Anti-seismic reinforcing system of hyperbolic brick arch masonry structure

Abstract

The invention provides an anti-seismic reinforcing system of a hyperbolic brick arch masonry structure, which comprises two first upright post groups, two cross beams, a plurality of steel arched beams and two end part supporting structures, the first upright post groups are arranged on the inner sides of side walls, and the two first upright post groups are symmetrically arranged; the cross beam is connected above the first stand column group; the steel arched girder is supported below the arch feet, the steel arched girder comprises two side arched girders and a middle arched girder connected between the two side arched girders, and the side arched girders are connected to the cross beams; the side arched beams are provided with avoiding channels allowing the transverse pull rods to penetrate through. According to the anti-seismic reinforcing system of the hyperbolic brick arch masonry structure, the avoiding channels are formed in the side arched girders for the original tie rods to penetrate through, it is guaranteed that installation of the steel arched girders does not interfere with the original functions of the tie rods, and the steel arched girders and the tie rods form a cooperative stress system; the integrity, the stability and the damage resistance of the hyperbolic brick arch masonry structure under the earthquake action are improved, and the urgent requirement for effective seismic strengthening of the hyperbolic brick arch masonry structure is met.

Description

Technical Field

[0001] The invention belongs to the technical field of existing building reinforcement, and particularly relates to an anti-seismic reinforcement system for a hyperbolic brick arch masonry structure. Background Art

[0002] The hyperbolic brick arch structure is a hyperbolic vault roof structure constructed using brick masonry. It combines multiple interconnected small arches arranged longitudinally with a large arch running transversely, forming a rigid, wavy hyperbolic arch surface. This structure fully utilizes the stress-bearing properties of the arch structure. Under vertical load, the arch foot generates vertical reaction forces and horizontal thrusts. The presence of horizontal thrust causes the arch section to primarily bear axial pressure, significantly reducing cross-sectional bending moments. This allows for roofs with larger spans to be covered with smaller brick thicknesses. Consequently, this structure was widely used in my country's industry, warehouses, and agriculture from the 1950s to the 1980s.

[0003] However, since its inception, the design and application of hyperbolic brick arch technology has not fully considered the need for earthquake resistance. During its large-scale promotion and use in my country, no specialized earthquake-resistant technology research or corresponding earthquake-resistant system was conducted for this type of structure. With the continuous improvement of modern earthquake protection requirements, the seismic performance defects of existing hyperbolic brick arch masonry structures have become increasingly prominent. Structural damage is extremely likely to occur under earthquakes, seriously threatening the safety of buildings and the lives and property of people. Therefore, seismic retrofitting and reinforcement of existing hyperbolic brick arch buildings has become an urgent need to ensure the safety of existing building structures. Summary of the Invention

[0004] The seismic reinforcement system for the hyperbolic brick arch masonry structure provided by the embodiment of the present invention can significantly improve the integrity, stability and anti-destruction ability of the hyperbolic brick arch masonry structure under earthquake action, and meet the urgent need for effective seismic reinforcement of the hyperbolic brick arch masonry structure.

[0005] To achieve the above-mentioned object, the technical solution adopted by the present invention is as follows: providing a seismic reinforcement system for a hyperbolic brick arch masonry structure, for reinforcing the hyperbolic brick arch masonry structure, wherein the hyperbolic brick arch masonry structure includes side walls, end walls, and a hyperbolic brick arch roof, wherein the hyperbolic brick arch roof has a plurality of arch shells arranged at intervals in the longitudinal direction, with an arch foot formed between two adjacent arch shells, and a plurality of transverse tie rods provided between two opposing side walls, wherein the transverse tie rods are provided below the arch feet in a one-to-one correspondence; The seismic reinforcement system of the hyperbolic brick arch masonry structure comprises: Two groups of first columns are arranged on the inner sides of the two side walls in a one-to-one correspondence, each group of the first columns includes a plurality of first columns arranged in a longitudinally spaced manner, and the two groups of the first columns are symmetrically arranged; Two crossbeams, connected one by one to the top of the first column group; a plurality of steel arch beams, supported one by one below several of the arch feet, the steel arch beams comprising two side arch beams and a middle arch beam connected between the two side arch beams, the two side arch beams being connected one by one to the two cross beams and respectively located above two laterally symmetrical first uprights; the side arch beams being provided with avoidance passages for the cross tie rods to pass through; and Two end support structures are arranged on the inner sides of the two end walls in a one-to-one correspondence. The end support structures are respectively connected to the two cross beams and to the steel arch beams located at the ends.

[0006] In a possible implementation, the seismic reinforcement system of the hyperbolic brick arch masonry structure further includes: a plurality of first steel tie rods, connected one-to-one to both ends of the middle arch beam and arranged parallel to the transverse tie rods; and A plurality of second steel tie rods are respectively connected between two opposite side walls and are arranged one by one below several of the transverse tie rods.

[0007] In some embodiments, reinforcement structures are provided at both ends of the middle arch beam, and the reinforcement structures include: A reinforcement seat connected to the inner arch wall of the middle arch beam; and A plurality of stiffening plates are connected between the reinforcement seat and the middle arch beam, and the stiffening plates are arranged at intervals along the extension direction of the cross beam; The two ends of the first steel tie rod are connected to the inner sides of the two reinforcement seats in a one-to-one correspondence.

[0008] In some embodiments, a clamping plate assembly is provided between the first steel tie rod and the transverse tie rod, and between the second steel tie rod and the transverse tie rod, and the clamping plate assembly includes: Two clamps are symmetrically located on both sides of the first steel tie rod / the second steel tie rod and the transverse tie rod, each clamp having two arc-shaped clamping portions, the two arc-shaped clamping portions on the two clamps are arranged in a one-to-one correspondence and can be assembled into a circular hole for the first steel tie rod / the second steel tie rod or the transverse tie rod to pass through; and A plurality of fasteners are respectively provided through the two clamps to connect the two clamps.

[0009] In a possible implementation, an extension seat is provided on the inner side of the crossbeam, a second column extending upward is connected to the extension seat, and the side arch beam is connected to the second column.

[0010] In some embodiments, the avoidance channel is provided through the top of the side arch beam, a first closing plate is connected between the middle arch beam and the side arch beam, and a second closing plate is connected between the side arch beam and the second column.

[0011] In a possible implementation, a horizontally extending tie rod is connected between two adjacent steel arch beams, and the tie rod is connected to the middle portion of the middle arch beam.

[0012] In some embodiments, the end support structure includes: a third column, arranged on the inner side of the end wall; A side beam, provided on the inner side of the end wall, with two ends respectively connected to the two beams; a cross bracing beam connected between the third column and the steel arch beam at the end, the cross bracing beam being arranged parallel to the cross beam; and A cross brace is connected between the third column and the steel arch beam at the end, and the cross brace is arranged at an angle to the cross brace beam.

[0013] In some embodiments, a plurality of reinforcing plates are provided on the arch top wall of the side arch beam, and the plurality of reinforcing plates are arranged at intervals along the arch direction of the side arch beam.

[0014] In some embodiments, a gap is provided 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.

[0015] The beneficial effects of the seismic reinforcement system of the hyperbolic brick arch masonry structure provided by the present invention are: a stable frame structure is jointly constructed by two groups of first column groups, two cross beams, multiple steel arch beams and two end support structures; the steel arch beams support the arch feet, and transmit the vertical vibration load and horizontal thrust generated by the hyperbolic brick arch roof during an earthquake downward to the foundation ground through the above-mentioned frame structure, thereby greatly reducing the stress burden of the original hyperbolic brick arch masonry structure and improving the overall stiffness of the original structure; on this basis, an avoidance channel is provided on the side arch beam for the original transverse tie rod to pass through, which not only ensures that the installation of the steel arch beam does not interfere with the original function of the transverse tie rod, but also enables the steel arch beam and the transverse tie rod to form a coordinated force system, which jointly constrains the horizontal displacement of the arch foot and improves the ability of the original structure to resist the horizontal force of earthquakes.

[0016] Compared with the existing technology, the seismic reinforcement system of the hyperbolic brick arch masonry structure provided by the present invention significantly improves the integrity, stability and anti-destruction ability of the hyperbolic brick arch masonry structure under earthquake action, and meets the urgent need for effective seismic reinforcement of the hyperbolic brick arch masonry structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 It is a structural schematic diagram of an existing hyperbolic brick arch masonry structure; Figure 2 for Figure 1 Schematic diagram of the cross-sectional structure; Figure 3A schematic structural diagram of a seismic reinforcement system for a hyperbolic brick arch masonry structure provided by an embodiment of the present invention (including some cross-ties); Figure 4 A schematic longitudinal cross-sectional view of the seismic reinforcement system for a hyperbolic brick arch masonry structure provided by an embodiment of the present invention in an installed state; Figure 5 A schematic transverse cross-sectional view of the seismic reinforcement system for a hyperbolic brick arch masonry structure provided by an embodiment of the present invention in an installed state; Figure 6 A schematic diagram of the structure of the steel arch beam, second column, first steel tie rod and clamping plate assembly in the installed state (including the transverse tie rod) provided in an embodiment of the present invention; Figure 7 For the embodiment of the present invention Figure 6 Schematic diagram of the cross-sectional structure.

[0018] Among them, the reference numerals in the figures are: 1. First column; 2. Crossbeam; 21. Extension seat; 22. Second column; 3. Steel arch beam; 31. Side arch beam; 311. Avoidance passage; 32. Middle arch beam; 33. Reinforcement structure; 331. Reinforcement seat; 332. Stiffening plate; 333. Reinforcement plate; 34. First closing plate; 35. Second closing plate; 36. Reinforcement plate; 4. First steel tie rod; 5. Second steel tie rod; 6. Clamp assembly; 61. Hoop; 611. Arc-shaped clamping part; 62. Fastener; 7. Tie rod; 8. End support structure; 81. Third column; 82. Cross bracing beam; 83. Cross bracing 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. Cross tie rod. DETAILED DESCRIPTION

[0019] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0020] It should be noted that when an element is referred to as being "disposed on" another element, it may be directly on the other element or indirectly on the other element. It should be understood that the terms "length", "width", "upper", "lower", "front", "back", "top", "bottom", "inside", "outside" and the like indicate positions or positional relationships based on the positions or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the present invention. The terms "first" and "second" are used for descriptive purposes only and cannot be understood as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, features defined as "first" and "second" may explicitly or implicitly include one or more of the features. In the description of the present invention, "multiple" and "several" mean two or more, unless otherwise clearly and specifically defined.

[0021] Currently, the existing technology lacks a systematic structural seismic reinforcement system for hyperbolic brick arch masonry structures. In particular, in hyperbolic arch structures, the inventors discovered that the horizontal tie rods, which bear the horizontal thrust, play a crucial role. However, when reinforcing these structures, the existing technology lacks an effective solution for coordinating the node relationship between the reinforcement system and the existing tie rods to ensure that the tie rods bear the normal force. This solution fails to meet the actual engineering needs of seismic reinforcement of hyperbolic brick arch masonry structures.

[0022] To solve the above problems, please refer to Figures 1 to 7 The seismic reinforcement system for a hyperbolic brick arch masonry structure provided by the present invention is now described. The seismic reinforcement system for a hyperbolic brick arch masonry structure is used to reinforce a hyperbolic brick arch masonry structure 10. The hyperbolic brick arch masonry structure 10 includes side walls 101, end walls 102, and a hyperbolic brick arch roof. The hyperbolic brick arch roof has a plurality of longitudinally spaced arch shells 103, with arch feet 104 formed between adjacent arch shells 103. A plurality of transverse tie rods 105 are provided between two opposing side walls 101, and the transverse tie rods 105 are disposed below the arch feet 104 in a one-to-one correspondence.

[0023] The seismic reinforcement system of the hyperbolic brick arch masonry structure includes two groups of first column groups, two cross beams 2, multiple steel arch beams 3 and two end support structures 8. The two groups of first column groups are arranged one-to-one on the inner side of the two side walls 101, and each group of first column groups includes multiple first columns 1 arranged at intervals in the longitudinal direction, and the two groups of first column groups are symmetrically arranged; the two cross beams 2 are connected one-to-one above the first column groups; multiple steel arch beams 3 are supported one-to-one below several arch feet 104, and the steel arch beam 3 includes 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 one-to-one to the two cross beams 2 and are respectively located above the two laterally symmetrical first columns 1; the side arch beams 31 are provided with an avoidance channel 311 for the transverse tie rod 105 to pass through; the two end support structures 8 are arranged one-to-one on the inner side of the two end walls 102, and the end support structures 8 are respectively connected to the two cross beams 2 and to the steel arch beam 3 at the end.

[0024] The seismic reinforcement system of the hyperbolic brick arch masonry structure provided in this embodiment jointly constructs a stable frame structure through two groups of first column groups, two cross beams 2, multiple steel arch beams 3 and two end support structures 8. The steel arch beam 3 supports the arch foot 104, and transmits the vertical vibration load and horizontal thrust generated by the hyperbolic brick arch roof during an earthquake downward to the foundation ground through the above-mentioned frame structure, greatly reducing the stress burden of the original hyperbolic brick arch masonry structure 10 and improving the overall stiffness of the original structure; on this basis, by providing an avoidance channel 311 on the side arch beam 31 for the original cross tie rod 105 to pass through, it is ensured that the installation of the steel arch beam 3 does not interfere with the original function of the cross tie rod 105, and the steel arch beam 3 and the cross tie rod 105 form a coordinated force system, which jointly constrains the horizontal displacement of the arch foot 104 and improves the ability of the original structure to resist the horizontal force of earthquakes.

[0025] Compared with the existing technology, the seismic reinforcement system of the hyperbolic brick arch masonry structure provided by the present invention significantly improves the integrity, stability and anti-destruction ability of the hyperbolic brick arch masonry structure 10 under earthquake action, and meets the urgent need for effective seismic reinforcement of the hyperbolic brick arch masonry structure 10.

[0026] 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 in the longitudinal direction and connected in sequence, wherein each arch shell 103 has a small arch that arches upward in the longitudinal section (the length direction of the hyperbolic brick arch masonry structure 10), and a large arch that arches upward in the transverse section (the width direction of the hyperbolic brick arch masonry structure 10) and spans the entire width of the hyperbolic brick arch masonry structure 10. The two arches intersect with each other to form a continuous, rigid wavy hyperbolic arch surface. This hyperbolic shape gives it both longitudinal continuity and transverse integrity, and can maximize the saving of building materials.

[0027] In a hyperbolic brick arch roof, two adjacent arch shells 103 form an inward-facing arch foot 104, each with a horizontal tie rod 105 beneath it. The core stress-bearing characteristic of the hyperbolic brick arch masonry structure 10 is that under the action of vertical loads (such as deadweight, roof load, snow load, etc.), the hyperbolic brick arch roof utilizes its inherent hyperbolic arch properties to transfer the load to both ends of the arch foot 104, causing the arch foot 104 to generate vertical reaction force and horizontal thrust. The horizontal thrust significantly reduces the bending moment of the arch section, demonstrating the efficient stress-bearing properties of the hyperbolic brick arch masonry structure 10. However, it also generates outward thrust on the side walls 101. The setting of the transverse tie rod 105 can balance the horizontal thrust of the arch foot 104 through its own tensile performance, converting the outward thrust into the axial tension of the tie rod, avoiding the side wall 101 from being damaged by excessive horizontal force, and ensuring the force balance between the arch body and the wall. Therefore, the transverse tie rod 105 is a key component for maintaining the stability of the hyperbolic brick arch masonry structure 10 and balancing the force.

[0028] In this embodiment, the steel arch beam 3 is supported below the arch foot 104, transforming the concentrated load of the original hyperbolic brick arch roof into a distributed support, reducing local stress concentration. In actual construction, it is necessary to ensure that the position of the steel arch beam 3 does not affect the original cross-bracing rods 105 below the arch foot 104. To this end, the steel arch beam 3 is configured as a split structure consisting of a middle arch beam 32 and a side arch beam 31. An escape channel 311 is provided on the side arch beam 31 for the cross-bracing rods 105 to pass through. This makes the steel arch beam 3 and the cross-bracing rods 105 compatible and works together to form a spatial force system. Under earthquake action, the ductile deformation of the steel arch beam 3 dissipates energy, avoiding brittle failure of the brickwork.

[0029] One or more arch feet 104 may be placed between two adjacent steel arch beams 3 , and the multiple steel arch beams 3 are evenly distributed in the longitudinal direction to ensure overall balanced force.

[0030] Specifically, when installing the steel arch beam 3, first hoist the side arch beam 31 so that the avoidance channel 311 is sleeved on the periphery of the transverse tie rod 105 from bottom to top, and then fix the side arch beam 31 to the cross beam 2. After the two side arch beams 31 are fixed, the middle arch beam 32 is hoisted so that the two ends of the middle arch beam 32 are respectively connected to the two side arch beams 31.

[0031] Both the side arch beams 31 and the middle arch beam 32 are modular prefabricated steel components. After on-site assembly, they are first connected with bolts for auxiliary connection, and then welded on-site. During the welding process, the main welds must be welded with full penetration of the backing to ensure the overall rigidity of the steel arch beam 3. More specifically, both the side arch beams 31 and the middle arch beam 32 are box-beam structures, further improving the load-bearing capacity of the steel arch beam 3.

[0032] The symmetrical arrangement of the first column group and crossbeam 2 forms a rigid frame that effectively constrains the horizontal displacement of the hyperbolic brick arch roof and disperses the horizontal thrust at the arch foot 104. Specifically, the first column 1 and crossbeam 2 are constructed of concrete, which ensures the structural strength of the rigid frame and the effectiveness of the reinforcement system.

[0033] The end support structure 8 located on the inner side of the end wall 102 is connected to the two cross beams 2 and the steel arch beam 3 located at the end to form an end support of the rigid frame, further improving the integrity of the reinforcement system.

[0034] For some possible implementations, see Figure 4 The seismic reinforcement system of the hyperbolic brick arch masonry structure also 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 one-to-one to the two ends of the middle arch beam 32 and are arranged parallel to the transverse tie rods 105; the plurality of second steel tie rods 5 are respectively connected between two opposite side walls 101 and are arranged one-to-one under several of the transverse tie rods 105.

[0035] The first steel tie rod 4 and the second steel tie rod 5 are both arranged parallel to the transverse tie rod 105 , jointly constructing a double-layer transverse tie system, thereby increasing the transverse tie strength of the hyperbolic brick arch masonry structure 10 and strengthening the overall restraint and anti-overturning ability of the side wall 101 .

[0036] To ensure that the steel arch beam 3 does not interfere with the existing transverse tie rods 105, an escape channel 311 is provided on the side arch beam 31. Furthermore, to avoid damaging the structure of the middle arch beam 32, the first steel tie rod 4 is directly connected to both ends of the middle arch beam 32, forming an integral structure with the first steel tie rod 4. This allows the lateral forces at both ends of the middle arch beam 32 to be directly tied, preventing lateral deformation or cracking of the middle arch beam 32 due to uneven forces at both ends, and ensuring that the steel arch beam 3 provides stable support for the arch foot 104.

[0037] For the arch foot 104 position where the steel arch beam 3 is not set, the second steel tie rod 5 is directly connected to the two side walls 101, forming an upper and lower double-layer transverse tie structure with the original transverse tie rod 105 at this position, which is used to directly restrain the lateral deformation of the upper part of the side wall 101, limit the overall lateral displacement of the side wall 101 under seismic load, and significantly reduce the risk of collapse of the side wall 101.

[0038] The first steel tie rod 4 and the second steel tie rod 5 are both provided with tensioners. Before installation, the first steel tie rod 4 and the second steel tie rod 5 need to be tensioned twice respectively. The pre-tension is obtained in advance by tensioning, so that they can actively bear the tension at the initial stage of the structure being stressed, avoiding excessive deformation due to delayed stress, and ensuring that the reinforcement system works in coordination with the original structure to quickly resist external loads.

[0039] In some possible implementations, the middle arch beam 32 and the first steel tie rod 4 are connected by the following Figure 6 and Figure 7 The structure shown. Figure 6 and Figure 7 , reinforcement structures 33 are respectively provided at both ends of the middle arch beam 32, and the reinforcement structure 33 includes a reinforcement seat 331 and several stiffening plates 332. The reinforcement seat 331 is connected to the inner arch wall of the middle arch beam 32; the stiffening plates 332 are connected between the reinforcement seat 331 and the middle arch beam 32, and the several 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 connected to the inner sides of the two reinforcement seats 331 one by one.

[0040] Both ends of the first steel pull rod 4 have a U-shaped hinge seat with an opening facing outward, and a hinge support plate is provided on the inner side of the reinforcement seat 331. When connecting, the U-shaped hinge seat is placed on the outer periphery of the hinge support plate, and then the first steel pull rod 4 is connected to the steel arch beam 3 using a pin shaft passing through the U-shaped hinge seat and the hinge support plate.

[0041] The reinforcement structures 33 at both ends of the middle arch beam 32 can effectively increase the stiffness of the connection point between the first steel tie rod 4 and the middle arch beam 32, avoid warping deformation due to stress concentration at the connection point, and ensure that the first steel tie rod 4 and the middle arch beam 32 form an overall effective force-bearing unit.

[0042] Specifically, the reinforcement seat 331 is L-shaped and welded to the inner arch wall of the middle arch beam 32. The stiffening plate 332 is triangular in shape and welded to the inner side of the reinforcement seat 331. Multiple stiffening plates 332 are arranged at intervals, which strengthens the connection stiffness between the reinforcement seat 331 and the middle arch beam 32 and disperses local stress.

[0043] Furthermore, a reinforcement plate 333 is provided in the inner cavity of the middle arch beam 32 at a position corresponding to the reinforcement seat 331, thereby further increasing the reliability of the connection position.

[0044] For some possible implementations, see Figure 4 and Figure 6 A clamping plate assembly 6 is provided between the first steel tie rod 4 and the transverse tie rod 105, and between the second steel tie rod 5 and the transverse tie rod 105. The clamping plate assembly 6 includes two clamps 61 and a plurality of fasteners 62. The two clamps 61 are symmetrically located on both sides of the first steel tie rod 4 / the second steel tie rod 5 and the transverse tie rod 105. Each clamp 61 has two arc-shaped clamping portions 611. The two arc-shaped clamping portions 611 on the two clamps 61 are arranged one by one and can be assembled into a circular hole for the first steel tie rod 4 / the second steel tie rod 5 or the transverse tie rod 105 to pass through; a plurality of fasteners 62 are respectively arranged through the two clamps 61 to connect the two clamps 61.

[0045] The clamping plate assembly 6 is assembled into a circular hole through the arc-shaped clamping parts 611 of the two clamps 61, which can simultaneously clamp the first steel tie rod 4 / the second steel tie rod 5 and the transverse tie rod 105, rigidly connecting the upper and lower rods that were originally independently stressed into a whole, forming an overall force system with spatial levels, and enhancing the overall force performance of the reinforcement system.

[0046] The spacing between the first steel tie rod 4 and the corresponding transverse tie rod 105 is the same as the spacing between the second steel tie rod 5 and the corresponding transverse tie rod 105. The clamps 61 are made of steel plates of uniform size, enabling modular production of the clamp assembly 6. The fasteners 62 are a combination of hexagonal bolts and nuts. During installation, tighten the fasteners 62 to ensure that the two clamps 61 can tightly hold the two corresponding rods above and below, forming an effective integrated structure.

[0047] In some possible implementations, the cross beam 2 and the side arch beam 31 are connected by Figure 5 The structure shown. Figure 5 An extension seat 21 is provided on the inner side of the crossbeam 2 , to which a second upright column 22 extending upward is connected, and a side arch beam 31 is connected to the second upright column 22 .

[0048] The arch height of the hyperbolic brick arch masonry structure 10 or the internal components of the side walls 101 may vary depending on building requirements, and the position and load characteristics of the side arch beams 31 may also change accordingly. The provision of the extension seat 21 allows the position of the side arch beams 31 to be flexibly adjusted on the crossbeam 2 according to actual construction conditions. Furthermore, the height of the second column 22 is determined based on actual construction conditions, allowing the steel arch beam 3 to adapt to arch feet 104 of varying arch heights without requiring large-scale modifications to the crossbeam 2 or the steel arch beam 3. This is particularly suitable for the complex on-site construction of masonry structures.

[0049] The second column 22 is a steel component, and a pre-buried steel plate is provided on the cross beam 2, 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 by bolting first and then welding to ensure installation accuracy.

[0050] For some possible embodiments, see Figure 7 The avoidance channel 311 is set 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.

[0051] The avoidance channel 311 extends horizontally and passes through the top of the side arch beam 31. This is to enable the side arch beam 31 to be installed from bottom to top on the periphery of the transverse tie rod 105, ensuring that the transverse tie rod 105 is effectively avoided and will not be interfered with by the subsequent installation of the middle arch beam 32, thereby achieving functional compatibility between the steel arch beam 3 and the transverse tie rod 105.

[0052] Specifically, the width of the avoidance channel 311 is 2-3 times the diameter of the transverse tie rod 105, so that the installation of the side arch beam 31 can adapt to a certain range of position offset of the transverse tie rod 105, thereby achieving flexibility in construction operations.

[0053] Reinforced sealing plates are provided around the side arch beams 31 around the avoidance passages 311 to compensate for the reduced load-bearing capacity of the side arch beams 31 due to the provision of the avoidance passages 311. Furthermore, a second sealing plate 35 is provided between the side arch beams 31 and the second column 22. Furthermore, a first sealing plate 34 is provided between the middle arch beam 32 and the side arch beam 31 when they are joined. The first sealing plate 34 and the second sealing plate 35 are respectively used to seal the two end faces of the side arch beams 31, thereby strengthening the integrity of the connection node and compensating for the node stiffness. This helps reduce the risk of damage to the hyperbolic brick arch masonry structure 10 under complex loads and improves its overall stability and durability.

[0054] For some possible embodiments, see Figure 3 A horizontally extending tie rod 7 is connected between two adjacent steel arch beams 3. The tie rod 7 is connected to the middle part of the middle arch beam 32, providing a reliable constraint point for the middle part of the steel arch beam 3, so that the adjacent steel arch beams 3 are restrained from each other, significantly reducing the horizontal displacement amplitude of the steel arch beams 3, and ensuring that each steel arch beam 3 can be stably stressed within the design range.

[0055] On the other hand, the horizontally arranged tie rods 7 enable the multiple steel arch beams 3 to form a longitudinal organic integral structure. When a certain steel arch beam 3 is subjected to a large vibration load, the load can be horizontally transferred through the tie rods 7, thereby dispersing the load to the adjacent steel arch beams 3. The organic integral structure is used to jointly bear the load, effectively avoiding the yielding or damage of local components due to overload, and improving the seismic resistance of the reinforcement system.

[0056] For some possible embodiments, see Figure 3 The end support structure 8 includes a third column 81, a side beam 84, a cross bracing beam 82 and a cross bracing rod 83. The third column 81 is arranged on the inner side of the end wall 102; the side beam 84 is arranged on the inner side of the end wall 102, and its two ends are respectively connected to the two cross beams 2; the cross bracing beam 82 is connected between the third column 81 and the steel arch beam 3 located at the end, and the cross bracing beam 82 is arranged parallel to the tie rod 7; the cross bracing rod 83 is connected between the third column 81 and the steel arch beam 3 located at the end, and the cross bracing rod 83 is arranged at an angle to the cross bracing beam 82.

[0057] The third column 81 and the side beam 84 are both 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 steel arch beam 3 at the end. The third column 81 itself has a high vertical bearing capacity and can directly bear the vertical reaction force transmitted by the end steel arch beam 3, avoiding the force from directly acting on the masonry of the end wall 102; the two side beams 84 and the two beams 2 are connected end to end in sequence to form a complete ring beam structure, which improves the overall stiffness of the reinforcement system, can evenly transfer part of the vertical load to the lower foundation, reduce local stress, and protect the original masonry structure from cracking and collapse due to concentrated force.

[0058] The top of the third column 81 is aligned with the vertical midpoint of the middle arch beam 32, meaning the elevation of the cross bracing beam 82 is equal to the vertical midpoint of the middle arch beam 32. Two sets of end support structures 8 are provided at the same end of the hyperbolic brick arch masonry structure 10. The two cross bracing beams 82 at the same end correspond to the two vertical midpoints of the middle arch beam 32, forming a symmetrical support structure for the end steel arch beam 3.

[0059] Two cross braces 83 are connected to the same third column 81 , one of which 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 83 extends obliquely downward and is connected to the side wall of the side arch beam 31 .

[0060] In the above structure, the two sets of end support structures 8 located at the same end of the hyperbolic brick arch masonry structure 10 form multi-point and multi-dimensional support for the end steel arch beam 3 through two cross bracing beams 82 and four cross bracing rods 83, so that the entire reinforcement system can effectively cope with the multidimensionality of seismic forces, further improving the seismic resistance of the reinforcement system.

[0061] It's also worth noting that two concrete columns and a concrete arch beam are installed inside end wall 102. The concrete columns are supported at the intersection of crossbeam 2 and side beam 84, and the ends of the concrete arch beam are connected to the tops of the two concrete columns. On the one hand, the concrete columns and concrete arch beam are connected to the third column 81 and side beam 84, enhancing the support rigidity of end support structure 8 on end wall 102. On the other hand, the addition of four concrete columns to the two end walls 102, corresponding to the four corners of the reinforcement system, further enhances the integrity of the reinforcement system.

[0062] Preferably, a plurality of reinforcing plates 36 are provided on the arch top wall of the side arch beam 31 , and the plurality of reinforcing plates 36 are arranged at intervals along the arched direction of the side arch beam 31 .

[0063] The reinforcement plates 36 on the arch top walls of the side arch beams 31 need to be welded after the side arch beams 31 are installed around the outer perimeter of the tie rods 105 to avoid obstructing the passage of the tie rods 105. Each reinforcement plate 36 is placed across the escape passage 311, connecting the portions of the side arch beams 31 on both sides of the escape passage 311 into a single piece, thus compensating for the loss of rigidity caused by the creation of the escape passage 311.

[0064] In some possible implementations, the steel arch beam 3 and the arch foot 104 are connected by Figure 4 The structure shown. Figure 4 There is a gap between the steel arch beam 3 and the arch foot 104 , and the gap is filled with concrete slurry 9 , which is used to wrap the arch foot 104 .

[0065] The material properties of the steel arch beam 3 and the arch foot 104 differ significantly: the steel arch beam 3 has a high elastic modulus and good ductility, while the brick arch foot 104 has a low elastic modulus and high brittleness. Furthermore, the two have different linear expansion coefficients. If the steel arch beam 3 and the arch foot 104 were in direct, rigid contact (without a gap), under the action of an earthquake, the steel arch beam 3 would bend or deform axially due to the applied force. Since the arch foot 104 has low rigidity and poor deformation capacity, the relative displacement between the two would result in localized shear or tensile stresses at the contact point, potentially leading to damage to the arch foot 104 or localized buckling of the crown wall of the steel arch beam 3.

[0066] The setting of the gap provides a deformation buffer space for the two, and the filled concrete slurry 9 serves as an intermediate transition medium. Its stiffness is between that of steel and brickwork. It can absorb the relative displacement of the steel arch beam 3 and the arch foot 104 through its own micro-deformation to reduce additional stress; it can also avoid rigid damage caused by rigid contact and achieve coordination between the two different materials.

[0067] After the concrete slurry 9 fills the gap, it will completely wrap the arch foot 104 to form an enlarged load-bearing matrix, thereby preventing the arch foot 104 from being damaged due to concentrated force, and ensuring the stability of the entire reinforcement system.

[0068] In addition, the gap provides space for fine-tuning the position of the steel arch beam 3, such as calibrating the arch axis and adjusting the elevation to ensure that the steel arch beam 3 meets the designed load-bearing posture. During construction, the gap L should be controlled within 100mm to avoid excessive gaps that reduce the bearing capacity of the arch foot 104.

[0069] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A seismic reinforcement system for a hyperbolic brick arch masonry structure, for reinforcing a hyperbolic brick arch masonry structure (10), wherein the hyperbolic brick arch masonry structure (10) comprises side walls (101), end walls (102) and a hyperbolic brick arch roof, wherein the hyperbolic brick arch roof has a plurality of arch shells (103) arranged at intervals in the longitudinal direction, an arch foot (104) is formed between two adjacent arch shells (103), a plurality of transverse tie rods (105) are provided between two opposite side walls (101), and the transverse tie rods (105) are arranged one-to-one below the arch foot (104); and characterized in that: The seismic reinforcement system of the hyperbolic brick arch masonry structure (10) comprises: Two groups of first column groups are arranged on the inner sides of the two side walls (101) in a one-to-one correspondence, each group of the first column groups includes a plurality of first columns (1) arranged at intervals in the longitudinal direction, and the two groups of the first column groups are symmetrically arranged; Two crossbeams (2) are connected one by one to the top of the first column group; A plurality of steel arch beams (3) are supported one by one below several of the arch feet (104), the steel arch beams (3) comprising 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) being connected one by one to the two cross beams (2) and respectively located above two laterally symmetrical first uprights (1); an avoidance channel (311) for the cross tie rod (105) to pass through is provided on the side arch beams (31); and Two end support structures (8) are arranged on the inner sides of the two end walls (102) in a one-to-one correspondence. The end support structures (8) are respectively connected to the two cross beams (2) and to the steel arch beams (3) located at the ends.

2. The seismic reinforcement system for a hyperbolic brick arch masonry structure according to claim 1, characterized in that: The seismic reinforcement system of the hyperbolic brick arch masonry structure further comprises: A plurality of first steel tie rods (4) are connected to both ends of the middle arch beam (32) in a one-to-one correspondence and are arranged in parallel with the transverse tie rod (105); and A plurality of second steel tie rods (5) are respectively connected between two opposite side walls (101) and are arranged one by one below several of the transverse tie rods (105).

3. The seismic reinforcement system for a hyperbolic brick arch masonry structure according to claim 2, characterized in that: Both ends of the middle arch beam (32) are respectively provided with a reinforcement structure (33), and the reinforcement structure (33) includes: A reinforcing seat (331) connected to the inner arch wall of the middle arch beam (32); and A plurality of stiffening plates (332) are connected between the reinforcement seat (331) and the middle arch 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 tie rod (4) are connected to the inner sides of the two reinforcement seats (331) in a one-to-one correspondence.

4. The seismic reinforcement system for a hyperbolic brick arch masonry structure according to claim 2, wherein: A clamping plate assembly (6) is provided between the first steel tie rod (4) and the transverse tie rod (105), and between the second steel tie rod (5) and the transverse tie rod (105). The clamping plate assembly (6) includes: Two hoops (61) are symmetrically located on both sides of the first steel tie rod (4) / the second steel tie rod (5) and the transverse tie rod (105), each of the hoops (61) has two arc-shaped clamping portions (611), and the two arc-shaped clamping portions (611) on the two hoops (61) are arranged in a one-to-one correspondence and can be assembled into a circular hole for the first steel tie rod (4) / the second steel tie rod (5) or the transverse tie rod (105) to pass through; and A plurality of fasteners (62) are respectively provided through the two hoops (61) to connect the two hoops (61).

5. The seismic reinforcement system for a hyperbolic brick arch masonry structure according to claim 1, characterized in that: An extension seat (21) is provided on the inner side of the crossbeam (2), a second upright column (22) extending upward is connected to the extension seat (21), and the side arch beam (31) is connected to the second upright column (22).

6. The seismic reinforcement system for a hyperbolic brick arch masonry structure according to claim 5, characterized in that: The avoidance channel (311) is arranged through the top of the side arch beam (31); a first sealing plate (34) is connected between the middle arch beam (32) and the side arch beam (31); and a second sealing plate (35) is connected between the side arch beam (31) and the second column (22).

7. The seismic reinforcement system for a hyperbolic brick arch masonry structure according to claim 1, wherein: A horizontally extending tie rod (7) is connected between two adjacent steel arch beams (3), and the tie rod (7) is connected to the middle portion of the middle arch beam (32).

8. The seismic reinforcement system for a hyperbolic brick arch masonry structure according to claim 1, wherein: The end support structure (8) comprises: A third column (81) is provided on the inner side of the end wall (102); A side beam (84) is provided on the inner side of the end wall (102), with both ends connected to the two beams (2) respectively; a cross bracing beam (82) connected between the third column (81) and the steel arch beam (3) at the end, the cross bracing beam (82) being arranged parallel to the cross beam (2); and A cross brace (83) is connected between the third column (81) and the steel arch beam (3) at the end, and the cross brace (83) is arranged at an angle to the cross brace beam (82).

9. The seismic reinforcement system for a hyperbolic brick arch masonry structure according to claim 1, wherein: A plurality of reinforcing plates (36) are provided 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 direction of the side arch beam (31).

10. The seismic reinforcement system for a hyperbolic brick arch masonry structure according to claim 1, wherein: There is a gap between the steel arch beam (3) and the arch foot (104), and the gap is filled with concrete slurry (9), and the concrete slurry (9) is used to wrap the arch foot (104).

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