Concrete canopy structure

Abstract

The present application relates to the field of building technology, and aims to solve the problem of how to improve the construction efficiency of concrete canopies, reduce construction costs and improve seismic performance, and provide a concrete canopy structure. The concrete canopy structure includes: a base, a column, a support beam, a fastener and a roof panel. The base is arranged below the ground plane, and the base is provided with a groove. One end of the column is arranged in the groove, and the groove is filled with micro-expanded fine stone concrete to connect the column and the base together. The fastener includes a rod body and a clamping block, one end of the rod body is fixedly connected to the column body, and the other end extends to the support beam. The clamping block can be rotated to lock the pre-tension of the rod body, so that the rod body tightens the column and the support beam. The column and the base of the concrete canopy structure provided in this embodiment are connected together by micro-expanded fine stone concrete, and the rod body is tightened by the clamping block to tighten the column and the support beam, so that the base, the column and the support beam are quickly assembled and connected, so as to achieve the effect of improving the construction efficiency of the concrete canopy and reducing the construction cost.

Description

Technical Field

[0001] The present application relates to the field of building technology, and in particular to a concrete canopy structure. Background Art

[0002] The platform canopy is an infrastructure project of the railway station platform, and its main function is to provide convenience for passengers. At present, the structural forms adopted by the platform canopy mainly include reinforced concrete frame structure and steel frame structure.

[0003] In the prior art, when the platform canopy adopts a reinforced concrete frame structure, most projects adopt a cast-in-place structure, which requires the construction of scaffolding, the production of component templates and the pouring of concrete on site. The construction costs such as material costs, labor costs and machinery costs are high, and the construction efficiency is low. Summary of the invention

[0004] The present application provides a concrete canopy structure to solve the problem of how to improve the construction efficiency of the concrete canopy, reduce the construction cost and improve the seismic performance.

[0005] An embodiment of the present application provides a concrete canopy structure, comprising: a base, a column, a support beam, a fastener and a roof panel. The base is arranged below the ground plane, and the base is provided with a groove, the opening of which faces above the ground plane. One end of the column is arranged in the groove, and the other end protrudes above the ground plane in a vertical direction, and the groove is filled with micro-expanded fine stone concrete to connect the column and the base together. The support beam is arranged at the top of the protruding column. The fastener comprises a rod body and a clamping block, one end of the rod body is fixedly connected to the column body, and the other end extends to the support beam, the clamping block is arranged on the support beam and is threadedly connected to the rod body, and the clamping block can be rotated to lock the pre-tension of the rod body, so that the rod body tightens the column and the support beam. The roof panel is arranged at the top of the support beam.

[0006] Compared with the prior art, the column and base of the concrete canopy structure provided in this embodiment are connected together by micro-expanding fine stone concrete, and the rod body is used to tighten the column and the support beam through the clamping block, so that the base, column and support beam can be quickly assembled and connected, so as to achieve the effect of improving the construction efficiency of the concrete canopy and reducing the construction cost. In addition, the concrete canopy structure maintains elasticity under the action of frequent earthquakes and fortification earthquakes, the joints between the columns and the support beams do not open, and there is no relative sliding between the roof panel and the support beam, thereby improving the seismic performance of the concrete canopy structure.

[0007] In a possible embodiment, the concrete canopy structure also includes an energy-absorbing component, one end of which is connected to the circumference of the column and the other end is connected to the circumference of the support beam, and the energy-absorbing component can be deformed to absorb energy when the column and the support beam shake.

[0008] Furthermore, the energy-absorbing parts are made of low-strength steel, which yields and dissipates earthquake energy only in rare earthquakes, and reduces the residual deformation after the earthquake through the prestressed restoring force of the rod. At the same time, the energy-absorbing parts are installed on the circumference of the column and the circumference of the support beam, which is easy to disassemble and replace, so as to improve the construction efficiency of the concrete canopy maintenance and reduce the maintenance cost after the earthquake.

[0009] In a possible implementation, the energy absorbing component includes a plurality of U-shaped steels, a joint is provided at the connection between the support beam and the column, an opening of the U-shaped steel is arranged toward the joint, and the plurality of U-shaped steels are evenly arranged in the circumference of the joint.

[0010] In a possible implementation, the roof panel includes a slope plate and at least two longitudinal ribs, the two longitudinal ribs are arranged at intervals on the same side of the slope plate, one end of the longitudinal rib is arranged on the support beam, and the other end is connected to the slope plate.

[0011] Furthermore, the slope plate adopts a structural slope adjustment scheme, and the longitudinal ribs adopt prestressed technology. The structural weight of the roof plate is about 50% of the conventional cast-in-place beam-slab structure of the concrete canopy. The space formed by the slope plate and the longitudinal ribs can pass through the mechanical and electrical equipment pipelines, avoiding the need to reserve holes in the supporting beams and columns. With this arrangement, the concrete canopy can not only reduce the foundation cost, but also greatly reduce the earthquake effect and reduce the cost of structural earthquake resistance.

[0012] In a possible implementation, the concrete canopy structure further includes a sliding friction connector, one end of the sliding friction connector is connected to the support beam, and the other end is connected to the longitudinal rib, and the roof panel and the support beam are slidably connected via the sliding friction connector.

[0013] In a possible implementation, the end face protrusion of the support beam close to the longitudinal rib is formed with two flanges, and the two flanges are arranged at intervals. The sliding friction connection part includes high-strength bolts, an upper pad, a lower pad, an angle steel and an embedded steel plate, the embedded steel plate is arranged on the flange and fixedly connected to the support beam, the angle steel is arranged on the embedded steel plate and fixedly connected to the longitudinal rib, the lower pad is arranged on a side of the embedded steel plate close to the flange, the upper pad is arranged on a side of the angle steel opposite to the lower pad, and the high-strength bolts pass through and connect the upper pad, the angle steel, the embedded steel plate and the lower pad in sequence.

[0014] In a possible implementation, the sliding force of the sliding friction connection is taken as 1.3 times the design value of the horizontal internal force under the earthquake protection, so that the roof panel and the support beam will not produce sliding deformation under the action of the earthquake protection.

[0015] In a possible implementation manner, the middle portion of the slope plate is raised, and the ends of the slope plate are provided with gutters, and the gutters are used to collect rainwater.

[0016] In a possible embodiment, the rod body includes a first section, a second section and a sleeve, the first section is arranged on the column, the second section is arranged on the support beam, the second section is threadedly connected to the clamping block, and the first section and the second section are detachably connected through the sleeve.

[0017] In a possible implementation, the cross-sectional compressive stress generated by the rod body at the joint between the column and the support beam is the cross-sectional edge fiber tensile stress generated by 1.2 times the design internal force under the design earthquake, so that the joint between the column and the support beam does not open under the action of the design earthquake.

[0018] Furthermore, the concrete canopy structure is provided with sliding friction connectors so that the entire structure maintains elasticity under the action of frequent earthquakes and fortified earthquakes, and no sliding deformation occurs between the roof panel and the supporting beam, and the joints between the columns and the supporting beams do not open; under the action of rare earthquakes, the concrete canopy structure is allowed to be slightly damaged, sliding deformation is allowed between the roof panel and the supporting beam, the joints between the columns and the supporting beams open, the U-shaped steel yields and dissipates the seismic energy, and the prestressed restoring force of the rod body is used to reduce the residual deformation of the concrete canopy structure after the earthquake.

[0019] The concrete canopy structure adopts the elastoplastic time-history analysis method to carry out rare earthquake analysis, and determine the sliding displacement stroke of the sliding friction connector so that the roof panel will not slip in the case of a rare earthquake; by setting the material and thickness of the U-shaped steel, the earthquake energy is dissipated and the earthquake effect is reduced as much as possible; by controlling the stress increment amplitude of the rod body, in the case of a rare earthquake, the stress of the rod body is not greater than the standard value of the material yield strength, and a stable prestressed restoring force is provided to reduce the residual deformation of the concrete canopy structure after the earthquake; by controlling the bending demand at the root of the column, in the case of a rare earthquake, the longitudinal reinforcement stress of the root section of the column is not greater than the standard value of the material yield strength, and the root concrete section of the column meets the shear elasticity requirements, thereby improving the seismic performance of the concrete canopy structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings in the embodiments will be briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present application and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without creative work.

[0021] Figure 1 A schematic plan view of a concrete canopy structure according to an embodiment of the present application;

[0022] Figure 2 for Figure 1 Structural diagram of the concrete canopy structure;

[0023] Figure 3 for Figure 1 A structural schematic diagram of the concrete canopy structure from another perspective;

[0024] Figure 4 for Figure 1 A plan view of the location of the sliding friction connection parts of the concrete canopy structure;

[0025] Figure 5 for Figure 4 A schematic elevation view of the location of the sliding friction connection parts of the concrete canopy structure;

[0026] Figure 6 for Figure 4 A schematic elevation view of another perspective of the location of the sliding friction connection of the concrete canopy structure;

[0027] Figure 7 for Figure 1 Schematic diagram of the location of fasteners for the concrete canopy structure;

[0028] Figure 8 for Figure 1 A plan view of the joint locations of the concrete canopy structure;

[0029] Fig. 9 for Figure 1 A schematic diagram of the structure of the embedded high-strength steel screw of the concrete canopy structure;

[0030] Fig.10 for Figure 1 Structural schematic diagram of the roof panel of the concrete canopy structure.

[0031] Description of main component symbols:

[0032] 1. Base; 1a. Micro-expanded fine stone concrete; 1b. Groove; 2. Column; 3. Support beam;

[0033] 4. Roof panel; 4a. Slope panel; 4b. Longitudinal rib; 4c. Earthquake-resistant and waterproof structural layer; 4d. Edge; 4e. Expansion joint; 4f. Gutter; 4g. Masonry;

[0034] 5. Joint; 5a. Embedded steel plate; 6. Energy dissipation parts; 6a. High-strength steel screw; 6b. U-shaped steel; 6c. Transfer steel plate; 7. Fastener; 7a. Pad assembly; 7b. Sleeve; 7c. Pressing block; 7e. First section; 7f. Second section;

[0035] 8. Sliding friction connector; 9. Flanging; 9a. Embedded steel plate; 9b. Anchor bar; 10. Angle steel; 11. High-strength screw rod; 12. High-strength bolt; 13. Upper pad; 14. Lower pad; 15. Vertical direction; 16. Ground plane.

[0036] s, center spacing; A, cross-sectional size; L, span; W, width; H, height. DETAILED DESCRIPTION

[0037] The technical solutions in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all of the embodiments.

[0038] Some embodiments of the present application are described in detail. In the absence of conflict, the following embodiments and features of the embodiments can be combined with each other.

[0039] Example

[0040] See also Figures 1 to 10 As shown, this embodiment provides a concrete canopy structure, including a base 1, a column 2, a support beam 3, a fastener 7 and a roof panel 4. The base 1 is arranged below the ground plane 16, and the base 1 is provided with a groove 1b, the opening of which faces above the ground plane 16. One end of the column 2 is arranged in the groove 1b, and the other end protrudes above the ground plane 16 along the vertical direction 15. The micro-expanded fine stone concrete 1a is filled in the groove 1b to connect the column 2 with the base 1. The support beam 3 is arranged at the top of the protruding column 2. The fastener 7 includes a rod body and a clamping block 7c, one end of the rod body is fixedly connected to the column 2, and the other end extends to the support beam 3. The clamping block 7c is arranged on the support beam 3 and is threadedly connected to the rod body. The clamping block 7c can be rotated to lock the pre-tension of the rod body, so that the rod body tightens the column 2 and the support beam 3. The roof panel 4 is arranged at the top of the support beam 3.

[0041] The column 2 and the base 1 of the concrete canopy structure provided in this embodiment are connected together by means of slightly expanded fine stone concrete 1a, and the rod body is used to tighten the column 2 and the support beam 3 through the clamping block 7c, so that the base 1, the column 2 and the support beam 3 can be quickly assembled and connected, so as to improve the construction efficiency of the concrete canopy and reduce the construction cost, and the concrete canopy structure maintains elasticity under the action of frequent earthquakes and fortified earthquakes, and the joint 5 between the column 2 and the support beam 3 does not open, thereby improving the seismic performance of the concrete canopy structure.

[0042] In the concrete canopy structure provided in this embodiment, only the base 1 is cast on site, and the columns 2, support beams 3 and roof panels 4 are all prefabricated in the factory. The columns 2, support beams 3 and roof panels 4 are quickly assembled and connected to improve the construction efficiency of the concrete canopy and reduce construction costs.

[0043] In this embodiment, the plane size of the base 1, the depth of the groove 1b, the groove wall thickness of the groove 1b and the bottom wall thickness of the groove 1b need to be designed according to the bottom internal force of the column 2. The depth of the column 2 inserted into the groove 1b is not less than 1.2 times the cross-sectional size A of the column 2, and the foundation burial depth should not be less than 1.5m, so that the upper structure is effectively embedded and the overall stability is achieved. After the column 2 is inserted into the groove 1b, the micro-expansion fine stone concrete 1a with a strength grade higher than that of the foundation concrete is used to fill it tightly. When the concrete strength reaches more than 70% of the design strength, the upper support beam 3 and the roof panel 4 are hoisted.

[0044] The column 2 adopts a square cross section. The cross section of the column 2 below the ground is a uniform cross section, and the cross section of the column 2 above the ground is a variable cross section and expands upward at an angle of 2° along the height. When the seismic fortification intensity is 6 degrees, the cross section of the column 2 below the ground can be taken as 600x600; when the seismic fortification intensity is 7 degrees, the cross section of the column 2 below the ground can be taken as 700x700; when the seismic fortification intensity is 8 degrees, the cross section of the column 2 below the ground can be taken as 800x800. The column 2 adopts a small bottom and large top architectural shape, which is consistent with the support column form used in existing railway stations, and can increase the bending section modulus at the joint 5 at the upper end of the column 2, thereby reducing the bending tensile stress level of the section and reducing the pretension of the rod 7. Under the action of horizontal load, the bending moment internal force at the upper end of the column 2 is small, and the joint 5 is set at the upper end of the column 2 to meet the structural force characteristics.

[0045] In one embodiment, the concrete canopy structure also includes an energy-absorbing component 6, one end of which is connected to the circumference of the column 2 and the other end is connected to the circumference of the support beam 3. The energy-absorbing component 6 can be deformed to absorb energy when the column 2 and the support beam 3 shake.

[0046] Furthermore, the energy dissipation part 6 is made of low-strength grade steel, and only yields and dissipates earthquake energy in rare earthquakes, and reduces its residual deformation after the earthquake through the prestressed restoring force of the rod body. At the same time, the energy dissipation part 6 is installed on the circumference of the column 2 and the circumference of the support beam 3, which is easy to disassemble and replace, so as to achieve the effect of improving the construction efficiency of the maintenance of the concrete canopy and reducing the maintenance cost after the earthquake.

[0047] In one embodiment, the energy dissipation member 6 includes a plurality of U-shaped steels 6 b , a joint 5 is provided at the connection between the support beam 3 and the column 2 , the opening of the U-shaped steel 6 b is arranged toward the joint 5 , and the plurality of U-shaped steels 6 b are evenly arranged around the joint 5 .

[0048] Preferably, the number of the U-shaped steels is four, and the four U-shaped steels are symmetrically arranged in the circumferential direction of the joint 5 .

[0049] In one embodiment, the roof panel 4 includes a slope plate 4a and at least two longitudinal ribs 4b. The two longitudinal ribs 4b are arranged at the same side of the slope plate 4a at intervals. One end of the longitudinal rib 4b is arranged on the support beam 3, and the other end is connected to the slope plate 4a.

[0050] Furthermore, the slope plate 4a structure slope adjustment scheme, the longitudinal rib 4b adopts prestressing technology, and the structural weight of the roof panel 4 is about 50% of the conventional cast-in-place beam-slab structure of the concrete canopy. The space enclosed by the slope plate 4a and the longitudinal rib 4b can pass through the mechanical and electrical equipment pipelines, avoiding the need to reserve openings in the support beam 3 and the column 2. With such a configuration, the concrete canopy can reduce the foundation cost, greatly reduce the earthquake effect, and reduce the structural earthquake resistance cost.

[0051] In this embodiment, the width W of the concrete canopy structure is usually 8m and 12m. When W=8m, a double-sided cantilevered single-column support structure can be used; when W=12m, a double-column support structure can be used. The span L of the concrete canopy structure is usually 8m to 12m. When the seismic fortification intensity is high, L should be a small value. The top surface height H of the beam of the concrete canopy structure is usually 5.6m to 5.9m, which is determined by the specific engineering design. The column 2, support beam 3 and roof panel 4 are all made of C40 concrete.

[0052] The bottom of the longitudinal rib 4b is arranged with low relaxation and high strength prestressed tendons to improve the bearing capacity and crack resistance of the roof panel. The roof panel 4 is used to replace the cast-in-place beam-slab structure in the prior art, which can not only reduce on-site operations, but also greatly reduce the deadweight of the structure, thereby reducing the earthquake effect borne by the lower supporting structure. The roof panel 4 can be assembled with a standard width of 2.0m to 3.0m. When the width of the concrete canopy structure W = 8m, three roof panels 4 with a width of 2.5m + 3.0m + 2.5m can be selected for assembly. The slope plate 4a adopts structural slope finding to reduce the additional dead load weight. Its mid-span section height (380mm when L = 9.0m; 480mm when L = 12.0m) is greater than the section height of the two end supports (290mm when L = 9.0m; 360mm when L = 12.0m). The space enclosed by the ramp 4a and the longitudinal ribs 4b can be used for passing electromechanical equipment pipelines, and a platform warning sign can be hung at the bottom of the longitudinal ribs 4b. Hooks or embedded parts can be reserved according to the specific engineering design to avoid drilling holes in the support beams 3 and columns 2.

[0053] The top surface of the slope plate 4a is provided with a building seismic and waterproof structural layer 4c. The seismic structural layer adopts a 50mm thick C30 concrete cast-in-place layer, with a steel mesh with a diameter of 8mm and a spacing of 150. At the same time, short steel bars with a diameter of 12mm and a spacing of 500mm are embedded on the top surface of the slope plate 4a. The length of the steel bars inside and outside the plate is 50mm each, which strengthens the connection between the post-casting layer and the prefabricated plate, strengthens the tension between adjacent plates, and makes it bear the force as a whole. The waterproof structural layer includes a 10mm thick mortar leveling isolation layer, a waterproof membrane, a 10mm thick mortar isolation layer and a 40mm thick fine stone concrete protective layer, with a total thickness of about 60mm.

[0054] Please combine Figure 4 , Figure 5 and Figure 6 As shown, in one embodiment, the concrete canopy structure also includes a sliding friction connector 8, one end of the sliding friction connector is connected to the support beam 3, and the other end is connected to the longitudinal rib 4b, and the roof panel 4 and the support beam 3 are slidably connected through the sliding friction connector 8.

[0055] In one embodiment, the end surface protrusion of the support beam 3 near the longitudinal rib 4b is formed with two flanges 9, and the two flanges 9 are arranged at intervals. The sliding friction connection member 8 includes a high-strength bolt 12, an upper pad 13, a lower pad 14, an angle steel 10 and an embedded steel plate 9a, the embedded steel plate 9a is arranged on the flange 9 and fixedly connected to the support beam 3, the angle steel 10 is arranged on the embedded steel plate 9a and fixedly connected to the longitudinal rib 4b, the lower pad 14 is arranged on the side of the embedded steel plate 9a near the flange 9, the upper pad 13 is arranged on the side of the angle steel 10 opposite to the lower pad 14, and the high-strength bolt 12 passes through and connects the upper pad 13, the angle steel 10, the embedded steel plate 9a and the lower pad 14 in sequence.

[0056] In this embodiment, the support beam 3 is arranged along the horizontal direction (i.e., the width W direction) of the concrete canopy structure, and a strip flange 9 is provided on the top surface of the support beam 3 for fixing the sliding friction connector 8; the bottom shape of the support beam 3 can be designed in combination with the architectural appearance requirements of the specific project, and the cross-sectional height is usually changed along the span direction to reduce the weight of the component. The support beam 3 can adopt a T-shaped cross-sectional design on the basis of meeting the force requirements and the connection structure size requirements to further reduce the weight of the component and facilitate the lifting operation. The support beam 3 reserves a hole for passing the rod body 7 in the cross-sectional range of the column 2.

[0057] The sliding friction connection 8 is composed of high-strength bolts 12, upper pads 13, lower pads 14, angle steels 10, embedded steel plates 9a and several brass plates. The top surface of the support beam 3 is arranged with a strip flange 9, the outer width dimension a of the strip flange 9 is about 200-250mm, the length dimension b is about 250mm, and the height dimension h is about 50mm-75mm, wherein the dimensions a and b are related to the sliding range of the sliding friction connection 8, and need to be determined by dynamic elastic-plastic analysis under rare earthquakes; the dimension h is related to the diameter of the high-strength bolt 12. Two flanges 9 are arranged at the support part of each longitudinal rib 4b, and the flanges 9 are arranged along the span direction of the support beam 3. The net distance between the two flanges 9 is determined according to the width dimension of the lower pad 14, and a gap of 5-10mm is reserved between the lower pad 14 and the flange 9. A standard circular hole is opened in the center of the lower pad 14, and the hole diameter is 1.5mm-2.0mm larger than the diameter of the high-strength bolt 12. A steel plate 9a with a thickness of 14 mm is embedded on the top surface of each flange 9, and anchor bars 9b are welded under the steel plate and anchored in the support beam 3. A full-length gap is reserved between the two embedded steel plates 9a, and the gap width is 1.5 mm to 2.0 mm larger than the diameter of the high-strength bolt 12, allowing the high-strength bolt 12 to slide along the gap between the embedded steel plates 9a, and its sliding direction corresponds to the width W of the canopy. An angle steel 10 is placed on the top surface of the embedded steel plate 9a, and the length of the angle steel 10 is about 150 mm to 250 mm. The horizontal limb of the angle steel 10 is provided with a slot along the length direction of the angle steel 10, and the width of the slot is 1.5 mm to 2.0 mm larger than the diameter of the high-strength bolt 12, allowing the high-strength bolt 12 to slide in the slot of the angle steel 10, and its sliding direction corresponds to the span L of the canopy. The slot length is about 60 to 100 mm, which needs to be determined by dynamic elastic-plastic analysis under rare earthquakes. A steel backing plate 13 with a standard circular hole is placed above the horizontal leg of the angle steel 10, and its hole diameter is 1.5mm to 2.0mm larger than the diameter of the high-strength bolt 12. A standard circular hole is opened in the vertical leg of the angle steel 10, and a high-strength screw 11 is inserted into the circular hole. The hole diameter is 1.5mm to 2.0mm larger than the diameter of the high-strength screw 11. The angle steel 10 is fixed to the bottom of the longitudinal rib 4b by the high-strength screw 11. A steel pipe for the screw 11 to pass through is embedded at the end of the longitudinal rib 4b, and the inner diameter of the steel pipe is 1.5mm to 2.0mm larger than the diameter of the screw 11. A steel plate 9c with a thickness of 10mm and a length of 250mm needs to be embedded at the bottom of the longitudinal rib 4b to ensure that it fits tightly with the embedded steel plate 9a. The sliding friction connector 8 pre-presses and tightly fits the four steel plates of the lower pad 14, the embedded steel plate 9a, the horizontal limb of the angle steel 10 and the upper pad 13 through high-strength bolts 12, and thin brass plates are placed between the four steel plates to provide stable friction resistance.

[0058] When the roof panel 4 is displaced relative to the support beam 3 along the span L direction of the concrete canopy structure, the longitudinal rib 4b drives the angle steel 10 to slide between the upper pad 13 and the embedded steel plate 9a, and the high-strength bolt 12 remains stationary; when the roof panel 4 is displaced relative to the support beam 3 along the width W direction of the concrete canopy structure, the longitudinal rib 4b drives the angle steel 10, the upper pad 13, the lower pad 14 and the high-strength bolt 12 to slide along the upper and lower surfaces of the embedded steel plate 9a, and the high-strength bolt 12 slides in the gap of the embedded steel plate 9a. Both of the above two types of sliding have two friction sliding surfaces, and their bidirectional friction resistance is equal. The friction resistance of the sliding friction connector 8 should be able to resist the horizontal force under wind and earthquake fortification. The sliding force of the device is taken as 1.3 times the horizontal internal force design value under earthquake fortification to ensure that no sliding deformation occurs under the action of earthquake fortification. Under rare earthquakes, the sliding friction connector 8 is allowed to slide relative to each other, which can limit the horizontal force transmitted between the roof panel 4 and the support beam 3 to be no greater than the sliding friction force of the device 8, thereby reducing the seismic effect of the column 2 and the support beam 3. At the same time, the sliding distance of the sliding friction connector 8 should be determined through dynamic elastic-plastic time history analysis under rare earthquakes to ensure that no sliding failure occurs.

[0059] In one embodiment, the sliding force of the sliding friction connection member 8 is set to 1.3 times the design value of the horizontal internal force under the earthquake protection, so that the roof panel and the support beam 3 will not produce sliding deformation under the action of the earthquake protection.

[0060] In one embodiment, the middle portion of the slope plate 4a is raised, and a gutter 4f is provided at the end of the slope plate 4a, and the gutter 4f is used to collect rainwater.

[0061] In this embodiment, the slope plate 4a is provided with a 100mm thick reinforced concrete edge 4d at the end of the width W of the concrete canopy structure. The top surface of the edge 4d is flush, and the edge 4d is about 100mm higher than the earthquake-resistant and waterproof structural layer 4c. The edge 4d extends to the end of the slope plate 4a at the support beam 3, and a deformation joint 4e with a width of 100mm is left between the edges 4d of adjacent span slope plates 4a. Above the support beam 3, a 3mm thick stainless steel gutter 4f is provided in the gap space between adjacent span slope plates 4a to collect rainwater flowing down the slope from the middle of the span. The upper stainless steel plate of the gutter 4f is bent into the waterproof structural layer 4c and overlapped by 250mm. The lower part of the bottom plate of the gutter 4f is supported by a lightweight masonry 4g.

[0062] In one embodiment, the rod body of the fastener 7 includes a first section 7e, a second section 7f and a sleeve 7b, the first section 7e is arranged on the column 2, the second section 7f is arranged on the support beam 3, the second section 7f is threadedly connected to the clamping block 7c, and the first section 7e and the second section 7f are detachably connected through the sleeve 7b.

[0063] In one embodiment, the cross-sectional compressive stress generated by the rod body of the fastener 7 at the joint 5 between the column 2 and the support beam 3 is the cross-sectional edge fiber tensile stress generated by 1.2 times the design internal force under the design earthquake, so that the joint 5 between the column 2 and the support beam 3 does not open under the action of the design earthquake.

[0064] Furthermore, the concrete canopy structure is provided with a sliding friction connection part 8 so that the entire structure maintains elasticity under the action of frequent earthquakes and fortified earthquakes, no sliding deformation occurs between the roof panel 4 and the support beam 3, and the joint 5 between the column 2 and the support beam 3 does not open; under the action of rare earthquakes, the concrete canopy structure is allowed to be slightly damaged, sliding deformation is allowed to occur between the roof panel 4 and the support beam 3, the joint 5 between the column 2 and the support beam 3 opens, the U-shaped steel 6b yields and dissipates the seismic energy, and the prestressed restoring force of the rod body 7 is used to reduce the residual deformation of the concrete canopy structure after the earthquake.

[0065] The concrete canopy structure adopts the elastoplastic time-history analysis method to carry out rare earthquake analysis, and determines the sliding displacement stroke of the sliding friction connector 8 so that the roof panel 4 does not slide down in the case of a rare earthquake; by setting the material and thickness of the U-shaped steel 6b, the earthquake energy is dissipated and the earthquake effect is reduced as much as possible; by controlling the stress increment amplitude of the rod body, in the case of a rare earthquake, the stress of the rod body is not greater than the standard value of the material yield strength, and a stable prestressed restoring force is provided to reduce the residual deformation of the concrete canopy structure after the earthquake; by controlling the bending resistance demand at the root of the column 2, in the case of a rare earthquake, the longitudinal reinforcement stress of the root section of the column 2 is not greater than the standard value of the material yield strength, and the root concrete section of the column 2 meets the shear elasticity requirements, thereby improving the seismic performance of the concrete canopy structure.

[0066] Please combine Figure 7 and Figure 8 As shown, the column 2 and the support beam 3 are pre-stressed and fastened by fasteners 7, and U-shaped steel 6b is arranged at the joint 5 between the column 2 and the support beam 3. The rod body is arranged in the center of the column 2 and the support beam 3. The center spacing s meets the requirements of the channel clearance and the size of the tensioning and anchoring equipment, mainly providing axial prestressing stress. One end of the rod body is anchored in the column 2 through a matching nut and pad assembly 7a. Its length L1 in the column 2 depends on the specifications and strength grade of the rod body, and can usually be 800mm~1500mm; the other end of the rod body is fixed to the top surface of the support beam 3 through a clamping block 7c composed of a matching nut and pad. Its length L2 in the support beam 3 can be 1300mm~1500mm, and anchor sealing measures should be taken after tensioning and anchoring. The rod body is prestressed by a jack and a special clamp. After the prestress reaches the design value, the prestress is locked with a rotating nut. Spiral reinforcement is arranged in the concrete at the pad assembly 7a and the compression block 7c to improve the local compression and crack resistance of the concrete structure.

[0067] The rod body of the fastener 7 includes a first section 7e, a second section 7f and a sleeve 7b. The first section 7e and the second section 7f are connected by a connecting sleeve 7b. The first section 7e is located in the column 2. When the column 2 is cast, fixing measures should be taken to ensure accurate positioning. The second section 7f is located in the support beam 3. It is first connected to the first section 7e through the connecting sleeve 7b, and then the support beam 3 is hoisted and aligned with the hole position and then inserted into the second section 7f. The rod body adopts post-tensioning non-bonded prestressing technology. Steel casings are embedded in the column 2 and the support beam 3 for passing the rod body. The inner diameter of the steel pipe is 5mm larger than the nominal diameter of the rod body, and grease is filled in between. The diameter and prestressing level of the rod body should be determined through seismic performance design. It should be ensured that the prestressing rigid connection at the joint 5 is achieved through the prestressing of the rod body under the action of the fortified earthquake, and the gap at the joint 5 does not open, and the stress of the rod body does not increase; it should be ensured that the stress of the rod body under the action of rare earthquakes is not greater than the standard value of its material yield strength. When the seismic fortification intensity is 6 and 7 degrees, the rod body can be made of prestressed threaded steel bars with strength grade PSB1080, 4φ T 25, center spacing s = 250mm; when the seismic fortification intensity is 8 degrees, the rod body can use prestressed threaded steel bars with strength grade PSB1080, 4φ T 32, center distance s = 250mm; pre-tension stress of the rod σ p0 About 0.5 times the tensile strength design value f py To ensure that the stress of the rod body under rare earthquakes is not greater than the standard value of its material yield strength f pyk .

[0068] The joint 5 between the column 2 and the support beam 3 should be located at a position where the internal force of the structure is as small as possible, so as to reduce the cross-sectional bending tensile stress caused by the horizontal load and the prestress level of the rod body required to overcome the tensile stress. A 10 mm thick steel plate 5a is embedded in the end faces of the components on both sides of the joint 5. This steel plate is welded to the steel casing used to pass the rod body, and a circular hole is opened opposite the steel casing with the same diameter as the inner diameter of the steel casing. The embedded steel plates 5a on both sides of the joint 5 should be treated with friction surfaces, and the anti-slip coefficient of the friction surface should not be less than 0.40. U-shaped steel is arranged on the outer periphery of the joint 5, one end of which is fixed to the column 2 and the other end is fixed to the support beam 3. Both are connected and fixed by high-strength steel screws 6a embedded in the column 2 and the support beam 3. Adopt Fig. 9 The staggered transfer method of the screw shown is to replace the screw with two screws 6a1 based on the principle of equal effective cross-sectional area through the transfer steel plate 6c, thereby avoiding the conflict between the two-way embedded screws at the same elevation. The embedded screw 6a should be staggered with the rod body of the fastener 7 on the plane, and the projection clearance should not be less than 1.5 times the nominal diameter of the rod body.

[0069] The U-shaped steel is made of Q235B steel, with a cross-sectional bending radius of 100mm and a horizontal section length of 50mm. The plate thickness needs to be determined based on the dynamic elastic-plastic analysis of the canopy structure under rare earthquakes, and its plastic deformation is used to dissipate seismic energy as much as possible, thereby reducing the seismic effect of the structure.

[0070] The concrete canopy structure in this embodiment can be specifically implemented in two stages: factory prefabrication and on-site installation.

[0071] Factory prefabrication stage:

[0072] According to the design drawings, the template of the column 2 is processed and manufactured, and the lower section 7e of the rod body and the steel casing, the matching pad assembly 7a, the end face embedded steel plate 5a at the joint 5, and the embedded screw 6a for fixing the U-shaped steel are fixed, and then the concrete pouring and curing of the column 2 are carried out. Before fixing the end face embedded steel plate 5a at the joint 5, the friction surface should be treated first.

[0073] According to the design drawings, the templates of the support beam 3 and the beam noodle-shaped flange 9 are processed and manufactured, and the embedded steel plate 9a, the steel casing of the upper section 7f of the rod body, the end embedded steel plate 5a at the joint 5, and the embedded screw 6a for fixing the U-shaped steel are fixed, and then the concrete pouring and curing of the support beam 3 and the beam noodle-shaped flange 9 are carried out. Before fixing the end embedded steel plate 5a at the joint 5, the friction surface should be treated first.

[0074] According to the design drawings, combined Fig.10 As shown, the formwork of the roof panel 4 is processed and manufactured, and the embedded steel pipes passing through the high-strength screws 11, the embedded steel plates at the bottom of the longitudinal ribs 4b and the embedded short steel bars on the surface of the slope plate 4a are fixed, and the prestressed tendons at the bottom of the longitudinal ribs 4b are tensioned, and then the concrete of the roof panel 4 is poured and cured. The detailed structure can be executed with reference to the collection "Prestressed Concrete Double T Plate" 18G432-1.

[0075] According to the design drawings, components such as U-shaped steel 6b, connecting angle steel 10 of the sliding friction connector 8, high-strength bolts 12, steel pads 13, 14 and brass plates are processed and manufactured.

[0076] On-site installation phase:

[0077] According to the design drawings, the formwork, reinforcement binding, concrete pouring and maintenance of the base 1 are first carried out.

[0078] According to the design drawings, the column 2 is hoisted and inserted into the base 1. After the plane positioning and the calibration are verified, the micro-expansion fine stone concrete 1a is poured and cured. When the strength of the micro-expansion fine stone concrete 1a reaches more than 70% of the design strength, the soil around the foundation is backfilled, and the backfill compaction coefficient should meet the design requirements.

[0079] According to the design drawings, the support beam 3 is hoisted. First, the upper section 7f of the rod body is connected to the lower section 7e of the rod body located in the prefabricated column through the connecting sleeve 7b, and then the support beam 3 is hoisted and positioned. After the upper section 7f of the rod body is aligned with the embedded sleeve in the support beam 3, the support beam 3 is inserted into the rod body, and the surroundings of the joint 5 are checked to ensure that the column 2 and the support beam 3 are aligned and the surfaces are flush.

[0080] According to the design drawings, the tension rod body is prestressed and anchored at the top 7c of the second section 7f of the rod body to meet the prestressing force required by the design, and anchor sealing protection measures are adopted.

[0081] According to the design drawings, the sliding friction connector 8 is installed, the high-strength bolt 12 and the lower pad 14 are placed under the embedded steel plate 9a, and then the connecting angle steel 10 and the upper pad 13 are inserted into the screw of the high-strength bolt 12 and initially tightened. During the installation process, the brass plates at each friction surface should be installed in place simultaneously.

[0082] According to the design drawings, the roof panel 4 is hoisted, first the middle panel, then the panels on both sides; the roof panel 4 is hoisted and aligned, and then placed in place, and the sliding friction connector 8 is moved to the longitudinal rib 4b, and then the high-strength screw rod 11 and the high-strength bolt 12 are tightened and fixed in sequence, and both are tightened with double nuts. The pre-tightening force of the high-strength bolt 12 should meet the design requirements to achieve the predetermined friction resistance.

[0083] According to the design drawings, the U-shaped steel 6b is installed and fastened with double nuts; the construction of the roof earthquake-resistant and waterproof structural layer 4c is carried out simultaneously, followed by the construction of the expansion joint 4e and the stainless steel gutter 4f.

[0084] The above implementation modes are only used to illustrate the technical solutions of the present application and are not intended to limit the present application. Although the present application has been described in detail with reference to the above preferred implementation modes, a person skilled in the art should understand that the technical solutions of the present application may be modified or replaced by equivalents without departing from the spirit and scope of the technical solutions of the present application.

Claims

1. A concrete canopy structure, characterized in that: include: A base is arranged below the ground plane, the base is provided with a groove, and the opening of the groove faces above the ground plane; A column, one end of which is arranged in the groove and the other end of which protrudes vertically to above the ground plane, and the groove is filled with slightly expanded fine stone concrete to connect the column with the base; A support beam is provided at the top end of the protruding column; A fastener, comprising a rod and a clamping block, wherein one end of the rod is fixedly connected to the column and the other end extends to the support beam, the clamping block is arranged on the support beam and is threadedly connected to the rod, and the clamping block can be rotated to lock the pre-tension of the rod, so that the rod tightens the column and the support beam; A roof panel is arranged at the top of the support beam, the roof panel comprises a slope plate and at least two longitudinal ribs, the two longitudinal ribs are arranged at the same side of the slope plate at intervals, one end of the longitudinal rib is arranged at the support beam, and the other end is connected to the slope plate; A sliding friction connector, one end of which is connected to the support beam and the other end is connected to the longitudinal rib, and the roof panel and the support beam are slidably connected through the sliding friction connector.

2. The concrete canopy structure according to claim 1, characterized in that: The concrete canopy structure also includes an energy-absorbing component, one end of which is connected to the circumference of the column and the other end is connected to the circumference of the support beam. The energy-absorbing component can be deformed to absorb energy when the column and the support beam shake.

3. The concrete canopy structure according to claim 2 is characterized in that: The energy absorbing part comprises a plurality of U-shaped steels, a joint is provided at the connection between the support beam and the column, the opening of the U-shaped steel is arranged toward the joint, and the plurality of U-shaped steels are evenly arranged in the circumferential direction of the joint.

4. The concrete canopy structure according to claim 1, characterized in that: The end surface of the support beam close to the longitudinal rib is convexly formed with two flanges, and the two flanges are arranged at intervals; The sliding friction connection component includes high-strength bolts, an upper pad, a lower pad, an angle steel and an embedded steel plate. The embedded steel plate is arranged on the flange and fixedly connected to the support beam. The angle steel is arranged on the embedded steel plate and fixedly connected to the longitudinal rib. The lower pad is arranged on a side of the embedded steel plate close to the flange, and the upper pad is arranged on a side of the angle steel opposite to the lower pad. The high-strength bolts pass through and connect the upper pad, the angle steel, the embedded steel plate and the lower pad in sequence.

5. The concrete canopy structure according to claim 1, characterized in that: The sliding force of the sliding friction connection is taken as 1.3 times the design value of the horizontal internal force under the earthquake protection, so that the roof panel and the support beam will not produce sliding deformation under the action of the earthquake protection.

6. The concrete canopy structure according to claim 1, characterized in that: The middle part of the slope plate is raised, and the end of the slope plate is provided with a gutter, and the gutter is used to collect rainwater.

7. The concrete canopy structure according to claim 1, characterized in that: The rod body includes a first section, a second section and a sleeve, the first section is arranged on the column, the second section is arranged on the support beam, the second section is threadedly connected to the clamping block, and the first section and the second section are detachably connected through the sleeve.

8. The concrete canopy structure according to claim 1, characterized in that: The cross-sectional compressive stress generated by the rod body at the joint between the column and the support beam is the cross-sectional edge fiber tensile stress generated by 1.2 times the design internal force under the design earthquake, so that the joint between the column and the support beam does not open under the action of the design earthquake.

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