JP7225998B2 - Mortar filling method - Google Patents

Description

Application of Article 30, Paragraph 2 of the Patent Law 1. Meeting (Study Group) (1) Name 59th Study Group for Monitoring and Evaluation of Specified Nuclear Facilities Nuclear Regulation Authority, Nuclear Regulation Authority (2) Date March 30, 2018 Meeting (Study Group) (1) Name 65th Study Group for Monitoring and Evaluation of Specified Nuclear Facilities Nuclear Regulation Authority, Nuclear Regulation Authority (2) Date November 19, 2018 3. Interview (1st) to (10th) (1) Name Interview for application for change of implementation plan Nuclear Regulation Authority (2) Date (1st) April 24, 2018 Date (1st) 2nd) May 22, 2018 Date (3rd) June 7, 2018 Date (4th) June 26, 2018 Date (5th) August 2018 21st Date (6th) September 20, 2018 Date (7th) October 10, 2018 Date (8th) October 24, 2018 Date (9th) ) November 22, 2018 Date (10th) January 9, 2019 4. Meeting (coordination meeting) (1) Name: 43rd Local Coordination Meeting for Decommissioning and Contaminated Water Countermeasures, Agency for Natural Resources and Energy (2) Date: April 6, 2018 Meeting (coordination meeting) (1) Name: 46th Local Coordination Meeting for Decommissioning and Contaminated Water Countermeasures, Agency for Natural Resources and Energy (2) Date: November 2, 2018 6. Meeting (coordination meeting) (1) Name: The 47th Local Coordination Meeting for Decommissioning and Contaminated Water Countermeasures, Agency for Natural Resources and Energy (2) Date: January 10, 2019 Meeting (secretariat meeting) (1) Name 53rd Decommissioning and Contaminated Water Management Team Meeting/Secretariat Meeting Agency for Natural Resources and Energy (2) Date April 26, 2018 Meeting (secretariat meeting) (1) Name 60th Decommissioning and Contaminated Water Management Team Meeting/Secretariat Meeting Agency for Natural Resources and Energy (2) Date November 29, 2018

The present invention relates to a mortar filling method for grounding a large floating structure on the seabed.

In order to temporarily store the stagnant water in the buildings of Units 5 and 6 of the Fukushima Daiichi Nuclear Power Station that occurred during the Great East Japan Earthquake, a water tank is installed in a harbor adjacent to the Fukushima Daiichi Nuclear Power Station, for example, as described in Patent Document 1. A large floating structure (hereafter referred to as mega-float) was moored. A mega-float is a box-shaped structure with a watertight compartment inside, and is used for multiple purposes as a structure that floats on the sea by injecting ballast water inside. After stagnant water was stored in this mega-float instead of ballast water, stagnant water was transferred to another storage tank. After that, the inside of the mega-float is decontaminated, filtered water is stored inside as ballast water, and it is moored in the harbor.

JP-A-58-047691

However, if the Mega-Float continues to be moored in the harbor, it may become a flotsam and damage surrounding facilities such as harbor facilities when a tsunami occurs.

SUMMARY OF THE INVENTION The present invention has been made in view of the above problems, and provides a mortar filling method capable of ensuring that a large floating structure is grounded on the seabed when port facilities are expanded using the large floating structure. intended to provide

The present invention is a mortar filling method for grounding a floating structure on the seabed for expanding port facilities, comprising a step of throwing rubble into the sea to form an embankment made of rubble on the seabed. a step of towing and positioning the floating structure above a grounding position on the embankment ; a step of injecting seawater as ballast water into the inside of the floating structure to temporarily ground it at the bottoming position; a step of discharging ballast water inside the floating structure; filling the inside of the floating structure from which the ballast water has been discharged with filling mortar to land the floating structure on the upper portion of the landing position; The filling mortar is mixed with copper slag and sand, and has a uniaxial compressive strength after hardening of 10 N/mm 2 or more, which is the same as the rubble stone, and a unit volume weight of 18.5 ^kN . /m ³ , the mortar filling method adjusted so that the slump is 18 cm±2.5 cm .

According to the present invention, after injecting ballast water into the inside of the floating structure and temporarily landing it at the bottom landing position, the ballast water is discharged and the inside of the floating structure is filled with filling mortar, The weight of the mortar ensures that the mega float will land on the ground.

Further, in the present invention, the step of discharging the ballast water sequentially starts from the plurality of watertight compartments according to a predetermined order so as to stabilize the inclination of the floating structure divided by the plurality of watertight compartments filled with ballast water. It may be configured to discharge the ballast water.

According to the present invention, in a mega-float partitioned by a plurality of watertight compartments, ballast water is discharged substantially symmetrically from the plurality of watertight compartments in a predetermined order, thereby preventing the mega-float from tilting in one direction. can be prevented.

Further, according to the present invention, the step of filling the filling mortar includes filling the filling mortar into at least one of the empty watertight compartments, and the step of discharging the ballast water includes filling the at least one of the watertight compartments with the filling mortar. The ballast water may be discharged from the ballast according to the filling amount of the filling mortar.

According to the present invention, the construction period can be shortened by discharging the ballast water and filling the filling mortar, and since the ballast water is discharged according to the filling amount of the mortar, the mega float resurfaces due to buoyancy. can be prevented.

Further, in the present invention, in the step of filling the filling mortar and the step of discharging the ballast water, the total weight is maintained at a predetermined stable weight or more so that the floating structure does not refloat. may be configured to be performed.

When discharging ballast water and filling mortar for filling in parallel, the mega-float is prevented from re-floating by controlling the total weight of the mega-float so that it is above the stable weight.

ADVANTAGE OF THE INVENTION According to this invention, when expanding a harbor facility using a large floating body structure, a large floating body structure can be made to land on the bottom of the sea reliably.

It is a figure which shows the structure of the mega-float based on this invention. It is a figure which shows the mooring position of a mega-float, a temporary position, and a grounding position. FIG. 10 is a diagram showing a process of moving the mega-float from the temporary position to the bottom-on position; It is a figure which shows the structure of the embankment using a mega-float. It is a figure which shows the production|generation method of an artificial ground material. It is a top view which shows the preparation method of an impact-proof embankment. It is a cross-sectional view showing a method of creating an anti-impact embankment. It is a figure which shows the construction method of a grounding mound. It is a figure which shows the order and the amount of discharge of the ballast water of a mega float. FIG. 4 is a diagram showing the order of discharging ballast water from mega-floats and the order of filling mortar in comparison. It is a figure which shows the order which drains the ballast water of a mega float. FIG. 10 is a diagram showing a state in which the inside of the mega-float is filled with mortar; It is a figure which shows the anti-corrosion method of a mega float. 4 is a flow chart showing the process flow of the embankment method using the mega-float 100. FIG.

Hereinafter, a method for forming a bottom-mounted mound according to the present invention will be described with reference to the drawings.

As shown in FIG. 1, the mega-float 100 is a box-shaped large floating structure constructed by connecting a plurality of box-shaped structures. Megafloat 100 comprises, for example, nine boxes 1-9. The boxes 1 to 9 are separated from each other by partition walls. Thereby, a plurality of watertight compartments are formed inside the mega-float 100 . Therefore, each box 1-9 functions as a ballast tank.

As shown in Figure 2, the mega float 100 is moored in the harbor adjacent to the Fukushima Daiichi Nuclear Power Station, and inside each box 1 to 9, stagnant water in the buildings of Units 5 and 6 is stored. temporarily stored. When a tsunami occurs, the moored mega-float 100 may drift and collide with harbor facilities, destroying the harbor facilities. Therefore, it was planned to land the mega float 100 on the seabed and use it as a structure for expanding port facilities.

The outline of this embankment construction method is to move the mega-float 100 into the open channel P inside the embankment T provided in the port and then land it on the bottom.

As shown in FIGS. 3 and 4, first, as a first step, the mega-float 100 is moved from the mooring position F1 to a temporary position F2 different from the grounding position F3 in the open channel P, the ballast water is discharged, and the internal to decontaminate. At this time, in parallel, a bottom landing mound M is created at the bottom landing position F3. The landing mound M is an artificial support layer created between the seabed and the bottom surface of the megafloat 100 . Next, as step 2, the mega-float 100 is moved above the grounding mound M, filled with mortar, and grounded above the bottoming mound M. FIG. After that, embankment J is carried out on the mega-float 100 to prepare the ground surface.

Next, the embankment construction method will be explained in detail.

In the open channel P including the grounding position F3, the seabed is covered with a seabed covering soil layer D created in advance. The seafloor covering soil layer D is formed on the seafloor made of a mudstone layer. Since the seafloor has been contaminated with radioactive substances after the accident, the seafloor covering soil layer D covers the seafloor to confine the radioactive substances. The seabed cover soil layer D is formed, for example, by mixing cement into a bentonite-based material to produce a slurry-like mixture. The mixture is deposited to a thickness of about 70 cm on a layer of silt-based volume deposited on the seafloor with a thickness of 10-20 cm.

After the mixture solidifies, a seabed cover soil layer D is formed. The seabed cover soil layer D is created with a uniaxial compressive strength of slightly less than 20 [N/mm ² ] in the area near the seawall, and with a uniaxial compressive strength of about 30 [N/mm ² ] in other areas.

As shown in Figure 5, the artificial ground material is then manufactured. As artificial ground materials, riprap B, crushed stone C, and filling mortar are manufactured depending on the application. The riprap B is used to create a crash-proof embankment V and a grounding mound M, which will be described later. The crushed stone C is used as a material for the embankment J for lining the mega-float 100 . Mortar is used as a filler inside the megafloat 100 .

The artificial ground material is produced by kneading fly ash made from coal ash, cement, seawater, gypsum, etc., in a predetermined mixing ratio. The artificial ground material is manufactured by changing the compounding ratio and additives depending on the application.

Fly ash is produced, for example, from coal ash discharged from coal-fired power plants. The fly ash used for the artificial ground material may be produced from any type of coal. It was also confirmed that the strength of the material produced by adding seawater to fly ash and cement and kneading them was improved compared to the case of kneading freshwater.

In the manufacturing process of artificial ground materials for riprap B and crushed stone C, the materials are first kneaded in a kneading plant Q, and then laid flat on the ground and compacted. Thereafter, the compacted material is cured and solidified to produce a plate-like mass H. The generated lump H is primarily crushed to a particle size of about 50 [cm] by a heavy machine such as a backhoe G to produce riprap B. Rubble B is divided into those that are used as materials as they are and those that are used as materials for crushed stones C. The riprap B, which is the material of the crushed stone C, is further crushed to a particle size of about 4 [cm] by a heavy machine. Thereby, the crushed stone C is manufactured.

The rubble B for the bottom-mounting mound M is adjusted in material compounding ratio so that the uniaxial compressive strength is, for example, 10 [N/mm ² ]. The amount of fly ash used is 1000 [kg/m ³ ]. The amount of cement is adjusted, for example, from 100 [kg/m ³ ] to 200 [kg/m ³ ].

In addition, the rubble B is crushed from the block H by adjusting the number of crushing so that the internal friction angle is 35 degrees or more. It is empirically known that the internal friction angle decreases as the number of times of crushing increases and the size of the generated stone becomes finer. is crushed.

The riprap B is formed on the seafloor covering soil layer D on the seabed by creating a bottom mound M with the riprap B, and when the mega float 100 is set on the bottom mound M, the seafloor covering soil is formed by the load of the mega float 100. It is set so that the riprap B is destroyed so as not to destroy the layer D.

Rubble B is further crushed to produce crushed stone C with a particle size of about 4 cm. Crushed stone C is produced by crushing riprap B, so it has the same unconfined compressive strength, unit weight, and amount of fly ash used as riprap B. The crushing frequency and particle size are adjusted so that

The rubble B may be adjusted in strength and internal friction angle according to the area to be constructed. For example, the riprap B to be constructed in the bank protection portion may be manufactured by increasing the amount of cement so that the unconfined compressive strength is 30 [N/mm ² ] and the internal friction angle is 40 degrees. In addition, the rubble B has a material compounding ratio adjusted so that the unit volume weight is 13 [kN/m ³ ] smaller than the unit volume weight of the natural stone. In addition, the cement, which is the material for the artificial ground material, is adjusted to a mixing ratio that is suitable for ground improvement.

Among the artificial ground materials, the filling mortar is used as a filling material filled inside the megafloat 100 as described later. The filling mortar is a filling mortar with a different blending ratio of fly ash. The weight of the filling mortar is adjusted so that the mega-float 100 can rest firmly on the bottom. The unconfined compressive strength of the filling mortar after hardening is adjusted to 10 [N/mm ² ] or more, which is the same as rubble, etc., and the unit volume weight is 18.5 [kN/m ³ ]. The amount of fly ash used is 700 [kg/m ³ ] or more.

The filling mortar is mixed with copper slag and adjusted to have a unit volume weight of 18.5 [kN/m ³ ]. The filling mortar is further mixed with sand and adjusted to have a soft slump of 18 cm±2.5 cm in order to increase fluidity when the filling mortar is filled into the megafloat 100.

Next, a shock-proof embankment V is constructed on the sea-side impermeable wall.

6A and 6B, when the mega-float 100 moves or is moored, the mega-float 100 moves toward the sea-side impermeable wall W due to a natural phenomenon, and the mega-float 100 It is formed along the sea-side impermeable wall W to protect the sea-side impermeable wall W (revetment) from being damaged even if it comes into direct contact with the sea-side impermeable wall W. In the construction of the anti-impact embankment V, first, the surface of the steel pipe sheet pile of the sea-side impermeable wall W is covered with a cushioning sheet E made of an elastic material to protect it while confirming it by diving. The anti-collision embankment V is created by heaping pre-generated riprap B up to the sea surface. The anti-collision embankment V is formed by throwing rubble B into the sea using a grab ship U, then repeating the process of leveling the rubble B using a backhoe G, and then heaping up the rubble B sequentially. The anti-collision embankment V is formed with a slope K having a gradient such that the height becomes lower toward the sea side when viewed in cross section.

Next, the mega-float 100 is moved into the open channel P.

The mega-float 100 moored outside the open channel P in the harbor is towed from a mooring position F1 outside the open channel P and temporarily moored at a temporary position F2 inside the open channel P different from the grounding position F3 ( 2 and 3). The MegaFloat 100 is towed using, for example, multiple winches and mooring lines installed on the ground or on embankments.

At the temporary position F2, the ballast water inside the mega-float 100 is discharged and the decontamination work is performed. The accumulated water stored inside the mega float 100 is discharged, and the accumulated water is transferred to the storage tank on the ground side. The inside of the mega float 100 is decontaminated by water pressure washing. The decontamination work mainly removes sludge adhering to the inside of the mega-float 100 . The water used for hydraulic washing is collected in a temporary pool, passed through a filter to collect sludge, and reused for hydraulic washing. After dehydration, the filter that collected the sludge is stored in a temporary storage area. Hydraulic wash water is treated using desalination equipment.

In parallel with the ballast water discharge process, a grounding mound M is created at the grounding position F3 of the mega-float 100 . The bottom mound M is created by throwing pre-manufactured rubble B into the sea using a grab ship U. The bottom landing mound M is adjusted to a height that ensures that the upper part of the mega float 100 rises above the sea surface when the mega float 100 reaches the bottom. The bottom landing mound M is adjusted, for example, to a height that ensures a height of 0.7 [m] or more from the sea surface at high tide. The bottom-landing mound M is formed with a slope having a gradient such that the end on the sea side when viewed in cross section becomes lower toward the sea side when viewed in cross section.

As shown in FIG. 7, the riprap B is piled up at a temporary installation site (on the embankment side facing the revetment in the figure). The piled rubble B is collected by the grab bucket T1 of the grab ship U and thrown into the seabed. A layer of rubble B deposited and piled up on the seabed is roughly leveled by a grab bucket of a grab ship U. The grab bucket T1 is replaced with the leveling device T2 by replacing the attachment. A layer of riprap B is leveled by a leveling device T2 and finished to a predetermined height, and a grounding mound M is created.

After the bottoming mound M is constructed, the mega-float 100 from which the ballast water has been discharged is towed to a bottoming position F3 on the bottoming mound M. The mega-float 100 is positioned by GPS survey with respect to the landing position F3. When the mega-float 100 stops on the bottom-landing position F3 on the bottom-mounting mound M, seawater is injected inside as ballast water.

As shown in FIG. 8, instead of pouring seawater into all the boxes 1 to 9 of the mega-float 100, for example, the boxes 1 and 2 are kept empty without being filled with water. At this time, the other boxes 3 to 9 are filled with water with a weight that ensures a stable weight so that the mega-float 100 does not float again. Then, the mega-float 100 sinks as the ballast water increases, and the bottom surface of the mega-float 100 lands above the bottom-landing mound M. Therefore, the mega-float 100 is filled with ballast water and temporarily grounded.

The step of landing the mega-float 100 on the bottom is performed in a state where the mega-float 100 has temporarily landed on the bottom.

As shown in FIGS. 9 to 11, the mega-float 100 is filled with filling mortar into at least one empty box and at the same time, ballast water is injected from the box into which ballast water is injected. is drained. Draining the ballast water of the mega float 100 and filling the mortar for filling are performed while maintaining the preset 12500 [t] to ensure a stable weight so that the mega float 100 does not refloat. .

At this time, the ballast water is sequentially discharged from at least one of the watertight compartments composed of a plurality of boxes according to a predetermined order so as to stabilize the inclination of the megafloat 100 so that the megafloat 100 does not incline in one direction. At the same time, at least one empty watertight compartment is filled with filling mortar in an amount corresponding to the amount of ballast water discharged from at least one watertight compartment. The filling of the filling mortar is performed at a filling amount of, for example, 300 [m ³ /day].

Specifically, first, the box 1 in an empty state is filled with filling mortar, and at the same time, the box 3, which is positioned substantially symmetrically with respect to the box 1, is drained. Next, the box 2 in an empty state is filled with filling mortar, and at the same time, water is drained from the box 4 located at a substantially symmetrical position with respect to the box 2 . Next, the boxes 3 and 4 that have been drained and are in an empty state are filled with filling mortar, and at the same time, the boxes 3 and 4 and the box 5 that is positioned substantially symmetrically are drained. Next, the box 5, which has been drained and is now empty, is filled with filling mortar, and at the same time, the box 6, which is positioned substantially symmetrically with respect to the box 5, is drained.

Next, the empty box 6 is filled with filling mortar, and at the same time, the box 7 located substantially symmetrical with the box 6 is drained. Next, the box 7, which has been drained and is now empty, is filled with filling mortar, and at the same time, the box 8, which is positioned substantially symmetrically with respect to the box 7, is drained. Next, the box 8, which has been drained and is in an empty state, is filled with filling mortar, and at the same time, the box 9, which is positioned substantially symmetrically with respect to the box 8, is drained. Next, the box 9, which has been drained and is in an empty state, is filled with filling mortar, and the filling of the filling mortar into the megafloat 100 is completed.

Since the boxes 1 to 9 of the megafloat 100 are fully filled with the filling mortar without gaps, 19000 [m ³ ] of the filling mortar is finally filled. When the filling mortar 100 is filled in the mega-float 100, the weight of the filling mortar ensures that the mega-float 100 lands above the grounding position F3 of the grounding mound M.

Concurrently with the mortar filling work, concrete blocks are piled up to form a block revetment.

After the mega-float 100 reaches the bottom of the ground mound M, the upper part of the mega-float 100 is covered with embankment J. The top of the mega-float 100 is, for example, covered with crushed stone C, which is the above artificial ground material, to create a layer of embankment J. Then, the layer of crushed stone C is covered with a roadbed material such as soil, asphalt, or concrete, and the upper part of the soil layer is paved.

As shown in FIG. 12, the megafloat 100 is attached with a sacrificial anode X for corrosion protection. The sacrificial anode X is made of, for example, an aluminum alloy. A plurality of sacrificial anodes X, for example, are attached at intervals of 1 [m] to the portion of the outer wall surface of the mega-float 100 that contacts seawater, and a plurality of sacrificial anodes X, for example, are attached to the underground portion that does not contact seawater. are attached at intervals of 3 [m].

Since the inside of the mega-float 100 is filled with filling mortar and is strongly alkaline, it has an anti-corrosion effect. The sacrificial anode X is periodically managed, and the anticorrosion effect on the megafloat 100 can be renewed by periodic replacement or additional installation. This completes the construction of an embankment for expanding harbor facilities using the mega-float 100. The mega-float 100 is monitored by GPS surveying even after the embankment is completed.

Next, the process flow of filling the filling mortar into the mega-float 100 will be described. FIG. 13 is a flow chart showing the flow of the process of filling the mega-float 100 with filling mortar.

First, the mega-float 100 is towed above the landing position F3 on the landing mound M (step S10). Next, seawater is injected as ballast water into the watertight compartment inside the mega-float 100, and the mega-float 100 is provisionally landed on the bottom-landing position F3 on the bottom-landing mound M (step S12). At least one empty watertight compartment inside the mega-float 100 is filled with a filling mortar (step S14). In parallel with step S14, ballast water is discharged from at least one watertight compartment according to the filling amount of the filling mortar (step S16). At this time, ballast water is sequentially discharged from the plurality of watertight compartments according to a predetermined order so as to stabilize the inclination of the mega-float 100 divided by the plurality of watertight compartments filled with ballast water.

In steps S14 and S16, the mega-float 100 is appropriately managed so that the total weight is equal to or greater than a preset stable weight so that the mega-float 100 does not refloat. Steps S14 and S16 are repeated to fill all the watertight compartments with the filling mortar to ensure that the mega-float 100 is landed on the grounding position F3 on the grounding mound M (step S18).

According to the mortar filling method described above, the mega-float 100 can be used to expand port facilities. In addition, according to the mortar filling method, when filling the inside of the mega-float with mortar in the harbor, the total weight during construction can be controlled, and re-floating of the mega-float 100 can be prevented. Moreover, according to the mortar filling method, by changing the moored mega-float 100 into port facilities, drifting of the mega-float 100 due to natural phenomena such as tsunamis can be prevented.

While several embodiments of the invention have been described, these embodiments have been presented by way of example and are not intended to limit the scope of the invention. These embodiments can be implemented in various other forms, and various omissions, replacements, and modifications can be made without departing from the scope of the invention. These embodiments and their modifications are included in the scope and spirit of the invention, as well as the scope of the invention described in the claims and equivalents thereof. For example, the above embodiments may be applied to the extension of waterside facilities such as harbors and lakes.

1～9 Box 100 Mega float B Rubble C Crushed stone D Seabed covering soil layer E Buffer sheet F1 Mooring position F2 Temporary position F3 Landing position G Backhoe H Mass J Embankment K Slope M Landing mound P Open channel Q Plant T Embankment U Grab vessel V Anti-impact embankment W Sea-side impermeable wall X Sacrificial anode

Claims (4)

A mortar filling method for grounding a floating structure on the seabed for expanding port facilities,
a step of throwing rubble into the sea to form an embankment made of rubble on the bottom of the sea;
a step of towing and positioning the floating structure above a grounding position on the embankment ;
a step of injecting seawater as ballast water into the inside of the floating structure to provisionally land on the bottom landing position;
a step of discharging ballast water inside the floating structure;
filling the inside of the floating structure from which the ballast water has been discharged with filling mortar to ground the floating structure above the grounding position ;
The mortar for filling is mixed with copper slag and sand, and has a uniaxial compressive strength of 10 N/mm 2 or more, which is the same as the rubble after hardening, a unit weight of 18.5 kN/m 3 , and a slump ^of 18 ^cm . Mortar filling method adjusted to be ±2.5 cm . The step of discharging the ballast water comprises sequentially discharging the ballast water from the plurality of watertight compartments according to a predetermined order so as to stabilize the inclination of the floating structure divided by the plurality of watertight compartments filled with ballast water. ,
The mortar filling method according to claim 1. filling the filling mortar comprises filling at least one empty watertight compartment with the filling mortar;
The step of discharging the ballast water discharges the ballast water from at least one of the watertight compartments according to the filling amount of the filling mortar.
The mortar filling method according to claim 2. The step of filling the filling mortar and the step of discharging the ballast water are performed while maintaining a state in which the total weight is equal to or greater than a preset stable weight so that the floating structure does not refloat.
The mortar filling method according to any one of claims 1 to 3.

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