Method of customizing a beam with steel wire mesh

Abstract

The application provides a method for customizing a steel wire mesh to reinforce a beam body, comprising the following steps: treating a base surface of the beam body and obtaining a disease type and a disease position; designing a tensioning path and a tensioning stress of the steel wire mesh according to the disease type, the disease position and a load condition of the beam body, and customizing the steel wire mesh according to design parameters; positioning a fixed end of the steel wire mesh and fixing the fixed end; arranging the steel wire mesh according to the tensioning path and forming a turning hoop structure around the disease position by the steel wire mesh; performing initial tensioning on the steel wire mesh through a tensioning tool; spraying mortar and performing separate re-tensioning on each steel wire mesh after initial setting of the mortar, so that the turning hoop structure forms stress restraint on the disease position under the tensioning stress; and maintaining the tensioning stress until the mortar is solidified to a design strength. The method for customizing the steel wire mesh to reinforce the beam body can adapt to various types of diseases of the beam body and has good tensioning reinforcement effect.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of building reinforcement, and particularly relates to a method for customizing a steel wire mesh cloth reinforced beam body. BACKGROUND

[0002] The steel wire mesh cloth is formed by temporarily restraining and shaping radial high-strength steel wire bundles (strength >= 3000 MPa, modulus >= 200 GPa) bonded on the surface of a glass fiber hot melt mesh cloth (as shown in the drawings). Figure 12 With more and more needs for external tension reinforcement of bridge beam bodies, the prestressed steel wire mesh cloth technology is increasingly widely applied in beam body reinforcement construction.

[0003] At present, the external tension technology for beam bodies mainly includes prestressed steel strands and prestressed carbon plates. The existing prestressed steel strands and prestressed carbon plates have a large width size and cannot be arranged continuously in parallel. When reinforcing the beam body, considering the interference of anchorage devices, the steel strands and carbon plates need to be arranged staggeredly and separately, which exerts non-continuous external prestress on the beam body and affects the load distribution of the bridge itself.

[0004] In addition, the existing technology for external prestress reinforcement of beam bodies is linear tension stress or simple bending stress, and therefore can only produce a good sealing effect on cracks perpendicular or nearly perpendicular to the tension steel wire bundle, but cannot produce an ideal effect on cracks parallel or nearly parallel to the steel wire bundle and block-shaped diseases such as concrete loss and exposed reinforcement, and therefore has a large application limitation. SUMMARY

[0005] The embodiment of the application provides a method for customizing a steel wire mesh cloth reinforced beam body, aiming to solve the problem of large limitation of the scheme for reinforcing the beam body by using the external prestress technology in the prior art and improve the reinforcement effect of the steel wire mesh cloth on the beam body.

[0006] To achieve the above object, the technical scheme adopted by the application is as follows: a method for customizing a steel wire mesh cloth reinforced beam body is provided, including the following steps:

[0007] After the base surface of the beam body is treated, the diseases of the beam body are surveyed to obtain the disease types and mark the disease positions;

[0008] According to the disease types, disease positions and load conditions of the beam body, the tension path and tension stress of the steel wire bundle in the steel wire mesh cloth are designed, and the steel wire mesh cloth is customized according to the designed tension path and tension stress, wherein the tension stress is distributed in a gradient manner for steel wire bundles at different positions;

[0009] After the tension path is positioned and laid out, the fixed end of the customized steel wire mesh cloth is fixed;

[0010] The steel wire bundles in the steel wire mesh are laid according to the tensioning path, wherein the steel wire bundles passing through the disease position form a turning and surrounding structure to the beam disease;

[0011] The tensioning end of the steel wire mesh is initially tensioned by the tensioning tool;

[0012] The mortar or adhesive is applied to the steel wire mesh, and each steel wire bundle is individually re-tensioned according to the tensioning stress after the mortar is initially set or the adhesive is over the applicable period, and the turning and surrounding structure forms stress constraint to the disease position under the tensioning stress;

[0013] The tensioning stress is maintained until the mortar or adhesive is solidified to the design strength, and the tensioning tool is removed to complete the beam reinforcement.

[0014] In a possible implementation, if the disease type is a crack disease, and the extension direction of the crack disease is parallel or inclined to the tensioning direction, the steel wire bundle forms a turning and surrounding structure to the beam disease, comprising:

[0015] At least one first deflector is fixed on both sides of the crack disease, and the adjacent two steel wire bundles passing through the crack disease are wound around the first deflectors on both sides of the crack disease;

[0016] The two steel wire bundles form a turning and surrounding structure at the disease position based on the first deflectors, and the turning and surrounding structure is used to form stress constraint to the crack disease in the crack width direction.

[0017] Further, a second deflector is fixed at each end of the crack disease, and the two steel wire bundles form a rhombus or shuttle-shaped turning and surrounding structure at the disease position based on each second deflector and each first deflector.

[0018] In a possible implementation, if the disease type is a lack of concrete and exposed steel bar, that is, a lack and exposure disease, the steel wire bundle forms a turning and surrounding structure to the beam disease, comprising: at least three third deflectors are fixed around the lack and exposure disease, and the steel wire bundle passing through the lack and exposure disease is wound around each third deflector at least once to form a ring-shaped turning and surrounding structure; and the turning and surrounding structure is used to form ring stress constraint to the lack and exposure disease.

[0019] In some embodiments, before the tensioning end of the steel wire mesh is initially tensioned by the tensioning tool, the beam disease is repaired by crack glue or mortar according to the marked disease position, and the initial tensioning of the steel wire mesh is performed after the crack glue is over the applicable period or the mortar is initially set.

[0020] Exemplarily, the tensioning tool comprises two supports, a plurality of first connectors and a plurality of second connectors; the two supports are fixedly connected to the beam body respectively and are located at two ends of the tensioning path respectively, the supports are provided with a plurality of anchoring holes distributed along the outer circumferential direction of the beam body at intervals, the anchoring holes penetrate the supports along the length direction of the beam body, and the anchoring holes on the two supports correspond to each other one by one; the plurality of first connectors are fixedly penetrated in the anchoring holes of one of the supports respectively; the plurality of second connectors are slidably penetrated in the anchoring holes of the other support respectively, each second connector is connected to at least one steel wire strand corresponding to the respective first connector; wherein, the end of each second connector away from the steel wire strand penetrates the anchoring hole and is screwed with a tensioning nut, and each tensioning nut is used for independently tensioning the steel wire strand connected to the respective second connector to form a gradient distribution of tensioning stress.

[0021] In some embodiments, the supports are provided with anchoring holes at positions corresponding to each corner of the beam body.

[0022] For example, the first connector comprises a first connecting rod and a first anchor head; wherein, one end of the first connecting rod is fixedly connected to the support by penetrating the anchoring hole, one end of the first anchor head is rotationally connected to the other end of the first connecting rod, and the other end of the first anchor head is provided with a row of first wire penetrating holes;

[0023] The second connector comprises a second connecting rod and a second anchor head; wherein, one end of the second connecting rod penetrates the anchoring hole and is screwed with a tensioning nut, one end of the second anchor head is rotationally connected to the other end of the second connecting rod, and the other end of the second anchor head is provided with a row of second wire penetrating holes; wherein, each first wire penetrating hole and each second wire penetrating hole are used for penetrating the end of one steel wire strand.

[0024] In some possible implementations, the separately re-tensioning each steel wire strand according to the tensioning stress comprises: re-tensioning each steel wire strand arranged in the middle region of the bottom plate of the beam body according to a first gradient stress; re-tensioning each steel wire strand arranged in the edge region of the bottom plate of the beam body according to a second gradient stress, the second gradient stress being greater than the first gradient stress; re-tensioning each steel wire strand arranged on the side web of the beam body according to a third gradient stress, the third gradient stress being less than the second gradient stress; re-tensioning each steel wire strand passing through the disease position according to a fourth gradient stress, the fourth gradient stress being an additional stress added to the gradient stress at the corresponding position; wherein, the first gradient stress, the second gradient stress, the third gradient stress and the fourth gradient stress form a gradient distribution of tensioning stress.

[0025] For example, the first gradient stress is 800-1000 Mpa; the second gradient stress is 1000-1400 Mpa; the third gradient stress is 600-1000 Mpa; and the additional stress is 100-300 Mpa.

[0026] The method for customizing the steel wire mesh to reinforce the beam body has the advantages that, compared with the prior art, the method for customizing the steel wire mesh to reinforce the beam body can completely cover the base surface of the beam body by using the customized steel wire mesh, ensures the uniformity and continuity of the externally applied tensile stress of the beam body, and improves the reinforcement effect of the beam body; each steel wire bundle in the steel wire mesh is arranged along a tensile path designed according to the disease type, the disease position and the load state of the beam body, and each steel wire bundle is individually tensioned according to the designed tensile stress, so that the tensile stress at each position of the beam body can be formed in a gradient distribution according to the design requirements, thereby improving the load capacity of the beam body as a whole, avoiding the problem of load imbalance of the beam body caused by invalid or excessively high local tensile stress, and improving the reinforcement effect of the beam body; the steel wire bundle passing through the disease position can form a turning and surrounding structure according to the disease type, so that stress constraint is formed on the disease position when the tensile stress is applied to the steel wire bundle, which can meet the closing stress requirement of the crack disease in any extension direction and generate surrounding stress on the missing disease, thereby avoiding further expansion of the disease of the beam body and eliminating the application limitation of the steel wire mesh in reinforcing the beam body. BRIEF DESCRIPTION OF DRAWINGS

[0027] Figure 1 The method for customizing the steel wire mesh to reinforce the beam body provided by the embodiment of the present application has a construction process block Figure 1 ;

[0028] Figure 2 The method for customizing the steel wire mesh to reinforce the beam body provided by the embodiment of the present application has a construction process block Figure 2 ;

[0029] Figure 3 The method for customizing the steel wire mesh to reinforce the beam body provided by the embodiment of the present application has a construction process block

[0030] Figure 4 One of the turning and surrounding structures for the crack disease in the embodiment of the present application is shown in the structure diagram

[0031] Figure 5 Another of the turning and surrounding structures for the crack disease in the embodiment of the present application is shown in the structure diagram

[0032] Figure 6 Another of the turning and surrounding structures for the crack disease in the embodiment of the present application is shown in the structure diagram

[0033] Figure 7 One of the turning and surrounding structures for the missing disease in the embodiment of the present application is shown in the structure diagram

[0034] Figure 8A schematic diagram of the structure of the first steering gear used in the embodiments of the present invention is provided;

[0035] Figure 9 This is a three-dimensional structural diagram of the support used in the embodiments of the present invention;

[0036] Figure 10 This is a schematic diagram of the connection structure between the second connector and the wire bundle used in an embodiment of the present invention;

[0037] Figure 11 This is a schematic diagram of the connection structure between the first connector and the steel wire bundle used in an embodiment of the present invention;

[0038] Figure 12 This is a schematic diagram of the steel wire mesh fabric structure.

[0039] In the diagram: 10. Beam; 101. Crack; 102. Exposed area; 20. Wire bundle; 200. Steering hoop structure; 30. Tensioning fixture; 31. Support; 311. Anchor hole; 32. First connector; 321. First connecting rod; 322. First anchor head; 3221. First threading hole; 33. Second connector; 331. Second connecting rod; 332. Second anchor head; 3321. Second threading hole; 333. Tensioning nut; 40. First steering gear; 50. Second steering gear; 60. Third steering gear. Detailed Implementation

[0040] 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.

[0041] It should be noted that when an element is referred to as being "located on" or "connected to" another element, it can be directly on or indirectly on the other element. 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. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly defined.

[0042] Please refer to the following: Figure 1 , Figures 3 to 7 The present invention will now describe a method for custom-reinforcing beams with steel wire mesh fabric. The method includes the following steps:

[0043] Step S100, after the beam base surface treatment, the beam disease is surveyed to obtain the disease type and mark the disease position. Specifically, the entire beam base surface is abraded to improve the bonding strength and reliability between the subsequently sprayed mortar and the beam base surface; the survey of the beam disease aims to determine whether the disease type is a crack disease 101 or a lack disease 102, and the size of the disease is measured, wherein the crack disease 101 in this embodiment refers to a disease with a crack width of five millimeters or more, and the lack disease 102 refers to a disease with a concrete missing area of more than twenty-five square millimeters or a disease with exposed internal steel bars. The survey of the disease type and the marking of the disease position form the basis for the design of the subsequent customized steel wire mesh, ensuring the applicability of the customized steel wire mesh.

[0044] Step S200, according to the disease type, disease position and load condition of the beam 10, the tension path and tension stress of the steel wire bundle 20 in the steel wire mesh are designed, and the steel wire mesh is customized according to the designed tension path and tension stress, wherein the tension stress is distributed in gradient for steel wire bundles 20 at different positions.

[0045] Specifically, according to the disease type, whether it is a crack disease 101 or a lack disease 102, the disease position is in the bottom plate area or the web area of the beam 10, and the load distribution condition of the beam 10 itself at different positions such as the bottom plate and the web, the tension path and tension stress of each steel wire bundle 20 are accurately designed; wherein the steel wire bundle 20 that does not pass through the disease position, or the steel wire bundle 20 that passes through the disease position but the disease type is a crack disease 101 perpendicular to the tension direction, the tension path can be directly designed as a straight line according to the conventional method; the steel wire bundle 20 that passes through the disease position and the disease type is a crack disease 101 parallel or inclined to the tension direction, or the disease type is a lack disease 102, the tension path needs to be designed according to the specific situation of the crack disease 101 or the lack disease 102, to ensure that the steel wire bundle 20 that passes through the disease position can form a closing stress for the crack disease 101 or a hoop stress for the lack disease 102.

[0046] Step S300, after positioning the line according to the tension path, the fixed end of the customized steel wire mesh is fixed. By pre-positioning the line, the positioning accuracy of each steel wire bundle 20 can be improved, thereby ensuring the uniformity of the distribution density of the tension stress generated by each steel wire bundle 20 on the beam 10 and the stress continuity of the beam 10; the fixed end of the steel wire mesh can be fixed based on the tension tool 30, or it can be fixed by using structural adhesive or mortar to anchor and fix the beam base surface, and the next step can be performed after the structural adhesive or mortar is cured and stable.

[0047] Step S400, the steel wire bundle 20 in the steel wire mesh is laid according to the tensioning path, wherein the steel wire bundle 20 passing through the disease position forms a turning around the disease position.

[0048] It should be noted that in the present embodiment, the turning of the steel wire bundle 20 can be realized by means of the turner, thereby forming the turning around the disease structure 200 at the disease position. Specifically, the turner is composed of an anchor and a special nut, the peripheral wall of the special nut has a guide groove, the groove bottom of the guide groove is V-shaped and is rounded, which is used to guide the smooth turning of the steel wire bundle 20 and form the occlusion of the steel wire bundle 20 in the fastening state; and the anchor is anchored on the beam body 10 and is three to five centimeters away from the disease position.

[0049] Wherein, for the crack disease 101, please refer to Figures 4 to 6 , the turner needs to be arranged on both sides of the crack disease 101, the number of the turners arranged on each side can be determined according to the length of the crack disease 101, and the two adjacent steel wire bundles 20 pass around the turners on both sides of the crack disease 101, at this time, when the steel wire bundle 20 obtains the tensioning stress, the turners on both sides of the crack disease 101 generate the force of approaching each other, thereby making the crack disease 101 obtain the closing stress.

[0050] For the missing disease 102, please refer to Figure 7 , according to the specific area and shape of the missing disease 102, three or more turners can be arranged around the missing disease 102, and the steel wire bundle 20 surrounds at least one circle based on each turner at the disease position, thereby making the steel wire bundle 20 generate the gathering force between each turner when obtaining the tensioning stress, thereby making the missing disease 102 obtain the ring-shaped surrounding stress.

[0051] Step S500, the tensioning end of the steel wire mesh is initially tensioned by the tensioning tool 30. Specifically, the initial tensioning can sequentially apply an initial tensioning force of 200MPa to each steel wire bundle 20, so as to tighten the steel wire bundle 20. It should be noted that after the initial tensioning, the special nut of the turner in step S400 can be tightened, so that the steel wire bundle 20 is close to the beam body base surface. In the present embodiment, the distance between the steel wire bundle 20 in the tightened state after the initial tensioning of the steel wire bundle 20 is completed and the beam body base surface is 2-6mm.

[0052] Step S600, the mortar or adhesive is applied to the steel wire mesh, and after the mortar is initially set or the adhesive is over the applicable period, each steel wire bundle 20 is individually re-tensioned according to the tensioning stress, and the turning around the disease structure 200 forms the stress constraint at the disease position under the tensioning stress.

[0053] The steel wire mesh fabric in the embodiment can be anchored to the beam body base surface by mortar, and the mortar can be applied by spraying or painting; the steel wire mesh fabric can also be anchored to the beam body base surface by adhesive, and the adhesive is applied by painting; the applicable period of the adhesive, also known as the active period, can be determined according to the change of the viscosity of the adhesive with time, that is, the viscosity is measured at intervals until the maximum allowable viscosity.

[0054] The steel wire bundle 20 at different positions of the beam body 10 needs to be individually tensioned according to the corresponding tension stress in the tensioning process, so as to form a gradient distribution of the tension stress on the beam body 10. In the tensioning process, a step-by-step tensioning method with multiple times of incremental force is adopted, that is, the tensioning is performed by gradually increasing the force until the designed tension stress is met, so as to ensure the smooth transmission of the tension stress and improve the reinforcement effect of the beam body 10.

[0055] It should be explained that the mortar spraying method in step S600 can complete the anchoring process of the steel wire mesh fabric by single spraying, and the permeability of the steel wire mesh fabric enables the sprayed mortar to reach the beam body base surface. The spraying thickness is 1.5-2 cm, and the steel wire mesh fabric is wrapped by the mortar after the spraying is completed. The spraying process can also be completed in two times. The primary spraying is performed after step S300, and the primary spraying forms a bottom layer of mortar on the beam body base surface. Then, the secondary spraying is performed in step S600, so that the thickness of the mortar layer reaches 1.5-2 cm, thereby ensuring the fullness of the mortar between the steel wire mesh fabric and the beam body base surface.

[0056] In step S700, the tension stress is maintained until the mortar or adhesive is solidified to the designed strength, and the tensioning tool 30 is removed to complete the reinforcement of the beam body 10.

[0057] Compared with the prior art, the method for customizing the steel wire mesh cloth to reinforce the beam body provided by the embodiment can completely cover the base surface of the beam body by using the customized steel wire mesh cloth, ensure the uniformity and continuity of the tension stress applied to the beam body 10, and improve the reinforcement effect of the beam body 10. Each steel wire bundle 20 in the steel wire mesh cloth is arranged along a tension path designed according to the disease type, the disease position and the load state of the beam body 10, and each steel wire bundle 20 is individually tensioned according to the designed tension stress, so that the tension stress at each position of the beam body 10 can be distributed in a gradient according to the design requirements, thereby improving the load capacity of the beam body 10 as a whole, avoiding the problem of load imbalance of the beam body 10 caused by invalid or excessively high local tension stress, and improving the reinforcement effect of the beam body 10. Since the steel wire bundle 20 passing through the disease position can form a turning and surrounding structure 200 according to the disease type, stress constraint can be formed on the disease position when the tension stress is applied to the steel wire bundle 20, which can not only meet the closing stress requirement of the crack disease 101 in any extension direction, but also generate a surrounding stress on the missing disease 102 to avoid further expansion of the beam disease and eliminate the application limitations of the steel wire mesh cloth reinforced beam body 10.

[0058] In some embodiments, referring to Figure 4 , if the disease type is the crack disease 101, and the extension direction of the crack disease 101 is parallel or inclined to the tension direction, the steel wire bundle 20 forms the turning and surrounding structure 200 on the beam disease in the step S400 includes:

[0059] At least one first deflector 40 is fixed on both sides of the crack disease 101, and the adjacent two steel wire bundles 20 passing through the crack disease 101 are wound around the first deflectors 40 on both sides of the crack disease 101. The two steel wire bundles 20 form a turning and surrounding structure 200 at the disease position based on the first deflectors 40, and the turning and surrounding structure 200 is used to form stress constraint on the crack disease 101 in the crack width direction.

[0060] Specifically, the number of first deflectors 40 can be arranged according to the length of the crack disease 101, and the positions of the first deflectors 40 can be arranged in the middle region of the length direction of the crack disease 101. The two steel wire bundles 20 form corners at the first deflectors 40 wound by them respectively, and the two corners are opposite to each other to surround the crack disease 101 to form the turning and surrounding structure 200. When the steel wire bundle 20 applies the tension stress, the two first deflectors 40 form a pulling force close to each other, so that the crack disease 101 is formed to have a closing stress constraint in the width direction through the two first deflectors 40.

[0061] Further, for the above-mentioned crack disease 101, in order to improve the constraint stress of the turning and surrounding structure 200 on the crack disease 101 in the crack width direction, please refer to Figure 5 and Figure 6In the two ends of the crack defect 101, the second diverters 50 are fixed respectively, and the two steel wire strands 20 form a diamond or shuttle-shaped diverting hoop structure 200 at the defect position based on the respective second diverters 50 and the respective first diverters 40. It should be noted that the second diverters 50 can be the same as the first diverters 40 in structure, only different in the respective installation positions.

[0062] Here, mainly because the length of the steel wire strand 20 is usually much larger than the length of the crack defect 101, simply relying on the first connector 32 can form an excessively large corner angle at the defect position, thereby resulting in insufficient stress generated by the diverting hoop structure 200 in the width direction of the crack defect 101. Therefore, the second diverter 50 is arranged at the two ends of the crack defect 101 respectively, and the steel wire strand 20 is enabled to form a diamond or shuttle-shaped diverting hoop structure 200 in the area close to the defect position by the cooperation of the second diverter 50 and the first diverter 40, thereby reducing the angle of the corner formed by the steel wire strand 20 around the first diverter 40, and further improving the stress generated by the diverting hoop structure 200 in the width direction of the crack defect 101. Specifically, the steel wire strand 20 first extends to one of the first diverters 40 after passing around the second diverter 50 at one end of the crack defect 101, and then forms a corner after passing around the first diverter 40 and then passes around the second diverter 50 at the other end of the crack defect 101. It should be noted that here, the two adjacent steel wire strands 20 can share the second diverter 50, that is, one second diverter 50 is arranged at each end of the crack defect 101, as shown in Figure 5 . The two steel wire strands 20 can also pass around different second diverters 50 to avoid interference, that is, two second diverters 50 are arranged at each end of the crack defect 101, as shown in Figure 6 .

[0063] In other embodiments, referring to Figure 7 , if the defect type is a concrete missing and exposed steel bar defect 102, then in the above step S400, the steel wire strand 20 forms a diverting hoop structure 200 around the beam defect, which includes: fixing at least three third diverters 60 around the missing and exposed steel bar defect 102, and passing the steel wire strand 20 around each third diverter 60 at least once to form a ring-shaped diverting hoop structure 200; the diverting hoop structure 200 is used to form a circumferential stress constraint on the missing and exposed steel bar defect 102. It should be noted that the third diverter 60 can be the same as the first diverter 40 in structure, only different in the respective installation positions.

[0064] The missing disease 102 is usually regular or irregular block, if the direct application of single direction tensile stress on the position of this type of disease is easy to cause the disease position collapse, therefore according to the specific shape and area of the missing disease 102, at least three third deflectors 60 are arranged around it, so as to guide the steel wire bundle 20 to form a triangular or polygonal ring, that is, to form a ring-shaped deflection hoop structure 200, when the steel wire bundle 20 is tensioned, the tightening stress is generated on each third deflector 60, so as to form a ring stress constraint around the missing disease 102, and then the load capacity near the missing disease 102 is improved, and the further expansion of the missing disease 102 is avoided; it should be understood that under the condition of meeting the installation space, the more third deflectors 60 arranged around the missing disease 102, the more balanced the ring stress constraint generated by the deflection hoop structure 200 on the missing disease 102.

[0065] In some possible implementation manners, on the basis of all the above steps, please refer to Figure 2 Before the initial tensioning of the steel wire mesh cloth tensioning end by the tensioning tool 30, the step S400' is further included: the beam disease is repaired by crack glue or mortar according to the marked disease position, and the crack glue is waited to pass the applicable period or the mortar is waited to initial set; after the crack glue passes the applicable period or the mortar is initial set, the initial tensioning operation of the steel wire mesh cloth in the step S500 is performed.

[0066] Specifically, for the crack disease 101, crack glue can be used for sealing treatment, and the tensioning operation of the steel wire bundle 20 is performed when the crack glue passes the applicable period and is not solidified, at this time, the crack glue receiving external stress can better penetrate into the fine crack, so as to improve the reinforcing effect on the crack disease 101; for the missing disease 102, mortar can be used for filling, so as to avoid the further collapse and expansion of the missing disease 102, and the tensioning of the steel wire bundle 20 is performed before the mortar is initial set and is not solidified, so as to play a compacting effect on the filled mortar, avoid the interface peeling between the mortar and the missing disease 102 in the later period, and improve the structural reinforcing effect.

[0067] Optionally, one structure of the tensioning tool 30 can be combined with Figure 3 、 Figures 8 to 11It is understood that the tensioning tool 30 includes two supports 31, a plurality of first connectors 32 and a plurality of second connectors 33; the two supports 31 are fixedly connected to the beam body 10 respectively and are located at two ends of the tensioning path, the support 31 is provided with a plurality of anchoring holes 311 distributed along the outer circumferential direction of the beam body 10, the anchoring hole 311 penetrates the support 31 along the length direction of the beam body 10, and each anchoring hole 311 on the two supports 31 corresponds one by one; the plurality of first connectors 32 are respectively fixedly arranged in each anchoring hole 311 of one of the supports 31; the plurality of second connectors 33 are respectively slidably arranged in each anchoring hole 311 of the other support 31, each second connector 33 is correspondingly connected to at least one steel wire bundle 20 through the corresponding first connector 32; wherein one end of each second connector 33 away from the steel wire bundle 20 penetrates the anchoring hole 311 and is screwed with a tensioning nut 333, and each tensioning nut 333 is used for independently tensioning the steel wire bundle 20 connected with each second connector 33 to form a gradient distribution of tensioning stress.

[0068] The two supports 31 can be fixed on the beam body 10 by anchor bolts. Specifically, during the positioning and laying process in the above step S300, the anchor bolts for fixing the positions of the two supports 31 are implanted by punching, so as to facilitate the fixed connection of the two supports 31 with the beam body 10 in subsequent use of the tensioning tool 30.

[0069] The spacing of the anchoring holes 311 on the support 31 is appropriate to accommodate manual or electric wrench tensioning operation of the connector, and the distance is as small as possible on the basis of meeting the operation space requirement, that is, the greater the arrangement density of the anchoring holes 311, the more conducive to improving the arrangement density of the steel wire bundle 20, thereby improving the uniformity and continuity of tensioning stress of each part of the beam body 10.

[0070] Each first connector 32 and each second connector 33 correspond one by one, each first connector 32 and the corresponding second connector 33 can be connected to both ends of the same steel wire bundle 20 or multiple steel wire bundles 20, and after the connection is completed, the steel wire bundle 20 can be tensioned according to the designed tensioning stress by screwing each tensioning nut 333. Since each tensioning nut 333 can be operated independently, the steel wire bundle 20 connected to each second connector 33 can be independently tensioned, thereby realizing the gradient distribution of tensioning stress.

[0071] In order to ensure that the load between the bottom plate and the web plate of the beam body 10 can be smoothly transmitted, like Figure 9As shown, the abovementioned support 31 is provided with an anchoring hole 311 at each corner position of the beam body 10. It should be understood that the corner position of the beam body 10, i.e. the joint position of the bottom plate and the web, can ensure that at least one steel wire bundle 20 can be arranged at the position to exert a tension stress, thereby avoiding the lack of tension stress at the corner position and improving the load transmission smoothness between the bottom plate and the web of the beam body 10.

[0072] For example, referring to Figure 11 The first connector 32 comprises a first connecting rod 321 and a first anchor head 322. One end of the first connecting rod 321 is fixedly connected with the support 31 by penetrating the anchoring hole 311. One end of the first anchor head 322 is rotationally connected with the other end of the first connecting rod 321. The other end of the first anchor head 322 is provided with a row of first wire penetrating holes 3221.

[0073] The second connector 33 comprises a second connecting rod 331 and a second anchor head 332. One end of the second connecting rod 331 penetrates the anchoring hole 311 and is screwed with a tension nut 333. One end of the second anchor head 332 is rotationally connected with the other end of the second connecting rod 331. The other end of the second anchor head 332 is provided with a row of second wire penetrating holes 3321. Each first wire penetrating hole 3221 and each second wire penetrating hole 3321 is used for penetrating and fixing the end of one steel wire bundle 20, as shown in Figure 10 .

[0074] Specifically, the connecting rod can be an integral structure or a combined structure of a screw sleeve and a screw rod. For the first connector 32, the first connecting rod 321 can be fixed with the support 31 by penetrating the anchoring hole 311 and screwing a lock nut. The second connecting rod 331 can be moved towards the direction away from the first connecting rod 321 by screwing the tension nut 333 after penetrating the corresponding anchoring hole 311 of the other support 31, thereby realizing tension. The first anchor head 322 and the first connecting rod 321, and the second anchor head 332 and the second connecting rod 331 are rotationally connected, which can ensure that the first anchor head 322 and the second anchor head 332 can be flexibly rotated during the bending of the steel wire bundle 20 to form the turning hoop structure 200 and the screwing of the tension nut 333, thereby avoiding the torsional stress concentration of the end of the steel wire bundle 20.

[0075] It should be noted that the first wire penetrating hole 3221 and the second wire penetrating hole 3321 in the embodiment can be used for penetrating and fixing the end of one steel wire bundle 20 or the ends of multiple steel wire bundles 20. The fixing mode between the wire penetrating hole and the end of the steel wire bundle 20 can be that the end of the steel wire bundle 20 is spirally bent to form a fixation after penetrating the wire penetrating hole, or the end of the steel wire bundle 20 is fixed by applying adhesive or welding.

[0076] Specifically, the number of steel wire bundles 20 arranged in each wire hole can be determined according to the structure of the beam body 10 to be reinforced, such as a conventional reinforced concrete beam or a prestressed reinforced concrete beam, one steel wire bundle 20 is connected in each wire hole, and for a hollow slab beam, since the depth of the embedded steel bar is relatively shallow, in order to reduce the local high stress distribution of the beam body 10, the gram weight of the steel wire mesh is increased, that is, two or more steel wire bundles 20 are connected in each wire hole, so as to increase the density of the steel wire bundle 20, which helps to supplement the missing load of the hollow slab beam and improve the effect of tensioning and reinforcing.

[0077] In some embodiments, the step S600 of individually tensioning each steel wire bundle 20 according to the tensioning stress includes:

[0078] In step S601, each steel wire bundle 20 arranged in the middle region of the bottom plate of the beam body 10 is tensioned according to a first gradient stress. Normally, the steel bars in the middle region of the bottom plate of the beam body 10 are densely distributed, and the load is less missing, so the tensioning stress can be appropriately reduced. Specifically, the first gradient stress applied to this position in the present embodiment is 800-1000 Mpa.

[0079] In step S602, each steel wire bundle 20 arranged in the two side edge regions of the bottom plate of the beam body 10 is tensioned according to a second gradient stress, and the second gradient stress is greater than the first gradient stress. The steel bars arranged at the two side edge positions of the bottom plate of the beam body 10 are less due to space and structural limitations and have a relatively thick concrete protective layer, so this region is often prone to more load missing, and the tensioning stress can be appropriately increased. Specifically, the second gradient stress applied to this position in the present embodiment is 1000-1400 Mpa.

[0080] In step S603, each steel wire bundle 20 arranged on the two side webs of the beam body 10 is tensioned according to a third gradient stress, and the third gradient stress is less than the second gradient stress. Since the web of the beam body 10 is relatively single in stress, it often only needs to be shear reinforced, so the tensioning stress can be appropriately reduced. Specifically, the third gradient stress for tensioning and reinforcing the web in the present embodiment is 600-1000 Mpa.

[0081] Step S604, each steel wire bundle 20 passing through the disease position is re-tensioned according to the fourth gradient stress, and the fourth gradient stress is an additional stress added to the gradient stress at the corresponding position. That is, if the disease position is in the middle region of the bottom plate of the beam body 10, then the fourth gradient stress is the first gradient stress plus the additional stress; if the disease position is in the edge region of the bottom plate of the beam body 10, then the fourth gradient stress is the second gradient stress plus the additional stress; if the disease position is on the web plate of the beam body 10, then the fourth gradient stress is the third gradient stress plus the additional stress; specifically, the additional stress in the embodiment is 100-300 MPa.

[0082] Wherein, the first gradient stress, the second gradient stress, the third gradient stress and the fourth gradient stress form a gradient distribution of the tension stress.

[0083] By arranging the gradient stress at different positions of the beam body 10, the load capacity of the beam body 10 can be improved, and the invalid or excessive tension stress is avoided to cause the load imbalance of the beam body 10, so as to ensure the tension reinforcement effect of the beam body 10.

[0084] It should be noted that the above tension stress is for the conventional non-prestressed reinforced concrete beam, and for the tension stress of the prestressed reinforced concrete beam, 100-300 MPa external tension stress should be additionally increased on the basis of the (steel strand) prestress of the beam body 10, so that the beam body 10 has a high prestress level inside and outside, thereby improving the prestress distribution of the beam body 10 and improving the load capacity of the beam body 10.

[0085] The above only describes the preferred embodiments of the present application and should not be used to limit the present application, and any modification, equivalent replacement and improvement made within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims

1. A method of customizing a beam body with steel wire mesh, characterized by, The method comprises the following steps: Beam body base surface treatment, and then beam body disease survey to obtain disease type and mark disease position; According to the disease type, the disease position and the load condition of the beam body, the tension path and tension stress of the steel wire bundle in the steel wire mesh cloth are designed, and the steel wire mesh cloth is customized according to the designed tension path and tension stress, wherein the tension stress is distributed in gradient for the steel wire bundle at different positions; After positioning the line according to the tension path, the fixed end of the customized steel wire mesh cloth is fixed; The steel wire bundle in the steel wire mesh cloth is laid according to the tension path, wherein the steel wire bundle passing through the disease position forms a turning and surrounding structure for the beam body disease; The tension end of the steel wire mesh cloth is initially tensioned by a tensioning tool; After the mortar or adhesive is applied to the steel wire mesh cloth and the mortar is initially set or the adhesive is used up, each steel wire bundle is individually re-tensioned according to the tension stress, and the turning and surrounding structure forms stress constraint for the disease position under the tension stress; The tension stress is maintained until the mortar or adhesive is solidified to the designed strength, and the tensioning tool is removed to complete the beam body reinforcement.

2. The method of customizing a reinforced beam body with steel wire mesh according to claim 1, wherein, If the disease type is crack disease, and the extension direction of the crack disease is parallel or inclined to the tension direction, the steel wire bundle forms a turning and surrounding structure for the beam body disease, which comprises: At least one first turning device is fixed on both sides of the crack disease, and the adjacent two steel wire bundles passing through the crack disease are wound around the first turning devices on both sides of the crack disease; The two steel wire bundles form the turning and surrounding structure at the disease position based on the first turning devices, and the turning and surrounding structure is used to form stress constraint for the crack disease in the crack width direction.

3. The method of customizing a steel wire mesh grid reinforced beam body according to claim 2, wherein, Second turning devices are fixed at both ends of the crack disease, and the two steel wire bundles form a rhombus or a shuttle-shaped turning and surrounding structure at the disease position based on each second turning device and each first turning device.

4. The method of customizing a reinforced beam body with steel wire mesh according to claim 1, wherein, If the disease type is concrete loss and exposed steel bar loss, the steel wire bundle forms a turning and surrounding structure for the beam body disease, which comprises: At least three third turning devices are fixed around the loss disease, and the steel wire bundle passing through the loss disease is wound around each third turning device at least once to form a ring-shaped turning and surrounding structure; the turning and surrounding structure is used to form circumferential stress constraint for the loss disease.

5. The method of customizing a reinforced beam body with steel wire mesh according to claim 1, wherein, Before the tension end of the steel wire mesh cloth is initially tensioned by a tensioning tool, the method further comprises: According to the marked disease position, the beam body disease is repaired by crack glue or mortar, and the initial tensioning of the steel wire mesh cloth is performed after the crack glue is used up or the mortar is initially set.

6. The method of customizing a reinforced beam body with steel wire mesh of claim 1, wherein, The tensioning tool comprises: Two supports are respectively fixedly connected to the beam body and located at both ends of the tension path, a plurality of anchoring holes are arranged on the supports and spaced apart along the peripheral direction of the beam body, the anchoring holes penetrate through the supports along the length direction of the beam body, and each anchoring hole on the two supports corresponds to each other. a plurality of first connectors, each fixedly penetrating a respective anchoring hole of one of the supports; a plurality of second connectors, each slidingly penetrating a respective anchoring hole of another of the supports, each of the second connectors corresponding to a respective one of the first connectors and being connected to at least one of the steel wires; wherein each of the second connectors has an end penetrating the anchoring hole and being screwed with a tensioning nut, each of the tensioning nuts being used to independently tension the steel wires connected to the respective second connector to form a gradient distribution of the tensioning stress.

7. The method of customizing a steel wire mesh grid reinforced beam body according to claim 6, wherein, The supports are provided with the anchoring holes at respective corner positions of the beam body.

8. The method of customizing a steel wire mesh grid reinforced beam body of claim 6, wherein, The first connector comprises a first connecting rod and a first anchor head; one end of the first connecting rod penetrates the anchoring hole and is fixedly connected to the support, one end of the first anchor head is rotationally connected to the other end of the first connecting rod, and the other end of the first anchor head is provided with a row of first wire penetrating holes; The second connector comprises a second connecting rod and a second anchor head; one end of the second connecting rod penetrates the anchoring hole and is screwed with the tensioning nut, one end of the second anchor head is rotationally connected to the other end of the second connecting rod, and the other end of the second anchor head is provided with a row of second wire penetrating holes; wherein each of the first wire penetrating holes and each of the second wire penetrating holes are used to penetrate and fix an end of one of the steel wires.

9. The method of customizing a steel wire mesh grid reinforced beam body according to any one of claims 1-8, wherein, The individual re-tensioning of the steel wires according to the tensioning stress comprises: re-tensioning the steel wires arranged in the middle region of the bottom plate of the beam body according to a first gradient stress; re-tensioning the steel wires arranged in the edge regions of the bottom plate of the beam body according to a second gradient stress, the second gradient stress being greater than the first gradient stress; re-tensioning the steel wires arranged on the side webs of the beam body according to a third gradient stress, the third gradient stress being less than the second gradient stress; re-tensioning the steel wires passing through the disease position according to a fourth gradient stress, the fourth gradient stress being an additional stress added to the gradient stress at the corresponding position; wherein the first gradient stress, the second gradient stress, the third gradient stress, and the fourth gradient stress form the gradient distribution of the tensioning stress.

10. The method of customizing a steel wire mesh grid reinforced beam body according to claim 9, wherein, The first gradient stress is 800-1000 Mpa; the second gradient stress is 1000-1400 Mpa; the third gradient stress is 600-1000 Mpa; and the additional stress is 100-300 Mpa.

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