Double-curved thin brick vault roof reinforcing method and reinforcing structure

Abstract

The application provides a double-curved thin brick vault roof reinforcing method and reinforcing structure, which comprises the following steps: selecting two arch shells and removing original plaster layers; opening a plurality of first groove groups and a plurality of holes on the vault surfaces of the two arch shells; installing tie rods in each hole; filling high-ductility concrete in each first groove group, and pressing and smoothing a high-ductility concrete surface layer on the upper arch surface; performing an in-situ load test on the two arch shells; completing the reinforcement of the upper arch surface; opening a plurality of second groove groups on the lower arch surface; and filling high-ductility concrete in each second groove group. The double-curved thin brick vault roof reinforcing method provided by the application first reinforces part of the upper arch surface, then verifies the reinforcing effect by using the in-situ load test, and finally completes the reinforcement of the entire upper arch surface and performs the reinforcement of the lower arch surface, so that the reinforcing target of high pertinence and remarkable effect is achieved, the defects of the double-curved thin brick vault roof are solved, and the historical building value is preserved.

Description

Technical Field

[0001] This invention belongs to the field of existing building reinforcement technology, specifically relating to a method and structure for reinforcing hyperbolic thin brick arched roofs. Background Technology

[0002] The hyperbolic thin-walled brick arch roof is a unique architectural structure with a rich historical background and distinctive technical features. It is a two-way arched thin-shell structure built from ordinary clay bricks. This traditional construction technique is extremely rare in modern building construction. Most of the existing hyperbolic brick arch buildings were built before the 1990s, or even earlier. Due to their age and quality issues, most have been demolished, with only a few remaining relatively well-preserved.

[0003] Traditional masonry structures, due to the low tensile and shear strength of the materials themselves, limited bond strength between mortar and blocks, and insufficient overall structural integrity, are highly susceptible to damage and even collapse under natural disasters such as earthquakes. However, there are currently no specialized and mature techniques for reinforcing hyperbolic thin-walled brick arch roofs. Existing reinforcement technologies are mostly applicable to common building structure types and cannot be directly applied to the special structure of hyperbolic arch roofs. Summary of the Invention

[0004] The method and structure for reinforcing double-curved thin brick arched roofs provided in this invention can effectively reinforce double-curved thin brick arched roofs, improving their safety and durability.

[0005] To achieve the above objectives, the technical solution adopted by the present invention is as follows: Firstly, a method for reinforcing a hyperbolic thin-brick arched roof is provided, comprising the following steps:

[0006] S1. The hyperbolic thin brick arched roof includes a plurality of longitudinally arranged arch shells, the arch top surfaces of the plurality of arch shells forming the upper arch surface of the hyperbolic thin brick arched roof, and the arch bottom surfaces of the plurality of arch shells forming the lower arch surface of the hyperbolic thin brick arched roof.

[0007] Select two of the arch shells and remove the original plaster layer on their arch top surface;

[0008] S2. A plurality of first groove groups and a plurality of holes are opened on the dome surfaces of the two arch shells;

[0009] S3. Install tie rods in each of the holes;

[0010] S4. Fill each of the first groove groups with high-ductility concrete, and simultaneously apply a high-ductility concrete surface layer to the upper arch surface;

[0011] S5. Conduct in-situ load tests on the two arch shells to verify the reinforcement effect of the upper arch surface;

[0012] S6. Repeat steps S1 to S5 to reinforce the remaining arch shells;

[0013] S7. A plurality of second groove groups are formed on the lower arch surface;

[0014] S8. Fill each of the second groove groups with high-ductility concrete.

[0015] In conjunction with the first aspect, in one possible implementation, the hyperbolic thin brick vault roof is supported by two side walls and two end walls below, each of the vault shells having a small arch that arches upward in the longitudinal section and a large arch that arches upward in the transverse section and spans the width of the hyperbolic thin brick vault roof.

[0016] In step S5, the in-situ load test includes the following steps:

[0017] S51. Load half of the arch shell dome surface across the span of the small arch, and monitor the displacement of the side walls and end walls, as well as the displacement of the hyperbolic thin brick arch roof.

[0018] S52. Load half of the arch shell dome surface across the span of the large arch, and monitor the displacement of the side walls and end walls, as well as the displacement of the hyperbolic thin brick arch roof.

[0019] S53. Load the entire area of ​​the two arched dome surfaces and monitor the displacement of the side walls and end walls, as well as the displacement of the hyperbolic thin brick dome roof.

[0020] In some embodiments, monitoring the displacement of the sidewall and the endwall includes monitoring the horizontal displacement and the vertical displacement of the sidewall and the endwall respectively;

[0021] The side wall and the end wall are respectively provided with an upper horizontal displacement monitoring point, a middle horizontal displacement monitoring point and a lower horizontal displacement monitoring point;

[0022] The lower part of the side wall is provided with two first vertical displacement monitoring points, and the two first vertical displacement monitoring points are aligned with the span of the two small arches one by one.

[0023] A second vertical displacement monitoring point is provided at the lower part of the end wall, and the second vertical displacement monitoring point is centered with the span of the large arch.

[0024] In some embodiments, an arch foot is formed between two adjacent arch shells, and a plurality of horizontal tie rods are provided between two opposing side walls, with each of the plurality of horizontal tie rods located below the arch foot in a corresponding manner.

[0025] The in-situ load test also includes monitoring the axial strain value of the tie rod; strain monitoring points are respectively provided on the three tie rods corresponding to the two arch shells.

[0026] In some embodiments, the arch shell includes multiple sets of brick rows, which are arranged sequentially along the arch direction of the large arch. Each set of brick rows includes multiple brick blocks arranged along the arch direction of the small arch. Mortar is filled between two adjacent brick blocks in each set of brick rows to form a transverse mortar joint, and mortar is filled between two adjacent sets of brick rows to form a longitudinal mortar joint.

[0027] Both the first groove group and the second groove group include:

[0028] At least four longitudinal grooves are correspondingly disposed on at least four adjacent longitudinal joints; and

[0029] At least three transverse grooves are provided one-to-one on at least three adjacent transverse mortar joints;

[0030] The longitudinal grooves and the transverse grooves are arranged alternately.

[0031] In conjunction with the first aspect, in one possible implementation, a plurality of the first groove groups are arranged in a dotted pattern on the upper arched surface, and a plurality of the second groove groups are arranged in a dotted pattern on the lower arched surface, with the first groove groups and the second groove groups being staggered vertically.

[0032] In some embodiments, the thickness of the arch shell is equal to the thickness of the brick body, the thickness of the brick body is 120-130mm, and the depth of both the longitudinal groove and the transverse groove is 15mm.

[0033] In some embodiments, the depth of the hole is 80 mm; in step S3, the bottom of the tie rod is inserted into the hole, and adhesive is filled into the gap between the tie rod and the hole.

[0034] In conjunction with the first aspect, in one possible implementation, the tie rod includes:

[0035] The rod body, with its bottom inserted into the hole; and

[0036] An extension is provided at the top of the rod and is perpendicular to the rod;

[0037] In step S4, the thickness of the high-ductility concrete surface layer is 20 mm, and the extension is located inside the high-ductility concrete surface layer.

[0038] The beneficial effects of the hyperbolic thin brick arch roof reinforcement method provided by this invention are as follows: Compared with the prior art, the hyperbolic thin brick arch roof reinforcement method provided by this invention first reinforces part of the upper arch surface, verifies its reinforcement effect through in-situ load tests, then completes the reinforcement of the entire upper arch surface, and finally carries out reinforcement of the lower arch surface. This multi-dimensional and phased reinforcement measure achieves a targeted and effective reinforcement goal, solves the defects of hyperbolic thin brick arch roofs, preserves their historical architectural value, and is of great significance for the preservation of the few existing hyperbolic thin brick arch roof buildings.

[0039] Secondly, embodiments of the present invention also provide a reinforcement structure for a hyperbolic thin brick arched roof, based on any of the foregoing methods for reinforcing a hyperbolic thin brick arched roof, wherein the reinforcement structure for the hyperbolic thin brick arched roof includes:

[0040] Multiple tie rods are spaced apart on the upper arch surface of the hyperbolic thin brick arch roof;

[0041] Multiple first filling layers are spaced apart and filled on the upper arched surface;

[0042] Multiple second infill layers are spaced apart and filled on the lower arch surface of the hyperbolic thin brick vault roof, with the second infill layers and the first infill layer staggered vertically; and

[0043] A high-ductility concrete surface layer is applied to the upper arch surface and covers the tie rod.

[0044] The beneficial effects of the reinforcement structure for hyperbolic thin brick arched roofs provided by this invention are the same as those of the aforementioned reinforcement method for hyperbolic thin brick arched roofs, and will not be repeated here. Attached Figure Description

[0045] Figure 1 This is a schematic diagram of a masonry structure with a hyperbolic thin brick arch roof in the prior art;

[0046] Figure 2 for Figure 1 A schematic diagram of the cross-sectional structure;

[0047] Figure 3 This is a longitudinal sectional view of the double-curved thin brick arch roof reinforcement structure provided in an embodiment of the present invention.

[0048] Figure 4A schematic cross-sectional view of the hyperbolic thin brick arch roof reinforcement structure provided in an embodiment of the present invention;

[0049] Figure 5 This is an embodiment of the present invention. Figure 3 A schematic diagram of the structure viewed from below;

[0050] Figure 6 , where (a) is a schematic diagram of the loading area on the span of the small arch in the in-situ load test provided in the embodiment of the present invention;

[0051] Figure 6 , where (b) is a schematic diagram of the loading area on the span of the large arch in the in-situ load test provided in the embodiment of the present invention;

[0052] Figure 6 (c) is a schematic diagram of loading the arch top surface of the arch shell in the in-situ load test provided in the embodiment of the present invention.

[0053] The following are the labeling elements in the figure:

[0054] 1. Double-curved thin brick arch roof; 11. Arch shell; 111. Brick row; 112. Brick block; 113. Horizontal mortar joint; 114. Longitudinal mortar joint; 115. Horizontal groove; 116. Longitudinal groove; 12. Arch foot; 2. First groove group; 3. Tie rod; 31. Rod body; 32. Extension; 4. High-ductility concrete surface layer; 5. Second groove group; 6. First filling layer; 7. Second filling layer; 10. Side wall; 101. Upper horizontal displacement monitoring point; 102. Middle horizontal displacement monitoring point; 103. Lower horizontal displacement monitoring point; 104. First vertical displacement monitoring point; 20. End wall; 201. Second vertical displacement monitoring point; 30. Horizontal tie rod; h, thickness of brick block; t, depth of longitudinal / horizontal groove; h1, depth of hole; h2, thickness of high-ductility concrete surface layer. Detailed Implementation

[0055] To make the technical problems to be solved, the technical solutions, and the beneficial effects of the present invention clearer, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the present invention and are not intended to limit the present invention.

[0056] It should be noted that when an element is referred to as being "set on" another element, it can be directly on or indirectly on the other element. It should be understood that the terms "length," "width," "upper," "lower," "front," "rear," "top," "bottom," "inner," and "outer," etc., indicating orientation or positional relationships based on the orientation or positional relationships shown in the accompanying drawings, are only for the convenience of describing the invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the invention. The terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the invention, "a plurality of" or "several" means two or more, unless otherwise explicitly specified.

[0057] Please refer to the following: Figures 1 to 6 The present invention will now describe the method for reinforcing a hyperbolic thin brick arched roof. The method includes the following steps:

[0058] S1. The double-curved thin brick arched roof 1 includes multiple longitudinally arranged arch shells 11, the arch top surfaces of the multiple arch shells 11 forming the upper arch surface of the double-curved thin brick arched roof 1, and the arch bottom surfaces of the multiple arch shells 11 forming the lower arch surface of the double-curved thin brick arched roof 1.

[0059] Select two arch shells 11 and remove the original plaster layer on their arch top surface;

[0060] S2. Multiple first groove groups 2 and multiple holes are opened on the arched surfaces of the two arch shells 11;

[0061] S3. Install tie rod 3 in each hole;

[0062] S4. Fill each first groove group 2 with high ductility concrete, and at the same time press and apply a high ductility concrete surface layer 4 to the upper arch surface;

[0063] S5. Conduct in-situ load tests on the two arch shells 11 to verify the reinforcement effect of the upper arch surface;

[0064] S6. Repeat steps S1 to S5 to reinforce the remaining arch shells 11;

[0065] S7. Multiple second groove groups 5 are opened on the lower arch surface;

[0066] S8. Fill each second groove group 5 with high-ductility concrete.

[0067] The double-curved thin brick arch roof reinforcement method provided in this embodiment removes the original plaster layer on the arch surface of the two arch shells 11 in step S1. This avoids the original plaster layer from blocking the subsequent new reinforcement material, strengthens the effective combination of the reinforcement layer and the original structure, and ensures the reliability of the reinforcement foundation.

[0068] In steps S2 to S4, by opening holes in the arch surface of the arch shell 11 and inserting tie rods 3 into the holes, a rigid tie connection is established between the high-ductility concrete surface layer 4 and the original structure. The tie rods 3 effectively transmit shear and tensile forces, thereby resisting relative slippage or local displacement under loads such as earthquakes. At the same time, by filling the first groove group 2 with high-ductility concrete, a skeleton structure is formed in which the high-ductility concrete surface layer 4 is embedded in the original arch body, further improving the overall synergistic stress performance, avoiding separation of the reinforced surface layer from the original structure, and strengthening the spatial integrity of the reinforced structure of the hyperbolic thin brick arch roof 1.

[0069] Since the upper arch surface directly bears the roof load, and there is no mature technology for reinforcing the hyperbolic thin brick arch roof 1, in this embodiment, two arch shells 11 are first selected for reinforcement procedures from steps S1 to S4. Then, the two arch shells 11 are subjected to in-situ load tests in step S5 to measure the two structural states of the roof under the ultimate limit state and the serviceability limit state, to further verify the reinforcement effect and provide reliable test reference data for the reinforcement of the hyperbolic thin brick arch roof 1.

[0070] After verifying the reinforcement effect of the upper arch surface through in-situ load tests, the remaining parts of the upper arch surface are then reinforced. This avoids the risk of structural overload due to blind construction or large-scale rework due to substandard reinforcement effect, thereby reducing trial and error costs and ensuring the controllability of reinforcement quality.

[0071] If the in-situ load test reveals that the reinforcement effect does not meet the design requirements, the specific construction parameters must be adjusted in a timely manner. For example, the depth and number of holes should be optimized to increase the installation depth and number of tie rods 3; or the thickness of the high-ductility concrete surface layer 4 should be increased.

[0072] After the entire upper arch surface is reinforced, the lower arch surface is then filled with the second groove group 5 and filled with high-ductility concrete. This can, on the one hand, make up for the problem of mortar loosening caused by the reinforcement and testing operations, and play a supplementary repair role; on the other hand, it can preserve the original appearance of the roof bricks and take into account the protection of the historical atmosphere.

[0073] Compared with existing technologies, the double-curved thin brick arch roof reinforcement method provided by this invention first reinforces part of the upper arch surface, verifies the reinforcement effect using in-situ load tests, then completes the reinforcement of the entire upper arch surface, and finally reinforces the lower arch surface. This multi-dimensional and phased reinforcement measure achieves a targeted and effective reinforcement goal. It not only solves the defects of the double-curved thin brick arch roof 1, but also preserves its historical architectural value. It is of great significance for the preservation of the rare existing double-curved thin brick arch roof 1 buildings.

[0074] In this embodiment, considering the special characteristics of the hyperbolic thin brick arch roof 1 structure, when removing the original plaster layer and opening the first groove group 2, the second groove group 5, and holes, it is necessary to use power tools with low vibration force to minimize the interference to the original structure.

[0075] Specifically, after steps S1 and S2 are completed, residual ash should be gently brushed away with a wire brush, and the ash powder in the first groove group 2 and holes should be blown away to ensure the cleanliness of the construction surface. Before applying the high-ductility concrete surface layer 4, it should be moistened by watering back and forth along the upper arch surface: because the roof bricks have a high water absorption rate, if the high-ductility concrete surface layer 4 is applied directly in a dry state, the bricks will quickly absorb the water from the high-ductility concrete surface layer 4, resulting in a decrease in the strength and ductility of the high-ductility concrete surface layer 4, and a weakening of the adhesion to the bricks. Wetting the upper arch surface with water allows the bricks to absorb water to a saturated and surface-dry state (the surface is moist but without standing water), ensuring the stability of the high-ductility concrete surface layer 4. During the application of the high-ductility concrete surface layer 4, multiple height markers should be set at intervals on the upper arch surface to ensure the uniformity of the thickness of the high-ductility concrete surface layer 4.

[0076] After the high-ductility concrete surface layer 4 is constructed, it needs to be moisturized for 7 days. During the curing process, water should be continuously sprayed to keep the surface moist, and the ambient temperature should be ensured to be no lower than 5℃. It should also be protected from direct sunlight to ensure that the high-ductility concrete surface layer 4 can hydrate normally, avoid frost damage, ensure construction quality, and ultimately achieve its core functions of "high ductility, high toughness, and crack control".

[0077] It is also important to note that scaffolding must be erected under the roof before conducting in-situ load tests to ensure the safety of construction workers.

[0078] See some possible embodiments. Figure 6 The double-curved thin brick vault roof 1 is supported by two side walls 10 and two end walls 20. Each vault shell 11 has a small arch with an upward arch in the longitudinal section and a large arch with an upward arch in the transverse section that spans the width of the double-curved thin brick vault roof 1.

[0079] In step S5, the in-situ load test includes the following steps:

[0080] S51. Load half of the arch top surface of the arch shell 11 across the span of the small arch, and monitor the displacement of the side wall 10 and end wall 20, as well as the displacement of the hyperbolic thin brick arch roof 1.

[0081] S52. Load half of the arch top surface of the arch shell 11 across the span of the large arch, and monitor the displacement of the side wall 10 and end wall 20, as well as the displacement of the hyperbolic thin brick arch roof 1.

[0082] S53. Load the entire area of ​​the arch surface of the two arch shells 11, and monitor the displacement of the side wall 10 and end wall 20, as well as the displacement of the hyperbolic thin brick arch roof 1.

[0083] In this embodiment, the two side walls 10, the two end walls 20, and the double-curved thin brick arch roof 1 together form a hyperbolic brick arch masonry structure. The length direction of the hyperbolic brick arch masonry structure is longitudinal, and the side walls 10 extend longitudinally. The width direction of the hyperbolic brick arch masonry structure is transverse, and the end walls 20 extend transversely.

[0084] The double-curved thin brick arched roof 1 is composed of multiple arch shells 11 arranged in sequence along the longitudinal direction. Each arch shell 11 has a small arch on the longitudinal section and a large arch on the transverse section. The two arches intersect to form a continuous and rigid double-curved roof. This double-curved shape gives it both longitudinal continuity and transverse integrity, and can save building materials to the maximum extent.

[0085] The in-situ load test was conducted in three steps: In step S51, for the longitudinal small arches of the two arch shells 11, only half of the area of ​​their arch top surface (half arch) was loaded to simulate the vertical load on the longitudinal half arch, and the displacement of the side wall 10, end wall 20 and hyperbolic thin brick arch roof 1 was monitored simultaneously.

[0086] When applying the load, the semi-arch area of ​​the small arch is loaded in stages according to the parameters shown in Table 1. The loading rate is controlled within the range that the hyperbolic thin brick arch roof 1 can withstand, ensuring that the load is transferred in the form of static load, avoiding additional damage to the roof, side wall 10 and end wall 20 caused by impact load, and ensuring the stable progress of the test process.

[0087]

[0088] Table 1 Loading parameters for small arches and semi-arches

[0089] In step S52, a load is applied to half of the top surface of the transverse semi-arch of the two arch shells 11 to simulate the vertical load on the transverse semi-arch, and the displacement of the side walls 10, end walls 20, and hyperbolic thin brick arch roof 1 is monitored simultaneously. Table 2 shows the parameters for the graded loading of the semi-arch region of the main arch.

[0090]

[0091] Table 2 Loading parameters for large and semi-arches

[0092] In step S53, a full-area load is applied to both arch shells 11 to simulate the uniformly distributed vertical load in actual use, and the displacement and collaborative working status of the overall structure (side walls 10, end walls 20, and the hyperbolic thin brick arch roof 1) are monitored simultaneously. Full-area loading more closely approximates actual stress conditions and can be used to verify the overall stability, deformation resistance, and collaborative bearing effect of the supporting structures (side walls 10 and end walls 20) after the upper arch surface is reinforced, ensuring that the reinforcement requirements are met. Table 3 shows the parameters for graded loading of the entire arch surface area.

[0093]

[0094] Table 3 Loading parameters for the entire arch area

[0095] In the aforementioned in-situ load tests, the load intensity was gradually increased from local loads (small arch semi-arch area, large arch semi-arch area) to overall loads (full arch surface area), reducing the potential risk of overall structural instability during the test and ensuring construction safety. Furthermore, by loading different areas, weak points in the reinforcement effect can be accurately located, allowing for targeted optimization of the reinforcement process and avoiding omissions caused by single-method testing.

[0096] The specific loading method is as follows: A single weight bag (which can be filled with loose materials such as cement or sand) serves as the load carrier. Multiple weight bags are evenly laid flat on a designated loading area of ​​the hyperbolic thin-brick arched roof 1, forming a uniformly distributed vertical load. During loading, the weight of a single weight bag remains constant, and the total load can be precisely controlled by adjusting the number of weight bags. Furthermore, the load is fully in contact with the arched roof surface through the flat laying method, avoiding load concentration and achieving uniform loading of the roof. Moreover, the weight bags have a certain degree of flexibility, conforming to the curvature of the roof when laid flat, reducing localized compression damage to the roof bricks, making it particularly suitable for loading thin-brick arched roofs.

[0097] For example, see Figure 6When monitoring the displacement of the side wall 10 and the end wall 20, the horizontal and vertical displacements of the side wall 10 and the end wall 20 are monitored respectively. The side wall 10 and the end wall 20 are respectively equipped with an upper horizontal displacement monitoring point 101, a middle horizontal displacement monitoring point 102 and a lower horizontal displacement monitoring point 103. The lower part of the side wall 10 is equipped with two first vertical displacement monitoring points 104, which are aligned with the span of the two small arches. The lower part of the end wall 20 is equipped with a second vertical displacement monitoring point 201, which is aligned with the span of the large arch.

[0098] Horizontal displacement is a direct manifestation of the lateral pushing or bending deformation of the wall under the roof load. The upper horizontal displacement monitoring point 101, the middle horizontal displacement monitoring point 102, and the lower horizontal displacement monitoring point 103 can respectively capture the displacement values ​​of the top, middle, and bottom of the side wall 10 and the end wall 20. Among them, the top area of ​​the wall is most significantly subjected to the horizontal thrust of the hyperbolic thin brick arch roof 1, the middle area of ​​the wall is the key location of the wall's own bending deformation, and the lower part of the wall is connected to the foundation, reflecting the lateral displacement under the constraint of the foundation.

[0099] By collecting and comparing the horizontal displacement measurements at three locations, the deformation differences at each part of side wall 10 or end wall 20 can be determined, comprehensively reflecting the overall stress state of side wall 10 or end wall 20. This facilitates early assessment of the structural safety status during loading tests, preventing sudden failures. For example, if the upper horizontal displacement is significantly greater than the lower horizontal displacement, it may indicate a tendency for the wall to overturn; if the middle horizontal displacement increases abnormally, it may suggest bending cracks or localized damage to the wall itself. The deployment of these horizontal displacement monitoring points avoids the limitations of monitoring only at a single height. Specifically, a total station is used to monitor changes in the horizontal displacement of the wall.

[0100] Two first vertical displacement monitoring points 104 at the lower part of the side wall 10 are used to accurately capture the vertical deformation of the load transferred from the two arch shells 11 to the side wall 10. By aligning the two first vertical displacement monitoring points 104 one-to-one with the two arch shells 11, the load-bearing weaknesses of individual arch shells 11 can be accurately identified, and the cooperative working capacity between adjacent arch shells 11 can be assessed. A second vertical displacement monitoring point 201 at the lower part of the end wall 20 is used to capture the vertical deformation of the load transferred from the arch shells 11 to the end wall 20. Specifically, a precision level is used to observe the vertical displacement changes of the wall.

[0101] In addition, the displacement monitoring of the hyperbolic thin brick arch roof 1 mainly focuses on the vertical displacement of the roof. Specifically, multiple displacement sensors are installed at intervals on the inner arch surfaces of the two arch shells 11 to comprehensively reflect the vertical displacement of the reinforced roof under vertical load.

[0102] In the actual in-situ load test, the monitoring results of the horizontal displacement of each area of ​​the wall through various horizontal displacement monitoring points showed that the maximum horizontal displacement value was 2 mm, which occurred in the upper middle area of ​​the side wall 10 and the end wall 20. The monitoring results of the vertical displacement of the wall through the first vertical displacement monitoring point 104 and the second vertical displacement monitoring point 201 showed that the vertical displacement remained basically unchanged. The monitoring results of the vertical displacement of the hyperbolic thin brick arch roof 1 through displacement sensors showed that the maximum vertical displacement value was 2.93 mm. All of the above displacement values ​​are within the empirical threshold range of the reinforcement project, verifying the reinforcement effect of the upper arch surface of the hyperbolic thin brick arch roof 1.

[0103] In some possible embodiments, see Figure 2 An arch foot 12 is formed between two adjacent arch shells 11, and multiple horizontal tie rods 30 are provided between two opposite side walls 10. The multiple horizontal tie rods 30 are located one-to-one below the arch foot 12. In the in-situ load test, the axial strain value of the horizontal tie rods 30 is also monitored. Strain monitoring points are respectively provided on the three horizontal tie rods 30 corresponding to the two arch shells 11.

[0104] The tie rod 30 is a unique and crucial component under the hyperbolic thin brick arched roof 1. Through its tensile strength, it effectively balances the horizontal thrust generated at the arch foot 12 under load, preventing the arch foot 12 from shifting outwards and causing the side walls 10 to tilt and crack due to excessive lateral force. Therefore, monitoring the axial strain value of the tie rod 30 to determine its normal operation under load is essential. This allows for early warning of structural instability and side wall cracking risks caused by stress imbalance in the tie rod 30, ultimately providing crucial stress data for verifying the safe load-bearing capacity and reinforcement effect of the hyperbolic thin brick arched roof 1.

[0105] Specifically, three horizontal tie rods 30 are located beneath the two adjacent reinforced arch shells 11. During the test, multiple bridge-type sensors are spaced axially on each tie rod 30 to monitor the strain values ​​at various points on each tie rod 30. Simultaneously, static strain gauges are connected to the bridge-type sensors to display the monitoring data in real time. The monitoring results of the axial strain values ​​of the tie rods 30 show that the maximum strain value is 23.365 με, which is within the allowable deformation range of the tie rods 30, accurately verifying the reinforcement effect of the hyperbolic thin brick arch roof 1.

[0106] In some possible implementations, the first groove group 2 and the second groove group 5 described above adopt the following... Figure 5 The structure shown. See also Figure 5The arch shell 11 includes multiple sets of brick rows 111, which are arranged sequentially along the arch direction of the large arch. Each set of brick rows 111 includes multiple brick blocks 112 arranged along the arch direction of the small arch. Mortar is filled between two adjacent brick blocks 112 in each set of brick rows 111 to form a transverse mortar joint 113. Mortar is filled between two adjacent sets of brick rows 111 to form a longitudinal mortar joint 114. The first groove group 2 and the second groove group 5 each include at least four longitudinal grooves 116 and at least three transverse grooves 115. The at least four longitudinal grooves 116 are correspondingly arranged on at least four adjacent longitudinal mortar joints 114. The at least three transverse grooves 115 are correspondingly arranged on at least three adjacent transverse mortar joints 113. The longitudinal grooves 116 and transverse grooves 115 are staggered.

[0107] In the double-curved thin brick arch roof 1, each arch shell 11 is constructed from brick blocks 112, and mortar is filled between adjacent brick blocks 112 and brick rows 111. In the same group of brick rows 111, there is a transverse mortar joint 113 between two adjacent brick blocks 112, and the transverse mortar joints 113 of two adjacent brick rows 111 are staggered. There is a longitudinal mortar joint 114 between two adjacent groups of brick rows 111.

[0108] The first groove group 2 is set on the transverse mortar joint 113 and the longitudinal mortar joint 114 of the upper arch surface. By filling the first groove group 2 with high ductility concrete, the high ductility concrete surface layer 4 and the upper arch surface can form an interlocking structure, which enhances the overall correlation between the two.

[0109] The second groove group 5 is set on the transverse mortar joint 113 and the longitudinal mortar joint 114 on the lower arch surface. By filling the second groove group 5 with high ductility concrete, the original mortar joints on the lower arch surface can be repaired, avoiding the safety hazards caused by the loosening of mortar in the mortar joints. At the same time, it forms a supplementary measure for the reinforcement of the upper arch surface, further ensuring the safety of the structure.

[0110] Taking the second groove group 5 as an example, at least four adjacent longitudinal grooves 116 and at least three adjacent transverse grooves 115 together form a second groove group 5, which ensures the continuous coverage of the original mortar joint in both the longitudinal and transverse directions by each second groove group 5. Furthermore, by filling the second groove group 5 with high ductility concrete, the problem of the weakness of the mortar joint of the arch shell 11 is specifically solved.

[0111] Preferably, see Figure 4 and Figure 5 Multiple first groove groups 2 are distributed in a dotted pattern on the upper arch surface, and multiple second groove groups 5 are distributed in a dotted pattern on the lower arch surface, with the first groove groups 2 and the second groove groups 5 arranged alternately vertically.

[0112] The total area of ​​the multiple first groove groups 2 needs to be greater than or equal to 30% of the total area of ​​the upper arch surface. Similarly, the total area of ​​the multiple second groove groups 5 needs to be greater than or equal to 30% of the total area of ​​the lower arch surface, ensuring the filling area of ​​the high-ductility concrete. Based on this, the first groove groups 2 and the second groove groups 5 are staggered vertically, meaning they are offset in their vertical projection, forming a three-dimensional interlocking reinforced layout. This avoids stress accumulation along the same vertical line, spatially blocking the risk of vertical crack penetration and enhancing the structure's resistance to penetrating damage.

[0113] In some possible embodiments, see Figure 4 The thickness of the arch shell 11 is equal to the thickness h of the brick body 112, and the thickness h of the brick body 112 is 120-130mm. The depth t of the longitudinal groove 116 and the transverse groove 115 is 15mm.

[0114] In this embodiment, the hyperbolic thin brick arch roof 1 is a single-layer brick block 112 structure, meaning the thickness of the entire roof is only the thickness h of a single brick block 112, i.e., 120-130mm, reflecting the "thin" characteristic of the roof. The depth t of the longitudinal groove 116 and the transverse groove 115 is set to 15mm to ensure that the high-ductility concrete filling can effectively act on the mortar joints, while minimizing interference with the "thin" roof and preventing new damage caused by reinforcement construction.

[0115] For example, the depth h1 of the hole is 80 mm; in step S3, the bottom of the tie rod 3 is inserted into the hole, and adhesive is filled into the gap between the tie rod 3 and the hole. The tie rod 3 is implanted into the hole by the adhesive, so that the tie rod 3 has sufficient anchoring force, which enhances the connection strength between the high ductility concrete surface layer 4 and the upper arch surface.

[0116] During construction, the holes need to be set on the brick body 112. For "thin" roofs with a thickness of 120-130mm, the depth h1 of the holes is set to 80mm to avoid damaging the integrity of individual brick bodies 112. This allows the tie rod 3 and the brick body 112 to form a cohesive whole that can share the load, which helps to improve the overall integrity, crack resistance and earthquake resistance of the roof structure.

[0117] In some possible implementations, the tie rod 3 described above adopts the following... Figure 4 The structure shown. See also Figure 4 The tie rod 3 includes a rod body 31 and an extension 32. The bottom of the rod body 31 is inserted into the hole. The extension 32 is located at the top of the rod body 31 and is perpendicular to the rod body 31. In step S4, the thickness h2 of the high ductility concrete surface layer 4 is 20mm, and the extension 32 is located inside the high ductility concrete surface layer 4.

[0118] The extension 32 is perpendicular to the rod 31, forming an inverted "L" shaped anchoring structure, which can significantly increase the mechanical interlocking force and contact area with the high ductility concrete surface layer 4, solving the problem of insufficient adhesion of the high ductility concrete surface layer 4.

[0119] By setting the thickness h2 of the high-ductility concrete surface layer 4 to 20mm, the amount of high-ductility concrete used is reduced while ensuring that the extension 32 of the tie rod 3 is completely wrapped and the anchoring function is performed. This reduces the self-weight of the high-ductility concrete surface layer 4 and thus reduces the gravity load of the reinforced structure on the original roof.

[0120] Based on the same inventive concept, this application also provides a reinforcement structure for a hyperbolic thin brick arched roof. Based on the reinforcement method for a hyperbolic thin brick arched roof described in any of the preceding claims, the reinforcement structure for the hyperbolic thin brick arched roof includes multiple tie rods 3, multiple first filling layers 6, multiple second filling layers 7, and a high-ductility concrete surface layer 4. The multiple tie rods 3 are spaced apart on the upper arch surface of the hyperbolic thin brick arched roof 1. The multiple first filling layers 6 are spaced apart and fill the upper arch surface. The multiple second filling layers 7 are spaced apart and fill the lower arch surface of the hyperbolic thin brick arched roof 1, and the second filling layers 7 and the first filling layers 6 are staggered vertically. The high-ductility concrete surface layer 4 is applied to the upper arch surface and covers the tie rods 3.

[0121] The first filling layer 6 is filled into the pre-drilled mortar joint grooves on the upper arch surface, and the filling material is high-ductility concrete; the second filling layer 7 is filled into the pre-drilled mortar joint grooves on the lower arch surface, and the filling material is high-ductility concrete. The second filling layer 7 and the first filling layer 6 are staggered, which helps to increase the overall filling area of ​​the roof, avoid the formation of vertical crack paths, and improve the shear and tensile strength of the mortar joints.

[0122] The second filling layer 7 can also be used to repair loose or damp mortar joints on the lower arch surface, preventing the mortar from falling off and maintaining the original appearance of the lower arch surface.

[0123] The beneficial effects of the hyperbolic thin brick arch roof reinforcement structure provided in this embodiment are the same as those of the aforementioned hyperbolic thin brick arch roof reinforcement method, and will not be repeated here.

[0124] 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 within the protection scope of the present invention.

Claims

1. A method for reinforcing a hyperbolic thin brick arched roof, characterized in that, Includes the following steps: S1. The hyperbolic thin brick arch roof (1) includes a plurality of longitudinally arranged arch shells (11), the arch top surfaces of the plurality of arch shells (11) form the upper arch surface of the hyperbolic thin brick arch roof (1), and the arch bottom surfaces of the plurality of arch shells (11) form the lower arch surface of the hyperbolic thin brick arch roof (1). Select two of the arch shells (11) and remove the original plaster layer on their arch top surface; S2. A plurality of first groove groups (2) and a plurality of holes are opened on the dome surfaces of the two arch shells (11); S3. Install tie rods (3) in each of the holes; S4. Fill each of the first groove group (2) with high ductility concrete, and at the same time press and apply a high ductility concrete surface layer (4) on the upper arch surface; S5. In-situ load tests were conducted on the two arch shells (11) to verify the reinforcement effect of the upper arch surface; S6. Repeat steps S1 to S5 to reinforce the remaining arch shells (11); S7. A plurality of second groove groups (5) are formed on the lower arch surface; S8. Fill each of the second groove group (5) with high ductility concrete.

2. The method for reinforcing a hyperbolic thin brick arched roof as described in claim 1, characterized in that, The double-curved thin brick arched roof (1) is supported by two side walls (10) and two end walls (20) below. Each arch shell (11) has a small arch with an upward arch in the longitudinal section and a large arch with an upward arch in the transverse section that spans the width of the double-curved thin brick arched roof (1). In step S5, the in-situ load test includes the following steps: S51. Load half of the arch top surface of the arch shell (11) over the span of the small arch, and monitor the displacement of the side wall (10) and the end wall (20) and the displacement of the hyperbolic thin brick arch roof (1) respectively. S52. Load half of the arch top surface of the arch shell (11) over the span of the large arch, and monitor the displacement of the side wall (10) and the end wall (20) and the displacement of the hyperbolic thin brick arch roof (1) respectively. S53. Load the entire area of ​​the arch surface of the arch shell (11) and monitor the displacement of the side wall (10) and the end wall (20) as well as the displacement of the hyperbolic thin brick arch roof (1).

3. The method for reinforcing a hyperbolic thin brick arched roof as described in claim 2, characterized in that, When monitoring the displacement of the side wall (10) and the end wall (20), the horizontal displacement and vertical displacement of the side wall (10) and the end wall (20) are monitored respectively. The side wall (10) and the end wall (20) are respectively provided with an upper horizontal displacement monitoring point (101), a middle horizontal displacement monitoring point (102) and a lower horizontal displacement monitoring point (103); The lower part of the side wall (10) is provided with two first vertical displacement monitoring points (104), and the two first vertical displacement monitoring points (104) are aligned with the span of the two small arches one by one; The lower part of the end wall (20) is provided with a second vertical displacement monitoring point (201), which is centered with the span of the large arch.

4. The method for reinforcing a hyperbolic thin brick arched roof as described in claim 2, characterized in that, An arch foot (12) is formed between two adjacent arch shells (11), and a plurality of horizontal tie rods (30) are provided between two opposite side walls (10), with the plurality of horizontal tie rods (30) located one-to-one below the arch foot (12); The in-situ load test also includes monitoring the axial strain value of the tie rod (30); strain monitoring points are respectively provided on the three tie rods (30) corresponding to the two arch shells (11).

5. The method for reinforcing a hyperbolic thin brick arched roof as described in claim 2, characterized in that, The arch shell (11) includes multiple sets of brick rows (111), which are arranged sequentially along the arch direction of the large arch. Each set of brick rows (111) includes multiple brick blocks (112) arranged along the arch direction of the small arch. Mortar is filled between two adjacent brick blocks (112) in each set of brick rows (111) to form a transverse mortar joint (113), and mortar is filled between two adjacent sets of brick rows (111) to form a longitudinal mortar joint (114). Both the first groove group (2) and the second groove group (5) include: At least four longitudinal grooves (116) are respectively disposed on at least four adjacent longitudinal joints (114); and At least three transverse grooves (115) are provided one-to-one on at least three adjacent transverse mortar joints (113); The longitudinal groove (116) and the transverse groove (115) are arranged alternately.

6. The method for reinforcing a hyperbolic thin brick arched roof as described in claim 1, characterized in that, Multiple first groove groups (2) are distributed in a dotted pattern on the upper arched surface, and multiple second groove groups (5) are distributed in a dotted pattern on the lower arched surface, with the first groove groups (2) and the second groove groups (5) arranged alternately vertically.

7. The method for reinforcing a hyperbolic thin brick arched roof as described in claim 5, characterized in that, The thickness of the arch shell (11) is equal to the thickness of the brick body (112), the thickness of the brick body (112) is 120-130mm, and the depth of the longitudinal groove (116) and the transverse groove (115) is 15mm.

8. The method for reinforcing a hyperbolic thin brick arched roof as described in claim 7, characterized in that, The depth of the hole is 80mm; in step S3, the bottom of the tie rod (3) is inserted into the hole, and adhesive is filled into the gap between the tie rod (3) and the hole.

9. The method for reinforcing a hyperbolic thin brick arched roof as described in claim 1, characterized in that, The tie rod (3) includes: The rod (31) is inserted into the hole at its bottom; and An extension (32) is provided at the top of the rod (31) and is arranged perpendicular to the rod (31); In step S4, the thickness of the high-ductility concrete surface layer (4) is 20 mm, and the extension (32) is located inside the high-ductility concrete surface layer (4).

10. A reinforcement structure for a hyperbolic thin brick arched roof, characterized in that, Based on the hyperbolic thin brick arch roof reinforcement method according to any one of claims 1-9, the reinforcement structure of the hyperbolic thin brick arch roof includes: Multiple tie rods (3) are spaced apart on the upper arch surface of the hyperbolic thin brick arch roof (1); Multiple first filling layers (6) are spaced apart and filled on the upper arched surface; Multiple second filling layers (7) are spaced apart and filled on the lower arch surface of the hyperbolic thin brick arch roof (1), with the second filling layers (7) and the first filling layer (6) staggered vertically; and A high-ductility concrete surface layer (4) is applied to the upper arch surface and covers the tie rod (3).

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