A corrosion protection system with both passive resistance and active control and its construction method

Abstract

The present invention discloses a corrosion protection system with both passive resistance and active control and a construction method thereof, which relate to the technical field of marine engineering structures. The corrosion protection system with both passive resistance and active control in the present invention comprises a protective layer and a plurality of rust-resistant strips, the inner wall of the protective layer being a contact wall matching the original concrete structure, and a plurality of rust-resistant strips being arranged at the contact wall; the construction method comprises the following steps: determining the grade of the original concrete structure according to the designed service life and environmental category of the original concrete structure, selecting the thickness of the protective layer according to the grade of the original concrete structure, calculating the volume of the protective layer in the corrosion protection system with both passive resistance and active control according to the size of the original concrete structure and the thickness of the protective layer, and finally supporting formwork and casting around the original concrete structure to form the corrosion protection system with both passive resistance and active control.

Description

Technical Field

[0001] The present invention relates to the technical field of marine engineering structures, and in particular to a corrosion protection system with both passive resistance and active control and a construction method thereof. Background Art

[0002] The service conditions of marine concrete structures are very complex, including environmental factors such as temperature and humidity alternation, freeze-thaw cycles, and ion corrosion. They also have to withstand complex loads such as scouring, earthquakes, and impacts. Under the coupling of multi-factor environments and loads, the actual service life of marine concrete structures is significantly lower than the design life. Worldwide, the deterioration and damage of marine concrete structures due to insufficient material durability is very common, and the resulting structural repair and reinforcement have caused huge economic losses. Due to the coupling of multiple factors such as seawater erosion, freeze-thaw cycles, and wave impacts, the most widely used reinforced concrete structures in various types of infrastructure face severe corrosion damage problems. The design and development of anti-corrosion systems for marine concrete engineering are of great significance.

[0003] Existing research has proposed numerous anti-corrosion technologies to address marine engineering corrosion. Increasing the thickness of protective layers and using rust inhibitors are the most readily implemented, but these methods often lack the desired effectiveness and are difficult to replace after failure. Replacing ordinary rebar with FRP bars, stainless steel, or epoxy-coated rebar effectively addresses rebar corrosion, but these methods also present challenges such as weak adhesion between the concrete and the replacement rebar, inconsistent deformation, easily damaged coatings, high costs, and incomplete design specifications. Recently developed technologies such as electrochemical dechlorination, electrochemical deposition, and electrochemical dechlorination combined with electromigration rust inhibition have demonstrated promising results in repairing corroded reinforced concrete structures. However, the interfacial adhesion between concrete and rebar deteriorates under strong electric fields, and their long-term effectiveness remains unknown. Therefore, existing concrete corrosion control and prevention measures each have their own advantages, disadvantages, and limitations, and corrosion damage remains widespread in marine concrete engineering. Summary of the Invention

[0004] The present invention provides a corrosion protection system with both passive resistance and active control and a construction method thereof to solve the above problems.

[0005] In order to achieve the purpose of forming a self-quantified defense for existing marine structures, the present invention provides the following technical solutions:

[0006] A corrosion protection system with both passive resistance and active control includes a protective layer and multiple rust-inhibiting strips. The inner wall of the protective layer is a contact wall that matches the original concrete structure, and multiple rust-inhibiting strips are arranged on the contact wall.

[0007] A corrosion protection system with both passive resistance and active control, including a protective layer and a rust-proof enclosure layer. The inner wall of the rust-proof enclosure layer is tightly attached to the exposed protective surface of the original concrete structure, and the outer wall of the rust-proof enclosure layer is tightly attached to the contact wall of the protective layer.

[0008] A construction method for a marine structure corrosion protection system with both passive resistance and active control. The construction method for the marine structure corrosion protection system with both passive resistance and active control comprises the following steps: determining the grade of the original concrete structure according to the designed service life and environmental category of the original concrete structure, selecting the thickness of the protective layer according to the grade of the original concrete structure, calculating the volume of the protective layer in the corrosion protection system with both passive resistance and active control according to the size of the original concrete structure and the thickness of the protective layer, and finally supporting formwork and casting around the original concrete structure to form the corrosion protection system with both passive resistance and active control.

[0009] Compared with the prior art, the present invention provides a corrosion protection system and construction method that combines passive resistance and active control, and has the following beneficial effects:

[0010] The present invention can be used for both the construction process of enhancing the defensive performance of new marine concrete structures and the repair construction process of existing marine concrete structures. The corrosion protection system in the present invention has a simple structure and can provide circumferential protection to the original concrete structure. The protection area can be constructed and cast accordingly according to the specific needs of the original concrete structure. The construction method of the present invention is based on the characteristics of new and existing marine concrete structures. Through reasonable material design and structural optimization, various corrosion protection technologies are integrated and used to complement each other. This provides a new way to extend the service life of marine concrete structures, realizes the quantitative and rational defense structure addition process of marine concrete structures, and can ensure the long-term safe operation of major marine environmental projects. BRIEF DESCRIPTION OF THE DRAWINGS

[0011] Figure 1 It is a schematic diagram of the three-dimensional structure of an original concrete structure;

[0012] Figure 2 A schematic diagram of the three-dimensional structure when the original concrete structure forms an exposed protective surface;

[0013] Figure 3 It is a transverse cross-sectional diagram of the formwork process of the original concrete structure;

[0014] Figure 4 This is a schematic diagram of a transverse cross-sectional structure of an original concrete structure after the construction method of the marine structure corrosion protection system with both passive resistance and active control is applied. The corrosion protection system with both passive resistance and active control in the figure is the first structural form;

[0015] Figure 5 This is a schematic diagram of another transverse cross-sectional structure of the original concrete structure after the construction method of the marine structure corrosion protection system with both passive resistance and active control is operated. The corrosion protection system with both passive resistance and active control in the figure is the first structural form;

[0016] Figure 6 This is a schematic diagram of the third transverse cross-sectional structure of the original concrete structure after the construction method of the marine structure corrosion protection system with both passive resistance and active control is applied. The corrosion protection system with both passive resistance and active control in the figure is the second structural form;

[0017] Figure 7 This is a schematic diagram of the fourth transverse cross-sectional structure of the original concrete structure after the construction method of the marine structure corrosion protection system with both passive resistance and active control is applied. The corrosion protection system with both passive resistance and active control in the figure is the third structural form;

[0018] Figure 8 It is a schematic diagram of the principle of the construction method of the marine structure corrosion protection system with both passive resistance and active control of the present invention.

[0019] In the figure: 1-protective layer; 2-rust-resistant strip; 3-power supply; 4-rust inhibitor injection enclosure plate; 5-rust-resistant enclosure layer; 6-protective layer injection cavity; 7-rust inhibitor injection cavity; 8-template; 9-conductive fiber; 10-seawater; 11-rust inhibitor; 20-original concrete structure; 20-1-rebar; 20-2-exposed protective surface. DETAILED DESCRIPTION

[0020] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of the present invention.

[0021] Specific implementation method 1: Combination Figure 1 、 Figure 2 、 Figure 3 、 Figure 4 、 Figure 5 、 Figure 6 、 Figure 7 and Figure 8To illustrate this embodiment, a first structural form of the corrosion protection system, which combines passive resistance and active control, comprises a protective layer 1 and multiple rust-inhibiting strips 2. The inner wall of the protective layer 1 serves as a contact wall with the original concrete structure 20, and multiple rust-inhibiting strips 2 are disposed on the contact wall. When the protective layer 1 is an ultra-high performance concrete layer with conductive fibers 9, a power supply 3 is further disposed between the protective layer 1 and the original concrete structure 20. One end of the power supply 3 is connected to the protective layer 1, and the other end is connected to the steel bars 20-1 in the original concrete structure 20.

[0022] Furthermore, the protective layer 1 is a UHPC protective layer, specifically an ultra-high performance concrete layer with conductive fibers 9 .

[0023] Furthermore, the steel bar 20 - 1 connected to the power source 3 is in a corroded state.

[0024] The corrosion protection system with both passive resistance and active control is used for an original concrete structure 20 in seawater 10 .

[0025] Specific implementation method 2: Combination Figure 2 and Figure 8 As shown, the second structural form of the corrosion protection system, which combines passive resistance and active control, includes a protective layer 1. Protective layer 1 is a UHPC protective layer, specifically an ultra-high performance concrete layer with conductive fibers 9. Protective layer 1 surrounds the exposed protective surface 20-2 of the original concrete structure 20, and the inner wall of protective layer 1 is in contact with the outer wall of the original concrete structure 20. Protective layer 1 is formed by incorporating a migrating rust inhibitor 11, such as an imidazoline or alcohol amine, into an interface binder. The interface binder is a common existing concrete interface binder, specifically a polymer-modified interface binder or an epoxy resin interface binder.

[0026] Furthermore, a power supply 3 is provided between the protective layer 1 and the original concrete structure 20 . One end of the power supply 3 is connected to the protective layer 1 , and the other end of the power supply 3 is connected to the steel bar 20 - 1 in the original concrete structure 20 .

[0027] Furthermore, the steel bar 20 - 1 connected to the power source 3 is in a corroded state.

[0028] Specific implementation method three: Combination Figure 2 、 Figure 6 and Figure 8 As shown, the third structural form of the corrosion protection system with both passive resistance and active control includes a protective layer 1 and a rust-resistant enclosure layer 5. The inner wall of the rust-resistant enclosure layer 5 is tightly attached to the exposed protective surface 20-2 of the original concrete structure 20, and the outer wall of the rust-resistant enclosure layer 5 is tightly attached to the contact wall of the protective layer 1.

[0029] The protective layer 1 is specifically an ultra-high performance concrete layer with conductive fibers 9 .

[0030] When the protective layer 1 is an ultra-high performance concrete layer with conductive fibers 9, a power supply 3 is also provided between the protective layer 1 and the original concrete structure 20. One end of the power supply 3 is connected to the protective layer 1, and the other end of the power supply 3 is connected to the steel bar 20-1 in the original concrete structure 20.

[0031] The steel bar 20 - 1 connected to the power source 3 is in a corroded state.

[0032] Specific implementation method four: Combination Figure 1 、 Figure 2 、 Figure 3 、 Figure 4 、 Figure 5 、 Figure 6 、 Figure 7 and Figure 8 To illustrate this embodiment, the construction method of the marine structure corrosion protection system with both passive resistance and active control in this embodiment is to determine the grade of the original concrete structure 20 according to the designed service life and environmental category of the original concrete structure 20, select the thickness of the protective layer 1 according to the grade of the original concrete structure 20, calculate the volume of the protective layer 1 in the corrosion protection system with both passive resistance and active control according to the size of the original concrete structure 20 and the thickness of the protective layer 1, and finally support the formwork and cast around the original concrete structure 20 to form the corrosion protection system with both passive resistance and active control.

[0033] Among them, there are three types of offshore structure corrosion protection systems that combine passive resistance and active control, namely:

[0034] The first type includes a protective layer 1 and multiple rust-resistant strips 2. The inner wall of the protective layer 1 serves as a contact wall for the original concrete structure 20, and multiple rust-resistant strips 2 are provided at the contact wall. When the protective layer 1 is an ultra-high performance concrete layer with conductive fibers 9, a power supply 3 is further provided between the protective layer 1 and the original concrete structure 20. One end of the power supply 3 is connected to the protective layer 1, and the other end of the power supply 3 is connected to the steel bars 20-1 in the original concrete structure 20. The protective layer 1 is a UHPC protective layer, specifically an ultra-high performance concrete layer with conductive fibers 9. The steel bars 20-1 connected to the power supply 3 are corroded steel bars.

[0035] The second type: includes a protective layer 1, which is a UHPC protective layer, specifically an ultra-high performance concrete layer with conductive fibers 9. The protective layer 1 is enclosed on the exposed protective surface 20-2 of the original concrete structure 20, and the inner wall of the protective layer 1 is a contact wall in contact with the outer wall of the original concrete structure 20. The protective layer 1 is a layer formed by mixing a migrating rust inhibitor 11 such as imidazoline and amine into an interface adhesive. The interface adhesive is an existing common concrete interface adhesive, specifically including a polymer-modified interface adhesive and an epoxy resin interface adhesive. A power supply 3 is also provided between the protective layer 1 and the original concrete structure 20. One end of the power supply 3 is connected to the protective layer 1, and the other end of the power supply 3 is connected to the steel bar 20-1 in the original concrete structure 20. The steel bar 20-1 connected to the power supply 3 is a steel bar in a corroded state.

[0036] The third type: includes a protective layer 1 and a rust-resistant enclosure layer 5, the inner wall of the rust-resistant enclosure layer 5 is tightly attached to the exposed protective surface 20-2 of the original concrete structure 20, and the outer wall of the rust-resistant enclosure layer 5 is tightly attached to the contact wall of the protective layer 1. The protective layer 1 is specifically an ultra-high performance concrete layer with conductive fibers 9. When the protective layer 1 is an ultra-high performance concrete layer with conductive fibers 9, a power supply 3 is also provided between the protective layer 1 and the original concrete structure 20, one end of the power supply 3 is connected to the protective layer 1, and the other end of the power supply 3 is connected to the steel bar 20-1 in the original concrete structure 20. The steel bar 20-1 connected to the power supply 3 is a corroded steel bar.

[0037] Specific embodiment 5: This embodiment is a further limitation of specific embodiment 4. The volume formula of the protective layer 1 is calculated as follows: V=2Hb(W+L+2b);

[0038] In the above formula, b is the thickness of the protective layer 1, L is the length of the original concrete structure 20, W is the cross-sectional width of the original concrete structure 20, and H is the height occupied by the protected area in the original concrete structure 20.

[0039] The thickness of the protective layer 1 is selected according to the actual working conditions, and it is sufficient to play a certain protective role. If it is damaged later, external current cathodic protection can be performed.

[0040] The service environment of the original concrete structure is generally divided into seven levels: Class I, IIa, IIb, IIIa, IIIb, IV, and V, as shown in Table 1 below. Environments subject to chloride ion corrosion are generally classified as Class IIIa, Class IIIb, and Class IV. Indirect chloride ion corrosion is classified as Class IIIa, direct chloride ion corrosion is classified as Class IIIb, and marine environments are classified as Class IV. The appropriate UHPC protective layer thickness is selected based on the designed service life and environmental category.

[0041] Table 1 UHPC protective layer thickness values in Class IIIa, Class IIIb and Class IV environments

[0042]

[0043] The thickness of the protective layer 1 is selected according to the design requirements related to corrosion protection. During construction, the construction personnel increase or decrease the thickness within the range of 3 to 5 mm according to the corrosion protection requirements.

[0044] Specific embodiment six: This embodiment further defines specific embodiments one, two, three, four, or five. After determining the volume of the protective layer 1, the number of primary and secondary protective surfaces on the original concrete structure 20 is determined. The positions of the primary and secondary protective layers are arranged based on the volume of the protective layer 1, and the number of primary and secondary protective surfaces is determined based on the shape of the original concrete structure 20. The primary protective layer is the layer attached to the surface of the original concrete structure 20 that faces the incoming tide, and the secondary protective layer is the layer attached to the surface of the original concrete structure 20 that has an angle of less than 90 degrees with the incoming tide. The total volume of the primary and secondary protective layers is the volume of the protective layer 1, and the thickness of the secondary protective layer is less than that of the primary protective layer.

[0045] Specific embodiment seven: This embodiment is a further limitation of specific embodiments one, two, three, four, five or six. The protective layer 1 is a UHPC protective layer, and its specific preparation process is as follows:

[0046] The raw materials of the UHPC matrix include cement, mineral admixtures, fine aggregate and high-efficiency water reducer, and 1%-2% by volume of seawater-corrosion-resistant reinforcing fibers, such as basalt fiber and composite polypropylene fiber (the dosage is selected based on mechanical properties). Silane is then added to the matrix and coated on the surface to produce a hydrophobic UHPC matrix with high strength (compressive strength above 100 MPa).

[0047] Conductive fibers 9 are introduced into the UHPC matrix to improve the conductive properties, such as carbon fibers (volume content within 2%), carbon nanofibers (volume content within 2%), etc. Excessive fiber content will significantly reduce fluidity and affect molding quality.

[0048] Layered double hydroxides (LDHs) are introduced into the UHPC slurry at a concentration of 1%-2% of the cementitious material mass to achieve physical adsorption and chemical solidification of chloride ions, building a second line of defense to prevent chloride ions from passing through the UHPC protective layer and causing corrosion of concrete reinforcement.

[0049] In this embodiment, the mix proportion of the UHPC protective layer can be referred to Table 2. Corresponding water reducers should be added according to the mixing fluidity. Taking the effective solid content of the water reducer in this laboratory as 40% as an example, the dosage of the polycarboxylate water reducer is 2.5% of the cementitious material; considering introducing composite anti-corrosion fibers to improve the mechanical strength (whether it reaches above 100 MPa) according to the mechanical properties of the specimens; adjusting the dosages of carbon fiber and carbon nanofiber according to the electrical conductivity (whether the resistivity meets the engineering requirements) to ensure that the resistivity of the protective layer 1 formed by this mix proportion of UHPC is within 300 Ω·cm.

[0050] Table 2 Mix Proportion of UHPC Protective Layer

[0051]

[0052] Specific Embodiment 8: This embodiment is a further limitation of Specific Embodiments 1, 2, 3, 4, 5, 6 or 7. After obtaining the volume of the protective layer 1 in the corrosion protection system with both passive resistance and active control, formwork construction is carried out, specifically as follows:

[0053] The surface of the original concrete structure 20 is treated by means of scarifying operation. The surface of the original concrete structure 20 is impacted by a sandblaster to remove the original concrete surface layer with a thickness of 2 - 3 mm, so that the sand and gravel aggregates are exposed. At the same time, the surface dust is removed, and a water spraying device is used to wet the exposed concrete surface of the original concrete structure 20 until the surface of the original concrete structure 20 remains wet and there is no water flow, forming an exposed protective surface 20 - 2. The bond strength value between the cement-based external anode material on the exposed protective surface 20 - 2 of the original concrete structure 20 and the concrete matrix should be ensured to reach 1.5 MPa, and the minimum value should not be lower than 1.0 MPa; this bond strength refers to the bond strength between the protective layer 1 and the interface of the original concrete structure 20.

[0054] The formwork 8 is successively enclosed around the periphery of the original concrete structure 20 for formwork operation. A number of injection enclosing plates 4 for rust inhibitors are evenly placed on the surface of the original concrete structure 20. The injection enclosing plates 4 for rust inhibitors are arc-shaped strips, and the cross-sectional shape of the transverse section is semi-circular or U-shaped. A protective layer injection cavity 6 is enclosed between the inner wall of the formwork 8, the surface of the original concrete structure 20 and the outer walls of a number of injection enclosing plates 4 for rust inhibitors. A rust inhibitor injection cavity 7 is enclosed between the inner wall of each injection enclosing plate 4 for rust inhibitors and the surface of the original concrete structure 20.

[0055] The prepared ultra-high performance concrete layer is injected into the protective layer injection cavity 6, the rust inhibitor 11 is injected into each rust inhibitor injection cavity 7, the two poles of the power supply 3 are respectively connected to the protective layer 1 and the steel bar 20 - 1 in the original concrete structure 20, and the formwork is removed after curing and final setting;

[0056] After the original concrete structure 20 is corroded, the power supply 3 is turned on for cathodic protection, the protective layer 1 is used as the anode and connected to the power supply 3, and the steel bar 20-1 in the original concrete structure 20 is set as the cathode by means of an external current. The magnitude of the external current of the power supply 3 and the power-on time are adjusted, and the effective rust-inhibiting cationic groups are quickly infiltrated into the steel bar 20 in the original concrete structure 20 by the electromigration effect of the electric field, so as to achieve the purpose of inhibiting the corrosion of the steel bar. Driven by the cathodic protection electric field, the rust inhibitor 11 groups migrate to the surface of the steel bar, and the chloride ions migrate outward, thereby realizing the re-passivation and corrosion delay process of the activated steel bar 20-1.

[0057] Specific embodiment 9: This embodiment is a further limitation of specific embodiments 1, 2, 3, 4, 5, 6, 7 or 8. The power supply 3 is a DC power supply with a current density range of 8-20 mA / m 2 , the system output voltage should not exceed 24V.

[0058] Specific embodiment ten: The specific embodiment is a further limitation of specific embodiments four, five, six, seven, eight or nine. When the protective layer 1 is a UHPC protective layer, the specific pouring process is divided into the following parts:

[0059] Selection and installation of formwork 8: Determine the size of formwork 8 based on the original concrete structure 20 and the determined thickness of the UHPC protective layer. Reserve several channels at the interface between the original concrete structure 20 and the protective layer 1. Determine the location and size of the reserved channels at the interface between the new and old concrete. Place the rust inhibitor injection enclosure 4 on the exposed surface 20-2 of the original concrete structure 20. Use formwork 8 or markings to determine the location. Install a formwork 8 of appropriate size at the correct location around the component to control the UHPC pouring space and ensure that the size and shape of the reserved channels meet the expectations. If other methods of introducing rust inhibitor 11 are selected, it is not necessary to select a formwork 8 with reserved channels.

[0060] Preparation and pouring of UHPC protective layer: Prepare UHPC slurry according to the adjusted mix ratio, and use pumping equipment, pouring vehicles or other appropriate tools to evenly pour the UHPC protective layer on the surface of the concrete structure. During the pouring process, try to avoid the generation of voids and bubbles to ensure the quality of the protective layer and the smoothness of the UHPC protective layer surface.

[0061] Curing: After the UHPC protective layer is poured, a curing step is required to ensure the normal hardening and strength development of the UHPC and prevent the occurrence of shrinkage cracks. The formwork can be removed after the UHPC protective layer is fully hardened.

[0062] When the original concrete structure 20 is corroded, an external DC power supply is added for cathodic protection to ensure that the current density range is 8-20mA / m 2 , the system output voltage should not exceed 24V, the UHPC protective layer is used as the anode and connected to the external power supply, and the steel bar 20-1 in the original concrete structure 20 is used as the cathode by means of an applied current, and the size of the applied current and the power-on time are adjusted. The electromigration effect of the electric field will effectively allow the rust-inhibiting cationic groups to quickly penetrate into the steel bars to achieve the purpose of inhibiting steel corrosion. Driven by the cathodic protection electric field, the rust inhibitor 11 groups migrate to the surface of the steel bars, and the chloride ions migrate outward to achieve the re-passivation and corrosion delay effect of the activated steel bars. In addition, after the system starts working, it is necessary to regularly monitor the operating status of the system and adjust the size and time of the applied current in time. The system needs to be regularly maintained and maintained, including cleaning the anode surface, checking the connecting lines, repairing damage, etc., to ensure the stable operation of the present invention and the continuous and effective promotion of the cathodic protection performance.

Claims

1. A construction method for a marine structure corrosion protection system with both passive resistance and active control, characterized in that: The construction method of the marine structure corrosion protection system with both passive resistance and active control is as follows: determining the grade of the original concrete structure (20) according to the design service life and environmental category of the original concrete structure (20), selecting the thickness of the protective layer (1) according to the grade of the original concrete structure (20), calculating the volume of the protective layer (1) in the marine structure corrosion protection system with both passive resistance and active control according to the size of the original concrete structure (20) and the thickness of the protective layer (1), and finally supporting formwork and casting around the original concrete structure (20) to form the marine structure corrosion protection system with both passive resistance and active control; After obtaining the volume of the protective layer (1) in the marine structure corrosion protection system with both passive resistance and active control, formwork construction is carried out, specifically: The surface of the original concrete structure (20) is treated by a roughening operation, and the surface of the original concrete structure (20) is impacted by a sandblasting machine to remove 2-3 mm of the original concrete surface layer to expose the sand and gravel aggregate, and at the same time remove the surface dust, and the exposed concrete surface of the original concrete structure (20) is wetted by a water spraying device until the surface of the original concrete structure (20) remains moist and there is no water flow, forming an exposed protective surface (20-2), and ensuring that the average bonding strength of the exposed protective surface (20-2) reaches 1.5 MPa, and the minimum value is not less than 1.0 MPa; A plurality of rust inhibitor injection enclosing plates (4) are evenly distributed on the surface of the original concrete structure (20), and a plurality of square templates (8) are enclosed one by one around the periphery of the original concrete structure (20) to perform formwork operations, wherein a protective layer injection cavity (6) is enclosed between the inner wall of the template (8), the surface of the original concrete structure (20) and the outer walls of the plurality of rust inhibitor injection enclosing plates (4), and a rust inhibitor injection cavity (7) is enclosed between the inner wall of each rust inhibitor injection enclosing plate (4) and the surface of the original concrete structure (20); The prepared ultra-high performance concrete slurry is injected into the protective layer injection cavity (6) to form a protective layer (1), and the rust inhibitor is injected into each rust inhibitor injection cavity (7) to form a rust inhibitor strip (2). The two poles of the power supply (3) are respectively connected to the protective layer (1) and the steel bar (20-1) in the original concrete structure (20). After initial setting, the rust inhibitor injection enclosure plate (4) is removed, and the ultra-high performance concrete slurry is injected from bottom to top between the protective layer (1) and each rust inhibitor strip (2) to form a filling layer. Finally, the formwork is removed after final curing and final setting. After the original concrete structure (20) is corroded, the power supply (3) is turned on for cathodic protection. The protective layer (1) is an ultra-high performance concrete layer with conductive fibers (9). The protective layer (1) is used as an anode and connected to the power supply (3). The steel bars (20-1) in the original concrete structure (20) are set as cathodes by means of an applied current. The magnitude of the applied current of the power supply (3) and the power-on time are adjusted. The effective rust-inhibiting cationic groups are quickly infiltrated into the steel bars (20-1) in the original concrete structure (20) by the electromigration effect of the electric field, so as to achieve the process of inhibiting the corrosion of the steel bars. At the same time, the rust inhibitor (11) groups can be driven by the cathodic protection electric field to migrate to the surface of the steel bars, and the chloride ions migrate outward, thereby achieving the process of re-passivation and corrosion delay of the activated steel bars (20-1).

2. The construction method of the marine structure corrosion protection system with both passive resistance and active control according to claim 1 is characterized in that: The formula for calculating the volume of the protective layer (1) is: V = 2Hb (W + L + 2b); In the above formula, b is the thickness of the protective layer (1), L is the length of the original concrete structure (20), W is the cross-sectional width of the original concrete structure (20), and H is the height occupied by the protected area in the original concrete structure (20).

3. The construction method of the marine structure corrosion protection system with both passive resistance and active control according to claim 1 is characterized by: Power supply (3) is a DC power supply with a current density range of 8-20 mA / m 2 , the system output voltage should not exceed 24V.

4. A marine structure corrosion protection system with both passive resistance and active control, obtained by using the construction method of the marine structure corrosion protection system with both passive resistance and active control according to claim 1, characterized in that: It comprises a protective layer (1) and a plurality of rust-resistant strips (2); the inner wall of the protective layer (1) is a contact wall that matches the original concrete structure (20); and the plurality of rust-resistant strips (2) are provided on the contact wall.

5. The marine structure corrosion protection system with both passive resistance and active control according to claim 4 is characterized in that: A power supply (3) is also provided between the protective layer (1) and the original concrete structure (20), one end of the power supply (3) is connected to the protective layer (1), and the other end of the power supply (3) is connected to the steel bar (20-1) in the original concrete structure (20).

6. The marine structure corrosion protection system with both passive resistance and active control according to claim 4 is characterized in that: The steel bars (20-1) connected to the power supply (3) are in a corroded state.

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