown in FIG. 5 between the intensity .tau.s shell zone G _S when the intensity .tau.c the transition zone G _TR strength tau _TR and the core zone G _C.

Further, when the strength of the existing levee body 12 is small, or when the slope of the levee body is steep, an extreme rigidity difference may occur even as described above. In general, the higher the levee body, the greater the deformation during an earthquake, so the effect of the rigidity difference in the dam body becomes greater. In such a case, as shown in FIG. 6, the strength of the shell zone G _S .tau.s, varying the intensity τc in strength tau _TR and core zone G _C in the transition zone G _TR in the height direction. In other words, the lower position is constructed with higher strength embankment so that it is advantageous for the stability of the embankment, and the embankment is constructed with embankment that gradually decreases in strength as the embankment position increases, and the existing embankment 12 and shell zone G _S So that there is no extreme difference in rigidity in the height direction.

When the height of the levee is small (15m ≦ H <20m as a guide)
When the levee height is within this range, it is easy to ensure the strength necessary to stabilize the levee body while satisfying the water barrier, so the strength is changed by horizontal zoning shown in FIG. That is, the strength τc in the core zone G _C is changed in the height direction of the levee body as shown in FIG. 7, and the core zone G _C is constructed with a higher strength embankment at a lower position so as to be advantageous for the stability of the dam body. The higher part of the levee body where deformation is greater during an earthquake is constructed with embankment soil that is gradually reduced in strength.

The embankment renovation fill dam, as well as repair due only upstream of the existing embankment 12 as described above the core zone G _C and shell zone G _S, downstream of the existing embankment 12 as shown in FIG. 8 (A) A presser embankment Es corresponding to a shell zone may be built on the side, and as shown in FIG. 8 (B), an embankment embankment E _EL may be built to stabilize the embankment. In this case as well, in the same way as the upstream side of the existing levee body 12, the strength τ of the embankment is set so as not to cause an extreme difference in rigidity between the existing dam body 12 and the presser embankment Es or the embankment embankment E _EL . The lower the strength, the higher the strength, and the lower the strength, the higher the strength.
However, the embankment on the downstream side of the existing levee body 12 does not require water shielding, and conversely, a certain level of water permeability is required so that water that has permeated the levee body can be quickly drained. The embankment used for embankment Es or E _EL is constructed by embankment produced by improving sedimentary soil that contains the same gravel soil as the embankment used for the shell zone. If the embankment of the embankment is not permeable enough to drain the seepage water from the embankment, a filter zone F with good permeability is provided between the existing embankment 12 and the new embankment Es or E _EL. .

In addition, the embankment soil in the present invention is manufactured by solidifying bottom mud soil having different particle sizes and water content at the deposition position in the pond, but the solidification required for making the solidified soil having the required strength. The amount of material shall be determined in consideration of the influence of the particle size and water content. In this case, even if the particle size and water content of the bottom mud change, the difference in its physicochemical characteristics is small, and the fine particle content F _C of 75 μm or less is used as the particle size index, and the water content is the total water content Use not only W _T but also converted water content w _C described later. The bottom mud containing the most fine particles deposited in the deep pond near the dam body and having a high water content is the basic bottom mud (the particle size F _CO at this time is the basic particle size, and the water content w _O is the basic To obtain solidified soil with the required strength from the grain size F _{C of the} bottom mud and the water content w _T (overall water content) that increase in coarse particles toward the upstream side in the pond. The required amount of solidified material ΔW _C is the converted water content ratio w _C = (F _CO / F _C ) · w _T and basic water content ratio w _O Δw (= w _O −w _C ), particle size difference ΔF _C (= F _CO -F _C) Consider both effects.

Hereinafter, the method of manufacturing the embankment soil by classifying the bottom mud and sediment accumulated in the pond according to the present invention or the excavated soil generated by the construction according to the particle size, adding a solidifying material thereto, and solidifying the embankment soil, and the embankment A method for repairing a levee body using soil will be described with reference to FIGS. 1, 2, and 11.
FIG. 1 is a process explanatory diagram of a method for manufacturing embankment soil and a method for repairing a fill dam body according to the present invention, and FIG. 2 is a schematic diagram showing an overall configuration of a fill dam body repaired by the method of the present invention.
2, 12 existing embankment of fill dam, 13 is a foundation ground of existing embankment 12 is construction, G _S shell zone of the existing embankment 12, G _C is the existing embankment 12 core zone, SP is The slope protection works provided to protect the surface of the pond side from waves as necessary. Further, 14 is a water stop trench formed in the foundation ground 13 core zone G _C is construction.

Next, a method for manufacturing embankment soil and a method for repairing a fill dam body in this embodiment will be described with reference to FIG.
In the manufacture of embankment soil, the cross-sectional structure (zoning) of the embankment body is changed to the height of the embankment, the current stability and water leakage, the volume of mud and sediment deposited in the pond, and construction work. Determined by taking into account the amount of excavated soil generated.

Classification of the accumulated bottom mud and soil is performed in the sedimentation soil classification step 101. That is, the sediment, such as the deposited bottom mud and sediment to Ikeuchi was roughly divided depending on the particle size and deposition location Ikeuchi, the water content and particle size was measured every the divided been deposited soil, the core zone G _C Roughly classified into fine-grained bottom mud used for the production of usable impermeable embankment, coarse bottom mud used for the production of stable embankment used in Shell Zone G _S , or earth and sand that can be used without solidification. Then, examine the amount of sediment for each type of sediment.

In the next strength calculation step 102, a plan for the accumulated sedimentary mud and sand is prepared, and the strength required for the core zone G _C and the shell zone G _S is obtained. That is, it is deposited between the fine-bed bottom mud that is deposited near the bank body in the pond that can be used for the core zone G _C and the upstream to middle stream in the pond that is near the river inflow that can be used for the shell zone G _S. Develop a soil plan to secure coarse bottom mud that contains a large amount of coarse particles such as gravel.
The fine-grained mud contains silt and clay that can ensure water-imperviousness when it is solidified by adding a solidifying material. Is the basic bottom mud (F _CO , w _O ). In addition, coarse bottom mud containing coarse particles such as gravel contains the gravel necessary to secure the target strength required by the actual amount of solidified material when solidified by adding a solidified material. It is desirable that

Then, (the display intensity parameter adhesion c _'C, angle of internal friction phi' and _C) strength solidification soil core zone G _C of planned levee repair cross tau _C, solidification soil shell zone G _S The stability τ _S (c ' _S , φ' _S ) is changed parametrically to perform a stability calculation, and the relationship between the safety factor F _S and the strengths τ _C and τ _S of each zone is obtained, and the specified safety factor is secured and stable. The strengths τ _C and τ _S of each zone necessary for the calculation are calculated by back calculation. Here, for the following two points, these strength settings are set so that there is no extreme difference in strength with the existing levee body, but when the levee height is large and the target strength is high As shown in FIG. 5, the core zone G _C and the shell zone G _S correspond to the middle of the core zone and the shell zone so as not to cause an extreme difference in rigidity between the existing dam body 12 and the shell zone G _S. a transition zone G _TR with aqueous barrier and strength provided further strength in these zones τc (C'c, φ'c), τs (C's, φ's) and _{τ TR (C 'TR, φ} ' TR) In order to improve the stability of the levee body, the lower the position, the higher the embankment soil.
The strength characteristics of the solidified soil, that is, the strength parameters (c ', φ'), show different properties compared to embankment soil made of ordinary soil. In general, the adhesive component c ′ shows a strong correlation with the amount of solidifying material added and increases almost proportionally, but the internal friction angle φ ′ shows a substantially constant value without a strong correlation with the amount of solidifying material added. For this reason, only the adhesive strengths c ' _C , c' _S, etc. can be changed parametrically during the stability calculation, and the internal friction angle φ'c, etc., is marginal to the value obtained from the compounding test regardless of the amount of solidifying material added. It is assumed to be given at a constant value that anticipates.

Next, the process proceeds to the test process 103, and the strength (target strength) of the solidified soil used for the core zone G _C and the shell zone G _S obtained by the stability calculation is achieved in the field using the earth and sand collected from the pond. Necessary to determine the amount of solidification material added, the physical condition (water content ratio and particle size) of the bottom mud on the solidification strength in the crushing / rolling embankment method of fine or coarse bottom mud, the type of solidification material, Conduct compounding tests to examine the effects of various factors such as the amount of solidification material added, initial solidification days t _S , and elapsed days t _CC after crushing and rolling. Note that the stability of the levee body is calculated using the strength parameters (c ', φ') from the triaxial compression test, so various factors affecting (c ', φ') Although it is necessary to investigate the impact, the triaxial compression test is complicated and laborious, so the number of implementations will be kept to the minimum necessary, and the uniaxial compression test that is simple and laborious will be frequently used. The influence of various factors on the required uniaxial compression strength q _u is examined in detail, and the relationship between q _u and (c ′, φ ′) is confirmed separately.
In Embodiment 1 of the present invention, the relationship between q _u and (c ′, φ ′) is not directly obtained, but q _u by the uniaxial compression test and c ′ by the triaxial compression test are each strong as ΔW _C. Since there is a correlation, the relationship of q _u to ΔW _C is obtained by a uniaxial compression test, the relationship of c ′ to ΔW _C is obtained by a triaxial compression test, respectively.
q _u ⇔ ΔW _C ⇔ c '
Let qu and c ′ be related via ΔW _C as follows.

In Example 1 of the present invention, it is important to consider not only the water content of the bottom mud in the pond, but also the influence of the particle size on the solidification strength, but this evaluation is handled as follows.
Method for evaluating the effect of grain size and moisture content of bottom mud on solidification strength In fill dams, the grain size of the bottom mud varies greatly depending on the deposition position in the pond. Generally, the bottom mud contains the most fine particles near the embankment. Sediment is deposited, and the bottom mud with much coarse particles is deposited on the upstream side of the pond near the river inflow part away from the bank. The bottom mud in the pond is mainly sediment runoff due to rainfall in the basin, or sediment from the river that scoured the river bed, so the physicochemical properties of the bottom mud are defined by the geological condition of the basin and river bed. It is considered a thing. For this reason, the physicochemical properties that define the solidification characteristics of the bottom mud in the pond due to the solidification material are basically the same. It can be considered that the bottom mud with the largest amount of soil contains only coarse particles that have little influence on physicochemical properties during floods.
Therefore, in the present Example 1, the bottom mud with the highest fine particle content and high water content in the deep part of the water near the embankment is used as the basic bottom mud, and from this, it is deposited toward the upstream side. The bottom mud is the one obtained by adding only coarse particles to the basic bottom mud, and the physicochemical properties of the solidification treatment are assumed to be unchanged. The physicochemical property is the interfacial action between the fine clay particles and the surrounding water, but the index of this is suitable for the plastic index I _P which shows a larger value as the clay particles with larger interfacial action are included in large quantities. Yes. In addition, as an indicator of the particle size of the bottom mud, the fine particle content F _C of clay and silt with a particle size of 75 μm or less can be used as a measure of water shielding, and can be obtained by simple tests on site. The content rate F _C will be used.

The mass of soil particles in the basic bottom mud is W _SO = W _SF + W _SC (where W _SF is the mass of soil particles of 75 μm or less, W _SC is the mass of soil particles exceeding 75 μm), and the mass of moisture is W _{Assuming WO} , the standard water content ratio w _O and fine particle content F _CO are
w _O = (W _WO / W _SO ) × 100 (1)
F _CO = (W _SF / W _SO ) × 100 (2)
become. On the other hand, the upstream mud in the pond near the river inflow is treated as the basic mud with only coarse particles ΔW _SC added, and the mass of the soil particles is W _S = W _SO + ΔW _SC. , ΔW _SC and the moisture mass including the moisture ΔW _W is W _W = W _WO + ΔW _W. Therefore, the total water content w _T of the bottom mud is
w _T = (W _W / W _S ) x 100
= (W _WO + ΔW _W ) × 100 / (W _SO + ΔW _SC )
= (W _O + Δw) / (1 + ΔW _SC / W _SO )
= W _C / (1 + ΔW _SC / W _SO )
It becomes. Here, w _C = w _O + Δw is the water content ratio considered in the basic bottom mud state excluding ΔW _SC in the bottom mud, that is, the converted water content ratio. In addition, F _C considers the above equation
F _C = (W _SF / W _S ) × 100
= W _SF × 100 / (W _SO + ΔW _SC )
= F _CO / (1 + ΔW _SC / W _SO )
= F _CO · (w _T / w _C ) (3)
It becomes. In other words, the strength when solidifying the mud with varying particle size F _C and water content ratio w _T at the sedimentation position in the pond is calculated from the above equation, with the converted water content excluding the coarse grain ΔW _SC of the mud. The ratio w _C is
w _C = (F _CO / F _CO ) · w _T (3 ')
The intensity q _u at
q _u = q _u (F _C , w _C ) (4)
The strength q _uO of the bottom mud _soil (F _CO , w _O ) with the most fine particles and high water content deposited near the _{dam body} is
q _uO = q _u (F _CO , w _O ) (5)
Is the strength component due to the aggregate effect due to the coarse fraction ΔF _C (= F _C -F _CO ) corresponding to the difference between the F _{C of} the bottom mud and the basic particle size F _CO , the converted water content w _C and the basic It is considered that the strength component is caused by the difference Δw = w _O −w _C from the water content ratio w _O. In the compounding test, first, the solidification strength q _uO = q _u (F _CO , w when adding the solidification material addition amount ΔW _C in the basic bottom mud (F _C = F _CO ) at the reference water content ratio w = w _{O O} ), and the upstream mud (F _C , w _C ) on the upstream side away from the dam body in the pond is coarse (F _C decreases and F _CO decreases in the basic mud (F _CO , w _O ). → Change in strength due to F _C ), difference between converted water content w _C and basic water content w _O Δw = w _O −Change the strength change due to W −w _C by changing the F _C and w _C of the bottom mud and various amounts of solidified material ΔW _C Approximate the effect of F _C and w _C on the solidification strength q _u
q _u = q _uO · f _FC (F _C / F _CO ) · f _w (w _C / w _O ) (6)
Organize with. _{Here, f FC (F C / F} CO) is solidification strength q _u to exert F _C relationship influence approximated by examining the _{f w (w C / w O} ) is the water content ratio on the solidification strength q _u w It is a relational expression approximated by examining the influence of _C.
For example, when f _FC (F _C / F _CO ) and f _w (w _C / w _O ) are approximated by an exponential function, the following relationship is obtained. f _FC (F _C / F _CO ), which expresses the effect of F _C on q _u , is given by the strength of the bottom mud in a certain Fc and wc state as q _u = q _u (F _C , w _C ), The strength q _u = q _u (F _C , w _C ) when the F _C of the bottom mud in a certain w _C state is changed increases with a decrease in F _C (increase in coarse particles). However, when the trend of increasing strength with F _C investigated by the blending test is approximated by an exponential function as conceptually shown in FIG.
q _u (F _C , w _C ) ＝ c ・ (F _C / F _CO ) ^d・ ・ ・ ・ ・ ・ ・ ・ ・ ・ ・ （7）
(C and d are coefficients determined from the test results). Also, f _w (w _C / w _O ), which represents the effect of w _C on q _u , is the strength of the bottom mud in a certain F _C = F _CO and q _u = q _u (F _CO , w _C ). In other words, q _u = q _u (F _CO , w _C ) decreases or increases as w _C increases or decreases, but the change tendency of strength with w _C examined by the compounding test is conceptually shown in FIG. As shown, when approximated by an exponential function
q _u (F _CO , w _C ) ＝ a ・ (w _C / w _O ) ^b・ ・ ・ ・ ・ ・ ・ ・ ・ ・ ・ （8）
(A and b are coefficients determined from the test results). Therefore, the strength q _u = q _u (F _C , w _C ) when F _C and w _C of the bottom mud changes is the strength in F _C = F _CO from the formula (7) and formula (8). Determined by addition amount ΔW _C
c = q _u (F _CO , w _C ) = a · (w _C / w _O ) ^b (9)
And the strength at w _C = w _O is determined by the solidifying material addition amount ΔW _C from the equation (8).
a = q _u (F _CO , w _O ) = q _uO (10)
From Equations (7) to (10)
q _u (F _C , w _C ) = q _uO (w _C / w _O ) ^b (F _C / F _CO ) ^d (11)
It becomes. Here, the functions f _FC (F _C / F _CO) and fw (w _C / w _O ) for approximating the effects of F _C and w _C on q _u are approximated if practically acceptable. You should choose something that can better represent the overall trend rather than high accuracy.

Next, a solidification material addition amount ΔW _C that can achieve the target strength such as the core zone G _C and the shell zone G _{S is} determined from the blending test result in consideration of the influence of the grain size and water content of the bottom mud soil, and the embankment soil manufacturing process 104 Migrate to
In the embankment manufacturing process 104, a predetermined solidification material is added to bottom mud with a large amount of fine particles, bottom mud with a large amount of coarse particles, or excavated soil, and these are uniformly stirred and mixed. Produces solidified soil ISf or initial solidified soil ISg of coarse-grained soil. At this time, the initial solidified soil ISf or ISg can be produced by mixing and stirring with a mobile solidifier in the pond where the fine and coarse soil is collected, or excavating or dredging the bottom mud. There is a method of solidification in a dedicated plant and a method of solidification with a solidification machine in the treatment pit, taking into consideration the state of sediment, the availability of construction space that can be secured, the construction period, etc.
In addition, the addition method to the earth and sand of the solidification material may be added as a slurry by adding a certain amount of water to the solidification material, or may be added directly as a powder, but either method is used This is decided in consideration of the condition of the sediment, the mixing machine used, and the influence on the neighborhood.
Next, the solidified soil is left in the initial solidified state for a predetermined period (initial solidification period t _S ), and then is crushed to a predetermined size in the crushing step 105 to form the embankment soil and levee in the impermeable zone. Producing embankment soil for stabilization zone.

Next, the construction of a fill dam body by solidified embankment soil will be described.
First, in the existing levee body 12, the topsoil 12a including the planting roots and the like in the portion where the new levee body is in contact is peeled off and stepped and excavated as shown in FIG. The excavated soil generated at this time is solidified by adding a solidifying material and then used as embankment soil. However, if the target strength can be secured even in the state as it is, it is used without being solidified.
Next, as shown in FIG. 11 (B), a water stop trench 14 is provided so as to prevent water leakage from entering the leveled foundation ground of the newly built levee body building portion 13a in the foundation ground 13.
Next, in the crushing step 105, the initial solidified soil ISf or ISg left for a predetermined initial solidification curing period t _S using the crushing / rolling embankment method is applied to a predetermined maximum particle size D _max by a dedicated crushing machine. Crushing to produce embankment CCf or CCg. The size of D _max depends on the performance of the crushing machine, but is determined to be within a range of D _max = 50 to 200 mm. However, the size of D _max affects the strength and water impermeability when the solidified soil is finally built, and the greater the D _max is, the higher the strength is exerted and the water impermeability deteriorates. Therefore, the solidified soil ISf used for the core zone G _C is determined by a preliminary investigation, and is set to the maximum D _max that can ensure a predetermined water shielding property. The solidified soil ISg used for the shell zone G _S may have a maximum D _max = 200 mm if it is not necessary to ensure water shielding, but when water shielding is required, it is determined in the same manner as in the core zone.

Embankment earth CCf or CCg produced is loaded into a dump truck or the like, embankment earth CCf is transported to construction area of the core zone Gc, embankment earth CCg is transported to construction area of the shell zone G _S. Then, in the core zone building process 105 and the shell zone building process 106, the core zone part and the shell zone part are built.
In other words, the embankment embankment CCf or CCg that has been transported is uniformly crushed so as to have a predetermined layer thickness ΔHf or ΔHg using a backhoe, and further spread with a bulldozer, and then a predetermined number of times with a compacting machine such as a roller. As shown in FIG. 11C, the core zone G _C or the shell zone G _S is constructed for each layer by rolling only Nf or Ng. The appropriate values for efficiently achieving a predetermined water shielding property or strength in the core zone G _C and the shell zone G _S are determined by carrying out the embankment test, respectively, for the stretched layer thickness ΔHf or ΔHg and the number of rolling times Nf or Ng.
The construction work described above is repeated until the core zone portion and the shell zone portion have a predetermined height indicated by a two-dot chain line in FIG. Thereby, the dam dam body can be repaired to the structure shown in FIG. Further, as shown in FIG. 2, a slope protection SP is provided on _the bank slope of the shell zone GS as necessary in order to prevent this from erosion due to waves.

Further, in this embodiment 1, as shown in FIGS. 5 and 6, embankment stabilization shell zone which is construction with water for the core zone G _C and the shell zone construction step 107 barrier which is construction in the core zone construction step 106 transition zone G having a water barrier and core zone and intensity corresponding to the middle of the shell zone as extreme rigidity difference between the existing embankment 12 and the dam stabilizing shell zone G _S does not occur between the G _{S The TR} is built in the transition zone building process 108.

According to the first embodiment, the following effects can be obtained.
(1) Since the bottom mud and sediment accumulated in the pond can be used for embankment, the dam function can be restored by removing sediment (such as securing water storage capacity and water purification) and the embankment can be repaired at the same time. The levee body can be repaired without the acquisition of land for the acquisition of soil and the delivery of embankments. This makes it possible to economically repair the dam body.
(2) The excavated soil generated by the repair of the levee body, which should otherwise be disposed of outside, can be used effectively for the embankment soil. Unloading is no longer necessary, and economical embankment repair is possible.
(3) Since there is no need for natural destruction and earth and sand to be taken in or out to secure a dumping site or dumping site, it is possible to repair the embankment with less environmental impact, such as worsening traffic conditions associated with dump transportation. .
(4) Since the planned cross section of the levee body has been zoned for each function of the levee body, each zone is constructed by embankment made by changing the strength and water-imperviousness according to the function. It is possible to prevent the extreme rigidity difference from occurring.
(5) Not only changing the strength of the embankment for each zone as in (4) above, but also changing the strength of the embankment in stages in each zone, that is, the lower the position, the higher the strength. Since the strength is set to be low in the height direction, even if the height of the levee requiring high strength embankment is large and steep, the existing levee and the new levee The embankment can be repaired so that there is no extreme difference in rigidity between them.
(6) As a result of the above (4) and (5), even if the levee body has a large levee height, the levee body can be built with a steep slope. 12 can be reduced to the repair cross section shown by the solid line in FIG. 12, which can reduce the required embankment soil and save land for the levee repair, and reduce the water storage capacity. The embankment can be repaired with less

FIG. 1 is a process explanatory diagram of a method for manufacturing embankment soil and a method for repairing a fill dam body according to the present invention. It is the schematic which shows the whole structure of the fill dam dam body improved by the method of this invention. (A) is explanatory drawing which shows the accumulation state of the bottom mud and earth and sand in the pond body and pond before renovation in this invention, (B) is a core zone and a shell zone using the embankment which consists of the bottom mud and earth and sand in a pond It is explanatory drawing which shows the embankment and pond after the renovation which built. It is a characteristic view which shows the relationship between the stress and distortion of embankment soil in this invention. The present invention method is an explanatory diagram showing an example of a state in which construction the core zone G _C, the shell zone G _S and transitions zone G _TR to existing embankment. The present invention method is an explanatory view showing another example of a state in which construction the core zone G _C, the shell zone G _S and transitions zone G _TR to existing embankment. The present invention method is an explanatory diagram showing an example of a state in which construction the core zone G _C in existing embankment. (A) is explanatory drawing which shows the example at the time of constructing the embankment embankment and the filter on the downstream side of the existing levee body by the method of the present invention, and (B) is attached to the downstream side of the existing dam body by the method of the present invention. It is explanatory drawing which shows the example at the time of building a banking and a filter. It is a characteristic view which shows the relationship between the intensity | strength of embankment soil in this invention, and a fine grain content rate. It is a characteristic view which shows the relationship between the intensity | strength of embankment soil in this invention, and a conversion moisture content. FIGS. 3A to 3C are explanatory views showing the construction procedure of the core zone and the shell zone on the existing bank body according to the method of the present invention. It is explanatory drawing which compared the repair cross section of the bank body by the method of this invention, and the repair cross section of the bank body by the conventional method.

Explanation of symbols

11 ...... pond, 12 ...... existing embankment, 13 ...... foundation ground, 14 ...... water stop trench, G _C ...... core zone, G _S ...... shell zone, G _TR ...... transition zone, 101 ...... sediments Classification process, 102 ... Strength calculation process, 103 ... Test process, 104 ... Embankment production process, 105 ... Crushing process, 106 ... Core zone construction process, 107 ... Shell zone construction process, 108 ... Transition zone Building process.

Claims (8)

In the pond, sedimentary soil such as bottom mud and earth and sand is roughly divided according to the particle size in the pond, and the moisture content and particle size are measured for each of the divided sediments to manufacture impermeable embankment soil. Sediment classification process to classify fine bottom mud to be used and coarse bottom mud to be used for the manufacture of embankment stabilization for embankment stabilization or earth and sand that can be used without solidification,
The safety factor and each zone can be calculated by changing the strength of the solidified soil to build the water-impervious zone of the planned levee renovation section and the strength of the solidified soil to build the levee stabilization zone to parametric. A strength calculation step for determining the strength of each zone required to stabilize and secure a predetermined safety factor from these,
It is necessary to determine the amount of solidification material added to achieve the strength (target strength) of the solidified soil used in the impermeable zone and levee body stabilization zone obtained by the stability calculation. Effect of physical condition (moisture content and particle size), type of solidified material, amount of solidified material added, initial solidification curing period, cracking on the strength of solidified soil in the crushing / rolling embankment method of grain or coarse bottom mud・ A test process for conducting compounding tests to investigate the effects of various factors such as the number of days elapsed after rolling,
An amount of solidification material determined in consideration of the influence of the grain size and moisture content of the bottom mud based on the results of the blending test was added to the fine-grained bottom mud and stirred to produce the embankment in the impermeable zone. In addition, the amount of solidification material determined in consideration of the influence of the grain size and water content of the bottom mud based on the results of the above blending test was added to the coarse bottom mud, and the mixture was stirred and mixed. Embankment soil manufacturing process to manufacture soil,
A crushing step of crushing the embankment soil obtained in the embankment soil manufacturing process to a predetermined size after curing for a predetermined period;
A method for producing embankment soil, comprising: In the pond, sedimentary soil such as bottom mud and earth and sand is roughly divided according to the particle size in the pond, and the moisture content and particle size are measured for each of the divided sediments to manufacture impermeable embankment soil. Sediment classification process to classify fine bottom mud to be used and coarse bottom mud to be used for the manufacture of embankment stabilization for embankment stabilization or earth and sand that can be used without solidification,
The safety factor and each zone can be calculated by changing the strength of the solidified soil to build the water-impervious zone of the planned levee renovation section and the strength of the solidified soil to build the levee stabilization zone to parametric. A strength calculation step for determining the strength of each zone required to stabilize and secure a predetermined safety factor from these,
It is necessary to determine the amount of solidification material added to achieve the strength (target strength) of the solidified soil used in the impermeable zone and levee body stabilization zone obtained by the stability calculation. Effect of physical condition (moisture content and particle size), type of solidified material, amount of solidified material added, initial solidification curing period, cracking on the strength of solidified soil in the crushing / rolling embankment method of grain or coarse bottom mud・ A test process for conducting compounding tests to investigate the effects of various factors such as the number of days elapsed after rolling,
An amount of solidification material determined in consideration of the influence of the grain size and moisture content of the bottom mud based on the results of the blending test was added to the fine-grained bottom mud and stirred to produce the embankment in the impermeable zone. In addition, the amount of solidification material determined in consideration of the influence of the grain size and water content of the bottom mud based on the results of the above blending test was added to the coarse bottom mud, and the mixture was stirred and mixed. Embankment soil manufacturing process to manufacture soil,
A crushing step of crushing the embankment soil obtained in the embankment soil manufacturing process to a predetermined size after curing for a predetermined period;
A core zone construction process for constructing a core zone for water shielding of an existing levee body aged using the water-blocking embankment crushed in the crushing step;
A method for repairing a dam body of a fill dam characterized by comprising:   It further comprises a shell zone construction process for constructing a levee body stabilization shell zone of an existing levee body that has been aged using the embankment soil of the levee body stabilization zone obtained in the embankment soil manufacturing process and the crushing process. The method for repairing a dam body of a fill dam according to claim 2.   The fine-grained mud that can be used in the water-impervious zone is sediment or sand that has accumulated in a portion close to a dam body in a pond, and the coarse-grained mud that can be used in the dam body stabilization zone is a river. 2. The construction of embankment soil according to claim 1, which is a bottom mud or earth and sand containing a large amount of coarse particles such as gravel accumulated from upstream to middle in the pond close to the inflow portion. 4. A method for repairing a dam body of a fill dam according to claim 3.   The method for producing embankment soil according to claim 1, wherein the embankment soil manufacturing step and the crushing step are performed at a site where the fine-grained bottom mud soil and coarse-grained bottom mud soil are collected in the pond. The method for repairing the fill dam body described.   Between the existing dam body and the levee body stabilization shell zone between the impermeable core zone constructed in the core zone construction process and the dam body stabilization shell zone constructed in the shell zone construction process. The dam body of a fill dam according to claim 3, further comprising a transition zone construction step of constructing a transition zone having strength and water shielding equivalent to the middle between the core zone and the shell zone so that no significant difference in rigidity occurs. Refurbishment method.   3. The dam body rehabilitation of a fill dam according to claim 2, wherein a water stop trench is formed in a foundation ground on which the water blocking core zone is built, and the water stop trench is filled with a water blocking embankment soil. Method. The strength of the water-impervious core zone, the levee body stabilization shell zone, and the transition zone is changed stepwise in the height direction. 7. A method for repairing a dam body of a fill dam according to claim 6.

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