CN111017116A - Bag type grouting anchoring foundation for mooring net cage and construction method thereof - Google Patents

Abstract

The invention discloses a bag type grouting anchoring foundation for mooring a net cage and a construction method thereof, wherein the bag type grouting anchoring foundation comprises a steel reinforcement cage, a bag, an anchor chain and a grouting pipe, wherein the bottom end of the steel reinforcement cage is fixedly connected with an anchor head, the middle part of the steel reinforcement cage is fixedly connected with a reinforcing ring, and one side of the reinforcing ring is fixedly connected with a mooring ring; the bag opening of the bag is fixed on the periphery of the upper end of the anchor head and is closed, the bag is sleeved on the periphery of the reinforcement cage and covers the upper end face, the inner wall, the outer wall and the upper end face of the anchor head of the reinforcement cage, and one side of the bag is provided with a preformed hole; the grouting pipe is fixed on one side of the anchor chain, the anchor chain and the grouting pipe pass through the reserved hole from outside to inside and extend to the inside of the bag, the anchor chain is moored on the mooring ring, a grout outlet of the grouting pipe is positioned at the bottom of the steel reinforcement cage, and grout is injected into the bag. The slurry is filled in the bag and wraps the reinforcement cage, so that the concrete is equivalent to a cast-in-place reinforced concrete structure, and has the advantages of strong integrity, larger uplift bearing capacity, simple and convenient construction, short offshore operation time and low comprehensive cost.

Description

Bag type grouting anchoring foundation for mooring net cage and construction method thereof

Technical Field

The invention relates to the technical field of anchoring of deepwater net cages, in particular to a bag type grouting anchoring foundation for mooring a net cage and a construction method thereof.

Background

The anchoring system is the foundation of the net cage in water, and the performance of the anchoring system directly influences the safety of the net cage. Under the severe weather condition, the cases that the net cage is damaged by wind waves and is sunk due to the failure of the anchoring system are not enough. On the other hand, the torpedo anchor is commonly used in ocean engineering, the torpedo anchor is cylindrical in shape, the interior of the torpedo anchor is hollow, high-density materials such as concrete and waste metal can be filled in the torpedo anchor to increase the self weight and reduce the center of gravity of the anchor so as to maintain the stability of the torpedo anchor, and the lower end part of the torpedo anchor is conical so as to be conveniently penetrated into seabed soil. The torpedo anchor is fast and convenient to install, does not need any external force during installation, only needs to be vertically released at a position which is high enough away from the seabed so that the torpedo anchor falls down by the gravity of the torpedo anchor, and penetrates through the seabed to a certain depth by the huge inertia force caused by high acceleration when the torpedo anchor collides with the seabed. The release height is usually such that a final collision velocity of 17m/s is reached at a distance of 30m from the seabed, a penetration depth of about 7m, and above 30m/s at 150m, a penetration depth of about 20 m. Therefore, the torpedo anchor has the characteristics of simple structure, reusability, low manufacturing cost and convenience in installation, and is very suitable for the offshore construction environment. If the advantages can be utilized, the torpedo anchor is transformed into a construction tool, and the progress and development of the marine anchoring foundation construction technology are certainly promoted.

The problems concerned by the present invention are: in soft seabed soil bodies such as silt clay and the like, a novel deepwater net cage bag type grouting anchoring foundation based on torpedo anchor construction is developed by utilizing the construction convenience of the torpedo anchor, and the novel deepwater net cage bag type grouting anchoring foundation has the characteristics of simplicity and convenience in construction, low manufacturing cost and large uplift bearing capacity.

Disclosure of Invention

The invention aims to make up the defects of the prior art and provides a bag type grouting anchoring foundation for mooring a net cage and a construction method thereof.

In order to achieve the purpose, the technical scheme adopted by the invention is as follows:

the utility model provides a bag formula slip casting anchoring basis for mooring net cage which characterized in that: the anti-corrosion anchor chain comprises a steel reinforcement cage, a bag made of reverse osmosis anti-corrosion cloth, an anchor chain and a grouting pipe, wherein the bottom end of the steel reinforcement cage is fixedly connected with an anchor head, the middle part of the steel reinforcement cage is fixedly connected with a reinforcing ring, and one side of the reinforcing ring is fixedly connected with a mooring ring; the bag opening of the bag is fixed on the periphery of the upper end of the anchor head and is closed, the bag is sleeved on the periphery of the reinforcement cage and covers the upper end face, the inner wall, the outer wall and the upper end face of the anchor head of the reinforcement cage, and one side of the bag is provided with a reserved hole; the grouting pipe is fixed on one side of the anchor chain, the anchor chain and the grouting pipe pass through the preformed hole from outside to inside and extend into the bag, the anchor chain is moored on the mooring ring, and a grout outlet of the grouting pipe is positioned at the bottom of the reinforcement cage; grout is injected into the bag, and the grout is hardened and hardened to form grout and wrap the reinforcement cage.

A bag formula slip casting anchoring basis for mooring the net cage, its characterized in that: the reinforcement cage is formed by binding longitudinal bars and circumferential stirrups.

A bag formula slip casting anchoring basis for mooring the net cage, its characterized in that: the anchor head is in a conical shape with a large upper part and a small lower part, an annular groove is formed in the periphery of the upper end of the anchor head, and the bag opening of the bag is fixed in the annular groove through binding.

A bag formula slip casting anchoring basis for mooring the net cage, its characterized in that: and a fishstone anchor without a tail wing is sleeved in the steel reinforcement cage, and the lower end of the anchor body of the fishstone anchor without a tail wing is horizontal and pressed on the upper end surfaces of the bag and the anchor head.

A bag formula slip casting anchoring basis for mooring the net cage, its characterized in that: after the anchor chain and the grouting pipe penetrate through the reserved hole, water seepage and slurry leakage do not occur at the reserved hole, so that the bag is in a closed state.

A construction method of a bag type grouting anchoring foundation for mooring a net cage is characterized by comprising the following steps: the method specifically comprises the following steps:

(1) assembling a reinforcement cage, a bag and a torpedo anchor: penetrating the anchor chain and the grouting pipe through a preformed hole of the bag, wherein one ends of the anchor chain and the grouting pipe extend inwards to the interior of the bag, the anchor chain is moored on a mooring ring, and the grouting pipe is bound on one side of the anchor chain; fixing the bag opening of the bag in an annular groove at the upper end of the anchor head through binding, wherein the bag is closed, sleeving the bag around the prefabricated reinforcement cage and simply fixing, the bag covers the upper end surface, the inner wall, the outer wall and the upper end surface of the anchor head of the reinforcement cage, and the bag is folded and rolled inside the reinforcement cage; sleeving an anchor body of the fishbone anchor without the tail wing into a steel reinforcement cage, which is hereinafter referred to as the fishbone anchor for short, enabling the lower end of the anchor body of the fishbone anchor to be horizontal and pressed on the upper end surfaces of a bag and an anchor head, and connecting a construction rope on a suspender at the upper end of the fishbone anchor; the torpedo anchor is bound and connected with the steel reinforcement cage by using a simple mode capable of being subsequently detached, and the torpedo anchor is stably lifted on the basis of a construction rope and vertically suspended above the seabed;

(2) releasing the construction rope: lowering the anchor chain for a certain length to enable the anchor chain to be in a loose state and minimize the influence on the rapid sinking of the torpedo anchor, and then releasing the construction rope to enable the reinforcement cage to rapidly sink and penetrate into the seabed under the self-weight action of the torpedo anchor;

(3) removing the fish anchor: upwards stretching the construction rope, enabling the connection between the torpedo anchor and the steel reinforcement cage to be disengaged and invalid in the stretching process, gradually separating the anchor body of the torpedo anchor from the steel reinforcement cage, and finally pulling up and removing the torpedo anchor, wherein the steel reinforcement cage is left in the seabed soil body;

(4) and grouting: connecting a grouting pipe with a grouting system, starting the grouting system to enable grout to gush out from the bottom of the reinforcement cage through the grouting pipe, gradually filling the bottom of the reinforcement cage with the grout and gradually spreading upwards, gradually ejecting out and spreading a bag folded and curled inside the reinforcement cage upwards in the process of upward spreading of the grout, and gradually filling the spread bag with the grout; and stopping grouting when the volume of the injected grout reaches the designed volume value of the bag, hardening and hardening the grout to form grouting body and wrap the reinforcement cage, and combining the reinforcement cage and the grouting body into a whole to form the anchoring foundation.

Compared with the prior art, the invention has the following advantages:

(1) the reinforcement cage is constructed and injected into the seabed based on the wingless torpedo anchor, the reinforcement cage can be injected into the deeper seabed by the larger self weight of the torpedo anchor, the installation is convenient, the construction time is short, and the reinforcement cage is very suitable for the offshore construction environment.

(2) The bag is small in thickness, is folded and curled during construction and is simply fixed on the outer wall and the inner wall of the steel reinforcement cage, and basically has no influence on the rapid penetration of the steel reinforcement cage and the fish-thunder anchor into the seabed.

(3) Grouting the interior of the bag through the grouting pipe, gradually ejecting and unfolding the folded and curled bag in the reinforcement cage upwards, enabling the slurry to be restrained and not to flow disorderly by the bag, filling the slurry in the bag and wrapping the reinforcement cage, equivalent to a cast-in-place reinforced concrete structure, and having strong integrity; the grout is hardened and then forms a whole with the reinforcement cage, the grout is tightly contacted with the surrounding soil body, the uplift bearing capacity of the anchoring foundation is formed by the dead weight of the grout, the friction force with the surrounding soil body, the dead weight of the overlying seabed soil body and the like, and the uplift bearing capacity is larger.

(4) The offshore construction method is short in operation time, simple and convenient to construct, very suitable for offshore construction environments and low in comprehensive cost.

Drawings

Fig. 1 is a schematic view of a three-dimensional structure of a steel reinforcement cage according to the present invention.

Fig. 2 is a schematic diagram of a three-dimensional structure of the steel reinforcement framework of the invention.

Fig. 3 is a schematic diagram of a three-dimensional structure of the reinforcement cage of the present invention.

Fig. 4 is a schematic three-dimensional structure of the anchor head of the present invention.

Fig. 5 is a schematic three-dimensional structure diagram of the torpedo anchor for construction according to the present invention.

Fig. 6 is a cross-sectional view of fig. 5.

Fig. 7 is a schematic view of an assembly structure of the reinforcement cage and the torpedo anchor during construction.

Fig. 8 is a cross-sectional view of fig. 7.

Fig. 9 is a schematic view of an assembly structure of the steel reinforcement cage and the bag of the present invention.

Fig. 10 is a schematic view of the steel reinforcement cage of the present invention suspended above the seabed before construction.

Fig. 11 is a cross-sectional view of fig. 10.

Fig. 12 is a schematic view of the framework of rebar of the present invention being driven into the sea bed by means of torpedo anchors.

Fig. 13 is a schematic diagram of the posture of the steel reinforcement framework after the torpedo anchor is removed.

FIG. 14 is a schematic structural diagram of a mooring foundation formed after grouting based on a grouting pipe.

FIG. 15 is a cross-sectional view of the mooring foundation of the present invention.

Description of reference numerals: 1. a reinforcement cage; 2. an anchor head; 3. a reinforcement ring; 4. a mooring ring; 5. an annular groove; 6. an anchor body; 7. a tip; 8. a boom; 9. a filler; 10. a pouch; 11. an anchor chain; 12. a grouting pipe; 13. constructing a rope; 14. grouting; A. a sea bed surface.

Detailed Description

Referring to the attached drawings, the bag type grouting anchoring foundation for mooring the net cage comprises a steel reinforcement cage 1, a bag 10 made of reverse osmosis anticorrosive cloth, an anchor chain 11 and a grouting pipe 12, wherein the bottom end of the steel reinforcement cage 1 is fixedly connected with an anchor head 2, the middle part of the steel reinforcement cage 1 is fixedly connected with a reinforcing ring 3, and one side of the reinforcing ring 3 is fixedly connected with a mooring ring 4; the bag opening of the bag 10 is fixed on the periphery of the upper end of the anchor head 2 and is closed, the bag 10 is sleeved on the periphery of the reinforcement cage 1 and covers the upper end face, the inner wall, the outer wall and the upper end face of the anchor head 2 of the reinforcement cage 1, and one side of the bag 10 is provided with a reserved hole; the grouting pipe 12 is fixed on one side of the anchor chain 11, the anchor chain 11 and the grouting pipe 12 pass through the reserved hole from outside to inside and extend to the inside of the bag 10, the anchor chain 11 is moored on the mooring ring 4, and the grout outlet of the grouting pipe 12 is positioned at the bottom of the reinforcement cage 1; grout is injected into the sack 10, and the grout forms grout 14 after hardening and wraps the reinforcement cage 1.

The above-mentioned directional words such as "circumferential", "bottom", "inner", "outer", "peripheral" and the like are determined based on the attitude at the time of construction of the lifted anchoring base. During construction, the reinforcement cage 1 is suspended above the seabed and is in a plumb state, as shown in fig. 10 to 13. In this posture, the specific direction of each directional word is determined, and directional words mentioned elsewhere in the specification are also estimated according to this posture. The above-described orientations or positional relationships are based on the orientations or positional relationships shown in the drawings and are for convenience of description only, and are not intended to indicate or imply that the referenced devices or components must have a particular orientation, configuration and operation, and therefore should not be construed as limiting the present invention.

In the invention, the reinforcement cage 1 is formed by binding longitudinal reinforcements and circumferential stirrups.

The anchor head 2 is in a conical shape with a large upper part and a small lower part, an annular groove 5 is arranged around the upper end of the anchor head 2, and the bag opening of the bag 10 is fixed in the annular groove 5 through binding.

The fishbone anchor without tail wings is sleeved in the steel reinforcement cage 1, and the lower end of the anchor body 6 of the fishbone anchor without tail wings is horizontal and pressed on the upper end surfaces of the bag 10 and the anchor head 2.

After the anchor chain 11 and the grouting pipe 12 pass through the reserved hole, water seepage and slurry leakage do not occur at the reserved hole, so that the bag 10 is in a closed state.

The pouch 10 is made of a flexible, ultrathin, elastic or inelastic high-strength material, and the material of the pouch 10 includes, but is not limited to, geotextile, fiber cloth, glass fiber, resin, glass fiber reinforced resin, aramid fiber, carbon fiber, graphene, carbon element-related materials and composites thereof, polymers, high polymer materials, nano materials, and the like.

The grout 14 is a hardened grout, the grout 14 is filled inside and outside the reinforcement cage 1, and the periphery of the grout 14 is wrapped by the sack 10, as shown in fig. 14 and 15.

The anchoring foundation of the invention is constructed by using a fishmine anchor without a tail wing; the fishstone anchor without the tail wing comprises an anchor body 6, wherein the anchor body 6 is hollow, the lower end of the anchor body 6 is horizontal, the upper end of the anchor body 6 is provided with an end head 7, the outer diameter of the end head 7 is larger than that of the anchor body 6, and a suspender 8 is arranged inside the end head 7; the outer diameter of the anchor body 6 is smaller than the inner diameter of the reinforcement cage 1, and the outer diameter of the end head 7 is larger than the outer diameter of the reinforcement cage 1. The structure of the fishlike anchor without tail wing is shown in fig. 5 and fig. 6.

The interior of the anchor body 6 is hollow, the filler 9 is filled in the hollow part, and the filler 9 can be made of high-density materials such as concrete, waste metal and the like, so that the dead weight of the torpedo anchor is increased, the gravity center of the torpedo anchor is reduced, and the stability and the verticality of the torpedo anchor in the process of penetrating into a seabed are maintained.

The length of anchor body 6 is greater than the length of steel reinforcement cage 1, makes the equipment of fish thunder anchor and steel reinforcement cage 1 make the bottom of anchor body 6 contact, push down the up end of anchor head 2. During construction, the torpedo anchor and the reinforcement cage 1 are assembled as shown in fig. 7 to 9.

A construction method of a bag type grouting anchoring foundation for mooring a net cage specifically comprises the following steps:

(1) assembling a reinforcement cage, a bag and a torpedo anchor: the anchor chain 11 and the grouting pipe 12 pass through a preformed hole of the bag 10, one end of the anchor chain 11 and one end of the grouting pipe 12 extend inwards to the inside of the bag 10, the anchor chain 11 is moored on the mooring ring 4, and the grouting pipe 12 is bound on one side of the anchor chain 11; fixing the bag opening of the bag 10 in an annular groove 5 at the upper end of the anchor head 2 through binding, wherein the bag 10 is closed, sleeving the bag 10 around the prefabricated reinforcement cage 1 and simply fixing, the bag 10 covers the upper end face, the inner wall and the outer wall of the reinforcement cage 1 and the upper end face of the anchor head 2, and at the moment, the bag 10 is folded and rolled inside the reinforcement cage 1; sleeving an anchor body 6 of the fishbone anchor without the tail wing into the steel reinforcement cage 1, hereinafter referred to as the fishbone anchor for short, enabling the lower end of the anchor body 6 of the fishbone anchor to be horizontal and pressed on the upper end surfaces of the bag 10 and the anchor head 2, and connecting a construction rope 13 to a suspender 8 at the upper end of the fishbone anchor; the torpedo anchors are bound and connected with the reinforcement cage 1 in a simple way that can be subsequently detached, and the torpedo anchors are stably lifted and vertically suspended above the seabed based on the construction ropes 13, as shown in fig. 10 and 11.

After the anchor chain 11 and the grouting pipe 12 pass through the preformed hole, water seepage and slurry leakage do not occur at the preformed hole, so that the bag 10 is in a closed state.

The thickness of the bag 10 is small, the bag 10 is sleeved on the periphery of the prefabricated reinforcement cage 1 and is simply fixed during construction, the bag 10 covers the upper end face, the inner wall, the outer wall and the upper end face of the anchor head 2 of the reinforcement cage 1, and at the moment, the bag 10 is folded and curled inside the reinforcement cage 1, as shown in fig. 9 and 11, the quick penetration of the reinforcement cage 1 and the Raynaud anchor into the seabed is basically not affected.

(2) Releasing the construction rope: the anchor chain 11 is lowered for a certain length to enable the anchor chain to be in a loose state and the influence on the rapid sinking of the torpedo anchor is reduced to the minimum, then the construction rope 13 is released, and the reinforcement cage 1 is enabled to rapidly sink and penetrate into the seabed under the self-weight action of the torpedo anchor, as shown in figure 12.

Reinforcing bar cage 1 is based on the not wing torpedo anchor construction and penetrates the seabed, and the great dead weight of torpedo anchor can be with reinforcing bar cage 1 penetration to darker seabed, and it is convenient to install, and the engineering time is short, especially adapted marine construction environment.

For sludge and soft seabed soil, the surface soil of the seabed has low strength and large thickness, and the anchoring foundation needs to be buried deeper and reach a soil layer with relatively high strength to have larger anchoring force. The construction is carried out by adopting the fishing and thunder anchor with larger weight, and the aim can be achieved.

(3) Removing the fish anchor: the construction rope 13 is tensioned upwards, the connection between the torpedo anchor and the steel reinforcement cage 1 is released and fails in the tensioning process, the anchor body 6 of the torpedo anchor is gradually separated from the steel reinforcement cage 1, and finally the torpedo anchor is pulled up and removed, and the steel reinforcement cage 1 is left in the seabed soil body, as shown in fig. 13.

Because the fish and thunder anchor is surrounded by the steel reinforcement cage 1 all around, there is the gap between fish and thunder anchor outer wall and the steel reinforcement cage 1, so the frictional resistance that the fish and thunder anchor received is less, and the load that lifts by crane fish and thunder anchor is less, the offshore construction of being convenient for, if the fish and thunder anchor is surrounded by the seabed soil body all around, it will be more difficult to lift by crane fish and thunder anchor.

The folded and curled pouch 10 is difficult to express in a three-dimensional figure, and therefore the pouch 10 is hidden in fig. 10, 12 and 13, and will be described hereinafter.

(4) And grouting: connecting a grouting pipe 12 with a grouting system, starting the grouting system to enable grout to gush out from the bottom of the reinforcement cage 1 through the grouting pipe 12, gradually filling the bottom of the reinforcement cage 1 with the grout and gradually spreading upwards, gradually ejecting and unfolding the bag 10 folded and curled inside the reinforcement cage 1 in the upward spreading process of the grout, and gradually filling the unfolded bag 10 with the grout; when the volume of the injected grout reaches the designed volume value of the bag 10, the grouting is stopped, the grout hardens and forms a grouting body 14 and wraps the reinforcement cage 1, and the reinforcement cage 1 and the grouting body 14 are combined into a whole to form the anchoring foundation, as shown in fig. 14 and 15.

The grouting pipe 12 is generally a hollow, flexible and seamless plastic pipe, can bear a certain grouting pressure, is low in cost, and does not need to be recycled after construction. The flexible grouting pipe 13 should have sufficient strength so that breakage and breakage do not occur during construction.

Since the grout outlet of the grouting pipe 12 is located at the bottom of the reinforcement cage 1, the grout gradually fills the bottom of the reinforcement cage 1 and gradually spreads upwards, so that the sack 10 can be gradually opened. Of course, other aids may be provided to ensure that the folded, collapsed pouch 10 is fully deployed during the construction process.

The grout is gradually propped open the bag 10 and is also used for extruding seabed soil around the reinforcement cage 1. Because the grouting body has a certain pressure and the bag 10 has higher strength, the grouting body 14 can compress and extrude seabed soil with lower strength.

Slip casting is carried out to bag 10 inside through slip casting pipe 12, will fold gradually, the book contracts at 1 inside bag 10 of steel reinforcement cage upwards ejecting and expand, bag 10 makes the thick liquid receive the restraint can not take place unordered flow, and the thick liquid is filled in bag 10 inside and parcel steel reinforcement cage 1, is equivalent to cast in situ reinforced concrete structure, and the wholeness is strong. The grout is hardened and then forms a whole with the reinforcement cage 1, the grout is tightly contacted with the surrounding soil body, the dead weight of the grout 14, the friction force with the surrounding soil body, the dead weight of the overlying seabed soil body and the like form the anti-pulling bearing capacity of the anchoring foundation, and the anti-pulling bearing capacity is larger.

The solidification and hardening of the slurry needs a certain time, and the strength recovery of the seabed soil body damaged by disturbance above the anchoring foundation also needs a certain time. Therefore, the anchoring foundation can be put into use after the slurry is fully solidified and hardened and the seabed soil strength is recovered to meet the requirement.

Finally, the grout gradually wraps the inner part and the outer part of the reinforcement cage 1 to form irregular geometric bodies. Such irregular geometry is difficult to graphically represent, so that the symmetrical slip in fig. 14 and 15 does not actually exist, which is merely a simple schematic diagram of the slip and does not represent an actual situation.

The grout is hardened and then forms a whole with the reinforcement cage 1, the grout is tightly contacted with the surrounding soil body, the dead weight of the grout 14, the friction force with the surrounding soil body, the dead weight of the overlying seabed soil body and the like form the anti-pulling bearing capacity of the anchoring foundation, and the anti-pulling bearing capacity is larger. The construction of the invention does not need people to be sent for launching operation, the construction is simple and convenient, the offshore operation time is short, and the comprehensive cost is low.

The grouting body 14 is hardened cement mortar, cement paste, concrete paste, steel fiber concrete paste or chemical adhesive. The concrete components of the grout used for grouting can be selected according to the strength requirement of the anchoring foundation, the construction convenience, the construction cost and other factors.

The grouting method of the grouting system is static pressure grouting, pulse grouting, high-pressure jet grouting, electric chemical grouting, compaction grouting, sleeve valve pipe static pressure grouting or directional grouting. The proper grouting method can be selected according to the factors of construction resistance, construction cost and the like of the anchoring foundation.

The attached drawings only show the conditions of partial shapes and partial connection modes of the anchoring foundation, and according to the proposed idea, the shapes of the components and the connection modes of the components can be changed to form other related types of bag type grouting anchoring foundations, which all belong to equivalent modifications and changes of the invention, and are not described again here.

The drawings are for illustration purposes only and are not to be construed as limiting the invention; for the purpose of better illustrating the embodiments, certain features of the drawings may be omitted, enlarged or reduced, and do not represent the size of an actual product; it will be understood by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted; the same or similar reference numerals correspond to the same or similar parts; the terms describing positional relationships in the drawings are for illustrative purposes only and are not to be construed as limiting the present invention.

The present invention is not limited to the above embodiments, and various other equivalent modifications, substitutions and alterations can be made without departing from the basic technical concept of the invention as described above, according to the common technical knowledge and conventional means in the field.

Claims (6)

1. The utility model provides a bag formula slip casting anchoring basis for mooring net cage which characterized in that: the anti-corrosion anchor chain comprises a steel reinforcement cage, a bag made of reverse osmosis anti-corrosion cloth, an anchor chain and a grouting pipe, wherein the bottom end of the steel reinforcement cage is fixedly connected with an anchor head, the middle part of the steel reinforcement cage is fixedly connected with a reinforcing ring, and one side of the reinforcing ring is fixedly connected with a mooring ring; the bag opening of the bag is fixed on the periphery of the upper end of the anchor head and is closed, the bag is sleeved on the periphery of the reinforcement cage and covers the upper end face, the inner wall, the outer wall and the upper end face of the anchor head of the reinforcement cage, and one side of the bag is provided with a reserved hole; the grouting pipe is fixed on one side of the anchor chain, the anchor chain and the grouting pipe pass through the preformed hole from outside to inside and extend into the bag, the anchor chain is moored on the mooring ring, and a grout outlet of the grouting pipe is positioned at the bottom of the reinforcement cage; grout is injected into the bag, and the grout is hardened and hardened to form grout and wrap the reinforcement cage.

2. The bladder grouting anchoring foundation for mooring a net cage according to claim 1, wherein: the reinforcement cage is formed by binding longitudinal bars and circumferential stirrups.

3. The bladder grouting anchoring foundation for mooring a net cage according to claim 1, wherein: the anchor head is in a conical shape with a large upper part and a small lower part, an annular groove is formed in the periphery of the upper end of the anchor head, and the bag opening of the bag is fixed in the annular groove through binding.

4. The bladder grouting anchoring foundation for mooring a net cage according to claim 1, wherein: and a fishstone anchor without a tail wing is sleeved in the steel reinforcement cage, and the lower end of the anchor body of the fishstone anchor without a tail wing is horizontal and pressed on the upper end surfaces of the bag and the anchor head.

5. The bladder grouting anchoring foundation for mooring a net cage according to claim 1, wherein: after the anchor chain and the grouting pipe penetrate through the reserved hole, water seepage and slurry leakage do not occur at the reserved hole, so that the bag is in a closed state.

6. A construction method of a bladder type grouting anchoring foundation for mooring a net cage according to any one of claims 1-5, which is characterized in that: the method specifically comprises the following steps:

(1) assembling a reinforcement cage, a bag and a torpedo anchor: penetrating the anchor chain and the grouting pipe through a preformed hole of the bag, wherein one ends of the anchor chain and the grouting pipe extend inwards to the interior of the bag, the anchor chain is moored on a mooring ring, and the grouting pipe is bound on one side of the anchor chain; fixing the bag opening of the bag in an annular groove at the upper end of the anchor head through binding, wherein the bag is closed, sleeving the bag around the prefabricated reinforcement cage and simply fixing, the bag covers the upper end surface, the inner wall, the outer wall and the upper end surface of the anchor head of the reinforcement cage, and the bag is folded and rolled inside the reinforcement cage; sleeving an anchor body of the fishbone anchor without the tail wing into a steel reinforcement cage, which is hereinafter referred to as the fishbone anchor for short, enabling the lower end of the anchor body of the fishbone anchor to be horizontal and pressed on the upper end surfaces of a bag and an anchor head, and connecting a construction rope on a suspender at the upper end of the fishbone anchor; the torpedo anchor is bound and connected with the steel reinforcement cage by using a simple mode capable of being subsequently detached, and the torpedo anchor is stably lifted on the basis of a construction rope and vertically suspended above the seabed;

(2) releasing the construction rope: lowering the anchor chain for a certain length to enable the anchor chain to be in a loose state and minimize the influence on the rapid sinking of the torpedo anchor, and then releasing the construction rope to enable the reinforcement cage to rapidly sink and penetrate into the seabed under the self-weight action of the torpedo anchor;

(3) removing the fish anchor: upwards stretching the construction rope, enabling the connection between the torpedo anchor and the steel reinforcement cage to be disengaged and invalid in the stretching process, gradually separating the anchor body of the torpedo anchor from the steel reinforcement cage, and finally pulling up and removing the torpedo anchor, wherein the steel reinforcement cage is left in the seabed soil body;

(4) and grouting: connecting a grouting pipe with a grouting system, starting the grouting system to enable grout to gush out from the bottom of the reinforcement cage through the grouting pipe, gradually filling the bottom of the reinforcement cage with the grout and gradually spreading upwards, gradually ejecting out and spreading a bag folded and curled inside the reinforcement cage upwards in the process of upward spreading of the grout, and gradually filling the spread bag with the grout; and stopping grouting when the volume of the injected grout reaches the designed volume value of the bag, hardening and hardening the grout to form grouting body and wrap the reinforcement cage, and combining the reinforcement cage and the grouting body into a whole to form the anchoring foundation.

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