Civil defense lane support structure

Abstract

The utility model discloses a civil air defense driveway support structure, including frame column, frame beam, secondary beam and corbel piece. Among them, frame beam is supported on frame column upper end, and secondary beam and frame beam form intersection area, and corbel piece sets up at the intersection of frame beam and frame column, and its first end side is integrally connected with frame column, and second end side extends longitudinally to beyond intersection area, and corbel piece and frame column, frame beam integrally casted into shape. Corbel piece provides additional support for secondary beam through the structure design of upper side with frame beam upper side flush, and lower side inclined extension. In the utility model, corbel piece reduces the shear force that frame beam bears, and need not increase frame beam height, on one hand, ensure that the clearance satisfies the use requirement, on the other hand, avoid the engineering cost promotion caused by the increase of beam height, and the economic benefit is remarkable. In addition, the height of frame beam can keep smaller size, and the bearing capacity of frame column is relatively stronger, and it is more in line with the design concept of'strong column weak beam', and the seismic safety of structure is improved.

Description

Technical Field

[0001] This utility model relates to the field of building engineering technology, specifically to a support structure for civil defense lanes. Background Technology

[0002] In civil defense engineering design, attached basements have become the mainstream form of civil defense facilities in urban civil buildings due to their advantages of combining peacetime and wartime functions and saving land resources. These basements are usually located under civil buildings (such as residences, office buildings, and commercial complexes). The civil defense driveways inside must not only meet the functional requirements of personnel evacuation and material transportation during wartime, but also bear the loads transferred from the superstructure during peacetime. Therefore, stringent requirements are placed on the stability of the supporting structure and the space utilization rate of the driveway area.

[0003] In existing technologies, the load of the superstructure above the civil defense driveway is mostly transferred to the frame beams on both sides of the driveway through secondary beams, and then from the frame beams to the frame columns. However, since the plan layout of the superstructure (such as walls and column grid) often takes precedence over the civil defense engineering design, the placement of secondary beams is often limited by the requirements of the superstructure, resulting in the intersection area of ​​the secondary beams and frame beams (i.e., the secondary beam support) being too close to the frame beam-column joint. In this case, the shear force of the frame beam near the joint increases significantly, easily leading to insufficient shear bearing capacity.

[0004] To address these issues, traditional solutions typically employ two approaches: First, increasing the cross-sectional height of the frame beams to enhance their shear resistance. However, this directly reduces the clearance height of the air-raid shelter driveway. The clearance of the air-raid shelter driveway must meet the minimum requirements for vehicle passage and personnel evacuation stipulated in the "Design Code for Civil Air Defense Underground Shelters" (usually no less than 2.2 meters). If increasing the height of the frame beams results in insufficient clearance, the depth of the basement pit must be further increased. This not only increases the amount of earthwork excavation and support structure work but may also increase construction difficulty and cost due to factors such as groundwater level and geological conditions. Second, increasing the reinforcement of the frame beams to enhance shear resistance. However, when the shear force exceeds a certain range, simple reinforcement optimization is insufficient to meet the code requirements and can lead to dense reinforcement, affecting the quality of concrete pouring and increasing material costs.

[0005] Furthermore, the traditional design approach of "increasing beam height" contradicts the modern structural design principle of "strong columns and weak beams" for earthquake resistance. Excessive beam height may cause their stiffness and load-bearing capacity to exceed that of the frame columns, making it easier for columns to fail before beams under seismic loads, thus reducing the overall seismic safety of the structure.

[0006] Therefore, how to solve the problem of insufficient shear resistance of the frame beam caused by the arrangement of secondary beams near the nodes without increasing the height of the frame beam or reducing the clearance of the civil defense lane has become a technical challenge that urgently needs to be overcome in the design of civil defense projects. Utility Model Content

[0007] This utility model aims to provide a support structure for civil defense lanes that can solve the problem of insufficient shear resistance calculation of frame beams without increasing the beam height, thereby improving economic efficiency.

[0008] To solve the above-mentioned technical problems, this utility model provides a support structure for civil defense lanes, comprising: Frame columns, extending vertically; A frame beam extends longitudinally and is supported at the upper end of the frame column; Secondary beams, supported by the frame beams, form an intersecting area overlapping with the frame beams; and, A corbel is disposed at the intersection of the frame beam and the frame column. The corbel has a first end side and a second end side that are arranged opposite each other in the longitudinal direction. The first end side is integrally connected to the frame column. The second end side extends longitudinally beyond the intersection area in a direction away from the first end side. The lower side of the corbel extends upwardly from the first end side to the second end side. The upper side of the corbel is flush with the upper side of the frame beam. The lower end of the first end side is lower than the lower side of the frame beam, and the lower end of the second end side is lower than the upper side of the frame beam. The corbel, the frame column, and the frame beam are integrally cast.

[0009] Optionally, the corbel member has a transverse dimension larger than the frame beam and less than or equal to the frame column.

[0010] Optionally, the secondary beam is mounted on the upper side of the frame beam.

[0011] Optionally, the minimum longitudinal distance between the midpoint of the intersecting area and the outer surface of the frame column is a, where a is less than or equal to 1.2 meters.

[0012] Optionally, the protective layer thickness of the frame beam is As, and the vertical dimension between the upper side of the frame beam and the lower end of the first end side is h, where h is greater than or equal to the sum of a and As.

[0013] Optionally, the vertical dimension between the upper side of the frame beam and the lower end of the second end side is h0, h0 is greater than or equal to h / 3, and h0 is greater than or equal to 200mm.

[0014] Optionally, the longitudinal dimension of the intersecting region extending beyond the second end side is c, where c is greater than or equal to 150 mm.

[0015] Optionally, the corbel is provided with reinforcing bars, which include tensile bars and horizontal stirrups. The tensile bars are arranged along the edge of the corbel, and the horizontal stirrups are arranged around the outer periphery of the tensile bars and are spaced apart in the vertical direction.

[0016] Optionally, when a / (h-As) is greater than 0.3, the reinforcing steel also includes bent-up bars, the cross-sectional area of ​​which is greater than or equal to 1 / 2 of the cross-sectional area of ​​the tension steel.

[0017] Optionally, in the longitudinal projection view, a line is formed connecting the center point of the intersecting area and the intersection of the lower side of the corbel and the frame column, the length of the line being L, and the distance between the intersection of the bent-up rebar and the line and the center point of the intersecting area being greater than or equal to L / 6 and less than or equal to L / 2.

[0018] The technical solution provided by this utility model has the following advantages: This utility model provides a support structure for civil defense roadways, including frame columns, frame beams, secondary beams, and corbels. The frame beams are supported on the upper ends of the frame columns, and the secondary beams intersect with the frame beams. The corbels are located at the intersection of the frame beams and frame columns, with their first end integrally connected to the frame column and their second end extending longitudinally beyond the intersection area. The corbels are integrally cast with the frame columns and frame beams. The corbels, through their structural design of having their upper side flush with the upper side of the frame beam and their lower side extending at an angle, provide additional support for the secondary beams.

[0019] In the embodiments provided by this utility model, the second end of the corbel extends beyond the intersecting area, allowing the secondary beam load to be directly transferred to the frame column through the corbel, reducing the shear force borne by the frame beam. Since there is no need to increase the height of the frame beam, the original vertical space of the driveway is preserved, ensuring that the clearance meets usage requirements. This not only improves driving safety and comfort but also complies with the spatial function specifications for civil defense projects. Furthermore, it avoids the increased use of concrete and steel reinforcement due to increased beam height, and eliminates the need to increase the depth of the basement to meet clearance requirements, resulting in significant economic benefits. In addition, the frame beam height can be kept relatively small, making the frame column load-bearing capacity relatively stronger, which is more in line with the "strong column, weak beam" design concept and improves the seismic safety of the structure. Attached Figure Description

[0020] To more clearly illustrate the specific embodiments of this utility model or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this utility model. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0021] Figure 1 A schematic diagram of the planar structure of the first embodiment of the civil defense lane support structure provided by this utility model; Figure 2 for Figure 1 Front view of the support structure of the civil defense lane; Figure 3 for Figure 2 Schematic diagram of reinforcement details for the support structure of the civil defense lane.

[0022] Explanation of reference numerals in the attached figures: 10-Frame column; 20-Frame beam; 30-Secondary beam; 31-Intersecting area; 40-Corner; 41-First end side; 42-Second end side; 43-Connecting line; 50-Strengthening reinforcement; 51-Tension reinforcement; 52-Horizontal stirrup; 53-Bent-up reinforcement. Detailed Implementation

[0023] The technical solution of this utility model will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this utility model. The present utility model will be described in detail below with reference to the accompanying drawings and embodiments. It should be noted that, unless otherwise specified, the embodiments and features in the embodiments of this utility model can be combined with each other.

[0024] It should be noted that the terms "first," "second," etc., in the specification, claims, and drawings of this utility model are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence.

[0025] Please see Figures 1 to 3 This utility model provides a support structure for a civil defense roadway, which includes frame columns 10, frame beams 20, secondary beams 30, and corbels 40. The frame columns 10 extend vertically, serving as the vertical load-bearing components of the entire structure. The frame beams 20 extend longitudinally, with both ends supported on the upper ends of corresponding frame columns 10, forming the main load-bearing structure. The secondary beams 30 are erected on the frame beams 20, preferably on the upper side of the frame beams 20, intersecting with the frame beams 20 to form an intersection area 31, used to transfer the load of the superstructure. The corbels 40 are located at the intersection of the frame beams 20 and the frame columns 10, and have a first end side 41 and a second end side 42 arranged longitudinally opposite each other. The first end side 41 is integrally connected to the frame column 10, and the second end side 42 extends longitudinally beyond the intersection area 31 in a direction away from the first end side 41. The lower side of the corbel 40 extends upward from the first end side 41 to the second end side 42, and its upper side is flush with the upper side of the frame beam 20. The lower end of the first end side 41 of the corbel 40 is lower than the lower side of the frame beam 20, and the lower end of the second end side 42 is lower than the upper side of the frame beam 20.

[0026] The aforementioned frame column 10, frame beam 20, secondary beam 30, and corbel 40 are integrally cast, ensuring the structural integrity and connection strength. The vertical direction is roughly parallel to the direction of gravity, "longitudinal" refers to the extension direction of frame beam 20, and "transverse" refers to the horizontal direction perpendicular to the longitudinal direction. Corbel 40, as an auxiliary support structure for secondary beam 30, extends its second end 42 beyond the intersection area 31, directly bearing part of the load transmitted by secondary beam 30 and transferring the load to frame column 10 through its first end 41, reducing the shear force borne by frame beam 20 near the intersection area 31. In practical applications, the connection between secondary beam 30 and frame beam 20 can be integrally cast, a traditional overlapping connection, or, depending on the load size, a pre-embedded component welding connection, as long as the secondary beam 30 is stably supported on frame beam 20 and corbel 40.

[0027] In this embodiment, when the superstructure load acts on the secondary beam 30, the secondary beam 30 transfers the load to the intersection area 31 with the frame beam 20. Since the second end 42 of the corbel 40 extends beyond the intersection area 31, part of the load is directly transferred to the corbel 40 through the secondary beam 30. The corbel 40 decomposes the load into vertical and horizontal components through its inclined lower side. The horizontal component is transferred to the frame column 10 through the first end 41 integrally connected to the frame column 10, while the vertical component is transferred to both the frame beam 20 and the frame column 10 through the connection between the corbel 40 and the frame beam 20. This effectively disperses the shear force of the frame beam 20 near the intersection area 31. Thus, by setting the corbel 40 to bear part of the load, the problem of insufficient shear resistance calculation of the frame beam 20 can be solved without increasing the beam height of the frame beam 20, reducing the material and construction costs caused by increasing the beam height, resulting in significant economic benefits. Meanwhile, this design avoids the impact of excessively high frame beams on the clearance of the civil defense driveway, ensuring the normal usability of the driveway, improving the building's user experience, and eliminating the need to increase the foundation pit depth to meet clearance requirements, thus further reducing project costs. Furthermore, the integrally cast structure ensures the reliability of connections between components, improving the overall stability of the support structure.

[0028] Based on the above implementation methods, such as Figure 1As shown, the transverse dimension of the corbel 40 is larger than that of the frame beam 20 and smaller than or equal to that of the frame column 10. Preferably, the transverse dimension of the corbel 40 is the same as that of the frame column 10, and the two sides of the corbel 40 are flush with the two sides of the corresponding frame column 10 in the transverse direction. Here, the transverse dimension refers to the width of the corbel 40 in the horizontal direction perpendicular to the longitudinal direction. The transverse dimension of the corbel 40 is set so that it can better distribute the load transmitted by the secondary beam 30 in the transverse direction, avoiding excessive stress at the connection between the corbel 40 and the frame column 10 or frame beam 20 due to load concentration. For example, if the transverse dimension of the frame beam 20 is 300mm and the transverse dimension of the frame column 10 is 600mm, then the transverse dimension of the corbel 40 can be set to 400-600mm, which is larger than the size of the frame beam 20 to increase the load-bearing area, and does not exceed the size of the frame column 10 to ensure structural coordination. In this embodiment, when the secondary beam 30 loads on the corbel 40, because the transverse dimension of the corbel 40 is larger than that of the frame beam 20, it can more evenly distribute the load to the frame column 10 and the frame beam 20 in the transverse direction, reducing local stress concentration. At the same time, the transverse dimension of the corbel 40 does not exceed that of the frame column 10, allowing the load to be transferred more directly to the foundation through the frame column 10, avoiding the problem of uneven stress on the frame column 10 caused by the excessive transverse dimension of the corbel 40.

[0029] In yet another specific implementation, such as Figure 2 As shown, the secondary beam 30 is erected on the upper side of the frame beam 20, forming an intersection area 31 with the frame beam 20. The midpoint of this intersection area 31 in the longitudinal direction is the point of force application of the secondary beam 30 on the frame beam 20 (e.g., Figure 2 and 3 (As shown by the vertical arrow in the diagram). The minimum longitudinal distance between the point of application of the force and the outer surface of the frame column 10 is 'a', where 'a' is less than or equal to 1.2 meters.

[0030] In this embodiment, when 'a' is small, it indicates that the support position of the secondary beam 30 is close to the node of the frame column 10. At this time, the shear force of the frame beam 20 in this area is relatively large, and the problem of insufficient shear resistance is prone to occur in traditional structures. However, in this embodiment, by setting the corbel 40, this situation of close node arrangement can be effectively addressed. For example, when 'a' is 1.0 meter, the second end 42 of the corbel 40 extends beyond the intersection area 31, which can directly transfer most of the load to the frame column 10.

[0031] In this embodiment, because the intersecting area 31 is close to the frame column 10, the shear arm of the load transmitted by the secondary beam 30 on the frame beam 20 is relatively short, resulting in a large shear force on the frame beam 20. The bracket 40 allows the load to be transmitted directly to the frame column 10 without passing through the long distance of the frame beam 20, thus shortening the load transmission path and reducing the shear load on the frame beam 20. This embodiment is specifically designed for the case of the secondary beam 30 being arranged near the node, effectively solving the problem of insufficient shear resistance of the frame beam 20 caused by the small size of 'a' in traditional structures, broadening the applicable scope of the support structure, and ensuring the safety and reliability of the support structure for civil defense driveways in complex building layouts.

[0032] Furthermore, such as Figure 3 As shown, the protective layer thickness of frame beam 20 is As, and the vertical dimension between the upper side of frame beam 20 and the lower end of the first end side 41 is h, where h is greater than or equal to the sum of a and As. It can be understood that the effective height hs of the corbel member 40 at the first end side 41 is equal to h - As, meaning hs is greater than or equal to a. It should be noted that "protective layer thickness As" refers to the distance from the outermost layer of reinforcing steel in frame beam 20 to the beam surface, its function being to protect the reinforcing steel from external environmental corrosion. The setting of the h dimension ensures that the first end side 41 of the corbel member 40 has sufficient height to transfer the load, while also considering the influence of the protective layer thickness of frame beam 20 on the structural stress. For example, when a is 1.0 meter and As is 30 mm, h should be greater than or equal to 1030 mm, thus ensuring that the connection between the corbel member 40 and the frame column 10 has sufficient concrete cross-section to withstand the stress generated by the load.

[0033] In this embodiment, since the dimension h satisfies h≥a+As, the first end side 41 of the corbel 40 has sufficient structural height in the vertical direction, which can effectively resist the bending moment and shear force generated by the load, and avoid cracking or damage at the connection between the corbel 40 and the frame column 10 due to insufficient height. At the same time, considering the protective layer thickness As, it is also ensured that the stress performance of the steel bars in the frame beam 20 is not affected by the setting of the corbel 40. Thus, the structural dimensions of the corbel 40 are further optimized, the reliability and safety of the connection between the corbel 40 and the frame column 10 are improved, and the stability of the entire support structure during long-term use is ensured.

[0034] Optionally, the vertical dimension between the upper side of the frame beam 20 and the lower end of the second end side 42 is h0, where h0 is greater than or equal to h / 3 and greater than or equal to 200mm. The h0 dimension ensures that the second end side 42 of the corbel 40 has sufficient height to support the secondary beam 30, and also matches the h dimension, making the inclination angle of the corbel 40 reasonable, avoiding load transfer issues caused by excessively large or small angles. Because the inclination angle of the corbel 40 is appropriate, the load of the secondary beam 30 can be smoothly transferred to the frame column 10 and the frame beam 20.

[0035] For further information, please refer to [link / reference]. Figure 3 The dimension h0 satisfies the above requirements, enabling the second end 42 of the corbel 40 to stably support the secondary beam 30. Simultaneously, the inclined lower side can distribute the load at a reasonable angle, reducing the shear force on the corbel 40 itself. If h0 is too small, the second end 42 of the corbel 40 will lack sufficient strength, making it prone to deformation or failure. If h0 is too large, it will increase the material usage of the corbel 40, resulting in waste. This dimensional design ensures the load-bearing capacity of the second end 42 of the corbel 40, optimizes the load transfer path, and achieves rational material utilization while ensuring structural safety and reducing project costs.

[0036] In another specific implementation, such as Figure 2 As shown, the longitudinal dimension of the portion of the second end side 42 extending beyond the intersection area 31 is c, where c is greater than or equal to 150 mm. Here, the longitudinal dimension c of the portion of the intersection area 31 extending beyond the intersection area 31 refers to the length of the second end side 42 of the corbel 40 extending beyond the edge of the intersection area 31. The setting of c ensures that the corbel 40 can fully cover the support position of the secondary beam 30, ensuring that the load of the secondary beam 30 can be completely transferred to the corbel 40. In this embodiment, c is set to be greater than or equal to 150 mm, so that the second end side 42 of the corbel 40 can extend beyond the intersection area 31 of the secondary beam 30 and the frame beam 20, and the support portion of the secondary beam 30 completely rests on the corbel 40. The load is directly transferred through the corbel 40, minimizing the shear force on the frame beam 20. If c is too small, the corbel 40 cannot completely cover the intersection area 31, and part of the load will still act on the frame beam 20, affecting the shear resistance.

[0037] Based on the above embodiments, please continue to refer to Figure 3The corbel member 40 is provided with reinforcing bars 50, which include tensile bars 51 and horizontal stirrups 52. The tensile bars 51 are arranged along the edge of the corbel member 40, and the horizontal stirrups 52 are arranged around the outer periphery of the tensile bars 51, with multiple stirrups spaced at intervals in the vertical direction. In this embodiment, the "tensile bars 51" are mainly used to bear the tensile force generated by the corbel member 40 under load, while the "horizontal stirrups 52" are used to restrain the concrete, improving the shear resistance and integrity of the corbel member 40. The tensile bars 51 are arranged along the edge of the corbel member 40, which can better resist the tensile force generated by the bending of the corbel member 40. The spaced horizontal stirrups 52 can fix the tensile bars 51 in the correct position and enhance the synergistic performance of concrete and steel reinforcement.

[0038] In this embodiment, when the corbel 40 bears the load of the secondary beam 30, it will undergo bending and shear deformation. The tension reinforcement 51 bears the tensile force, preventing the corbel 40 from failing under tension. The horizontal stirrups 52, by confining the concrete, improve the compressive strength and shear capacity of the concrete, preventing shear cracks from appearing in the corbel 40. The addition of the reinforcing reinforcement 50 significantly improves the load-bearing performance of the corbel 40, enabling it to withstand greater loads.

[0039] This enhances the structural strength and rigidity of the bracket 40, improves its load-bearing capacity and resistance to deformation, ensures the stability and safety of the bracket 40 under long-term load, and extends the service life of the entire support structure.

[0040] In another specific implementation, please refer to [the relevant documentation]. Figure 3 When a / (h-As) is greater than 0.3, the reinforcing steel 50 also includes bent-up steel bars 53, the cross-sectional area of ​​which is greater than or equal to half the cross-sectional area of ​​the tension steel bar 51. "a / (h-As)" is a ratio reflecting the proportion of the distance between the intersecting area 31 and the frame column 10 relative to the effective height of the corbel member 40. When this ratio is greater than 0.3, it indicates that the stress condition of the corbel member 40 is relatively complex, requiring additional bent-up steel bars 53 to enhance its shear and tensile resistance. In this embodiment, "bent-up steel bars 53" refers to bending a portion of the tension steel bar 51 at an appropriate position to withstand oblique tensile forces.

[0041] In this embodiment, the corbel 40 generates a large diagonal tensile force under load, which cannot be completely resisted by the tension reinforcement 51 and horizontal stirrups 52 alone. The bent-up reinforcement 53 can withstand this diagonal tensile force, working together with the tension reinforcement 51 and horizontal stirrups 52 to form a complete force-bearing system, thereby improving the overall load-bearing capacity of the corbel 40. In other words, this embodiment strengthens the corbel 40 under complex stress conditions, further improving its shear and tensile resistance, and ensuring the safety and reliability of the support structure under unfavorable stress conditions.

[0042] Ideally, in the longitudinal projection view, a line 43 is formed connecting the center point of the intersecting region 31 and the intersection of the lower side of the corbel and the frame column 10. The length of the line 43 is L. The distance between the intersection of the bent-up rebar 53 and the line 43 and the center point of the intersecting region 31 is greater than or equal to L / 6 and less than or equal to L / 2. It should be noted that in this embodiment, the "longitudinal projection view" refers to the view obtained by projecting the supporting structure from the longitudinal direction. The line 43L connecting the center point of the intersecting region 31 and the intersection of the lower side of the corbel and the frame column 10 roughly reflects the stress transmission path inside the corbel member 40. The intersection of the bent-up rebar 53 and the line 43 is set at a distance between L / 6 and L / 2 from the point of force application of the secondary beam 30 to the frame beam 20, enabling it to function in the area most in need of stress.

[0043] The intersection points of the bent-up reinforcing bars 53 are positioned within the aforementioned range so that they can precisely withstand the diagonal tensile force generated by the corbel 40 along the stress transmission path, effectively dispersing stress and preventing stress concentration in this area. If the intersection point is too close to the center of the intersection area 31, the effective range of the bent-up reinforcing bars 53 is too small; if it is too far, it cannot effectively resist the main diagonal tensile force. This embodiment optimizes the arrangement of the bent-up reinforcing bars 53 to maximize their effectiveness, further improving the load-bearing performance of the corbel 40 and ensuring the stability and safety of the support structure under complex stress conditions.

[0044] Obviously, the embodiments described above are only some embodiments of this utility model, and not all embodiments. Based on the embodiments of this utility model, those skilled in the art can make other variations or modifications without creative effort, and all such variations or modifications should fall within the protection scope of this utility model.

Claims

1. A support structure for civil defense lanes, characterized in that, include: Frame columns, extending vertically; A frame beam extends longitudinally and is supported at the upper end of the frame column; Secondary beams, supported by the frame beams, form an intersecting area that coincides with the frame beams; as well as, A corbel is disposed at the intersection of the frame beam and the frame column. The corbel has a first end side and a second end side that are arranged opposite each other in the longitudinal direction. The first end side is integrally connected to the frame column. The second end side extends longitudinally beyond the intersection area in a direction away from the first end side. The lower side of the corbel extends upwardly from the first end side to the second end side. The upper side of the corbel is flush with the upper side of the frame beam. The lower end of the first end side is lower than the lower side of the frame beam, and the lower end of the second end side is lower than the upper side of the frame beam. The corbel, the frame column, and the frame beam are integrally cast.

2. The air-raid shelter lane support structure as described in claim 1, characterized in that, The corbel component has a transverse dimension larger than the frame beam and less than or equal to the frame column.

3. The air-raid shelter lane support structure as described in claim 1, characterized in that, The secondary beam is erected on the upper side of the frame beam.

4. The air-raid shelter lane support structure as described in claim 1, characterized in that, The minimum longitudinal distance between the midpoint of the intersecting area and the outer surface of the frame column is 'a', where 'a' is less than or equal to 1.2 meters.

5. The air-raid shelter lane support structure as described in claim 4, characterized in that, The protective layer thickness of the frame beam is As, and the vertical dimension between the upper side of the frame beam and the lower end of the first end side is h, where h is greater than or equal to the sum of a and As.

6. The air-raid shelter lane support structure as described in claim 5, characterized in that, The vertical dimension between the upper side of the frame beam and the lower end of the second end side is h0, h0 is greater than or equal to h / 3, and h0 is greater than or equal to 200mm.

7. The air-raid shelter lane support structure as described in claim 4, characterized in that, The longitudinal dimension of the intersecting area extending beyond the second end side is c, where c is greater than or equal to 150 mm.

8. The air-raid shelter lane support structure as described in any one of claims 5 to 7, characterized in that, The corbel is provided with reinforcing bars, which include tensile bars and horizontal stirrups. The tensile bars are arranged along the edge of the corbel, and the horizontal stirrups are arranged around the outer periphery of the tensile bars and are spaced out in multiples along the vertical direction.

9. The air-raid shelter lane support structure as described in claim 8, characterized in that, When a / (h-As) is greater than 0.3, the reinforcing steel also includes bent-up bars, and the cross-sectional area of ​​the bent-up bars is greater than or equal to 1 / 2 of the cross-sectional area of ​​the tension bars.

10. The air-raid shelter lane support structure as described in claim 9, characterized in that, In the longitudinal projection view, the center point of the intersecting area is connected to the intersection of the lower side of the corbel and the frame column to form a line with a length of L. The distance between the intersection of the bent-up rebar and the line and the center point of the intersecting area is greater than or equal to L / 6 and less than or equal to L / 2.

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