Corridor truss anti-seismic structure
By introducing the connection between the steel plate box channel and the corridor truss in the corridor truss structure, the risk of the corridor truss structure collapse in rare earthquakes is solved, and the structure's seismic performance is improved.
Patent Information
- Application Number
- CN202421726487.7
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-07-19
- Publication Date
- 2025-06-27
- Estimated Expiration
- 2034-07-19
AI Technical Summary
In rare earthquakes, the corridor truss structure is prone to collapse and the bull leg structure fails, resulting in an increase in the risk of collapse of the corridor truss structure.
A seismic structure of the corridor truss is designed, including the corridor truss, steel plate box passages, upper structure beams, lower structure beams and extruded cow legs. The steel plate box channel is located between the upper structure beam and the lower structure beam and is connected to the corridor truss. It serves as the second line of defense of the structure and supports the corridor truss during earthquakes to prevent collapse.
By setting up a steel plate box channel to connect to the corridor truss, it can effectively support the corridor truss when the outer corund legs are damaged, reducing its collapse risk and improving seismic resistance.
Smart Images
Figure CN223034241U_ABST
Abstract
Description
Technical Field
[0001] The utility model relates to the technical field of civil engineering, and particularly relates to an anti-seismic structure for a corridor truss. Background Art
[0002] A corridor refers to an overhead corridor connecting two or more buildings. It is usually used to improve the traffic connection between buildings, enabling people to move between buildings without going outdoors, thus playing a role in traffic connection. Due to the strong load-bearing capacity and convenient installation of the truss structure, large-span and multi-story corridors usually adopt the truss structure. The truss structure rarely directly connects to the original structure. Usually, the method is to set outrigger brackets using the original structural columns or build new columns as supports. When the site is limited or new columns cannot be set in the space below the corridor, in the event of a rare earthquake, the bracket structure is prone to failure, and there is a risk of collapse of the corridor truss structure. Summary of the Utility Model
[0003] The main purpose of the utility model is to propose an anti-seismic structure for a corridor truss, aiming to reduce the risk of collapse of the corridor truss structure in the event of a rare earthquake.
[0004] To achieve the above object, the anti-seismic structure for a corridor truss proposed by the utility model includes a corridor truss, a steel plate box channel, an upper structural beam, a lower structural beam, and an outrigger bracket;
[0005] The steel plate box channel is arranged between the upper structural beam and the lower structural beam and is connected to the upper structural beam and the lower structural beam; the outrigger bracket is connected to the lower structural beam, the corridor truss is installed on the outrigger bracket, and the corridor truss is connected to the steel plate box channel.
[0006] In one embodiment, the steel plate box channel includes an upper steel plate box, a lower steel plate box, a left steel plate box, and a right steel plate box;
[0007] The upper steel plate box connects the top ends of the left steel plate box and the right steel plate box, the lower steel plate box connects the bottom ends of the left steel plate box and the right steel plate box, and the upper steel plate box, the lower steel plate box, the left steel plate box, and the right steel plate box enclose a channel space.
[0008] In one embodiment, the steel plate box channel further includes steel plate box stiffeners, and the steel plate box stiffeners are connected to two opposite inner sidewalls of the left steel plate box, and / or the steel plate box stiffeners are connected to two opposite inner sidewalls of the right steel plate box.
[0009] In one embodiment, the anti-seismic structure for a corridor truss further includes a conversion structure, and the conversion structure connects the corridor truss and the steel plate box channel.
[0010] In one embodiment, the conversion structure includes conversion web members and conversion stiffening plates;
[0011] The conversion web members connect one end of the corridor truss close to the steel plate box passage to the steel plate box passage. The conversion web members are hollow rods, and the conversion stiffening plates are connected to the inner side walls of the conversion web members and are perpendicular to the axial direction of the conversion web members.
[0012] In one embodiment, the seismic structure of the corridor truss further includes a lower floor slab and a reinforcement structure. The lower floor slab is connected to the top end of the side wall of the lower structural beam facing away from the corridor truss;
[0013] The reinforcement structure includes an inner steel plate, an outer steel plate and concrete. The inner steel plate includes a transverse plate and a vertical plate connected to each other. The transverse plate covers the bottom wall of the lower structural beam, and the vertical plate covers and is fixedly connected to the side wall of the lower structural beam facing away from the corridor truss. The vertical plate is connected to the lower floor slab;
[0014] The outer steel plate includes an outer side plate, a bottom plate and an inner side plate. The outer side plate covers the side wall of the lower structural beam facing the corridor truss and is fixedly connected to the lower structural beam. The outer side plate extends along the direction from the top wall to the bottom wall of the lower structural beam. The inner side plate is arranged parallel to the outer side plate on the side of the lower structural beam facing away from the corridor truss and is connected to the lower floor slab. The bottom plate connects the bottom end of the outer side plate and the bottom end of the inner side plate;
[0015] The transverse plate is connected to the outer side plate. The vertical plate, the transverse plate, the outer side plate, the bottom plate, the inner side plate and the bottom wall of the lower floor slab enclose a filling space, and the concrete is filled in the filling space. The cantilever bracket is connected to the outer side plate.
[0016] In one embodiment, the reinforcement structure further includes a first anchor bar, and the first anchor bar sequentially penetrates and is fixedly connected to the outer side plate, the lower structural beam and the vertical plate.
[0017] In one embodiment, the reinforcement structure further includes a steel beam under the slab, an ear plate, a steel plate on the slab and a second anchor bar;
[0018] The steel beam under the slab is arranged on the bottom wall of the lower floor slab along a direction perpendicular to the lower structural beam. One end of the steel beam under the slab close to the lower structural beam is connected to the inner side plate. The ear plate is arranged on the bottom wall of the lower floor slab along a direction perpendicular to the lower structural beam and is fixedly connected to the side wall of the steel beam under the slab. The steel plate on the slab is arranged on the top wall of the lower floor slab along a direction perpendicular to the lower structural beam. The second anchor bar sequentially penetrates and is fixed to the ear plate, the lower floor slab and the steel plate on the slab.
[0019] In one embodiment, the corridor truss includes an upper chord, a lower chord, diagonal web members, and vertical web members;
[0020] The vertical web members connect the upper chord and the lower chord. One end of the diagonal web member near the upper chord is connected to the upper chord and one of the vertical web members, and the end of the diagonal web member near the lower chord is connected to the lower chord and the other vertical web member.
[0021] In one embodiment, the seismic structure of the corridor truss further includes a strengthening structure, which includes a left steel beam, a middle steel beam, a right steel beam, a transverse steel beam, and a variable cross-section steel beam;
[0022] The right steel beam, the middle steel beam, and the left steel beam are horizontally connected to the two lower chords in sequence along the direction from the steel plate box to the corridor truss. The transverse steel beam connects the left steel beam and the middle steel beam, the variable cross-section steel beam connects the middle steel beam and the right steel beam, and the right steel beam is installed on the cantilever corbel.
[0023] The seismic structure of the corridor truss of the present utility model includes a corridor truss, a steel plate box channel, an upper structural beam, a lower structural beam, and a cantilever corbel. The steel plate box channel is arranged between the upper structural beam and the lower structural beam and is connected to the upper structural beam and the lower structural beam. The cantilever corbel is connected to the lower structural beam. The corridor truss is installed on the cantilever corbel and is connected to the steel plate box channel. By providing a steel plate box channel connected to the corridor truss, the steel plate box channel extends into the floor and is connected to the upper and lower structural beams of the building. The steel plate box channel serves as the second line of defense for the structure. In the event of a rare earthquake, after the steel corbel support is damaged, the steel plate box supports the corridor truss, preventing the corridor truss from collapsing, and achieving the effect of reducing the risk of collapse of the corridor truss structure. BRIEF DESCRIPTION OF THE DRAWINGS
[0024] In order to more clearly illustrate the technical solutions in the embodiments of the present utility model or the prior art, the following will briefly introduce the drawings required for the description of the embodiments or the prior art. Obviously, the following drawings are only some embodiments of the present utility model. For those of ordinary skill in the art, without creative efforts, other drawings can be obtained based on the structures shown in these drawings.
[0025] Figure 1 It is a schematic plan view of an embodiment of the seismic structure of the corridor truss provided by the present utility model;
[0026] Figure 2 It is Figure 1 a partial enlarged view of point A in
[0027] Figure 3 It is Figure 1 an elevation view of point B in
[0028] Figure 4 is Figure 1 The sectional view at position C in
[0029] Figure 5 is a schematic structural view of an embodiment of the reinforcement structure of the seismic-resistant structure of the corridor truss provided by the present utility model;
[0030] Figure 6 is a schematic structural view of another embodiment of the reinforcement structure of the seismic-resistant structure of the corridor truss provided by the present utility model;
[0031] Figure 7 is Figure 3 The sectional view at position D in
[0032] Explanation of the reference numerals in the drawings:
[0033] 1. Corridor truss; 11. Upper chord; 12. Lower chord; 13. Diagonal web member; 14. Vertical web member; 2. Reinforcement structure; 21. Left steel beam; 22. Middle steel beam; 23. Right steel beam; 24. Transverse steel beam; 25. Variable cross-section steel beam; 3. Conversion structure; 31. Conversion web member; 32. Conversion stiffening plate; 4. Steel plate box channel; 4a. Channel space; 41. Upper steel plate box; 42. Lower steel plate box; 43. Left steel plate box; 44. Right steel plate box; 45. Steel plate box stiffening plate; 5. Upper structural beam; 6. Lower structural beam; 7. Lower floor slab; 8. Reinforcement structure; 81. Inner steel plate; 811. Horizontal plate; 812. Vertical plate; 82. Outer steel plate; 821. Outer side plate; 822. Bottom plate; 823. Inner side plate; 83. Concrete; 84. First anchor bar; 85. Steel beam under the plate; 86. Ear plate; 87. Steel plate on the plate; 88. Second anchor bar; 9. Rubber bearing; 10. Outrigger bracket.
[0034] The realization, functional features and advantages of the object of the present utility model will be further described with reference to the embodiments and the accompanying drawings. Detailed implementation manners
[0035] Next, the technical solutions in the embodiments of the present utility model will be clearly and completely described with reference to the accompanying drawings in the embodiments of the present utility model. Obviously, the described embodiments are only a part of the embodiments of the present utility model, rather than all of the embodiments. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present utility model without creative efforts shall fall within the protection scope of the present utility model.
[0036] It should be noted that if there are directional indications (such as up, down, left, right, front, back...) involved in the embodiments of the present utility model, then such directional indications are only used to explain the relative positional relationship, movement conditions, etc. between components in a specific posture. If this specific posture changes, then the directional indications will also change accordingly.
[0037] In addition, if there are descriptions involving "first", "second", etc. in the embodiments of the present utility model, then such descriptions of "first", "second", etc. are only for descriptive purposes and cannot be understood as indicating or implying their relative importance or implicitly specifying the quantity of the indicated technical features. Thus, the features defined with "first" and "second" may explicitly or implicitly include at least one such feature. In addition, if "and / or" or "and / or" appears throughout the text, its meaning includes three parallel scenarios. Taking "A and / or B" as an example, it includes scenario A, or scenario B, or the scenario where both A and B are satisfied simultaneously. In addition, the technical solutions between various embodiments can be combined with each other, but it must be based on the fact that those of ordinary skill in the art can implement it. When the combination of technical solutions results in contradictions or cannot be implemented, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection required by the present utility model.
[0038] The present utility model provides an anti-seismic structure for a corridor truss 1.
[0039] Please refer to Figures 1 to 3 , in an embodiment of the present utility model, the anti-seismic structure of the corridor truss 1 includes a corridor truss 1, a steel plate box channel 4, an upper structural beam 5, a lower structural beam 6, and a cantilever bracket 10. The steel plate box channel 4 is arranged between the upper structural beam 5 and the lower structural beam 6 and is connected to the upper structural beam 5 and the lower structural beam 6. The cantilever bracket 10 is connected to the lower structural beam 6, the corridor truss 1 is installed on the cantilever bracket 10, and the corridor truss 1 is connected to the steel plate box channel 4.
[0040] In this embodiment, rubber bearings 9 are provided on the top of the cantilever bracket 10 and the lower structural beam 6 to support the entire corridor truss 1. Since the entire truss structure will undergo slight deformation under the action of load, the top of the steel plate box channel 4 will be squeezed against the upper structural beam 5. Therefore, rubber bearings 9 are also provided between the top of the steel plate box channel 4 and the upper structural beam 5. The setting of the rubber bearings 9 makes the contact between structures flexible, transmits and disperses the load of the structures, reduces the wear between structures, increases the durability of the entire anti-seismic structure of the corridor truss 1, and the corridor truss 1 can undergo relative displacement along the length direction with the rubber bearings 9 to adapt to the deformation of the corridor truss 1 in the length direction. The rubber bearings 9 can be selected as pot rubber bearings 9 or plate rubber bearings 9 according to actual load-bearing requirements, and the technical solutions of the present utility model are not limited herein.
[0041] The cantilever bracket 10 is a steel bracket, which is fixed to the side wall of the lower structural beam 6 close to the corridor truss 1 through anchor fittings. Specifically, anchor bars, anchor bolts, etc. can be used to penetrate the lower structural beam 6 and the steel plate on the bracket to fix the bracket to the lower structural beam 6. Or a cantilever bracket 10 made of reinforced concrete material is preset on the lower structural beam 6 in advance, and the cantilever bracket 10 made of reinforced concrete 83 is integrally cast with the lower structural beam 6.
[0042] The steel plate box channel 4 and the corridor truss 1 are fixedly connected by welding or a plurality of groups of bolts are arranged along the peripheral edge of the frame contour of the steel plate box channel 4 for fixed connection, so that the steel plate box channel 4 and the corridor truss 1 are connected into a whole to jointly bear force.
[0043] The corridor truss 1 of the present utility model is arranged on the cantilever bracket 10 fixedly connected to the lower structural beam 6, and a steel plate box channel 4 connected to the corridor truss 1 is arranged. The steel plate box channel 4 extends into the floor and is connected to the upper and lower structural beams 6 of the building body, so that the steel plate box channel 4 serves as the second line of defense of the structure. In the case of a rare earthquake, after the cantilever bracket 10 is damaged, the steel plate box channel 4 supports the corridor truss 1, so that the corridor truss 1 will not collapse, achieving the effect of reducing the collapse risk of the corridor truss structure.
[0044] Specifically, please refer to Figure 3 、 Figure 4 and Figure 7 , in an embodiment of the present utility model, the steel plate box channel 4 includes an upper steel plate box 41, a lower steel plate box 42, a left steel plate box 43 and a right steel plate box 44. The upper steel plate box 41 connects the top ends of the left steel plate box 43 and the right steel plate box 44, and the lower steel plate box 42 connects the bottom ends of the left steel plate box 43 and the right steel plate box 44. The upper steel plate box 41, the lower steel plate box 42, the left steel plate box 43 and the right steel plate box 44 enclose a channel space 4a.
[0045] In this embodiment, the upper steel plate box 41, the lower steel plate box 42, the left steel plate box 43 and the right steel plate box 44 are all box body structures formed by sequentially connecting four steel plates, and the four steel plates respectively form the top wall, the bottom wall and two side walls of each steel plate box. Rubber bearings 9 are arranged between the bottom walls of the left steel plate box 43 and the right steel plate box 44 and the lower structural beam 6, and rubber bearings 9 are arranged between the top walls of the left steel plate box 43 and the right steel plate box 44 and the upper structural beam 5, which are used to transfer and disperse the load from the continuous steel plate box channel 4 to the upper structural beam 5 or the lower structural beam 6.
[0046] Using such a hollow steel plate box to form the steel plate box channel 4 extending between floors as the second support can not only meet the bearing requirements of the structure but also reduce its own weight, save materials and construction costs.
[0047] Further, please refer to Figure 7, in an embodiment of the present utility model, the steel plate box channel 4 further includes a steel plate box stiffening plate 45, and the steel plate box stiffening plate 45 is connected to two opposite inner sidewalls of the left steel plate box 43, and / or, the steel plate box stiffening plate 45 is connected to two opposite inner sidewalls of the right steel plate box 44.
[0048] In this embodiment, in order to reduce the self-weight, the steel plate box channel 4 is composed of steel plate boxes. When the steel plate box channel 4 bears a large vertical load, the two sidewalls may buckle, that is, the left steel plate box 43 or the right steel plate box 44 buckles, causing relative displacement or deformation of the two side plates of the steel plate box and affecting the structural safety. Therefore, a steel plate box stiffening plate 45 is arranged inside the steel plate box to connect the two side plates of the steel plate box, so that the two side plates of the steel plate box are stressed together, increasing the rigidity of the steel plate box and reducing the possibility of buckling of the steel plate box channel 4.
[0049] Furthermore, please refer to Figures 3 to 4 , in an embodiment of the present utility model, the seismic structure of the corridor truss 1 further includes a conversion structure 3, and the conversion structure 3 connects the corridor truss 1 and the steel plate box channel 4. Since the corridor truss 1 is composed of many structures such as beams and rods, and the steel plate box channel 4 is a box structure composed of steel plate boxes, there are differences in their structural shapes and force characteristics. Therefore, the conversion structure 3 is set as a transition for connecting the steel plate box channel 4 and the corridor truss 1, connecting the many beam and rod structures of the corridor truss 1 into a whole and then fixedly connecting with the steel plate box channel 4, so that the steel plate box channel 4 and the corridor truss 1 are stressed together.
[0050] Specifically, please refer to Figures 3 to 4 , in an embodiment of the present utility model, the conversion structure 3 includes a conversion web member 31 and a conversion stiffening plate 32. The conversion web member 31 connects one end of the corridor truss 1 close to the steel plate box channel 4 and the steel plate box channel 4. The conversion web member 31 is a hollow rod, and the conversion stiffening plate 32 is connected to the inner sidewall of the conversion web member 31 and is perpendicular to the axial direction of the conversion web member 31.
[0051] In this embodiment, the conversion web member 31 is arranged along the direction from the upper structural beam 5 to the lower structural beam 6, and connects the beam and rod structures at one end of the corridor truss 1 close to the steel plate box channel 4 into a whole, and then connects with the upper steel plate box 41, the lower steel plate box 42 and the left and right steel plate boxes 44 of the steel plate box channel 4.
[0052] In order to reduce the self-weight, the inside of the transfer web member 31 is hollowed out to form a hollow rod structure on the premise of meeting the force requirements. Since the transfer web member 31 is subjected to axial compression under the vertical load of the corridor truss 1, the hollow transfer web member 31 may buckle, that is, the side walls of the transfer web member 31 may undergo relative displacement and deformation, affecting the safety of the structure. Therefore, a transfer stiffening plate 32 is provided inside the transfer web member 31 to strengthen the connection between the side walls of the transfer web member 31, increase the rigidity of the transfer web member 31, and reduce the possibility of buckling of the steel plate box channel 4.
[0053] Further, please refer to Figures 4 to 6 , in an embodiment of the present utility model, the seismic structure of the corridor truss 1 further includes a lower floor slab 7 and a reinforcement structure 8. The lower floor slab 7 is connected to the top end of the side wall of the lower structural beam 6 facing away from the corridor truss 1. The reinforcement structure 8 includes an inner steel plate 81, an outer steel plate 82, and concrete 83. The inner steel plate 81 includes a transverse plate 811 and a vertical plate 812 which are connected to each other. The transverse plate 811 covers the bottom wall of the lower structural beam 6, and the vertical plate 812 covers and is fixedly connected to the side wall of the lower structural beam 6 facing away from the corridor truss 1. The vertical plate 812 is connected to the lower floor slab 7. The outer steel plate 82 includes an outer side plate 821, a bottom plate 822, and an inner side plate 823. The outer side plate 821 covers the side wall of the lower structural beam 6 facing the corridor truss 1 and is fixedly connected to the lower structural beam 6. The outer side plate 821 extends along the top wall to the bottom wall of the lower structural beam 6. The inner side plate 823 is arranged parallel to the outer side plate 821 on the side of the lower structural beam 6 facing away from the corridor truss 1 and is connected to the lower floor slab 7. The bottom plate 822 connects the bottom end of the outer side plate 821 and the bottom end of the inner side plate 823. The transverse plate 811 is connected to the outer side plate 821. The vertical plate 812, the transverse plate 811, the outer side plate 821, the bottom plate 822, the inner side plate 823, and the bottom wall of the lower floor slab 7 enclose a filling space, and the concrete 83 is filled in the filling space. The outrigger 10 is connected to the outer side plate 821.
[0054] In this embodiment, since an outrigger 10 is provided on the side wall of the lower structural beam 6 close to the corridor truss 1, most of the self-weight and the load received by the corridor truss 1 act on the outrigger. Therefore, the lower structural beam 6 has to bear a large torque and bending moment. In order to improve the anti-torsion ability of the lower structural beam 6, an inner steel plate 81 is provided on the bottom wall and the side wall away from the corridor truss 1 of the lower structural beam 6. A "U"-shaped outer steel plate 82 is sleeved outside the lower structural beam 6 and the inner steel plate 81. The inner wall of the outer steel plate 82 is fixedly connected to the side wall of the lower structural beam 6 close to the corridor truss 1. Moreover, a cavity is formed between the outer steel plate 82, the inner steel plate 81, and the lower floor slab 7, and the concrete 83 is filled into the cavity. In this way, the size of the lower structural beam 6 at the connection with the outrigger 10 is increased to improve the anti-torsion bearing capacity and the bending bearing capacity.
[0055] In order to improve the integrity of the reinforcement structure 8 and the lower structural beam 6, please refer toFigure 5 In an embodiment of the present utility model, the reinforcement structure 8 further includes a first anchor bar 84, and the first anchor bar 84 sequentially passes through and is fixedly connected to the outer side plate 821, the lower structural beam 6, and the vertical plate 812. The fixed connection between the first anchor bar 84 and the lower structural beam 6 can be achieved by drilling holes in the lower structural beam 6, injecting an anchoring adhesive into the holes, then inserting the first anchor bar 84 and waiting for the adhesive to solidify. The first anchor bar 84 is welded to the outer side plate 821 or the vertical plate 812, or threads are processed on the first anchor bar 84, and then it is fixedly connected to the outer side plate 821 or the vertical plate 812 through nuts.
[0056] Further, please refer to Figure 2 and Figure 6 In an embodiment of the present utility model, the reinforcement structure 8 further includes a steel beam 85 under the slab, an ear plate 86, a steel plate 87 on the slab, and a second anchor bar 88. The steel beam 85 under the slab is arranged on the bottom wall of the lower floor slab 7 in a direction perpendicular to the lower structural beam 6. One end of the steel beam 85 under the slab close to the lower structural beam 6 is connected to the inner side plate 823. The ear plate 86 is arranged on the bottom wall of the lower floor slab 7 in a direction perpendicular to the lower structural beam 6 and is fixedly connected to the side wall of the steel beam 85 under the slab. The steel plate 87 on the slab is arranged on the top wall of the lower floor slab 7 in a direction perpendicular to the lower structural beam 6. The second anchor bar 88 sequentially passes through and is fixed to the ear plate 86, the lower floor slab 7, and the steel plate 87 on the slab.
[0057] In this embodiment, the steel beam 85 under the slab is a hollow steel beam. The steel beam 85 under the slab is arranged on the bottom wall of the lower floor slab 7 in a direction perpendicular to the lower structural beam 6. In order to fixedly connect the steel beam 85 under the slab to the lower floor slab 7, ear plates 86 are welded or bolted to the tops of the two outer side walls of the steel beam 85 under the slab. A steel plate 87 on the slab is provided at a position on the top plate of the lower floor slab 7 corresponding to the steel beam 85 under the slab and the ear plates 86. The second anchor bar 88 sequentially passes through and is fixed to the ear plate 86, the lower floor slab 7, and the steel plate 87 on the slab. For the connection method of the second anchor bar 88 with the floor slab, the steel plate 87 on the slab, and the ear plate 86, refer to the first anchor bar 84, and details are not described here.
[0058] Since the outer extended corbel 10 is provided on the side wall of the lower structural beam 6 facing the link truss 1, most of the self-weight and loads received by the link truss 1 act on the corbel. Therefore, a relatively large vertical force needs to be borne on one side of the lower structural beam 6 facing the link truss 1. In order to balance the vertical forces on both sides of the lower structural beam 6, a steel beam 85 under the slab is arranged on the floor slab on the side of the lower structural beam 6 facing away from the link truss 1. Through the self-weight of the steel beam 85 under the slab, a part of the self-weight and loads of the link truss 1 are balanced, so as to reduce the torque generated on the lower structural beam 6, and at the same time, the bearing capacity of the lower floor slab 7 is also improved.
[0059] Please refer to Figure 3, in an embodiment of the present utility model, the corridor truss 1 includes an upper chord 11, a lower chord 12, diagonal web members 13 and vertical web members 14. The vertical web members 14 connect the upper chord 11 and the lower chord 12. One end of the diagonal web member 13 close to the upper chord 11 is connected to the upper chord 11 and a vertical web member 14, and one end of the diagonal web member 13 close to the lower chord 12 is connected to the lower chord 12 and another vertical web member 14. The connection of the above members is achieved by screws, rivets or welds for fixed connection.
[0060] Please refer to Figures 1 to 2 , in an embodiment of the present utility model, the seismic structure of the corridor truss 1 further includes a strengthening structure 2. The strengthening structure 2 includes a left steel beam 21, a middle steel beam 22, a right steel beam 23, a transverse steel beam 24 and a variable cross-section steel beam 25. The right steel beam 23, the middle steel beam 22 and the left steel beam 21 are horizontally connected to the two lower chords 12 in sequence along the direction from the steel plate box to the corridor truss 1. The transverse steel beam 24 connects the left steel beam 21 and the middle steel beam 22, and the variable cross-section steel beam 25 connects the middle steel beam 22 and the right steel beam 23. The right steel beam 23 is installed on the cantilever bracket 10.
[0061] In this embodiment, in order to strengthen the horizontal connection between the lower chords 12 of the two trusses, the right steel beam 23 is provided to horizontally connect the two lower chords 12. The right steel beam 23 is installed on the rubber bearing 9 of the cantilever. In order to reduce the stress concentration at the connection between the right steel beam 23 and the lower chord 12, the variable cross-section steel beam 25, the middle steel beam 22, the transverse steel beam 24 and the left steel beam 21 are provided. The reaction force of the support is transmitted along the right steel beam 23, the variable cross-section steel beam 25, the middle steel beam 22, the transverse steel beam 24 and the left steel beam 21 to the part of the lower chord 12 away from the cantilever bracket 10. Thus, the stress concentration caused by the reaction force of the support at the right steel beam 23 is dispersed, and the overall bearing capacity of the structure of the corridor truss 1 is improved.
[0062] The above is only an exemplary embodiment of the present utility model, and does not limit the patent scope of the present utility model accordingly. Any equivalent structural transformation made under the technical concept of the present utility model by using the content of the specification and drawings of the present utility model, or directly / indirectly applied in other related technical fields, is included in the patent protection scope of the present utility model.
Claims
1. A corridor truss (1) earthquake-resistant structure, characterized in that: The corridor truss (1) earthquake-resistant structure comprises a corridor truss (1), a steel plate box channel (4), an upper structural beam (5), a lower structural beam (6) and an outwardly extending corbel (10); The steel plate box channel (4) is arranged between the upper structural beam (5) and the lower structural beam (6), and is connected to the upper structural beam (5) and the lower structural beam (6); the outwardly extending corbel (10) is connected to the lower structural beam (6), the corridor truss (1) is installed on the outwardly extending corbel (10), and the corridor truss (1) is connected to the steel plate box channel (4).
2. The corridor truss (1) earthquake-resistant structure according to claim 1, characterized in that: The steel plate box passage (4) comprises an upper steel plate box (41), a lower steel plate box (42), a left steel plate box (43) and a right steel plate box (44); The upper steel plate box (41) connects the top end of the left steel plate box (43) and the top end of the right steel plate box (44), and the lower steel plate box (42) connects the bottom end of the left steel plate box (43) and the bottom end of the right steel plate box (44). The upper steel plate box (41), the lower steel plate box (42), the left steel plate box (43) and the right steel plate box (44) enclose a passage space (4a).
3. The corridor truss (1) earthquake-resistant structure according to claim 2, characterized in that: The steel plate box channel (4) further comprises a steel plate box stiffening plate (45), wherein the steel plate box stiffening plate (45) connects two opposite inner side walls of the left steel plate box (43), and / or the steel plate box stiffening plate (45) connects two opposite inner side walls of the right steel plate box (44).
4. The corridor truss (1) earthquake-resistant structure according to claim 1, characterized in that: The corridor truss (1) earthquake-resistant structure further comprises a conversion structure (3), wherein the conversion structure (3) connects the corridor truss (1) and the steel plate box channel (4).
5. The corridor truss (1) earthquake-resistant structure according to claim 4, characterized in that: The conversion structure (3) comprises a conversion web member (31) and a conversion stiffening plate (32); The conversion web member (31) connects one end of the corridor truss (1) close to the steel plate box channel (4) with the steel plate box channel (4); the conversion web member (31) is a hollow rod; the conversion stiffening plate (32) is connected to the inner side wall of the conversion web member (31) and is perpendicular to the axial direction of the conversion web member (31).
6. The corridor truss (1) earthquake-resistant structure according to claim 1, characterized in that: The corridor truss (1) earthquake-resistant structure further comprises a lower floor slab (7) and a reinforcement structure (8), wherein the lower floor slab (7) is connected to the top end of the side wall of the lower structural beam (6) facing away from the corridor truss (1); The reinforcement structure (8) comprises an inner steel plate (81), an outer steel plate (82) and concrete (83), the inner steel plate (81) comprises a horizontal plate (811) and a vertical plate (812) connected to each other, the horizontal plate (811) covers the bottom wall of the lower structural beam (6), the vertical plate (812) covers and is fixedly connected to the side wall of the lower structural beam (6) facing away from the corridor truss (1), and the vertical plate (812) is connected to the lower floor slab (7); The outer steel plate (82) comprises an outer plate (821), a bottom plate (822) and an inner plate (823); the outer plate (821) covers the side wall of the lower structural beam (6) facing the corridor truss (1) and is fixedly connected to the lower structural beam (6); the outer plate (821) extends from the top wall of the lower structural beam (6) to the bottom wall of the lower structural beam (6); the inner plate (823) is arranged parallel to the outer plate (821) on the side of the lower structural beam (6) facing away from the corridor truss (1) and is connected to the lower floor plate (7); the bottom plate (822) connects the bottom end of the outer plate (821) and the bottom end of the inner plate (823); The horizontal plate (811) is connected to the outer plate (821), and the vertical plate (812), the horizontal plate (811), the outer plate (821), the bottom plate (822), the inner plate (823) and the bottom wall of the lower floor plate (7) enclose a filling space, the concrete (83) is filled in the filling space, and the outwardly extending corbel (10) is connected to the outer plate (821).
7. The corridor truss (1) earthquake-resistant structure according to claim 6, characterized in that: The reinforcement structure (8) further comprises a first anchor bar (84), wherein the first anchor bar (84) is sequentially passed through and fixedly connected to the outer plate (821), the lower structural beam (6) and the vertical plate (812).
8. The corridor truss (1) earthquake-resistant structure according to claim 6, characterized in that: The reinforcement structure (8) further comprises a steel beam under the plate (85), a lug plate (86), a steel plate on the plate (87) and a second anchor bar (88); The steel beam (85) under the plate is arranged on the bottom wall of the lower floor slab (7) in a direction perpendicular to the lower structural beam (6); one end of the steel beam (85) under the plate close to the lower structural beam (6) is connected to the inner plate (823); the ear plate (86) is arranged on the bottom wall of the lower floor slab (7) in a direction perpendicular to the lower structural beam (6) and is fixedly connected to the side wall of the steel beam (85) under the plate; the upper steel plate (87) on the plate is arranged on the top wall of the lower floor slab (7) in a direction perpendicular to the lower structural beam (6); and the second anchor bar (88) is sequentially passed through and fixed to the ear plate (86), the lower floor slab (7) and the upper steel plate (87) on the plate.
9. The corridor truss (1) earthquake-resistant structure according to claim 1, characterized in that: The corridor truss (1) comprises an upper chord (11), a lower chord (12), a diagonal web member (13) and a vertical web member (14); The vertical web member (14) connects the upper chord (11) and the lower chord (12); one end of the diagonal web member (13) close to the upper chord (11) is connected to the upper chord (11) and one of the vertical web members (14); and one end of the diagonal web member (13) close to the lower chord (12) is connected to the lower chord (12) and another of the vertical web members (14).
10. The corridor truss (1) earthquake-resistant structure according to claim 9, characterized in that: The corridor truss (1) earthquake-resistant structure further comprises a reinforcement structure (2), wherein the reinforcement structure (2) comprises a left steel beam (21), a middle steel beam (22), a right steel beam (23), a transverse steel beam (24) and a variable-section steel beam (25); The right steel beam (23), the middle steel beam (22) and the left steel beam (21) are horizontally connected to two lower chords (12) in sequence along the direction from the steel plate box to the corridor truss (1); the transverse steel beam (24) connects the left steel beam (21) and the middle steel beam (22); the variable-section steel beam (25) connects the middle steel beam (22) and the right steel beam (23); and the right steel beam (23) is installed on the outwardly extending corbel (10).