Modular pressure relief explosion wall for hydrogen station

Abstract

This invention discloses a modular pressure relief explosion-proof wall for hydrogen refueling stations, belonging to the field of building safety protection technology. The explosion-proof wall includes an explosion-proof wall body and an anchoring base integrally formed in the lower part of the explosion-proof surface of the explosion-proof wall body. A first square steel pipe penetrating along the thickness direction is arranged on the explosion-proof wall body, and a second square steel pipe penetrating along the height direction is arranged on the anchoring base. The first and second square steel pipes are connected inside the anchoring base, and their inner cavities together form a continuous channel penetrating the explosion-proof wall at right angles. This invention compensates for the structural strength loss caused by opening the channel by setting the thickness of the anchoring base to be greater than the thickness of the explosion-proof wall body. The continuous channel can be selectively used as a ventilation and explosion-proof channel or an anchoring channel according to usage requirements, achieving flexible integration of pressure relief, ventilation, and anchoring functions. This explosion-proof wall has a compact structure, selectable functions, is easy to modularly produce, and can be quickly installed on-site, making it particularly suitable for safety protection in flammable and explosive locations such as hydrogen refueling stations.

Description

Technical Field

[0001] This invention relates to the field of building safety protection technology, and more specifically, to a modular pressure relief explosion-proof wall suitable for flammable and explosive locations such as hydrogen refueling stations and its installation method. Background Technology

[0002] With the promotion of clean energy, energy supply facilities such as hydrogen refueling stations are increasing, and their safety has become a major concern. An explosion at such a location would cause serious harm to surrounding personnel and facilities. Therefore, it is crucial to install blast-proof barriers to limit the scope of blast damage and protect critical equipment.

[0003] In existing technologies, such as the patent with authorization announcement number CN118639777B, a pressure-relief explosion-proof wall is disclosed, which achieves explosion pressure relief through a sliding plate and transmission components. However, such structures generally have an inherent technical contradiction: the setting of the pressure relief opening inevitably weakens the structural integrity of the wall, forming a weak area in mechanical structure. To solve this problem, existing technologies usually adopt two methods: one is to separate the pressure relief opening from the main body of the wall (such as the patent with authorization announcement number CN108505643B), avoiding excessive weakening of the main structure through an independent pressure relief device; the other is to add a reinforcing frame or reinforcement structure at the opening. But regardless of the method, the opening area is always the weak link of the wall, and the anchoring function still needs to rely on an independent foundation or ground anchor structure. This design, which physically separates the "pressure relief opening" and the "anchoring structure" and functionally isolates them, results in high redundancy of the wall structure, low space utilization, and fails to solve the problem of structural strength loss in the opening area.

[0004] Therefore, how to design an explosion-proof wall structure that can provide stable anchoring, flexibly configure pressure relief function according to actual needs, and facilitate modular production and rapid on-site installation is a technical problem that urgently needs to be solved in this field. Summary of the Invention

[0005] This invention provides a modular pressure relief and explosion-proof wall for hydrogen refueling stations. Its core design concept is to address the weakening effect of pressure relief openings on the wall strength by structurally thickening the area where the openings are located to compensate for the strength loss, and to utilize the extra space after thickening to support the anchoring function, thereby integrating the two originally separate functions of pressure relief and explosion protection.

[0006] Specifically, the present invention features an integrally formed anchor base module at the base of the wall with a significantly greater thickness than the blast-facing wall module, and a pressure relief channel is arranged throughout this thickened area. The area that was originally weakened by the pressure relief opening gains higher structural strength through local thickening, while the additional space provided by the thickened portion can be used to accommodate the anchor body.

[0007] To achieve the above objectives, the present invention provides the following technical solution: A modular pressure relief explosion-proof wall for hydrogen refueling stations includes an explosion-proof wall body and an anchoring base.

[0008] The blast-resistant wall is provided with a first square steel pipe that runs through the thickness direction, and the inner cavity of the first square steel pipe forms a first channel.

[0009] The anchoring base is integrally formed on the lower part of the blast-facing surface of the blast-resistant wall. A second square steel pipe is arranged on the anchoring base and extends through it along the height direction. The inner cavity of the second square steel pipe forms a second channel.

[0010] The first square steel pipe and the second square steel pipe are connected inside the anchor base, and their inner cavities together form a continuous channel penetrating the explosion-proof wall.

[0011] Preferably, the height of the blast-resistant wall H 1 satisfies 2m≤ H 1≤4m, thickness T 1 is H 0.05 to 0.10 times the width of 1 L 1 and H The ratio of 1 to 0.8 is 1.2; the height of the anchoring base. H 2 is not less than 0.4 H 1. Thickness T 2 satisfy 2 T 1≤ T 2≤4 T 1. Width L 2= H 1; The side length of the first square steel pipe D 1 satisfies 0.5 T 1≤ D 1≤ T 1. Length equals T 1+ X 2, of which X 2=( T 2- D 2) / 3 represents the distance between the second square steel pipe and the blast-resistant wall; the side length of the second square steel pipe D 2 is D 1.1 to 1.3 times 1, length equal to H 2.

[0012] Preferably, the first square steel pipes are distributed in a matrix on the blast-resistant wall, and the center-to-center distance S between two adjacent first square steel pipes is 1.8 to 2.2 times. D1; The first square steel pipes are symmetrically distributed horizontally on both sides of the vertical line of the blast-facing surface, and vertically distributed within the height range of the anchoring base; the distance between the center of the outermost first square steel pipe and the bottom and side edges of the blast-proof wall is 1.0 to 1.5 times. D 1. And not less than the required thickness of the concrete protective layer.

[0013] Preferably, the sidewall of the second square steel pipe has multiple openings with a side length of... D 1. A square hole, wherein the center distance of the square holes is 1.8 to 2.2 times. D 1. And the center distance between the first square steel pipe and the first square steel pipe is equal; the end of the first square steel pipe is aligned with the square hole and welded and fixed, so that each first hole is connected to the corresponding second hole.

[0014] Preferably, a portion of the continuous duct serves as an anchoring duct, and the other portion serves as a ventilation and explosion relief duct; anchoring material is poured into the anchoring duct to form an anchor body embedded in the foundation; the anchor body includes a fixed section located within the anchoring base and an anchoring section embedded in the foundation; the ventilation and explosion relief duct remains continuous.

[0015] The quantity of anchor bodies and the length of the anchoring section are determined according to the anti-overturning requirements, and the specific determination method is as follows: Step 1: Based on the hydrogen storage capacity of the space protected by the explosion-proof wall. V Based on a hydrogen storage capacity of 0.01m³ per cubic meter. 2 Calculate the required ventilation cross-sectional area, and based on this, determine the number of continuous ducts that need to be reserved as ventilation and explosion relief ducts. N 2, and make the selected N Two continuous channels are evenly spaced along the width of the anchor base; Step 2: Use the remaining continuous ducts as anchoring ducts, determine the required anchoring force based on the balance between the overturning moment generated by the explosive impact load and the anti-overturning moment provided by the anchor body, and determine the anchoring section length of the anchor body based on the bond strength between the soil and the anchor body. Step 3: Pour high-strength, non-shrink grout into the foundation from the top of the continuous duct that serves as the anchoring channel to form the anchor body.

[0016] Beneficial effects: Compared with the prior art, the present invention has the following beneficial effects: 1. Strength compensation, thickened area to offset the weakening of openings: The thickness of the anchor base is greater than that of the explosion-proof wall, so that the root of the wall, which was originally weakened by the opening of ventilation and pressure relief channels, can obtain cross-sectional compensation, and the bending load-bearing capacity is no less than that of a conventional wall without openings.

[0017] 2. Structural coordination, with pressure relief and anchoring sharing the same channel: Through the connection design of the first and second steel pipes, the ventilation and pressure relief channel and the anchoring channel are combined into one, eliminating the need for a separate structure for the anchoring function and simplifying the wall construction.

[0018] 3. Functional flexibility, supporting multiple application scenarios with the same structure: Based on the aforementioned continuous channels, during installation, the following options can be selected according to site conditions: some continuous channels can be kept open for ventilation and explosion relief, while the remaining channels can be filled with solidified material to form an anchor body to meet anti-overturning requirements. This design allows the same precast wall to adapt to different geological conditions and safety requirements without changing the product structure.

[0019] 4. Modular production and rapid construction: Explosion-proof wall modules can be prefabricated in a standardized manner in the factory, ensuring quality control. On-site installation only requires hoisting and selective filling, which greatly shortens the construction cycle and reduces on-site wet work, thus benefiting environmental protection and safety. Attached Figure Description

[0020] Figure 1 A three-dimensional structural diagram of a modular pressure relief explosion-proof wall for a hydrogen refueling station provided in an embodiment of the present invention; Figure 2 for Figure 1 The blast-proof wall shown is a cross-sectional view along the A-A' direction; Figure 3 This is a schematic diagram of the pre-embedded skeleton in an embodiment of the present invention; Figure 4 This is a schematic diagram of the structure after the explosion-proof wall is installed in Embodiment 1 of the present invention; Figure 5 This is a schematic diagram of the venting of the explosion shock wave through continuous channels in Embodiment 1 of the present invention; Wherein: 10-Explosion-proof wall, 11-First square steel pipe, 12-First duct, 20-Anchor base, 21-Second square steel pipe, 22-Second duct, 30-Anchor body, 40-Functional component, 41-Honeycomb panel, 42-Explosion-proof axial flow fan. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of the present invention clearer, the embodiments of the present invention will be described in detail below.

[0022] Example 1: This example provides a modular pressure relief explosion-proof wall for a hydrogen refueling station, specifically applied to the isolation area between the storage tank area and the hydrogen refueling island. The structural parameters of the explosion-proof wall in this example are shown in Table 1, and its specific structure and installation method are as follows.

[0023] Table 1 Basic parameters of explosion-proof wall in Example 1 .

[0024] I. Wall Structure The blast-resistant wall 10 is a reinforced concrete structure, and its height is... H 1 is 3.00 m, width L 1 is 3.00 m, thickness T 1 is 0.15 m. T 1 / H The ratio 1 = 0.067 meets the design specifications for the wall height-to-thickness ratio, ensuring the stability of the wall under the action of an blast shock wave. Ten × four first square steel pipes 11 are pre-embedded within the blast-resistant wall 10. The side length of the first square steel pipe 11 is... D 1 is 0.15 m. The first square steel pipe 11 penetrates the blast-resistant wall 10 along the wall thickness direction, and its inner cavity forms the first channel 12.

[0025] Multiple first-stage steel pipes 11 are distributed in a matrix (e.g. Figure 3 (As shown). The center distance between two adjacent first square steel pipes 11 S It is 0.30 m, which is twice the length. D 1. This spacing ensures reliable bonding of the concrete to the steel pipes, meeting the protective layer thickness requirements, while also providing sufficient airflow channel area for subsequent ventilation and pressure relief. Horizontally, the first square steel pipes 11 are symmetrically distributed on both sides of the vertical centerline of the explosion-proof wall, ensuring uniform structural stress. Vertically, all the first square steel pipes 11 are distributed within the height range of the anchoring base 20, i.e., within a 1.20 m area upwards from the wall base, to ensure that all the first ducts 12 can connect to the structure within the anchoring base 20 below. The distance between the center of the outermost first square steel pipe and the bottom and side edges of the explosion-proof wall is 0.15 m (i.e., 1.0 times). D 1) Meet the minimum thickness requirements for concrete cover.

[0026] II. Base Structure The anchoring base 20 is integrally formed in the lower part of the blast-facing surface (back blast side) of the blast-resistant wall 10. The height of the anchoring base 20 is... H 2 is 1.20 m, thickness T 2 is 0.40 m in length and has the same width as the blast-resistant wall 10, which is 3.00 m. T 2 = 2.5 T 1. The thickness is greater than 10 mm of the blast-resistant wall, forming a structural reinforcement zone at the base of the wall.

[0027] Ten second square steel pipes 21 are pre-embedded inside the anchor base 20, and the side length of the second square steel pipe 21 is... D 2 is 0.18 m, and its length is equal to the height of the anchor base. H2, i.e. 1.20 m. The second square steel pipe 21 penetrates the anchoring base 20 along the height direction, and its inner cavity forms the second channel 22. The second square steel pipes 21 are arranged symmetrically along the width direction of the base, with a spacing of 0.30 m, consistent with the spacing of the first square steel pipe 11.

[0028] The distance between the second steel pipe 21 and the back surface of the blast-facing wall 10 X 2 is 0.073 m, ensuring that the second steel pipe 21 is arranged biased towards the blast wall within the anchor base 20, so that the concrete on its back side is thickened, ensuring the bearing capacity and impact resistance.

[0029] III. Channel Connection and Skeleton Formation like Figure 3 As shown, each of the second square steel pipes 21 has four square holes on its sidewall facing the blast-resistant wall 10. The side length of the square holes is the same as the side length of the first square steel pipe 11. D The lengths of the first square steel pipe 11 are equal, both being 0.15m, and their center-to-center distance is the same as the matrix distribution spacing of the first square steel pipe 11 (0.30m horizontally and 0.30m vertically). The length of the first square steel pipe 11 is equal to... T 1+ X 2, or 0.223m, so that its end (i.e. the end that extends into the anchor base 20) is aligned and inserted into these square holes, and fixedly connected to the second square steel pipe 21 by welding to form an integral prefabricated steel structure frame.

[0030] Through the aforementioned connection, the first channel 12 inside the first square steel pipe 11 and the second channel 22 inside the second square steel pipe 21 are connected at right angles inside the anchoring base 20, forming multiple continuous "L"-shaped channels penetrating the explosion-proof wall. These continuous channels serve as pressure relief channels during an explosion and also provide reserved space for subsequent anchoring operations.

[0031] IV. On-site installation and functional configuration The explosion-proof wall modules are prefabricated in the factory and then transported to the site for installation. During on-site installation, a foundation trench is first excavated at the designated location, and a concrete foundation layer is poured. The prefabricated explosion-proof wall modules are then hoisted into place, with their anchoring bases 20 embedded in the trench.

[0032] Based on the site geological conditions and anti-overturning requirements, the functions of the 10 continuous channels were assigned: Selection of ventilation and explosion relief ducts: Calculations show that the required number of continuous ducts for ventilation and explosion relief needs to be reserved to meet the daily ventilation requirements of the tank area. N 2=4. Select four evenly distributed continuous channels and keep them connected. After the wall is fixed, install ventilation and explosion relief facilities.

[0033] It should be noted that the number of continuous channels reserved for ventilation should not exceed half of the total number of continuous channels to ensure sufficient continuous channels for anchoring and to meet the anti-overturning requirements. In this embodiment, the total number of continuous channels is 10, and the number of reserved ventilation channels is 4, which does not exceed half of the total number and complies with the above design principle.

[0034] Anchorage duct determination: To meet the explosion-proof and overturning-proof requirements of this hydrogen refueling station, the remaining 6 continuous ducts are used as anchorage ducts. Based on the balance between the overturning moment generated by the explosion impact load and the anti-overturning moment provided by the anchor body, and combined with the bond strength between the soil and the anchor body, the anchorage section length of the anchor body is calculated and determined. In this embodiment, the foundation soil is silty clay, and the calculated anchorage section length is 1.0 m below the foundation.

[0035] Anchor body pouring: High-strength, non-shrink grout is poured downwards from the top opening of the second channel 22, which serves as the anchoring channel. The grout flows through the second channel 22 to the foundation and extends into the first channel 12, which communicates with it, forming an anchor body 30 embedded in the foundation and the wall. The anchor body 30 includes a fixed section located within the anchoring base 20 and an anchoring section embedded in the foundation, ensuring that the blast wall will not overturn or slide under explosive loads.

[0036] Installation of ventilation and explosion relief facilities: Honeycomb panels are installed at the explosion-facing ends of the four continuous channels that remain open, and explosion-proof axial flow fans are installed at the back-explosion ends. Under normal conditions, ventilation can be achieved by starting the fans. The airflow passes through the external atmosphere, the fans, the second channel, the first channel, and the honeycomb panels before entering the storage tank area. In the event of an explosion, the shock wave is initially buffered and dissipated by the honeycomb panels, then further buffered in the right-angle channels within the wall, and subsequently released upwards into the atmosphere through the second channel.

[0037] Through the above configuration, the explosion-proof wall in this embodiment achieves "one wall, multiple uses": some anchoring holes ensure the stability of the wall, the reserved ventilation and explosion relief channels meet the daily ventilation needs, and at the same time form an efficient explosion relief system, fully demonstrating the technical advantages of the present invention in terms of functional integration and flexible configuration.

[0038] Example 2: This example provides a modular pressure relief explosion-proof wall for a hydrogen refueling station, specifically applied to the isolation area between the hydrogen compressor and the personnel duty room. Unlike Example 1, the core design goal of this example is to maximize personnel safety, requiring the wall to have extremely high overturning stability and structural integrity, eliminating the need for pre-reserved ventilation and pressure relief channels. Therefore, all continuous channels are used as anchoring channels, and anchoring material is poured to form an anchor body. The explosion-proof wall structural parameters of this example are exactly the same as those of Example 1, as shown in Table 2. Its specific structure and installation method are as follows.

[0039] Table 2 Basic parameters of explosion-proof wall in Example 2 .

[0040] I. Wall Structure and Base Structure In this embodiment, the structural dimensions, reinforcement, and embedded steel pipe arrangement of the blast-resistant wall 10 and the anchoring base 20 are exactly the same as in Embodiment 1. Multiple first square steel pipes 11 are embedded within the blast-resistant wall 10, arranged in a matrix, with an adjacent center-to-center distance of 0.30 m. Ten second square steel pipes 21 are embedded within the anchoring base 20, symmetrically distributed at equal intervals along the width direction, corresponding one-to-one with the first square steel pipes 11, together forming ten continuous "L"-shaped channels penetrating the blast-resistant wall. For specific structures, please refer to Embodiment 1 and... Figure 3 , Figure 4 This will not be elaborated upon here.

[0041] II. On-site installation and functional configuration After the explosion-proof wall modules are prefabricated in the factory, they are transported to the site for installation. During on-site installation, a foundation trench is first excavated at the designated location, and a concrete foundation layer is poured. Subsequently, the prefabricated explosion-proof wall modules are hoisted into place, with their anchoring bases 20 embedded in the foundation trench.

[0042] Functional allocation: Since the application scenario of this embodiment is the isolation area between the hydrogen compressor and the operator's work area, the area has extremely high requirements for personnel protection and no daily continuous ventilation needs. Therefore, all continuous channels are used for anchoring and no ventilation and explosion relief channels are reserved. Specifically: (1) No ventilation channels are set: Unlike embodiment 1, this embodiment has no daily ventilation requirements. Therefore, all second channels 22 are not reserved as ventilation channels. (2) All channels are used for anchoring: All 10 second channels 22 are used as anchoring channels. High-strength non-shrink grout is poured from the top of each channel downward to form an anchor body 30.

[0043] Anchor body pouring: High-strength, non-shrink grout is poured downwards from the top opening of each second channel 22. The grout flows through the second channel 22 to the foundation and extends into the first channel 11 that communicates with it, forming an anchor body 30 embedded in the foundation and wall. The anchor body 30 includes a fixed section located within the anchor base 20 and an anchoring section embedded in the foundation.

[0044] Anchorage length determination: The anchorage length of the anchor body is determined based on the balance between the overturning moment generated by the explosive impact load and the anti-overturning moment provided by the anchor body, and is calculated in conjunction with the bond strength between the soil and the anchor body. In this embodiment, since all 10 ducts are used for anchorage, the total anchorage force is significantly increased compared to Embodiment 1 (6 anchorage ducts). Therefore, under the same geological conditions, the required length of a single anchorage section can be reduced accordingly. In this embodiment, the calculated anchorage length is 0.70 m below the foundation, which meets the anti-overturning requirements.

[0045] Table 3 Comparison of Example 1 and Example 2 .

[0046] Obviously, the above embodiments are merely illustrative examples for clear explanation and are not intended to limit the implementation. Those skilled in the art will recognize that other variations or modifications can be made based on the above description. It is neither necessary nor possible to exhaustively list all possible implementations here. However, obvious variations or modifications derived therefrom are still within the scope of protection of this invention.

Claims

1. A modular pressure relief explosion-proof wall for hydrogen refueling stations, comprising: The blast-resistant wall has a first square steel pipe running through it along its thickness direction, and the inner cavity of the first square steel pipe forms a first channel. An anchoring base is integrally formed in the lower part of the blast-facing surface of the blast-resistant wall, and a second square steel pipe is arranged on it, which runs through the height direction. The inner cavity of the second square steel pipe forms a second channel. The first square steel pipe and the second square steel pipe are connected inside the anchor base, and their inner cavities together form a continuous channel that penetrates the explosion-proof wall at a right angle.

2. The modular pressure relief explosion-proof wall for a hydrogen refueling station according to claim 1, characterized in that: The height of the explosion-proof wall H 1 satisfies 2m≤ H 1≤4m, thickness T 1 is H 0.05 to 0.10 times the width of 1 L 1 and H The ratio of 1 is 0.8 to 1.2; The height of the anchoring base H 2 is not less than 0.4 H 1. Thickness T 2 satisfy 2 T 1≤ T 2≤4 T 1. Width L 2= H 1; The side length of the first square steel pipe D 1 satisfies 0.5 T 1≤ D 1≤ T 1. Length equals T 1+ X 2, of which X 2=( T 2- D 2) / 3 represents the distance between the second square steel pipe and the blast-resistant wall; The side length of the second square steel pipe D 2 is D 1.1 to 1.3 times 1, length equal to H 2.

3. A modular pressure relief explosion-proof wall for a hydrogen refueling station according to claim 1 or 2, characterized in that: The first square steel pipes are distributed in a matrix on the blast-resistant wall, with the center distance between two adjacent first square steel pipes being... S It is 1.8 to 2.2 times. D 1; its horizontal direction is symmetrically distributed on both sides of the vertical line of the blast-facing surface; its vertical direction is distributed within the height range of the anchoring base; The distance between the center of the outermost first square steel pipe and the bottom and side edges of the explosion-proof wall is 1.0 to 1.5 times the length of the outermost steel pipe. D 1. And not less than the required thickness of the concrete protective layer.

4. A modular pressure relief explosion-proof wall for a hydrogen refueling station according to claim 2, characterized in that: The second square steel pipe has multiple sidewall openings with a side length of... D 1. A square hole, wherein the center distance of the square holes is 1.8 to 2.2 times. D 1. And the center distance from the first square steel pipe is equal; The end of the first square steel pipe is aligned with the square hole and welded to fix it, so that the airflow in each of the first holes can be guided to the corresponding second holes.

5. A modular pressure relief explosion-proof wall for a hydrogen refueling station according to claim 1, characterized in that, The continuous channel is divided into anchoring channels and ventilation and explosion relief channels; anchoring material is poured into the anchoring channel to form an anchor body embedded in the foundation; the anchor body includes a fixed section located in the anchoring base and an anchoring section embedded in the foundation; the ventilation and explosion relief channels are kept continuous. The quantity of anchor bodies and the length of the anchoring section are determined according to the anti-overturning requirements, and the specific determination method is as follows: Step 1: Based on the hydrogen storage capacity of the space protected by the explosion-proof wall. V Based on a hydrogen storage capacity of 0.01m³ per cubic meter. 2 Calculate the required ventilation cross-sectional area, and based on this, determine the number of continuous ducts that need to be reserved as ventilation and explosion relief ducts. N 2, and make the selected N Two continuous channels are evenly spaced along the width of the anchor base; Step 2: Use the remaining continuous ducts as anchoring ducts, determine the required anchoring force based on the balance between the overturning moment generated by the explosive impact load and the anti-overturning moment provided by the anchor body, and determine the anchoring section length of the anchor body based on the bond strength between the soil and the anchor body. Step 3: Pour high-strength, non-shrink grout into the foundation from the top of the continuous duct that serves as the anchoring channel to form the anchor body.

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