JP4150063B1 - Method for constructing underground structure, underground structure obtained by the method, and underground power plant - Google Patents

Abstract

【Task】
Provide a method for constructing large section underground structures that can be operated for a very long period of time with minimal impact on soil volume, construction equipment, construction costs, and surrounding ground.
[Solution]
A first step of excavating a working tunnel in a predetermined equivalent region of the underground structure to be constructed, and after forming an empty region of a predetermined volume in the ground on one side of the inner wall surface of the working tunnel, the ground on the one side A second step of forming a filling region with a filler that includes at least a constituent member that constitutes a part of the underground structure in a portion having a volume substantially equal to the predetermined volume that is opposed to the predetermined volume; And a third step in which the underground structure is constructed with a filling material in a filling region which is newly formed sequentially, and is repeated a plurality of times within a predetermined equivalent region of the structure. is there.
[Selection] Figure 1

Description

The present invention relates to a construction method for constructing the following underground structure and an underground structure constructed by the construction method.
(A) Plate-shaped underground structure: underground dam for agricultural irrigation, highly permeable underdrain for salt-desalted soil desalination, impermeable wall for preventing soil contamination diffusion, impermeable wall for preventing soil liquefaction.
(B) Tube-shaped underground structure: tunnel, underground river, multi-purpose large-depth large-section underground transportation facility, ground-effect floating high-speed traveling body (aerotrain), deep underground installation type ultra-high linearity traveling path, large-section horizontal Tunnel canal.
(C) Shell-shaped underground structure: deep underground structure, underground storage tank, underground recreational tank, fossil fuel underground storage tank, nuclear fuel underground storage tank, carbon dioxide storage underground tank, cold storage underground tank, thermal storage Underground tank, food storage underground tank, seed storage underground tank, metal storage underground tank, underground high-pressure air tank for energy storage gas turbine power generation equipment, high-pressure air underground tank for wind tunnel experiment, underground seepage storage tank (ground in shell) Gas fuel, liquid fuel, carbon dioxide, refrigerant, heat medium, fungus species, etc. are stored in the gap between the soil particles while including the mountain), underground power storage system, underground installation type ultra-low vibration requirement facility, disposal Waste underground final disposal site, high-level radioactive waste geological disposal site, low-level radioactive waste geological disposal site, nuclear reactor demolition radioactive waste geological disposal site, nuclear weapon dismantling radioactive waste geological disposal site, ground Location type nuclear power plant, ultra-large water Cherenkov cosmic particle observation facility (Hyper-Kamiokande), underground nuclear shelter, underground large time capsule.
(D) Deep-plate-like shell-shaped underground structure: seepage storage type underground reservoir, seismic vibration isolation underground partition wall for ground installation type ultra-low vibration requirement facility.

  Construction methods for underground dams include steel sheet pile continuous casting, steel pipe sheet pile continuous casting, reinforced concrete wall casting, mortar piles continuously cast in columns (Non-patent Document 1), and grout is injected from the excavation hole. Solidification, construction of concrete dams underground, construction of earth dams in part of excavation grooves and backfilling (non-patent document 2), bentonite underground continuous wall construction method (patent documents 1, 2), There are methods (Non-Patent Documents 3, 4, and 5) such as consolidating clay wall casting, pressurized mud soul stacking, mortar connection brick stacking, mortar connection stone soul stacking, plastic canvas embedding, open cutting method, injection method, It is roughly classified into a sheet pile method and an underground continuous wall method (Non-Patent Document 6). Examples of these are shown in FIG. 105 (a) (Non-Patent Document 2) and FIG. 105 (b) (a schematic representation of Non-Patent Document 3).

The most commonly used tunneling methods are the shield method, TBM (Tunnel Boring Machines) method, and NATM (New Austrian Tunneling Method) method. There is an MMST (Multi-Micro Shield Tunnel) method (FIG. 106) for excavating and discharging soil (Patent Documents 3 to 6, 9, Non-Patent Document 8). The maximum diameter of the current TBM is 15 m class (excavation surface area is about 180 m ² ).

The current status of underground storage technology for various fluids is described below.
Oil at normal temperature and pressure, volume 150 to 1,750,000 ^{m 3} (cross-sectional area of about 300 meters ^2), propane gas is ambient temperature, at a pressure 0.98MPaG, capacity 630,000 ^{m 3} (about the cross-sectional area 650 meters ^2), butane gas at normal temperature In the underground storage with a pressure of 0.23 MPaG and a capacity of 280,000 m ³ (cross-sectional area of about 650 m ² ), a water-sealed bedrock storage tank system is employed (Non-Patent Documents 9 to 14). An example is shown in FIG. 107 (Non-Patent Document 12).
The natural gas underground tank employs a stainless steel-lined concrete tank system having a capacity of 200,000 m ³ (diameter 70 m, height 50 m or more) at minus 162 ° C. and normal pressure (Non-patent Document 15). In Europe and the United States, 20-40% of the annual consumption of natural gas is stored underground. About 80% of the stored amount is oil and gas fields after production decline, etc. 10% is underground aquifer and the remaining 10% It is press-fit infiltration storage into the underground limestone layer (Non-patent Document 16). Other examples include examination of underground storage as high-pressure gas or liquid and storage in a salt dome (Non-Patent Documents 13 and 17).
Underground storage using a water-sealed rock storage tank system with dimethyl ether (DME) at a low pressure of minus 27 ° C. under normal pressure has been studied on the desktop, and it has been shown that it may be economically advantageous over ground storage (Non-patent Document 18). ).
Compressed Air Energy Storage Gas Turbine (CAES-G / T) power generation pilot plant is assumed to be constructed in soft rock zone, and concrete lining plate with 16 divisions in the circumferential direction as 8MPa underground high pressure tank A demonstration test was carried out in a compressed air storage facility that was lined with a rubber sheet and the outside was covered with concrete. It is a pilot plant having a diameter of 6 m, a length of 57 m, and a capacity of 1,600 m ³ with a generator having an output of 2 MW (Non-Patent Documents 19 and 20).
As part of the development of carbon dioxide reduction technology for global warming countermeasures, long-term stability (1,000 ~) is aimed at establishing technology to inject and store million tons of carbon dioxide in the underground aquifer. (10,000 years) ・ Quantitative studies on safety, environmental impact, and economic efficiency have been carried out (Non-Patent Documents 21 to 26). As of January 2005, the work of injecting approximately 10,000 tons of carbon dioxide in a supercritical state at 32 ° C. and a pressure of 7 to 11 MPa into an underground aquifer at a depth of 1,100 m was completed over a period of 18 months. However, the behavior of the injected carbon dioxide is being monitored (Non-Patent Documents 23 and 26).

The current status of radioactive waste treatment technology is described below.
Spent nuclear fuel discharged from nuclear power plants is sent to a reprocessing plant. Therefore, uranium and plutonium are recovered and sent to a fuel processing plant to be reused as nuclear fuel. At that time, high-level radioactive liquid waste is discharged. This high-level radioactive waste liquid is poured into a stainless steel cylindrical container (canister) with a diameter of 0.43 m, a length of 1.34 m, and a thickness of 5 mm together with molten borosilicate glass, and solidified to produce a solidified glass of 500 kg in weight. To do. This vitrified body is sent to a high-level radioactive waste storage facility where it is stored for 30 to 50 years (intermediate storage) in order to reduce the calorific value and radioactivity level. The radioactivity per vitrified body was 2 × 10 ¹⁶ becquerels immediately after production, but becomes 4 × 10 ¹⁵ becquerels when buried after a cooling period of 54 years. After the intermediate storage, this vitrified body is put into a carbon steel cylindrical container having an outer diameter of 0.82 m, a length of 1.73 m, and a thickness of 0.19 m to form an overpack having a weight of 5.6 tons. This high-level radioactive waste overpack is surrounded by a high-level radioactive waste buffer (external dimensions; φ2.22 m x 3.13 mL material: bentonite 70 wt% silica sand 30 wt% radiation shielding thickness; 0.7 m) It is buried in the ground in the form. Since the bentonite contained in the buffer material has a property of swelling when moisture is given, it has a self-water-stopping function that stops the flow of groundwater from the surroundings toward the overpack. In the case of the horizontal installation method in which the central axis of the overpack is the horizontal direction, a plurality of high-level radioactive waste disposal tunnels are excavated in parallel in a horizontal direction. The horizontal pitch of the disposal mine is 9.99 m. The overpacks are embedded in the disposal mine tunnel at a pitch of 3.13 m in the longitudinal direction of the disposal mine so as to cover the periphery with the buffer material having a thickness of 0.7 m. FIG. 108 shows a vitrified body, an overpack, and a cushioning material (Non-patent Document 27). As burial sites, inland hard rock rocks with a depth of 1,000 m and coastal rocks with a depth of 500 m have been studied.
Artificial underground structures of soft rock belt belts include the underground underground sewers in Rome and underground cities in Naples and Cappadocia. In particular, there are examples in Iran, China, Spain, Mexico, Tunisia, Australia, etc. that show long-term durability of over 100 years in underground dwellings in the soft rock formation.
There are very few examples that have demonstrated long-term durability in artificial underground cavities constructed in hard rock belts.
The NATM method and the TBM method are being studied as excavation methods for undergrounding radioactive waste.
In geological disposal of high-level radioactive waste, safety is required so that harmful radionuclides do not leak into the biosphere for an extremely long period of 1000 years.
It is considered that the crustal deformation area, volcanic activity area, and earthquake zone should be avoided as the site conditions for the high-level radioactive waste geological disposal site that can ensure this ultra-long-term safety. It is difficult to avoid these in Japan, but in order to ensure ultra-long-term safety in these areas, extremely advanced technical studies and expensive countermeasures are required, but technology for predicting ultra-long-term phenomena is required. It is assumed that it is difficult to eliminate the uncertainty. Table land (craton: stable continent) composed of Precambrian rocks (5.7 billion years ago) is a geological disposal of radioactive waste because there is little crustal movement and the ground is stable and there are no earthquakes or volcanoes. It is shown as a good place. Examples of stable ground include Canadian tablelands in North America, Baltic tablelands across Africa, Australia, Sweden and Finland (Non-patent Document 29).
In recent years, international joint research on the growth process of the continental crust including the Gondwana Supercontinent has been promoted (for example, Non-Patent Document 66). These studies will help to select safer high-level radioactive waste geological disposal sites.
As site conditions for geological disposal sites for high-level radioactive waste, in addition to ground stability, corrosion resistance and resistance to microorganisms of radiation shielding containers should be considered. Considering the impact on the carbon steel of the overpack container, the area where the groundwater level in the alkaline soil area is lower than the high-level radioactive waste geological repository is more suitable for the high-level radioactive waste geological repository. desirable. The idea that high-level radioactive waste geological disposal should seek suitable land as a geological disposal site for high-level radioactive waste across the border in order to seek more reliable safety for the ultra-long term of 1000 years. It can be established. It is considered that the geological disposal business for high-level radioactive waste can be established at suitable sites. The same situation can be considered for disposal of low-level radioactive waste.

The following are the results and technical studies on underground nuclear power plants.
Underground-type nuclear power plants are being studied from various viewpoints. When assuming a cooling system accident at an underground site nuclear power plant installed in an underground cavity with a ground cover of 30m, the amount of iodine and krypton air leakage is estimated to be less than one-hundred (1) Non-patent document 30). In April 1986, a radionuclide was spread throughout Europe in the explosion accident at Chernobyl's ground-based nuclear power plant, resulting in over one million survivors. In August 1978, an underground nuclear test of 20 kilotons (equivalent to the Hiroshima atomic bomb) was conducted at a depth of 560 m in Kraton 4, 700 km west of Yakutsk city in Siberia and the Sakha Republic. In March 1998, the average dose rate measured on the surface just above the explosion center was 0.05 microsieverts per hour (Non-patent Document 52 ). The space radiation dose rate is 5 microsieverts per hour as a report standard value in the event of an abnormal situation at a nuclear facility as stipulated in the “Special Measures for Nuclear Disaster Measures” in Japan (Law No. 156, December 17, 1999). Therefore, the radiation dose rate on the ground surface of Kraton 4 was not at a level causing radiation hygiene. At the time of measurement, it was estimated that 8.8 × 10 ¹³ becquer cesium 137 remained at the underground explosion point. Radiation shielding by permafrost with a thickness of about 300 m to the ground surface. It is an example showing the effect.
In the past, there seemed to be few active studies, but recently, focusing on the radiation shielding function of soil, the utilization of the radiation shielding function of diatomaceous earth and high water content earth and sand has been studied (Non-Patent Document 32). 33).
The size of the underground cavity for a 1100-1200 MW class underground site type nuclear power plant is required to have a width or diameter of about 60 m and a height of about 80 m (Non-patent Documents 34 and 35).
As a result of large-scale underground cavities, the size of the underground cavities that accommodate underground power generation facilities of Japanese hydroelectric power stations is 25m wide and 45m high, so they can accommodate the underground nuclear power plants. The underground cavity becomes an inexperienced large-scale underground structure.
Up to now, six underground nuclear power plants have been constructed and operated overseas, but most of them are small experimental reactor scales, 300 MW class commercial scale is France, Chooz (underground cavity width 21m, long Only 42 m in height and 42 m in height), which was also closed in May 1980 after having been operating for about 13 years (Non-patent Document 35).
As part of the study on the feasibility of an underground nuclear power plant, the degree of shaking of the underground and the ground at the time of the earthquake was compared. About 200 earthquakes from 1976 to 1989, the acceleration in the underground power generation facility cavity at the depth of 240m at the Shiroyama hydroelectric power station in Kanagawa Prefecture was measured. It was 1/2 (Non-patent Document 35).
Similarly, for the 344 earthquakes in 1990-1998, the acceleration in the underground mine shaft and above the ground in the granodiorite ground at a depth of 615m in the Kamaishi mine, Iwate Prefecture was measured. Was about ½ of the above-ground part (Non-patent Document 36).
As part of the study of the economic construction method of underground structures, an underground cavity with a width of 8m, a height of 8m, and a depth of 50m was constructed in the sedimentary soft rock ground called the Kazusa Group near the Sagami River, and the acceleration and stress of the underground mine wall surface It was measured from 1990 to 1993. At the time of the earthquake that occurred during this period, only a small order of vibration compared to the ground was observed underground (Non-patent Document 37). Through this underground cavern construction and measurement, it has been found that sedimentary soft rock ground is more uniform as a “board” and can be lighter supported than hard rocks with many joints and cracks (non- Patent Document 37).
The epicenter of a major earthquake in Tangshan, China, which caused the world's second largest human damage in 1976 with 240,000 deaths (magnitude 7.8, seismic intensity 7 at the Japan Meteorological Agency seismic intensity class, 12 km depth) In the underground coal mine shaft at a depth of 800m, directly above the Tangshan coal mine, the seismic intensity is 4, and 1,100 underground mine workers all survived. The name died (Non-patent Document 38).
Both show that the underground is less swayed when an earthquake occurs than the ground, but it has also been pointed out that the upper part of the ground building amplifies the vibration (Non-patent Document 35). As a condition for the location of nuclear power plants, in Japan, in comparison with the ground-based nuclear power plant on the bedrock before the current tertiary period (about 65.5 million years ago to about 2.6 million years ago), the Quaternary ( About 2.6 million years ago-present) Technical examination of ground-based nuclear power plant, underground-located nuclear power plant, and offshore-based nuclear power plant (floating type, bottomed type, artificial island type) (Non-Patent Documents 7 and 34).

The following describes the technical trends for applying soil abundantly on the surface of the earth and wastes having a similar composition as strength members.
As a technology to mix hydraulic lime with soil and harden by carbonation reaction such as the following, ancient Chinese version construction, Roman Roman cement, ancient Indian mortar dam, Japanese seven-spanning breakwater in the Meiji period The results of long-term stability have been shown for many constructs (Non-Patent Documents 39 to 42, 57, 67, 68).
(Chemical formula 1) Ca (OH) ₂ + CO ₂ → CaCO ₃ + H ₂ O
Recently, biogrouts that are solidified by metabolic activity of microorganisms have been studied (Non-patent Document 43).
These materials are mainly inexhaustible and inexpensive soil, and do not require heating, and are low-energy construction methods that do not require complex equipment or advanced technology.
Techniques for solidifying steelmaking slag by the carbonation reaction of CaO contained in steelmaking slag have been developed (Non-Patent Documents 44 to 47). These are suitable for environmental conservation because they have less alkali damage than concrete.

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  In order to build a sustainable society, various data analysis and corresponding technologies are being studied (for example, Non-Patent Documents 48 to 50).

An underground dam is a technology that can create vegetation as a carbon dioxide absorption source as part of global warming countermeasures and farmland as part of food crisis countermeasures. Subsurface dams that infiltrate and store water in the gaps between soil particles in the ground have the following advantages compared to ground dams (Non-Patent Document 2, etc.).
(1) Water storage system without submerged area Little impact on the natural environment and no social problem of resettlement (2) Low evapotranspiration Low water storage level in the dry season is low and stable water use is possible throughout the year (3) Water quality is sanitary. Can be used as domestic water without sterilization. (4) The basin is stable and there is no danger of collapse. The reservoir water pressure is supported by a natural ground on the downstream side of the basin. Rigidity and strength requirements are low Measures such as emergency water discharge are not required even during abnormal water increases, and management is not required. (5) Use of renewable resources Unlike fossil water wells, water is stored due to rainfall in the upstream area. Since it is replenished, there is no risk of depletion even if water is taken, while underground dams have the following problems (Non-Patent Documents 2, 69, etc.).
(1) Difficult to select suitable land for construction It is indispensable to understand the geological structure of the underground for selecting suitable land for construction, and the burden of geological survey is large. (2) Low water storage efficiency The amount of water storage depends on the porosity of the strata. About 10-30% of the basin volume (3) The groundwater level in the downstream area decreases (4) Salt accumulation in the reservoir area To reduce the impact on the vegetation of the reservoir area, the groundwater level is made deeper than 1.5 m, etc. Technical solution is possible. (5) Subsurface dam construction track record is low, and its design, construction and operation methods have not been established. To create an effective and low-cost subsurface dam, the geology of the construction site, groundwater flow, aged It is necessary to adapt to the conditions such as precipitation, construction equipment carry-in route, water storage usage, etc., but the response method for various cases has not been clarified. Therefore, there is room for expansion of farmland Seasonal rivers around arid regions are considered, such as the Sahel region in Africa, northeastern Brazil, and northern China. In underground dam construction in these areas, it is difficult to carry in heavy machinery, so only the open-cut method is applied. However, in this construction method, the depth of the laying body is limited to a depth of more than a few tens of meters due to the restriction of retaining support for excavation grooves. In underground dams, it is necessary to dig the bottom of the dam into the impermeable zone to prevent water leakage, so in the case of the open-cut method that does not use heavy machinery, the underground dam can be constructed in a shallow impermeable zone. Limited to regions.
Moreover, the open-cut method often has inefficient underground dams that cannot hold the groundwater level required during the dry season due to the small amount of water stored due to the shallow elevation. Fossil valleys, which are listed as suitable sites for subsurface dams, have a highly permeable gravel, sand, silt, etc. on the basement rock, which is generally impermeable zone. Since the part is in a sedimentary layer that can be easily excavated, it is possible to excavate by hand drilling like an old qanat craftsman, even without sophisticated civil engineering equipment. In the fossil valley in this semi-arid zone, a medium-scale subsurface dam with an elevation of 10m or deeper that can store a large amount of river water overflowing the wadi (dead river) and flowing in the rainy season for the dry season is minimal and inexpensive. Therefore, there is a need for advanced civil engineering equipment and technology that enables construction without requiring advanced technology.
According to comparative examples of various subsurface dam construction methods (Non-Patent Document 6), the open-cut construction method can be constructed with a general-purpose excavator, but the amount of excavated soil increases and the economic efficiency deteriorates as the depth increases. The depth is shallower than 10 m. In the injection method, an auger and an injection plant are required. The depth is shallower than 40m. In the sheet pile method, a dedicated machine such as a vibro hammer is required, and there are problems in water-stopping treatment of joint parts and corrosion countermeasures. The depth is shallower than 40m. The underground continuous wall method requires a large dedicated excavator and high-precision attitude control. The depth can be 100 m or more.
At present, any of the above conventional methods satisfy the problem that it is possible to construct an underground dam at the required depth at a low cost, with a minimum amount of excavated soil, and without requiring advanced civil engineering equipment and advanced technology. It is not possible.

In the case of tunnels, underground rivers, underground oil storage tanks, and LNG underground tanks, which are underground structures with large cross-sections, the conventional shield method and NATM method have a large cross-section, so the effect of disturbing natural stress and groundwater flow Therefore, large-scale support works such as shield segments and rock bolts and water stoppage measures are necessary. Recently developed MMST method, etc. (Patent Documents 3 to 6, Non-Patent Documents 7 and 8) After excavating and connecting an outer ring part to a small diameter tunnel to form an annular shield, excavating and excavating the inner ground Therefore, the method of using the internal space as an underground structure has the advantage that excavation work can proceed simultaneously with multiple facets. However, the process is a complex combination, and advanced dedicated civil engineering equipment and equipment are required.
Oil and LPG water-sealed underground storage tanks require careful grouting to close the groundwater path around the storage tank. A water-sealed tunnel about 30m above the storage tank, and then a water-sealed boring in the shape of a comb blade, and incidental equipment to seal the leakage of the storage from the storage tank with the pressure of the surrounding groundwater, and the inflow to the rock tank An auxiliary facility for providing a water collection tank at the lower part of the tank for groundwater and controlling drainage with a pump is required (Non-Patent Documents 9 to 14). Since water-sealed underground storage tanks require shielding from natural ground, sediment layers with high permeability are avoided and hard rock zones are selected.
In the compressed air storage gas turbine power generation pilot plant, construction in a soft bedrock zone is assumed. As an 8MPa underground high-pressure tank, a concrete lining board divided into 16 circumferential directions is lined with a rubber sheet and the outside is filled with concrete. (Non-patent document 19). It is unclear whether the pilot plant level underground high-pressure tank technology of 6 m in diameter, 57 m in length and 1600 m ³ capacity can be applied to a large-scale commercial scale with a 2 MW generator.
In the method of storing DME (dimethyl ether) underground at minus 27 ° C and normal pressure, the surface of the storage tank is a simple sealing that is about the same level as concrete spraying to the natural ground, and the groundwater around the storage tank is frozen, causing cracks in the rock. A method of securing airtightness by closing the cover has been proposed (Non-patent Document 18). This method requires ancillary work in which a comb-teeth-like water supply line is provided above the underground storage tank.
Underground aquifer storage of carbon dioxide and natural gas is an area where there are few earthquakes and crustal movements, and has an aquifer with a cap-lock with sufficient water-stopping capability and long-term leakage behavior. The uncertainty of the estimation is a problem. Aquifers with cap locks that are convex upwards are preferred, but the surrounding area is often a folded geological zone, and there are no active faults or active flexures that can become water paths as leakage paths There are restrictions.
Underground aquifer storage is still an immature stage of development, but in order to minimize leakage after storage, selection of suitable sites based on careful geological surveys and long-term behavior of stored fluids Simulation calculations (long-term empirical data is not available for predicting long-term reactions between stored fluids and various geological components. Prediction including the effects of uncertain factors such as earthquakes and crustal deformations Verification of accuracy has become an issue.) Careful monitoring after storage is required, both of which have the disadvantage of increasing costs.
When constructing a cavity with a large cross section in a hard rock layer, it is difficult to dig, so in addition to requiring a large construction period and construction cost with heavy equipment, the blasting excavation is restricted due to the impact on the surrounding residents and ground stress. There is a case to receive. In addition, since hard rock formations have few escape points for crustal deformation strains, careful handling of fault fracture zones is necessary.
Without being affected by geological limitations and crustal movements in the excavation area, a large-sized underground storage tank that can function stably without leaking for an extremely long time, without requiring heavy equipment drilling equipment and advanced technology In addition, there is a need for a technique that allows construction at low cost without disturbing the stress of the surrounding ground and the groundwater flow system.

According to 2003 statistics, 63 nuclear power plants in Japan, total power generation 59.35 GW, equivalent to about 1,800 high-level radioactive waste vitrified per year and about 6,000 low-level radioactive waste drums A considerable amount of radioactive waste is generated. According to 2003 statistics, 498 nuclear power plants around the world, equivalent to approximately 13,000 high-level radioactive waste vitrified and 44,000 low-level radioactive waste drums per year with a total power generation of 435.49 GW Minutes of radioactive waste is generated.
If the horizontal, vertical, and longitudinal pitches of the high-level radioactive waste vitrified body arrangement are 10 × 10 × 3.13 m, respectively, 313 m ³ underground space is required. Annual underground space required for geological disposal of high-level radioactive waste vitrified waste, in Japan at 560,000 m ^3, the entire world becomes a 4,090,000 m ^3.
In geological disposal of high-level radioactive waste, hard rock-type rock belts with a depth of 1000 m in the inland area and soft rock-type rock bed rocks with a depth of 500 m in the coastal area are being considered as burial sites. The corrosion of the vessel, the underground migration of the radionuclide after the loss of the vessel sealability has been studied in relation to groundwater behavior, rock creep deformation, and earthquakes (Non-patent Document 27), which is set in 1000 There is room for further study on the accuracy of the estimation of each behavior during the service life.
The vitrified body as a high-level radiation source is a 5 mm thick stainless steel plate container (canister), a 19 mm thick carbon steel plate container (overpack), a 0.7 m thick buffer material (70 wt% bentonite, 30 wt%). % Silica sand) and multiple protection. There is no special treatment for the natural ground existing in the distance of more than 500m from the high level radioactive waste geological burial position to the biosphere, and the medium with the function to give the movement path of the radionuclide The role as a protective measure is not expected quantitatively. There has been no progress in technical studies to give multiple protection functions to these natural grounds. A stratum that can withstand the general public that it can withstand the worst situation such as natural disasters assumed in buried sites and can reliably prevent the transition of radionuclides to the biosphere for a very long time of 1000 years. Early establishment of disposal technology is desired.
From an international perspective, in recent years, there has been an increasing interest in nuclear power generation in various countries as an energy source suitable for measures against global warming and measures to raise fossil fuel prices. In countries such as Vietnam and Indonesia, where there are no commercial-scale nuclear power plant operations, construction aimed at operation in 2015-2020 is planned, and the demand for the establishment of safe radioactive waste treatment technology will increase in the future. is expected.
On the other hand, radioactive waste treatment technology that can guarantee safety is not established yet, and international information exchange and efforts are underway for the development of radioactive waste treatment technology ( For example, nonpatent literature 51.).

The following is mentioned as an advantage of using a nuclear power plant as an underground site type (non-patent document 70).
(1) Not affected by landforms on the landform or surface (2) Not affected by weather conditions (3) Excellent earthquake resistance (4) Radiation shielding effect at the time of accident, high FP (fission product) storage (5 ) High strength against internal pressure, external flying objects, etc. (6) Landscape protection (7) May have advantages in terms of disposal of facilities. Therefore, it helps to expand the selectivity of land use and site selection, As a result, it is considered that economic efficiency increases due to the approach to the demand area, and in addition, it can contribute to safety improvement at the time of an assumed accident (Non-Patent Document 70).
On the other hand, the following drawbacks are mentioned (Non-Patent Document 70).
(1) Underground structures have problems in terms of reliability evaluation and monitoring of structures (2) The conditions of rocks where they can be located are limited (3) Necessity of additional groundwater measures (4) Facilities (5) Containment function that prevents the diffusion of radionuclides to the surrounding area in the event of a severe core meltdown accident at a nuclear power plant that leads to an increase in construction cost and construction period. It is proved that it is important to secure the (Inment) in the difference between the accidents in 1986, Russia's Chernobyl and 1979's Three Mile Island. Since 1951, a total of over 1,500 underground nuclear tests have been conducted in the United States, Russia, France, United Kingdom, China, India, Pakistan, and North Korea. Damage is not considered a serious problem.
For underground nuclear power plants, the diffusion path between the radionuclide emission source and the ground surface in the event of a severe accident is limited, so it is possible to take containment measures that can prevent or delay the diffusion of the radionuclide. It becomes easier.
However, at present, the above-mentioned drawbacks, the construction method for constructing the required space with a large section under the ground, the seismic design, the specific prospects for radionuclide diffusion reduction or diffusion delay structure assuming severe accidents are not clear. Since there are still unsolved issues such as the absence of nuclear power plants, construction of underground nuclear power plants is not progressing globally.
If these problems can be solved, it is possible to construct an underground site nuclear power plant having many advantages as described above.

Strengthen its functions, restore its functions, prevent deterioration and deterioration due to groundwater or mold, prevent damage caused by earthquakes or crustal movements, without adversely affecting existing underground objects It may be required to eliminate the possibility that harmful substances originating from the earth's underground materials diffuse to the surroundings.
For example, in an existing tunnel or underground storage tank that penetrates the crush zone, if you want to enhance the durability of the tunnel against crustal deformation or earthquakes that are expected to occur in the future, When restoring the water storage function that has been reduced due to the damage of part of the basin, or when trying to prevent the deterioration of buried cultural properties due to groundwater or mold, existing high-level radioactive waste geological disposal sites, waste final disposal sites, etc. An example of this is when one wants to eliminate the possibility of harmful substances diffusing out of them. However, a technology that can meet these requirements at a low cost has not yet been developed.

The sealed underground penetration tank will be described below. Examples of underground seepage storage include a method of diffusing and penetrating into the surrounding soil using the above-mentioned underground dam, aquifer storage of carbon dioxide, and the bottom of a rainwater underground reservoir as a permeable sheet. In both cases, the storage area is not artificially sealed, and the storage may be lost.
Conventionally, there are the following reasons why there is no track record of construction of a closed type underground seepage storage tank.
(1) Since osmotic storage is a method of storing fluid in the interstitial space of soil particles, since the volumetric efficiency of storage is as low as 10 to 30%, construction of a sealed container having a volume 3 to 10 times the volume of stored fluid And there was no low-cost construction technology for large-capacity underground storage tanks. (2) Because it is osmotic storage, the ground inside the sealed container is left as it is, and only the sealed container that forms the shell is underground. (3) The advantages of the closed-type underground seepage storage tank described below were not generally understood. The advantages of the closed-type underground seepage storage tank are as follows.
(A) If a large-capacity cold storage tank or thermal storage tank is constructed in a deep underground area in an unused urban area, it will be possible to effectively use the heat in the summer and the cold in the winter, and it can contribute to energy saving. (B) It is possible to construct a large-capacity, completely sealed carbon dioxide permeation storage tank at a low cost in a form with a high porosity and an easily excavated sedimentary zone that does not adversely affect the surrounding area. It is possible to construct a large-capacity, completely sealed natural gas infiltration storage tank at a low cost in a form that does not adversely affect the surroundings in the deep underground.

The following describes the status of deep underground use.
The Act on Special Measures concerning Public Use of Deep Underground was enforced in April 2000 for the purpose of public use of underground spaces in metropolitan areas that are not normally used by landowners.
The depth of the deeper one of the deeper one of the depths of 40 m or more below the ground and 10 m or more from the upper surface of the existing structure is the target area. The symmetric areas are the three major metropolitan areas: the Tokyo metropolitan area, the Chubu area, and the Kinki area.
Projects for the use of deep underground spaces are highly public projects such as roads, rivers, railways, telecommunications, electricity, water supply, and sewerage. The business will be implemented with the approval of the Minister of Land, Infrastructure, Transport and Tourism or the governing prefectural governor.
In the era when the rise in land prices in metropolitan areas has become normal due to the bubble economy, the deep underground has attracted interest as the most recent unused space, and after the investigation and preparation period, this law was enacted. As an example of its application, the underground water pipe in Kobe in 2007 (diameter 2.4 m, length 12.8 km) and the outer ring road in Tokyo (between Oizumi and Tomei Expressway, length 16 km) Stay in the example.
As mentioned above, roads, etc. are mentioned as projects for the use of deep underground space, but in large urban areas where land prices are generally high, the most recent large space that has advantages in terms of energy and cost for movement The following are examples of objects that require the following. Distribution bases, thermal / cold storage tanks, waste disposal sites, sewage treatment plants, garbage sorting and recycling factories, large sports facilities, etc.
In urban areas, building heights are increasing globally. The ratio of height to width when a building is approximated to a long column, that is, the aspect ratio inevitably tends to increase. As aspect ratios increase, the difficulty of seismic design for ground-based buildings increases. In addition, the acceleration / deceleration during elevator operation is limited due to user discomfort and safety considerations, and therefore the elevator operation speed is limited. Accordingly, as the aspect ratio increases, the waiting time increases unless an area ratio for elevators in a horizontal section of a high-rise building is secured to some extent. As a result, it is difficult to improve the effective floor area ratio, and so the height of the building is approaching its limit.
As a countermeasure against global warming, a large-capacity structure with excellent seismic resistance and low construction costs is desired in urban areas where high-rise buildings are concentrated, from the viewpoint of compact cities and eco-energy cities that can reduce mobile energy. .
On the other hand, in such urban areas, the utilization rate of deep underground is very low.

The first object of the present invention is to provide a subsurface dam construction method that enables construction of a subsurface dam at a required depth at a low cost, with a minimum amount of excavated soil, and without requiring advanced civil engineering equipment and advanced technology. Is to provide.
The second object of the present invention is to provide an underground storage tank having a large cross section that can function stably without leakage due to geological limitations and crustal movement in the construction area. It is to provide a technology that can be constructed at low cost without requiring high technology and without disturbing the surrounding ground stress and groundwater flow system.
The third object of the present invention is to provide a large-capacity sealed osmotic storage type underground storage tank that can function stably without being affected by geological limitations and crustal movements in the construction area, and without leakage for an ultra-long term. It is to provide a technology for construction with a minimum amount of soil removal at low cost without requiring heavy equipment drilling equipment, advanced technology, and without disturbing the surrounding ground stress and groundwater flow system. .
The fourth object of the present invention is to ensure the transition of radionuclides to the biosphere over an extremely long period of 1000 years in the geological disposal of high-level radioactive waste generated by reprocessing spent nuclear fuel at nuclear power plants. To provide a method for geological disposal of high-level radioactive waste that can be prevented.
The fifth object of the present invention is a seismic importance classification in the seismic design examination guideline for a nuclear power generation facility established in 1978 by the Japan Atomic Energy Commission, which is installed in an underground cavity with a large cross section and corresponds to class A. It has the strength to withstand earthquake forces, and even if a severe accident occurs, it can prevent, reduce, or delay the leakage and diffusion of radionuclides to the vicinity, and the life cycle cost including decommissioning treatment is low. Moreover, it is to provide a structural design plan for a highly secure underground site nuclear power plant.
The sixth of the objects of the present invention is to enhance the function of an existing underground object without adversely affecting it, to restore the function, and to prevent deterioration or deterioration due to groundwater or mold. It is to provide a technology capable of preventing damage caused by an earthquake or crustal movement, and eliminating the possibility of toxic substances originating from existing underground objects from diffusing into the surrounding area.
The seventh object of the present invention is to provide a deep underground with a large cross section without affecting the existing ground structure or underground structure above or near the construction area and without requiring large-scale support work. It is to provide technology for constructing structures.

In order to achieve the object, the construction method of the underground structure according to claim 1 of the present invention is as follows.
A first step of forming a working tunnel in a predetermined equivalent area of the underground structure to be constructed or a predetermined equivalent area of the underground structure;
After forming an empty region having a predetermined width, a predetermined depth, and a volume determined by a predetermined length, the ground on one side of the inner wall surface of the working tunnel obtained in the first step, Constituent members constituting a part of the underground structure are included in a volume portion equivalent to or substantially equal to the volume of the inner wall surface of the working mine shaft facing or a volume portion that can secure a working space of the working mine shaft. A second step including any one of forming a filling region with a filling material, or forming the empty region after forming the filling region first;
Including a third step in which the second step is repeated a plurality of times in at least a predetermined equivalent region of the underground structure, and the constituent members of the underground structure are sequentially constructed with a filling material in a newly formed filling region. It is a construction method of an underground structure characterized by the following.
The predetermined equivalent area of the underground structure is an area where the construction of the underground structure is planned, and the predetermined equivalent area of the underground structure is an area where the construction of the underground structure is planned. It is a nearby area.
The construction method of the underground structure according to the present invention is not an excavation method that digs up from a predetermined equivalent region of the underground structure, that is, the ground surface above the region where the construction of the underground structure is planned. A small-section working tunnel is formed in or near the area where the construction of the underground structure is planned. Then, an empty region having a predetermined width, a predetermined depth, and a volume determined by a predetermined length is formed in the ground on one side of the working mine shaft. The cross section of the working tunnel needs to have a size and a shape that can secure a working space. However, when the cross-sectional shape is rectangular and the one side is described as an upper side, the predetermined width is a cross section of the working tunnel. It is desirable that the width of the The predetermined depth is preferably smaller than the height of the working tunnel. At this stage, the cross-sectional area of the working mine shaft is increased by a predetermined width at a predetermined depth compared to the initial section. Thereafter, an inner wall surface facing the one side of the working mine, that is, a volume portion equivalent to or substantially equivalent to the volume on the lower surface side or a volume portion that can secure a working space of the working mine shaft, The filling region is formed of a filling containing at least a constituent member constituting a part. Thereby, the cross-sectional area of the working mine becomes substantially equal to the initial cross-sectional area. The height of the cross section of the working mine is substantially equal to the initial height. Thereby, a work space is secured. Since the cross section of the working mine is the minimum necessary size to secure a working space, a solid support work and a large-scale groundwater handling work become unnecessary. Since the filling material filled in the lower surface side of the working mine contains the structural members of the underground structure to be constructed, the underground structure having a height substantially equal to the predetermined depth was constructed. become. By repeating the combination cycle of forming the vacant area and filling the filling area with the components of the underground structure a number of times upward, basically, stepwise while maintaining the cross-sectional size and shape of the working tunnel It is a method of constructing an underground structure. If a work space can be secured, a method of forming an empty area after the filling area is formed may be used.
In the second and third steps, when the filling region is outside the predetermined equivalent region of the underground structure, the filling member does not need to include the constituent members of the underground structure. In this case, by using the waste generated during the formation of the empty area in the previous process as a filler, it is possible to leave a natural ground having a composition similar to that of the original natural ground, thereby minimizing the environmental impact.

In conventional tunnel excavation methods such as the NATM method and shield method, excavation is performed while moving the face in the longitudinal direction.
In the MMST method, a large number of small-diameter tunnels by shield method are built at intervals to surround the underground structure, and the small-diameter tunnels are excavated and filled with concrete to form an annular continuous wall. After that, it is a construction method that excavates the natural ground inside the continuous wall to form an underground structure having an underground space. Many small-diameter tunnels are formed by excavating in the longitudinal direction with a shield machine (Non-patent Document 7).
In these conventional methods, the volume of the mine increases with the progress of construction. This is because the influence on the ground due to excavation of the tunnel changes and increases as the construction progresses. When the balance between the influence that strengthens with the progress of construction and the strength of the natural ground breaks down, mountain splashes and groundwater eruption occur in a catastrophic manner.
In contrast to such a conventional method, in the invention of claim 1, excavation is performed while moving the face in the longitudinal direction of the tunnel only in the first step, but in the second step and the third step thereafter, the excavation side The work position on the face and filling side of this is not on the pier tip but on the side of the mine, and the work position for excavation and filling is moved in the lateral direction of the mine. Yes.
Further, the filling area fills the ground with the filling material, and the volume of the working mine in the ground is kept substantially constant from the beginning to the end of the construction work.

According to the invention of claim 1, the following effects are produced.
(A) From the initial stage to the final stage of the construction work of the underground structure, the construction work can be progressed in a working tunnel with a minimum cross-sectional area. Therefore, since the span of the support shaft of the working mine is short, the rigidity of the support shaft can be reduced. Therefore, the support equipment can be reduced in weight and divided assembling structure. In addition, since the cross-sectional area of the working mine can be minimized, it is possible to reduce the stress of the natural ground and the disturbance of the groundwater flow system. Therefore, the construction method is suitable for environmental conservation. Therefore, since the underground structure can be constructed without affecting the existing ground structure above the underground structure construction area, the underground structure suitable for constructing the underground structure in a deep underground in an urban area It is a body construction method.
(B) From the initial stage to the final stage of the construction work of the underground structure, the work tunnel wall area is substantially constant, and the wall surface position of the work tunnel moves in the lateral direction. From this, as the construction progresses, the influence of the working tunnel on the natural ground changes, but the change is slow compared to the conventional method of extending the working tunnel in the longitudinal direction. Therefore, the change in the amount of groundwater that springs out from the wall surface of the working tunnel is slow. In addition, since the residual stress of the natural ground, which causes mountain splashing, is moderated, the energy of mountain splashing can be reduced. From these facts, groundwater stoppage measures can be simplified, and the number of mountain splash occurrences and mountain splash strength can be reduced.
(C) In the third step, the cross-sectional shape of the working mine can be kept substantially constant. For this reason, the structure of the work frame can be unified, and it can be used repeatedly. Therefore, it is possible to reduce the total amount of the work frame body equipment, and it is possible to deal with replacement when the work frame body equipment is damaged with a minimum amount of spare parts.
(D) Since the invention of claim 1 is a non-open cutting method, the scale of support work, the total amount of soil removed, the required technical contents and equipment depending on the underground depth of the construction position of the underground structure and the depth of soil covering Is rarely affected. Therefore, it is suitable for construction of deep underground structures.
(E) The construction position of the working mine constructed in the first step often corresponds to a position extending over substantially the entire longitudinal direction of the area where the construction of the underground structure is planned. Accordingly, the working mine constructed in the first step serves as a geological survey mine for constructing the underground structure. Thereby, since geological information and groundwater information are obtained at the stage of the first step, it is possible to accurately determine the subsequent construction method of the underground structure and selection of necessary equipment. The working tunnel at the stage of construction in the first step is used as a starting point for drilling, and a plurality of geological survey boreholes are carried out in the transverse direction, and the geology of the entire area where the construction of the underground structure is planned And information on groundwater flow can be obtained easily. In the conventional drilling for geological survey, since the starting point of the survey drilling is the ground surface, in the case of geological survey in a deep region, it was necessary to drill a lot of deep survey boring from the ground surface. In the present invention, the working tunnel constructed in the first step is constructed in or near the area where the construction of the underground structure is planned. Therefore, if the working tunnel is used as a starting point for drilling, the survey boring depth can be minimized. Since the survey boring depth is shallow, the device for survey boring can be a small-scale device that can be installed in the working tunnel. This drilling hole is drilled in any required direction three-dimensionally. For this drilling, drilling technology and equipment for rock bolts in the NATM method can be applied. In these investigation work related to the present invention, even if the underground depth of the construction position of the underground structure is different, the technical difficulty and the investigation cost are hardly affected. In parallel with the survey boring work, if necessary, the water stop grout injection work in the area where the construction of the underground structure is planned, or the area where the construction of the underground structure is planned (that is, the construction work is performed) Take measures to lower the groundwater level in the area.
(F) When a plurality of the working tunnels are constructed in the first step, each of the working tunnels can be used as a starting point of the third step. Since the work of the process can proceed, the construction period can be shortened.
(G) In the conventional construction method, the face is at the longitudinal end of the mine shaft, and as the construction progresses, the face position moves in the mine shaft longitudinal direction and the mine shaft length changes. Therefore, in the analytical calculation that should help the construction work, the conventional method becomes a problem of blind holes in the heterogeneous ground, and the three-dimensional model analysis is required around the face of the tunnel tip, and the required calculation accuracy is achieved. In order to maintain this, it is necessary to increase the number of division elements. Moreover, since it is necessary to extend and change the calculation model shape as the construction progresses, the scale, time, and cost of the calculation increase. In the present invention, since the cross-sectional shape of the working tunnel is substantially constant in the longitudinal direction, the calculation model shape is substantially unchanged. In addition, the analytical calculation can be approximated as a plane strain problem, so a two-dimensional model analysis can be performed, the number of division elements can be reduced, boundary conditions can be simplified, and the analytical calculation can be simplified, speeded up, and reduced in cost.
(H) About the work form in the working mine, a filling work for carrying out a ground excavation work for forming an empty region on one side of the working mine and forming the filling region on the side opposite to the one side, etc. The underground structure construction work including The work content and work position are constant in the work tunnel. In other words, because the work contents are simple and the work flow line is constant, work training for workers can be simplified, and work equipment is also simplified, reduced in size, reduced in weight,
Automatic work can be done by robots. Because it is a simple and light-load operation, it does not require advanced technology, heavy equipment drilling equipment, and large-scale energy source equipment. Therefore, workers can be procured locally for the construction of the underground structure, and there is no need to construct a heavy equipment carry-in route. From these facts, the invention of claim 1 has a higher degree of freedom in selecting the construction site of the underground structure as compared with the conventional construction method.

  The construction method of the underground structure according to claim 2 of the present invention is the construction member of the underground structure in the filling region constructed in the immediately preceding step among the plurality of repeated steps in the third step and the next By connecting and joining a part of the contact interface of the structural member of the underground structure constructed in the process or the entire contact interface, the structural member of the underground structure formed in the immediately preceding process and the next process are formed. The construction method of an underground structure according to claim 1, wherein the structural members of the underground structure are sequentially integrated.

  According to the invention of claim 2, it is possible to construct an underground structure having a large cross section having rigidity as a whole without requiring a large-scale support work. On the other hand, when the filler is waste or the like, the contact interface does not have to be artificially firmly connected and joined.

Construction method of the underground structure according to claim 3 of the present invention, in the third step, the basement according to claim 1 or 2, wherein the to impart compressive residual stress in the adjacent natural ground by packing It is a construction method of a structure.

According to the invention of claim 3, the following effects are produced.
(A) In the underground area where the underground structure is constructed, Rankine earth pressure (explained later) works as compressive stress depending on the underground depth at that position and the density of the natural ground between the surface and the ground. If a compressive residual stress equal to the Rankine earth pressure at that position is applied to the adjacent ground by the filler in the third step, the earth pressure distribution of the surrounding natural ground after the construction of the underground structure is determined before the construction of the underground structure. The earth pressure distribution can be almost equivalent. Therefore, according to the present invention, it is possible to minimize the environmental impact on the surrounding natural ground due to the construction of the underground structure.
(B) In the case of an underground structure in which the underground structure has a tubular shape or a shell shape and uses internal space by removing the inner ground, before the inner ground is removed. In the outer ground and the inner ground, the stress is balanced through the underground structure. Thereafter, when the inner ground is removed, the inner earth pressure disappears, but the underground structure is elastically deformed by an amount corresponding to the stress. However, the degree of this elastic deformation of the tube-shaped or shell-shaped underground structure depends on the compressive residual stress applied before removing the inner ground and the rigidity of the underground structure. Since it is often smaller than deformation, the difference between the earth pressure that the underground structure received before the inner ground was removed and the earth pressure that the underground structure received after the inner ground was removed is Often does not grow.
(C) As one of the methods for imparting compressive residual stress to the natural ground, there is a method of compacting when filling the filler. This compaction can prevent a cavity from being formed between the natural ground and the underground structure. By applying compressive residual stress to the natural ground, the local distribution of earth pressure acting on the underground structure from the natural ground is smoothed as a result. Thereby, the effect that the long-term durability of this underground structure improves is brought about.
(D) In the case where the underground structure is a shell-shaped underground storage tank, the magnitude of the compressive residual stress applied to the adjacent ground is not substantially equal to the Rankine earth pressure, but is stored in the storage tank. It is also possible to select different values depending on the density of the fluid to be used. The internal pressure of the shell due to the internal stored fluid during the operation of the storage tank is assumed, and the compressive residual stress value to be applied in the third step is defined from the relationship between the assumed internal pressure and the Rankine earth pressure. By doing so, the deformation of the shell during the operation of the storage tank can be minimized.

The underground structure construction method according to claim 4 of the present invention is the underground structure construction method according to claim 1, wherein the filling region is filled to form a component of the underground structure. The construction of an underground structure according to any one of claims 1 to 3 , wherein the object is formed of any one of a functional layer, a strength layer, and a relaxation layer, or a combination of these layers. Is the method.

According to the invention of claim 4, the following effects are produced.
(A) At least a part of the filling in the filling region becomes a constituent member of the underground structure. A layer having a function specified according to the operation purpose of the underground structure is defined as a functional layer. For example, if a functional layer having a function of preventing transmission of gas, liquid, solid, and heat is included in the filling region, carbon dioxide,
It can be applied as a storage tank for crude oil, food, thermal energy, etc. If a functional layer having a radiation shielding function is included, it can be applied as a means of geological disposal of high-level radioactive waste and multiple protection for underground nuclear power plants. If a functional layer having a high elastic modulus and high resistance to deformation is used, the required rigidity can be imparted to the underground structure.
(B) A layer having strength, rigidity, and durability necessary for maintaining the function for a long time according to the operation purpose of the underground structure is defined as a strength layer. By making a part of the constituent members of the underground structure into a strength layer, the strength burden on the functional layer can be reduced, so that the degree of freedom of material selection can be expanded. If the underground structure is an underground high-pressure tank, a strength layer that maintains pressure resistance is selected. In the filling region having a multilayer structure, one or more of the plurality of layers is a strength layer having sufficient strength and long-term durability to maintain the operation function of the underground structure over a long period of time. . By doing so, the necessity of imparting a strength function to each of the other functional layers having properties other than strength is reduced, and the degree of freedom in selecting a filler for each layer is expanded.
(C) A mismatch may occur between the underground structure and the adjacent ground due to crustal deformation or the like. When the underground structure is in close contact with the adjacent ground, the local deformation of the ground is likely to cause stress concentration in the underground structure. The stress distribution in the stress concentration area is smoothed and the maximum stress value is reduced by providing a relaxation layer that relaxes local deformation of the ground and transmits it to the underground structure between the ground and the underground structure. I can do it. In addition to this, the relaxation layer also has a function of relaxing transmission of seismic vibrations. When constructing an underground structure in the form of a tubular body or a shell, the structure is such that the relaxation layer is disposed in contact with the natural ground so as to sandwich the inside and outside of the functional layer and the strength layer. When removing the ground inside the shell, it is possible to apply a high-speed excavation method with vibration, such as blast excavation. Vibrations such as blast excavation are moderated by the relaxation layer, and damage to the tube or shell can be avoided. The relaxation layer has a property that the internal friction angle, the compression elastic modulus, or the shear deformation resistance is small.

The construction method for an underground structure according to claim 5 of the present invention has a function of a combination of the following (a) and at least one of (b) and (c) in the construction method for an underground structure. A work frame,
(A) Earth retaining support function of the inner wall surface of the working tunnel,
(B) Load support function capable of supporting the total load of the work frame body weight, workers, work equipment, rails, slipping and soiling during unloading, total weight of the packing material being loaded, plus work reaction force,
(C) a pressing function for applying compressive residual stress to the natural mountain wall;
While maintaining the functions of (a) and (b), the work frame in the filling area is removed, and the work frame removed from the filling area is assembled in a newly formed empty area. A construction method for an underground structure according to any one of claims 1 to 4 .

According to the invention of claim 5, the following effects are produced.
(A) The earth retaining support function of the inner wall surface of the work mine is given to the work frame. This is a part of the function of the work frame. As the center of gravity line of the working mine shaft moves due to the progress of the third step, the position where support work is required also moves. And in the part of this filling area | region of this working tunnel, since this filling itself has a support function, the support work by this work frame becomes unnecessary. Accordingly, the present invention does not use a permanent support that remains permanently. Along with the movement of the center of gravity line of the working mine shaft, a supporting function can be provided to the working frame body which can be moved by removing and adding a part of the members, so that the supporting equipment can be omitted. Even if the position of the working mine shaft moves, the work frame body holds the earth retaining support function of the inner wall surface of the working mine shaft so that the work can always be safely performed in the working mine shaft. .
(B) The ground wall is pressed against the ground wall on both side surfaces between the empty area side and the filling area side of the working tunnel entirely or partially through a plurality of convex bodies. The movement resistance force of the work frame body in a direction substantially parallel to is applied. The ground frame walls on the both side surfaces are pressed by urging the work frame members on the ground wall surfaces on the both side surfaces in a direction in which they are separated from each other. A frictional resistance force against a lateral displacement is generated between the ground wall and the work frame in proportion to the pressing force against the ground wall on both side surfaces. Due to the total lateral displacement resistance force of this frictional resistance force and lateral displacement resistance force caused by the convex body biting into the ground wall, the work frame body weight, workers, work equipment, rails, slippage and soil removal during transportation, The work frame body can support the total load obtained by adding the work reaction force to the total weight of the filler being carried in.
(C) A pressing function for imparting compressive residual stress to the ground wall on both sides is imparted to the work frame. This pressing function makes it possible to continuously adjust the magnitude of the pressing force at each point of action of the pressing force applied from the work frame to the ground wall on both sides. By applying a compressive residual stress equivalent to the earth pressure existing before excavating the working tunnel at the position where the working tunnel exists, Since the earth pressure distribution of the natural ground can be brought close to the state before the excavation of the working tunnel, the environmental impact can be reduced. With this function, even if there is an existing ground structure and an underground foundation work portion or an existing underground structure (such as a subway tunnel) above or in the vicinity of the construction area of the underground structure, the existing structure Underground structures can be constructed without disturbing the ground pressure distribution around the object.

The construction method for an underground structure according to claim 6 of the present invention is characterized in that the shape of the underground structure is at least one of a plate shape, a tubular shape, a shell shape, or a combination thereof. A construction method for an underground structure according to any one of claims 1 to 5 .

According to the invention of claim 6, for example, an effect that the construction of the underground structure described below becomes possible is produced.
(A) Plate-shaped underground structure: underground dam for agricultural irrigation, highly permeable underdrain for salt-desalted soil desalination, impermeable wall for preventing soil contamination diffusion, impermeable wall for preventing soil liquefaction.
(B) Tube-shaped underground structure: tunnel, underground river, multi-purpose large-depth large-section underground transportation facility, ground-effect floating high-speed traveling body (aerotrain), deep underground installation type ultra-high linearity traveling path, large-section horizontal Tunnel canal.
(C) Shell-shaped underground structure: deep underground structure, underground storage tank, underground recreational tank, fossil fuel underground storage tank, nuclear fuel underground storage tank, carbon dioxide storage underground tank, cold storage underground tank, thermal storage Underground tank, food storage underground tank, seed storage underground tank, metal storage underground tank, underground high-pressure air tank for energy storage gas turbine power generation equipment, high-pressure air underground tank for wind tunnel experiment, underground seepage storage tank (ground in shell) Gas fuel, liquid fuel, carbon dioxide, refrigerant, heat medium, fungus species, etc. are stored in the gap between the soil particles while including the mountain), underground power storage system, underground installation type ultra-low vibration requirement facility, disposal Waste underground final disposal site, high-level radioactive waste geological disposal site, low-level radioactive waste geological disposal site, nuclear reactor demolition radioactive waste geological disposal site, nuclear weapon dismantling radioactive waste geological disposal site, ground Location type nuclear power plant, ultra-large water Cherenkov cosmic particle observation facility (Hyper-Kamiokande), underground nuclear shelter, underground large time capsule.
Since only the outer tube wall part or the outer shell wall part of the tube-shaped or shell-shaped underground structure can be constructed, then the inner wall surrounded by the outer tube wall or outer shell wall body can be used. You have the freedom to choose whether to remove the mountain or leave the ground inside without leaving the mountain. For example, in the case of a spherical shell-shaped underground structure, the inner volume is proportional to the cube of the radius of the spherical shell, but if the thickness of the outer shell wall is constant, the amount of soil removed is 2 of the radius of the spherical shell. It is roughly proportional to the power. Therefore, if the radius of the spherical shell is made large, in a place where the porosity of the natural ground is large, it is possible to permeate and store a large volume of fluid in the space between the soil particles while leaving the natural ground inside. it can. In this case, it is possible to omit the construction period and construction cost required for the remaining soil processing of the internal ground. If a small-capacity hollow buffer tank is installed at the upper and lower positions of the osmotic storage tank, it is possible to meet the demand for the storage time of the stored fluid. Conventionally, many of the underground structures with large shells such as the underground fuel tank, Super-Kamiokande (Non-patent Documents 53 and 54), Takayama Festival Museum (Non-patent Document 55) have been constructed by the NATM method, and rock bolts. It is constructed in a hard rock formation that is easy to make use of the effects of. Since the construction method according to the present invention is less affected by the geology of the construction site, the degree of freedom of selection of the construction site is greatly expanded, and it is easy to excavate in soft rock areas and Quaternary alluvial soil layers. It is also possible to construct underground structures with large cross sections. Soft rock zones and alluvial soil layers generally have high porosity, making them suitable for infiltration reservoir construction.
Since the pipe body or the shell body supports the surrounding earth pressure, the underground facility itself constructed in the space inside the tube body or the shell body does not need to be a structure that supports the earth pressure, and thus can be a lightweight structure.
Since the water blocking function can be given to the pipe body or the shell body, the underground facility itself to be constructed in the inner space does not need to have a structure for groundwater countermeasures.

The effect obtained by constructing a deep underground installation type ultra-high linearity traveling path for ground effect levitation high-speed traveling body (aero train) by the method of the present invention will be described below.
In the proposal of a ground effect levitating high-speed traveling body, a ground-based traveling path is being studied. The ground effect levitation high-speed traveling body is a high-speed transportation system with high energy efficiency (Non-patent Documents 59 to 61). It is important to stably control the distance between the blade and the blade surface (about 10 cm). On ground-based running roads, it is difficult to eliminate curved roads as a result of various restrictions on land acquisition, as well as countermeasures against gusts, snow, creatures, and flying objects. If it is a deep underground driveway, it is possible to construct a long-distance travel road that has a three-dimensional ultra-high accuracy linearity including the vertical and horizontal directions. This is less affected by the geology and can be constructed by the method of the present invention in which the relaxation layer can be provided. After the outer tube is constructed, adjustment holes are provided in the outer tube at predetermined intervals so as to communicate with the inner and outer grounds of the outer tube. This adjustment hole is provided with a lid that can be opened and closed inside. If the straightness of the travel path has changed during regular inspection during operation after completion of the travel path, the filler of the relaxation layer is taken in and out through the adjustment hole, and the straightness of the travel path is determined. Correct it. Maintaining and managing the straightness and cross-sectional shape of the travel path with extremely high accuracy reduces the input parameters required for the attitude control system during travel of the ground effect floating high-speed traveling body and simplifies the control logic. Therefore, the reliability of the traveling safety system can be improved, and the traveling body can be manufactured at low cost and light weight. In addition, by using an underground location-type runway, gusts, snowfall, living things, foreign objects (for example, dropped pieces from the running body or the running road wall, or artificial stone criminal crimes, etc.) on the running road, etc. It becomes easy to eliminate the adverse effects of.
Compared to the conventional method, the method of the present invention has a larger merit in terms of construction cost and technical difficulty as the underground structure has a larger cross section. Therefore, in addition to the above-mentioned deep underground installation type ultra-high linearity traveling path for ground effect levitation high-speed traveling body (aerotrain), for example, conventional high-speed motorways, high-speed railways, power lines, fuel transportation pipes, communication lines, Or underground canal as a high-efficiency, low-speed, large-capacity transportation system (wave-dissipating means are provided in the waterway to minimize wave resistance, improve transportation efficiency, and are stable and reliable without being affected by weather conditions such as typhoons. Multi-purpose large cross-section and large depth that incorporates a lot of maneuvering control equipment that can handle information such as weather, ocean currents, water depth, and positional relationships with surrounding ships. Construction of underground tunnels is possible with the present invention.
The effect obtained by constructing a large section horizontal tunnel canal by the method of the present invention will be described below.
The Panama Canal and the Malacca-Singapore Strait, which occupy an important position as maritime transport routes, have long-standing problems. In the Panama Canal, the hull that is limited to a width of 32.2m and a draft of 14m or less, which is said to be of the Panamax type, is limited to a cargo weight of 90,000 tons. Recently, demand for larger over-Panamax ships has increased, allowing for the restriction of being unable to pass through the Panama Canal. In the Malacca-Singapore Strait on the sea transport route from the Middle East to Japan, China and Korea, in addition to being overcrowded, large tankers (over 280,000 tons) with a minimum water depth of 22.5m and a draft of over 21m The route is about 1700km long because it goes through the Lombok Strait.
By constructing a large tunnel horizontal tunnel canal with a water depth of 30m, a width of 70m, and a horizontal height of 60m in the vicinity of the narrow part of the Malay peninsula (such as the Kuraji Gorge) and the Panama Gorge that crosses Central America, It is possible to eliminate restrictions on the physique and to shorten the passage time because there is no lock.
Small tunnel canals have a proven track record in France. However, all large-scale canals have been constructed using the open-cut method. Therefore, the route selection has been limited not only by the shorter length but also by the small difference in elevation. Of course, a horizontal type without a lock gate is desirable, but due to the increased amount of excavated soil in the open-cut method, a multi-stage lock type is forced like the Panama Canal.
According to the present invention, since a tunnel with a large cross section can be efficiently constructed, there is no need to consider an altitude difference in route selection. Since it can be made horizontal, the construction and operation costs of Xiamen can be omitted, and the transit time can be shortened.
In the above isthmus, there is a route that allows the length of the tunnel part to be 20 km or less, so as a first stage, as one tunnel canal, the ship with a navigation speed of about 15 km / h or more and one-sided alternate operation, As the next step, construction costs will be procured by adopting a method in which the tunnel part has two or four tunnels (classified by travel speed) in order to shorten the transit time, increase the number of passing ships, and achieve safe driving. This will facilitate the long-term use of construction equipment and the long-term stable creation of employment associated with construction.
Since the construction method according to the present invention is a construction method having little influence on the surrounding ground, if the representative diameter of the cross section of the tunnel canal is D, the distance between the center lines of the cross sections of adjacent tunnel canals is about 2D to 3D. If the distance between adjacent tunnels is too close, the stress concentration factor due to the interaction will increase and the existing tunnel will be weakened but the adverse effects can be ignored. Can build a tunnel canal. Multiple tunnel canals can be constructed at short distances, making it easy to connect to open canals.
The conventional shield method, MMST method, and NATM method are not suitable for excavation of a large section tunnel canal with a diameter of 100 m for the following reasons. In the tunnel excavation method using TBM, technical developments such as increasing the size of the excavated surface and adapting to non-circular surfaces have been made in order to pursue the merit that it is possible to excavate the face of all required cross sections with one TBM. The maximum diameter of the current TBM is 15m. However, as the excavation surface increases in size, the rotational torque of the excavation blade increases. Therefore, no improvement in excavation efficiency can be expected even if the excavation surface is further increased. Therefore, TBM is not suitable for excavation of the 100 m diameter large section tunnel canal. Further, further technical development is required to cover the shield around the entire cross section of a 100 m diameter tunnel or to drive a lock bolt.
In the NATM construction method, a lot of rock bolts are driven into the natural ground, so it is necessary to pay special attention to constructing a tunnel adjacent to the existing tunnel as an additional construction without affecting the existing tunnel.
The MMST method requires a large number of TBMs, and the construction of a tunnel with a large cross section as described above is a complicated work. In addition, blast excavation is applied to excavation for the shell body and internal soil because many small diameter tunnels are built in the shell body at the same time and no relaxation layer is provided in the shell body. It is hard to do. In the construction method of the present invention, there is little difference in technical difficulty even when the cross-sectional shape and cross-sectional dimensions are different in the construction of the pipe body or shell. The construction period and construction cost are roughly proportional to the amount of soil discharged, and are only slightly affected by geological differences.
By combining the construction methods of plate-shaped, tube-shaped, and shell-shaped underground structures, the construction method of the present invention can be used for most large-scale underground structures constructed in various applications, shapes, and regions. It is possible.

According to the construction method of the underground structure described in claim 7 of the present invention, the underground structure has a comb-like end portion at the longitudinal direction end portion or the bending direction end portion thereof, and is adjacent to the longitudinal direction or the bending direction. The comb-like ends of the underground structure are inserted into each other and arranged in a longitudinal direction or a curved direction so as to be spaced apart from each other. The construction method for an underground structure according to any one of claims 1 to 6, wherein the construction is an intermittent plate structure, an intermittent pipe structure, or an intermittent shell structure that forms a series of underground structures.

According to the invention of claim 7, the following effects are produced.
The constituent members of the underground structure often have different physical properties (for example, density, longitudinal elastic modulus, thermal expansion coefficient, hydraulic conductivity, etc.). Therefore, the larger the size of the underground structure, the greater the mismatch between the underground structure and the natural ground. Therefore, a force is exerted to deform the underground structure due to crustal deformation of the natural ground, earthquake, atmospheric temperature change, atmospheric pressure change, groundwater level change, and the like. At that time, the smaller the size of the underground structure, the smaller the deformation of the underground structure due to mismatch. Therefore, for example, in the case of an impoundment dam of an underground dam, as compared to the case where it is constructed as a unit in the longitudinal direction (perpendicular to the direction of running water), the dams are divided into multiple pieces in the longitudinal direction and separated from each other. In the case of, because the length of each individual body is shorter, the fracture resistance to changes in natural ground is higher. However, it is necessary to prevent water leakage in the separated portion, and in the present invention, the comb-like end portions of the laying bodies adjacent in the longitudinal direction are inserted into each other and are arranged in the longitudinal direction so as to be separated from each other. The comb-shaped end portions enter each other and the adjacent buns are separated from each other, and water leaks from the upstream side to the downstream side of the crumb through the separated portion. However, due to the interdigitated end portions, the water leakage channel of the separated portion is zigzag, and the channel length is increased. By filling the zigzag leakage channel with deformation follow-up means with high follow-up to deformation and low permeation coefficient means with low permeation coefficient, it is possible to make a body that has a leak amount within an allowable limit and is difficult to break. . The present invention can be applied to tube-shaped underground rivers, shell-shaped underground reservoirs, and the like in addition to plate-shaped underground dams.

According to an eighth aspect of the present invention, there is provided a method for constructing an underground structure, in which a plurality of substantially similar underground structures having a plate shape, a tubular shape, or a shell shape are arranged apart from each other by a substantially parallel relationship. The construction method for an underground structure according to any one of claims 1 to 7, wherein a multi-plate structure, a multi-tube structure, or a group shell structure is adopted as a whole.

The invention according to claim 8 has the following effects.
(A) An example in which an underground dam that is a plate-shaped underground structure is constructed in multiple stages will be described below. If several underground dams of similar shape are separated along the river flow, the difference in groundwater level between the upstream side and downstream side of the levee can be reduced, and the durability of the dam can be improved. As well as being able to reduce leakage of the basin. Moreover, since the total amount of water storage can be increased by using multiple stages and the difference in the groundwater level in the water storage area can be reduced, salt damage prevention measures can be facilitated and pumping equipment can be simplified. If you want to expand irrigated farmland by raising the groundwater level by constructing a subsurface dam, if the groundwater level is shallower than 1.5m deep from the surface, water with a high salt concentration will evaporate due to soil moisture evaporation on the ground surface. As a result, the water content of the surface portion transpirations due to the influence of solar heat and wind, and as a result, the salinity of the surface portion may increase. In order to maintain the salinity of soil at a depth of 1 to 2 m or less as cultivated land or to maintain green shade, the groundwater level of the reservoir area by the subsurface dam needs to be 1.5 m or less. . However, on the other hand, there are many cases where the reservoir is in the vicinity of the river, so the ground surface of the reservoir is likely to be inclined. Considering farmland irrigation facilities around the reservoir area, even when the groundwater level drops in the dry season, there is a demand to keep the groundwater level shallow enough to allow pumping using a low-energy, low-tech method such as a hand pump. When an underground dam is constructed in a wadi or the like to expand irrigated farmland, a plurality of underground dams are constructed at predetermined intervals in the flow direction to form a multistage underground dam, thereby causing salt damage to the groundwater level in a wide area. The depth can be reduced to 1.5 m or deeper and 7 m or shallower for easy pumping. Here, the predetermined interval differs depending on the riverbed gradient and elevation, but is smaller than the interval between the subsurface dam body position and the upstream end position of the reservoir. When constructing underground dams in multiple stages, construct them in the order from upstream to downstream. In this way, when the subsurface dam is constructed, the groundwater level is not increased by the subsurface dam on the downstream side, and the increase in groundwater inflow from the natural ground into the work tunnel and the accompanying increase in the groundwater countermeasure work. Can be avoided.
(B) When constructing a tubular tunnel as a multiple tunnel having a translational relationship, the construction method of the present invention digs a work tunnel with a small cross section in the lateral direction compared to the conventional construction method of longitudinal digging of the entire cross section. Because of the construction method, the impact on the natural ground is small, so there is little concern about mountain splashing during construction, and the distance between tunnels can be shortened. In addition, existing tunnels for which geological and groundwater information has been obtained can be additionally expanded as multiple tunnels adjacent to each other without damaging them.
(C) In the present invention, as described above, a compressive residual stress substantially balanced with Rankine earth pressure is applied to the adjacent ground, thereby constructing a shell-shaped underground structure without disturbing the earth pressure distribution of the surrounding ground Therefore, it is possible to group a plurality of shell-shaped underground structures close to each other. For this reason, since the space utilization density of the deep underground of an urban area can be improved, since it can reduce a movement energy as a compact city, it can contribute to a sustainable society construction.

In the construction method for an underground structure according to claim 9 of the present invention, a plurality of substantially similar underground structures having a tubular shape or a shell shape are arranged apart from each other by an expansion / contraction relationship and an inclusion relationship. The construction method for an underground structure according to any one of claims 1 to 7, wherein a multi-pipe structure or a multi-shell structure is adopted as a whole.

According to the invention of claim 9, the following effects are produced.
(A) As an example of a multi-pipe structure, in the case of a tunnel that must be constructed across an active fault, a multi-pipe that surrounds the tunnel only in the longitudinal direction affected by the active fault Install by construction method. The outer tubular body is a relaxation layer having a deformation relaxation function. By surrounding the tunnel with this relaxation layer, the force that deforms and breaks the tunnel can be reduced to an allowable limit or less even if the active fault is displaced. Moreover, in the construction method of the present invention, since the influence on the natural ground is small, the construction work of the relaxing layer can be constructed as an additional retrofit work for providing safety without damaging the existing tunnel.
(B) An example of geological disposal of high-level radioactive waste will be given as a multi-shell structure. In the current examination plan, the outer side of the vitrified body of the radiation source is a stainless steel plate (canister) having a thickness of 5 mm, the outer side is a carbon steel plate (overpack) having a thickness of 190 mm considering a corrosion allowance of 40 mm, and further One set of radioactive waste is a buffer material (70 wt% bentonite, 30 wt% silica sand) having a thickness of 0.7 m on the outside, and this is buried in the ground with an interval of about 10 m. One set of radioactive waste is a triple radiation protection means of canisters, overpacks and cushioning materials, but the outside is a ground with a depth of 300 to 1000 m where no protection means are provided. If a plurality of three-dimensionally arranged radioactive waste sets of the examination plan of the protective means up to three times are stored in a cylindrical tank-like shell according to the present invention, the natural ground inside the shell and the shell are stored. Since it can be added as a population barrier, it provides a total of five layers of protection, which can eliminate the influence of uncertain factors such as crustal movements and changes in groundwater flow systems. Since the atmosphere such as concentration can be adjusted, the behavior of underground microorganisms can be controlled. The safety can be further improved by forming a multi-shell that covers the outside of the shell with a shell. Moreover, this multi-shell construction allows additional construction as a retrofit work on the outside of the existing radioactive waste set as needed without causing disturbance.

In the construction method for an underground structure according to claim 10 of the present invention, the work tunnel is divided into a plurality of work sections that are divided in the longitudinal direction, and the third structure is simultaneously developed in each work section.
The construction method for an underground structure according to any one of claims 1 to 9, wherein the underground work is constructed by advancing the process work.

According to the invention of claim 10, the following effects are produced.
Take an example of constructing an underground dam. Assuming that there are m communication passages between the working mine and the ground surface, the working mine can be divided into m-1 work zones in the longitudinal direction with the connection point between the working mine and the communication passage as a demarcation point. Since the work of the third step can be simultaneously advanced in each of the m-1 work sections, the work period can be shortened. A plurality of work tunnels between the connection points of the communication passages and the work tunnels are further divided into, for example, p work zones. The entire work tunnel is divided into p × (m−1) work zones. In the p × (m−1) work sections, the work of the third step can be performed simultaneously, so that the work period can be further shortened. In addition, this makes it possible to reduce the face area of each work area. Because of the small area, the difference in the face geology within one work area is reduced, so that it becomes easy to select excavation equipment suitable for the face geology, and the work load for excavation per work area can be reduced. The excavating equipment can be a simple and small-sized one. By using a small and light excavation device, the weight and work reaction force of the excavation device can be supported by the work frame body, and excavation work in a non-wide work space surrounded by the work frame body Is possible. Since each face is small, the excavation equipment can be selected with high energy concentration for hard rocks and cutter loader for soft rocks. Degree is obtained. Moreover, since the excavation equipment itself can be made small, the equipment development cost for coping with the difference in geology and the shape of the underground structure can be reduced.
In excavation with a large TBM of the conventional method, the excavation area is large, so that responding to geological changes requires large-scale parts replacement work and large-scale support work adapted to large sections is required. .
In the first step, the center of gravity line of the working tunnel is constructed as a combination of straight lines or a series of smooth curves. The barycentric line can include an inflection point. In the subsequent processes, the movement of the barycentric line maintains a substantially parallel relationship, so that the continuity of the barycentric line of the working tunnel is maintained from the initial stage to the final stage of the underground structure construction work. As a result, unloading, loading, ventilation, drainage, etc. can be carried out without delay in each of the sections.

In the construction method for an underground structure according to claim 11 of the present invention, an existing region of the existing underground object is formed by a retrofit plate body, a retrofit pipe body or a retrofit shell body which is a component of the underground structure. The method for constructing an underground structure according to any one of claims 1 to 10 , wherein at least a part thereof is surrounded.

The invention according to claim 11 has the following effects.
(A) An example of an underground dam will be described. If a part of the dam is damaged after the construction of the subsurface dam and the water storage function is reduced due to water leakage, the leakage of the water storage will be reduced by additional construction of the dam as a repair work in the vicinity of the damaged part, The function as an underground dam can be restored.
(B) In the storage base for gas fuel and liquid fuel using water-sealed underground rock storage tanks, water-seal management operations such as water supply control to water-sealed boring, water quality surveys for bacteria that induce clogging, groundwater level surveys, etc. Necessary. It is sealed with the retrofit shell of the present invention so as to enclose an existing water-sealed underground rock reservoir. The work of the water-sealed underground rock mass storage tank can be continued during the construction period for constructing the retrofit shell outside the existing water-sealed underground rock mass storage tank. After sealing with the retrofit shell, it is not necessary to entrust the groundwater with a sealing function, so that the water seal management work can be omitted.
(C) In order to preserve buried cultural assets that may be deteriorated by mold or groundwater such as Takamatsuzuka burial mound, a shell is constructed in the ground so that the entire buried area is contained, and the ground part is dome-shaped. The buried area is sealed with the shell and the ground part and the ground part together. By sealing with the shell body, it is possible to eliminate conditions for deteriorating the reserves from the surrounding natural ground and from the ground. Inflow of groundwater into the shell can be prevented. It can be carried out in a form in which deterioration prevention measures such as killing mold and microorganisms inside the shell and controlling oxidation of metal components and the like with a weakly reducing atmosphere inside are managed. Placing a sensor in the shell can prevent theft.
(D) Migration from within the hazardous area of the ground where soil pollutants such as heavy metals, organic solvents, agricultural chemicals, bacteria, and other toxic substances such as arsenic, mercury, or radioactive substances exist. In order to prevent diffusion, a shell body is constructed in the ground to include the entire underground harmful area. The shell has a specification and structure that does not allow the harmful substances to pass through. The form of the shell is a shell, a deep-plate-like shell, or a tube that opens up and down, and the lower part of the shell is embedded in an impermeable layer. In the area where the presence of harmful substances is confirmed in the ground, and it takes a long time for the detoxification treatment, the ground shell body including the hazardous substance confirmation area is constructed by the method of the present invention, First, it can be applied as a measure to prevent diffusion into the skin.

  The construction method of the underground structure according to claim 12 of the present invention is a shielding shell body that hermetically shields the periphery of the underground structure in a state where radioactive materials are buried in multiple stages in the ground. The construction method for an underground structure according to claim 1, wherein the shielding shells are sequentially formed by the method according to item 1.

According to the invention of claim 12, the following effects are produced.
In the geological disposal of high-level radioactive waste, public understanding of the long-term safety has not yet been fully obtained. ing. The possibility of radionuclides migrating from high-level radioactive waste buried below 300m underground to the biosphere on the ground is being examined based on several scenarios. The key points are the possibility of leakage of radionuclides due to seismic resistance, corrosion opening of sealed containers such as steel, and groundwater flow or hydrogen gas diffusion related to the migration of leaked radionuclides to the surface It is mentioned how it is related to corrosion. An ultra-long-term prediction analysis of 1000 years, such as the possibility of a new water path formed in the ground due to an earthquake or the like, which may become a migration path for radionuclides, and the possibility of intrusion of groundwater from the surrounding ground to a sealed container It can be said that the reliability of accuracy is not yet obtained.
In the present invention, since the entire storage area of radioactive material is covered with a shielding shell having a function of shielding substances and microorganisms that can damage the radionuclide and the artificial barrier, the current high-level waste formation described in the background art section. The multiplicity of protection can be improved compared to the disposal method. Before the start of the work to embed radioactive material in the storage area, the initial construction part of the lower part of the shielding shell was constructed to reduce the moisture content of the ground in the shell, and kill mold, microorganisms, etc. Since it can be treated in a deteriorating or weakly reducing atmosphere, the artificial barrier around the radioactive material is unlikely to be corroded, and the artificial barrier is provided with ultra-long-term durability for its containment function. I can do it. If the structure in which the inside and outside of the shielding shell are sandwiched between the relaxation layers, the possibility that the containment function of the shielding shell is lowered even if an earthquake or crustal deformation occurs can be extremely reduced. This means that the geological limitation conditions can be expanded in the selection of geological disposal areas for radioactive materials, so the degree of freedom in selecting the buried area is greatly expanded. For this reason, it is possible to embed radioactive waste with higher sealing performance at a low cost in a soft rock ground zone that can be easily excavated in a safer area away from earthquake-prone areas.

  In the construction method for an underground structure according to claim 13 of the present invention, when the underground structure contains radioactive waste and the radioactive material is embedded in multiple stages, the filling material is a radioactive material and a backfill material. It is the construction method of the underground structure of Claim 1 characterized by the above-mentioned.

According to the invention of claim 13, the following effects are produced.
Whether the filler in claim 1 is a radioactive substance and a backfilling material, and is used as a filling material or a backfilling material in the third step so that the interval between the radioactive materials closest to each other is not less than a specified value Select. Since the cross-sectional dimension of the working tunnel is the minimum size necessary for performing the filling operation, the support work can be simplified. The three-dimensional traveling direction of the radioactive material embedding process can be selected from the lower direction to the upper direction, and either one of the horizontal direction and the inclination direction can be selected. While the burial work in the third step is in progress, by taking into consideration that the vertical distance between the work pits that are closest to each other does not become a predetermined value or less, the burial work is a plurality of work mine shafts arranged in a three-dimensionally multistage manner. Since it can be carried out at the same time, the construction period can be shortened compared with the conventional method.

An underground structure described in claim 14 of the present invention is an underground site nuclear power plant that is an underground structure including the following three shells constructed by the method of claim 1.
(1) The outer shell includes both the underground reactor housing shell that houses the underground reactor section and the underground generator housing shell that houses the underground generator section. ,
(2) a main communication path to the ground part that penetrates the outer shell and communicates the ground control part and the inside of the outer shell;
(3) a branch communication path that communicates the main communication path with the inside of the underground nuclear reactor housing shell inside the outer shell;
(4) a branch communication path that communicates the main communication path with the inside of the underground generator housing shell inside the outer shell;
(5) High-pressure blocking means for the branch communication path provided in a portion where the branch communication path penetrates the underground nuclear reactor housing shell,
(6) High-pressure blocking means for the branch communication path provided in a portion where the branch communication path penetrates the underground generator housing shell;
(7) An underground underground nuclear power plant characterized in that the main communication passage is constituted by a high-pressure blocking means of the main communication passage provided in a portion penetrating the outer shell.

According to the invention of claim 14, the following effects are produced.
The underground reactor housing shell according to the present invention corresponds to a reactor building of a conventional ground-based nuclear power plant.
The ground between the outside of the underground reactor containment shell and the inside of the outer shell has a radiation shielding function and does not contain flowing groundwater, so it has a radionuclide diffusion path as a flowing groundwater system. do not do. The outer nuclide has a radionuclide containment function. The ground mountain outside the outer core to the surface of the earth has a radiation shielding function. Therefore, the radionuclide diffusion protection function of a conventional ground-based nuclear power plant is fivefold, but according to the present invention, a safer underground site nuclear power having a diffusion protection function of eight radionuclides. A power plant can be provided.
The high-pressure shut-off means provided in the three kinds of shells and the communication path to the ground part maintain the pressure strength even if a severe accident occurs, so even if a severe accident such as core melting occurs, It is possible to stop the damage at level 4 (accidents that do not involve a large risk outside the office) according to the International Atomic Energy Rating Scale established by the Atomic Energy Agency (IAEA). In the shell of the underground nuclear power plant according to the present invention, since the shell is constructed with compressive residual stress applied to the natural ground, the Rankine earth pressure that acts as compressive stress on the shell according to the construction depth Therefore, it is possible to construct a shell with high pressure resistance at low cost in the ground.
When decommissioning, take out reusable spent nuclear fuel, useful metals that are not contaminated, etc., leave the outer core, underground reactor containment shell, and generator containment shell as they are. The inside of the intermediate reactor housing shell and the generator housing shell are backfilled, the high pressure shielding means of the communication passage is closed, and the inside of the communication passage is also backfilled to the ground surface. By such decommissioning, nuclear pollutants are stored underground with ultra-long-term safety equivalent to the radioactive material undergrounding method described in claim 12. Compared to conventional decommissioning, it is not necessary to transfer nuclear pollutants and store them in drums, etc., which greatly reduces decommissioning costs and implements most of the decommissioning work in the ground. Therefore, even if an accident occurs during the work, the diffusion of the radionuclide to the surrounding ground can be minimized.

  As described above, according to the present invention, a combination of low-level technologies, small-scale civil engineering equipment, a small amount of materials, low energy consumption, and a small impact on the surrounding environment and existing structures, It is possible to construct various underground structures that can maintain their functions and durability over a long period of time without being affected by the geology, depth, infrastructure, and infrastructure conditions of the construction site. It becomes.

  Embodiments according to the present invention will be described below with reference to the drawings.

Regarding the invention according to claims 1, 2 and 6, as a first embodiment of the underground structure 1, an example of constructing an underground dam body in the shape of a vertical plate in the ground by the method of the present invention is shown in FIGS. I will explain it.
Fig. 1 (a) shows an underground structure 1 planned for construction (in this case, a subsurface dam body having approximate dimensions of height Ys, length Ls, and thickness Xs between depths Db and Dt from the ground surface) ). In FIG. 1B, the outline of a predetermined equivalent region of the underground structure 1 to be constructed, that is, the region where the construction of the underground structure is planned is indicated by a two-dot chain line 1a.
The work mine shaft 2 is excavated in a region corresponding to the entire length of the levee which is planned to be constructed under the region 1a where the construction of the underground structure is planned or a region 1b in the vicinity thereof (the first Process). When excavating the working mine 2, the communication path 19 is excavated in advance from the ground surface. The excavation of the working gallery 2 is performed by dividing the first communication path 19 into a plurality of work sections in the longitudinal direction at the same time as a single work section between adjacent communication passages 19. The work tunnel 2 is constructed by As the excavation method in the first step, a hand excavation, a light rock drill, a horizontal excavator, or the like may be used in combination. Along with the progress of the excavation in the longitudinal direction in each work area, a work frame 21 (not shown) made up of a cut beam, an abdomen, a retaining panel and the like is installed so as to be substantially inscribed in the inner wall surface 8 of the work tunnel. The working tunnel 2 is substantially equal in length, width, and height to L, X, and Y, respectively.
In the second step and the third step in the next stage, the work in the lateral direction of the work mine shaft 2 is mainly performed. To prepare for the work, the equipment necessary for the work such as excavation equipment, sludge unloading equipment, filling material loading equipment, filling material unloading equipment, filling compaction equipment, power lines, lighting equipment, ventilation equipment, etc. It is installed on the frame and in the communication path 19 with the ground surface. Install rails and drainage facilities if necessary. At this stage, preparations for carrying out the construction of the second and third processes in the next stage are completed (FIG. 1B).

Prior to the description of the second and subsequent steps, the definition in the example of the working tunnel 2 having a rectangular cross-sectional shape will be described below with reference to FIGS.
(A) The working mine shaft 2 is provided in the ground, and the inner wall surface 8 is surrounded by the natural ground 13, the filler 17 or the wall surface protective material 18, and the underground structure is formed by excavation and filling in the ground. 1st definition which is a tubular area | region which has the space of height, width, and length which enables the operation | work for constructing the body 1, and has the communicating path 19 (refer FIG.1 (b)) with the ground.
(B) The center of gravity line 5 divides the work mine shaft 2 in the longitudinal direction, and the centroid point 4 of the closed curved surface 16 surrounded by the contour line 3 of the work mine cross-section corresponding to each longitudinal direction division position. A second definition that is a line that is smoothly connected in sequence along the longitudinal direction of the mine shaft 2.
(C) Lines 9, 10, which include only the center line 5 of the work mine shaft 2 as a shared line and intersect two virtual surfaces 6, 7 and the inner wall surface 8 of the work mine shaft, 11 and 12 are used as boundary lines, and the inner wall surface 8 of the working mine shaft is divided into four surface areas divided vertically along the longitudinal direction, and the clock is centered on the center of gravity line 5 with respect to the four surfaces. When the surfaces are named surface A, surface B, surface C, and surface D in order, these four surfaces are divided into two sets consisting of a set of surface A and surface C and a set of surface B and surface D. , The two faces that make up each pair are not adjacent to each other, but facing each other,
A set of the surface A and the surface C is a first facing surface, the surface A corresponds to a surface on the vacant region forming side (surface on the direction of movement of the center of gravity line 5 of the working tunnel), and the surface C is a filling region Corresponding to the surface on the formation side (the surface on the side opposite to the direction of movement of the center of gravity line 5 of the working tunnel),
A third definition in which a pair of the surface B and the surface D is a second facing surface, and the surface B and the surface D are kept substantially constant during the third step.
In FIG. 2, the contour 3 of the cross section of the working mine, that is, the cross-sectional shape of the working mine 2 is rectangular, but it is not limited to this, and a parallelogram and a shape in which a ring is partially cut out by two parallel lines Or, the shape below the upper circle may be used. For the reason that it is easy to repeatedly use the work frame body parts, it is desirable that the cross-sectional shape of the work mine shaft 2 is substantially parallel to the surface B and the surface D constituting the second facing surface. Any cross-sectional shape adapted to the shape of the structure 1 may be used.

  In FIG. 3, the positional relationship of the area | region 1a which plans construction of this underground structure and this work mine shaft 2 is shown. The working mine shaft 2 formed in the first step may not be formed in the region 1a where the construction of the underground structure is planned. Although it is desirable to form the working tunnel 2 in the area 1b in the vicinity of the area where the construction of the underground structure is planned, the existing structure around the area where the construction of the underground structure is planned From the relationship, there may be a situation in which the working mine shaft 2 as the first step must be formed at a position away from the region 1a where the construction of the underground structure is planned. In that case, the working tunnel 2 is formed as a first step at a position away from the area 1a where the construction of the underground structure is planned, and the center line 5 of the outer working tunnel is constructed of the underground structure. The second and third steps are carried out while moving toward the planned area 1a. The packing material 17 used in the second and third steps from the position of the working mine initially formed as the first step until the working mine 2 reaches the region 1a where the construction of the underground structure is planned. The soil generated by the formation of the empty area is used. And it adjusts so that the density of the filler in a filling area | region may become equal to the density of a surrounding natural ground by the compaction in a filling operation | work. By doing so, the ground on the movement trajectory of the work tunnel 2 from the work tunnel 2 initially formed as the first step to the area 1a where the construction of the underground structure is planned is Since it can be in a state similar to a mountain, this method can be said to be a construction method with little environmental impact. In a situation where the shortest communication path 19 to the ground directly above the area 1a where the construction of the underground structure is planned cannot be formed due to the positional relationship with a neighboring existing structure, etc., By detouring the passage 19 in the horizontal direction, it is possible to form the working mine shaft 2 as the first step in the region 1a where the construction of the underground structure is planned.

FIGS. 4 to 15 show the process of constructing the subsurface dam laying body as viewed from the horizontal direction of the side of the dam.
FIG. 4 shows a first step of excavating the working tunnel 2, and the depth of the center of gravity line 5 of the working tunnel 2 is Dg ₀ . 5 and 6 show the second step of forming the empty region 14 in the upper part of the working mine shaft 2. FIG. 7 shows a filling region 15 filled with a filling material 17 for a predetermined distance Yi _{1 in the} lower part with respect to an empty region 14 formed for a predetermined distance (corresponding to a predetermined depth in claim 1) Ye ₁ in the upper part. FIG. 8 shows that the height of the working mine shaft 2 is a height Y ₁ substantially equal to the initial height Y _0, and the depth of the center of gravity line 5 is Dg ₁ . Position of the center of gravity line 5 of the working tunnel 2 is moved to _{Yg 1 (= Dg 0 -Dg 1} ≒ Ye 1 ≒ Yi 1) only the upper (first on one side of the face).
FIG. 9 shows a state (for example, a hardened state) in which at least a part of the filling 17 can be regarded as a component 20 of the subsurface dam body. At this stage, the slab for the height of Ys ₁ is constructed from the bottom with respect to the planned height Ys (see FIG. 1A) of the slab.
10, 11, 12, and 13 show the repetition of the second step. Since the construction contents of FIGS. 5 to 9 and the construction contents of FIGS. 10 to 13 are basically the same, FIGS. 5 to 9 are the first cycle of the third step, and FIGS. 10 to 13 are the second cycle. Can be considered. FIG. 13 shows the structure (height Ys ₁ ) constructed in the first cycle and the structure constructed in the second cycle are connected and joined to form an integral structure (claim 2). shows a state in which a Saga Ys _2.
Figure 14 shows a plurality of times (n times) repetitively state (third step)該提body height Ys _n reaches Hisagetai height Ys of planned for the second step above. The working mine shaft 2 in this state is backfilled to be in a state similar to the natural ground 13, and the construction of the underground dam levee 1 is completed (FIG. 15).

Transition of the process similar to FIGS. 4-15 shown by the arrow view from the horizontal direction of the subsurface dam body is shown by sectional drawing of this body in FIGS.
As shown in FIG. 16, the upper surface of the working mine shaft 2 constructed in the first step is a surface A ₀ , the lower surface is C ₀ , and the side surfaces are a surface B ₀ and a surface D ₀ . Depth of the center of gravity line 5 of this work galleries 2 is a Dg _0. A work frame 21 (not shown) is installed so as to be substantially inscribed in the plane A ₀ , the plane B ₀ , the plane C ₀ , and the plane D ₀ .
As distance X ₀ between the said surface B ₀ and said surface D ₀ is substantially retained even on extended plane of said surface B ₀ and said surface D _0, moreover, in the relationship translation and said surface A ₀ The surface A ₀ side is excavated so that the surface A ₁ whose mutual distance is Ye ₁ becomes the new upper surface (surface A ₁ ) of the working mine shaft 2 (second step). New side surfaces formed on the extended surface of the surface B ₀ and the surface D ₀ by this excavation are referred to as a surface Be ₁ and a surface De ₁ . An empty region 14 (E ₁ ) surrounded by two cross-sections spaced apart in the longitudinal direction of the surface A ₀ , the surface A ₁ , the surface Be ₁ , the surface De _1, and the work tunnel 2 is formed (FIG. 17). ).
The center of gravity of the cross section of the empty region 14 (E ₁ ) is 4e, and the center of gravity line obtained by smoothly connecting the center of gravity 4e along the longitudinal direction of the working tunnel 2 is 5e.
A work frame body 21 is newly installed on the surface Be ₁ and the surface De ₁ of the empty region 14 (E ₁ ), and the surface Be ₁ side and the surface De ₁ An earth retaining panel (not shown) that is in contact with the natural ground 13 on the side is urged in a direction away from each other and substantially within the surface A ₀ , the surface C ₀ , the surface B ₀ , and the surface D ₀ . The work frame body 21 is installed so as to be in contact with the work frame body 21 and is rigidly connected to integrate the work frame body 21. At this time, the inner wall surface 8 of the working mine shaft 2 is composed of the surface A ₁ , the surface Be ₁ , the surface B ₀ , the surface C ₀ , the surface D ₀ , and the surface De ₁ (FIG. 17). The work frame 21 not to be in contact with the inner wall surface is substantially inscribed.
The contents of the filling operation in the second step will be described below. The working at the bottom of tunnel 2 by a distance of said surface C ₀ and Yi ₁ is assumed surface C ₁ which is in relation of parallel movement to each other. Said surface _{C 1} is located above the said surface _{C 0,} and both ends thereof in contact with said surface _{B 0} and said surface _{D 0.} A portion that is a part of the surface B ₀ and the surface D ₀ and is between the surface C ₀ and the surface C ₁ is referred to as a surface Bi ₁ and a surface Di ₁ . An area surrounded by two cross-sections at both ends in the longitudinal direction of the surface C ₀ , the surface C ₁ , the surface Bi ₁ , the surface Di ₁ and the work tunnel 2 is to be filled in the second step. 15 (I ₁ ). Of the working frame 21 in the working in tunnels, remove only the portion present in the filling region 15 (I ₁₎ in the.
The following describes the case where the filling 17 contains at least soil and lime and is solidified by a carbonation reaction and is similar to plate construction and chiseling. The filling material 17 is rolled out in the filling region 15 (I ₁ ) and above it until a predetermined height is reached. The filling material 17 is compacted by striking the surface of the filling material that has been rolled out using a striking tool or a tamper having a convex striking surface. By this method, a pressing component force in the direction toward the surface Bi ₁ and the surface Di ₁ in the second facing direction is generated in the packing 17 from the striking force in the direction from the upper side to the lower side. The compressive residual stress acting in the direction of separating the two facing surfaces B and D from each other is applied to the filler 17 and the ground 13 that contacts the surfaces B and D of the second facing surface. If the striking surface of the striking tool or tamper has a convex shape that is an axial object such as a spherical surface or a triangular pyramid, the longitudinal component of the working tunnel 2 can be imparted to the compressive residual stress imparted by compaction. When bending deformation is applied to the levee due to crustal deformation or stored water pressure after the construction, the compressive stress is generated on the surface of the budding on the curvature center side of the bending deformation. A tensile stress having a magnitude substantially equal to the compressive stress is generated on the surface of the body. Many of the structuring members described later have remarkably lower tensile fracture strength than compression fracture strength. Therefore, it is important to keep the tensile stress acting on the laying body low in order to maintain the durability of the laying body. As described above, compressive residual stress in the longitudinal direction can be applied to the subsurface dam body by compaction during the filling operation of the filling material 17 including the component 20 of the subsurface dam body. The combined stress obtained by adding the tensile stress generated by the bending deformation and the compressive residual stress is the stress acting on the basin. In this method, the fracture strength of the applied compressive residual stress distribution body is higher than that of the support body to which the compressive residual stress is not applied, and the durability of the body can be improved. Wherein the predetermined height of the unwinding, the packing surface after compaction means the height unwinding such that said surface C _1. A region surrounded by two cross sections at both ends in the longitudinal direction of the surface C ₀ , the surface C ₁ , the surface Bi ₁ , the surface Di _1, and the working tunnel 2 is defined as a filling region 15 (I ₁ ) (FIG. 18). The cross-sectional center of gravity of the spatial region 14 (E ₁₎ 4e, a gravity line formed by chosen sequentially smoothly along the center-of-gravity point 4e in the longitudinal direction of the working tunnel 2 and 5e. At this time, the inner wall surface 8 of the working mine shaft 2 has the surface A ₁ , the surface B ₁ (the surface B ₀ -the surface Bi ₁ + the surface Be ₁ ), the surface C ₁ , the surface D ₁ (the surface D ₀ -The surface Di ₁ + the surface De ₁ ), and the work frame 21 (not shown) is substantially inscribed in the inner wall surface (FIG. 19). The width and height of the new cross section of the working mine 2 are substantially equal to the width X ₀ and height Y ₀ of the cross section of the working mine 2 constructed at the end of the first step. Depth Db of said surface _{C 0} is substantially Dg ₀ -Y _0/2. FIG. 20 shows the filling of the filling region 15 (I ₁ ) surrounded by two cross sections at the longitudinal ends of the surface C ₀ , the surface C ₁ , the surface Bi ₁ , the surface Di ₁ and the working mine shaft 2. The situation where at least a part of the object 17 is cured by the carbonation reaction and can be regarded as the constituent member 20 of the underground structure 1 is shown. That is, the lowermost part of the subsurface dam body, that is, the part between the lowermost depth Db and the upper Ys ₁ is constructed (FIG. 20). When the empty area formation and the filling area formation in the second process are combined to form one cycle of work, the work of the first cycle in the third process is completed at this point. Depth Dg ₁ of gravity line of the working tunnel at this point becomes substantially Dg ₀ -Ys _1.
The work contents of the second cycle will be described below. As distance X ₁ between the said surface B ₁ and said surface D ₁ is substantially retained even on extended plane of said surface B ₁ and said surface D _1, moreover, in the relationship translation and said surface A ₁ Then, the surface A ₁ side is excavated so that the surface A ₂ having a mutual distance of approximately Ye ₂ becomes a new upper surface (surface A ₂ ) of the working mine shaft 2. The new aspect is formed on the extension surface of said surface B ₁ and said surface D ₁ by the drilling and surface Be ₂ and faces De _2. An empty region 14 (E ₂ ) surrounded by two planes spaced apart in the longitudinal direction of the plane A ₁ , the plane A ₂ , the plane Be ₂ , the plane De _2, and the working tunnel 2 is formed (FIG. 21). ). In the same manner as described above, the region to be filled is filled with the cross-sections of the surface C ₁ , the surface C ₂ , the surface Bi _{2, the} surface Di _2, and the two end portions in the longitudinal direction of the working tunnel 2. Region 15 (I ₁ ) is obtained. This is defined as a filling region 15 (I ₂ ). The filling material 17 is unrolled until reaching a predetermined height in and above the filling region 15 (I ₂ ) so as not to disturb the state of the filling material 17 in the filling region 15 (I ₁ ) that has already been filled. Unwound surface of the packing 17 is compacting the packing 17 so as to be flat-panel C _2. The filling 17 in the filling region 15 (I ₁ ) is compacted by striking the filling surface that is spun out using a striking tool or tamper having a convex striking surface. As a result, the filling surface of the filling region 15 (I ₁ ) is uneven. Accordingly, the boundary surface between the filling region 15 (I ₁ ) and the filling region 15 (I ₂ ) is substantially equivalent to the uneven shape of the filling surface of the filling region 15 (I ₁ ). Due to the anchor effect due to the irregular shape of the boundary surface and the compaction effect of the filling 17 in the filling region 15 (I ₂ ), the filling in the filling region 15 (I ₁ ) and the filling region 15 (I ₂ ). 17 are connected and joined (FIG. 22). At this time, the inner wall surface 8 of the working mine shaft 2 has the surface A ₂ , the surface B ₂ (the surface B ₁ -the surface Bi ₂ + the surface Be ₂ ), the surface C ₂ , the surface D ₂ (the surface D ₁ -The surface Di ₂ + the surface De ₂ ), and the work frame 21 (not shown) is substantially inscribed in the inner wall surface (FIG. 23). FIG. 24 shows the filling of the filling region 15 (I ₂ ) surrounded by two cross sections at the longitudinal ends of the surface C ₀ , the surface C ₁ , the surface Bi ₁ , the surface Di ₁ and the working mine shaft 2. This shows a situation in which at least a part of the product 17 is cured by a carbonation reaction and is integrated with at least a part of the product 17 in the filling region 15 (I ₁ ) formed in the previous step. In other words, a lowermost portion of the該地under dam levee, a portion between the bottom depth Db of the upper Ys ₂ is that the construction (Figure 24). At this point, the work of the second cycle is completed. Depth Dg ₂ of gravity line 5 of the working tunnel 2 at this point is substantially Dg ₀ -2Ys _1.
Thereafter, the operation of this cycle is repeated a plurality of times until the upper surface of the filling 17 reaches a predetermined planned ridge top depth Dt (FIG. 25). This is the third step.
The space between the top of the body and the ground surface is backfilled in the same manner as described in FIG. This completes the construction of the subsurface dam body that is the intended underground structure 1 (FIG. 26).

  27 and 28 show an example in which the cross section of the working mine is not a rectangle but a shape below the upper circle. Since the upper surface support work can be simplified by making the upper surface of the working tunnel into an arch shape, it is convenient for performing the second process operation. Moreover, the same effect is acquired also by making this work tunnel upper surface into the shape of a triangular roof.

A groundwater level observation well is constructed on the upstream and downstream sides of the subsurface dam body at appropriate intervals, and the water level of the groundwater level observation well is continuously measured, and if necessary, water leakage repair work is performed on the body. In the upstream basin of the subsurface dam body, afforestation and farmland reclamation will be carried out, and irrigation channels to the pumping well and nearby farmland will be constructed at appropriate intervals using hand pumps. This completes the construction of the subsurface dam with the main purpose of agricultural irrigation. Construction of such subsurface dams will provide the benefits of green space and farmland expansion, and if the local residents can understand the cost and labor required for construction of the subsurface dam, construction of multiple subsurface dams in the river area To do. This can reduce the outflow of groundwater into the working tunnel during construction of the subsurface dam by constructing from the upstream side to the downstream side. In addition, the construction of this subsurface dam can be carried out efficiently by making preparations for shortening the construction period and selecting and implementing a period such as the dry season when the groundwater level at the construction site is decreasing. As described in claim 8, by constructing a plurality of underground dams separated in the adjacent area of the river area of the wadi (dead river), continuous farmland from the upstream area of the river area toward the downstream side You can pioneer.
In addition, this multistage subsurface dam can raise the groundwater level of the reservoir throughout the year without causing salt damage, so that the reservoir can be planted efficiently as farmland. From these facts, the development of intensive agriculture can be expected by constructing a multistage underground dam.

Below, the component 20 of the subsurface dam body which is at least a part of the filler 17 will be described.
At least a part of the filling 17 is a material to be the component member 20 of the subsurface dam body, and a required water shielding function is required. A general water-impervious wall is often required to have a water permeability of 1 × 10 ⁻⁷ cm / s or less.
The following relationship between the effective diameter De [cm] of soil particles and the hydraulic conductivity k [cm / s] (Hazen equation)
(Non-Patent Document 56).
[Equation 1] k = 116 De ² (0.7 + 0.03 t)
Here, t [° C.] is the water temperature.
An example of study for classifying the gap 43 discharged in the first, second, and third steps and utilizing at least a part thereof as the constituent member 20 of the underground dam body is described below. As mentioned above, hydraulic conductivity is 1
According to the Hazen equation, classification is performed to obtain a particle of 0 × 10 ⁻⁷ cm / s.
. It will suffice if soil of 3 μm or less is used as the structuring member. However, it is not reasonable to set the structural member 20 of the subterranean dam body only by the hydraulic conductivity. The thickness of the dam and the hydraulic conductivity should be set based on the allowable leakage of the underground dam.
For example, if it is a subsurface dam with a height of about 30 m, the groundwater level on the downstream side is about 30 m, and the average difference in water level between the upstream and downstream is about 15 m when full water is assumed. The size of the structuring component is 3
When μm soil, and permeability is a 1x10 -5 c m ^/ s level, the thickness of the levee as 1 m, when the該地under the dam is assumed to remain constantly filled with water, upstream through該提body The annual amount of water leakage from the side to the downstream side is about 0.8% of the full water storage volume of the subsurface dam. If this amount of water leakage can be tolerated, the rate at which shear and soil can be used as the structuring member will be significantly improved.
As a component of the subsurface dam structure, the component material technology of the core part of the earth dam, which is a kind of ground dam, is helpful. In the earth dam, it is necessary to secure the weight of the dam in order to maintain the buoy function against the stored water pressure upstream of the buoy, and a design for increasing the thickness of the buoy is required.
On the other hand, in the subsurface dam, the reservoir water pressure in the upstream part of the basin is supported by the natural ground 13 in the downstream part of the basin, so the strength requirement for the basin is significantly lower. Therefore, the basin thickness can be reduced in the underground dam compared to the ground-based earth dam.
In the above, an example in which soil with a reduced particle size by classifying discharged soil, etc. is used as an eruption has been shown, but an example in which an erected body cured by a carbonation reaction is described below. An appropriate amount of water, lime, and the like are mixed into the soil, and this is filled as a filling material 17 into the filling region 15 in the third step. In the same manner as the filling method when the classified soil is compacted to form an underground dam body, a mixture of soil and lime is poured into the filling region 15 and compacted. If the soil used for this is a salty soil, it is convenient for hardening, so it is used as it is without desalting. The filler 17 is hardened by the carbonation reaction of lime according to the above chemical formula 1, so that the underground dam body can be made stronger. Compared to the above-mentioned method using soil whose particle size is adjusted by classifying the soil, this method can increase the utilization rate of soil, and thus has the effect of reducing the burden of soil disposal. Brought about.
If the filler 17 is made of low-moisture concrete and is compacted and hardened, it is possible to obtain a subsurface dam body that is stronger and hardly leaks water. Even in this method, if a portion of the soil can be mixed with the concrete, the burden on the soil disposal can be reduced. Since the construction method according to the present invention is not an open-cut method, it is possible to construct a high dam with a minimum required amount of soil that is almost the same as the volume of the dam. And since it can be set as a reinforced body with a high strength and a low water permeability, it is possible to reduce the thickness of the laid body and improve the fracture resistance against bending deformation of the laid body. Therefore, in the construction of an underground dam by the construction method of the present invention, if the required water-blocking function and fracture resistance are imparted to the structuring component with a thin dam, the amount of soil discharged is small, the water storage function, and the long-term An underground dam that can satisfy the durability can be constructed at low cost.
If ultra-long-term durability and environmental impact as a life cycle are allowed, a water shielding polymer sheet and a stainless steel thin plate can be used in combination as a part of the support.

According to the method described in claims 1 and 2, a work tunnel having a small cross section is formed at the lowermost part of the subsurface dam frame, and the construction is performed while moving it by a small distance upward. Since it is a construction method in which the shape and size are almost unchanged from start to finish, compressive residual stress can be applied to the laid body without greatly disturbing the earth pressure distribution of the surrounding ground as described above. Many of the above-mentioned body materials have low tensile fracture stress, so that the compressive residual stress applied to the body provides an effect of improving the strength of the body. As a measure for improving the strength of the levitation body, in addition to applying the compressive residual stress according to the third aspect, the basin body has a multilayer structure by the method according to the fourth aspect, and the thickness direction central portion of the levitation body is low. The structure according to claim 8, wherein the functional layer 76 and the strength layer 78 are made of a material having a water permeability coefficient, and the relaxation layer 27 is disposed between the upstream and downstream grounds 13. A multistage subsurface dam structure in which a plurality of subsurface dam bodies to be translated are arranged side by side from the upstream side to the downstream side, and the method according to claim 7 does not make the structure a single structure. In the form of an interrupted plate structure in which a plurality of lanterns interrupted in the longitudinal direction are connected to each other, and the ends of adjacent interrupted plates are inserted into each other as comb teeth and are arranged in the longitudinal direction so as to be spaced apart from each other. Through a low transmission coefficient means 73 and a deformation follow-up means 77 Be a structure in which, like the may be a subsurface dam resistant as a whole with respect to the periphery of the tectonic.
Depending on the natural environmental conditions of the subsurface dam construction site, the purpose of construction, etc., as described above, a method of applying compressive residual stress to the subsurface dam body, a method of using a multi-layer structure including the relaxation layer 27, a multistage subsurface It is possible to select either one of a method of making a dam, a method of making an intermittent plate structure, or a combination thereof.

Even if the reservoir area upstream of the subsurface dam constructed in wadi and fossil valleys is salty soil, the salinity of the running water is decreasing and the groundwater level is rising or flooded in the latter part of the rainy season. Pumping groundwater from a depth of 3 to 7 m with multiple shallow wells at appropriate intervals in the area and draining it downstream of the subsurface dam (vertical drainage) reduces the soil salinity, which is Farmland and vegetation can be created around wadi and fossil valleys that were used. Thereby, the effect of global warming countermeasures is brought about by increasing food crisis countermeasures and carbon dioxide absorption sources.
According to the construction method of the present invention, it is possible to construct a high dam underground dam in remote areas with technologies, equipment, and materials that are not at the same level as traditional qanat excavation technology and plate construction technology.
Each operation from the first step to the third step does not require advanced technology. Therefore, since local workers can be procured by short-term work training for local residents, it is possible to create local jobs and bring about the effect of poverty reduction.

  As described above, the subsurface dam construction method according to the present invention is capable of constructing the subsurface dam with the minimum required amount of soil removal, does not require heavy machinery, and the amount of construction equipment and construction materials carried into the site is also reduced. Construction method that can be constructed in remote areas because it is the minimum necessary and the construction of the carry-in route is also minimal, and consumes much less energy than conventional methods, and can contribute to global warming countermeasures. It is.

  Regarding the invention according to claims 1, 2 and 6, as a second embodiment of the underground structure 1, an example in which a horizontal plate type underdrain for salty soil desalination in the form of underground horizontal plate is constructed by the method of the present invention. This will be described with reference to FIGS.

As shown in FIG. 29, a predetermined equivalent region of the underground structure 1 that is a horizontal plate type underdrain for salty soil desalination, that is, an end region on one side in the horizontal direction of the region 1a where the construction of the underground structure is planned A work tunnel 2 having a rectangular cross section is formed in the vicinity 1d of 1c or an end region 1c on one side in the horizontal direction of the region 1a where the construction of the underground structure is planned (first step).
The work frame body 21 (not shown) according to claim 5 is installed in a form substantially inscribed in the work tunnel 2.
The cross section of the working mine shaft 2 is a form surrounded by a plane A ₀ , a plane B ₀ , a plane C ₀ , and a plane D ₀ , and the center of gravity 4 of the cross section is shown in FIG.
As shown in FIG. 30, one side in the horizontal direction of the region 1a where the construction of the underground structure is planned is made to correspond to the other side (surface C side) of the first facing side of the working tunnel 2, and the working tunnel The center of gravity 4e of the empty region 14 (E ₁ ) formed by excavating a predetermined distance Ye ₁ on one side (surface A side) of the first facing surface 2 is the initial operation in the plane including the working tunnel cross section. The altitude is substantially equal to the altitude of the center of gravity 4 of the tunnel 2 (corresponding to the depth Dg ₀ from the ground surface in FIG. 29) (second step).
As shown in FIG. 31, the center of gravity 4i of the filling region 15 (I ₁ ) formed by filling the other side (surface C side) of the first facing surface of the working tunnel 2 with the filling 17 is the working tunnel. In the plane including the cross section, the altitude is substantially the same as the altitude of the center of gravity 4 of the initial working mine shaft 2 (corresponding to the depth Dg ₀ from the ground surface in FIG. 29). The angle α formed by the surface (for example, the surface C ₁ ) of the filling region 15 (I ₁ ) on the side of the working mine with respect to the horizontal plane 26 is the vibration during filling operation of the filling material 17 and the repose of the filling material 17 in a striking environment. The angle is smaller than the angle (second step). By doing so, the filling operation with compaction can be facilitated, and the filling surface can be stably maintained until the filling operation of the next cycle is performed in the third step.
The time when the first cycle of the third step is completed is shown in FIGS. The position of the center of gravity 4 of the work mine shaft 2 is a position that is Lg ₁ apart in the horizontal direction from the end region 1c on one side in the horizontal direction of the region 1a where the construction of the underground structure is planned. 4 of depth is the original depth Dg ₀ and Dg ₁ substantially equal. A portion of the horizontal distance Ys ₁ is constructed from the end region 1c on one side in the horizontal direction of the underground structure 1.
34 to 37 show the second cycle of the third step.
FIG. 37 shows the situation at the time when the second cycle of the third step is completed. That is, between the horizontal direction Ys ₂ from the edge part 1c of the horizontal plate type culvert for salt soil desalination which is the underground structure 1 at the edge part of the horizontal direction one side of the area 1a where the construction of the underground structure is planned. This part is constructed (FIG. 37). Depth Dg ₂ of gravity line 5 of the working tunnel 2 at this point is substantially Dg _0.
Thereafter, the operation of this cycle is repeated a plurality of times until the horizontal length of the filling 17 reaches a predetermined planned length Ys (≈Ys _n ) (FIG. 38). This is the third step. Thereafter, the extra filling 17 near the surface C _n is deleted (FIG. 39).
A horizontal plate type culvert for salinity soil desalination having a thickness Xs which is the underground structure 1 by refilling the working tunnel 2 outside the predetermined equivalent region 1a of the horizontal plate type culvert for salty soil desalination having a predetermined length Ys. FIG. 40 shows a state in which the construction is completed. In this second embodiment, the filler 17 is classified into sand and gravel having a particle size of 0.25 mm or more of medium sand by classifying the soil when forming the empty area 14 and the soil of the alum to be provided side by side. From the Hazen equation, it is possible to make a culvert with a water permeability of about ¹ × 10 ⁻¹ cm / s.
As another use of the horizontal plate-shaped underground structure 1, a deep plate-like shape in which the peripheral portion of the horizontal plate is bent upward, and a low-permeability coefficient filling 17 similar to the example of the underground dam, Nakatameike can be used.

  Regarding the inventions of claims 1 and 2, as a third embodiment of the underground structure 1, an example in which an inclined portion of the underground structure 1 is constructed according to the present invention will be described with reference to FIGS.

A predetermined equivalent area of the underground structure, that is, the lowermost part of the inclined part of the area 1a where the construction of the underground structure is planned, or the lowermost part of the inclined part of the area 1a where the construction of the underground structure is planned The first step of forming the working tunnel 2 in the vicinity (FIG. 41).
The lowermost one side of the inclined portion of the area 1a where the construction of the underground structure is planned is made to correspond to the other side (surface C side) of the first face of the working tunnel inner wall 8, and the inner wall of the working tunnel The center of gravity 4e of the empty region 14 formed on one side (surface A side) of the first facing surface 8 is positioned above the center of gravity 4 of the working tunnel 2 in a plane including the working tunnel cross section. The second step (FIG. 42) of excavating the surface B ₀ and the surface D ₀ on one side (surface A ₀ side) of the first facing surface to form the empty region 14.
The center of gravity 4 of the working mine shaft 2 is located in the plane where the center of gravity 4i of the filling region 15 formed on the other side (surface C ₀ side) of the first facing surface of the inner surface 8 of the working mine shaft includes the section of the working mine shaft. The angle α formed by the surface (surface C ₁ ) of the filling region 15 and the horizontal surface 26 of the filling region 15 is below the vibration during the filling operation of the filling material 17 and the filling environment in a striking environment. The other side (surface C ₀ side) of the first facing surface is filled with the filler 17 so as to be an angle smaller than the repose angle of the object 17 (FIG. 43).
The depth of the center of gravity 4 of the work mine shaft 2 is changed to Dg ₁ (FIG. 44). Distance X ₁ between the second facing is substantially equal to the initial X _0. The lowermost end region 1c of the inclined portion of the region 1a where the construction of the underground structure is planned is the starting point of the construction work of the underground structure 1, and the region 1a where the construction of the underground structure is planned The third step, which is a method of constructing the underground structure 1 in stages as shown in FIGS. 45 to 49 toward the uppermost end region 1e of the inclined portion.

  Details of each step are similar to those of the first and second embodiments. By combining the methods shown in the first to third embodiments corresponding to claims 1 and 2, the direction of lateral movement of the center of gravity line 5 of the work tunnel 2 (the stepwise construction direction of the underground structure 1) is horizontal. It can be advanced in an arbitrary direction from the vertical direction to the vertical direction.

  Regarding the invention according to claims 1, 2, and 6, as a fourth embodiment of the underground structure 1, an example in which the underground structure 1 has a horizontal plate shape having a vertical symmetry plane 22 will be described with reference to FIGS. .

When the underground structure 1 has a substantially plane-symmetric structure with respect to the vertical plane, a fourth definition is defined in which the vertical plane is the vertical symmetry plane 22.
A predetermined equivalent area of the underground structure, that is, the lowermost part of the area 1a where the construction of the underground structure is planned, or the position of the center of gravity 5 within the vertical symmetry plane 22 is included. FIG. 50 shows a first step for forming the working mine shaft 2 in such a manner. It is assumed that the cross-sectional shape of the working mine shaft 2 is a rectangle, and is composed of a plane Ar ₀ , a plane B ₀ , a plane Al ₀ , and a plane D ₀ in the clockwise direction. In the cross section of the working galleries 2, a set of face Ar ₀ and the surface Al ₀ as the first facing and a set of surface _{B 0} and the plane _{D 0} and the second face.
Here, the above explanation is corrected as preparation for moving to the next step. The cross section of the working tunnel 2 will be described by dividing it into two cross sections having the vertical symmetry plane 22 as a split plane. As shown in FIG. 51, divided into said surface _{B 0} in plane Br ₀ and the surface Bl _0, divide the said surface _{D 0} in plane Dr ₀ and the surface Dl _0. The cross section of the working mine shaft 2 is a right working mine shaft 2r composed of a plane Ar ₀ , a plane Br ₀ , a vertical symmetry plane 22 and a plane Dr ₀ , a plane Al ₀ , a plane Dl ₀ , a vertical symmetry plane 22, and a plane B1 ₀ . The explanation will be divided into the left working mine 2l. The center of gravity point 4r and the center of gravity line 5r of the right working tunnel 2r and the center of gravity point 4l and the center of gravity line 5l of the left working tunnel 2l are shown. The distances from the vertical symmetry plane 22 to the centroid points 4r and 4l are shown as Lgr ₀ and Lgl ₀ , respectively.
As a second step, to form an empty region 14r having a predetermined depth Yer ₁ on the surface Ar ₀ side facing the right working tunnel 2r In該鉛straight symmetry plane 22. Similarly, in the left working tunnel 2r, an empty region 14l having a predetermined depth Yel ₁ is formed on the surface Al ₀ side facing the vertical symmetry plane 22 (FIG. 52). Filler 17 is filled into the vertical symmetrical plane 22 side of the right working tunnel 2r and the left working tunnel 2r (FIG. 53). FIG. 55 shows the situation at the time of further filling (FIG. 54) and completion of the first cycle of the third step. The angle α formed by the surface Cr ₁ and the surface Cl ₁ which are the surfaces on the working mine side of the filling region 15 and the horizontal surface 26 is as described in the example of the second embodiment during the filling operation of the filling 17. The angle is smaller than the angle of repose of the filler 17 under vibration and impact environment. At this time, the cross section of the right side mine 2r is composed of a plane Ar ₁ , a plane Br ₁ , a plane Cr ₁ , a plane Dr ₁ , and the cross section of the left working mine 2l is a plane Al ₁ , a plane Dl ₁ , a plane Cl ₁ , a plane Bl ₁ is composed. The underground structure 1 is constructed by Ysr ₁ and Ysl ₁ on the right and left sides from the vertical symmetry plane 22, respectively.
In the subsequent work, the same work as in the second embodiment is caused to proceed simultaneously symmetrically with respect to the vertical symmetry plane 22 at the left and right.
The vertical symmetry plane 22 may not be a plane. For example, a vertical curved surface including the center of gravity of a curved tunnel.

  With respect to the inventions according to claims 1, 2, and 6, as a fifth embodiment of the underground structure 1, examples in which the underground structure 1 has a tubular shape or a shell shape having a vertical symmetry plane 22 are shown in FIGS. I will explain it.

The work tunnel 2 is formed so as to include the position of the lowermost portion 1f of the area where the construction of the underground structure is planned or the vicinity of the lowermost portion and the center of gravity line 5 is in the vertical symmetry plane 22. The first step (FIG. 56).
FIG. 57 shows the time point when the first cycle of the third step is completed.
Thereafter, the third step is repeated while maintaining a plane-symmetric form with respect to the vertical symmetry plane 22, and the situation where the tube-shaped or shell-shaped underground structure 1 is constructed in stages is illustrated. 58.
Since the compressive residual stress applied to the surrounding natural ground 13 by the method described above with respect to claim 3 is balanced by advancing the construction work in plane symmetry, the strain of the pipe body 51 or the shell body 35 is reduced. I can do it.
FIG. 59 shows a state where the construction of the underground structure 1 that is the pipe body 51 or the shell body 35 is completed.

  The example of the plate-shaped underground structure described in claim 6 is shown in FIG. 1 (a), FIG. 26, and FIG. FIG. 59 shows an example of a tubular body shape and a shell shape underground structure described in claim 6.

  The underground structure 1 according to claim 7 has a comb-like end portion 24 at its longitudinal end, and the comb-shaped ends 24 of the underground structure 1 adjacent to each other in the longitudinal direction are connected to each other. It is in the form of entering and spaced apart and arranged in the longitudinal direction, and the low permeability coefficient means 73 and the deformation follower means 77 are interposed in the separated portion to form an intermittent plate structure that forms a series of a plurality of underground structures 1 as a whole. A sixth embodiment relating to an underground dam will be described.

If a long underground dam is made into an integral structure, it may be partially damaged due to deformation due to crustal deformation, density difference between surrounding ground mountain 13 and dam, difference in thermal expansion coefficient, difference in elastic coefficient, etc. .
In the present embodiment, the ends of each levee 1 are comb-shaped, and the ends of adjacent limbs are comb-teeth of the limbs adjacent in the longitudinal direction as shown in a horizontal sectional view in FIG. The limbs are arranged in the longitudinal direction so that the end portions 24 enter each other and are spaced apart from each other. The comb-like end portions 24 enter each other and the adjacent basins are separated from each other, and the water stored on the upstream side of the basin leaks downstream through the separated portion of the basin. However, due to the comb-like end portions 24 that enter each other, the water leakage flow path in the separated portion is formed in a zigzag shape, and the flow path length is increased. The zigzag water leakage passage 25 is filled with deformation following means 77 having high followability to deformation. A low permeability coefficient means 73 having a low permeability coefficient is partially provided in the zigzag leakage water passage 25 so as to cross it.
As in the present embodiment, it is a continuous structure of a plurality of spaced-apart ridges instead of a single-piece structure, and the space due to the above factors is filled with the deformation follow-up means 77 having a high follow-up performance against deformation. It is possible to reduce the possibility of damage. By providing the above-mentioned long zigzag-shaped water leakage passage 25 in the separated portion of the adjacent lanterns and partially providing the low permeability coefficient means 73 with a low permeability coefficient, a subsurface dam with an amount of leakage within the allowable limit is provided. I can do it.

  Although an example of an underground dam having an interrupted wall structure has been described here, the present invention can provide the same effect even in an interrupted pipe structure and an interrupted shell structure.

  A seventh embodiment and an eighth embodiment relating to a method of geological disposal of radioactive waste combining the methods of claims 12 and 13 will be described below with reference to FIGS.

High-level radioactive waste, TRU radioactive waste, medium-level radioactive waste, low level according to IAEA classification of radioactive waste (designated 1982), formed for storage in the ground Here, a container containing any one of the four categories of radioactive waste or a combination thereof, or a single block composed of any of the four categories or a combination thereof is referred to as a radioactive underground storage body 42.
One closed space area in the ground that can include a group of a plurality of the radioactive underground storage bodies 42 arranged in the ground at a predetermined position and a predetermined distance in depth is defined as a radioactive underground storage body storage area. 30.
The shielding shell body including the radioactive underground storage body storage area 30 and corresponding to the class B in the seismic importance classification in the seismic design examination guideline for the nuclear power generation facility established by the Japan Atomic Energy Commission in 1978 In order to prevent the migration of radionuclides that have the strength to withstand seismic forces and are expected to leak from the radioactive underground storage body 42, and to prevent the ingress of groundwater, corrosive gases, and microorganisms that cause damage to the artificial barrier In order to achieve this, a shielding shell including one or a plurality of functional layers 76 in which the characteristics of the air permeability coefficient, the water permeability coefficient, the permeability coefficient, the radiation shielding coefficient, and the microorganism moving speed are adjusted is used as a radioactive underground storage body shielding area shielding shell. The body 32 is assumed.
A seventh embodiment in which the radioactive underground storage body 42 is embedded from the lower position of the radioactive underground storage body storage area 30 upward using the method according to claim 1 will be described below. The construction method comprises the following steps from the eleventh step to the nineteenth step, and the construction steps are shown in the order of FIGS. 56, 57, 58, 61, 65-81, 62, 63.
A group of a plurality of radioactive underground storage bodies 42 prepared for the purpose of burying or intermediately storing radioactive substances in the ground, the radioactive underground storage body storage area in the ground of the area to be embedded An eleventh step (FIG. 56) of forming a working tunnel 2 for constructing the radioactive underground storage body storage area shielding shell 32 in the vicinity of the lowermost portion of the body 30.
The working tunnel 2 formed in the eleventh step in the vicinity of the lowermost part of the radioactive underground storage body storage area 30 is set as the starting point of the construction work of the radioactive underground storage body storage area shielding shell 32, and is shown in FIGS. The radioactive underground storage body storage area shielding shell 32 construction work of the medicinal capsule-like shape is advanced in the same manner as described above, and the radioactive underground storage body storage area shielding shell initial stage construction part 29 is a part of the lower part of the radioactive underground storage body storage area shielding shell 32 up to an altitude where all the upper edge portions 31 are higher than the uppermost portion 33 of the radioactive underground storage body storage area 30, A twelfth step of constructing the portion 29 by the construction method according to claim 6 (FIG. 61 (a) transverse section, FIG. 61 (b) longitudinal section).
A method of embedding the radioactive underground storage body 42 in the radioactive underground storage body storage area 30, after the construction of the radioactive underground storage body storage area shielding shell initial stage construction part 29 until the stage of the twelfth step. A plurality of substantially horizontal working tunnels 2 for storing the radioactive underground storage bodies are formed at predetermined intervals in the horizontal direction Px at the lowermost part of the radioactive underground storage body storage area 30. 13th process (FIG. 65).
The center of gravity 4e of the empty region 14 formed on one side of the first facing surface (for example, the surface A side) in a plane including the cross section of each of the working tunnels 2 is higher than the center of gravity 4 of the working tunnel 2 The 14th process (FIG. 66) implemented within each said working tunnel 2 so that it may be located in.
The center of gravity 4i of the filling region 15 formed on the other side (surface C side) of the first facing surface is located below the center of gravity 4 of the working tunnel 2 in the plane including the cross section of the working tunnel. The filling region 15 formed as described above is composed of a plurality of the radioactive underground storage bodies 42 arranged at a predetermined interval Py in the longitudinal direction of the working mine 2 and the backfill material 28 around the radioactive underground storage bodies 42. A fifteenth step (FIG. 68) carried out in each of the working tunnels 2 so as to be filled with the object.
In FIG. 68, a high-level radioactive waste buffer material (for example, outer dimensions; φ2.22 m × 3.13 mL material: bentonite 70 wt%, silica sand 30 wt%, radiation shielding thickness; 0.7 m) is disposed around the radioactive underground storage body 42. The situation is shown in which it is covered with 44 and the outside is filled with the backfill material 28. The center of gravity 4i of the filling region 15 formed on the other side (surface C side) of the first facing surface is located below the center of gravity 4 of the working tunnel 2 in the plane including the cross section of the working tunnel. A sixteenth step (FIGS. 72 and 76) is performed in each work tunnel 2 so that the filling region 15 to be formed is filled with the backfill material 28.
The fourteenth step and the fifteenth step are combined into one cycle combination step A (FIGS. 66 to 69), and the fourteenth step and the sixteenth step are combined into one cycle combination step B (FIGS. 70 to 73). In the combination process C (for example, FIGS. 66 to 77) of one cycle in which one combination process A and one or a plurality of continuous combination processes B are combined, the radioactive underground storage body closest in the vertical direction A seventeenth step (for example, FIGS. 66 to 81) including the combination step C adjusted so that the interval between 42 becomes the predetermined interval Pz in the vertical direction.
By performing the seventeenth step for a plurality of cycles, a part of the natural ground of the radioactive underground storage body storage area 30 is composed of the radioactive underground storage body 42, the backfill material 28, and, if necessary, the buffer material 44. An eighteenth step of burying the radioactive underground storage body 42 in the ground at predetermined intervals by replacing with the filling region 15 step by step.
After all of the radioactive underground storage bodies 42 planned to be embedded in the radioactive underground storage body storage area 30 in the eighteenth step are completed (FIG. 62), the radioactive underground storage body storage area shielding shell The 19th process (FIG. 63) which constructs and completes the unexecuted part of the body 32, and seals the radioactive underground storage body storage area 30 with the radioactive underground storage body storage area shielding shell 32.

Before starting the burying operation of the radioactive underground storage body 42, the radioactive underground storage body storage area shield shell 32 below the radioactive underground storage body storage area 32 to a height higher than the uppermost portion 33 of the radioactive underground storage body storage area 30. By performing the twelfth step of constructing the initial stage construction portion 29 that is a part, the radioactive underground storage body 42 is buried from the outside of the radioactive underground storage body storage area shielding shell 32 during the burying operation. Groundwater flowing into the underground storage body storage area 30 can be minimized.
In short, after the end of the twelfth step shown in FIG. 61, the radioactive underground storage body storage area 30 of the ground 36 inside the initial stage construction portion 29 of the radioactive underground storage body storage area shielding shell 32. Heated air is blown into the lowermost position of the material, and the radioactive underground storage body storage area is obtained by vacuum suction from the vicinity of the upper edge 31 of the initial stage construction part 29 of the radioactive underground storage body storage area shielding shell 32 The water content of 30 can be reduced, and an environment in which corrosion of the overpack made of steel and the stainless steel container of the vitrified body can be suppressed can be obtained.
Since the radioactive underground storage body storage area shielding shell 32 is sealed in the nineteenth step, this corrosion-inhibiting environment inside the radioactive underground storage body storage area shielding shell 32 is maintained for an extremely long period of time. The For this reason, cost reduction can be expected by omitting any of the stainless steel container, overpack, and buffer material 44 of the glass solidified body, changing the material, or reducing the thickness.

An eighth embodiment in which the radioactive underground storage body is embedded using the method according to claim 1 from the position of one end in the horizontal direction of the radioactive underground storage body to the other side in the horizontal direction. The form will be described below. The construction method consists of the 21st process to the 29th process described below, and the construction process is shown in order as similar forms to FIGS. 56, 57, 58, 61, 82 to 98, 64, and FIG.
A group consisting of a plurality of radioactive underground storage bodies 42 prepared for the purpose of burying or intermediately storing radioactive substances in the ground, the radioactive underground storage body storage area 30 in the ground of the area to be embedded. The 21st process (FIG. 56) which forms the working tunnel 2 for constructing the radioactive underground storage body storage area | region shielding shell 32 in the lowermost part vicinity.
The working tunnel 2 formed in the 21st step near the lowermost part of the radioactive underground storage body storage area 30 is set as the starting point of the construction work of the radioactive underground storage body storage area shielding shell 32, The construction work of the radioactive underground storage body storage area shielding shell 32 is advanced, and the upper edge portion 31 of the radioactive underground storage body storage area shielding shell initial stage construction part is the uppermost part of the radioactive underground storage body storage area. The 22nd process (FIGS. 57 and 58) which constructs the initial stage construction part 29 by the construction method according to claim 6 which is a part below the radioactive underground storage body storage area shielding shell to an altitude higher than 33. ).
A method of embedding the radioactive underground storage body 42 in the radioactive underground storage body storage area 30, after the construction of the radioactive underground storage body storage area shielding shell initial stage construction part 29 until the stage of the twenty-second step. A plurality of substantially horizontal storages for storing the radioactive underground storage body are provided in parallel with each other by providing a predetermined vertical interval Pz at the end position on one side in the horizontal direction of the radioactive underground storage body storage area 30. 23rd process of forming the working mine shaft 2 (FIG. 82).
The center of gravity 4e of the empty region 14 formed on one side (for example, the surface A side) of the first facing surface in a plane including the cross section of each of the working tunnels 2 is substantially equal to the center of gravity 4 of the working tunnel 2. The 24th process (FIG. 83) implemented within each said working tunnel 2 so that it may become high.
The center of gravity 4i of the filling region 15 formed on the other side (for example, the surface C side) of the first facing surface in a plane including the cross section of the working tunnel has an altitude substantially equal to the center of gravity 4 of the working tunnel 2. The filling area 15 to be formed is composed of a plurality of the radioactive underground storage bodies 42 arranged at a predetermined interval Py in the longitudinal direction of the work mine shaft 2 and the backfill material 28 around the radioactive underground storage bodies 42. 25th process (FIG. 85) implemented within each said working tunnel 2 so that it may be filled with a filling.
In FIG. 85, around the radioactive underground storage body 42, a high-level radioactive waste buffer (for example, external dimensions: φ2.22 m × 3.13 mL material: bentonite 70 wt% silica sand 30 wt%, radiation shielding thickness; 0.7 m) The situation is shown in which it is covered with 44 and the outside is filled with the backfill material 28.
The center of gravity 4i of the filling region 15 formed on the other side (for example, the surface C side) of the first facing surface in a plane including the cross section of the working tunnel has an altitude substantially equal to the center of gravity 4 of the working tunnel 2. The 26th process (FIGS. 89 and 93) implemented in each said working tunnel 2 so that the filling area | region 15 formed so that it may become filled with the backfill material 28. FIG.
The 24th step and the 25th step are combined into one cycle combination step D (FIGS. 83 to 86), and the 24th step and the 26th step are combined into one cycle combination step E (FIGS. 87 to 90). In the one-cycle combination process F (for example, FIGS. 83 to 94) in which one combination process D and one or a plurality of continuous combination processes E are combined, the radioactive underground storage body closest in the horizontal direction A twenty-seventh step (for example, FIGS. 83 to 98) including the combination step F adjusted so that the interval between 42 becomes the predetermined interval Px in the horizontal direction.
By carrying out a plurality of cycles of the twenty-seventh step, a part of the natural ground of the radioactive underground storage body storage area 30 is composed of the radioactive underground storage body 42, the backfill material 28, and, if necessary, the buffer material 44. A twenty-eighth process in which the radioactive underground storage body 42 is buried in the ground at a predetermined interval step by step by replacing with the filling area 15.
After all of the radioactive underground storage bodies 42 planned to be embedded in the radioactive underground storage body storage area 30 in the twenty-eighth step have been completed (FIG. 64), the radioactive underground storage body storage area shielding shell The 29th process (similar to FIG. 63) which constructs and completes the unexecuted part of the body 32, and seals the radioactive underground storage body storage area 30 with the radioactive underground storage body storage area shielding shell 32.
In the twenty-third to twenty-eighth processes, the center of gravity line 5 of the working mineway 2 is directed in the direction of one side (surface A side) of the first facing surface of the working mineway in each of the plurality of working mineways 2 spaced in the vertical direction. 86, 90, and 94 while burying the radioactive underground storage body 42 while moving the position of the whole while maintaining the state in which the Lg shown in FIGS. By managing the process so that the burial operation is advanced, it is possible to avoid that the work mine shafts 2 adjacent in the vertical direction are close to each other and interfere with the respective support functions.

Details of the specification examples of the seventh and eighth embodiments will be described below.
The radioactive underground storage body storage area shielding shell 32 has a shape similar to that of a medicinal capsule, as shown in FIG. It constructs so that the central axis of this radioactive underground storage body storage area shielding shell 32 may become horizontal. Both end faces are substantially hemispherical to reduce stress concentration. The shielding shell 32 has a layered structure, and a central portion thereof is a stainless steel plate. In the twelfth and nineteenth steps, and the twenty-second and twenty-ninth steps, the stainless steel plates are welded and integrated step by step for each cycle. The stainless steel plate has a minimum necessary thickness. In that case, if local bending or buckling deformation of the shielding shell 32 occurs, the sealing function of the shell is seriously affected. Therefore, in order to prevent the occurrence of these phenomena, the shielding shell 32 The microscopic cross-sectional shape is a waveform shape. In order to prevent the influence of the earth core variation or earthquake around the shielding shell from affecting the radioactive underground storage body 42 accommodated in the shielding shell 32, And the relaxation layer 27 is provided inside.
In the conventional high-level radioactive waste geological disposal proposal, the carbon steel thickness of the overpack container is 0.19 m and the thickness for the radiation shielding function is 0.15 m 2 Corrosion thickness for guaranteeing is set as 0.04 m. The overpack is made of thick steel plate, and its production requires a high level of welding technology. This is an annoying situation of the trade-off between production costs and safety.
In the present invention, since it is possible to provide a sealing function to the shielding shell 32, the radiation shielding function of the natural ground 36 inside the shielding shell can be considered as an evaluation target and the shielding. It becomes possible to improve the corrosive environmental conditions inside the shell 32. In other words, the shielding shell 32 according to the present invention makes it possible to isolate the contained high-level radioactive waste from the outside world, greatly simplifying the design specifications of the overpack and the cushioning material, Cost can be reduced.
For example, the shielding shell 32 has a cylindrical part diameter of 200 m and a length of 400 m. The internal volume of the cylindrical portion is about 12.6 million m ³ . The space utilization factor of the cylindrical part is 50%, and the horizontal, vertical, and longitudinal pitches of the high-level radioactive waste vitrified body arrangement are set to 10, 10, 3.13 m, respectively, in the horizontal mode, When a high-level radioactive waste vitrified body is enclosed in the overpack and embedded in a form covering the periphery with the buffer material, about 20,000 pieces can be accommodated.
As of 2007, about 20,000 high-level radioactive wastes have been generated in Japan in terms of vitrified bodies of the above dimensions. Moreover, it occurs at a rate of about 1400 per year thereafter.
After the spent nuclear fuel is removed from the reactor, it is cooled for about four years and then reprocessed. One part is processed into MOX fuel and reused in the reactor. The high-level radioactive liquid waste generated in the reprocessing step is processed into a vitrified body, cooled for about 50 years, sealed in an overpack, and finally subjected to geological disposal.
It is said that spent nuclear fuel corresponding to a total of 40,000 vitrified bodies will be generated around 2020.
The high-level radioactive waste glass generated in the world for about 14 years of the solidified high-level radioactive waste glass generated in Japan with the radioactive underground storage container shielding shell 32 having the above-mentioned dimensions. It can accommodate about 0.5 years of solidified material.
Since the microscopic cross-sectional shape of the shielding shell 32 is a corrugated shape as described above, and the relaxation layer 27 is provided on the inside and outside of the shielding shell 32, the atmospheric pressure is completely sealed. Even if a change, a change in the atmospheric temperature, a temperature change in the natural ground, a change in the groundwater flow system, a crustal movement, or an earthquake occurs, the sealing function of the shielding shell 32 can be maintained for a very long time. Further, since the inside can be hermetically sealed, it is possible to prevent the activity of microorganisms in the ground 36 inside the shielding shell, or to create a weakly reducing atmosphere in the shielding shell 32. It is possible to eliminate the force majeure factor such as delaying the deterioration of the barrier and to facilitate the procedure for guaranteeing ultra-long-term safety.
In order to increase the ultra-long-term reliability of the protective means for preventing radionuclides originating from the high-level radioactive waste enclosed in the shielding shell 32 from entering the biosphere, the shielding shell The outer shell of the shielding shell 32 is covered with one or a plurality of new shielding shells so as to include the body 32, so that the multiple shell structure described in claim 9 can be obtained. By adopting a multi-shell structure, the multiplicity of the protection means can be improved, so that the safety of geological disposal of the high-level radioactive waste can be remarkably improved.
Since the bulk density of the high-level radioactive waste vitrified body and the overpack enclosing it is higher than the density of the natural ground, the bulk density of the whole shell tends to be higher than the density of the surrounding natural ground . Therefore, the phenomenon that the whole shell body sinks in the surrounding natural ground may occur. This phenomenon can also affect the high-level radioactive waste inside and inside the shell. Therefore, it is desirable to make the overpack and cushioning material as light as possible.
The construction of the shielding shell and the multiple shell and the high-level radioactive waste burying work by the method of claim 1 can be carried out by a combination of existing civil engineering techniques based on the method of the present invention.

The above-described high-level radioactive waste geological disposal method is difficult to realize only by the conventional method, and can be realized only by applying the features of the method of the present invention described below.
(A) As shown in claims 1 to 6, the radioactive underground storage body storage area shielding shell 32 can be constructed by the work tunnel 2 having the minimum necessary cross-sectional area and the radioactive underground storage body. Since 42 burial operations are possible, the amount of soil removal can be minimized and the support work can be simplified.
(B) Since the main body of the excavation work is directed toward the lateral direction of the work mine shaft 2, the work can be carried out simultaneously in a plurality of work sections obtained by dividing the work mine shaft 2 in the longitudinal direction. Since the conventional excavation method is excavation in the longitudinal direction of the working tunnel and the face is a small area only at the tip of the working tunnel, the total area of the face can be arbitrarily expanded in the method of the present invention, The construction period can be shortened. At the same time, since it can be divided into multiple sections, the amount of excavated soil in each section can be reduced, so large-scale heavy machinery is not required for excavation, and simple excavation equipment can be used regardless of the soil type. It becomes possible.
(C) Since the contents of the embedding work of the radioactive underground storage body 42 is a repetitive method of combining a simple work of forming an empty area by excavating natural ground and filling a filling area, the embedding work is performed remotely. Unmanned operation with a control robot is easier.
(D) The initial stage construction portion 29 that is a part below the radioactive underground storage body storage region shielding shell 32 is constructed to a height that is higher than the uppermost portion 33 of the radioactive underground storage body storage region 30. Since the overpack enclosing the high-level radioactive waste is buried in the ground in the interior later, even if the radionuclide leaks out of the overpack due to an accident or the like during the embedding operation, There is little possibility of leakage to the outside of the shell 32.
(E) The embedment of the overpack enclosing the high-level radioactive waste in the shielding shell is raised by the method of claim 1 from the lower part to the upper part of the inner part of the shell so as to raise the center line of gravity of the working tunnel Therefore, the overpack can be embedded three-dimensionally. Therefore, a large amount of the overpack can be buried even in a disposal site with a small site area. One of the factors hindering the ultra-long-term safety of 1000 years is a scenario in which the high-level radioactive waste overpack is randomly destroyed by a drill drill from the surface and the radionuclide reaches the biosphere through the drill hole Measures are difficult. A measure for translating the contour line on the horizontal plane of the high-level radioactive waste embedding area vertically upward, prohibiting private use in the area including the contour line projected onto the ground surface, and prohibiting excavation in the surrounding area In order to maintain the system for 1000 years, it is necessary to display or transmit information beyond generations. According to the present invention, as described above, the high-level radioactive waste can be easily embedded in the ground, so that the area occupied by the ground surface can be reduced, and the degree of freedom in selecting the burial location is increased. At the same time, it is possible to reduce the risk of radionuclide migration to the surface due to such random factors.
(F) Since the high-level radioactive waste can be isolated from the surrounding ground by the shielding shell 32, the intrusion of groundwater and the intervention of microorganisms as safety inhibiting factors can be prevented.
(G) In the construction method of the present invention as described in claim 4, since the shielding shell 32 can be easily formed into a multilayer structure, the shielding shell is whatever the safety inhibiting factor. In order to prevent entry into the shielding shell through 32, the shielding shell layer structure can be arbitrarily set.

Nuclear power plant facilities are broadly divided into reactor facilities and turbine generator facilities.
Reactor components include those having radioactivity equal to or higher than that of high-level radioactive waste, and those having radioactivity equivalent to or lower than that of low-level radioactive waste. Accordingly, assuming that the nuclear power plant needs to be decommissioned after the end of the operation period or due to an accident, a site condition close to the various conditions of disposal of radioactive waste is desirable as the site condition of the nuclear power plant.

  The ninth embodiment relating to the underground site nuclear power plant described in claim 14 will be described below with reference to FIG.

As in the case of high-level radioactive waste geological disposal to which the present invention is applied, a shell body is constructed in the ground. This is referred to as an outer shell 37. For example, the outer shell 37 has a dimension of 2 as the diameter of the cylindrical portion.
The length is 00 m and the length is 400 m. It is assumed that the constituent member 20 of the outer shell 37 has a function of not transmitting radiation, groundwater, air, and microorganisms.
The three shells are separately installed in the outer shell 37. These are the underground nuclear reactor unit housing shell 38, the underground power generator unit housing shell 39, and the underground negative pressure / cold heat storage unit housing shell 40.
The outer shell 37 is preferably constructed at an altitude that is substantially the same level as the sea level 66 in consideration of the convenience of intake and discharge of cooling water. If it is in the mountains close to the coastline, it is convenient in terms of utilization of the waterway length and the radiation shielding function of the natural mountains.
Branch communication passage 6 communicating with the main communication passage 62 in each of the three inner shells 38, 39, 40.
3 is disposed. The main communication passage 62 passes through the outer shell 37 and connects the branch communication passage 63 and the ground opening. The main communication passage 62 and the branch communication passage 63 are for passing the working fluid, cooling fluid, electric power, control circuit, ventilation piping, various inspection devices, and workers of the nuclear power generation system. Provided so that the fluid inside each shell can be isolated and sealed.
The main communication path 62 and the branch communication path 63 are flexible structures.
Part of marine nuclear reactor technology can be applied to the development of individual separable reactor structure technology for the construction of such an underground power plant.
As for the generator section, the power generation mechanism differs between the turbine and the steam turbine, but regarding the technology for installing, operating, and managing the safety of large generator systems in the underground cavities, there is The results can be applied to underground nuclear power plants.

The operation of the negative pressure / cold heat storage tank unit 56 as a safety facility of the underground nuclear power plant will be described below.
In the new location examination plan (Non-patent Document 34), only the underground location type nuclear power plant has a feature that the communication path between the nuclear power plant and the biosphere is specified.
In order to make use of this feature for safety, a negative pressure / cold heat storage tank unit 56 is provided inside the underground negative pressure / cold heat storage unit housing shell 40. Ventilation inside the underground nuclear reactor unit housing shell 38 and underground generator unit housing shell 39 is all sucked by a vacuum pump, passed through a facility having a radionuclide capture function, and discharged to the outside. .
An accident occurs at a location of the underground reactor section 57 or the underground generator section 58, and the radionuclide is directed to the outside of the underground reactor section housing shell 38 or the underground generator section housing shell 39. When a spreading event occurs, the high pressure shut-off means 65 of the branch communication passage communicating with the negative pressure / cold heat storage tank unit 56 is opened and the radionuclide is sucked into the negative pressure / cold heat storage tank unit 56 to the outside. Prevent the spread of.
The negative pressure / cold heat storage tank unit 56 is a permeation type that uses a gap between granular internal components, and if the internal components are kept at a low temperature, they contain radionuclides when an accident such as the above occurs. When air or high-temperature steam is sucked into the negative pressure / cold heat storage tank unit 56, it is cooled and the density increases, and the amount of gas stored in the negative pressure / cold heat storage tank unit 56 increases.
In this way, by providing the negative pressure / cold heat storage tank unit 56 inside the outer shell 37, the amount of radionuclide diffused to the outside world can be reduced at the time of an accident, and the diffusion time to the outside world can be set. Can be delayed. The negative pressure / cold heat storage tank 56 is a safety measure that further complements the Emergency Core Cooling System (ECCS), which is a safety facility that assumes a Loss of Coolant Accident (LOCA) accident. It will be installed as a facility, and it will provide sufficient heat storage capacity and endothermic speed function.

One of the safety benefits of an underground nuclear power plant is the use of Rankine earth pressure.
As the power plant construction position is deeper, the Rankine earth pressure Pr expressed by the following equation acts as a compressive stress on the outer surface of the outer shell 37.
[Formula 2] Pr = γ · Dv
Here, γ [ton / m ³ ] is the average specific weight of the natural ground existing above the outer shell 37 and up to the surface 23.
A compressive residual stress equivalent to the Rankine earth pressure Pr acting in accordance with the depth (for example, Dv shown in FIG. 99) of the construction position by the method according to claim 3 when the outer shell 37 is constructed. Work outside 37. By doing so, the outer shell 37 can be made to have a structure with a lower breakdown voltage specification.
Pimax is the maximum value of the internal pressure assumed to work on the outer shell 37 at the time of an accident in the underground nuclear power plant. When the outer shell 37 is constructed on the ground, it is necessary to have Pimax withstand pressure specifications. However, when it is constructed in the ground where Rankine earth pressure Pr is applied, lower Pimax-Pr withstand pressure specifications. It will be good.
When the underground nuclear power plant is operating normally, no internal pressure acts on the outer shell 37, and on average only the external pressure due to the Rankine earth pressure works. The Rankine earth pressure Pr that actually works in the ground on the outer shell 37 is not uniform due to the soil heterogeneity of the surrounding ground. If the earth pressure acting as the external pressure acting on the outer shell 37 is not uniform, the outer shell 37 may be compressed and buckled by the earth pressure.
Assuming these events, the outer shell 37 has at least a four-layer structure as described below. The innermost layer and the outermost layer are the relaxation layer 27, and have a structure in which two functional shells 49 are sandwiched therebetween. The inner layer of the functional shell 49 is made of, for example, concrete and has a structure in which current shield segments having sufficient thickness and rigidity are connected and integrated to withstand the compression buckling. The outer layer of the functional shell 49 is made of a stainless steel plate so that it can withstand the peak internal pressure at the time of the accident, and the radionuclide can be prevented from diffusing out of the outer shell 37. If necessary, a relaxation layer 27 may be provided between the stainless steel plate and the shield segment so that the stress acting on the stainless steel plate is not localized due to the internal pressure at the time of an accident.

As described above, according to the present invention, it is possible to construct a large-scale underground cavity necessary for construction of a commercial underground site type nuclear power plant exceeding 1000 MW at a low cost, even in an area other than a hard rock formation, and an accident occurs. It is possible to minimize the amount of radionuclide diffusion into the biosphere over time. In addition, many of the structures of underground underground nuclear power plants do not need to be dismantled or carried out during the decommissioning process, and the underground reactor unit containing shell 38, the underground generator unit containing shell 39, the underground The negative pressure / cold heat storage part housing shell 40 and the outer shell 37 are sealed by the high pressure shutoff means 65, 65. The high-voltage shut-off means 65 and 65 are sealed and sealed by welding or the like, and then the power source of the open / close control system is turned off. The communication path from the high-pressure blocking means 65, 65 to the ground opening is backfilled with, for example, a high-level radioactive waste buffer material (material: bentonite 70 wt%, silica sand 30 wt%) 44, etc. The transfer path of the radionuclide from the outer shell 37 containing the radioactive material which is the remainder of the decommissioning furnace to the ground is closed. In order to further enhance safety against radioactive damage caused by the decommissioning residual member, the outer shell body 37 that is hermetically sealed is included during or after the decommissioning process. In this manner, one or a plurality of shielding shells may be newly provided on the outer side to form a multi-shell shielding structure.
Further, by providing the relaxation layer 27 with an inexpensive material on the outside of each of the shells 37, 38, 39, and 40 and making the whole seismic isolation structure, the seismic resistance of the peripheral portion including the core using the expensive material is provided. It is possible to provide a nuclear power plant system that is inexpensive as a whole and excellent in earthquake resistance without making the structure excessive quality. Further, by providing the relaxation layer 27, the sealing function of the shells 37, 38, 39, and 40 can be maintained for an extremely long time.

  Below, 10th Embodiment regarding an osmotic storage type underground reservoir is described.

For example, the infiltration storage type underground pond is constructed in a fossil valley basin (dead river) river basin in a semi-arid zone and integrated with the subsurface dam, or an example of a cooperative structure is described below. In addition to the functions of the simple underground dam, the seepage storage type underground reservoir is intended to add the following functions.
The first point of the purpose is the stable maintenance of the groundwater level in the subsurface dam reservoir. In the underground dam, the underground water flow from upstream to downstream is stopped by the underground dam body. However, it is expected that the impermeable zone existing in the lower part of the sedimentary layer in the river area will be water-stopping against the groundwater flow in the reservoir area. If the water barrier of this layer, which is regarded as impermeable zone, is insufficient, a part of the water storage will pass through the impervious zone and flow further into the deep area, resulting in a decrease in the groundwater level of the reservoir area. obtain.
In order to prevent this phenomenon and maintain the groundwater level stably, a water stop layer is provided at the bottom of the reservoir area. If the water-stopping layer includes the entire bottom of the water storage area, the reliability of the water-stopping is improved, but a problem of cost-effectiveness arises.
If a leak point with a high permeability coefficient is identified in the impervious zone by a field permeability test using a number of wells that reach deeper than the impervious zone in advance, only the periphery of the area will be partially shut off. A method of providing a layer may be used.
The second objective is to prevent salt damage. The groundwater level in the reservoir area by the subsurface dam is structured so that the groundwater level is not shallower than 1.5 m except when the reservoir area is flooded in order to prevent salt damage from affecting the surface plants. In order to make this salt damage countermeasure effect more reliable, a deep dish type seepage storage type underground reservoir will be constructed. As described in the first point of the object, the water-stopping layer includes a part or the whole bottom of the water storage area. The upper surface side of the water blocking layer is made of a material having a high salt adsorption function. The water-stopping zone partially adjusts the water permeability coefficient in the thickness direction, and imparts water permeability to such an extent that the groundwater level of the water storage area does not decrease due to water leakage from the water-stop zone. This region is referred to as a water permeability adjusting layer. In the season when the reservoir is submerged, the difference in water level between the submerged water surface and the depth of the permeability control layer increases, so that the groundwater that has a high salinity concentration and has a high specific gravity stays near the upper side of the permeability control layer. It passes through the adjustment layer and flows further into the deep part. As a result, the groundwater salinity in the upper part of the still water layer gradually decreases. By doing in this way, even if it is an area where the salinity concentration is high and the vegetation is destroyed, the vegetation can be recovered and the farmland can be expanded.

  An eleventh embodiment related to claims 4 and 6 will be described with reference to FIGS.

A method of excavating a working mine shaft 2 for construction of the underground structure 1, which includes the lowermost part 1f of a region 1a where the construction of the underground structure is planned or a region near the lowermost part. A thirty-first step for forming the working tunnel 2 (FIG. 100).
According to the purpose of use of the underground structure 1, at least one layer of the functional tube 48 or the functional shell having the strength, rigidity and durability in the use environment while adjusting the passing speed or propagation ratio of a predetermined target. 49 is a central layer, and the vibration from the natural ground is reduced between the inner surface of the central layer and the inner ground, and between the outer surface of the central layer and the outer ground, and from the outer ground. A relaxation layer 27 is provided to relieve a local external force (for example, a local external force caused by a displacement of a fault such as a crush zone) acting on the functional tube 48 or the functional shell 49. A structure in which the inner side and the outer side of the functional tube body 48 or the functional shell body 49 are sandwiched, and compressive residual stress is applied to the grounds inside and outside the tube body or the shell body by the method according to claim 3. The working mine formed in the 31st step The pipe or shell having a predetermined shape and position is constructed by the method according to claim 6 with the communication path 19 between the inside of the pipe or shell and the ground as secured at 2 as the start of construction. The 32nd process to perform (FIG. 101).
After the construction of the pipe body or the shell body in the thirty-second step, the natural ground 36 inside the pipe body or the shell body is excavated, and the functional pipe body 48 or the functional shell body 49 is provided inside the functional body body 48 or the functional shell body 49. The 33rd process (FIG. 102) which discharges | emits the gap containing the crushed material of the relaxation layer 27, and forms the empty space 50 inside this functional pipe 48 or this functional shell 49.
After forming the empty space 50 inside the functional tube body 48 or the functional shell body 49 in the thirty-third step, the underground facilities 34 necessary for the purpose of use of the underground structure 1 are added to the empty space. The 34th process constructed in 50 (FIG. 103).
According to the present invention, the construction work of the functional tube 48 or the functional shell 49 can be performed without using a large excavating heavy machine in the work tunnel 2 having a small cross section as shown in FIGS. Since it can be carried out, there are few adverse effects such as vibration and changes in the groundwater system on the surrounding natural ground. Therefore, according to the present invention, even if a building exists above the underground facility 34 intended for construction, the underground facility 34 can be constructed without adversely affecting the building.
The relaxation layer 27 is provided on the inside and outside of the functional tube 48 or the functional shell 49, and vibrations inside the tube 48 and the shell 49 propagate to the outside thereof. In the 33rd step, when performing excavation and excavation of the ground 36 in the pipe body 48 or the shell body 49, vibration such as blast excavation, a load header, and a cutter loader is performed. However, it is possible to adopt a method with a high excavation speed. For this reason, the entire construction period can be shortened and the construction cost can be reduced.
Further, even if the underground facility 34 is, for example, a subway, and vibration occurs inside the tubular body 48 during operation after the construction of the entire underground structure is completed, the relaxation layer 27 outside the tubular body 48 is provided. Propagation of the vibration to the surrounding ground is reduced.

  In FIG. 102, if the relaxation layer 27 and the ground 36 inside the functional shell 49 are eliminated, the space 50 inside the functional shell 49 can be used as an underground storage tank. Applications include underground water storage tanks, underground recreational tanks, liquid fuel underground tanks, gas fuel underground tanks, underground high-pressure air tanks for energy storage gas turbine power generation facilities, high-pressure air underground tanks for wind tunnel experiments, carbon dioxide storage underground tanks, These include cold storage underground tanks, thermal storage underground tanks, food storage underground tanks, seed storage underground tanks and underground large time capsules. Examples of fuel underground tanks include crude oil, LPG, LNG, DME, condensate, naphtha, and light oil.

According to the present invention, at the stage where the 32nd step shown in FIG. Thus, it is possible to construct an infiltration storage tank sealed with the shell 49 with a minimum amount of soil discharged. As one of the measures against global warming, a technology to store carbon dioxide underground in an aquifer has been studied. There is a problem that the possibility of leakage cannot be excluded for a long time.
According to the present invention, in order to be able to guarantee the sealing function and long-term durability of the shell 49, the shell specification can be arbitrarily selected, such as a multilayer structure as described in claim 4, and Thus, it is possible to construct a large-capacity underground seepage storage tank with a minimum amount of soil discharged, and the problem of leakage of the aquifer storage system can be solved.

The specification example of a large-capacity carbon dioxide permeation storage underground tank is shown below.
A spherical carbon dioxide permeation storage underground tank having a diameter of 500 m is constructed at a depth of 1000 m by the method according to claim 6. The wet specific weight of the soil is 1600 kgf / m ³ and the porosity is 20%. The ground temperature at a surface temperature of 15 ° C. and a natural mountain temperature at a depth of 1000 m is 45 ° C. as it rises by 30 ° C. from the ground surface. In order not to affect the surrounding natural ground thermally, the storage fluid temperature is set to 45 ° C. which is the same as the temperature of the peripheral natural ground. The Rankine earth pressure at a depth of 1000 m is 160 kgf / cm ² , and the storage pressure is 161 kgf / cm ^{2 in} absolute pressure, assuming that the pressure is balanced inside and outside the tank shell. In this storage state, carbon dioxide is in a supercritical state, and its specific weight is about 750 kgf / m ³ , and about 9.8 million tons of carbon dioxide is osmotically stored in a volume of about 13 million m ³ in the gap between the natural mountains in the tank. it can. If the thickness of the tank shell is 1 m including the mitigation layer, the amount of soil required for the construction of the underground tank will be about 1.3 million tons, excluding the communication passage with the ground surface.
By making the storage fluid temperature the same as the temperature of the surrounding natural ground, it is possible to eliminate the entry and exit of heat between the peripheral natural ground and the tank (isothermal storage), so the following two advantages are obtained. The first point is that the heat insulation function is not required for the tank shell material, thereby reducing the shell material cost. Second, since there is no heat in and out of the surrounding ground, the temperature of the stored fluid does not change for an extremely long time, so heating / cooling for controlling the temperature of the stored fluid and its control means are unnecessary. Become. Therefore, it is possible to reduce the construction cost and management cost related thereto.
By balancing the storage pressure with the Rankine earth pressure at the tank construction depth, the following two advantages arise. The first point is that the required rigidity and required strength of the tank shell are extremely low because the pressure inside and outside the tank shell is balanced. Accordingly, the thickness of the shell can be reduced, and it is not necessary to use a high rigidity / high strength material, so that the material cost can be reduced. The second point is that the pressure inside and outside the tank shell is balanced, so even if the tank shell is partially damaged, carbon dioxide inside the shell does not blow out, It slowly leaks out due to diffusion controlled by the concentration difference of the carbon dioxide component between the fluid filling the gap of the mountain. By the time the leaked carbon dioxide reaches the surface of the earth, a long distance of 1000 m with a porosity of 20% becomes a diffusion path.
As described above, the following advantages can be expected by setting the storage pressure to a value slightly lower than the Rankine earth pressure without making it equal to the Rankine earth pressure. The compressive residual stress is applied to the tank shell by the differential pressure between the Rankine earth pressure and the storage pressure slightly lower than that, and the tensile fracture strength of the tank shell is increased. Even if a pinhole penetrates the tank shell due to corrosion thinning, etc., the fluid outside the tank shell flows into the tank shell through the pinhole, and the inside and outside of the tank shell After the pressure equilibrates, the stored carbon dioxide slowly flows out through the pinhole by diffusion as described above. By making the storage pressure lower than the Rankine earth pressure, the durability of the tank shell can be improved, and the outflow time after the tank shell is damaged can be delayed.
Even if the tank shell breaks and carbon dioxide stored in the tank shell starts to leak, the leak rate is low. Therefore, after the leakage of the stored carbon dioxide is detected by the carbon dioxide sensor disposed outside the tank shell, the shell is newly added by the method according to claim 9 so as to enclose the tank shell thereafter. By constructing and sealing the entire existing tank, the amount of carbon dioxide leaking from the existing tank can be prevented to the minimum.
In addition to the method of osmotic storage of carbon dioxide in the state of leaving the natural ground in the underground tank shell body in the carbon dioxide osmosis storage underground tank, the method described below is also effective as a stable fixation method of carbon dioxide It can be a means.
62. In a similar manner to the example shown in FIG. 62 at the stage before injecting carbon dioxide into a part of the natural ground inside the shell body of the carbon dioxide infiltration storage underground tank, A plurality of high-concentration layers (which may be mixed) are built apart by the method of claim 9. Thereafter, the tank shell is sealed in a manner similar to the example shown in FIG. 63, and carbon dioxide is injected into the tank shell through the communication path from the ground to the tank shell. Reaction rate, volume change, heat balance of carbonation reaction between supercritical carbon dioxide and slaked lime injected into the tank shell, and pozzolanic reaction in which silica and alumina components in soil react with calcium ions of lime It seems that empirical data on whether or not it has occurred has not yet been sought. If the volume of the substance inside the shell shrinks and the internal pressure is expected to decrease over time due to the carbon dioxide absorption fixation reaction involving lime, in anticipation of the pressure drop, More carbon dioxide can be stored by setting the storage pressure of carbon dioxide in the shell to be slightly higher than the Rankine earth pressure. In addition, if a decrease in the storage pressure of the tank is recognized by the above reaction, carbon dioxide can be additionally injected in a form that compensates for the decrease.
If carbon dioxide is changed to calcium carbonate by the carbonation reaction, a stable carbon dioxide immobilization reaction having a track record of over 3 billion years in salmon, shellfish, stromatolite, etc. will be realized in the shell.
The carbon dioxide underground storage method according to the present invention has the following advantages over the aquifer underground storage methods that have been studied conventionally.
(A) Since the stored fluid is surrounded by a highly airtight shell, the possibility of carbon dioxide leakage can be reliably eliminated over an extremely long period of time. The simulation calculation cost and monitoring cost related to the behavior of carbon dioxide after storage can be greatly reduced.
(B) Since the method of the present invention does not require a cap lock, the degree of freedom in selecting a suitable location is greatly increased. A sedimentary zone with high porosity and easy excavation is rather suitable for the present invention. Since it can be built in a sedimentary layer close to a large metropolitan area with a large amount of carbon dioxide emission (many metropolitan areas are located in a sedimentary zone close to a river), carbon dioxide transportation costs can be reduced.

  An example of measures for improving the reliability of the existing tunnel 68 will be described with reference to FIG. 104 regarding the twelfth embodiment related to the eleventh aspect.

When the existing tunnel 68 is constructed through the crushing zone 67, when a severe crustal movement or earthquake occurs, shear deformation occurs along the crushing zone 67, and the portion passing through the crushing zone 67 Therefore, the existing tunnel 68 may be damaged. Assuming such a case, in order to improve the safety of the existing tunnel 68 passing through the crushing zone 67, the portion of the tunnel 68 passing through the crushing zone 67 is surrounded by the outside of the tunnel 68. In addition, an existing outer tube 69 for protecting a tunnel is provided at a position separated from the tunnel 68 by the method according to claim 5, which has strength and rigidity that can endure even if the crushing band 67 is displaced.
The existing tunnel outer tube 69 for tunnel protection has at least a three-layer structure, and has a central functional tube 48 and inner and outer relaxation layers 27. The functional tube 48 has specifications that have strength, rigidity, thickness, and long-term durability that are not damaged even if the crush band 67 is displaced. The relaxation layer 27 has a function of relaxing the displacement of the localized crushing band 67 in a wider region including its peripheral portion and reducing the local maximum stress level to improve the fracture resistance of the functional tube 48. It is assumed that it has specifications. As the functional tube 48, a structure in which concrete shield segments of a shield tunnel that are currently generally used are connected and integrated is suitable for this purpose. As the relaxation layer 27, a layer made of a granular material having a sufficient thickness to disperse a local external force and having a low internal friction angle can be used.
Conventionally, tunnel lining backfill injection method has been used for repairing existing tunnels. In this method, in the case of tunnels, grout is injected into the cavity between the tube shape lining and the ground, and the local change in earth pressure received by the tunnel pipe is reduced by filling the cavity. is there. However, this method is a construction method in which the tunnel pipe and the ground are joined together by grout. Accordingly, when the backfilled portion is an active fault, if the active fault undergoes shear deformation after backfill injection, the amount of shear deformation is directly transmitted to the tunnel tube.
Compared with the conventional tunnel lining backfilling injection method, the method of the present invention is characterized in that the tunnel pipe body and the ground are not integrally joined as described above, but a mismatch is allowed. For this purpose, the retrofit tube for reinforcement is disposed away from the existing tunnel. In addition, due to the action of the relaxation layer provided on the retrofit tube and the functional layer having strength and rigidity, the deformation of the natural ground is transmitted to the existing tunnel lining in a greatly attenuated form. The long-term durability of the existing tunnel can be improved by additionally providing the additional construction outer pipe 69 for protecting the tunnel. Moreover, this additional work can be performed without stopping the operation of the existing tunnel because it can be constructed with minimal changes in the earth pressure distribution in the surrounding ground during the construction period.

  In the construction method according to the present invention, an empty region 14 is formed on one side of the working tunnel 2 in the lateral direction, and a filling region 15 is formed on the other side by the underground structural member 20, while in the lateral direction of the working tunnel 2. It is called the TEIM (Traverse Excavating and Infilling Method) (Tame) method because it is a method of constructing the underground structure 1 step by step as the construction progresses.

The positional relationship between the plan diagram (FIG. 1 (a)) in the construction of the underground structure (example of underground dam body) corresponding to claims 1, 2, and 6 according to the present invention and the work tunnel in the first step at the beginning of the construction work. FIG. 1B is a view in the transverse direction (shown in FIG. 1B). It is explanatory drawing regarding the definition of the working mine shown in Claim 1 of this invention, the gravity line of a working mine, the 1st facing of a working mine, and the 2nd facing. In the construction of an underground structure (an example of an underground dam body) corresponding to Claims 1, 2, and 6 according to the present invention, the area where the construction of the underground structure is planned and the work tunnel of the first step in the initial stage of the construction work It is a perspective view which shows a positional relationship. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claim 2 by this invention. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is a transverse direction arrow directional view which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is an example of the working tunnel of the cross-sectional shape below an upper circle. It is working tunnel sectional drawing which shows the construction process of the underground structure (example of an underground dam body) corresponding to Claims 1, 2, and 6 by this invention. It is an example of the working tunnel of the cross-sectional shape below an upper circle. It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. . It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. It is working mine sectional drawing which shows the construction process of the underground structure (example of the horizontal plate type underdrain for salty soil desalination) corresponding to Claims 1, 2, and 6 by this invention. It is working tunnel sectional drawing which shows the construction process of the inclined part of the underground structure corresponding to Claims 1 and 2 by this invention. It is working tunnel sectional drawing which shows the construction process of the inclined part of the underground structure corresponding to Claims 1 and 2 by this invention. It is working tunnel sectional drawing which shows the construction process of the inclined part of the underground structure corresponding to Claims 1 and 2 by this invention. It is working tunnel sectional drawing which shows the construction process of the inclined part of the underground structure corresponding to Claims 1 and 2 by this invention. It is working tunnel sectional drawing which shows the construction process of the inclined part of the underground structure corresponding to Claims 1 and 2 by this invention. It is working tunnel sectional drawing which shows the construction process of the inclined part of the underground structure corresponding to Claims 1 and 2 by this invention. It is working tunnel sectional drawing which shows the construction process of the inclined part of the underground structure corresponding to Claims 1 and 2 by this invention. It is working tunnel sectional drawing which shows the construction process of the inclined part of the underground structure corresponding to Claims 1 and 2 by this invention. It is working tunnel sectional drawing which shows the construction process of the inclined part of the underground structure corresponding to Claims 1 and 2 by this invention. It is a work mine shaft sectional view which shows the construction process of the example whose underground structure corresponding to Claims 1, 2, and 6 by this invention is a horizontal plate body shape which has a vertical symmetry plane. It is a work mine shaft sectional view which shows the construction process of the example whose underground structure corresponding to Claims 1, 2, and 6 by this invention is a horizontal plate body shape which has a vertical symmetry plane. It is a work mine shaft sectional view which shows the construction process of the example whose underground structure corresponding to Claims 1, 2, and 6 by this invention is a horizontal plate body shape which has a vertical symmetry plane. It is a work mine shaft sectional view which shows the construction process of the example whose underground structure corresponding to Claims 1, 2, and 6 by this invention is a horizontal plate body shape which has a vertical symmetry plane. It is a work mine shaft sectional view which shows the construction process of the example whose underground structure corresponding to Claims 1, 2, and 6 by this invention is a horizontal plate body shape which has a vertical symmetry plane. It is a work mine shaft sectional view which shows the construction process of the example whose underground structure corresponding to Claims 1, 2, and 6 by this invention is a horizontal plate body shape which has a vertical symmetry plane. It is a working mine cross-sectional view which shows the construction process of the example whose underground structure corresponding to Claims 1, 2, and 6 by this invention is a tubular body shape or a shell body shape which has a vertical symmetry plane. It is a working mine cross-sectional view which shows the construction process of the example whose underground structure corresponding to Claims 1, 2, and 6 by this invention is a tubular body shape or a shell body shape which has a vertical symmetry plane. It is a work mine shaft sectional view which shows the construction process of the example whose underground structure corresponding to Claims 1, 2, and 6 by this invention is a horizontal plate body shape which has a vertical symmetry plane. It is a working mine cross-sectional view which shows the construction process of the example whose underground structure corresponding to Claims 1, 2, and 6 by this invention is a tubular body shape or a shell body shape which has a vertical symmetry plane. It is explanatory drawing of the example of the underground dam dam of the intermittent board structure which has a comb-tooth shaped edge part corresponding to Claim 7 by this invention. It is explanatory drawing which shows the method of the radioactive waste geological disposal which combined the method of Claim 12 and 13 by this invention. Fig. 61 (a) is a horizontal cross-sectional view and Fig. 61 (b) is a vertical cross-sectional view of a medicinal capsule-like shaped radioactive underground storage body shielding region shielding shell. It is explanatory drawing which shows the method of the radioactive waste geological disposal which combined the method of Claim 12 and 13 by this invention. Fig. 62 (a) is a horizontal cross-sectional view and Fig. 62 (b) is a vertical cross-sectional view of a medicinal capsule-like shaped radioactive underground storage body shielding region shielding shell. It is explanatory drawing which shows the method of the radioactive waste geological disposal which combined the method of Claim 12 and 13 by this invention. Fig. 63 (a) is a horizontal cross-sectional view and Fig. 63 (b) is a vertical cross-sectional view of a medicinal capsule-like shaped radioactive underground storage body storage region shielding shell. It is explanatory drawing which shows the method of the radioactive waste geological disposal which combined the method of Claim 12 and 13 by this invention. FIG. 2 is a horizontal cross-sectional view of a medicinal capsule-like radioactive underground storage body storage area shielding shell. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. Detailed steps of the operation of embedding the radioactive underground storage body in the radioactive underground storage body storage area after the initial stage construction partial construction of the radioactive underground storage body shielding shell corresponding to claim 13 according to the present invention It is explanatory drawing which shows these by the cross section of a working mine shaft. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. Detailed steps of the operation of burying the radioactive underground storage body in the radioactive underground storage body storage area inside the radioactive underground storage body storage area corresponding to the thirteenth aspect of the invention It is explanatory drawing which shows these by the cross section of a working mine shaft. It is explanatory drawing which shows the detailed process of the operation | work which embeds a radioactive underground storage body in the radioactive underground storage body storage area | region by the method of Claim 13 by this invention in the cross section of a working tunnel. It is explanatory drawing which shows the structure of the underground location type | mold nuclear power plant corresponding to Claim 14 by this invention. It is explanatory drawing which shows the construction process of the underground structure corresponding to Claim 4 and 6 by this invention. It is explanatory drawing which shows the construction process of the underground structure corresponding to Claim 4 and 6 by this invention. It is explanatory drawing which shows the construction process of the underground structure corresponding to Claim 4 and 6 by this invention. It is explanatory drawing which shows the construction process of the underground structure corresponding to Claim 4 and 6 by this invention. It is explanatory drawing which shows the retrofit construction which reinforces the crushing zone penetration part of the existing tunnel corresponding to Claim 11 by this invention. This is an example of a conventional underground dam structure. It is explanatory drawing of the conventional MMST construction method. It is explanatory drawing of the water-sealed underground storage tank of the conventional liquefied propane gas. It is explanatory drawing of the artificial barrier of the high level radioactive waste geological disposal of examination conventionally.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 Subsurface structure 1a The area | region 1b where the construction of the underground structure is planned The area 1c near the area where the construction of the underground structure is planned 1c The horizontal direction one side of the area where the construction of the underground structure is planned End region 1d Region 1e in the vicinity of the end region on one side in the horizontal direction of the region where the construction of the underground structure is planned End of the region on the other side in the horizontal direction of the region where the construction of the underground structure is planned Region 1f Horizontal center of the region where the construction of the underground structure forming the pipe or shell is planned, and the lowest region 2 Working tunnel 3 Working tunnel cross section outline 4 Working tunnel cross section outline The centroid point 5 of the closed curved surface 5 The centroid lines 6 and 7 of the working tunnel The two virtual planes 8 that include only the centroid line of the working tunnel as a common point and intersect with each other. , 12 Virtual surfaces 6 and 7 and the inner wall surface 8 of the working tunnel Line 13 intersecting ground 13 Empty area 15 Filling area 16 Closed curved surface 17 surrounded by contour line 3 of working tunnel cross section Filling 18 Work tunnel wall surface protection material 19 Communication channel 20 between working tunnel and ground Subsurface structural member 21 Work frame body 22 Vertical symmetry plane 23 Ground surface 24 Comb-shaped end portion 25 Zigzag leakage channel 26 Horizontal surface 27 Relaxation layer 28 Backfill material 29 Radioactive underground storage body storage area Initial stage construction part 30 of shielding shell Middle storage body storage area 31 Radioactive underground storage body storage area Upper edge part 32 of the initial stage construction part of shielding shell body Radioactive underground storage body storage area shielding shell body 33 Uppermost part 34 of radioactive underground storage body storage area 35 Shell body 36 Ground within the tube body or shell body 37 Outer shell body 38 Underground reactor part containing shell 39 Underground generator part containing shell 40 Underground negative pressure / cold heat storage part containing shell 41 Negative Pressure Nk 42 Radioactive underground storage body 43 Slurry 44 Buffer material 45 Underground dam excavation backfill 46 Water-impervious plastic canvas 47 Impervious zone 48 Functional tube 49 Functional shell 50 Air space 51 Tube 52 Underground-type nuclear power generation Construction area 53 of the outer shell Initial stage construction part 54 of the outer shell Upper part 55 of the initial stage construction part of the outer shell The uppermost part 56 of the construction area of the underground site nuclear power plant As safety equipment for the underground site nuclear power plant Negative pressure / cold heat storage tank section 57 Underground site nuclear power plant underground reactor unit 58 Underground site nuclear power plant underground power generator unit 59 Underground site nuclear power plant ground control unit 60 Underground site nuclear power plant Ground entrance / exit 61 of the power plant 61 Cooling water drainage outlet of the underground site nuclear power plant 62 Main passage 63 to the ground part of the underground site nuclear power plant Branch of the underground site nuclear power plant Passage 64 High-pressure shut-off means 65 for the main passage to the ground part of the underground nuclear power plant 65 High-pressure shut-off means 66 for the branch communication passage of the underground nuclear power plant 66 Sea water surface 67 Crush zone 68 Existing tunnel 69 Existing tunnel protection Additional construction outer tube 70 Existing underground object 71 Retrofit tube 72 Retrofit shell 73 Low permeability coefficient means 74 Retrofit plate 75 Retrofit deep dish-like shell 76 Functional layer 77 Deformation follow-up means 78 Strength layer

Claims (14)

A first step of forming a working tunnel in a predetermined equivalent area of the underground structure to be constructed or a predetermined equivalent area of the underground structure;
After forming an empty region having a predetermined width, a predetermined depth, and a volume determined by a predetermined length on the ground on one side of the inner wall surface of the working tunnel obtained in the first step, the ground on the one side Constituent members constituting a part of the underground structure are included in a volume portion equivalent to or substantially equal to the volume of the inner wall surface of the working mine shaft facing or a volume portion that can secure a working space of the working mine shaft. A second step including any one of forming a filling region with a filling material, or forming the empty region after forming the filling region first;
Including a third step in which the second step is repeated a plurality of times in at least a predetermined equivalent region of the underground structure, and the constituent members of the underground structure are sequentially constructed with a filling material in a newly formed filling region. Construction method of underground structure characterized by In the third step, a part of the contact interface between the structural member of the underground structure in the filling region constructed in the immediately preceding step of the plurality of repeated steps and the structural member of the underground structure constructed in the next step Alternatively, by connecting and joining the entire contact interface, the structural member of the underground structure formed in the immediately preceding process and the structural member of the underground structure formed in the next process are sequentially integrated into one structure. The construction method of the underground structure of Claim 1 to do. The method for constructing an underground structure according to claim 1 or 2 , wherein in the third step, compressive residual stress is applied to an adjacent natural ground by a filler. The construction method for an underground structure according to claim 1, wherein the filling material filled in the filling region for forming the constituent member of the underground structure is any one of a functional layer, a strength layer, and a relaxation layer. The construction method for an underground structure according to any one of claims 1 to 3 , wherein the construction method is formed or a layer composed of a combination thereof. In the construction method of the underground structure, a work frame having a function of a combination of the following (a) and at least one of (b) and (c):
(A) Earth retaining support function of the inner wall surface of the working tunnel,
(B) Load support function capable of supporting the total load of the work frame body weight, workers, work equipment, rails, slipping and soiling during unloading, total weight of the packing material being loaded, plus work reaction force,
(C) a pressing function for applying compressive residual stress to the natural mountain wall;
While maintaining the functions of (a) and (b), the work frame body in the filling area is removed, and the work frame body removed from the filling area is assembled into a newly formed empty area. The construction method of the underground structure according to any one of claims 1 to 4 . The construction of the underground structure according to any one of claims 1 to 5, wherein the shape of the underground structure is at least one of a plate shape, a tube shape, a shell shape, or a combination thereof. Method. The underground structure has a comb-like end at the longitudinal end or the bending end, and the comb-like ends of the underground structure adjacent to each other in the longitudinal or bending direction enter each other and are separated from each other. An interrupted plate structure or an interrupted pipe structure or an interrupted shell that is arranged in a longitudinal direction or a curved direction and interposes a plurality of underground structures as a whole by interposing a low-permeability coefficient means and a deformation follow-up means in the separated portion. It is set as a structure, The construction method of the underground structure in any one of Claim 1 thru | or 6 characterized by the above-mentioned. Plural plate structures, multiple pipe structures, or group shell structures as a whole, in which a plurality of substantially similar underground structures having a plate shape, a tube shape, or a shell shape are spaced apart from each other by a substantially parallel relationship The method for constructing an underground structure according to any one of claims 1 to 7, wherein: A plurality of substantially similar underground structures having a tubular shape or a shell shape are arranged apart from each other by an enlargement / reduction relationship and an inclusion relationship, and have a multi-pipe structure or a multi-shell structure as a whole. The construction method of the underground structure in any one of claim | item 1 thru | or 7 . The divided into a plurality of work area for partitioning it in the longitudinal direction in the working tunnels, claims 1, characterized in that simultaneously to allowed to proceed the third step Work construction of underground structures in each work area The construction method of the underground structure in any one of 9 . Retrofit plate which is a constituent member of the underground structure, claims 1, characterized in that surrounding at least a portion of the existing area of the entity in existing該地by retrofit tube or retrofit shell 10 The construction method of the underground structure in any one of . The underground structure is a shielding shell that hermetically shields its surroundings in a state where a radioactive substance is buried in multiple stages in the ground, and the shielding shell is sequentially formed by the method of claim 1. The construction method of the underground structure of Claim 1 to do. The construction method for an underground structure according to claim 1, wherein the underground structure contains radioactive waste and the radioactive material and the backfill material are filled when the radioactive material is embedded in multiple stages. An underground underground nuclear power plant that is an underground structure including the following three types of shells constructed by the method of claim 1:
(1) The outer shell includes both the underground reactor housing shell that houses the underground reactor section and the underground generator housing shell that houses the underground generator section. ,
(2) a main communication path to the ground part that penetrates the outer shell and communicates the ground control part and the inside of the outer shell;
(3) a branch communication path that communicates the main communication path with the inside of the underground nuclear reactor housing shell inside the outer shell;
(4) a branch communication path that communicates the main communication path with the inside of the underground generator housing shell inside the outer shell;
(5) High-pressure blocking means for the branch communication path provided in a portion where the branch communication path penetrates the underground nuclear reactor housing shell,
(6) High-pressure blocking means for the branch communication path provided in a portion where the branch communication path penetrates the underground generator housing shell;
(7) An underground underground nuclear power plant characterized in that the main communication passage is constituted by a high-pressure blocking means of the main communication passage provided in a portion penetrating the outer shell.

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