Seismic reinforcement system for hyperbolic brick arch masonry structures

Abstract

The application provides an anti-seismic reinforcing system of a double-curved brick arch masonry structure, which comprises two groups of first vertical column groups, two cross beams, a plurality of steel arch beams and two end support structures, the first vertical column groups are arranged on the inner side of side walls, and the two groups of first vertical column groups are symmetrically arranged; the cross beams are connected above the first vertical column groups; the steel arch beams are supported below arch feet, the steel arch beams comprise two side arch beams and a middle arch beam connected between the two side arch beams, and the side arch beams are connected to the cross beams; and the side arch beams are provided with avoiding channels for the original horizontal tie rods to penetrate. The anti-seismic reinforcing system of the double-curved brick arch masonry structure provided by the application sets the avoiding channels on the side arch beams for the original horizontal tie rods to penetrate, which not only ensures that the installation of the steel arch beams does not interfere with the original functions of the horizontal tie rods, but also makes the steel arch beams and the horizontal tie rods form a collaborative force system, improves the integrity, stability and damage resistance of the double-curved brick arch masonry structure under the action of earthquakes, and meets the urgent needs of effectively reinforcing the double-curved brick arch masonry structure against earthquakes.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of reinforcing original buildings, and particularly relates to an anti-seismic reinforcing system for a double-curved brick arch masonry structure. BACKGROUND

[0002] The double-curved brick arch structure is a double-curved arch roof structure formed by brick masonry. The structure is composed of multiple small arches arranged along the longitudinal direction of the building and connected with each other, and a large arch arranged along the transverse direction of the building. The structure forms a rigid wavy double-curved arch surface. The structure fully utilizes the stress characteristics of the arch structure. Under the action of vertical load, vertical counterforce and horizontal thrust are generated at the arch foot. The existence of the horizontal thrust makes the arch section mainly bear axial compression, greatly reduces the section bending moment, and enables the roof covering with a large span to be realized by a small thickness of brick, so the structure is widely used in China's industry, warehouse and agriculture from the 1950s to the 1980s.

[0003] However, since the double-curved brick arch technology was born, the design and application thereof have not fully considered the anti-seismic requirement. During the large-scale promotion and use in China, no special anti-seismic technology research and corresponding anti-seismic system creation have been carried out for the structure. With the continuous improvement of modern anti-seismic requirements, the anti-seismic performance defects of the existing double-curved brick arch masonry structure building are increasingly prominent. Under the action of an earthquake, the structure is prone to damage, which seriously threatens the safety of the building and the safety of personnel and property. Anti-seismic reconstruction and reinforcement of the existing double-curved brick arch building have become an urgent need to ensure the safety of the original building structure. SUMMARY

[0004] The anti-seismic reinforcing system for the double-curved brick arch masonry structure provided by the embodiment of the present application can significantly improve the integrity, stability and damage resistance of the double-curved brick arch masonry structure under the action of an earthquake, and meets the urgent need for effective anti-seismic reinforcement of the double-curved brick arch masonry structure.

[0005] To achieve the above-mentioned purpose, the technical solution adopted by the present application is to provide an anti-seismic reinforcing system for a double-curved brick arch masonry structure for reinforcing the double-curved brick arch masonry structure. The double-curved brick arch masonry structure includes side walls, end walls and a double-curved brick arch roof. The double-curved brick arch roof has multiple arch shells arranged longitudinally and spaced apart. An arch foot is formed between two adjacent arch shells. Multiple transverse pull rods are arranged between two opposite side walls. The transverse pull rods are arranged one by one below the arch feet.

[0006] The anti-seismic reinforcing system for the double-curved brick arch masonry structure includes:

[0007] Two groups of first vertical column groups are arranged one by one on the inner sides of the two side walls. Each group of the first vertical column groups includes multiple first vertical columns arranged longitudinally and spaced apart. The two groups of the first vertical column groups are symmetrically arranged.

[0008] two cross beams, each corresponding to the first column group above;

[0009] a plurality of steel arch beams, each corresponding to the arch foot below, the steel arch beam comprising two side arch beams and a middle arch beam connected between the two side arch beams, the two side arch beams each corresponding to the cross beam above and located above the two first columns symmetrically in the transverse direction; the side arch beam is provided with a bypass channel for the cross rod to pass through; and

[0010] two end support structures, each corresponding to the inner side of the two end walls, the end support structure being connected to the two cross beams and the steel arch beam at the end.

[0011] In a possible implementation, the seismic reinforcement system of the double-curved brick arch masonry structure further comprises:

[0012] a plurality of first steel rods, each corresponding to the two ends of the middle arch beam and arranged in parallel with the cross rod; and

[0013] a plurality of second steel rods, each connected between two opposite side walls and arranged below each corresponding cross rod.

[0014] In some embodiments, the two ends of the middle arch beam are each provided with a reinforcing structure, the reinforcing structure comprising:

[0015] a reinforcing seat connected to the inner arch wall of the middle arch beam; and

[0016] a plurality of stiffening plates connected between the reinforcing seat and the middle arch beam, the plurality of stiffening plates being arranged at intervals along the extension direction of the cross beam;

[0017] The two ends of the first steel rod are each connected to the inner side of the two reinforcing seats.

[0018] In some embodiments, the first steel rod and the cross rod and the second steel rod and the cross rod are each provided with a clamping plate assembly, the clamping plate assembly comprising:

[0019] two hoops symmetrically located on both sides of the first steel rod / second steel rod and the cross rod, each of the two hoops having two arc-shaped clamping portions, the two arc-shaped clamping portions of the two hoops being each corresponding to each other and capable of being combined into a circular hole for the first steel rod / second steel rod or the cross rod to pass through; and

[0020] a plurality of fasteners, each passing through the two hoops to connect the two hoops.

[0021] In a possible implementation, the inner side of the cross beam is provided with an extension seat, and a second vertical column extending upward is connected to the extension seat, and the side arch beam is connected to the second vertical column.

[0022] In some embodiments, the avoiding passage is arranged through the top of the side arch beam, and a first sealing plate is connected between the middle arch beam and the side arch beam; and a second sealing plate is connected between the side arch beam and the second vertical column.

[0023] In a possible implementation, a horizontally extending tie bar is connected between two adjacent steel arch beams, and the tie bar is connected to the middle part of the middle arch beam.

[0024] In some embodiments, the end support structure comprises:

[0025] A third vertical column is arranged on the inner side of the end wall;

[0026] A side cross beam is arranged on the inner side of the end wall, and two ends of the side cross beam are connected to two cross beams respectively;

[0027] A cross bracing beam is connected between the third vertical column and the steel arch beam at the end, and the cross bracing beam is arranged in parallel with the cross beam; and

[0028] A cross bracing rod is connected between the third vertical column and the steel arch beam at the end, and the cross bracing rod is arranged at an angle with the cross bracing beam.

[0029] In some embodiments, a plurality of reinforcing plates are arranged on the arch top wall of the side arch beam, and the plurality of reinforcing plates are arranged at intervals along the arch shape of the side arch beam.

[0030] In some embodiments, a gap is formed between the steel arch beam and the arch foot, and the gap is filled with concrete slurry, and the concrete slurry is used to wrap the arch foot.

[0031] The anti-seismic reinforcement system of the hyperbolic brick arch masonry structure provided by the application has the following beneficial effects: two groups of first vertical columns, two cross beams, a plurality of steel arch beams, and two end support structures are used to jointly construct a stable frame structure, the steel arch beam supports the arch foot, the vertical vibration load and the horizontal thrust generated by the hyperbolic brick arch roof in an earthquake are transmitted downward to the ground through the frame structure, the stress burden of the original hyperbolic brick arch masonry structure is greatly reduced, and the overall rigidity of the original structure is improved; on this basis, the avoiding passage is arranged on the side arch beam to pass through the original horizontal tie rod, the installation of the steel arch beam does not interfere with the original function of the horizontal tie rod, and the steel arch beam and the horizontal tie rod form a cooperative stress system, the horizontal displacement of the arch foot is jointly constrained, and the ability of the original structure to resist the horizontal force of the earthquake is improved.

[0032] Compared with the prior art, the anti-seismic reinforcing system of the hyperbolic brick arch masonry structure provided by the application significantly improves the integrity, stability and damage resistance of the hyperbolic brick arch masonry structure under the action of an earthquake, and meets the urgent need for effectively reinforcing the hyperbolic brick arch masonry structure against earthquakes. BRIEF DESCRIPTION OF DRAWINGS

[0033] Figure 1 is a structural schematic diagram of an existing hyperbolic brick arch masonry structure;

[0034] Figure 2 is a sectional structural schematic diagram of Figure 1 ;

[0035] Figure 3 is a structural schematic diagram (including part of the transverse pull rod) of the anti-seismic reinforcing system of the hyperbolic brick arch masonry structure provided by the embodiment of the application;

[0036] Figure 4 is a longitudinal sectional structural schematic diagram of the anti-seismic reinforcing system of the hyperbolic brick arch masonry structure provided by the embodiment of the application in an installed state;

[0037] Figure 5 is a transverse sectional structural schematic diagram of the anti-seismic reinforcing system of the hyperbolic brick arch masonry structure provided by the embodiment of the application in an installed state;

[0038] Figure 6 is a structural schematic diagram (including the transverse pull rod) of the steel arch beam, the second stand, the first steel pull rod and the clamping plate assembly in an installed state provided by the embodiment of the application;

[0039] Figure 7 is a sectional structural schematic diagram of Figure 6 provided by the embodiment of the application.

[0040] In the drawings, various reference signs represent:

[0041] 1, first stand; 2, cross beam; 21, extension seat; 22, second stand; 3, steel arch beam; 31, side arch beam; 311, avoidance passage; 32, middle arch beam; 33, reinforcing structure; 331, reinforcing seat; 332, stiffener plate; 333, reinforcing plate; 34, first sealing plate; 35, second sealing plate; 36, reinforcing plate; 4, first steel pull rod; 5, second steel pull rod; 6, clamping plate assembly; 61, hoop; 611, arc-shaped clamping part; 62, fastener; 7, tie rod; 8, end support structure; 81, third stand; 82, cross support beam; 83, cross support rod; 84, side cross beam; 9, concrete slurry; 10, hyperbolic brick arch masonry structure; 101, side wall; 102, end wall; 103, arch shell; 104, arch foot; 105, transverse pull rod. DETAILED DESCRIPTION

[0042] In order to make the technical problems, technical solutions and beneficial effects of the present application clearer, further detailed description of the present application will be given below in conjunction with the accompanying drawings and examples. It should be understood that the specific examples described herein are only intended to explain the present application and not to limit the present application.

[0043] It should be noted that when an element is referred to as being "disposed on" another element, it can be directly on the other element or indirectly on the other element. It should be understood that the terms "length", "width", "upper", "lower", "front", "rear", "top", "bottom", "inner", "outer" and the like refer to the orientation or position relationship shown in the drawings based on the orientation or position relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and therefore cannot be understood as indicating or implying that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as limiting the present application. The terms "first", "second" are only for descriptive purposes and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the technical features indicated. Therefore, the features limited by "first", "second" can explicitly or implicitly include one or several features. In the description of the present application, the meaning of "a plurality of", "several" is two or more, unless otherwise explicitly specified.

[0044] At present, for the seismic reinforcement of double-curvature brick arch masonry structure, there is a lack of systematic structural seismic reinforcement system in the prior art. Especially in the double-curvature arch structure, the inventors find that the horizontal tie rod plays a crucial role in bearing horizontal thrust, and when reinforcing it, how to coordinate the node relationship between the reinforcement system and the original horizontal tie rod to ensure that the normal stress of the horizontal tie rod is not affected, and the prior art has not yet formed an effective solution, which cannot meet the actual engineering needs of seismic reinforcement of double-curvature brick arch masonry structure.

[0045] To solve the above problems, please refer to Figures 1 to 7 , the seismic reinforcement system of the double-curvature brick arch masonry structure provided by the present application will be described. The seismic reinforcement system of the double-curvature brick arch masonry structure is used to reinforce the double-curvature brick arch masonry structure 10, which includes side walls 101, end walls 102 and a double-curvature brick arch roof, the double-curvature brick arch roof has a plurality of longitudinally spaced arch shells 103, an arch spring 104 is formed between adjacent two arch shells 103, and a plurality of horizontal tie rods 105 are arranged between two opposite side walls 101, and the horizontal tie rods 105 are arranged one by one below the arch springs 104.

[0046] The anti-seismic reinforcing system of the hyperbolic brick arch masonry structure comprises two groups of first vertical columns, two cross beams 2, a plurality of steel arch beams 3 and two end support structures 8, the two groups of first vertical columns are arranged on the inner sides of the two side walls 101 in one-to-one correspondence, each group of first vertical columns comprises a plurality of first vertical columns 1 arranged longitudinally and spaced, and the two groups of first vertical columns are symmetrically arranged; the two cross beams 2 are connected above the first vertical column groups in one-to-one correspondence; the plurality of steel arch beams 3 are supported below several arch feet 104 in one-to-one correspondence, the steel arch beam 3 comprises two side arch beams 31 and a middle arch beam 32 connected between the two side arch beams 31, the two side arch beams 31 are connected on the two cross beams 2 in one-to-one correspondence and are located above the two first vertical columns 1 horizontally symmetrically; the side arch beam 31 is provided with a avoiding passage 311 for the transverse pull rod 105 to penetrate; the two end support structures 8 are arranged on the inner sides of the two end walls 102 in one-to-one correspondence, the end support structures 8 are connected with the two cross beams 2 respectively and are connected with the steel arch beams 3 at the ends.

[0047] The anti-seismic reinforcing system of the hyperbolic brick arch masonry structure provided by the embodiment forms a stable frame structure through the two groups of first vertical columns, the two cross beams 2, the plurality of steel arch beams 3 and the two end support structures 8, the steel arch beam 3 supports the arch feet 104, the vertical vibration load and the horizontal thrust generated by the hyperbolic brick arch roof in the earthquake are transmitted downward to the foundation ground through the frame structure, the stress burden of the original hyperbolic brick arch masonry structure 10 is greatly reduced, and the overall rigidity of the original structure is improved; on this basis, the avoiding passage 311 is arranged on the side arch beam 31 for the original transverse pull rod 105 to penetrate, which not only ensures that the installation of the steel arch beam 3 does not interfere with the original function of the transverse pull rod 105, but also forms a collaborative force system of the steel arch beam 3 and the transverse pull rod 105, and the horizontal displacement of the arch feet 104 is constrained by the two, and the ability of the original structure to resist the horizontal force of the earthquake is improved.

[0048] Compared with the prior art, the anti-seismic reinforcing system of the hyperbolic brick arch masonry structure provided by the embodiment significantly improves the integrity, stability and damage resistance of the hyperbolic brick arch masonry structure 10 under the action of the earthquake, and meets the urgent need for effective anti-seismic reinforcement of the hyperbolic brick arch masonry structure 10.

[0049] It should be noted that the hyperbolic brick arch roof is the core feature of the hyperbolic brick arch masonry structure 10, which is composed of a plurality of arch shells 103 arranged longitudinally, each arch shell 103 has a small arch rising upward in the longitudinal (length direction of the hyperbolic brick arch masonry structure 10) cross section and a large arch rising upward across the entire width of the hyperbolic brick arch masonry structure 10 in the transverse (width direction of the hyperbolic brick arch masonry structure 10) cross section, the two arches intersect with each other to form a continuous and rigid wavy hyperbolic arch surface, this hyperbolic shape not only has longitudinal continuity, but also has transverse integrity, and can maximize the use of building materials.

[0050] In the hyperbolic brick arch roof, two adjacent arch shells 103 form arch springers 104 towards the interior of the house, and a cross tie 105 is arranged below each arch springer 104. The core stress characteristics of the hyperbolic brick arch structure 10 are as follows: under the action of vertical loads (such as self-weight, roof load, snow load, etc.), the hyperbolic brick arch roof utilizes its own hyperbolic arch characteristics to transmit the load to both ends of the arch springer 104, so that the arch springer 104 generates vertical counterforce and horizontal thrust. Among them, the horizontal thrust can greatly reduce the bending moment of the arch section, which is the embodiment of the efficient stress of the hyperbolic brick arch structure 10, but it will also generate outward thrust on the side wall 101. The arrangement of the cross tie 105 can balance the horizontal thrust of the arch springer 104 through its tensile performance, and convert the outward thrust into the axial tension of the tie, so as to avoid the damage of the side wall 101 due to bearing too much horizontal force, and ensure the stress balance of the arch body and the wall body. Therefore, the cross tie 105 is a key component for maintaining the stability and balance of the hyperbolic brick arch structure 10.

[0051] In this embodiment, the steel arch beam 3 is supported below the arch springer 104, which converts the concentrated load of the original hyperbolic brick arch roof into a distributed support, reducing local stress concentration. In actual construction, the position of the steel arch beam 3 should be ensured not to affect the original cross tie 105 below the arch springer 104. Therefore, the steel arch beam 3 is arranged as a split structure of the middle arch beam 32 and the edge arch beam 31, and an avoidance channel 311 is arranged on the edge arch beam 31 for the cross tie 105 to pass through, so that the steel arch beam 3 and the cross tie 105 can be compatible and work together to form a spatial stress system. Under the action of earthquake, the energy is dissipated through the ductility deformation of the steel arch beam 3, avoiding brittle failure of the brick masonry.

[0052] The steel arch beam 3 can be spaced apart from one or more arch springers 104, and a plurality of steel arch beams 3 are evenly distributed along the longitudinal direction to ensure balanced overall stress.

[0053] Specifically, when installing the steel arch beam 3, the edge arch beam 31 is first hoisted, and the avoidance channel 311 is sleeved around the cross tie 105 from bottom to top, then the edge arch beam 31 is fixedly connected with the cross beam 2, and after the two edge arch beams 31 are fixed, the middle arch beam 32 is hoisted, and the two ends of the middle arch beam 32 are connected with the two edge arch beams 31 respectively.

[0054] The edge arch beam 31 and the middle arch beam 32 are both modular prefabricated steel components, which are first connected by bolts and then welded on site. In the welding process, the main welds need to be welded by using a gasket full penetration welding method to ensure the overall stiffness of the steel arch beam 3. More specifically, the edge arch beam 31 and the middle arch beam 32 are both box beam structures, which further improve the load-bearing capacity of the steel arch beam 3.

[0055] The first column group and the cross beam 2 arranged symmetrically form a rigid frame, which can effectively constrain the horizontal displacement of the hyperbolic brick arch roof and disperse the horizontal thrust at the arch spring 104. Specifically, the first column 1 and the cross beam 2 are made of concrete components, which can ensure the structural strength of the rigid frame and ensure the effectiveness of the reinforcement system.

[0056] The end support structure 8 located inside the end wall 102 is connected with the two cross beams 2 and the steel arch beam 3 at the end, forming an end support of the rigid frame, and further improving the integrity of the reinforcement system.

[0057] In some possible implementations, referring to Figure 4 The seismic reinforcement system of the hyperbolic brick arch masonry structure further includes a plurality of first steel tie rods 4 and a plurality of second steel tie rods 5. The plurality of first steel tie rods 4 are connected to the two ends of the middle arch beam 32 one by one and are arranged in parallel with the horizontal tie rods 105. The plurality of second steel tie rods 5 are connected between the two opposite side walls 101 respectively and are arranged one by one below several horizontal tie rods 105.

[0058] The first steel tie rods 4 and the second steel tie rods 5 are arranged in parallel with the horizontal tie rods 105, and together construct a double-layer horizontal tie system, which increases the horizontal tie strength of the hyperbolic brick arch masonry structure 10 and strengthens the overall constraint and anti-overturning capacity of the side wall 101.

[0059] In the position where the steel arch beam 3 is arranged, in order to ensure that the original horizontal tie rod 105 is not interfered, an avoidance passage 311 is arranged on the side arch beam 31. On this basis, in order not to damage the structure of the middle arch beam 32, the first steel tie rod 4 is directly connected to the two ends of the middle arch beam 32, so that the first steel tie rod 4 and the middle arch beam 32 form an integral structure, the horizontal stress at the two ends of the middle arch beam 32 can be directly tied, the lateral deformation or cracking of the middle arch beam 32 due to uneven stress at the two ends can be avoided, and the stable supporting effect of the steel arch beam 3 on the arch spring 104 can be ensured.

[0060] For the position of the arch spring 104 where the steel arch beam 3 is not arranged, the second steel tie rod 5 is directly connected to the two side walls 101, and forms a double-layer horizontal tie structure with the original horizontal tie rod 105 at this position, which is used to directly constrain the horizontal deformation of the upper part of the side wall 101, limit the overall lateral displacement of the side wall 101 under the seismic load, and significantly reduce the risk of collapse of the side wall 101.

[0061] The first steel tie rod 4 and the second steel tie rod 5 are provided with tensioners. Before installation, the first steel tie rod 4 and the second steel tie rod 5 need to be tensioned twice respectively, so as to obtain a pre-tensioning force in advance, so that the first steel tie rod 4 and the second steel tie rod 5 can actively bear the tension at the initial stage of structure stress, avoid excessive deformation due to lagging stress, ensure that the reinforcement system and the original structure work cooperatively, and quickly resist external loads.

[0062] In some possible implementation manners, the structure between the middle-arched beam 32 and the first steel pull rod 4 is as shown in Figure 6 and Figure 7 . Referring to Figure 6 and Figure 7 , the two ends of the middle-arched beam 32 are respectively provided with reinforcing structures 33, the reinforcing structure 33 comprises a reinforcing seat 331 and a plurality of stiffening plates 332, the reinforcing seat 331 is connected to the inner-arched wall of the middle-arched beam 32; the stiffening plate 332 is connected between the reinforcing seat 331 and the middle-arched beam 32, and the plurality of stiffening plates 332 are arranged at intervals along the extension direction of the cross beam 2; the two ends of the first steel pull rod 4 are respectively connected to the inner sides of the two reinforcing seats 331.

[0063] The two ends of the first steel pull rod 4 have U-shaped hinged seats with openings outward, the inner sides of the reinforcing seats 331 are provided with hinged supporting plates, when connected, the U-shaped hinged seats are sleeved on the periphery of the hinged supporting plates, and then the first steel pull rod 4 is connected to the steel-arched beam 3 by using the pin shafts penetrating through the U-shaped hinged seats and the hinged supporting plates.

[0064] The reinforcing structures 33 at the two ends of the middle-arched beam 32 can effectively increase the rigidity of the connection points of the first steel pull rod 4 and the middle-arched beam 32, avoid the warping deformation of the connection points due to stress concentration, and ensure that the first steel pull rod 4 and the middle-arched beam 32 form an integral effective stress unit.

[0065] Specifically, the reinforcing seat 331 is L-shaped and is welded to the inner-arched wall of the middle-arched beam 32, the stiffening plate 332 is triangular and is welded to the inner side of the reinforcing seat 331, and the plurality of stiffening plates 332 are arranged at intervals, thereby strengthening the connection rigidity between the reinforcing seat 331 and the middle-arched beam 32 and dispersing the local stress.

[0066] Further, the inner cavity of the middle-arched beam 32 is also provided with a reinforcing plate 333 at a position corresponding to the reinforcing seat 331, thereby further increasing the reliability of the connection position.

[0067] In some possible implementation manners, referring to Figure 4 and Figure 6 , the first steel pull rod 4 and the cross pull rod 105 and the second steel pull rod 5 and the cross pull rod 105 are both provided with a clamping plate assembly 6, the clamping plate assembly 6 comprises two hoops 61 and a plurality of fasteners 62, the two hoops 61 are symmetrically located on the two sides of the first steel pull rod 4 / second steel pull rod 5 and the cross pull rod 105, each hoop 61 has two arc-shaped clamping portions 611, the two arc-shaped clamping portions 611 on the two hoops 61 are respectively arranged and can be combined into a circular hole for the first steel pull rod 4 / second steel pull rod 5 or the cross pull rod 105 to pass through; the plurality of fasteners 62 are respectively arranged through the two hoops 61 to connect the two hoops 61.

[0068] The card plate assembly 6 is spliced into a circular hole through the arc-shaped clamping parts 611 of the two hoops 61, can simultaneously tightly hold the first steel pull rod 4 / second steel pull rod 5 and the horizontal pull rod 105, rigidly connects the originally independent upper and lower two rod members into a whole, forms a spatial hierarchical overall force system, and enhances the overall force performance of the reinforcing system.

[0069] The spacing between the first steel pull rod 4 and the corresponding horizontal pull rod 105 is the same as the spacing between the second steel pull rod 5 and the corresponding horizontal pull rod 105, the hoops 61 are made of steel plates of a unified size, so that the card plate assembly 6 is formed into a modular production. The fastener 62 adopts a combined structure of a hexagonal head bolt and a nut, and when installed, the fastener 62 is screwed, so as to ensure that the two hoops 61 can tightly hold the two corresponding rod bodies, and form an effective overall structure.

[0070] In some possible implementations, the structure as shown in Figure 5 is adopted between the cross beam 2 and the side arch beam 31. Referring to Figure 5 , the inner side of the cross beam 2 is provided with an extension seat 21, the extension seat 21 is connected with an upwardly extending second column 22, and the side arch beam 31 is connected to the second column 22.

[0071] The arch height of the double-curved brick arch masonry structure 10 or the internal member of the side wall 101 can be different due to the building requirements, and the position and force characteristics of the side arch beam 31 can also change accordingly. The extension seat 21 can make the position of the side arch beam 31 flexibly adjusted on the cross beam 2 according to the actual construction conditions. At the same time, the height of the second column 22 is determined according to the actual construction conditions, so as to make the steel arch beam 3 adapt to the arch foot 104 of different arch heights, without the need for large-scale modification of the cross beam 2 or the steel arch beam 3, which is especially suitable for the complexity of the masonry structure on-site construction.

[0072] The second column 22 is a steel member, the cross beam 2 is provided with a pre-buried steel plate, and the second column 22 is connected to the pre-buried steel plate. The side arch beam 31 and the second column 22 are also connected in the way of first bolt fixation and then welding, to ensure the installation precision.

[0073] In some possible embodiments, referring to Figure 7 , the avoidance channel 311 is arranged through the top of the side arch beam 31, the first sealing plate 34 is connected between the side arch beam 31 and the middle arch beam 32, and the second sealing plate 35 is connected between the side arch beam 31 and the second column 22.

[0074] The avoidance channel 311 extends along the horizontal direction and penetrates through the top of the side arch beam 31, which is to realize that when the side arch beam 31 is installed, the side arch beam 31 can be sleeved on the periphery of the horizontal pull rod 105 from bottom to top, to ensure that the horizontal pull rod 105 is effectively avoided, and will not be interfered by the subsequent installation of the middle arch beam 32, to realize the functional compatibility of the steel arch beam 3 and the horizontal pull rod 105.

[0075] Specifically, the width of the avoiding channel 311 is 2-3 times the diameter of the cross tie 105, so that the installation of the side arch beam 31 can adapt to a certain range of position offset of the cross tie 105, and the flexibility of construction operation is realized.

[0076] The side arch beam 31 is provided with a reinforcing sealing plate around the avoiding channel 311 to make up for the load-bearing capacity of the side arch beam 31 weakened due to the avoiding channel 311. On this basis, the second sealing plate 35 is arranged between the side arch beam 31 and the second column 22, and the first sealing plate 34 is arranged between the butt joint arch beam 32 and the side arch beam 31, the first sealing plate 34 and the second sealing plate 35 are respectively used to seal the two end faces of the side arch beam 31, the integrity of the connection joint is strengthened, the joint stiffness is made up, the damage risk of the hyperbolic brick arch masonry structure 10 under complex load is reduced, and the overall stability and durability are improved.

[0077] In some possible embodiments, referring to Figure 3 The horizontal tie rod 7 is connected between the two adjacent steel arch beams 3, and the tie rod 7 is connected to the middle part of the arch beam 32, so as to provide a reliable constraint point for the middle part of the steel arch beam 3, so that the adjacent steel arch beams 3 are mutually restrained, the horizontal displacement amplitude of the steel arch beam 3 is significantly reduced, and it is ensured that each steel arch beam 3 can stably bear the load within the design range.

[0078] On the other hand, the horizontal tie rod 7 makes the multiple steel arch beams 3 form a longitudinal organic whole structure, when a certain steel arch beam 3 is subjected to a larger vibration load, the load can be horizontally transmitted through the tie rod 7, so as to disperse the load to the adjacent steel arch beams 3, and the organic whole structure is used to jointly bear the load, so as to effectively avoid the yield or damage of the local component due to overloading, and the seismic capacity of the reinforcing system is improved.

[0079] In some possible embodiments, referring to Figure 3 The end support structure 8 includes a third column 81, a side cross beam 84, a cross brace beam 82 and a cross brace rod 83, the third column 81 is arranged on the inner side of the end wall 102; the side cross beam 84 is arranged on the inner side of the end wall 102, and the two ends are respectively connected with the two cross beams 2; the cross brace beam 82 is connected between the third column 81 and the steel arch beam 3 at the end, and the cross brace beam 82 is arranged in parallel with the tie rod 7; the cross brace rod 83 is connected between the third column 81 and the steel arch beam 3 at the end, and the cross brace rod 83 is arranged at an angle with the cross brace beam 82.

[0080] The third column 81 and the side cross beam 84 are arranged on the inner side of the end wall 102, which is equivalent to adding a rigid transition support between the end wall 102 and the end steel arch beam 3. The third column 81 itself has high vertical bearing capacity and can directly bear the vertical reaction force transmitted by the end steel arch beam 3, avoiding the force acting directly on the end wall 102 masonry. The two side cross beams 84 and the two cross beams 2 are connected in sequence to form a complete ring beam structure, which improves the overall stiffness of the reinforcement system and can uniformly transmit part of the vertical load to the lower foundation, reducing local stress and protecting the original masonry structure from cracking and collapse due to concentrated stress.

[0081] The top end of the third column 81 is level with the vertical midpoint position of the middle arch beam 32, that is, the height of the cross brace beam 82 is equal to the height of the vertical midpoint position of the middle arch beam 32. Two groups of end support structures 8 are arranged at the same end of the hyperbolic brick arch masonry structure 10. The two cross brace beams 82 at the same end correspond to the two vertical midpoints of the middle arch beam 32 to form a symmetrical support structure for the end steel arch beam 3.

[0082] Two cross brace rods 83 are connected to the same third column 81. One of the cross brace rods 83 extends obliquely upward and is connected to the highest point of the side wall of the end steel arch beam 3, and the other cross brace rod 83 extends obliquely downward and is connected to the side wall of the side arch beam 31.

[0083] In the above structure, the two groups of end support structures 8 at the same end of the hyperbolic brick arch masonry structure 10 form a multi-point and multi-dimensional support for the end steel arch beam 3 through the two cross brace beams 82 and the four cross brace rods 83, so that the entire reinforcement system can effectively cope with the multi-dimensionality of the earthquake force, further improving the seismic capacity of the reinforcement system.

[0084] It should be further pointed out that two concrete columns and a concrete arch beam are arranged on the inner side of the end wall 102. The concrete columns are supported at the intersection of the cross beam 2 and the side cross beam 84, and the concrete arch beam is connected to the two concrete columns above. On the one hand, the concrete columns and the concrete arch beam are connected with the third column 81 and the side cross beam 84, which enhances the support stiffness of the end support structure 8 to the end wall 102. On the other hand, four concrete columns are additionally arranged at the two end walls 102 to support the four corner positions of the reinforcement system, further supplementing the integrity of the reinforcement system.

[0085] Preferably, a plurality of reinforcing plates 36 are arranged on the arch top wall of the side arch beam 31, and the plurality of reinforcing plates 36 are arranged at intervals along the arch shape of the side arch beam 31.

[0086] The reinforcing plate 36 located on the vault wall of the side arch beam 31 needs to be welded after the side arch beam 31 is installed to the outer periphery of the tie bar 105, so as to avoid hindering the passing of the tie bar 105. Each reinforcing plate 36 is arranged across the avoidance channel 311, so that the parts of the side arch beam 31 located on both sides of the avoidance channel 311 are connected as a whole, so as to make up for the loss of rigidity caused by the avoidance channel 311.

[0087] In some possible implementation manners, the structure as shown in Figure 4 is adopted between the steel arch beam 3 and the arch foot 104. Referring to Figure 4 , there is a gap between the steel arch beam 3 and the arch foot 104, and the gap is filled with the concrete slurry 9, which is used to wrap the arch foot 104.

[0088] The material performance of the steel arch beam 3 and the arch foot 104 is significantly different: the steel arch beam 3 has a large elastic modulus and good ductility, while the brick-constructed arch foot 104 has a low elastic modulus and high brittleness, and the linear expansion coefficients of the two are different. If the steel arch beam 3 and the arch foot 104 are directly in rigid contact (without a gap), under the action of an earthquake, the steel arch beam 3 will be bent or axially deformed, while the arch foot 104 has low rigidity and poor deformation capacity, and the relative displacement of the two will cause local shear force or tensile stress at the contact point, which may cause damage to the arch foot 104 or cause local buckling of the vault wall of the steel arch beam 3.

[0089] The gap provides a deformation buffer space for the two, and the filled concrete slurry 9 acts as an intermediate transition medium, and its rigidity is between that of steel and brick masonry, which can not only absorb the relative displacement of the steel arch beam 3 and the arch foot 104 through its own micro-deformation and reduce additional stress, but also avoid rigid damage caused by rigid contact and realize the coordination of the two different materials.

[0090] After the gap is filled with the concrete slurry 9, the arch foot 104 is completely wrapped to form an enlarged stress base, which avoids damage to the arch foot 104 due to concentrated stress and ensures the stability of the entire reinforcement system.

[0091] In addition, the gap provides space for the position adjustment of the steel arch beam 3, such as calibrating the arch axis and adjusting the elevation, so as to ensure that the steel arch beam 3 meets the design stress attitude. In specific construction, the gap L needs to be controlled within 100 mm, so as to avoid that the gap is too large and causes the load-bearing capacity of the arch foot 104 to decrease.

[0092] The above only describes the preferred embodiments of the present application and should not be used to limit the present application, and any modification, equivalent replacement and improvement made within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims

1. A seismic reinforcement system for hyperbolic brick arch masonry structures, used to reinforce hyperbolic brick arch masonry structures (10), wherein the hyperbolic brick arch masonry structure (10) includes side walls (101), end walls (102), and a hyperbolic brick arch roof, wherein the hyperbolic brick arch roof has multiple longitudinally spaced arch shells (103), an arch foot (104) is formed between two adjacent arch shells (103), and multiple horizontal tie rods (105) are provided between two opposite side walls (101), wherein the horizontal tie rods (105) are correspondingly arranged below the arch foot (104); characterized in that, The seismic reinforcement system of the hyperbolic brick arch masonry structure (10) includes: Two sets of first columns are arranged one-to-one on the inner side of the two side walls (101). Each set of first columns includes multiple first columns (1) arranged longitudinally at intervals. The two sets of first columns are arranged symmetrically. Two crossbeams (2) are connected one-to-one above the first column group; Multiple steel arch beams (3) are supported one-to-one below several of the arch feet (104). Each steel arch beam (3) includes two side arch beams (31) and a central arch beam (32) connecting the two side arch beams (31). The two side arch beams (31) are connected one-to-one to two crossbeams (2) and are respectively located above two horizontally symmetrical first columns (1). The side arch beams (31) are provided with clearance passages (311) through which the horizontal tie rods (105) pass. Two end support structures (8) are respectively provided on the inner side of the two end walls (102). The end support structures (8) are connected to the two crossbeams (2) and to the steel arch beam (3) located at the end. The seismic reinforcement system for the hyperbolic brick arch masonry structure also includes: Multiple first steel tie rods (4) are connected one-to-one to both ends of the central arch beam (32) and are arranged parallel to the horizontal tie rods (105); and Multiple second steel tie rods (5) are respectively connected between two opposite side walls (101) and are respectively arranged below several of the horizontal tie rods (105).

2. The seismic reinforcement system for hyperbolic brick arch masonry structures as described in claim 1, characterized in that, The two ends of the central arch beam (32) are respectively provided with reinforcing structures (33), and the reinforcing structures (33) include: A reinforcing seat (331) is connected to the inner arch wall of the central arch beam (32); and Several stiffening plates (332) are connected between the reinforcing seat (331) and the central arch beam (32), and the several stiffening plates (332) are arranged at intervals along the extension direction of the crossbeam (2); The two ends of the first steel tie rod (4) are connected one-to-one to the inner sides of the two reinforcing seats (331).

3. The seismic reinforcement system for hyperbolic brick arch masonry structures as described in claim 1, characterized in that, A retaining plate assembly (6) is provided between the first steel tie rod (4) and the horizontal tie rod (105) and between the second steel tie rod (5) and the horizontal tie rod (105). The retaining plate assembly (6) includes: Two clamps (61) are symmetrically located on both sides of the first steel tie rod (4) / second steel tie rod (5) and the horizontal tie rod (105). Each clamp (61) has two arc-shaped locking parts (611). The two arc-shaped locking parts (611) on the two clamps (61) are arranged one-to-one and can be joined together to form a circular hole for the first steel tie rod (4) / second steel tie rod (5) or the horizontal tie rod (105) to pass through; and Multiple fasteners (62) are respectively disposed through the two clamps (61) to connect the two clamps (61).

4. The seismic reinforcement system for hyperbolic brick arch masonry structures as described in claim 1, characterized in that, The inner side of the crossbeam (2) is provided with an extension seat (21), and a second column (22) extending upward is connected to the extension seat (21). The side arch beam (31) is connected to the second column (22).

5. The seismic reinforcement system for hyperbolic brick arch masonry structures as described in claim 4, characterized in that, The clearance passage (311) is provided through the top of the side arch beam (31), and a first sealing plate (34) is connected between the middle arch beam (32) and the side arch beam (31); a second sealing plate (35) is connected between the side arch beam (31) and the second column (22).

6. The seismic reinforcement system for hyperbolic brick arch masonry structures as described in claim 1, characterized in that, A horizontally extending tie rod (7) connects two adjacent steel arch beams (3), and the tie rod (7) is connected to the middle of the central arch beam (32).

7. The seismic reinforcement system for hyperbolic brick arch masonry structures as described in claim 1, characterized in that, The end support structure (8) includes: The third column (81) is located on the inner side of the end wall (102); Side beam (84) is located on the inner side of the end wall (102), and its two ends are respectively connected to the two beams (2); A crossbeam (82) connects the third column (81) and the steel arch beam (3) located at the end, the crossbeam (82) being arranged parallel to the crossbeam (2); and A cross brace (83) is connected between the third column (81) and the steel arch beam (3) located at the end, and the cross brace (83) is set at an angle to the cross brace beam (82).

8. The seismic reinforcement system for hyperbolic brick arch masonry structures as described in claim 1, characterized in that, The arch top wall of the side arch beam (31) is provided with a plurality of reinforcing plates (36), and the plurality of reinforcing plates (36) are spaced apart along the arched direction of the side arch beam (31).

9. The seismic reinforcement system for hyperbolic brick arch masonry structures as described in claim 1, characterized in that, There is a gap between the steel arch beam (3) and the arch foot (104), and the gap is filled with concrete grout (9) for wrapping the arch foot (104).

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