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

Abstract

The invention provides a double-curve thin brick vault roof reinforcing method and structure. The double-curve thin brick vault roof reinforcing method comprises the following steps that two arch shells are selected, and original plaster layers of the arch shells are removed; a plurality of first groove groups and a plurality of holes are formed in the arch crown surfaces of the two arch shells; a tie rod is mounted in each hole; each first groove group is filled with high-ductility concrete, and a high-ductility concrete surface layer is pressed and plastered on the upper arch surface; carrying out an in-situ load test on the two arch shells; the upper arch surface is reinforced; a plurality of second groove groups are formed in the lower arch surface; and each second groove group is filled with high-ductility concrete. According to the double-curve thin brick vault roof reinforcing method, part of the upper arch face is firstly reinforced, the reinforcing effect of the upper arch face is verified through the in-situ load test, then all the upper arch face is reinforced, and finally the lower arch face is reinforced, so that the reinforcing target with high pertinence and remarkable effect is achieved; the defects of a double-curve thin brick vault roof are overcome, and the historical building value of the double-curve thin brick vault roof is reserved.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of reinforcing original buildings, and particularly relates to a double-curved thin brick arch roof reinforcing method and a reinforcing structure. BACKGROUND

[0002] The double-curved thin brick arch roof is a unique architectural structure form with deep historical origins and unique technical characteristics. It is a two-way arch-shaped thin shell structure built by ordinary clay bricks. This traditional construction technology is extremely rare in modern construction. Most existing double-curved brick arch buildings were built before the 1990s or even earlier. Due to factors such as age and quality problems, most have been demolished, and only a few are well preserved. Traditional masonry structures are prone to damage or even collapse under the action of natural disasters such as earthquakes due to the low tensile and shear strength of the materials themselves, the limited bonding force between mortar and blocks, and insufficient overall measures. However, there is currently no specialized and mature method for reinforcing the double-curved thin brick arch roof. Existing reinforcement techniques are mostly suitable for common building structure types and cannot be directly applied to this special structure. SUMMARY

[0003] The double-curved thin brick arch roof reinforcing method and reinforcing structure provided by the embodiments of the present application can effectively reinforce the double-curved thin brick arch roof, improving the safety and durability of the double-curved thin brick arch roof.

[0004] To achieve the above-mentioned purpose, the technical solution adopted by the present application is as follows: In a first aspect, a double-curved thin brick arch roof reinforcing method is provided, comprising the following steps: S1. The double-curved thin brick arch roof comprises a plurality of longitudinally arranged arch shells, the arch top surfaces of the plurality of arch shells form the upper arch surface of the double-curved thin brick arch roof, and the arch bottom surfaces of the plurality of arch shells form the lower arch surface of the double-curved thin brick arch roof; Select two of the arch shells and remove the original plaster layer on the arch top surface thereof; S2. A plurality of first groove groups and a plurality of holes are formed on the arch top surfaces of the two arch shells; S3. A tie rod is installed in each of the holes; S4. High-ductility concrete is filled in each of the first groove groups, and a high-ductility concrete surface layer is pressed and smoothed on the upper arch surface; S5. An in-situ load test is performed on the two arch shells to verify the reinforcing effect of the upper arch surface; S6. The steps S1 to S5 are repeated to reinforce the remaining arch shells; S7. A plurality of second groove groups are formed on the lower arch surface; S8. Filling high ductility concrete in each of the second groove groups.

[0005] In combination with the first aspect, in a possible implementation manner, the double-curved thin brick vaulted roof is supported by two side walls and two end walls below, each of the arch shells has a small arch rising upward in a longitudinal section, and a large arch rising upward in a transverse section and spanning the width of the double-curved thin brick vaulted roof. In the step S5, the in-situ load test comprises the following steps: S51. Loading one half of the arch shell vaulted surface on the span of the small arch, and monitoring the displacement of the side wall and the end wall and the displacement of the double-curved thin brick vaulted roof, respectively; S52. Loading one half of the arch shell vaulted surface on the span of the large arch, and monitoring the displacement of the side wall and the end wall and the displacement of the double-curved thin brick vaulted roof, respectively; S53. Loading the entire area of the two arch shell vaulted surfaces, and monitoring the displacement of the side wall and the end wall and the displacement of the double-curved thin brick vaulted roof, respectively.

[0006] In some embodiments, when monitoring the displacement of the side wall and the end wall, the horizontal displacement and the vertical displacement of the side wall and the end wall are monitored, respectively; In some embodiments, 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; 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 arranged in the middle of the span of the two small arches, respectively; The lower part of the end wall is provided with a second vertical displacement monitoring point, and the second vertical displacement monitoring point is arranged in the middle of the span of the large arch.

[0007] In some embodiments, an arch foot is formed between the two adjacent arch shells, and a plurality of horizontal tie rods are arranged between the two opposite side walls, and the plurality of horizontal tie rods are arranged below the arch foot one by one. In the in-situ load test, the axial strain value of the horizontal tie rod is also monitored, and the strain monitoring points are arranged on the three horizontal tie rods corresponding to the two arch shells, respectively.

[0008] In some embodiments, the arch shell comprises a plurality of groups of brick rows, the plurality of groups of brick rows are arranged in sequence along the arch shape of the large arch, each group of brick rows comprises a plurality of brick blocks arranged along the arch shape of the small arch, and the adjacent two brick blocks in each group of brick rows are filled with mortar to form a horizontal mortar joint, and the adjacent two groups of brick rows are filled with mortar to form a vertical mortar joint. The first groove group and the second groove group each comprise: at least four longitudinal grooves, which are arranged one by one on at least four adjacent longitudinal mortar joints; and at least three transverse grooves, which are arranged one by one on at least three adjacent transverse mortar joints; The longitudinal grooves and the transverse grooves are arranged alternately.

[0009] In combination with the first aspect, in a possible implementation manner, a plurality of the first groove groups are arranged in a point-like scattered manner on the upper arch surface, a plurality of the second groove groups are arranged in a point-like scattered manner on the lower arch surface, and the first groove groups and the second groove groups are arranged alternately.

[0010] 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 120-130 mm, and the depth of the longitudinal grooves and the transverse grooves is 15 mm.

[0011] In some embodiments, the depth of the hole is 80 mm; in the step S3, the bottom of the tie rod is inserted into the hole, and bonding glue is filled in the gap between the tie rod and the hole.

[0012] In combination with the first aspect, in a possible implementation manner, the tie rod comprises: a rod body, which is inserted into the hole at the bottom; and an extension part, which is arranged at the top of the rod body and is arranged perpendicularly to the rod body; In the step S4, the thickness of the high-ductility concrete surface layer is 20 mm, and the extension part is located inside the high-ductility concrete surface layer.

[0013] The double-curved thin brick arch top roof reinforcing method provided by the application has the advantages that: compared with the prior art, the double-curved thin brick arch top roof reinforcing method provided by the application realizes the reinforcing target of strong pertinence and remarkable effect by adopting the multi-dimensional and staged reinforcing measures of reinforcing part of the upper arch surface first, verifying the reinforcing effect by using the in-situ load test, completing the reinforcement of the whole upper arch surface, and finally reinforcing the lower arch surface, solves the defects of the double-curved thin brick arch top roof, retains the historical building value, and has important significance for the preservation of the existing few double-curved thin brick arch top roof buildings.

[0014] In the second aspect, the embodiments of the application further provide a reinforcing structure of a double-curved thin brick arch top roof, based on the double-curved thin brick arch top roof reinforcing method in any of the preceding aspects, the reinforcing structure of the double-curved thin brick arch top roof comprises: a plurality of tie rods, which are arranged at intervals on the upper arch surface of the double-curved thin brick vaulted roof; a plurality of first filling layers, which are arranged at intervals on the upper arch surface; a plurality of second filling layers, which are arranged at intervals on the lower arch surface of the double-curved thin brick vaulted roof, and the second filling layers and the first filling layers are arranged alternately; a high-ductility concrete surface layer, which is arranged on the upper arch surface and covers the tie rods.

[0015] The double-curved thin brick vaulted roof reinforcing structure provided by the present application has the same beneficial effects as the double-curved thin brick vaulted roof reinforcing method described above, and thus will not be described here again. BRIEF DESCRIPTION OF DRAWINGS

[0016] Figure 1 FIG. 1 is a structural schematic diagram of a masonry structure with a double-curved thin brick vaulted roof in the prior art; Figure 2 FIG. 2 is a sectional structural schematic diagram of the masonry structure of FIG. 1; Figure 1 Figure 3 FIG. 3 is a longitudinal sectional structural schematic diagram of a double-curved thin brick vaulted roof reinforcing structure provided by an embodiment of the present application; Figure 4 FIG. 4 is a transverse sectional structural schematic diagram of the double-curved thin brick vaulted roof reinforcing structure provided by the embodiment of the present application; Figure 5 FIG. 5 is a bottom view structural schematic diagram of the double-curved thin brick vaulted roof reinforcing structure provided by the embodiment of the present application; Figure 3 Figure 6 FIG. 6(a) is a schematic diagram of a loading area on a span of a small arch in an in-situ load test provided by the embodiment of the present application; Figure 6 FIG. 6(b) is a schematic diagram of a loading area on a span of a large arch in the in-situ load test provided by the embodiment of the present application; Figure 6 FIG. 6(c) is a schematic diagram of an arch shell vaulted roof loading in the in-situ load test provided by the embodiment of the present application.

[0017] In the drawings, various reference numerals refer to: ​​1, double-curved thin brick vault roof; 11, arch shell; 111, brick body row; 112, brick block body; 113, horizontal mortar joint; 114, vertical mortar joint; 115, horizontal groove; 116, vertical 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 body; t, depth of vertical groove / horizontal groove; h1, depth of hole; h2, thickness of high ductility concrete surface layer. DETAILED DESCRIPTION

[0018] In order to make the technical problems to be solved by the present application, technical solutions and beneficial effects clearer, the present application will be further described in detail below in combination with the drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present application and not used to limit the present application.

[0019] It should be noted that when an element is referred to as being "disposed on" another element, it can be directly on the other element or indirectly on the other element. It should be understood that the terms "length", "width", "upper", "lower", "front", "back", "top", "bottom", "inner", "outer" and the like indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only used to facilitate the description of the present application and simplify the description, and therefore cannot be understood as indicating or implying that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as limiting the present application. The terms "first", "second" are only used for descriptive purposes and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the technical features indicated. Therefore, the features limited by "first", "second" can explicitly or implicitly include one or several features. In the description of the present application, the meaning of "a plurality of", "several" is two or more, unless otherwise explicitly specified.

[0020] Please refer to Figures 1 to 6 , now the double-curved thin brick vault roof reinforcing method provided by the present application will be described. The double-curved thin brick vault roof reinforcing method comprises the following steps: S1. The double-curved thin brick vault roof 1 comprises a plurality of longitudinally arranged arch shells 11, the vault top surfaces of the plurality of arch shells 11 form the upper arch surface of the double-curved thin brick vault roof 1, and the vault bottom surfaces of the plurality of arch shells 11 form the lower arch surface of the double-curved thin brick vault roof 1; Two of the arch shells 11 are selected, and the original plaster layer on the arch top surface thereof is removed; S2. A plurality of first groove groups 2 and a plurality of holes are formed on the arch top surface of the two arch shells 11; S3. A tie rod 3 is installed in each hole; S4. High-ductility concrete is filled in each first groove group 2, and a high-ductility concrete surface layer 4 is pressed and smoothed on the upper arch surface; S5. An in-situ load test is performed on the two arch shells 11 to verify the reinforcement effect of the upper arch surface; S6. Steps S1 to S5 are repeated to reinforce the remaining arch shells 11; S7. A plurality of second groove groups 5 are formed on the lower arch surface; S8. High-ductility concrete is filled in each second groove group 5.

[0021] The double-curved thin brick arch top roof reinforcement method provided in the embodiment can avoid the obstruction of the original plaster layer to the subsequent new reinforcement material, strengthen the effective combination of the reinforcement layer and the original structure, and ensure the reliability of the reinforcement basis.

[0022] In steps S2 to S4, the holes are formed on the arch top surface of the arch shell 11, and the tie rod 3 is implanted in the hole, so as to facilitate the establishment of a rigid tie connection between the high-ductility concrete surface layer 4 and the original structure, effectively transfer the shear force and tension force by the tie rod 3, and resist the relative slip or local displacement under the load such as earthquake; meanwhile, the high-ductility concrete is filled in the first groove group 2 to form a skeleton structure in which the high-ductility concrete surface layer 4 is embedded in the original arch body, further improve the overall load sharing performance, avoid the separation of the reinforcement surface layer and the original structure, and strengthen the spatial integrity of the double-curved thin brick arch top roof 1 reinforcement structure.

[0023] Since the upper arch surface directly bears the roof load, and there is no mature technology for the reinforcement of the double-curved thin brick arch top roof 1, in the embodiment, two arch shells 11 are first selected to perform the reinforcement procedures of steps S1 to S4, and then the in-situ load test of steps S5 is performed on the two arch shells 11 to measure two structural states of the roof under the load capacity limit state and the normal use limit state, further verify the reinforcement effect, and provide reliable test reference data for the reinforcement of the double-curved thin brick arch top roof 1.

[0024] After the reinforcement effect of the upper arch surface is verified to meet the standard through the in-situ load test, the remaining part of the upper arch surface is reinforced, so as to avoid the risk of structural overload caused by blind construction or large-scale rework caused by substandard reinforcement effect, reduce the trial and error cost, and ensure the controllability of the reinforcement quality.

[0025] If the reinforcement effect does not meet the design requirements through the in-situ load test, the specific construction parameters need to be adjusted in time, such as optimizing the depth and number of holes to increase the installation depth and number of tie rods 3; or increasing the thickness of the high ductility concrete surface layer 4.

[0026] After the reinforcement of the entire upper arch surface is completed, the second groove group 5 on the lower arch surface is opened and filled with high-ductility concrete, which can compensate for the mortar loosening caused by reinforcement and test operation, and has a supplementary repair effect; on the other hand, it can retain the appearance of the original brick body of the roof, and take into account the protection of the historical atmosphere.

[0027] Compared with the prior art, the double-curved thin brick arch roof reinforcement method provided by the present application realizes the multi-dimensional and staged reinforcement measures of first reinforcing part of the upper arch surface, verifying the reinforcement effect by in-situ load test, then completing the reinforcement of the entire upper arch surface, and finally reinforcing the lower arch surface, which realizes the targeted and significant reinforcement goal, solves the defects of the double-curved thin brick arch roof 1, and retains its historical architectural value, which has important significance for the preservation of the existing few double-curved thin brick arch roofs 1.

[0028] In this embodiment, due to the particularity of the double-curved thin brick arch roof 1 structure, when the original plaster layer is removed and the first groove group 2, the second groove group 5 and the holes are opened, electric tools with small vibration intensity are used to minimize the interference to the original structure.

[0029] Specifically, after steps S1 and S2 are completed, the residual mortar is gently brushed clean with a steel wire brush, and the mortar powder in the first groove group 2 and the holes is blown clean to ensure the cleanliness of the construction surface. Before pressing and smoothing the high-ductility concrete surface layer 4, the upper arch surface should be moistened by watering back and forth: because the water absorption rate of the roof brick body is high, if the high-ductility concrete surface layer 4 is directly pressed and smoothed in a dry state, the brick body will quickly absorb the water in 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 decrease in the adhesion to the brick body. Moistening the upper arch surface can pre-absorb water to a saturated surface dry state (surface is moist without water accumulation), ensuring the stability of the high-ductility concrete surface layer 4. During the process of pressing and smoothing 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.

[0030] After the construction of the high-ductility concrete surface layer 4 is completed, the high-ductility concrete surface layer 4 needs to be kept moist for 7 days, and the surface layer needs to be kept moist by continuous water spraying during the curing process, the environmental temperature needs to be ensured to be not lower than 5℃, and the high-ductility concrete surface layer 4 needs to be protected from the sun to ensure that it can normally hydrate, avoid freezing damage, ensure the construction quality, and finally realize its core functions of "high ductility, high toughness and crack control".

[0031] In addition, it is necessary to note that before the in-situ load test, a scaffold is needed to be built under the roof to ensure the safety of the construction personnel.

[0032] In some possible embodiments, referring to Figure 6 , the double-curved thin brick vault roof 1 is supported by two side walls 10 and two end walls 20, each arch shell 11 has a small arch rising upward in the longitudinal section and a large arch rising upward in the transverse section and spanning the width of the double-curved thin brick vault roof 1; In step S5, the in-situ load test includes the following steps: S51. On the span of the small arch, load one half of the arch top surface of the arch shell 11, and monitor the displacement of the side wall 10 and the end wall 20 and the displacement of the double-curved thin brick vault roof 1, respectively; S52. On the span of the large arch, load one half of the arch top surface of the arch shell 11, and monitor the displacement of the side wall 10 and the end wall 20 and the displacement of the double-curved thin brick vault roof 1, respectively; S53. Load the entire area of the arch top surface of the two arch shells 11, and monitor the displacement of the side wall 10 and the end wall 20 and the displacement of the double-curved thin brick vault roof 1, respectively.

[0033] In this embodiment, the two side walls 10, the two end walls 20 and the double-curved thin brick vault roof 1 together form a hyperbolic brick arch masonry structure, the length direction of the hyperbolic brick arch masonry structure is the longitudinal direction, and the side wall 10 extends along the longitudinal direction; the width direction of the hyperbolic brick arch masonry structure is the transverse direction, and the end wall 20 extends along the transverse direction.

[0034] The double-curved thin brick vault roof 1 is connected by a plurality of arch shells 11 arranged in sequence along the longitudinal direction, wherein each arch shell 11 has a small arch in the longitudinal section and a large arch in the transverse section, and the two arches intersect with each other to form a continuous and rigid double-curved roof. This double-curved form not only has longitudinal continuity but also has transverse integrity, and can maximize the saving of building materials.

[0035] The in-situ load test is divided into three times: in step S51, for the longitudinal small arch of the two arch shells 11, only half of the arch top surface (half arch) is loaded to simulate the vertical load on the longitudinal half arch, and the displacement of the side wall 10, the end wall 20 and the double-curved thin brick vault roof 1 is monitored synchronously.

[0036] 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 double-curved thin brick arch roof 1 can withstand, ensuring that the load is transmitted in the form of a static load, avoiding additional damage to the roof, side walls 10 and end walls 20 caused by the impact load, and ensuring the stability of the test process.

[0037]

[0038] Table 1 Loading parameters of small arch and half arch In step S52, a load is applied to half of the vault surface of the two transverse arches 11 to simulate the vertical load on the transverse half-arch. The displacements of the side walls 10, end walls 20, and the double-curved thin brick vault roof 1 are also monitored simultaneously. Table 2 shows the various parameters for the graded loading of the half-arch area of ​​the arch.

[0039]

[0040] Table 2 Loading parameters of large arch and half arch In step S53, a full-area load is applied to the two arch shells 11 to simulate the vertical uniformly distributed loads encountered in actual use. The displacement and coordinated working state of the entire structure (side walls 10, end walls 20, and double-curved thin brick arch roof 1) are simultaneously monitored. Full-area loading more closely resembles actual load conditions and can be used to verify the overall stability and deformation resistance of the reinforced upper arch surface, as well as the coordinated load-bearing performance of the supporting structure (side walls 10 and end walls 20), to ensure that reinforcement requirements are met. Table 3 shows the parameters for graded loading across the entire arch surface.

[0041]

[0042] Table 3 Loading parameters of the entire arch area In the aforementioned in-situ load tests, the load intensity was gradually increased from localized loads (small arch and semi-arch areas, large arch and semi-arch areas) to global loads (the entire arch surface), reducing the potential risk of overall structural instability during the test and ensuring construction safety. Furthermore, by applying loads within different ranges, weak links in the reinforcement effect can be accurately identified, allowing for targeted optimization of the reinforcement process and avoiding the omission of issues that may arise from single-method testing.

[0043] The specific loading mode is as follows: a single heavy bag (which can be filled with cement or sand in a bulk form) is used as a load carrier, and a plurality of heavy bags are evenly laid on the specified loading area of the double-curved thin brick vault roof 1 to form a uniform vertical load. During the loading process, the weight of the single heavy bag is constant, the total load can be accurately controlled by adjusting the number of heavy bags, and the load is in full contact with the roof vault surface through the laying method, which can avoid load concentration and achieve uniform loading on the roof. Moreover, the heavy bag has a certain flexibility and can conform to the curved surface of the roof when laid, reducing the local extrusion damage to the roof brick, and is particularly suitable for loading on the thin brick vault roof.

[0044] For example, referring to Figure 6 When monitoring the displacement of the side wall 10 and the end wall 20, the horizontal displacement and the vertical displacement of the side wall 10 and the end wall 20 are monitored respectively; wherein 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, which are arranged in the middle of the spans of the two small arches; the lower part of the end wall 20 is provided with a second vertical displacement monitoring point 201, which is arranged in the middle of the span of the large arch.

[0045] The horizontal displacement is a direct manifestation of the lateral pushing or bending deformation of the wall under the action of 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 capture the displacement values of the top, middle and lower parts of the side wall 10 and the end wall 20 respectively, wherein the top region of the wall is most significantly affected by the horizontal thrust of the double-curved thin brick vault roof 1, the middle region of the wall is a key position for the bending deformation of the wall itself, and the lower part of the wall is connected with the foundation, reflecting the lateral displacement under the constraint of the foundation.

[0046] By collecting and comparing the horizontal displacement amounts of the three parts, the deformation differences of each part of the side wall 10 or the end wall 20 are obtained, which can comprehensively reflect the overall stress state of the side wall 10 or the end wall 20, facilitate early judgment of the structural safety state in the loading test, and avoid sudden damage. For example, if the upper horizontal displacement is much larger than the lower horizontal displacement, it may indicate that the wall has a tendency to overturn; if the middle horizontal displacement abnormally increases, it may indicate that the wall itself has bending cracks or local damage. Through the arrangement of the above horizontal displacement monitoring points, the one-sidedness caused by single height monitoring is avoided. Specifically, the total station instrument is used to monitor the horizontal displacement change of the wall.

[0047] The 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 to the side wall 10 by the two arch shells 11. The two first vertical displacement monitoring points 104 are arranged in one-to-one correspondence with the two arch shells 11, which can accurately identify the load bearing weak point of a single arch shell 11 and evaluate the cooperative working capacity between adjacent arch shells 11. The 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 to the end wall 20 by the arch shell 11. Specifically, the vertical displacement change of the wall is observed by using a precision level.

[0048] In addition, for displacement monitoring of the double-curved thin brick arch roof 1, the vertical displacement of the roof is mainly monitored. Specifically, a plurality of displacement sensors are arranged on the inner arch surfaces of the two arch shells 11 to comprehensively reflect the vertical displacement of the reinforced roof under vertical load.

[0049] In the actual in-situ load test, the monitoring results of the horizontal displacement of the wall by the horizontal displacement monitoring points show that the maximum horizontal displacement value is 2mm, which occurs in the middle and upper regions of the side wall 10 and the end wall 20. The monitoring results of the vertical displacement of the wall by the first vertical displacement monitoring point 104 and the second vertical displacement monitoring point 201 show that the vertical displacement is basically unchanged. The monitoring results of the vertical displacement of the double-curved thin brick arch roof 1 by the displacement sensor show that the maximum vertical displacement value is 2.93mm. The above displacement values are within the experience threshold range of the reinforcement engineering, which verifies the reinforcement effect of the upper arch surface of the double-curved thin brick arch roof 1.

[0050] In some possible embodiments, referring to Figure 2 , an arch foot 12 is formed between the two adjacent arch shells 11, a plurality of horizontal tie rods 30 are arranged between the two opposite side walls 10, and the plurality of horizontal tie rods 30 are located below the arch foot 12 in one-to-one correspondence; in the in-situ load test, the axial strain values of the horizontal tie rods 30 are also monitored; and strain monitoring points are arranged on the corresponding three horizontal tie rods 30 of the two arch shells 11.

[0051] The horizontal tie rod 30 is a key component specific to the double-curved thin brick arch roof 1, which effectively balances the horizontal thrust generated at the arch foot 12 of the double-curved thin brick arch roof 1 under load by its tensile performance, thereby avoiding the problems of outward inclination and cracking of the two side walls 10 due to excessive lateral force. Therefore, it is necessary to monitor the axial strain values of the horizontal tie rods 30 to determine whether they can work normally under load, which can provide key stress basis for the safety bearing and reinforcement effect verification of the double-curved thin brick arch roof 1 by early warning of the risks of structural instability and side wall 10 cracking caused by unbalanced stress of the horizontal tie rod 30.

[0052] Specifically, the two adjacent reinforced arch shells 11 correspond to three horizontal tie rods 30 below, and during the test, multiple bridge sensors can be arranged on each horizontal tie rod 30 in the axial direction to monitor the strain values of each part of the horizontal tie rod 30. At the same time, static strain gauges are connected with the bridge sensors to display the monitoring data in real time. The monitoring results of the axial strain values of the horizontal tie rod 30 show that the maximum strain value is 23.365με, which is within the allowable deformation range of the horizontal tie rod 30, and the reinforcement effect of the double-curved thin brick arch roof 1 is accurately verified.

[0053] In some possible implementations, the first groove group 2 and the second groove group 5 adopt the structure as shown in Figure 5 . Referring to Figure 5 , the arch shell 11 includes multiple groups of brick body rows 111, which are arranged along the arch shape of the large arch in sequence. Each group of brick body rows 111 includes multiple brick bodies 112 arranged along the arch shape of the small arch. The adjacent two brick bodies 112 in each group of brick body rows 111 are filled with mortar to form a horizontal mortar joint 113. The adjacent two groups of brick body rows 111 are filled with mortar to form a vertical mortar joint 114. The first groove group 2 and the second groove group 5 each include at least four vertical grooves 116 and at least three horizontal grooves 115. The at least four vertical grooves 116 are one-to-one correspondingly arranged on the at least four adjacent vertical mortar joints 114. The at least three horizontal grooves 115 are one-to-one correspondingly arranged on the at least three adjacent horizontal mortar joints 113. The vertical grooves 116 and the horizontal grooves 115 are staggered.

[0054] In the double-curved thin brick arch roof 1, each arch shell 11 is built by the brick bodies 112, and mortar is filled between the adjacent brick bodies 112 and the brick body rows 111. The adjacent two brick bodies 112 in the same group of brick body rows 111 form a horizontal mortar joint 113, and the horizontal mortar joints 113 of the adjacent two brick body rows 111 are staggered with each other. The adjacent two groups of brick body rows 111 form a vertical mortar joint 114.

[0055] The first groove group 2 is arranged on the horizontal mortar joints 113 and the vertical mortar joints 114 of the upper arch surface. By filling the high-ductility concrete in the first groove group 2, an interlocking structure can be formed between the high-ductility concrete surface layer 4 and the upper arch surface, and the overall correlation between the two is enhanced.

[0056] The second groove group 5 is arranged on the horizontal mortar joints 113 and the vertical mortar joints 114 of the lower arch surface. By filling the high-ductility concrete in the second groove group 5, the original mortar joints of the lower arch surface can be repaired, the safety hazards caused by the loosening of the mortar in the mortar joints can be avoided, and the reinforcement of the upper arch surface is supplemented, thereby further ensuring the safety of the structure.

[0057] Taking the second groove group 5 as an example, at least four adjacent longitudinal grooves 116 and at least three adjacent transverse grooves 115 jointly form a second groove group 5, which ensures the continuous coverage of each second groove group 5 on the original mortar joint in the longitudinal and transverse directions, and solves the weakness of the mortar joint of the arch shell 11 by filling high-ductility concrete in the second groove group 5.

[0058] Preferably, referring to Figure 4 and Figure 5 , the plurality of first groove groups 2 are arranged in a point-like scattered manner on the upper arch surface, the plurality of second groove groups 5 are arranged in a point-like scattered manner on the lower arch surface, and the first groove groups 2 and the second groove groups 5 are arranged in an alternating manner.

[0059] The total area of the plurality of first groove groups 2 needs to be greater than or equal to 30% of the total area of the upper arch surface, and similarly, the total area of the plurality of second groove groups 5 needs to be greater than or equal to 30% of the total area of the lower arch surface, which ensures the filling area of the high-ductility concrete. On this basis, the first groove groups 2 and the second groove groups 5 are arranged in an alternating manner, that is, the first groove groups 2 and the second groove groups 5 are staggered in vertical projection, forming a three-dimensional occlusion reinforced layout, avoiding stress accumulation along the same vertical line, blocking the risk of cracks from top to bottom, and enhancing the ability of the structure to resist penetration damage.

[0060] In some possible embodiments, referring to Figure 4 , the thickness of the arch shell 11 is equal to the thickness h of the brick body 112, the thickness h of the brick body 112 is 120-130 mm, and the depth t of the longitudinal groove 116 and the transverse groove 115 is 15 mm.

[0061] In this embodiment, the double-curved thin brick arch roof 1 is a single-layer brick body 112 structure, that is, the thickness of the entire roof is only the thickness h of a single brick body 112, that is, 120-130 mm, which embodies the characteristics of the "thin" roof. The depth t of the longitudinal groove 116 and the transverse groove 115 is set to 15 mm, which ensures that the filling of high-ductility concrete can effectively act on the mortar joint, while minimizing the interference with the "thin" roof and preventing new damage caused by reinforcement construction.

[0062] 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 the gap between the tie rod 3 and the hole is filled with adhesive. By embedding the tie rod 3 in the hole through the adhesive, 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.

[0063] During construction, the hole needs to be arranged on the brick body 112, and for the "thin" roof with a thickness of 120-130 mm, the depth h1 of the hole is set to 80 mm, so as to avoid damaging the integrity of the single brick body 112, to make the tie rod 3 and the brick body 112 form a whole in cooperative stress, and to help improve the integrity, crack resistance and anti-seismic ability of the roof structure.

[0064] In some possible implementation manners, the tie rod 3 adopts the structure as shown in Figure 4 . Referring to Figure 4 , the tie rod 3 includes a rod body 31 and an extension 32, the rod body 31 is inserted into the hole at the bottom, and the extension 32 is arranged 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 20 mm, and the extension 32 is located inside the high-ductility concrete surface layer 4.

[0065] The extension 32 is perpendicular to the rod body 31, forming an inverted "L" shaped anchoring structure, which can significantly increase the mechanical engagement force and contact area with the high-ductility concrete surface layer 4, and solve the problem of insufficient adhesion of the high-ductility concrete surface layer 4.

[0066] The thickness h2 of the high-ductility concrete surface layer 4 is set to 20 mm, which reduces the amount of high-ductility concrete and the self-weight of the high-ductility concrete surface layer 4 on the premise of ensuring that the extension 32 of the tie rod 3 is completely wrapped and plays an anchoring role, thereby reducing the gravity load of the reinforcing structure on the original roof.

[0067] Based on the same inventive concept, the embodiment of the present application also provides a reinforcing structure of a double-curved thin brick vault roof, based on the double-curved thin brick vault roof reinforcing method of any one of the preceding, the reinforcing structure of the double-curved thin brick vault roof includes a plurality of tie rods 3, a plurality of first filling layers 6, a plurality of second filling layers 7 and a high-ductility concrete surface layer 4; the plurality of tie rods 3 are arranged at intervals on the upper curved surface of the double-curved thin brick vault roof 1; the plurality of first filling layers 6 are filled at intervals on the upper curved surface; the plurality of second filling layers 7 are filled at intervals on the lower curved surface of the double-curved thin brick vault roof 1, and the second filling layers 7 and the first filling layers 6 are arranged in an up-and-down staggered manner; and the high-ductility concrete surface layer 4 is arranged on the upper curved surface and covers the tie rods 3.

[0068] The first filling layer 6 is filled in the mortar joint groove pre-arranged on the upper curved surface, and the filling material is high-ductility concrete; the second filling layer 7 is filled in the mortar joint groove pre-arranged on the lower curved surface, and the filling material is high-ductility concrete. The second filling layer 7 and the first filling layer 6 are arranged in an up-and-down staggered manner, which helps to increase the overall filling area of the roof, avoid forming a crack path that penetrates from top to bottom, and improve the shear and tensile performance of the mortar joint.

[0069] The second filling layer 7 can be used to repair the loose or damp mortar joint on the lower arch surface, avoid the mortar joint falling, and keep the original appearance of the lower arch surface.

[0070] The reinforcing structure of the double-curved thin brick vaulted roof has the same beneficial effects as the reinforcing method of the double-curved thin brick vaulted roof, which will not be described here again.

[0071] The above merely describes the preferred embodiments of the present application, but not to limit the present application, any modification, equivalent replacement and improvement within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A method of reinforcing a double-curved thin brick barrel vault roof, characterized by, The method comprises the following steps: S1. The double-curved thin brick vault roof (1) comprises 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 double-curved thin brick vault roof (1), and the arch bottom surfaces of the plurality of arch shells (11) form the lower arch surface of the double-curved thin brick vault roof (1); Two of the arch shells (11) are selected, and the original plaster layer on the arch top surfaces of the two arch shells (11) is removed; S2. A plurality of first groove groups (2) and a plurality of holes are formed on the arch top surfaces of the two arch shells (11); S3. A tie rod (3) is arranged in each of the holes; S4. High-ductility concrete is filled in each of the first groove groups (2), and a high-ductility concrete surface layer (4) is applied on the upper arch surface; S5. An in-situ load test is performed on the two arch shells (11) to verify the reinforcement effect of the upper arch surface; S6. The steps S1 to S5 are repeated to reinforce the remaining arch shells (11); S7. A plurality of second groove groups (5) are formed on the lower arch surface; S8. High-ductility concrete is filled in each of the second groove groups (5).

2. The method of reinforcing a double-curved thin tile vault roof according to claim 1, wherein The double-curved thin brick vault roof (1) is supported by two side walls (10) and two end walls (20), each of the arch shells (11) has a small arch that is longitudinally sectioned and upwardly arched, and a large arch that is transversely sectioned and upwardly arched and spans the width of the double-curved thin brick vault roof (1); In the step S5, the in-situ load test comprises the following steps: S51. The upper half of the arch top surface of the arch shell (11) is loaded on the span of the small arch, and the displacements of the side wall (10) and the end wall (20) and the displacement of the double-curved thin brick vault roof (1) are monitored respectively; S52. The upper half of the arch top surface of the arch shell (11) is loaded on the span of the large arch, and the displacements of the side wall (10) and the end wall (20) and the displacement of the double-curved thin brick vault roof (1) are monitored respectively; S53. The entire area of the arch top surface of the arch shell (11) is loaded, and the displacements of the side wall (10) and the end wall (20) and the displacement of the double-curved thin brick vault roof (1) are monitored respectively.

3. The method of reinforcing a double-curved thin tile arched roof as claimed in claim 2, wherein, In monitoring the displacements of the side wall (10) and the end wall (20), the horizontal displacements and the 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 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 arranged in the middle of the spans of the two small arches respectively; The lower part of the end wall (20) is provided with a second vertical displacement monitoring point (201), and the second vertical displacement monitoring point (201) is arranged in the middle of the span of the large arch.

4. The method of reinforcing a double-curved thin tile vault roof according to claim 2, wherein An arch foot (12) is formed between two adjacent arch shells (11), and a plurality of cross tie rods (30) are arranged between two opposite side walls (10), and the cross tie rods (30) are arranged one by one below the arch foot (12). In the in-situ load test, the axial strain values of the cross tie rods (30) are monitored; and three cross tie rods (30) corresponding to two arch shells (11) are respectively provided with strain monitoring points.

5. The method of reinforcing a double-curved thin tile arched roof as recited in claim 2, wherein, The arch shell (11) comprises a plurality of groups of brick rows (111), and the groups of brick rows (111) are arranged along the arch shape of the large arch in sequence, each group of brick rows (111) comprises a plurality of brick blocks (112) arranged along the arch shape of the small arch, and two adjacent brick blocks (112) in each group of brick rows (111) are filled with mortar to form a transverse mortar joint (113), and two adjacent groups of brick rows (111) are filled with mortar to form a longitudinal mortar joint (114). The first groove group (2) and the second groove group (5) each comprise: at least four longitudinal grooves (116) arranged one by one on at least four adjacent longitudinal mortar joints (114); and at least three transverse grooves (115) arranged one by one on at least three adjacent transverse mortar joints (113). The longitudinal grooves (116) and the transverse grooves (115) are arranged alternately.

6. The method of reinforcing a double-curved thin tile vault roof according to claim 1, wherein A plurality of first groove groups (2) are arranged in a point-like scattered manner on the upper arch surface, a plurality of second groove groups (5) are arranged in a point-like scattered manner on the lower arch surface, and the first groove groups (2) and the second groove groups (5) are arranged alternately.

7. The method of reinforcing a double-curved thin tile vault roof according to claim 5, wherein The thickness of the arch shell (11) is equal to the thickness of the brick block (112), the thickness of the brick block (112) is 120-130 mm, and the depth of the longitudinal groove (116) and the transverse groove (115) is 15 mm.

8. The method of reinforcing a double-curved thin tile vault roof according to claim 7, wherein The depth 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 in the gap between the tie rod (3) and the hole.

9. The method of reinforcing a double-curved thin tile vault roof according to claim 1, wherein The tie rod (3) comprises: a rod body (31) inserted into the hole; and an extension (32) arranged at the top of the rod body (31) and arranged perpendicularly to the rod body (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. Reinforced structure of a double-curved thin brick vaulted roof, characterized in that, Based on the double-curved thin brick arch top roof reinforcing method according to any one of claims 1-9, the reinforcing structure of the double-curved thin brick arch top roof comprises: a plurality of tie rods (3) arranged at intervals on the upper arch surface of the double-curved thin brick arch top roof (1); a plurality of first filling layers (6) arranged at intervals on the upper arch surface; a plurality of second filling layers (7) arranged at intervals on the lower arch surface of the double-curved thin brick arch top roof (1), and the second filling layers (7) and the first filling layers (6) are arranged alternately; and A high-ductility concrete facing (4) is provided over the upper arch and covers the tie rods (3).

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