Double-layer shockproof and anti-impact containment structure based on swing unloading

Abstract

The invention discloses a double-layer shockproof and anti-impact containment structure based on swing unloading, which comprises a buttress foundation, a swing unloading device comprises a vertical tension-compression support arranged between a double-layer containment and the buttress foundation, the vertical tension-compression support is a support only subjected to vertical tension-compression deformation, and the vertical tension-compression support is arranged between the double-layer containment and the buttress foundation. The double-layer safety shell is provided with a horizontal displacement limiting device and a vertical tension and compression deformation limiting device, the double-layer safety shell comprises an outer-layer safety shell and an inner-layer safety shell, corresponding supports and inter-shell sealing rings are arranged between the bottom edge and the buttress foundation, the bottom of a negative-pressure inter-shell cavity is plugged, and the outer-layer safety shell and the inner-layer safety shell are flexibly connected. According to the double-layer safety shell structure, the vertical tension-compression support is in split connection with the inner-layer safety shell and the outer-layer safety shell, the outer-layer safety shell is matched with the shock-resistant material compounded by the multiple layers of materials to independently swing to resist shock load, and the outer-layer safety shell and the inner-layer safety shell simultaneously swing to resist earthquake load, so that the double-layer safety shell structure has shock-resistant and shock-resistant functions; and the anti-seismic and anti-impact technologies are effectively combined.

Description

TECHNICAL FIELD

[0001] The present application belongs to the field of containment of nuclear power structure, in particular to a double-layer shockproof and impact-proof containment structure based on swing unloading. BACKGROUND

[0002] With the growth of global energy demand and the improvement of environmental protection awareness, nuclear energy as a clean and efficient energy has become the focus of global development, and the safety of nuclear power plants has become the focus of attention. The safety containment design of nuclear power plants currently faces the demand of resisting two extreme external loads at the same time.

[0003] I. The shockproof requirement of the containment, the existing nuclear power plant generally uses the traditional anti-seismic structure, which is similar to buildings, bridges, storage tanks and other fields, and the anti-seismic concept is still to set shock isolation measures between the superstructure and the foundation, that is, the shock isolation technology of the overall force of the structure. Further, the containment is designed as a multi-layer nested structure, and the energy dissipation members are directly arranged between the layers of the containment, so that the inner and outer layers have a buffering effect, and the bottom shock isolation members are linked for anti-seismic, but this technology increases the design difficulty on the one hand, and increases the construction difficulty on the other hand.

[0004] II. The impact-proof requirement of the containment, in order to cope with sudden impact loads such as airplane impact, the general practice of existing nuclear power plants is to directly thicken the concrete shell or the steel plate shell, resulting in a heavy overall containment structure and poor economy.

[0005] Therefore, the existing protection design of the containment of the nuclear power plant cannot better meet the consideration of anti-seismic and anti-impact performance, so it is urgent for the technical personnel in the field to improve the anti-seismic toughness and anti-impact ability of the nuclear safety containment structure, provide a structure that is simple to design and can resist impact load under extreme external load conditions, and prevent radioactive material leakage of the inner containment structure. It is a problem to be solved. SUMMARY

[0006] The purpose of the present application is to provide a double-layer shockproof and impact-proof containment structure based on swing unloading, which solves the technical problems of most existing shockproof measures for overall shock isolation of the superstructure, which is not suitable for nuclear power plant containment, and the design difficulty and construction difficulty of the multi-layer nested containment shock isolation, and solves the technical problems of the existing safety containment impact-proof method of directly thickening the shell, resulting in a heavy structure and poor economy.

[0007] To achieve the above purpose, the technical scheme is as follows: A double-layer shockproof and impact-proof containment structure based on swing unloading, comprising: a pier foundation fixedly connected to the ground, comprising a group of outer piers and a group of inner piers, The swing unloading device comprises vertical tension and compression supports arranged between a double-layer containment shell and a pier foundation, and is composed of outer supports and inner supports. The vertical tension and compression supports are supports that only undergo vertical tension and compression deformation. The device has horizontal displacement limiting devices and vertical tension and compression deformation limiting devices. The horizontal displacement limiting devices limit the horizontal displacement of the supports and provide tension and compression bearing capacity for the vertical tension and compression deformation of the supports, and simultaneously bear the shear force in the horizontal direction. The vertical tension and compression deformation limiting devices limit the vertical stretching or compression of the supports so that the stretching or compression does not exceed the design limit of the tension or compression deformation of the supports. The double-layer containment shell comprises an outer containment shell, and corresponding outer supports are arranged between the bottom edge of the outer containment shell and the outer piers. The double-layer containment shell further comprises an inner containment shell, and corresponding inner supports are arranged between the bottom edge of the inner containment shell and the inner piers. The inter-shell sealing ring is made of a sealing material and seals the bottom of the negative pressure inter-shell cavity formed between the outer containment shell and the inner containment shell. The outer containment shell and the inner containment shell are flexibly connected.

[0008] The outer containment shell is an open-bottom or closed shell. When the bottom is closed, the bottom plate of the outer containment shell is provided with a hole allowing the inner piers to penetrate. The hole is flexibly sealed by a sealing material around the hole. The outer containment shell is a three-layer composite structure formed by a surface layer, a core layer and a back layer. The surface layer is a foam metal material, the core layer is an ultra-high performance concrete layer, and the back layer is a non-prestressed concrete structure, a prestressed concrete structure or a steel structure.

[0009] The inner containment shell is a closed-bottom shell and contains a nuclear reaction device. The inner containment shell is a steel structure or a steel-concrete composite structure with a steel lining.

[0010] The vertical tension and compression supports are one or a combination of a spiral spring tension and compression support, a disc-shaped vertical tension and compression support, a ring spring support, a laminated thick rubber support or an air vertical tension and compression support.

[0011] The outer supports are uniformly distributed along the bottom of the outer containment shell to form an outer support layer, and the inner supports are uniformly distributed along the bottom of the inner containment shell to form an inner support layer. The outer supports and the inner supports are arranged one by one inside and outside.

[0012] The outer containment shell undergoes swing unloading rotation around the center of the outer support layer under the action of impact load. When the outer containment shell undergoes swing unloading rotation beyond the reserved distance of the negative pressure inter-shell cavity, the outer containment shell and the inner containment shell do not collide.

[0013] The outer containment shell and the inner containment shell undergo swing unloading rotation around the center of the outer support layer and the center of the inner support layer, respectively, under the action of seismic load. When the outer containment shell and the inner containment shell undergo swing unloading rotation beyond the reserved distance of the negative pressure inter-shell cavity, respectively, the two do not collide with each other.

[0014] The swing unloading device further comprises energy-dissipation and shock-absorption devices arranged in one-to-one correspondence with the vertical tension-compression supports, and each energy-dissipation and shock-absorption device is arranged between the double-layer safety enclosure and the pier foundation.

[0015] The bottom end of the outer safety enclosure extends beyond the bottom end of the inner safety enclosure, the height of the outer pier is less than the height of the inner pier, and the centroid height of the outer support layer is lower than the centroid height of the inner support layer.

[0016] The energy-dissipation and shock-absorption device is a viscous damper or a viscoelastic damper.

[0017] Compared with the prior art, the present application has the following characteristics and beneficial effects: The present application provides a safety enclosure structure with both shockproof and impactproof functions, which utilizes the swing mechanism provided by the vertical tension-compression supports arranged at the bottom of the double-layer safety enclosure, and cooperates with the material design of the outer safety enclosure and the inner safety enclosure, so that the safety enclosure realizes the functions of anti-seismic and anti-impact.

[0018] Firstly, in terms of anti-seismic, unlike the traditional overall anti-seismic design of the superstructure, the present application designs the safety enclosure as double-layer, and connects the inner and outer safety enclosures with the pier foundation through two sets of vertical tension-compression supports respectively, and makes each layer of safety enclosure generate a swing mechanism around the centroid of each support layer through the vertical deformation of the vertical tension-compression supports, while making the outer safety enclosure and the inner safety enclosure maintain a safe distance in their respective swings, thereby reducing the vibration response of the safety enclosure structure under the action of seismic load, and the vertical tension-compression deformation limiting device arranged on the vertical tension-compression supports can effectively prevent the overturning of the structure. The present application can effectively combine anti-seismic and shock-absorption technologies, effectively prevent the leakage of radioactive substances, and thus significantly improve the overall anti-seismic safety performance of the nuclear power plant.

[0019] Secondly, in the aspect of impact resistance, the application is different from the traditional design of thickening the material of the containment vessel. The containment vessel is designed as a double layer, and the inner and outer containment vessels are connected through two sets of vertical tension-compression supports between the inner and outer containment vessels and the pier foundation. The inner and outer containment vessels form a negative pressure cavity through the inter-shell sealing ring to collect the leaked substances from the inner containment vessel. The vertical deformation of the vertical tension-compression supports makes the outer containment vessel produce a rocking mechanism around the centroid of the outer support layer, so that the outer containment vessel can maintain a safe distance from the inner containment vessel in rocking, effectively unloading sudden impact loads such as aircraft impact to reduce the risk, thereby reducing the damage of impact load to the structure, reducing the dynamic response of the containment vessel structure under impact load, protecting the structural integrity, effectively preventing the leakage of radioactive substances, and further significantly improving the overall impact resistance and safety performance of the nuclear power plant. The application is particularly suitable for structures with large stiffness subjected to impact load, which can unload impact load in a short time through the spring to reduce the risk of impact load. At the same time, the outer containment vessel adopts a multi-layer material composite structure composed of a surface layer, a core layer and a back layer. The surface layer selects a foam metal material such as foam aluminum, which is an effective impact-resistant protective material with the characteristics of light weight, high strength and strong energy absorption capacity. The outer containment vessel is a protective layer of the inner containment vessel with three layers of impact-resistant protection. The outer foam aluminum surface layer can absorb impact energy; the ultra-high performance concrete core layer can further inhibit crack propagation; and the prestressed concrete back layer provides overall stability to avoid single material failure, which can further reduce the damage of impact load to the structure in cooperation with the rocking support.

[0020] The application is a split connection design of vertical tension-compression supports and inner and outer containment vessels. The outer containment vessel can resist impact load by separate rocking with impact-resistant materials of multi-layer material composite. The outer containment vessel and the inner containment vessel can rock simultaneously to resist earthquake load, so that the double containment vessel structure has the functions of resisting earthquake and impact, effectively combines the anti-seismic and anti-impact technologies, and provides a new design idea for reducing damage and destruction under strong earthquake and impact load. Due to the strong structural stability and strong self-resetting capacity, the application can effectively control the residual displacement after earthquake and impact load, and has great economic significance and social value. BRIEF DESCRIPTION OF DRAWINGS

[0021] The application will be further described in detail below with reference to the drawings.

[0022] Figure 1 is a front view structural schematic diagram of the first structural embodiment of the application.

[0023] Figure 2 is Figure 1 and Figure 21 is a top view schematic diagram.

[0024] Figure 3 is Figure 1The motion characteristics of the overall structure under external impact load.

[0025] Figure 4 is the finite element model of double containment vessel.

[0026] Figure 5 is the deformation mode of double containment vessel with helical spring support.

[0027] Figure 6 is the calculation method of each index and the list of comparison objects.

[0028] Figure 7 is the list of rigid body displacement ratio.

[0029] Figure 8 is the list of base shear.

[0030] Figure 9 is the comparison chart of each point of outer containment vessel displacement angle of two models under 1 times SSE working condition.

[0031] Figure 10 is the comparison chart of each point of outer containment vessel displacement angle of two models under 2 times SSE working condition.

[0032] Figure 11 is the comparison chart of each point of outer containment vessel displacement angle of two models under 4 times SSE working condition.

[0033] Figure 12 is the comparison chart of each point of inner containment vessel displacement angle of two models under 1 times SSE working condition.

[0034] Figure 13 is the comparison chart of each point of inner containment vessel displacement angle of two models under 2 times SSE working condition.

[0035] Figure 14 is the comparison chart of each point of inner containment vessel displacement angle of two models under 4 times SSE working condition.

[0036] Figure 15 is the comparison chart of each point of outer containment vessel horizontal acceleration of two models under 1 times SSE working condition.

[0037] Figure 16 is the comparison chart of each point of outer containment vessel horizontal acceleration of two models under 2 times SSE working condition.

[0038] Figure 17 is the comparison chart of each point of outer containment vessel horizontal acceleration of two models under 4 times SSE working condition.

[0039] Figure 18 is the comparison chart of each point of inner containment vessel horizontal acceleration of two models under 1 times SSE working condition.

[0040] Figure 19 is a comparison chart of the horizontal acceleration of the inner layer of the safety shell of the two models under 2 times SSE conditions.

[0041] Figure 20 is a comparison chart of the horizontal acceleration of the inner layer of the safety shell of the two models under 4 times SSE conditions.

[0042] Figure 21 is a schematic view of the front structure of the second structural embodiment of the application.

[0043] The reference signs: 1 - outer safety shell, 11 - bottom plate, 2 - inner safety shell, 3 - negative pressure cavity between shells, 4 - nuclear reactor device, 5 - sealing ring between shells, 6 - vertical tension and compression support, 61 - outer support, 62 - inner support, 7 - energy dissipation and shock absorption device, 8 - pier foundation, 81 - outer pier, 82 - inner pier, 9 - ground, 10 - sealing material. DETAILED DESCRIPTION

[0044] Example 1 refers to Figures 1-3 as shown, a double-layer shockproof and impact-proof safety shell structure based on swing unloading, comprising: The pier foundation 8 is fixedly connected to the ground 9 and includes a group of outer piers 81 and a group of inner piers 82. The pier foundation 8 is generally made of reinforced concrete structure.

[0045] The swing unloading device includes a vertical tension and compression support 6 arranged between the double-layer safety shell and the pier foundation 8, which is composed of an outer support 61 and an inner support 62. The vertical tension and compression support 6 is a support that only undergoes vertical tension and compression deformation. It has a horizontal displacement limiting device and a vertical tension and compression deformation limiting device. The horizontal displacement limiting device limits the horizontal displacement of the support and provides tension and compression bearing capacity for the vertical tension and compression deformation of the support, while bearing the shear force in the horizontal direction. The vertical tension and compression deformation limiting device limits the stretching or compression of the support so that it does not exceed the design limit of the tensile deformation or compressive deformation of the support. The length of the vertical tension and compression support is fixed, and the tensile stiffness or compressive stiffness is significantly increased, which is equivalent to the fixed end constraint at the bottom of the traditional structure, thereby preventing the overturning of the overall structure. In actual production, the horizontal displacement limiting device and the vertical tension and compression deformation limiting device can both use guide limiting steel pipes.

[0046] The vertical tension and compression support 6 is one of a spiral spring tension and compression support, a disc-shaped vertical tension and compression support, a ring-shaped spring support, a laminated thick rubber support, or an air vertical tension and compression support, or a combination of several thereof.

[0047] The double-layer containment vessel comprises an outer containment vessel 1, and corresponding outer supports 61 are arranged between the bottom edges and outer buttresses 81 of the outer containment vessel 1; the outer containment vessel 1 is a bottom-opened cover body.

[0048] The double-layer containment vessel further comprises an inner containment vessel 2, and corresponding inner supports 62 are arranged between the bottom edges and inner buttresses 82 of the inner containment vessel 2; the inner containment vessel 2 is a bottom-closed cover body, the dome is in a semispherical shape, the dome is directly connected with the cylindrical barrel wall, the nuclear reactor device 4 is contained in the inner containment vessel 2, the inner containment vessel 2 has a sealing property to prevent radioactive material leakage, and the inner containment vessel 2 is a steel structure or a steel-concrete composite structure with a steel lining layer.

[0049] The outer supports 61 are arranged along the bottom of the outer containment vessel 1 to form an outer support layer, the inner supports 62 are arranged along the bottom of the inner containment vessel 2 to form an inner support layer, and the outer supports 61 and the inner supports 62 are arranged in one-to-one correspondence.

[0050] The inter-shell sealing ring 5 is made of a sealing material 10, and seals the bottom of the negative pressure inter-shell cavity 3 formed between the outer containment vessel 1 and the inner containment vessel 2, and is flexibly connected with the outer containment vessel 1 and the inner containment vessel 2.

[0051] In the present application, the outer containment vessel 1 swings and unloads under the action of an impact load to rotate around the centroid of the outer support layer, so as to ensure that the structure can be stably reset after swinging, and the outer containment vessel 1 and the inner containment vessel 2 do not collide when the outer containment vessel 1 swings and unloads beyond the reserved distance of the negative pressure inter-shell cavity 3.

[0052] The outer containment vessel 1 and the inner containment vessel 2 respectively swing and unload under the action of an earthquake load to rotate around the centroid of the outer support layer and the centroid of the inner support layer, so as to ensure that the structure can be stably reset after swinging, and the outer containment vessel 1 and the inner containment vessel 2 do not collide when the outer containment vessel 1 and the inner containment vessel 2 respectively swing and unload beyond the reserved distance of the negative pressure inter-shell cavity 3.

[0053] The bottom end of the outer containment 1 protrudes from the bottom end of the inner containment 2, the height of the outer support pier 81 is less than the height of the inner support pier 82, and the centroid height of the outer support layer is lower than the centroid height of the inner support layer, so that the bottom of the inner containment 2 swings and is unloaded to rotate in the outer containment 1, further ensuring the protection of the outer containment 1 to the inner containment 2.

[0054] The swing unloading device further comprises an energy dissipation and shock absorption device 7 corresponding to each vertical tension and compression support 6, which is arranged together with the vertical tension and compression support 6 and further dissipates energy through the deformation of the energy dissipation and shock absorption device. Each energy dissipation and shock absorption device 7 is arranged between the double-layer containment and the support pier foundation 8, and the arrangement position of the energy dissipation and shock absorption device 7 is adapted to the type of the vertical tension and compression support. The installation position of the energy dissipation and shock absorption device 7 needs to be reasonably arranged. In this embodiment, the energy dissipation and shock absorption device 7 is arranged on one side of the corresponding vertical tension and compression support 6. The energy dissipation and shock absorption device 7 is a viscous damper or a viscoelastic damper.

[0055] Embodiment two is shown in Figure 21 , Figure 2 As shown in FIG. 2, the outer containment 1 is a closed bottom cover. When the bottom is closed, the bottom plate 11 of the outer containment 1 is provided with a hole allowing the inner support pier 82 to pass through, and the hole is flexibly sealed by a sealing material 10 around the hole. The sealing material 10 is neoprene, perfluoroether rubber or fluororubber.

[0056] In order to verify the effect, the applicant has carried out the following analysis experiment on the seismic response of the anti-shock and anti-impact containment structure of the application.

[0057] I. Model establishment and parameter setting

[0058] Model establishment: SAP2000 is used to establish a three-dimensional finite element model of the double-layer containment, and the nonlinear time history (NTH) analysis module is applied to simulate and calculate the dynamic response of the double-layer containment under the action of earthquake. See Figures 4-5 .

[0059] Structure system: Outer containment 1: Q265HR steel, cylinder inner diameter 42m, wall thickness 50mm, dome thickness 50mm, net height 67m.

[0060] Inner containment 2: Q265HR steel, cylinder inner diameter 40m, wall thickness 44.5mm, dome thickness 44.5mm, net height 65m.

[0061] Negative pressure cavity 3: an annular space with a net distance of 2.0m is arranged between the inner and outer containments to maintain negative pressure to collect the leaked substances from the inner containment 2.

[0062] Support system: The vertical tension-compression support type of the inner and outer containment bottom is a spiral spring support. The design goal is that the rigid body displacement ratio is 75%, and its feasibility is verified by pushover analysis.

[0063] II. Seismic input and working condition design.

[0064] Seismic wave selection: According to the Nuclear Power Plant Seismic Design Standard (GB 50267-2019), the total number of seismic waves selected for the study of the seismic response of the structure should be not less than three groups. In this embodiment, three groups of seismic waves are selected for bidirectional input (X:Y=1:1).

[0065] Working condition design: The bidirectional seismic action of three groups of seismic waves under safe shutdown earthquake (SSE, according to the data provided by a certain nuclear power company, peak acceleration 0.38g) is studied. Taking the safe shutdown earthquake (SSE) as the reference, three working conditions are defined: Working condition a: 1 times SSE (peak acceleration 0.38g).

[0066] Working condition b: 2 times SSE (peak acceleration 0.76g).

[0067] Working condition c: 4 times SSE (peak acceleration 1.52g).

[0068] The stiffness of the spring support at the bottom of the inner and outer containment is calculated respectively. The indicators include: rigid body displacement ratio, base shear, displacement angle, and horizontal acceleration.

[0069] Calculation method of each indicator: Nonlinear time history analysis (NTH) is performed on each group of seismic waves. The average value of the maximum response of three groups of waves for each working condition is taken as the indicator result.

[0070] III. Performance indicators and analysis methods.

[0071] The calculation method of each indicator and the comparison object are listed in Figure 6 . IV. Verification results of indicators.

[0072] The verification results of each indicator are as follows: 1. Rigid body displacement ratio, listed in Figure 7 . Conclusion: The rigid body displacement ratio obtained by pushover analysis is highly consistent with the design target (75%), indicating that the spiral spring support system meets the pre-set stiffness requirement and effectively controls the overall translation of the structure, meeting the requirements.

[0073] 2. Base shear, listed in Figure 8 . Conclusion: The rocking model reduces the base shear by isolating the seismic energy transmission through flexible connections, significantly improving the structural seismic margin. The spring supports of the rocking model systematically reduce the base shear by 64.3±0.1%, and the base shear of the double containment shell with spring supports is significantly reduced compared to the traditional fixed support double containment shell structure.

[0074] 3. Displacement angle.

[0075] Referring to Figures 9-11 For the comparison of the displacement angles of various points of the outer containment shell under various working conditions, Figures 12-14 For the comparison of the displacement angles of various points of the inner containment shell under various working conditions.

[0076] Conclusion: The displacement angle of the traditional fixed support model exceeds the limit under high intensity working conditions (such as 4 times SSE), and the local deformation is concentrated. The displacement angle of the spring support model of the invention is uniformly distributed along the height, and the displacement angle of each elevation point is significantly reduced, the overall deformation of the structure is improved, and local failure caused by stress concentration is avoided.

[0077] 4. Acceleration.

[0078] Referring to Figures 15-17 For the comparison of the acceleration of various points of the outer containment shell under various working conditions, Figures 18-20 For the comparison of the acceleration of various points of the inner containment shell under various working conditions.

[0079] Conclusion: The acceleration of the traditional fixed support model is significantly amplified along the height, and the spring support effectively suppresses the whipping effect, with no amplification trend along the height. The peak acceleration of the spring support model is reduced by 30%-50%, and is more evenly distributed along the height.

[0080] In summary, the effectiveness of the spiral spring support in the double containment shell structure is verified through nonlinear time history analysis. The spiral spring support achieves a rigid displacement ratio of 77.86%, meeting the 75% design target (deviation <4%) and ensuring the overall translational stability of the structure. The base shear is reduced by more than 60%, reducing the foundation stress demand; the displacement angle is uniformly distributed, avoiding local deformation concentration, with a reduction of 50% (4 times SSE working condition), and the horizontal acceleration is correspondingly reduced by 30%-50%, suppressing the "whipping effect". Through finite element modeling analysis and comparison, compared with the traditional containment shell structure with fixed connection at the bottom and foundation, the invention can effectively control the seismic response of the structure under seismic action, and the displacement angle, base shear, and horizontal acceleration indicators are significantly reduced. Compared with the traditional fixed connection, the seismic performance of the containment shell under strong earthquakes (4 SSE working condition) is significantly improved, providing support for the seismic protection of nuclear facilities.

Claims

1. A double-layer shockproof and impactproof containment structure based on swing unloading, characterized in that, The utility model relates to a kind of double-layer containment and swing unloading device, including: Pile foundation (8) is fixedly connected on ground (9), including a group of outer layer support (81) and a group of inner layer support (82), Swing unloading device, including the vertical tension and compression support (6) being arranged between double-layer containment and pile foundation (8), is composed of outer layer support (61) and inner layer support (62), vertical tension and compression support (6) is the support that only vertical tension and compression deformation occurs, with horizontal displacement limiting device and vertical tension and compression deformation limiting device, horizontal limiting device limits the horizontal displacement of support, provides tension and compression bearing capacity for the vertical tension and compression deformation of support, while bearing shear in horizontal direction, vertical tension and compression deformation limiting device limits that support is stretched or compressed vertically, so that it does not exceed the limit value of the design of the tensile deformation or the compression deformation of support; Double-layer containment includes outer layer containment (1), and corresponding outer layer support (61) is arranged between bottom edge and outer layer support (81); Double-layer containment also includes inner layer containment (2), and corresponding inner layer support (62) is arranged between bottom edge and inner layer support (82); Inter-shell sealing ring (5) is made of sealing material (10), blocks the bottom of negative pressure inter-shell cavity (3) formed between outer layer containment (1) and inner layer containment (2), and is flexibly connected between outer layer containment (1) and inner layer containment (2).

2. The rocking unloading based double containment shock and impact protection containment structure according to claim 1, characterized in that: Outer layer containment (1) is the cover body with bottom opening or closed, when bottom is closed, the bottom plate (11) of outer layer containment (1) is reserved hole allowing inner layer support (82) to penetrate, and the periphery of hole is flexibly sealed by sealing material (10), and outer layer containment (1) is three-layer composite structure formed by surface layer, core layer and back layer, surface layer is foamed metal material, core layer is super high performance concrete layer, and back layer is non-prestressed concrete structure, prestressed concrete structure or steel structure.

3. The dual containment structure based on rocking unloading according to claim 1, characterized in that: Inner layer containment (2) is the cover body with bottom closed, contains nuclear reaction device (4), and is steel structure or steel-concrete composite structure with steel lining layer.

4. The dual containment structure based on rocking unloading according to claim 1, wherein: Vertical tension and compression support (6) is one or several combinations of spiral spring tension and compression support, disc vertical tension and compression support, ring spring support, laminated thick rubber support or air vertical tension and compression support.

5. The rocking unloading based double containment shock and impact protection containment structure according to claim 1, wherein: Outer layer support (61) forms outer support layer along the bottom of outer layer containment (1) one week interval uniform distribution, and inner layer support (62) forms inner support layer along the bottom of inner layer containment (2) one week interval uniform distribution, and outer layer support (61) and inner layer support (62) are arranged one by one inside and outside.

6. The rocking unloading based double containment shock and impact protection containment structure according to claim 5, characterized in that: Outer layer containment (1) occurs swing unloading rotation around the center of outer support layer under the action of impact load, and the reserved distance of negative pressure inter-shell cavity (3) is outside outer layer containment (1) when swing unloading rotation, and outer layer containment (1) and inner layer containment (2) are not collided.

7. The rocking unloading based double containment shock and impact protection containment structure according to claim 5, characterized in that: Outer layer containment (1) and inner layer containment (2) respectively occur swing unloading rotation around the center of outer support layer and inner support layer under the action of earthquake load, and the reserved distance of negative pressure inter-shell cavity (3) is outside outer layer containment (1) and inner layer containment (2) respectively when swing unloading rotation, and they are not collided.

8. The rocking unloading based double containment shock and impact protection containment structure according to claim 5, characterized in that: The swing unloading device further comprises energy dissipation and shock absorption devices (7) arranged one by one with the vertical tension and compression supports (6), and each energy dissipation and shock absorption device (7) is arranged between the double-layer safety shell and the pier foundation (8).

9. The rocking unloading based double containment shock and impact protection containment structure according to any one of claims 6-8, characterized in that: The bottom end of the outer safety shell (1) extends beyond the bottom end of the inner safety shell (2), the height of the outer pier (81) is less than the height of the inner pier (82), and the centroid height of the outer support layer is lower than the centroid height of the inner support layer.

10. The rocking unloading based double containment shock and impact protection containment structure according to claim 8, characterized in that: The energy dissipation and shock absorption devices (7) are viscous dampers or viscoelastic dampers.

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