A method for controlling cracks in cast-in-place concrete based on wharf surface layer

Abstract

This application discloses a method for controlling cracks in cast-in-place concrete based on the surface layer of a wharf, relating to the field of cement concrete. The method includes the following steps: Step 1, determining the simulation boundary conditions; Step 2, simulating the stress of the surface concrete under the coupled effects of multiple factors, while simultaneously arranging a steel mesh and a basalt fiber rigid mesh on the simulation; the surface concrete refers to ultra-thin cast-in-place concrete with a thickness of less than 30 mm; Step 3, obtaining the arrangement scheme of the steel mesh and basalt fiber rigid mesh in the simulation; Step 4, the basalt fiber rigid mesh is composed of multiple basalt fiber meshes. The mesh size, mesh thickness, and number of mesh layers are adjusted, and the thickness of the surface concrete protective layer is also adjusted until the stress simulation results meet the requirements, thus obtaining the arrangement scheme in the simulation. This application reduces cracks in the concrete layer, improves the crack resistance of the concrete, and ensures the stability of the concrete layer during use.

Description

Technical Field

[0001] This application relates to the field of cement concrete, and in particular to a method for controlling cracks in cast-in-place concrete based on wharf surface layers. Background Technology

[0002] Cracking of the cast-in-place surface layer of a wharf has been a common quality problem in the construction of high-pile wharves in seaports. The surface layer is poured over a large area at once, constraining it to an ultra-thin cast-in-place concrete structure. Due to the strong constraint of the precast slab at the bottom and the gaps between the slabs, stress concentration occurs, making it prone to structural cracks. Furthermore, high-pile wharf projects in seaports are generally located in environments with strong winds, waves, and intense sunlight. During construction, the surface concrete is easily affected by ambient temperature and humidity, leading to significant surface water loss and drying shrinkage cracks, manifesting as crazing and network cracks. Once cracks appear, they not only affect the appearance of the wharf surface layer but also reduce the durability of the concrete structure.

[0003] A temperature history curve was plotted based on the highest temperature point of the cast-in-place surface layer. The highest temperature point exhibited a cyclical increase and decrease, reaching a maximum of 55℃, all occurring between 12 and 18 hours daily, while the lowest temperature reached 35℃, all occurring between 24 and 6 hours daily. Analysis suggests that because the surface layer is only 0.2m thick, it is a thin-layer structure with strong temperature and humidity exchange with the external environment. Internal hydration heat is easily dissipated, resulting in a small internal temperature rise due to hydration heat. The surface layer temperature is primarily affected by solar thermal radiation, occurring in the upper and middle parts of the surface. Rapid temperature changes cause significant thermal expansion and contraction in the concrete, making the thin-layer structure prone to cracking, necessitating improvement. Summary of the Invention

[0004] In order to reduce cracks in concrete layers, improve the crack resistance of concrete, and ensure the stability of concrete layers in use, this application provides a method for controlling cracks in cast-in-place concrete based on wharf surface layers.

[0005] This application provides a method for controlling cracks in cast-in-place concrete based on wharf surface layers, employing the following technical solution:

[0006] Includes the following steps:

[0007] Step 1: Determine the boundary conditions for simulation;

[0008] Step 2: Simulate the stress of the surface concrete under the coupled effects of multiple factors, and simultaneously arrange steel mesh and basalt fiber rigid mesh on the simulation; surface concrete refers to ultra-thin cast-in-place concrete with a thickness of less than 30mm.

[0009] Step 3: Obtain the arrangement scheme of the steel mesh and basalt fiber rigid mesh in the simulation.

[0010] Step four: The basalt fiber rigid mesh is composed of multiple basalt fiber meshes. Adjust the mesh size, mesh thickness, and number of mesh layers of the basalt fiber mesh, and adjust the thickness of the surface concrete protective layer until the stress simulation results meet the requirements, thereby obtaining the arrangement scheme of the basalt fiber rigid mesh in the simulation.

[0011] By adopting the above technical solution, during use, the basalt fiber rigid mesh is positioned according to the on-site construction, and a model is established in finite element analysis software for stress analysis. The spacing of the basalt fiber rigid mesh is adjusted to improve its crack resistance. By designing a basalt fiber rigid mesh crack control system based on the existing steel reinforcement mesh, the excellent tensile strength and durability of the basalt fiber rigid mesh can effectively constrain shrinkage stress in shallow areas, evenly distribute local stress, avoid single-point cracking caused by stress concentration, reduce cracks in the concrete layer, improve the crack resistance of the concrete, and ensure the stability of the concrete layer in use.

[0012] Preferably, a plurality of fixed supports are provided between the steel reinforcement mesh and the basalt fiber rigid mesh. The fixed supports are detachably installed on the steel reinforcement mesh, and the fixed supports are provided with support grooves that engage with the basalt fiber rigid mesh.

[0013] By adopting the above technical solution, the basalt fiber rigid mesh can be better separated from the steel mesh by the support block, making the fixing of the basalt fiber rigid mesh more convenient and improving the stability of the fixing of the basalt fiber rigid mesh.

[0014] Preferably, the bottom of the fixed support block is provided with a snap-fit ​​groove that engages with the steel mesh, the snap-fit ​​groove is provided with fixing adhesive, and basalt fiber cloth is wrapped around the fixed support block, the basalt fiber cloth being used to fix the basalt fiber rigid mesh.

[0015] By adopting the above technical solution, the fixing adhesive is applied into the snap-fit ​​groove, and then the steel mesh is inserted into the snap-fit ​​groove, so that the fixing block can be fixed more stably. In addition, the use of basalt fiber cloth can lock the fixing block more stably, thereby improving the stability of the installation of the upper fixing block.

[0016] Preferably, the reinforcing mesh is provided with a plurality of fixing buckles on its periphery, the fixing buckles having a pressing groove at their bottom, and the pressing groove having a positioning groove on its sidewall that engages with the periphery of the reinforcing mesh, with the upper side of the reinforcing mesh abutting against the bottom of the pressing groove; the fixing buckles are provided with a locking groove that engages with the basalt fiber rigid mesh, and a control plate is rotatably connected in the locking groove, with one end of the control plate away from the locking groove inserted into the positioning groove; when the reinforcing mesh is inserted into the positioning groove, it pushes the control plate to rotate, thereby causing the control plate to close the locking groove.

[0017] By adopting the above technical solution, and by opening the pressure groove and the positioning groove, the fixing buckle can be controlled to lock in the steel mesh, thereby improving the stability of the fixing buckle; during the process of the positioning groove and the steel mesh being inserted, the control plate is pushed to rotate, thereby allowing the control plate to close the locking groove, thus enabling the basalt fiber rigid mesh to be locked more stably and improving the convenience of locking the basalt fiber rigid mesh.

[0018] Preferably, adjacent basalt fiber meshes are overlapped, and adhesive is applied to the overlap of the basalt fiber meshes.

[0019] By adopting the above technical solutions, basalt fiber rigid meshes, which cover a large area, can be spliced ​​according to standardized specifications, which can improve the ease of fabrication and facilitate engineering construction. By applying adhesive to the overlapping parts of the basalt fiber rigid meshes and allowing the adhesive to fix, whole pieces of basalt fiber rigid meshes can be used more conveniently, further improving the ease of use of basalt fiber rigid meshes.

[0020] Preferably, the basalt fiber mesh overlap is provided with two fixing clips, the fixing clips are provided with fixing holes, and the fixing clips are provided with rivets.

[0021] By adopting the above technical solution, the bottom fixing clip is used to increase the height of the basalt fiber mesh. Combined with rivets and fixing clips, adjacent basalt fiber meshes can be fixed more stably, thereby improving the firmness of using basalt fiber mesh.

[0022] Preferably, a number of fixing blocks are provided at the bottom of the basalt fiber mesh splice of the reinforcing mesh. The bottom of the fixing block is provided with a locking slot that is inserted and matched with the reinforcing mesh. The side wall of the fixing block is provided with a locking cavity. The bottom of the locking cavity is provided with a locking hole that communicates with the locking slot. A locking rod is slidably connected in the locking hole. Both ends of the locking rod are provided with locking plates. When the reinforcing mesh is inserted into the locking cavity, the reinforcing mesh pushes the locking rod to move upward, and the locking plates press against the overlapping part of the basalt fiber mesh.

[0023] By adopting the above technical solution, the basalt fiber rigid mesh can be supported more stably by the fixing locking block. When the fixing locking block descends, the steel mesh pushes the locking plate to press the basalt fiber rigid mesh, thereby pressing and fixing the basalt fiber mesh overlap more stably, improving the firmness of the connection between two adjacent basalt fiber meshes, and improving the stability of using basalt fiber rigid mesh.

[0024] Preferably, the reinforcing steel mesh is provided with supporting crossbars, the basalt fiber mesh is disposed on the supporting crossbars, and the supporting crossbars are interleaved within the mesh of the basalt fiber mesh.

[0025] By adopting the above technical solution, the basalt fiber mesh can be laid in an S-shape through the staggered support crossbars, which allows the basalt fiber mesh to make more firm contact with the concrete, thereby better tightening the thinner concrete and reducing the occurrence of concrete cracks.

[0026] Preferably, a clamping rod is provided between adjacent basalt fiber meshes. The clamping rod consists of two clamping plates, one above the other. Positioning inserts and positioning holes are respectively provided on the two sides of the two clamping plates that are close to each other. The positioning holes are inserted into the positioning inserts. Several tension ropes are wound between the clamping rod and the steel mesh.

[0027] By adopting the above technical solution, the two clamping plates clamp the basalt fiber mesh. The tension rope can pull the distance between the clamping rod and the steel mesh, so that the basalt fiber mesh on the fixed support block can be tightened more firmly. This allows the basalt fiber mesh to tighten the concrete more stably, thus improving the crack resistance of the concrete.

[0028] Preferably, friction strips and friction grooves are respectively provided on the two sides of the two clamping plates that are close to each other, and the friction strips and friction grooves are inserted into each other.

[0029] By adopting the above technical solution, the friction strip and friction groove cooperate to increase the contact area between the basalt fiber mesh and the clamping plate, and increase the number of corners, so that the basalt fiber mesh can be more firmly clamped between the two clamping plates, thereby improving the firmness of the basalt fiber mesh fixation.

[0030] In summary, this application includes at least one of the following beneficial technical effects:

[0031] 1. During use, the basalt fiber rigid mesh is positioned according to the existing on-site construction, and a model is established in the finite element analysis software for stress analysis. The spacing of the basalt fiber rigid mesh is adjusted to improve its crack resistance. By designing a basalt fiber rigid mesh crack control system based on the existing steel reinforcement mesh, the excellent tensile strength and durability of the basalt fiber rigid mesh can effectively constrain shrinkage stress in shallow areas, evenly distribute local stress, avoid single-point cracking caused by stress concentration, reduce cracks in the concrete layer, improve the crack resistance of the concrete, and ensure the stability of the concrete layer in use.

[0032] 2. The support blocks can better separate the basalt fiber rigid mesh from the steel mesh, making the fixing of the basalt fiber rigid mesh more convenient and improving the stability of the fixing of the basalt fiber rigid mesh;

[0033] 3. Apply the fixing adhesive into the snap-fit ​​groove, and then insert the steel mesh into the snap-fit ​​groove. This will allow the fixing block to be fixed more stably. In addition, using basalt fiber cloth will allow the fixing block to be locked more stably, improving the stability of the upper fixing block installation. Attached Figure Description

[0034] Figure 1 This is a schematic diagram of the overall structure of a method for controlling cracks in cast-in-place concrete based on a wharf surface layer, according to an embodiment of this application.

[0035] Figure 2 for Figure 1 An enlarged schematic diagram of part A in the middle;

[0036] Figure 3 for Figure 1 Enlarged schematic diagram of part B in the middle;

[0037] Figure 4 for Figure 1 An enlarged schematic diagram of section C;

[0038] Figure 5 This is a schematic diagram illustrating the main structure of the fixed locking block in Embodiment 2 of this application;

[0039] Figure 6 This is a schematic diagram illustrating the main supporting crossbar structure in Embodiment 2 of this application;

[0040] Figure 7 This is a schematic diagram illustrating the clamping rod structure, which is the main feature of Embodiment 3 of this application.

[0041] Reference numerals: 1. Fixing buckle; 2. Fixing block; 3. Reinforcing mesh; 4. Fixing clip; 5. Basalt fiber mesh; 6. Locking slot; 7. Pressing groove; 8. Positioning groove; 9. Support groove; 10. Basalt fiber cloth; 11. Snap-fit ​​groove; 12. Fixing hole; 13. Rivet; 14. Locking cavity; 15. Fixing lock block; 16. Locking rod; 17. Locking slot; 18. Locking plate; 19. Support crossbar; 20. Clamping piece; 21. Clamping rod; 22. Positioning insertion rod; 23. Positioning insertion hole; 24. Friction strip; 25. Friction groove; 26. Control rotating plate; 27. Tensioning rope. Detailed Implementation

[0042] The following is in conjunction with the appendix Figure 1 - Figure 7 This application will be described in further detail.

[0043] This application discloses a method for controlling cracks in cast-in-place concrete based on the surface layer of a wharf.

[0044] Example 1

[0045] Reference Figure 1 A method for controlling cracks in cast-in-place concrete based on wharf surface layer, comprising the following steps;

[0046] Step 1: According to the "Code for Design of Concrete Structures" (GB / T50010-2010), confirm the simulation boundary conditions based on the performance requirements of concrete, the structural dimensions of the surface layer, the pouring process, and the constraint conditions; the constraint conditions refer to the full constraint effect between the surface concrete and the bottom precast panel.

[0047] Step 2: Use finite element software to simulate the stress of the surface concrete under the coupling effect of multiple factors, and arrange steel mesh 3 and basalt fiber rigid mesh on the simulation. The surface concrete refers to ultra-thin cast-in-place concrete with a thickness of less than 30mm. Finite element software includes ANSYS or ABAQUS.

[0048] Step 3: Obtain the arrangement scheme of the steel mesh 3 and the basalt fiber rigid mesh in the simulation.

[0049] Step four: The basalt fiber rigid mesh consists of multiple basalt fiber meshes 5. Adjust the mesh size, mesh thickness, and number of mesh layers of the basalt fiber mesh 5, and adjust the thickness of the surface concrete protective layer until the stress simulation results meet the requirements, thereby obtaining the arrangement scheme of the basalt fiber rigid mesh in the simulation.

[0050] Multiple fixing blocks 2 are installed between the reinforcing steel mesh 3 and the basalt fiber rigid mesh. Each fixing block 2 is boss-shaped, with a snap-fit ​​groove 11 at its bottom for engaging with the reinforcing steel mesh 3. The snap-fit ​​groove 11 is coated with epoxy resin adhesive. Each fixing block 2 has a support groove 9 for engaging with the basalt rigid mesh. Basalt fiber cloth 10 is wrapped around the fixing block 2 to secure the basalt fiber rigid mesh. Applying the adhesive to the snap-fit ​​groove 11 and then inserting the reinforcing steel mesh 3 into it allows for a more stable fixation of the fixing blocks 2. The use of the basalt fiber cloth 10 further enhances the stability of the fixing blocks 2 installation.

[0051] Several fixing clips 1 are fixed around the periphery of the reinforcing mesh 3. The bottom of the fixing clip 1 is provided with a pressing groove 7. The side wall of the pressing groove 7 is provided with a positioning groove 8 that is inserted and matched with the periphery of the reinforcing mesh 3. The upper side wall of the reinforcing mesh 3 abuts against the bottom of the pressing groove 7. The fixing clip 1 is provided with a locking groove 6 that is matched with the basalt fiber rigid mesh. A control rotating plate 26 is rotatably connected in the locking groove 6. The end of the control rotating plate 26 away from the locking groove 6 is inserted into the positioning groove 8. When the reinforcing mesh 3 is inserted into the positioning groove 8, it pushes the control rotating plate 26 to rotate and drives the control rotating plate 26 to close the locking groove 6. This allows the control rotating plate 26 to close the locking groove 6, thereby enabling the basalt fiber rigid mesh to be locked more stably and improving the convenience of locking the basalt fiber rigid mesh.

[0052] Adjacent basalt fiber meshes 5 are connected by overlapping joints. Adhesive is applied to the overlapping joints of the basalt fiber meshes 5, and the adhesive is made of epoxy resin. Two fixing clips 4 are installed at the overlapping joints of the basalt fiber meshes 5. Fixing clips 4 have fixing holes 12, and rivets 13 are installed in the fixing holes 12. The rivets 13 can more stably lock the basalt fiber meshes 5 in place.

[0053] Taking a single 28m × 5m concrete surface layer as the structural unit, the maximum tensile stress values ​​of the surface layer stress field at 1d, 7d, 14d, and 30d during normal construction were 1.287MPa, 3.442MPa, 5.421MPa, and 8.234MPa, respectively, showing an increasing trend. The maximum tensile stress was located on the surface of the concrete layer, perpendicular to the length direction, exhibiting a certain regular distribution. Three days after concrete pouring, the maximum tensile stress on the surface exceeded the tensile strength of the concrete at that time, indicating that cracking occurred after 3 days. This demonstrates that without any measures, the cracking of the surface concrete would be quite severe. The maximum tensile stress of the concrete at pouring lengths of 28m, 20m, 15m, and 10m were 8.594MPa, 6.983MPa, 5.525MPa, and 4.258MPa, respectively. It can be observed that the maximum tensile stress of the concrete decreases significantly with decreasing pouring length.

[0054] The maximum tensile stresses of concrete at curing times of 0d, 7d, 14d, and 28d were 6.983MPa, 5.581MPa, 4.669MPa, and 3.834MPa, respectively. It can be observed that the maximum tensile stress of concrete decreases significantly with increasing curing time. For different pouring lengths, the concrete's tensile strength exceeds its maximum at 6d, 8d, 10d, and 12d, indicating that increasing curing time can delay the cracking time of concrete; however, extending the curing time cannot prevent cracking altogether.

[0055] The maximum tensile stresses in concrete without slits and with slit widths of 10m, 5m, and 3m were 4.669MPa, 3.834MPa, 3.038MPa, and 2.429MPa, respectively. It can be observed that the maximum tensile stress of concrete decreases as the slit width decreases. For different slit widths, the concrete's tensile strength exceeded its maximum at 10d, 13d, 18d, and 29d, respectively. This indicates that reducing the slit width effectively releases the tensile stress in the overall concrete structure, and when the slit width reaches 3m or less, the risk of concrete cracking is significantly reduced.

[0056] The basalt fiber mesh 5 is composed of several horizontal and vertical strips joined together, with each strip having a rectangular cross-section and a width of 1 cm. The maximum tensile stress in the concrete at cover thicknesses of 1 cm, 2 cm, and 3 cm are 2.256 MPa, 2.335 MPa, and 2.362 MPa, respectively. It can be observed that as the cover thickness decreases, the maximum tensile stress in the concrete decreases slightly, with no significant reduction. The study indicates that the change in concrete cover thickness has little impact on the tensile stress within the concrete. Considering that surface cracking is more severe, a cover thickness of 2 cm for the basalt fiber mesh 5-cell design was ultimately selected.

[0057] The maximum tensile stresses of the concrete with 5-cell basalt fiber mesh sizes of 100×100mm, 150×150mm, and 50mm×50mm were 2.335MPa, 2.572MPa, and 1.962MPa, respectively. It can be observed that as the mesh size of the 5-cell basalt fiber mesh decreases, the maximum tensile stress in the concrete increases. When the mesh size of the 5-cell basalt fiber mesh is greater than 150×150mm, the concrete exhibits a maximum tensile stress exceeding its tensile strength after 24 days. Therefore, the optimal mesh size for the 5-cell basalt fiber mesh is 100mm×100mm.

[0058] The maximum tensile stresses of the concrete with 5-cell basalt fiber mesh thicknesses of 1mm, 3mm, 4mm, and 5mm were 2.572MPa, 2.106MPa, 1.962MPa, and 1.824MPa, respectively. It can be observed that the maximum tensile stress in the concrete decreases with increasing mesh thickness. When the mesh thickness is 1mm, the concrete exhibits a maximum tensile stress exceeding its tensile strength after 24 days. Therefore, a mesh size of 2mm is recommended for the 5-cell basalt fiber mesh.

[0059] The maximum tensile stresses of the concrete with basalt fiber mesh 5 fiber content of 3 kg / m³, 6 kg / m³, 9 kg / m³, and 12 kg / m³ were 2.586 MPa, 2.148 MPa, 1.946 MPa, and 1.746 MPa, respectively. It can be observed that the maximum tensile stress of the concrete decreases with increasing basalt fiber mesh 5 fiber content. When the basalt fiber content is 3 kg / m³, the concrete exhibits a maximum tensile stress exceeding its tensile strength after 24 days. Therefore, the optimal basalt fiber mesh 5 fiber content is 6 kg / m³.

[0060] The implementation principle of a method for controlling cracks in cast-in-place concrete based on a wharf surface layer in this application is as follows: A crack control system with different basalt fiber meshes (5) under different surface layer structures is designed using finite element simulation analysis. This achieves accurate utilization of the basalt fiber mesh (5 cells). The rigid basalt fiber mesh is overlapped using basalt fiber cloth (10) combined with resin, improving the bonding performance between different basalt fiber mesh (5 cells), achieving good stress transfer, and better constraining stress concentration. By designing a rigid basalt fiber mesh crack control system based on the existing steel reinforcement mesh (3), the excellent tensile strength and durability of the rigid basalt fiber mesh effectively constrain shrinkage stress in shallow areas, uniformly disperse local stress, avoid single-point cracking caused by stress concentration, reduce cracks in the concrete layer, improve the crack resistance of the concrete, and ensure the stability of the concrete layer in use.

[0061] Example 2

[0062] Reference Figure 5The difference between this embodiment and embodiment 1 is that a number of fixing blocks 15 are fixed at the bottom of the splicing of the steel mesh 3 and the basalt fiber mesh 5. The bottom of the fixing blocks 15 is provided with a locking slot 17 that is inserted and matched with the steel mesh 3. The side wall of the fixing blocks 15 is provided with a locking cavity 14. The bottom of the locking cavity 14 is provided with a locking hole that communicates with the locking slot 17. A locking rod 16 is slidably connected in the locking hole. Both ends of the locking rod 16 are fixed with locking plates 18. The steel mesh 3 is inserted into the locking cavity 14. The steel mesh 3 pushes the locking rod 16 to move upward. The locking plates 18 press against the overlapping part of the basalt fiber mesh 5.

[0063] Supporting crossbars 19 are fixed on the reinforcing mesh 3. The supporting crossbars 19 are welded and fixed to the reinforcing mesh 3. There is a certain distance between the supporting crossbars 19 and the reinforcing mesh 3. The basalt fiber mesh 5 is fixed on the supporting crossbars 19. The supporting crossbars 19 are interleaved and inserted into the mesh of the basalt fiber mesh 5.

[0064] The implementation principle of Example 2 is as follows: By using the staggered support crossbars 19, the basalt fiber mesh 5 can be laid in an S-shape, which allows the basalt fiber mesh 5 to be in more firm contact with the concrete, thereby better tightening the thinner concrete and reducing the occurrence of concrete cracks.

[0065] Example 3

[0066] Reference Figure 7 The difference between this embodiment and Embodiment 1 is that a clamping rod 21 is fixed between adjacent basalt fiber meshes 5. The clamping rod 21 is composed of upper and lower clamping plates 20, the cross-section of which is semi-circular. Positioning inserts 22 and positioning holes 23 are fixed on the two adjacent sides of the two clamping plates 20, and the positioning holes 23 and positioning inserts 22 are inserted into each other. Several tension ropes 27, which are made of iron wire, are wound between the clamping rod 21 and the steel mesh 3. Friction strips 24 and friction grooves 25 are fixed on the two adjacent sides of the two clamping plates 20, and the friction strips 24 and friction grooves 25 are inserted into each other.

[0067] The implementation principle of Example 3 is as follows: Two clamping plates 20 clamp the basalt fiber mesh 5. Under its own weight, the basalt fiber mesh 5 can be tightened. The tension rope 27 can pull the distance between the clamping rod 21 and the steel mesh 3, so that the basalt fiber mesh 5 on the fixed support block 2 can be tightened more firmly, so that the basalt fiber mesh 5 can tighten the concrete more stably, thus improving the crack resistance of the concrete.

[0068] The above are all preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A cast-in-situ concrete crack control method based on a wharf surface layer, characterized by: Comprising the following steps: Step one, determine the simulation boundary conditions; Step two, simulate the stress of the surface layer concrete under the coupling action of multiple factors, and arrange the steel mesh (3) and basalt fiber rigid mesh on the simulation; the surface layer concrete refers to the ultra-thin cast-in-place concrete with a thickness of 30mm or less; Step three, obtain the arrangement scheme of the steel mesh (3) and basalt fiber rigid mesh in the simulation; Step four, the basalt fiber rigid grid is composed of a plurality of basalt fiber meshes (5), the mesh size, the grid thickness and the grid layer number of the basalt fiber mesh (5) are adjusted, and the thickness of the surface layer concrete protective layer is adjusted until the stress simulation result meets the requirement, so that the arrangement scheme of the basalt fiber rigid grid in the simulation simulation is obtained; a plurality of fixed supporting blocks (2) are arranged between the steel mesh grid (3) and the basalt fiber rigid grid, the fixed supporting block (2) is detachably mounted on the steel mesh grid (3), a supporting groove (9) matched with the basalt fiber rigid grid is formed on the fixed supporting block (2); a clamping groove (11) matched with the steel mesh grid (3) is formed at the bottom of the fixed supporting block (2), a fixing glue is arranged in the clamping groove (11), a basalt fiber cloth (10) is wound on the fixed supporting block (2), and the basalt fiber cloth (10) is used for fixing the basalt fiber rigid grid; a plurality of fixed buckles (1) are arranged on the side of the steel mesh grid (3), a pressing groove (7) is formed at the bottom of the fixed buckle (1), a positioning groove (8) matched with the side of the steel mesh grid (3) is formed on the side wall of the pressing groove (7), and the upper side of the steel mesh grid (3) abuts against the bottom of the pressing groove (7); a locking clamping groove (6) matched with the basalt fiber rigid grid is formed on the fixed buckle (1), a control rotating plate (26) is rotatably connected in the locking clamping groove (6), one end of the control rotating plate (26) away from the locking clamping groove (6) is inserted into the positioning groove (8), the control rotating plate (26) is pushed to rotate when the steel mesh grid (3) is inserted into the positioning groove (8), and the control rotating plate (26) drives the locking clamping groove (6) to be closed; the adjacent basalt fiber meshes (5) are connected in lap joint mode, and an adhesive is coated on the lap joint of the basalt fiber mesh (5); two fixed clamping pieces (4) are arranged at the lap joint of the basalt fiber mesh (5), a fixing hole (12) is formed on the fixed clamping piece (4), and a rivet (13) is arranged on the fixed clamping piece (4); a plurality of fixed locking blocks (15) are arranged at the splicing bottom of the steel mesh grid (3) and the basalt fiber mesh (5), a locking insertion groove (17) matched with the steel mesh grid (3) is formed at the bottom of the fixed locking block (15), a locking cavity (14) is formed on the side wall of the fixed locking block (15), a locking hole in communication with the locking insertion groove (17) is formed at the bottom of the locking cavity (14), a locking rod (16) is slidably connected in the locking hole, locking plates (18) are arranged at both ends of the locking rod (16), the steel mesh grid (3) is inserted into the locking cavity (14), the locking rod (16) is pushed to move upward, and the locking plates (18) press the lap joint of the basalt fiber mesh (5).

2. The cast-in-place concrete crack control method based on a wharf surface layer according to claim 1, characterized in that: The steel reinforcement grid (3) is provided with support cross bars (19), the basalt fiber net (5) is arranged on the support cross bars (19), and the support cross bars (19) are staggered and inserted into the grid of the basalt fiber net (5).

3. The cast-in-place concrete crack control method based on a wharf surface layer according to claim 2, characterized in that: Clamping rods (21) are arranged between adjacent basalt fiber nets (5), the clamping rod (21) is composed of upper and lower clamping pieces (20), the two sides of the two clamping pieces (20) close to each other are respectively provided with a positioning insertion rod (22) and a positioning insertion hole (23), the positioning insertion hole (23) and the positioning insertion rod (22) are inserted and matched, and a plurality of tensioning ropes (27) are wound between the clamping rod (21) and the steel reinforcement grid (3).

4. The cast-in-place concrete crack control method based on a wharf surface layer according to claim 3, characterized in that: The two sides of the two clamping pieces (20) close to each other are respectively provided with a friction strip (24) and a friction groove (25), and the friction strip (24) and the friction groove (25) are inserted and matched.

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